20180813 Ver 1_401 Application_20180618

UNITED STATES MARINE CORPS
MARINE CORPS INSTALLATIONS EAST -MARINE CORPS SASE
PSC BOX 20005
CAMP LEJEUNE NC 28542-0005
Mr. Daniel Govoni
Federal Consistency Coordinator
North Carolina Department of Environment
Division of Coastal Management
400 Commerce Avenue
Morehead City, NC 29557-3421
Dear Mr. Govoni:
5090.12
G-F/BEMD
.SUN 1 1 2818
and Natural Resources
Marine Corps Installations East -Marine Corps Base Camp Lejeune
(MCIEAST-MCB CAMLEJ) proposes to replace a railroad trestle over
Webb Creek in Stella, North Carolina.
Enclosed is our consistency determination for the proposed
maintenance and repair of existing bridge supports. In accordance
with Section 307(c)(1) of the Federal Coastal Zone Management Act
of 1972 as amended, MCIEAST-MCB CAMLEJ has determined that these
activities are consistent with North Carolinas Coastal Management
Program. This determination is based on the review of the
enforceable policies of the State's coastal program, found in
Chapter 7 of Title 15A of the North Carolina Administrative Code.
MCIEAST-MCB CAMLEJ requests that the Division of Coastal Management
concur with this consistency determination.
The point of contact for this project is Ms. Jessi Baker,
Environmental Conservation Branch, G -F, at [phone] or email
jessi.bakerousmc.mil.
Sincerely,
hR. TOWNSON
Director, Environmental Management
By direction of the
Commanding General
Enclosure: CONSISTENCY DETERMINATION FOR MARINE CORPS
INSTALLATIONS EAST -MARINE CORPS BASE CAMP LEJEUNE,
5881 RAILROAD TRESTLE REPLACEMENT, ONSLOW COUNTY,
NORTH CAROLINA

CONSISTENCY DETERMINATION FOR
MARINE CORPS INSTALLATIONS EAST -MARINE CORPS BASE CAMP LEJEUNE,
REPAIR RAILROAD TRESTLE, 5881 (N40085 -17-B-0037)
ONSLOW COUNTY, NORTH CAROLINA
The United States Marine Corps (USMC) has determined that implementing the proposed action would
be consistent to the maximum extent practicable with the enforceable policies of North Carolina's
approved coastal management program.
1.0 FEDERAL AGENCY ACTION
Marine Corps Installations East -Marine Corps Base Camp Lejeune (MCIEAST-MCB CAMPLEJ)
proposes to replace the existing Railroad Trestle, S881 located at the Webb Creek crossing of the Camp
Lejeune Railroad located near the Town of Stella, Onslow County, North Carolina (Attachment A).
The purpose and need for the proposed project is to provide a new railroad trestle structure to replace the
deteriorated existing structure and ensure the continued use of the railroad as a primary mode of
transportation for supply and equipment transport at Marine Corps Base, Camp Lejeune, North Carolina.
The existing trestle is constructed of timber framing embedded in the cross section of Webb Creek. The
trestle at this location spans approximately 111 feet and is retained on each side by creosote treated wood
and corrugated metal retaining walls (Attachment B). The trestle, in its present condition, is beyond a
state of repair and in need of replacement.
It is proposed that the existing Webb Creek trestle be removed in its entirety including the retaining walls.
A new concrete box girder, 4 -span trestle will be constructed over Webb Creek. The bridge deck will
span a total distance of 119 feet and will include the installation of concrete and riprap embankment
supports. Precast concrete piles will be driven to support the trestle bents at each span. Concrete girders
will be installed on each bent with the required depth of the concrete girders to achieve the increased
spans between support piles, the vertical clearance below the bottom of the bridge will be reduced by 2.25
feet . Stone ballast and tracking will be installed on the concrete deck (Appendix Q.
2.0 NORTH CAROLINA COASTAL AREA MANAGEMENT ACT
In. 1972, Congress passed the Coastal Zone Management Act, which encouraged states to keep the coasts
healthy by establishing programs to manage, protect, and promote the country's fragile coastal resources.
In 1974, the North Carolina General Assembly passed the landmark Coastal Area Management Act
(LAMA). CAMA established the Coastal Resources Commission, required local land use planning in 20
coastal counties, and provided a program for regulating development. The North Carolina Coastal
Management Program was federally approved in 1978 by the National Oceanic and Atmospheric
Administration.
Coastal Consistency Determination 1
MCIEAST-MCB CAMPLEJ — Repair Railroad Trestle, 5881

2.1 Areas of Environmental Concern
North Carolina's coastal zone includes the 20 counties, including Onslow County, that are adjacent to,
adjoining, intersected by, or bounded by the Atlantic Ocean or any coastal sound. There are two tiers
within this boundary. The first tier is comprised of Areas of Environmental Concern (AECs) designated
by the state. AECs have more thorough regulatory controls and include coastal wetlands, coastal
estuarine waters, public trust areas, coastal estuarine shorelines, ocean beaches, frontal dunes, ocean
erosion areas, inlet lands, small surface water supply watersheds, public water supply well fields, and
fragile natural resource areas. The second tier includes land uses with the potential to affect coastal
waters, even though they are not defined as AECs. The coastal zone extends seaward to the three nautical
mile territorial sea boundary.
An AEC is an area of natural importance and its classification protects the area from uncontrolled
development. AECs include almost all coastal waters and about three percent of the land in the twenty
coastal counties. The four categories of AECs are:
- The Estuarine and Ocean System, which includes public trust areas, estuarine coastal waters,
coastal shorelines, and coastal wetlands;
- The Ocean Hazard System, which includes components of barrier island systems;
- Public Water Supplies, which include certain small surface water supply watersheds and
public water supply well fields;
- Natural and Cultural Resource Areas, which include coastal complex natural areas, areas
providing habitat for federal or state designated rare, threatened, or endangered species,
unique coastal geological formations, or significant coastal archaeological or historic
resources.
The Base encompasses coastal resource areas designated as AECs, including estuarine coastal waters,
coastal shorelines, and coastal wetlands of the Estuarine and Ocean System AEC, as well as habitat for
federal or state designated species and archaeological or historic resources of the Natural and Cultural
Resource Area AEC. The project is located on Webb Creek and is located in a Coastal Shoreline AEC.
The project is also located within Public Trust areas of this water body.
The following is an analysis of the applicability of policies designed to protect AECs and Public Trust
areas and the proposed project's consistency with those policies, when applicable. Attachment A shows
the location of the proposed project relative to the AECs and Public Trust areas in the project vicinity.
➢ Pursuant to 15A NCAC 07H .0205, management objectives have been established for
conservation of coastal wetlands for the purpose of preserving and perpetuating their biological,
social, economic, and aesthetic values. To fulfill these objectives, uses which are not water
dependent are not allowed in coastal wetlands pursuant to 15A NCAC 07H .0208(a)(1). The span
of the proposed trestle was lengthened such that all embankment construction and grading would
occur in upland areas. No wetland areas will be impacted in any manner by the proposed
construction.
Based on the above information, the proposed project is consistent with the management
objectives of 15A NCAC 07H .0205.
Coastal Consistency Determination 2
MCIEAST-MCB CAMPLEJ — Repair Railroad Trestle, 5881

➢ Pursuant to 15A NCAC 07H .0206, management objectives have been established for
conservation of estuarine waters for the purpose of preserving and perpetuating their biological,
social, economic, and aesthetic values. To fulfill these objectives, uses which are not water
dependent are not allowed in estuarine waters pursuant to 15A NCAC 07H .0208(a)(1). The
proposed replacement trestle is a water dependent structure. The replacement trestle will allow
the continued use of the Camp Lejeune Railroad system as a major mode of transportation to
transport supplies and equipment at Marine Corps Base, Camp Lejeune, North Carolina.
Based on the above information, the proposed project is consistent with the management
objectives of 15A NCAC 07H .0206.
➢ Pursuant to 15A NCAC 07H .0207, management objectives have been established for
conservation of public trust areas for the purpose of protecting public rights for navigation and
recreation, and management of public trust areas for the purpose of saving and perpetuating their
biological, economic, and aesthetic values. To fulfill these objectives, uses which are not water
dependent are not allowed in public trust areas pursuant to 15A NCAC 07H .0208(a)(1).
The replacement trestle is a water dependent structure. The replacement trestle will be
constructed at the approximate same top elevation as the existing trestle. The elevation of the
finish track will be the same as the existing track. The bottom of the support structure will be
2.25 feet lower than the existing trestle structure. The cored box girders have a deeper cross
section than the existing timber framing. The use of the concrete box girders permit the number
of spans of the new trestle to be reduced from nine (existing trestle) to four (new trestle).
Additionally, the existing timber cross bracing present on the existing trestle, substantially
obstructing the navigability of the waterway, will be eliminated. The proposed concrete structure
will not have cross bracing. The maximum channel depth of 5.57 feet and the mean channel
depth of 4.75 feet will not be altered by the proposed project. The existing stream channel width
will not be modified as part of the proposed construction. The existing vertical creosote retaining
wall will be replaced with concrete and riprap constructed embankment cones. Access to
upstream Webb Creek will be significantly improved by the proposed construction.
Therefore, no adverse impacts to public trust areas are anticipated as a result of the proposed
project. Based on the above information, the proposed project is consistent with management
objectives of 15A NCAC 07H.0207.
➢ Pursuant to 15A NCAC 07H .0209, management objectives have been established to ensure that
shoreline development is compatible with the dynamic nature of the shoreline and North
Carolina's objectives for conserving and managing the important natural features of the estuarine
and ocean systems. The project is located on the shore of Webb Creek, in waters that have been
classified as Class C. Particularly, the proposed project will not alter coastal wetlands, cause
degradation of submerged aquatic vegetation or shellfish beds, or cause irreversible damage to
documented historic resources. Based on the above information, the proposed project is
consistent with the management objectives of 15A NCAC 07H .0209.
➢ Pursuant to 15A NCAC 07H .0303, management objectives have been established to ensure that
development in ocean hazard areas is compatible with the goals of eliminating unreasonable
danger to life while achieving a balance between the financial, safety, and social factors involved
in development of these areas. Ocean hazard areas include ocean erodible areas (where there
exists a substantial possibility of excessive erosion and significant shoreline fluctuation), high
Coastal Consistency Determination 3
MCIEAST-MCB CAMPLEJ — Repair Railroad Trestle, 5881

hazard flood areas, inlet hazard areas, and non -vegetated beach areas. The proposed project is not
located within any ocean hazard areas as defined by 15A NCAC 07H .034; therefore, no further
analysis is required regarding the proposed project's consistency with the objective of 15A
NCAC 07H.0303.
➢ Pursuant to 15A NCAC 07H .0505, management objectives have been established to both protect
habitats necessary for survival of threatened and endangered plants and animals, and minimize
land use impacts that might jeopardized these habitats. The proposed project location does not
currently contain any known instances of federally listed endangered or threatened species, their
formally designated critical habitats, or species currently proposed for listing under the
Endangered Species Act of 1973, as amended. This shallow, low -flow stream is not suitable
habitat for any listed species in this area. In order to avoid any potential impacts to juvenile fishes
and sturgeon, all in -water work will occur outside the February 1 through September 30 fish
moratoriums. This project will have no effect on protected habitats, plants, or animals therefore,
the proposed project is consistent with the management objectives of 15A NCAC 07H .0505.
➢ Pursuant to 15A NCAC 07H .0506, management objectives have been established to protect the
features of designated coastal complex natural areas for the purpose of safeguarding biological
relationships and educational, scientific, and aesthetic values within these areas. Natural areas
designated by the North Carolina Natural Heritage Program include the C.F. Russell Longleaf
Pine Natural Area, Wallace Creek Natural Area, and Great Sandy Run Pocosin. The proposed
project is not located within either of these designated natural areas. No protected habitats, plants
or animals would be negatively affected by the proposed project. Therefore, the proposed project
is consistent with the management objectives of 15A NCAC 07H .0506.
➢ Pursuant to 15A NCAC 07H .0507, management objectives have been established to protect
unique coastal geologic formations for the purpose of preserving formations' physical
components that serve as important scientific and educational sites, or as valuable scenic
resources. Currently, the only designated unique coastal geologic formation in North Carolina is
Jockey's Ridge [15A NCAC 07H .0507(c)(3)], located in the Town of Nags Head in Dare
County, North Carolina. Therefore, the proposed project will have no effect on this unique
geologic formation and it is consistent with the management objectives of 15A NCAC 07H .0507.
➢ Pursuant to 15A NCAC 07H .0509, management objectives have been established to conserve
significant coastal archaeological resources for the purpose of preserving their value as scientific,
educational, and aesthetic resources. Currently, the only designated significant coastal
archaeological resource in North Carolina is Permuda Island [15A NCAC 07H .0509(e)].
Permuda Island is a former barrier island located within Stump Sound in Southwestern Onslow
County, North Carolina. There are no significant coastal archaeological resources that would be
affected by the proposed project. Therefore, the proposed project is consistent with the
management objectives of 15A NCAC 07H.0509.
➢ Pursuant to 15A NCAC 07H .0510, management objectives have been established to conserve
significant coastal historic architectural resources for the purpose of preserving their value as
scientific, educational, and aesthetic resources. There are no historic resources that would be
affected by the proposed project. Therefore, the proposed project is consistent with the
management objectives of 15A NCAC 07H .0510.
Coastal Consistency Determination 4
MCIEAST-MCB CAMPLEJ — Repair Railroad Trestle, 5881

➢ Pursuant to 15A NCAC 07H .0600, management objectives have been established for all AECs
and Public Trust areas for the purpose of preventing pollution of shellfish waters, maintaining
aircraft safety, and preventing noise pollution resulting from airspace activity. The proposed
project will not impact any shellfish waters. Construction will occur below the normal water
level to remove existing creosote timber piles and install new concrete piles. The project does not
involve any activities associated with airport safety or airspace noise. All applicable state,
federal, and Base requirements will be followed, ensuring that the proposed activity will not
affect any of these resources; therefore, the proposed project is consistent with the management
objectives of 15A NCAC 07H .0600.
2.2 General Policy Guidelines
The North Carolina CAMA sets forth 11 General Policy Guidelines, addressing:
- Shoreline Erosion Policies
- Shorefront Access Policies
- Coastal Energy Policies
- Post -disaster Policies
- Floating Structure Policies
- Mitigation Policies
- Coastal Water Quality Policies
- Policies on Use of Coastal Airspace
- Policies on water- and wetland -based target areas for military training areas
- Policies on beneficial use and availability of materials resulting from the excavation or
maintenance of navigational channels
- Policies on ocean mining
The purpose of these rules is to establish generally applicable objectives and policies to be followed in the
public and private use of land and water areas within the coastal area of North Carolina. The following is
an analysis of the applicability of the General Policy Guidelines to the proposed project and the project's
consistency with those policies, when applicable.
➢ Pursuant to 15A NCAC 07M .0201, it is the policy of North Carolina development along the
ocean and estuarine shorelines be conducted in a manner that avoids loss of life, property, and
amenities, and that protection of the recreational use of the shorelines of the state is in the public
interest. Pursuant to 15A NCAC 07M .0202, development along the ocean and estuarine
shorelines should also avoid losses to North Carolina's natural heritage. The proposed project
corridor does not include any ocean shorelines and will have no impacts to shoreline uses or
natural heritage. The estuarine shoreline of Webb Creek will not be modified in the area of the
new trestle. The existing creosote timber and metal vertical retaining walls will be removed and
will be replaced with new concrete and rip rap embankment cones. The estuarine shoreline will
be more accessible in the project area as a result of the construction. Therefore, the proposed
project is consistent with the shoreline erosion policies outlined at 15 NCAC 07M .0200.
➢ Pursuant to 15A NCAC 07M.0301, it is the policy of North Carolina to foster, improve, enhance,
and ensure optimum access to the public beaches and waters of the twenty coastal counties
concurrent with needs of private property owners and protection of important coastal natural
resources. Because the proposed project corridor does not include any public beaches or water
Coastal Consistency Determination 5
MCIEAST-MCB CAMPLEJ — Repair Railroad Trestle, S881

associated with the New River or Stump Sound, the proposed project will have no impact on
public beaches and water. Therefore, the proposed project is consistent with the public access
policy outlined at 15 NCAC 07M .0301.
➢ Pursuant to 15A NCAC 07M .040 1, it is the policy of North Carolina that development of energy
shall avoid significant adverse impacts upon vital coastal resources or uses, and public trust or
access areas. The proposed project is not an energy project; therefore, no further action is
required regarding the consistency of the proposed project with the energy policy outlined at 15
NCAC 07M.0401.
➢ Pursuant to 15A NCAC 07M .0501, it is the policy of North Carolina that all state agencies
coordinate activities in coastal areas for the purpose of reducing the damage from coastal
disasters. In accordance with this policy, local governments must include disaster planning
activities in their land use plans, temporary emergency housing must be located outside of
hazardous areas, and building repair and reconstruction activities must comply with the standards
of the Guidelines for Areas of Environmental Concern, North Carolina Building Code (including
wind resistant standards), the National Flood Insurance program, and local reconstruction plans.
The proposed project will be constructed in accordance with all federal, state, and local building
codes. Based on the above information, the proposed project is consistent with the guidelines of
15A NCAC 07M.0501.
➢ Pursuant to 15A NCAC 07M .060 1, it is the policy of North Carolina that floating structures used
for residential or commercial purposes not infringe upon public trust rights nor should they
discharge into public trust waters. The proposed project does involve construction or use of a
permanent floating structure to be used for recreational purposes consistent with the water quality
classification for this area. The installation has limited public access. The new project will not
infringe upon public trust rights. Therefore, no further action is required regarding the
consistency of the proposed project with the floating structure guidelines of 15A NCAC 07M
.0601.
➢ Pursuant to 15A NCAC 07M .0701, it is the policy of North Carolina that adverse impacts to
coastal lands and waters will be mitigated through proper planning, site selection, compliance
with development standards, and creation or restoration of coastal resources. Pursuant to 15A
NCAC 07M .0703, for a project requiring mitigation to be approved, the following conditions
must be met:
- There must be no reasonable and prudent alternatives to the project design or site;
- The entire project must be dependent upon close proximity to public trust waters and coastal
wetlands;
- The public benefits must clearly outweigh the long range adverse effects to the environment;
- All reasonable means and measures to lessen the impacts of the project are incorporated into
the project design.
Based on the results of this Consistency Determination, no adverse impacts to coastal lands or
waters are anticipated. Therefore, no further action is required regarding the consistency of the
proposed project with the mitigation guidelines and policies of 15A NCAC 07M .0701.
➢ Pursuant to 15A NCAC 07M .0801, it is the policy of North Carolina that no land or water use
shall cause the degradation of water quality so as to impair traditional uses of coastal water such
as fishing, swimming, hunting, boating, and commerce. Since all waters of the State within the
Coastal Consistency Determination 6
MCIEAST-MCB CAMPLEJ — Repair Railroad Trestle, S881

coastal area have potential for uses requiring optimal water quality, methods must be adopted to
control development so as to eliminate harmful runoff which may impact the sounds and rivers of
the coastal areas, pursuant to 15A NCAC 07M .0802(c). Discharge of runoff from roadway areas
will occur to vegetated shoulder areas. Runoff from project facilities will not convey
environmentally damaging pollutants to surface waters. This project will not result in any
degradation to water quality due to runoff from the proposed project. The installation will adhere
to all applicable state and federal stormwater and sediment/erosion control guidelines and
regulations mandated by NCDENR.
➢ Pursuant to 15A NCAC 07M .0901, it is the policy of North Carolina that use of aircraft for the
purpose of managing and protecting coastal resources, detecting violations of environmental rules
and laws, and performing public health, safety, and welfare services, is of vital public interest.
To ensure access to airspace, access corridors free of special use airspace designations shall be
preserved along the length of the barrier island and laterally to intervals not to exceed 25 miles
for the purpose of providing unobstructed access to the coastline, and development of aviation -
related projects shall be to the maximum extent practicable to facilitate the use of aircraft by
local, state, and federal government agencies, pursuant to 15A NCAC 07M .0902. The proposed
project is not aviation related, or located within military airspace. Therefore, no further action is
required regarding the consistency of the proposed project with the aircraft usage policy outlined
at 15 NCAC 07M.0901.
➢ Pursuant to 15A NCAC 07M .1001, it is the policy of North Carolina that use of water and
wetland -based target areas for military training purposes not infringe on public trust rights, cause
damage to public trust resources, violate existing water quality standards or result in public safety
hazards. The proposed project location is not located in any existing or proposed water or
wetland -based target areas within public trust areas. Therefore, the proposed project is consistent
with the policies on water and wetland -based military target areas as outlined in 15A NCAC 07M
.1001.
➢ Pursuant to 15A NCAC 07M .1101, it is the policy of North Carolina that material resulting from
the excavation or maintenance of navigation channels be used in a beneficial way wherever
practicable. This project does not include dredging activities. Therefore, the proposed project is
consistent with the policies on the use of material resulting from the excavation or maintenance of
navigation channels as outlined in 15 NCAC 07M .1101.
➢ Pursuant to 15A NCAC 07M .1201, it is the policy of North Carolina that every avenue and
opportunity to protect the physical ocean environment and its mining resources as an integrated
and interrelated system will be utilized. The proposed project does not include any physical
ocean environment or its resources. Therefore, the proposed project is consistent with the
policies on ocean mining as outlined in 15A NCAC 07M .1201.
2.3 North Carolina Dredge and Fill Law (NCGS 113-229)
The proposed project will not result in any excavation within estuarine waters; therefore, no further action
is required regarding compliance with NCGS 113-229.
2.4 Required State and Local Permits
State and local permits that may be required for the proposed project include:
Coastal Consistency Determination 7
MCIEAST-MCB CAMPLEJ — Repair Railroad Trestle, S881

• U.S. Army Corps of Engineers Nationwide Permit No. 3
• NCDEQ Division of Water Quality - 401 Water Quality Certification
• Section 10 Permit — U.S. Army Corps of Engineers
3.0 ONSLOW COUNTY COASTAL MANAGEMENT POLICIES
CAMA required local governments in each of the 20 coastal counties in North Carolina to prepare and
implement a land use plan and ordinances for its enforcement consistent with established federal and state
policies. Specifically, policy statements are required on resource protection, resource production and
management, economic and community development, continuing public participation, and storm hazard
mitigation, post -disaster recovery, and evacuation plans. Upon approval by the North Carolina Coastal
Resources Commission, the plan becomes part of the North Carolina Coastal Management Plan.
The Onslow County Comprehensive Plan (CAMA Core Land Use Plan), adopted by the Onslow County
Board of Commissioners on October 19, 2009 and certified by the Coastal Resource Commission on
January 13, 2010, addresses land use planning in relation to CAMA. According to this Comprehensive
Land Use Plan. Camp Lejeune is zoned as a Military Reservation (MR) and is limited to activities
determined to be appropriate by the military. As the proposed project has been requested by authorities at
Camp Lejeune, the Proposed Action on Base will be consistent with the operation of the Camp Lejeune
Military Reservation, the applicable policies of the North Carolina Coastal Management Program, and
Onslow County's comprehensive plan policies, for the reasons described throughout this Coastal
Consistency Determination.
4.0 CONCLUSION
The proposed project, while located in a coastal shoreline AEC and Public Trust areas, would not have
any significant coastal effect. The installation will adhere to all applicable state and federal regulations
regarding the construction, maintenance and operation of a vehicular bridge. Therefore, the proposed
project, to construct a replacement trestle for the Camp Lejeune Railroad crossing at Webb Creek is
consistent, to the maximum extent practicable, with the enforceable policies of North Carolina's federally
approved coastal management program.
Coastal Consistency Determination 8
MCIEAST-MCB CAMPLEJ — Repair Railroad Trestle, 5881

ATTACHMENT A - SITE LOCATION MAP
Marine Corps Installations East — Marine Corps Base Camp Lejeune
Repair Railroad Trestle, S881
Onslow County, North Carolina
Coastal Consistency Determination
MCIEAST-MCB CAMPLEJ — Repair Railroad Trestle, S881

ATTACHMENT B - PROJECT PLANS
Marine Corps Installations East — Marine Corps Base Camp Lejeune
Repair Railroad Trestle, S881
Onslow County, North Carolina
Coastal Consistency Determination
MCIEAST-MCB CAMPLEJ — Repair Railroad Trestle, S881

N
Wflson
Bay
-zy/ AREA -B CURTIs
RpgD
AZI
MARINE CORPS
AIR STATION
w
I7
/ 3/
o
RACE COURSE AREA I ti
M \
CEM. Run
FIRE TOWER
Mr C \
s�
FIRE TOWER hP
r
Store Bay
RIFLE
KNOX TARAWA TERF
Tr. PARK II I
Northeast Creek
US
NAVAL
HOSPITAL
MMIIDWAY
\\ri PARK
OST
l�
PARA E Fp
Ragged POINT
AREA`rte
2 9^ QG WATKINS
VILLAGE
Pl0
GQ
`qtr
0
Holmes
Pt.
Hadros
Pt. PL
Pxe HADNO
Y-11__�1�0-_ _P //
�✓hit� Rhodes
Pt. �1
RHODES n^ �7
RAI
PROJECT SITE LOCATED OFF
BASE PROPERTY — SEE
SITE LOCATION MAP
650 ^
(> p 4
Q= 4 Z Z
Bee
❑PEN
STORAGE
AREA
b
®� LANDFILL
DUST
� rro
AREA <,0"s qN
FRENCH
CREEK
A R�E A
Fren//
t 'P AMBASEIAN
FIRE
TOWE� C P.Oo'I
ENGINEER FERRr
r AREA
ottocks Pt i
u°
FerryJarrelts
\ Pt. Pt.
Traps
Bay
Rtij 2 ^�
T.
�1` B1\
I
COMBAT
TOWN
FIRE TOWER
RABID
ST7
TOWERO
2
TRIANGLE
OUTPOST
�4>
P
�h
OWNS
rN�Fr
Py OS
`�P O
O
BEACH
/ AREA
�Py
C)
z
6000 0 6000 12000
SCALE OF FEET
LOCATION MAP - U. S. MARINE CORPS BASE
CAMP LEJEUNE, NC
U
Goldsboro us 70 Kinsto New Bern
Tuscarora J IS
v�
Trenton OAK GROVE
Seven ■ CHERRY P❑INT
Springs Pollocksville
Mt. Olive Havelock ❑twa
Pink Comfort Maysville �
Hill r r/
Richlands �^ eaufor I
Warsaw °S orehead Ci II
Beulaville /
Jacksonvil e
Magnolia wansboro
Vero
Rosehill
Dixon CAMP LEJEUG
Wallace
Folksto
G�.
Holly Ridge
Burgaw
Words Corn 4
Hampstead _
Scott Hill O
P Z
Acme � v
Delco \ Wilmington
S TA 76 Bolton Leland
VICINITY MAP - CAMP LEJEUNE, N.C.
0
t
Se;,aF4 STELLA RD
s�
o g
9ao
Webb creek—
WEBB CREEK
r� SITE
�f SITE
US Post _
Office
-57-
;P7-
O
Od
� 00:
o "g '01
z a �
C�p
SITE LOCATION MAP NOT TO SCALE
SYM
REPAIR RAILROAD TRESTLE, S881
MARINE CORPS BASE CAMP LEJEUNE
CONTRACT N0. N40085 -17-B-0037
INDEX OF DRAWINGS
NAVFAC N0.
SHEET COUNT
SHEET N0.
SHEET TITLE
-
1 OF XDX
CS
COVER SHEET
-
2 OF XDX
CD101
SITE PLAN -DEMOLITION
-
3 OF XDX
CD301
EXISTING TRESTLE CENTERLINE PROFILE
-
4 OF XDX
CS101
SITE PLAN -NEW WORK LAYOUT
-
5 OF XDX
CG301
PROPOSED TRESTLE CENTERLINE PROFILE
-
6 OF XDX
CG501
DETAILS
-
7 OF XDX
S-1
GENERAL NOTES
-
8 OF XDX
S-2
NO TITLE
-
9 OF XDX
S-3
FOUNDATION LAYOUT AND NOTES
-
10 OF XDX
S-4
LOCATION SKETCH AND BILL OF MATERIAL
-
11 OF XDX
S-5
DEMOLITION PLAN
-
12 OF XDX
S-6
TYPICAL CROSS SECTION
-
13 OF XDX
S-7
GIRDER DETAILS 20 FT SPAN
-
14 OF XDX
S-8
GIRDER DETAILS 29 FT SPAN
-
15 OF XDX
S-9
GIRDER DETAILS 35 FT SPAN
-
16 OF XDX
S-10
SUPERSTRUCTURE DETAILS
-
17 OF XDX
S-11
SUPERSTRUCTURE DETAILS -2
-
18 OF XDX
S-12
WATERPROOFING DETAILS
-
19 OF XDX
S-13
WALKWAY DETAILS
-
20 OF XDX
S-14
END BENT PLAN, ELEVATION &DETAILS -1
-
21 OF XDX
S-15
END BENT PLAN, ELEVATION &DETAILS -2
-
22 OF XDX
S-16
NO TITLE
-
23 OF XDX
S-17
INTERIOR BENT PLAN, ELEVATION &DETAILS
-
24 OF XDX
S-18
PILE DETAILS
-
25 OF XDX
S-19
RIP RAP DETAILS
-
26 OF XDX
S-20
NO TITLE
-
27 OF XDX
S-21
NO TITLE
DISCLOSURE OF INFORMATION
THE CONTRACTOR SHALL COMPLY AS FOLLOWS:
A. THE CONTRACTOR SHALL NOT RELEASE TO ANYONE OUTSIDE THE CONTRACTOR'S ORGANIZATION
ANY UNCLASSIFIED INFORMATION, REGARDLESS OF THE MEDIUM (E.G. FILM, TAPE, DOCUMENT),
PERTAINING TO ANY PART OF THIS CONTRACT OR ANY PROGRAM RELATED TO THIS CONTRACT, UNLESS
1. THE CONTRACTING OFFICER HAS GIVEN PRIOR WRITTEN APPROVAL; OR
2. THE INFORMATION IS OTHERWISE IN THE PUBLIC DOMAIN BEFORE THE DATE OF RELEASE.
B. REQUESTS FOR APPROVAL SHALL IDENTIFY THE SPECIFIC INFORMATION TO BE RELEASED, THE
MEDIUM TO BE USED, AND THE PURPOSE FOR THE RELEASE. THE CONTRACTOR SHALL SUBMIT ITS
REQUEST TO THE CONTRACTING OFFICER AT LEAST 45 DAYS BEFORE THE PROPOSED DATE OF
RELEASE.
C. THE CONTRACTOR AGREES TO INCLUDE A SIMILAR REQUIREMENT IN EACH SUBCONTRACT UNDER
THIS CONTRACT. SUBCONTRACTORS SHALL SUBMIT REQUESTS FOR AUTHORIZATION TO RELEASE
THROUGH THE PRIME CONTRACTOR TO THE CONTRACTING OFFICER.
REVISIONS
DATE (APPROVED
90%°SUBMITTAL CS
AVOLIS ENGINEERING, P.A. LICENSE NO. C-0706 DEPARTMENT OF THE NAVY NAVAL FACILITIES ENGINEERING COMMAND
P.O. BOX
NEW BERNN,,NC
28561 MARINE CORPS BASE
C — e v
PH.[phone] CAMP LEJEUNE, NORTH CAROLINA
DES. J. K. AVOLIS, P.E.
DR. MSP / WFF REPAIR RAILROAD TRESTLE, S881
CHK. J. C. AVOLIS, P.E. MARINE CORPS BASE CAMP LEJEUNE
SUBMITTED BY:
DESIGN DIR. BRIAN R. MARSHBURN, P.E. COVER SHEET
APPROVED: PWO OR OICC DATE SIZE CODE IDENT. NO NAVFAC DRAWING NO.
F 80091
SATISFACTORY T0: DATE CONSTR. CONTR. NO. N40085 -17-B-0037
AE PROJECT # 17022 SCALE: NOTED SPEC. 05-17-0037 SHEET 01 0F XD
CIVIL LEGEND
AC
EXISTING
DESCRIPTION
NEW
CI
WATER VALVE
CJ
©
TELECOMMUNICATIONS MANHOLE
COMMUNICATIONS MANHOLE
❑
STORM DRAIN DROP INLET
CMU
CONCRETE MASONRY UNIT
FIRE HYDRANT
DIAMETER
TPED ® Q
COMMUNICATIONS PEDESTAL
DI
� o-*
UTILITY POLE/POLE WITH LIGHT
DRAINAGE MANHOLE
EJ
GUY WIRE
EX, EXIST
EXISTING
DITCH/SWALE CENTERLINE
HORIZONTAL
— — —OHE— — —
OVERHEAD ELECTRICAL
INV
— — —UGE— — —
UNDERGROUND ELECTRICAL
ELECTRIC JUNCTION BOX
— — — FO — — —
UNDERGROUND FIBER OPTIC
MAG
— — —UGC— — —
UNDERGROUND COMMUNICATIONS
MAXIMUM
MH
CONCRETE
MIN
MINIMUM
ASPHALT
OVERHEAD ELECTRIC
E______]
GRAVEL
Vil KI -01
OUTSIDE DIAMETER
SURVEY CONTROL POINT
D
X 5.00
SPOT ELEVATIONS
+ XX.XX
— —25— —
CONTOUR LINES
28
TON
TREE LINE / CLEARING LIMIT
TYP
— — — —�
SOURCE/DESTINATION UNKNOWN
PAD MOUNTED ELECTRIC TRANSFORMER
■--■
SIGN
DEMOLITION ITEMS
90%°SUBMITTAL CS
AVOLIS ENGINEERING, P.A. LICENSE NO. C-0706 DEPARTMENT OF THE NAVY NAVAL FACILITIES ENGINEERING COMMAND
P.O. BOX
NEW BERNN,,NC
28561 MARINE CORPS BASE
C — e v
PH.[phone] CAMP LEJEUNE, NORTH CAROLINA
DES. J. K. AVOLIS, P.E.
DR. MSP / WFF REPAIR RAILROAD TRESTLE, S881
CHK. J. C. AVOLIS, P.E. MARINE CORPS BASE CAMP LEJEUNE
SUBMITTED BY:
DESIGN DIR. BRIAN R. MARSHBURN, P.E. COVER SHEET
APPROVED: PWO OR OICC DATE SIZE CODE IDENT. NO NAVFAC DRAWING NO.
F 80091
SATISFACTORY T0: DATE CONSTR. CONTR. NO. N40085 -17-B-0037
AE PROJECT # 17022 SCALE: NOTED SPEC. 05-17-0037 SHEET 01 0F XD
ABBREVIATIONS
AC
ASBESTOS CEMENT (PIPE)
APPROX.
APPROXIMATE/APPROXIMATELY
CI
CAST IRON (PIPE)
CJ
CONTRACTION JOINT
CMH
COMMUNICATIONS MANHOLE
CMP
CORRUGATED METAL PIPE
CMU
CONCRETE MASONRY UNIT
DIA, 0
DIAMETER
DI
(STORM DRAIN) DROP INLET
DI
DUCTILE IRON (PIPE)
DMH
DRAINAGE MANHOLE
EJ
EXPANSION JOINT
EX, EXIST
EXISTING
HOR
HORIZONTAL
HVAC
HEATING VENTILATION AND A/C
INV
INVERT
JBOX
ELECTRIC JUNCTION BOX
LF
LINEAR FOOT/FEET
MAG
MAG NAIL (SURVEY CONTROL)
MAX
MAXIMUM
MH
MANHOLE
MIN
MINIMUM
OHE
OVERHEAD ELECTRIC
OC
ON CENTER
OD
OUTSIDE DIAMETER
RCP
REINFORCED CONCRETE PIPE
STA
STATION
SMH
SANITARY SEWER MANHOLE
TBM
TEMPORARY SITE BENCHMARK
TON
TOP OF (VALVE) NUT
TYP
TYPICAL
XFMR
PAD MOUNTED ELECTRIC TRANSFORMER
YH
YARD HYDRANT
90%°SUBMITTAL CS
AVOLIS ENGINEERING, P.A. LICENSE NO. C-0706 DEPARTMENT OF THE NAVY NAVAL FACILITIES ENGINEERING COMMAND
P.O. BOX
NEW BERNN,,NC
28561 MARINE CORPS BASE
C — e v
PH.[phone] CAMP LEJEUNE, NORTH CAROLINA
DES. J. K. AVOLIS, P.E.
DR. MSP / WFF REPAIR RAILROAD TRESTLE, S881
CHK. J. C. AVOLIS, P.E. MARINE CORPS BASE CAMP LEJEUNE
SUBMITTED BY:
DESIGN DIR. BRIAN R. MARSHBURN, P.E. COVER SHEET
APPROVED: PWO OR OICC DATE SIZE CODE IDENT. NO NAVFAC DRAWING NO.
F 80091
SATISFACTORY T0: DATE CONSTR. CONTR. NO. N40085 -17-B-0037
AE PROJECT # 17022 SCALE: NOTED SPEC. 05-17-0037 SHEET 01 0F XD

- - -12- - -
LAYOUT POINT
MAG NAIL SET
N: 373495.4602
E: 2549816.4826
ELEV=13.86
STA=0+00
W
EX. C/L DITCH
XB3
EX. WETLANDS LIMIT OF EX. WETLANDS
- \-----11---EB-_ _
\ \ --- -//-
i-
13 -- -- -- --- -- - �4- -13- - —_ — _ +�� UGE - — _-
61
� + /
` �
I -0.�2 / '6� sl I 1 // -� moo= = = --; r _ _ _ _ EX. C/L DITCH
/ I EX. TOP OF BANK /�� �� EX. WETLANDS-
° --
, �,
EX. TOP OF BANK I
062 �_I I / i �//--_----
EX. WETLANDS I I 1 so +`� ,� j\s ,d' I I �, ,�� Ac- �s / / - =2 SLT»�--.: —=SET i LIMIT OF EX. WETLANDS-
�+ sem, _
2 ° I � ,�, 1\ so 6� 90, �91s/ / /I I � ` �/�� —__ --3 4 = � i� _ , � \ --_'—__ — — — — —
/ / I + - + / 2 — _ 1 z� _ _ \ - - _ ---- ---
-__ _ -
__
+l +�//� 5—���i------------, '8—_ —---------
'�LT � 1 \, /,I / / s MAG NAIL SET AT NWL � — —
\ 1 I + �� ELEV=1.16 I� / �/ % i / -9 - - - - - — - — —10— —
/ o / s� / _ / I I �° 1 I / / / / / =-- �5� — ----- - --- -t1 ---
- UGE -� I I—I+— �— -� — �� l — ---C — —�1GE� / / / / \ _ — — — — — — — — — — — — — — -
- I / - UG€- ---- -- ----- 12-
fi I �/ + I I ,s / ��+ +s ��� I I I /� / 12 +� +� - - +� + - -
---------13-��-
I� . I ----�� --- -13 - -��s- - - �� -
uuuuuuuuuuuuuuuW .�U U U U U U U�U�uuuuuuu9�8�uuuuuuuuuuuu1�3u u u u u u u u u u u�� �x`h1�'uuuuuuuuuuuu4�'3�'5UuuuuuuuuU U�u���'1�'S2'uuuuuuuuuu��uux`1'3`35"Uuuuuu�U U U U U U u uux �'3`3"
l I I I -EX SHEET PILE HEADWALL - - - - - - - - - - - -
--
----- - - - - s I / 1
+ EX SHEET PILE HEADWALL +/o I I I °� / + `� + `s �\ -239 9 II I I I �I
I
_ __ _ + — -- I I I+/ / I C9 s +\ 9`S`-3� —�+— + 9� -UGE ---� ---- - -- -- — --?�— ----- + __ +
_ -- + �J + —�— s\ \
-- - -- - -,�----------12-- J >—s \� oo
I � I I -L — 9 + s�—+ QUG�- -7T__I
\ \ I�/ (-------- s '__-- -- -- -- ---�-12----------->> -
16 UGE- —_ :- \\ r1 -�- I I UGE / / + I\ +\ +s + ,� �� k ��Q R.7� \ \ \ \ \ \ \ \� _-- =-1 _ _ - -
-1 _ — — — --- — — — — / v I (� `� sl ss s� + %s / s�I �� \ \�\ —_10-
-9
10
-- --- _ _ 10 _------g------ - —------_- / ����J I I DoT l .��I �� I ,s �I �9��� l / �6 I \\g2\ \ \\ \_ ---- ---------g-----------
-------- ---8----------- - ------ ------ ��' / 90 l� / I s+ I / `s I / �� \ - -- --_--_ �-----------8-------------
A SITE PLAN -DEMOLITION
'CD!
CD101 SCALE: 1 " = 10'
------------------6-----------_; + �2, --- -LLIMIT OF EX. WETLANDS _ ----- 7------ --- ---
------_--_ -5_ — — —LIMIT OF EX. WETLANDS---- ------��Q �/ �+ l / + �\ �/ ,�J I SEr� _ _ --------6------------- -----
__-- --- - - -- ----4 — — SL — _ BLT— _�/ x0.4�1J I ?�� I6+� s +++ so // �' Ips I ��-_ — -- - - —SLT_ — — — — — — --5--- -- —
— — — —
I s I l a
--------.�------------- - - -�i//� -4i l I N - -- - ---------------------
ff
1.0�,g / EX. TOP OF BANK _ -
�22 _--- + �u �j / /---� -- . -----2------ -- --- --- -1.59
�� m EX. TOP OF BANK / / ��� / c~ I I / ? +� / o '�
EX. C/L DITCH �-1- � � � � z I � � � �' �' � �' �' �'
/-/
+ - EX. C/L DITCH
+ / �, s �9 / EX. WETLANDS ti
0 I+ oQ %,�/ l
EX. WETLANDS/--,, �/ �/ I + +�
j + +�
++ ��+��++�.��6j a
J°,�_ /+\ /lll"`"""/ �\ fit/
tz
0.25
11
10' 0 5' 10' 20'
GRAPHIC SCALE: 1" = 10'
GENERAL CONSTRUCTION NOTES:
1. THE LOCATION AND DEPTHS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE. THE CONTRACTOR
SHALL BE RESPONSIBLE FOR SCANNING THE AREA OF WORK TO IDENTIFY TO HIS OWN SATISFACTION
THE EXTENT OF UTILITIES PRESENT INCLUDING THE UTILITIES INDICATED TO BE PRESENT, THOSE NOT
SHOWN, AND THOSE SHOWN TO BE IN A DIFFERENT LOCATION.
2. PHYSICAL SITE FEATURES OUTSIDE THE AREA OF WORK OR THOSE FEATURES NOT RELEVANT TO
THE WORK BEING PERFORMED ARE NOT SHOWN FOR CLARITY.
3. ALL EXISTING VEGETATED AREAS DISTURBED DURING CONSTRUCTION SHALL BE REVEGETATED IN
ACCORDANCE WITH THE PROJECT VEGETATION PLAN, SEE DETAIL B, SHEET CG501.
DEMOLITION WORK ITEMS (THIS SHEET):
1D REMOVE EXISTING TRESTLE, SEE SHEET S5.
02 REMOVE EXISTING TRACK (AT JOINTS) AND TIES TO ACCOMMODATE NEW TRESTLE.
NEW
WORK
ITEMS (THIS
SHEET
10
INSTALL
SILT FENCE
- SEE DETAIL A, SHEET CG501.

i".
14
12
El
I]
4
2
v
-2
-4
i'.
In -I
i'n
-12
-14
i'.
a 110-I
DATUM ELEV
-20.00
�
WORK
ITEMS (THIS
SHEET):
w
INSTALL
(
- SEE DETAIL A, SHEET CG501.
w
TOP OF EX. TRACKS
�
L
Q
w
Q
w
=
L L
— L
L L
L J1
L L
L
CD
LC
Q:f
-c
w
+
O
�- -� -
I�
o +
oLL-
- -
-
EX. LOW CHORD ELEV=11.79
Z
Q
Q
II I I � III
II II III
III I I
w
I I � II II I
0
EX. GRADE
I
III
II � III
III III
z
�
II II � II I I I
w
�o
z
yl
I II
I II
I II
CD
Q
I �
� II
I II
II II
II II
II
II II
II
I
II
QC/-)
0+00
A EXISTING TRESTLE CENTERLINE PROFILE
zv
HOR. SCALE: 1 " = 10'
VERT. SCALE: I" = 2'
1+00
10 0 5 10 20
GRAPHIC SCALE: 1" = 10'
2+00
DISCLOSURE OF INFORMATION
THE CONTRACTOR SHALL COMPLY AS FOLLOWS:
A. THE CONTRACTOR SHALL NOT RELEASE TO ANYONE OUTSIDE THE CONTRACTOR'S ORGANIZATION
ANY UNCLASSIFIED INFORMATION, REGARDLESS OF THE MEDIUM (E.G. FILM, TAPE, DOCUMENT),
PERTAINING TO ANY PART OF THIS CONTRACT OR ANY PROGRAM RELATED TO THIS CONTRACT, UNLESS
1. THE CONTRACTING OFFICER HAS GIVEN PRIOR WRITTEN APPROVAL; OR
2. THE INFORMATION IS OTHERWISE IN THE PUBLIC DOMAIN BEFORE THE DATE OF RELEASE.
B. REQUESTS FOR APPROVAL SHALL IDENTIFY THE SPECIFIC INFORMATION TO BE RELEASED, THE
MEDIUM TO BE USED, AND THE PURPOSE FOR THE RELEASE. THE CONTRACTOR SHALL SUBMIT ITS
REQUEST TO THE CONTRACTING OFFICER AT LEAST 45 DAYS BEFORE THE PROPOSED DATE OF
RELEASE.
C'THE CONTRACTOR AGREES TO INCLUDE A SIMILAR REQUIREMENT IN EACH SUBCONTRACT UNDER
THIS CONTRACT. SUBCONTRACTORS SHALL SUBMIT REQUESTS FOR AUTHORIZATION TO RELEASE
THROUGH THE PRIME CONTRACTOR TO THE CONTRACTING OFFICER.
It.
14
12
lul
n.
0
2
I
-2
-4
W.
lu.,
-12
-14
GENERAL CONSTRUCTION NOTES:
1. THE LOCATION AND DEPTHS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE. THE CONTRACTOR
SHALL BE RESPONSIBLE FOR SCANNING THE AREA OF WORK TO IDENTIFY TO HIS OWN SATISFACTION
THE EXTENT OF UTILITIES PRESENT INCLUDING THE UTILITIES INDICATED TO BE PRESENT, THOSE NOT
SHOWN, AND THOSE SHOWN TO BE IN A DIFFERENT LOCATION.
2. PHYSICAL SITE FEATURES OUTSIDE THE AREA OF WORK OR THOSE FEATURES NOT RELEVANT TO
THE WORK BEING PERFORMED ARE NOT SHOWN FOR CLARITY.
3. ALL EXISTING VEGETATED AREAS DISTURBED DURING CONSTRUCTION SHALL BE REVEGETATED IN
ACCORDANCE WITH THE PROJECT VEGETATION PLAN, SEE DETAIL B, SHEET CG501.
DEMOLITION WORK ITEMS (THIS SHEET) -
0 REMOVE EXISTING TRESTLE, SEE SHEET S5.
(2 REMOVE EXISTING TRACK (AT JOINTS) AND TIES TO ACCOMMODATE NEW TRESTLE.
NEW
WORK
ITEMS (THIS
SHEET):
10
INSTALL
SILT FENCE
- SEE DETAIL A, SHEET CG501.
TOP OF EX. TRACKS
— L
L L
L J1
L L
L
EX. GRADE
�- -� -
I�
IFj
- -
-
EX. LOW CHORD ELEV=11.79
II I I � III
II II III
III I I
II II I I
I I � II II I
EX. GRADE
III
II � III
III III
I I II II
I I II II
II II � II I I I
yl
I II
I II
I II
II� I
I �
� II
I II
II II
II II
II
II II
II
I
II
LIMITS OF WETLANDS
II
II II
II II
OMITS OF WETLANDS
II
II \
II II
II II
II II
/
II
NWL=1.16'
II � � �I
u I_
II II
II II
I
II I
I 1
II II
II
II Iy
II
II
II \
II II
II II
II �II
II I
II
II II
II / II
II \
II II
IIS I
II II �
II
co
Lq
0+00
A EXISTING TRESTLE CENTERLINE PROFILE
zv
HOR. SCALE: 1 " = 10'
VERT. SCALE: I" = 2'
1+00
10 0 5 10 20
GRAPHIC SCALE: 1" = 10'
2+00
DISCLOSURE OF INFORMATION
THE CONTRACTOR SHALL COMPLY AS FOLLOWS:
A. THE CONTRACTOR SHALL NOT RELEASE TO ANYONE OUTSIDE THE CONTRACTOR'S ORGANIZATION
ANY UNCLASSIFIED INFORMATION, REGARDLESS OF THE MEDIUM (E.G. FILM, TAPE, DOCUMENT),
PERTAINING TO ANY PART OF THIS CONTRACT OR ANY PROGRAM RELATED TO THIS CONTRACT, UNLESS
1. THE CONTRACTING OFFICER HAS GIVEN PRIOR WRITTEN APPROVAL; OR
2. THE INFORMATION IS OTHERWISE IN THE PUBLIC DOMAIN BEFORE THE DATE OF RELEASE.
B. REQUESTS FOR APPROVAL SHALL IDENTIFY THE SPECIFIC INFORMATION TO BE RELEASED, THE
MEDIUM TO BE USED, AND THE PURPOSE FOR THE RELEASE. THE CONTRACTOR SHALL SUBMIT ITS
REQUEST TO THE CONTRACTING OFFICER AT LEAST 45 DAYS BEFORE THE PROPOSED DATE OF
RELEASE.
C'THE CONTRACTOR AGREES TO INCLUDE A SIMILAR REQUIREMENT IN EACH SUBCONTRACT UNDER
THIS CONTRACT. SUBCONTRACTORS SHALL SUBMIT REQUESTS FOR AUTHORIZATION TO RELEASE
THROUGH THE PRIME CONTRACTOR TO THE CONTRACTING OFFICER.
It.
14
12
lul
n.
0
2
I
-2
-4
W.
lu.,
-12
-14
GENERAL CONSTRUCTION NOTES:
1. THE LOCATION AND DEPTHS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE. THE CONTRACTOR
SHALL BE RESPONSIBLE FOR SCANNING THE AREA OF WORK TO IDENTIFY TO HIS OWN SATISFACTION
THE EXTENT OF UTILITIES PRESENT INCLUDING THE UTILITIES INDICATED TO BE PRESENT, THOSE NOT
SHOWN, AND THOSE SHOWN TO BE IN A DIFFERENT LOCATION.
2. PHYSICAL SITE FEATURES OUTSIDE THE AREA OF WORK OR THOSE FEATURES NOT RELEVANT TO
THE WORK BEING PERFORMED ARE NOT SHOWN FOR CLARITY.
3. ALL EXISTING VEGETATED AREAS DISTURBED DURING CONSTRUCTION SHALL BE REVEGETATED IN
ACCORDANCE WITH THE PROJECT VEGETATION PLAN, SEE DETAIL B, SHEET CG501.
DEMOLITION WORK ITEMS (THIS SHEET) -
0 REMOVE EXISTING TRESTLE, SEE SHEET S5.
(2 REMOVE EXISTING TRACK (AT JOINTS) AND TIES TO ACCOMMODATE NEW TRESTLE.
NEW
WORK
ITEMS (THIS
SHEET):
10
INSTALL
SILT FENCE
- SEE DETAIL A, SHEET CG501.

x;.0`'62
LAYOUT POINT EX. C/L DITCH
MAG NAIL SET
N: 373495.4602
--- — 373�4\952.4602 E-
-X-.-WET-� L—+A--N__— 1D --S_— _---\_, 2\
8E —`L--
`IM—_IT 6OF -EX-. WETLANDS'�
E: 2549816.4826
ELEV=13.86
STA=0+00 SLT
---_2-
-
— 10-- 73-- _
J/
s�
l
00�2—
-- -- 1 -- -- �J-- J-13- =7=�
\> + /
4
+//
-0.�2 / 0 3=�� EX. C/L DITCH
—
o EX. TOP OF BANK / �
+� EX. WETLANDS
—0.12
EX. TOP OF BANK
EX. WETLAN DS I / / +, /+ + + f- +`s+ r6� l /+ ;6 /- - -1 /J—/ " / _ _ _ _ _ _ _ _ _ _ -
�, ti I�� LIMIT OF EX. WETLANDS _ _ _6- `5_-
� /I
0.03 —
- - - - - - - - -
--
- — -- - - - - - - - - - -
_N. 1�0.1� / / ' / 1 — 9- — / — _ — — -�-0� 1� 69 —10— — — — — —
s .5�
UGE-— ------ -- ---
��
I -�- — — -� - - I— / — �- -- + — ir
I I-- I I+ / — T_ -7 —y�GE . + + + ---12---
— —
i /� ,/ +oma ✓ s� n +��_ `�_ I I+. I �. I I
1/7L/ I �-13--- E� --- —� --��---1.3 + Fly' 12. — ---13 >— — � —------ ,
v/ / ++ I I I+ 13-- --
------- - {----- — ----- --------- -- s -----—
- +
�s--
------1-2-
+/ c9 UGE—-- --- ----- —— ----
--- - -- —J 17 ——---————— — —
12- �cp --sUGE- -- E��
-12--- - - ------ - ol �I �G� / -----------+
--
--_-------
-1� —10— — — _ __----,_\��10 — —_ — —�/ J I (� 1�0 /� Iss s� +\ ��rsj�� / s /.�� I J \ f% /__---- 10
9 I 9�r / �� �� S�� I 9 i / / 6 I\92 \ c5` \\ j \ — — _ _ — — — — — — — — — — — — —g— — — — — — — — — —
_ - - — — — — — -
--- -- - + - /� 00.7�, 4 .,�\--_ -__--- ---_----------
_------- __-----6---------- _ — %� / I �/ .� /, �, �o / / + �.9� +� �2, �� -LIMIT OF EX. WETLANDS _ 2 - --7------ ---
--_- —LIMIT OF EX. WETLANDS— _------ �o , / 11I + /� + / I s SEl— - ------6- ---------- -----
-5 - - 4 - - `, �_SL - SLT-_ _ / X 0.41 J I� ?�� I6 +� s ++ + so / I �s I I� I - _ - -- _ —SLT 5 - - — —
_ - - - -
_
AD,EX. TOP OF BANK - -
�22 _--- + W_�—--�—-------- — — — — — — --- -1.59
m EX. TOP OF BANK / / ��� / c~ I /
EX. C/L DITCH -1 C z I -f7 + EX. C/L DITCH
�9 EX. WETLANDS ti
� w �—� /N �
EX. WETLANDS-,--.,, I +
j + + l+
++).�,�6j
62
�O7 l + 5 , i �i �� / J0.25
l / + s /l +
+
11
rA SITE PLAN -NEW WORK LAYOUT
CS101 CS101 SCALE: 1 " = 20'
20' 0 10' 20' 40'
GRAPHIC SCALE: 1" = 20'
GENERAL CONSTRUCTION NOTES:
1. THE LOCATION AND DEPTHS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE. THE CONTRACTOR
SHALL BE RESPONSIBLE FOR SCANNING THE AREA OF WORK TO IDENTIFY TO HIS OWN SATISFACTION
THE EXTENT OF UTILITIES PRESENT INCLUDING THE UTILITIES INDICATED TO BE PRESENT, THOSE NOT
SHOWN, AND THOSE SHOWN TO BE IN A DIFFERENT LOCATION.
2. PHYSICAL SITE FEATURES OUTSIDE THE AREA OF WORK OR THOSE FEATURES NOT RELEVANT TO
THE WORK BEING PERFORMED ARE NOT SHOWN FOR CLARITY.
3. ALL EXISTING VEGETATED AREAS DISTURBED DURING CONSTRUCTION SHALL BE REVEGETATED IN
ACCORDANCE WITH THE PROJECT VEGETATION PLAN, SEE DETAIL B, SHEET CG501.
NEW WORK ITEMS (THIS SHEET.
01 NEW BRIDGE STRUCTURE, SEE SHEET S-1.
O2 INSTALL SILT FENCE - SEE DETAIL A, SHEET CG501.
DISCLOSURE OF INFORMATION
THE CONTRACTOR SHALL COMPLY AS FOLLOWS:
A. THE CONTRACTOR SHALL NOT RELEASE TO ANYONE OUTSIDE THE CONTRACTOR'S ORGANIZATION
ANY UNCLASSIFIED INFORMATION, REGARDLESS OF THE MEDIUM (E.G. FILM, TAPE, DOCUMENT),
PERTAINING TO ANY PART OF THIS CONTRACT OR ANY PROGRAM RELATED TO THIS CONTRACT, UNLESS
1. THE CONTRACTING OFFICER HAS GIVEN PRIOR WRITTEN APPROVAL; OR
2. THE INFORMATION IS OTHERWISE IN THE PUBLIC DOMAIN BEFORE THE DATE OF RELEASE.
B. REQUESTS FOR APPROVAL SHALL IDENTIFY THE SPECIFIC INFORMATION TO BE RELEASED, THE
MEDIUM TO BE USED, AND THE PURPOSE FOR THE RELEASE. THE CONTRACTOR SHALL SUBMIT ITS
REQUEST TO THE CONTRACTING OFFICER AT LEAST 45 DAYS BEFORE THE PROPOSED DATE OF
RELEASE.
C'THE CONTRACTOR AGREES TO INCLUDE A SIMILAR REQUIREMENT IN EACH SUBCONTRACT UNDER
THIS CONTRACT. SUBCONTRACTORS SHALL SUBMIT REQUESTS FOR AUTHORIZATION TO RELEASE
THROUGH THE PRIME CONTRACTOR TO THE CONTRACTING OFFICER.

14
12
in
I:*]
rel
4
2
-2
-4
I m-
ff.3
a in
-12
-14
DATUM ELEV
—20.00
w
w
cn
I
ry
w
z
ry
0
I
F -
z
o oc)
n
z �
w +
�o
z
CD Q
Qcn
0+00
A PROPOSED TRESTLE CENTERLINE PROFILE
CG301 CG301 HOR. SCALE: 1 " = 10'
VERT. SCALE: I" = 2'
1+00
20 0 10 20 40
GRAPHIC SCALE: 1" = 20'
2+00
DISCLOSURE OF INFORMATION
THE CONTRACTOR SHALL COMPLY AS FOLLOWS:
A. THE CONTRACTOR SHALL NOT RELEASE TO ANYONE OUTSIDE THE CONTRACTOR'S ORGANIZATION
ANY UNCLASSIFIED INFORMATION, REGARDLESS OF THE MEDIUM (E.G. FILM, TAPE, DOCUMENT),
PERTAINING TO ANY PART OF THIS CONTRACT OR ANY PROGRAM RELATED TO THIS CONTRACT, UNLESS
1. THE CONTRACTING OFFICER HAS GIVEN PRIOR WRITTEN APPROVAL; OR
2. THE INFORMATION IS OTHERWISE IN THE PUBLIC DOMAIN BEFORE THE DATE OF RELEASE.
B. REQUESTS FOR APPROVAL SHALL IDENTIFY THE SPECIFIC INFORMATION TO BE RELEASED, THE
MEDIUM TO BE USED, AND THE PURPOSE FOR THE RELEASE. THE CONTRACTOR SHALL SUBMIT ITS
REQUEST TO THE CONTRACTING OFFICER AT LEAST 45 DAYS BEFORE THE PROPOSED DATE OF
RELEASE.
C'THE CONTRACTOR AGREES TO INCLUDE A SIMILAR REQUIREMENT IN EACH SUBCONTRACT UNDER
THIS CONTRACT. SUBCONTRACTORS SHALL SUBMIT REQUESTS FOR AUTHORIZATION TO RELEASE
THROUGH THE PRIME CONTRACTOR TO THE CONTRACTING OFFICER.
14
12
IN
P
No
9
2
-2
-4
W.
W
owl
-12
-14
ow.
OF.,
GENERAL CONSTRUCTION NOTES:
1. THE LOCATION AND DEPTHS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE. THE CONTRACTOR
SHALL BE RESPONSIBLE FOR SCANNING THE AREA OF WORK TO IDENTIFY TO HIS OWN SATISFACTION
THE EXTENT OF UTILITIES PRESENT INCLUDING THE UTILITIES INDICATED TO BE PRESENT, THOSE NOT
SHOWN, AND THOSE SHOWN TO BE IN A DIFFERENT LOCATION.
2. PHYSICAL SITE FEATURES OUTSIDE THE AREA OF WORK OR THOSE FEATURES NOT RELEVANT TO
THE WORK BEING PERFORMED ARE NOT SHOWN FOR CLARITY.
3. ALL EXISTING VEGETATED AREAS DISTURBED DURING CONSTRUCTION SHALL BE REVEGETATED IN
ACCORDANCE WITH THE PROJECT VEGETATION PLAN, SEE DETAIL B, SHEET CG501.
NEW WORK ITEMS (THIS SHEET)
O NEW BRIDGE STRUCTURE, SEE SHEET S-1.
2O INSTALL SILT FENCE — SEE DETAIL A, SHEET CG501.
TOP OF EX./NEW
TRACKS
EX. GRADE
NEW TRESTLE STRUCTURE,
SEE SHEET S-2
EX. GRADE
1
II II
II II
II II
II II
II II
EX. LOW CHORD ELEV=9.54'
LIMITS OF WETLANDS
LIMITS OF WETLANDS
NWL=1.16'
v
i
l
co
0+00
A PROPOSED TRESTLE CENTERLINE PROFILE
CG301 CG301 HOR. SCALE: 1 " = 10'
VERT. SCALE: I" = 2'
1+00
20 0 10 20 40
GRAPHIC SCALE: 1" = 20'
2+00
DISCLOSURE OF INFORMATION
THE CONTRACTOR SHALL COMPLY AS FOLLOWS:
A. THE CONTRACTOR SHALL NOT RELEASE TO ANYONE OUTSIDE THE CONTRACTOR'S ORGANIZATION
ANY UNCLASSIFIED INFORMATION, REGARDLESS OF THE MEDIUM (E.G. FILM, TAPE, DOCUMENT),
PERTAINING TO ANY PART OF THIS CONTRACT OR ANY PROGRAM RELATED TO THIS CONTRACT, UNLESS
1. THE CONTRACTING OFFICER HAS GIVEN PRIOR WRITTEN APPROVAL; OR
2. THE INFORMATION IS OTHERWISE IN THE PUBLIC DOMAIN BEFORE THE DATE OF RELEASE.
B. REQUESTS FOR APPROVAL SHALL IDENTIFY THE SPECIFIC INFORMATION TO BE RELEASED, THE
MEDIUM TO BE USED, AND THE PURPOSE FOR THE RELEASE. THE CONTRACTOR SHALL SUBMIT ITS
REQUEST TO THE CONTRACTING OFFICER AT LEAST 45 DAYS BEFORE THE PROPOSED DATE OF
RELEASE.
C'THE CONTRACTOR AGREES TO INCLUDE A SIMILAR REQUIREMENT IN EACH SUBCONTRACT UNDER
THIS CONTRACT. SUBCONTRACTORS SHALL SUBMIT REQUESTS FOR AUTHORIZATION TO RELEASE
THROUGH THE PRIME CONTRACTOR TO THE CONTRACTING OFFICER.
14
12
IN
P
No
9
2
-2
-4
W.
W
owl
-12
-14
ow.
OF.,
GENERAL CONSTRUCTION NOTES:
1. THE LOCATION AND DEPTHS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE. THE CONTRACTOR
SHALL BE RESPONSIBLE FOR SCANNING THE AREA OF WORK TO IDENTIFY TO HIS OWN SATISFACTION
THE EXTENT OF UTILITIES PRESENT INCLUDING THE UTILITIES INDICATED TO BE PRESENT, THOSE NOT
SHOWN, AND THOSE SHOWN TO BE IN A DIFFERENT LOCATION.
2. PHYSICAL SITE FEATURES OUTSIDE THE AREA OF WORK OR THOSE FEATURES NOT RELEVANT TO
THE WORK BEING PERFORMED ARE NOT SHOWN FOR CLARITY.
3. ALL EXISTING VEGETATED AREAS DISTURBED DURING CONSTRUCTION SHALL BE REVEGETATED IN
ACCORDANCE WITH THE PROJECT VEGETATION PLAN, SEE DETAIL B, SHEET CG501.
NEW WORK ITEMS (THIS SHEET)
O NEW BRIDGE STRUCTURE, SEE SHEET S-1.
2O INSTALL SILT FENCE — SEE DETAIL A, SHEET CG501.

SELF -ANCHORING
METAL POST @ 6' O.C. MAX
12 GAUGE 6"x6" WIRE MESH
FILTER FABRIC
8 BURY
<�= FLOW
jx
\\j\ //\\\
A SILT FENCE
CC101 CG501 NOT TO SCALE
MAINTENANCE:
1.INSPECT STRUCTURES WEEKLY AND
AFTER AT LEAST A 1/2" OR GREATER
RAINFALL EVENT.
2. REMOVE SEDIMENT FROM BEHIND SILT
FENCE PRIOR TO IT REACHING A
MAXIMUM DEPTH OF 6 INCHES.
TEMPORARY VEGETATIVE SEEDING
(PRIOR TO ESTABLISHING PERMANENT VEGETATION
AFTER COMPLETION OF GRADING ACTIVITIES AND THE
CONSTRUCTION OF SWALES, ALL EXPOSED AREAS SHALL
BE SEEDED TO THE FOLLOWING SPECIFICATIONS:
SEED BED
LIME 1-1/2 TON PER ACRE
FERTILIZER 1/2 -TON PER ACRE
SEED
RYE GRAIN 50 LBS PER ACRE
TALL FESCUE 100 LBS PER ACRE
SUPPLEMENTAL SEED
MAY THROUGH AUGUST:
CENTIPEDE 5 LBS PER ACRE
PRnrFnI IRF
STRAW MULCH SHALL BE APPLIED AT A RATE WHICH WILL INSURE APPROXIMATELY 75%
COVERAGE OF THE SEEDED AREA. THE STRAW AND SOWN SEED WILL BE LIGHTLY DISCED
INTO THE BED TO GIVE IT FURTHER RESISTANCE TO BLOWING AND WASHING. THE
CONTRACTOR SHALL GUARANTEE A FULL STAND OF GRASS OVER THE ENTIRE
DISTURBED AREA. IF NECESSARY THE CONTRACTOR WILL WET DOWN THE AREAS TO
ASSIST IN SEED GERMINATION OR AID IN GROWTH IN TIMES OF EXCESSIVELY DRY
WEATHER. A STAND OF GRASS WILL BE CONSIDERED ACCEPTABLE WHEN THE ENTIRE
STAND OF GRASS IS AT LEAST FOUR INCHES HIGH AND HAS ACHIEVED AT LEAST 95%
COVERAGE OF DISTURBED AREAS. RESEEDING WILL BE REQUIRED AS NECESSARY BY THE
CONTRACTOR TO OBTAIN THE SPECIFIED STAND OF GRASS.
PERMANENT VEGETATION
ALL DISTURBED AREAS NOT COVERED WITH BUILDINGS, PAVEMENTS, OR OTHER
IMPERMEABLE SURFACES SHALL BE SODDED WITH CENTIPEDE SOD AS THE FINAL/
PERMANENT VEGETATION.
SPECIAL SEEDING NOTE:
CUT & FILL SLOPES WILL, WITHIN 7 CALENDAR DAYS DAYS OF COMPLETION
OF ANY PHASE OF GRADING, BE PLANTED AND PROVIDED WITH TEMPORARY
OR PERMANENT GROUND COVER, DEVICES, OR STRUCTURES SUFFICIENT TO
RESTRAIN EROSION.
VEGETATION PLAN
B N
'CC!
CG501 NOT TO SCALE
DISCLOSURE OF INFORMATION
THE CONTRACTOR SHALL COMPLY AS FOLLOWS:
A. THE CONTRACTOR SHALL NOT RELEASE TO ANYONE OUTSIDE THE CONTRACTOR'S ORGANIZATION
ANY UNCLASSIFIED INFORMATION, REGARDLESS OF THE MEDIUM (E.G. FILM, TAPE, DOCUMENT),
PERTAINING TO ANY PART OF THIS CONTRACT OR ANY PROGRAM RELATED TO THIS CONTRACT, UNLESS
1. THE CONTRACTING OFFICER HAS GIVEN PRIOR WRITTEN APPROVAL; OR
2. THE INFORMATION IS OTHERWISE IN THE PUBLIC DOMAIN BEFORE THE DATE OF RELEASE.
B. REQUESTS FOR APPROVAL SHALL IDENTIFY THE SPECIFIC INFORMATION TO BE RELEASED, THE
MEDIUM TO BE USED, AND THE PURPOSE FOR THE RELEASE. THE CONTRACTOR SHALL SUBMIT ITS
REQUEST TO THE CONTRACTING OFFICER AT LEAST 45 DAYS BEFORE THE PROPOSED DATE OF
RELEASE.
C. THE CONTRACTOR AGREES TO INCLUDE A SIMILAR REQUIREMENT IN EACH SUBCONTRACT UNDER
THIS CONTRACT. SUBCONTRACTORS SHALL SUBMIT REQUESTS FOR AUTHORIZATION TO RELEASE
THROUGH THE PRIME CONTRACTOR TO THE CONTRACTING OFFICER.

GENERAL NOTES:
1. ALL MATERIALS AND WORKMANSHIP SHALL BE AS PER CURRENT EDITION OF AMERICAN RAILWAY ENGINEERING AND MAINTENANCE -OF -WAY ASSOCIATION'S
(AREMA) "MANUAL FOR RAILWAY ENGINEERING", CHAPTER 8 CONCRETE STRUCTURES AND CHAPTER 15 STEEL STRUCTURES AND THE PROJECT
SPECIFICATIONS FOR THIS CONTRACT.
2. THE CONTRACTOR IS REMINDED THAT WORK ON THIS BRIDGE REQUIRES WORKING WITH AN EXISTING STRUCTURE. MUCH EFFORT HAS BEEN MADE TO
IDENTITY DISCREPANCIES AND ENSURE THAT THE DETAILS ARE DEPICTED CORRECTLY. THESE DRAWINGS HAVE BEEN PREPARED BASED ON SURVEY DATA
AND OTHER AVAILABLE INFORMATION. HOWEVER, SINCE THIS IS AN EXISTING STRUCTURE, THE CONTRACTOR CAN EXPECT AND SHOULD PLAN ON
ENCOUNTERING VARIANCES AND DEVIATIONS BETWEEN THE INFORMATION FOUND IN THESE DRAWINGS AND THE EXISTING SITE CONDITIONS. ACTUAL FIELD
CONDITIONS MAY REQUIRE MODIFICATIONS IN CONSTRUCTION DETAILS AND QUANTITIES.
3. THE RAILROAD TRACK TOP OF RAIL ELEVATIONS ON THE PLANS ARE FROM THE BEST INFORMATION AVAILABLE?.RIOR TO BEGINNING BRIDGE
CONSTRUCTION, VERIFY THE TOP OF RAIL ELEVATIONS AND REPORT ANY VARIATIONS TO THE CONTRACTING OFFICER. ANY PLAN REVISIONS NECESSARY TO ACHIEVE
THE REQUIRED MINIMUM CLEARANCE WILL BE PROVIDED BY THE BASE.
4. THE CONTRACTOR SHALL NOT SCALE DIMENSIONS FROM THE CONTRACT PLANS FOR CONSTRUCTION PURPOSES. SCALES ARE SHOWN FOR INFORMATION
ONLY. NO CONSTRUCTION JOINTS, EXCEPT THOSE SHOWN ON THE PLANS, WILL BE ALLOWED UNLESS APPROVED BY THE CONTRACTING OFFICER. THE CONTRACTOR IS
RESPONSIBLE FOR FIELD VERIFICATION OF ALL DETAILS INCLUDING GEOMETRY AND ELEVATIONS PRIOR TO THE FABRICATION AND INSTALLATION OF ALL
MATERIALS. THE CONTRACTOR SHALL SUBMIT TO THE BASE OR AUTHORIZED REPRESENTATIVE, COPIES OF FIELD SURVEYS AND VERIFICATIONS FOR
INCLUSION INTO THE CONSTRUCTION RECORDS FOR THE PROJECT.
5. HORIZONTAL AND VERTICAL DIMENSION SHOWN IN THESE PLANS ARE TRUE HORIZONTAL AND TRUE VERTICAL.
6. ELEVATIONS SHOWN IN THESE PLANS ARE BASED ON SURVEY CONTROL POINT ELEVATIONS.
7. THIS BRIDGE IS LOCATED IN SEISMIC ZONE 1.
SEISMIC PERFORMANCE ZONE (SPZ) = 1.
DESIGN SPECTRAL ACCELERATION AT 1.0 SEC (SD1) = 0.106g.
DESIGN SPECTRAL ACCELERATION AT 0.2 SEC (SDS) = 0.147g.
SOIL SITE CLASS = D.
8. BRIDGE NO. S881 REPLACES BRIDGE NO. S881.
9. FOR SUBMITTAL OF WORKING DRAWINGS, SEE SPECIFICATIONS.
10. FOR FALSEWORK AND FORMWORK, SEE SPECIFICATIONS.
11. FOR CRANE SAFETY, SEE SPECIFICATIONS.
12. FOR GROUT FOR STRUCTURES, SEE SPECIFICATIONS.
13. THE CONTRACTOR SHALL PROVIDE INDEPENDENT ASSURANCE SAMPLES OF REINFORCING STEEL AS FOLLOWS:
FOR PROJECTS REQUIRING UP TO 400 TONS OF REINFORCING STEEL, ONE 30 INCH SAMPLE OF EACH SIZE BAR USED, AND FOR PROJECTS REQUIRING
OVER 400 TONS OF REINFORCING STEEL, TWO 30 INCH SAMPLES OF EACH SIZE BAR USED. THE BARS FROM WHICH THE SAMPLES ARE TAKEN MUST
THEN BE SPLICED WITH REPLACEMENT BARS OF THE SIZE AND LENGTH OF THE SAMPLE, PLUS A MINIMUM LAP SPLICE OF THIRTY BAR DIAMETERS.
PAYMENT FOR THE SAMPLES OF REINFORCING STEEL SHALL BE CONSIDERED INCIDENTAL TO VARIOUS PAY ITEMS.
14. FOR UTILITY INFORMATION, SEE UTILITY PLANS AND SPECIFICATIONS.
15. PROJECT MUST COMPLY WITH THE SEDIMENT AND EROSION CONTROL PLANS.
16. RIGHT OF WAY IS LIMITED BY PROPERTY LINES.
17. CLASS AA CONCRETE SHALL BE USED IN ALL CAST -IN-PLACE BENTS AND SHALL CONTAIN CALCIUM NITRITE CORROSION INHIBITOR.
18. THE CONCRETE IN THE BENT AND PIER SHALL CONTAIN SILICA FUME. SILICA FUME SHALL BE SUBSTITUTED FOR 5% OF THE PORTLAND
CEMENT BY WEIGHT. IF THE OPTION OF ARTICLE 1024-1 OF THE NCDOT STANDARD SPECIFICATIONS TO PARTIALLY SUBSTITUTE CLASS F FLY ASH FOR PORTLAND
CEMENT IS EXERCISED, THEN THE RATE OF FLY ASH SUBSTITUTION SHALL BE REDUCED TO 1.0 LB OF FLY ASH PER 1.0 LB OF CEMENT. NO PAYMENT WILL BE
MADE FOR THIS SUBSTITUTION AS IT IS CONSIDERED INCIDENTAL TO THE VARIOUS PAY ITEMS.z
19. THIS STRUCTURE CONTAINS THE NECESSARY CORROSION PROTECTION REQUIRED FOR A CORROSIVE SITE.
RAIL NOTES:
1. REMOVE AND REUSE EXISTING RAIL SECTIONS INTO NEW JOINTED RAIL BALLASTED TRACK, SEE SPECIFICATIONS, SECTION TW-TRACKWORK. TIE PLATES,
SPIKES, JOINT BARS AND BOLTS MAY BE REUSED IF IN GOOD CONDITION AND NOT CORRODED. CONTRACTOR/ENGINEER SHALL INSPECT RAIL PRIOR TO
REMOVAL AND INDICATE ANY SECTIONS OR APPURTANCES NOT IN GOOD CONDITION OR RAIL OUT OF TOLERANCE (SEE SHEET S-10).
2. DO NOT TRANSPOSE RAIL. IF NEW RAIL SECTIONS ARE REQUIRED ENSURE RAIL IS OF EQUAL SIZE AND RAIL END MISMATCH IS WITHIN FRA TOLERANCE.
3. REMOVE AND DISPOSE OF ALL GUARDRAIL AND BRIDGE TIES.
4. PROVIDE EQUIPMENT TO SURFACE TRACK AS NEEDED TO RE-ESTABLISH EXISTING RAIL PROFILE (SEE SPECIFICATIONS). CONTRACTOR SHALL MAKE READY
TRACK SURFACE FOR SAFE PASSAGE OF TRAINS PRIOR TO PLACING TRACK IN SERVICE. CONTRACTOR SHALL RE -SURFACE TRACK IF REQUIRED FOR A
PERIOD OF UP TO ONE MONTH OR PASSAGE OF 10 TRAINS, WHICHEVER TIMELINE IS LONGER, IF ANY SURFACE DEFECTS OCCUR ON THE BRIDGE OR
WITHIN 50 FEET OF THE BRIDGE THAT CONSTITUTE AN FRA DEFECT FOR THE SUBJECT TRACK.
cn
0
cn
/
cn
U
i
cn
i
/
cn
ED
0
U
N
�o
L
n
0
/
0
00
co
0Q
cn
o �
STANDARD NOTES:
DESIGN DATA:
SPECIFICATIONS-----------------------------AREMA (CURRENT)
DEAD LOAD -------------------------------WEIGHT OF RAIL AND FASTENINGS, CONCRETE SUPERSTRUCTURE, BALLAST (INCLUDING
6" FUTURE BALLAST) AND SUBSTRUCTURE.
LIVE LOAD --------------------------------COOPER E-80 LOADING AND ALTERNATIVE LIVE LOAD ON 4 AXLES
IMPACT ALLOWANCE --------------------------APPLICABLE PERCENTAGE FOR ROLLING EQUIPMENT WITHOUT HAMMER BLOW
STRESS IN EXTREME FIBER OF
STRUCTURAL STEEL---------------------- Fy = 50,000 psi
REINFORCING STEEL---------------------- Fy = 60,000 psi
CONCRETE (PRESTRESSED BOX GIRDER)--------- f'c = 6,000 psi AT RELEASE
--------- f'c = 7,500 psi AT 28 DAYS
CONCRETE (PRECAST CURB)---------------- f'c = 7,500 psi AT 28 DAYS
CONCRETE (CAST -IN-PLACE BENTS)----------- f'c = 5,000 psi AT 28 DAYS
CONCRETE (PRECAST BACKWALL/WINGWALL) - - - - - - - f'c = 5,000 psi AT 28 DAYS
STRANDS IN PRESTRESSED BOX GIRDER--------- f's = 270,000 psi
(0.5? DIA. 7 -WIRE UNCOATED LOW RELAXATION)
MATERIAL AND WORKMANSHIP:
EXCEPT AS MAY OTHERWISE BE SPECIFIED ON PLANS OR IN THE SPECIFICATIONS, ALL MATERIAL AND WORKMANSHIP SHALL BE IN
ACCORDANCE WITH THE SPECIFICATIONS.
STEEL:
ALL MISCELLANEOUS STRUCTURAL STEEL SHAPES AND PLATES SHALL CONFORM TO THE REQUIREMENTS OF ASTM A36 UNLESS NOTED OTHERWISE
WT ROLLED SECTIONS AND EXPANSION T SHALL BE HOT -DIPPED GALVANIZED.
WT ROLLED SECTIONS SHALL CONFORM TO AASHTO M270 GRADE 50 STEEL OR APPROVED EQUAL.
PLATES SHALL CONFORM TO AASHTO M270 GRADE 36 STEEL OR APPROVED EQUAL.
ALL METALIZED SURFACES SHALL RECEIVE A SEAL COATING AS SPECIFIED IN THE SPECIAL PROVISION FOR THERMAL SPRAYED COATINGS
(METALIZATION).
CONCRETE:
CONCRETE MATERIALS SHALL BE IN ACCORDANCE WITH AREMA, CHAPTER 8, PART 1.
SUBSTRUCTURE:
CONCRETE SHALL HAVE A MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF 5,000 PSI FOR SUBSTRUCTURE CAPS AT 28 DAYS.
EXPOSED SURFACES SHALL BE FORMED IN A MANNER WHICH WILL PRODUCE A SMOOTH AND UNIFORM APPEARANCE WITHOUT RUBBING
OR PLASTERING AND HAVE NO DEPRESSIONS TO HOLD WATER.
PRECAST BACKWALLS AND WINGWALLS:
PRODUCTION PROCEDURES FOR THE MANUFACTURER'S OF PRECAST MEMBERS SHALL BE IN ACCORDANCE WITH THE CURRENT A.R.E.M.A.
MANUAL FOR RAILWAY ENGINEERING.
CONCRETE SHALL HAVE A MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF 5,000 PSI AT 28 DAYS, CONCRETE MEMBER SHALL NOT BE
REMOVED FROM THE CASTING BED BEFORE THE CONCRETE REACHES STRENGTH OF 3,000 PSI.
COARSE AGGREGATE SHALL BE SIZE AASHTO M43 NO. 67. FINE AGGREGATE SHALL BE NATURAL SAND AND MEET GRADING REQUIREMENTS
OF AREMA CHAPTER 8, PART 1, SECTION 1.4.2.2. ADMIXTURES SHALL NOT BE USED WITHOUT APPROVAL BY CONTRACTING OFFICER.
EXPOSED SURFACES SHALL BE FORMED IN A MANNER WHICH WILL PRODUCE A SMOOTH AND UNIFORM APPEARANCE WITHOUT RUBBING
OR PLASTERING, EXPOSED EDGES OF 90 DEGREES OR LESS ARE TO BE CHAMFERED 3/4".
THE FABRICATOR SHALL STENCIL THE FABRICATOR'S NAME, DATE OF FABRICATION, BRIDGE NUMBER AND PIECE MARK AT LOCATION
SHOWN ON ALL DESIGNATED PIECES.
THE FABRICATOR SHALL BE RESPONSIBLE FOR LOADING AND PROPERLY SECURING ALL PRECAST MEMBERS FOR SHIPMENT. ALL
CONCRETE COMPONENTS SHALL BE INSPECTED, BY THE BASE, AT THE FABRICATOR'S PLANT PRIOR TO SHIPMENT.
PRECAST PRESTRESSED BOX GIRDERS:
COMPRESSIVE STRENGTH OF CONCRETE SHALL NOT BE LESS THAN 6,000 PSI (UNLESS OTHERWISE SPECIFIED) AT TRANSFER OF
PRESTRESSING FORCE AND 7,500 PSI IN 28 DAYS.
CURBS ARE NOT TO BE CAST ON THE GIRDERS UNTIL AFTER RELEASE OF PRESTRESSING FORCE.
MAXIMUM SIZE OF COARSE AGGREGATE SHALL BE 3/4".
THE WATER CEMENT RATIO SHALL BE 0.40 MAXIMUM.
ALL PRESTRESSING STRANDS SHALL BE 0:3 DIA., 7 WIRE UNCOATED, LOW RELAXATION, WITH MINIMUM f's = 270,000 psi AND
OTHERWISE MEETING THE REQUIREMENTS OF CURRENT A.S.T.M. A416.
INITIAL PRESTRESS SHALL BE .75 f's = 30,980 LBS PER STRAND.
NON -PRESTRESSED REINFORCEMENT SHALL BE DEFORMED BARS OF NEW BILLET STEEL CONFORMING TO A.S.T.M. A615 GRADE 60.
REINFORCING BAR CHAIR SUPPORTS SHALL NOT BE USED; REINFORCING BARS SHALL BE TIED TO THE PRESTRESSING STRANDS.
VOID FORMS SHALL NOT BE TIED TO OR SUPPORTED BY THE PRESTRESSING STRANDS. ALL VOID FORMS ARE TO BE REMOVED PRIOR TO
SHIPMENT.
CHAMFER EDGES 3/4" X 3/4$$.
PRESTRESSED CONCRETE BOX GIRDERS ARE DESIGNED FOR 0 PSI TENSION IN THE PRECOMPRESSED TENSILE ZONE UNDER ALL LOADING
CONDITIONS.
PRESTRESSED CONCRETE BEAMS SHALL CONTAIN CALCIUM NITRITE CORROSION INHIBITOR.
PRECAST PRESTRESSED PILES:
PRESTRESSED CONCRETE PILES SHALL CONTAIN CALCIUM NITRITE CORROSION INHIBITOR.
DISCLOSURE OF INFORMATION
SYM
REINFORCING STEEL
REVISIONS
ALL BAR SUPPORTS USED IN THE (CURBS, BENTS) AND ALL INCIDENTAL REINFORCING STEEL SHALL BE EPDXY COATED IN ACCORDANCE
WITH THE NCDOT STANDARD SPECIFICATIONS.
REINFORCING BARS STEEL FOR CONCRETE SUBSTRUCTURE SHALL BE NEW BILLET STEEL CONFORMING TO ASTM SPECIFICATION LISTED IN
AREMA CHAPTER 8, PART 1, SECTION 1.6.3.1.
REINFORCING BARS SHALL MEET THE LAP REQUIREMENTS OF AREMA CHAPTER 8 CONCRETE STRUCTURES, SECTION 2.14 AND 2.22.3 FOR
A CLASS C SPLICE.
ALL BENT REINFORCING BARS SHALL BE BENT AROUND A PIN HAVING A DIAMETER NOT LESS THAN SIX TIMES THE DIAMETER OF THE BAR
FOR #3 THROUGH #8 BARS AND EIGHT TIMES BAR DIA. FOR #9 THROUGH #11 BARS IN ACCORDANCE WITH AREMA CHAPTER 8, PART 2,
SECTION 2.4.2.
ALL DIMENSIONS FOR REINFORCING BARS REFER TO THE CENTERLINE OF BAR EXCEPT BENDING DETAIL DIMENSIONS ARE OUT TO OUT OF
BARS.
THE MINIMUM CLEAR DISTANCE FROM THE REINFORCING STEEL TO SURFACE OF THE CONCRETE SHALL BE IN ACCORDANCE WITH AREMA
CHAPTER 8 CONCRETE STUCTURES, SECTION 2.6.1 MINIMUM CONCRETE COVER.
FABRICATION, BENDING, AND PLACEMENT OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH CURRENT AREMA GUIDELINES FOR
CONCRETE STRUCTURES AND FOUNDATIONS.
GROUT
GROUT SPECIFICATION SHALL BE APPROVED BY THE CONTRACTING OFFICER PRIOR TO USE.
IA/F-I F)IKI _
ALL WELDING SHALL BE IN ACCORDANCE WITH CURRENT AREMA, SPECIFICATIONS AND THE PROJECT SPECIFICATIONS, WELDING TO BE IN
ACCORDANCE WITH AMERICAN WELDING SOCIETY STRUCTURAL WELDING CODE D1.5, CURRENT ISSUE. ALL WELDS TO BE CONTINUOUS
UNLESS OTHERWISE SHOWN. ALL WELDERS ARE TO BE QUALIFIED IN ACCORDANCE WITH AWS STRUCTUAL WELDING CODE OR OTHER
REGULATIONS MEETING WITH THE APPROVAL OF THE CONTRACTING OFFICER. ALL FIELD WELDS TO BE MADE WITH E7018 LOW HYDROGEN ELECTRODES
WITH ON-SITE PROTECTION AND USE OF ELECTRODE HEATING UNITS PER CURRENT AWS SPECIFICATIONS.
SPECIAL NOTES:
GENERALLY, IN CASE OF DISCREPANCY, THIS STANDARD SHEET OF NOTES SHALL GOVERN OVER THE SPECIFICATIONS, BUT THE
REMAINDER OF THE PLANS SHALL GOVERN OVER NOTES HEREON.
STIRRUPS IN CAP MAY BE SHIFTED AS NECESSARY TO CLEAR ANCHOR BOLTS. THE TOP SURFACE AREAS OF THE CAPS
SHALL BE CURED IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS EXCEPT THE MEMBRANE CURING. COMPOUND METHOD SHALL
NOT BE USED.
EPDXY COAT THE END BENT CAP AFTER ADJUSTMENTS ARE MADE TO BEARINGS AND ANCHOR BOLTS ARE GROUTED.
THE CONTRACTOR SHALL DETERMINE THE PILE LENGTH SUCH THAT THE FINAL TOP AND TIP ELEVATIONS WILL BE AS INDICATED.
WORK ON END BENTS SHALL NOT BE STARTED UNTIL APPROACH ROCK EMBANKMENT AND CORE MATERIAL IN THE AREA OF END BENTS
PILES HAVE BEEN PLACED.
LONGITUDINAL STEEL MAY BE SHIFTED SLIGHTLY, AS NECESSARY, TO AVOID INTERFERENCE WITH STIRRUPS IN PRESTRESSED CONCRETE
GIRDERS. DURING THE JOINT INSTALLATION PROCEDURE, THE JOINT AND SURROUNDING AREA SHALL BE KEPT CLEAN AND FREE OF
DEBRIS.
ELASTOMER IN ALL BEARINGS SHALL BE 60 DUROMETER HARDNESS.
THE CONTRACTOR HAS THE OPTION TO PROVIDE, AT NO ADDITIONAL COST TO THE BASE,_2 ADDITIONAL STRANDS AT THE TOP OF THE
GIRDER TO FACILITATE TYING OF THE REINFORCING STEEL. THESE STRANDS SHALL BE PULLED TO A LOAD OF 4500 LBS..
THE CONTRACTOR SHALL COMPLY AS FOLLOWS:
A. THE CONTRACTOR SHALL NOT RELEASE TO ANYONE OUTSIDE THE CONTRACTOR'S ORGANIZATION
ANY UNCLASSIFIED INFORMATION, REGARDLESS OF THE MEDIUM (E.G. FILM, TAPE, DOCUMENT),
PERTAINING TO ANY PART OF THIS CONTRACT OR ANY PROGRAM RELATED TO THIS CONTRACT, UNLESS
1. THE CONTRACTING OFFICER HAS GIVEN PRIOR WRITTEN APPROVAL; OR
2. THE INFORMATION IS OTHERWISE IN THE PUBLIC DOMAIN BEFORE THE DATE OF RELEASE.
B. REQUESTS FOR APPROVAL SHALL IDENTIFY THE SPECIFIC INFORMATION TO BE RELEASED, THE
MEDIUM TO BE USED, AND THE PURPOSE FOR THE RELEASE. THE CONTRACTOR SHALL SUBMIT ITS
REQUEST TO THE CONTRACTING OFFICER AT LEAST 45 DAYS BEFORE THE PROPOSED DATE OF
RELEASE.
C. THE CONTRACTOR AGREES TO INCLUDE A SIMILAR REQUIREMENT IN EACH SUBCONTRACT UNDER
THIS CONTRACT. SUBCONTRACTORS SHALL SUBMIT REQUESTS FOR AUTHORIZATION TO RELEASE
THROUGH THE PRIME CONTRACTOR TO THE CONTRACTING OFFICER.
4
amec
foster
wheeler
AE PROJECT
17022
90% SUBMITTAL
DATE APPROVED
S-1
AVOLIS ENGINEERING, P.A. LIGENbENU. U-U/Ub DEPARTMENT OF THE NAVY NAVAL FACILITIES ENGINEERING COMMAND
P.O. BOX
NEW BERNN,,NC
28561 ,,,� . MARINE CORPS BASE
C
PH.[phone] CAMP LEJEUNE, NORTH CAROLINA
DES. CRS REPAIR RAILROAD TRESTLE, S881
DR. AGG MARINE CORPS BASE CAMP LEJEUNE
CHK.
SUBMITTED BY:
DESIGN DIR. GENERAL NOTES
APPROVED: PWO OR OICC DATE SIZE CODE (DENT. NO NAVFAC DRAWING NO.
F 80091
SATISFACTORY TO: DATE
CONSTR. CONTR. NO. N40085 -17-B-0037
SCALE: NOTED I SPEC. 05-17-0037 SHEET 07 OF 27

E
U)
Q)
a
0
0
cn
I
U)
i
U)
U
i
0
i
0
0
41
U
N
O
L-
n
0
i
0
00
co
U)
C14 N C
\ Lo
N �
N
1'-5"
1'-5"
I
1'-0»
DO
Z_
Z_
Q0
I
O
REQUIRED
I
Z
W
DO
Z
PILE CAP, TYP.
F.F. OF BACKWALL
N
1'-0»
Z_
Z_
Z_
1 »-6„
O
REQUIRED
,ie
Z
W
m m
Z
O
W
m
m
O
RESISTANCE PER
RESISTANCE PER
Pw
P
SUBSTRUCTURE
1 "-6"
TIP ELEVATION
00
1'-0"
5'-0"
1'-0»
Z_
Z_
11-611
1 »-6„
1'-0»
REQUIRED
,ie
Z
W
m m
m m
O
O
i
i
MINIMUM TIP
RESISTANCE PER
RESISTANCE PER
Pw
P
SUBSTRUCTURE
ELEVATION
TIP ELEVATION
00
ELEVATION
PILE
PILE
5'-0"
5'-0"
BRIDGE _
TRACK N
I
N
I
N
I
N
FOUNDATION LAYOUT
SCALE: 1 " = 5'-0"
PILE DATA TABLE
1'-0»
Z_
Z_
11-611
1 »-6„
1'-0»
REQUIRED
Z
W
Z
W
m m
m m
O
O
ESTIMATED PILE
i
5'-0"
BRIDGE _
TRACK N
I
N
I
N
I
N
FOUNDATION LAYOUT
SCALE: 1 " = 5'-0"
PILE DATA TABLE
1'-0»
00
NUMBER OF
11-611
1 »-6„
1'-0»
REQUIRED
DESIGN FACTORED
REQUIRED DRIVING
SUBSTRUCTURE UNIT
PILE TYPE AND SIZE
PILES PER
5'-0"
BRIDGE _
TRACK N
I
N
I
N
I
N
FOUNDATION LAYOUT
SCALE: 1 " = 5'-0"
PILE DATA TABLE
00
NUMBER OF
i00
00
REQUIRED
DESIGN FACTORED
REQUIRED DRIVING
SUBSTRUCTURE UNIT
PILE TYPE AND SIZE
PILES PER
BOTTOM OF CAP
ESTIMATED PILE
i
MINIMUM TIP
RESISTANCE PER
RESISTANCE PER
P
SUBSTRUCTURE
ELEVATION
TIP ELEVATION
00
ELEVATION
5'-0"
BRIDGE _
TRACK N
I
N
I
N
I
N
FOUNDATION LAYOUT
SCALE: 1 " = 5'-0"
PILE DATA TABLE
00
NUMBER OF
i00
00
REQUIRED
DESIGN FACTORED
REQUIRED DRIVING
SUBSTRUCTURE UNIT
PILE TYPE AND SIZE
PILES PER
BOTTOM OF CAP
ESTIMATED PILE
* ESTIMATED
MINIMUM TIP
RESISTANCE PER
RESISTANCE PER
SUBSTRUCTURE
ELEVATION
TIP ELEVATION
LENGTH OF PILE
ELEVATION
PILE
PILE
UNIT
FT
FT
FT
FT
TONS
TONS
END BENT 1
HP 12X53 STEEL PILES
10
6.60
—58
65
NA
70
155
WITH STEEL POINTS
16" X 16"
BENT 1
PRESTRESSED CONCRETE
10
6.58
—40
48
—40
75
195
PILES WITH STEEL TIPS
16" X 16"
BENT 2
PRESTRESSED CONCRETE
10
6.54
—39
47
—39
90
195
PILES WITH STEEL TIPS
16" X 16"
BENT 3
PRESTRESSED CONCRETE
10
6.50
—39
47
—39
90
195
PILES WITH STEEL TIPS
HP 12X53 STEEL PILES
END BENT 2
WITH STEEL POINTS
10
6.46
—58
65
NA
90
155
* ESTIMATED LENGTH OF PILE INCLUDES ONE FOOT EMBEDMENT INTO INTERIOR BENT CAPS, AND ONE FOOT INTO END BENT CAPS.
5'-0"
NOTES:
------ ---- --
Q0
I
1. FOR PILES, SEE SECTION 450 OF THE NCDOT STANDARD
SPECIFICATIONS. PILES AT END BENTS NO. 1 AND 2 ARE DESIGNED
FOR A FACTORED RESISTANCE OF 70 AND 90 TONS PER PILE,
RESPECTIVELY.
2. DRIVE PILES AT END BENTS NO. 1 AND 2 TO A REQUIRED DRIVING
RESISTANCE OF 115 AND 150 TONS PER PILE, RESPECTIVELY.
3. PILES AT BENT NO. 1 ARE DESIGNED FOR A FACTORED RESISTANCE
OF 75 TONS PER PILE.
4. PILES AT BENTS NO. 2 AND 3 ARE DESIGNED FOR A FACTORED
RESISTANCE OF 90 TONS PER PILE.
5. DRIVE PILES AT BENT NO. 1 TO A REQUIRED DRIVING RESISTANCE
OF 155 TONS PER PILE. THIS REQUIRED DRIVING RESISTANCE
INCLUDES ADDITIONAL RESISTANCE FOR SCOUR.
6. DRIVE PILES AT BENTS NO. 2 AND 3 TO A REQUIRED DRIVING
RESISTANCE OF 195 TONS PER PILE. THIS REQUIRED DRIVING
RESISTANCE INCLUDES ADDITIONAL RESISTANCE FOR SCOUR.
7. STEEL H—PILE POINTS ARE REQUIRED FOR STEEL H—PILES AT END
BENTS NO. 1 AND 2. FOR STEEL PILE POINTS, SEE SECTION 450 OF
THE NCDOT STANDARD SPECIFICATIONS.
8. STEEL PILE TIPS ARE REQUIRED FOR PRESTRESSED CONCRETE PILES
AT BENTS NO. 1, 2, AND 3. FOR STEEL PILE TIPS, SEE SECTION
450 OF THE NCDOT STANDARD SPECIFICATIONS.
9. THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH "HEC
18 — EVALUATING SCOUT AT BRIDGES."
10. THE SCOUR CRITICAL ELEVATIONS FOR BENTS NO. 1, 2, AND 3 ARE
ELEVATION —11, —19, AND —19 FT, RESPECTIVELY. SCOUR CRITICAL
ELEVATIONS ARE USED TO MONITOR POSSIBLE SCOUR PROBLEMS
DURING THE LIFE OF THE STRUCTURE.
11.IT HAS BEEN ESTIMATED THAT A HAMMER WITH AN EQUIVALENT RATED
ENERGY IN THE RANGE OF 30 TO 45 FT—KIPS PER BLOW WILL BE
REQUIRED TO DRIVE PILES AT END BENTS NO. 1 AND 2, AND BENTS
NO. 1, 2, AND 3. THIS ESTIMATED ENERGY RANGE DOES NOT
RELEASE THE CONTRACTOR FROM PROVIDING DRIVING EQUIPMENT IN
ACCORDANCE WITH SUBARTICLE 450-3(D) (2) OF THE NCDOT
STANDARD SPECIFICATIONS.
12. TESTING THE FIRST PRODUCTION PILE AT END BENT NO. 2 WITH THE
PDA DURING DRIVING, RESTRIKING OR REDRIVING IS REQUIRED. FOR
PDA TESTING, SEE SECTION 450 OF THE NCDOT STANDARD
SPECIFICATIONS.
13. TESTING THE FIRST PRODUCTION PILE AT BENTS NO. 2 OR 3 WITH
THE PDA DURING DRIVING, RESTRIKING OR REDRIVING IS REQUIRED.
FOR PDA TESTING, SEE SECTION 450 OF THE NCDOT STANDARD
SPECIFICATIONS.
1'-5i"
I
co
00
i00
00
5'-0"
NOTES:
------ ---- --
Q0
I
1. FOR PILES, SEE SECTION 450 OF THE NCDOT STANDARD
SPECIFICATIONS. PILES AT END BENTS NO. 1 AND 2 ARE DESIGNED
FOR A FACTORED RESISTANCE OF 70 AND 90 TONS PER PILE,
RESPECTIVELY.
2. DRIVE PILES AT END BENTS NO. 1 AND 2 TO A REQUIRED DRIVING
RESISTANCE OF 115 AND 150 TONS PER PILE, RESPECTIVELY.
3. PILES AT BENT NO. 1 ARE DESIGNED FOR A FACTORED RESISTANCE
OF 75 TONS PER PILE.
4. PILES AT BENTS NO. 2 AND 3 ARE DESIGNED FOR A FACTORED
RESISTANCE OF 90 TONS PER PILE.
5. DRIVE PILES AT BENT NO. 1 TO A REQUIRED DRIVING RESISTANCE
OF 155 TONS PER PILE. THIS REQUIRED DRIVING RESISTANCE
INCLUDES ADDITIONAL RESISTANCE FOR SCOUR.
6. DRIVE PILES AT BENTS NO. 2 AND 3 TO A REQUIRED DRIVING
RESISTANCE OF 195 TONS PER PILE. THIS REQUIRED DRIVING
RESISTANCE INCLUDES ADDITIONAL RESISTANCE FOR SCOUR.
7. STEEL H—PILE POINTS ARE REQUIRED FOR STEEL H—PILES AT END
BENTS NO. 1 AND 2. FOR STEEL PILE POINTS, SEE SECTION 450 OF
THE NCDOT STANDARD SPECIFICATIONS.
8. STEEL PILE TIPS ARE REQUIRED FOR PRESTRESSED CONCRETE PILES
AT BENTS NO. 1, 2, AND 3. FOR STEEL PILE TIPS, SEE SECTION
450 OF THE NCDOT STANDARD SPECIFICATIONS.
9. THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH "HEC
18 — EVALUATING SCOUT AT BRIDGES."
10. THE SCOUR CRITICAL ELEVATIONS FOR BENTS NO. 1, 2, AND 3 ARE
ELEVATION —11, —19, AND —19 FT, RESPECTIVELY. SCOUR CRITICAL
ELEVATIONS ARE USED TO MONITOR POSSIBLE SCOUR PROBLEMS
DURING THE LIFE OF THE STRUCTURE.
11.IT HAS BEEN ESTIMATED THAT A HAMMER WITH AN EQUIVALENT RATED
ENERGY IN THE RANGE OF 30 TO 45 FT—KIPS PER BLOW WILL BE
REQUIRED TO DRIVE PILES AT END BENTS NO. 1 AND 2, AND BENTS
NO. 1, 2, AND 3. THIS ESTIMATED ENERGY RANGE DOES NOT
RELEASE THE CONTRACTOR FROM PROVIDING DRIVING EQUIPMENT IN
ACCORDANCE WITH SUBARTICLE 450-3(D) (2) OF THE NCDOT
STANDARD SPECIFICATIONS.
12. TESTING THE FIRST PRODUCTION PILE AT END BENT NO. 2 WITH THE
PDA DURING DRIVING, RESTRIKING OR REDRIVING IS REQUIRED. FOR
PDA TESTING, SEE SECTION 450 OF THE NCDOT STANDARD
SPECIFICATIONS.
13. TESTING THE FIRST PRODUCTION PILE AT BENTS NO. 2 OR 3 WITH
THE PDA DURING DRIVING, RESTRIKING OR REDRIVING IS REQUIRED.
FOR PDA TESTING, SEE SECTION 450 OF THE NCDOT STANDARD
SPECIFICATIONS.
1'-5i"
I
co
00
I
00
PILE CAP,—/
TYP.
F.F. 01
BAC KWALI

TOTAL BIFF OF MATERIAL - FOR INFORMATION ONLY
LOCATION
FOUNDATION
EXCAVATION
CLASS "AA"
CONCRETE
BALLAST
BACKFILL
EPDXY
COATED
REINF.
STEEL
ELASTOMERIC
BEARING PADS
A
ELASTOMERIC
BEARING PADS
B
PRESTRESSED
CONCRETE
BOX BEAMS
HP12x53
STEEL PILES
16" SQUARE
PRESTRESSED
CONCRETE
PILES
STEEL
PDA
TESTING
WATERPROOFING
WALKWAY
STEEL PILE
POINTS
RIP RAP
CLASS II
(2, -0 THICK)
GEOTEXTILE
FOR DRAINAGE
CU. YDS.
CU. YDS.
TONS.
TON
LBS.
EACH
EACH
NO.
L. F.
NO.
L. F.
NO.
L. F.
LBS.
EACH
SQ. YDS.
EACH
EACH
TON
SQ. YDS.
SUPERSTRUCTURE
-
-
94
-
215
-
-
12
356.0000
-
-
-
-
3777
-
218.0000
129
-
-
-
END BENT 1
59.0000
16.4000
-
69.0000
4689
4
2
-
-
12
690
-
-
286
1
-
-
12
150
162
INTERIOR BENT 1
-
9.8000
-
-
2396
8
4
-
-
-
-
10
480
-
1
-
-
-
-
INTERIOR BENT 2
-
9.8000
-
-
2396
8
4
-
-
-
-
10
470
-
-
-
-
-
-
INTERIOR BENT 3
-
9.8000
-
-
2396
8
4
-
-
-
-
10
470
-
-
-
-
-
-
END BENT 2
61.0000
16.4000
-
69.0000
4689
4
2
-
-
12
690
-
-
286
-
-
-
12
150
163
TOTAL
120
62.2000
94
138.0000
16781
32
16
12
356
24
1380
30
1420
4349
2
218
129
24
300
325
NOTES:
1. THE QUANTITIES ON THE PLANS HAVE BEEN INCLUDED FOR
INFORMATION ONLY. THE CONTRACTOR SHALL HAVE NO CLAIM
AGAINST THE BASE FOR VARIANCES IN THE QUANTITIES.
BENCH MARK:
TBM: MAG NAIL STA. 0+00.00 TBM, EL. 13.86'
A- 110
LAYOUT POINT i —
MAG NAIL SET I
N: 373495.4602 /
E: 2549816.4826
ELEV=13.86' (AS SURVEYED)
- - - - - - — - — - — - — - — - — - — - — -— RAILROAD STA=0+00.00 _-------
--------------------- �--------------------------------------------------------------
PROPOSED
BRIDGE
00
0 Q
m
O
O �
00.90
%
B1
LOCATION SKETCH
SCALE: 1" = 20'-0"
PROPOSED BRIDGE
STA. 1+07.28
---------------------�--___------ ------ ------------ ------ ------ ------ ------ ------ ------ ------ ----
ELEV=14.11' (AS SURVEYED)
STA. 2+14.86

Q
0
U)
i
i
U)
H
L
n
O
O
00
0 Q
U)
C
W1
EXISTING END BENT 1
1 1 V_7"
EXISTING END BENT 10
EXISTING END BENT 1
CUT PILES AT
STREAMBED (NP.)
ELEVATION
1 1 7'_7"
EXISTING END BENT 10
STEEL CHANNEL
DIAPHRAM (TYP)
12-14"
DIA.
3ED OR 1' 32"x12"
NATURAL TIMBER
LINE BRACE (NP.)
OVERALL
EXISTING BRIDGE LENGTH
OVERALL EXISTING BRIDGE LENGTH
BENT 2 BENT 3
13'-0" „ BENT 2 12'-6" BENT 3 12'-6"
BENT 4 11,_7" BENT 5 12'-3" BENT 6
BENT 7
12'-6"
BENT 8 BENT 9 13'-0"
12'-6" 12'-6"
BENT 8 BENT 9
SPAN 1
SPAN 2
SPAN 3
„
13 —0 12 —6 12 —6
SPAN 4
SPAN 5
12 —3
SPAN 6
„
12 —6 12 —6 13 —0
SPAN 7
SPAN 8
SPAN 9
SPAN 1
SPAN 2
SPAN 3
SPAN 4
SPAN 5
SPAN 6
SPAN 7
SPAN
8
SPAN 9
12"x12" TIMBER
BENTX
CAP (TYP)
6x40 STEEL
BEAM
euf Pill
EXISTIN,
°
STREAM
BELOW
(1
(1
p
O
3 2"x12" TIMBER
GROUN[
CROSS BRACING
EXISTING
12" 0 TIMBER PILES
STREAMBED
(TYP.)
CD
EXISTING END BENT 1
CUT PILES AT
STREAMBED (NP.)
ELEVATION
1 1 7'_7"
EXISTING END BENT 10
STEEL CHANNEL
DIAPHRAM (TYP)
12-14"
DIA.
3ED OR 1' 32"x12"
NATURAL TIMBER
LINE BRACE (NP.)
8"x8" TIMBER RAIL TIES @ 14" O.C.\\_12"X12" TIMBER CAPS
NOT SHOWN PAST THIS POINT FOR CLARITY (TYP)
EDGE OF CHANNEL
\\-6"H X 8"W TIMBER
CURB (TYP)
PLAN
\_ TRAIN RAILS (NP.)
12" DIA TIMBER PILES (TYP)�
NUMBER OF PILES VARIES
EDGE OF CHANNEL
EXISTING BRIDGE
TO BE REMOVED
0
C
r
0
C
D
11'-4"
OUT TO OUT
10'-0"
CURB TO CURB
TIMBER CURB
8"x8" TIMBER
RAILROAD TIES
W16 x 40 STEEL BEAM (TYP)
PILE CAP 12"Hx12"W
(TYP)
32"x12" TIMBER
BRACING BETWEEN
BENTS (TYP.)
EXISTING STREAMBED
PILE SPACING AND NUMBER VARIES FROM BENT TO BENT
5-8 PILES SPACED @ 24-30"
VCTI O N
NOTES:
CUT PILES AT EXISTING
STREAMBED OR 1' BELOW
NATURAL GROUND LINE
1. REMOVAL OF THE EXISTING BRIDGE SHALL BE PERFORMED IN A MANNER THAT
PREVENTS DEBRIS FROM FALLING INTO THE WATER. THE CONTRACTOR SHALL
SUBMIT DEMOLITION PLANS FOR REVIEW AND REMOVE THE BRIDGE IN ACCORDANCE
WITH SPECIFICATION SECTION 02 41 00.
2. THE SUBSTRUCTURE OF THE EXISTING BRIDGE INDICATED ON THE PLANS IS FROM
THE BEST INFORMATION AVAILABLE. THIS INFORMATION IS SHOWN FOR THE
CONVENIENCE OF THE CONTRACTOR. THE CONTRACTOR SHALL HAVE NO CLAIM
WHATSOEVER FOR ANY DELAYS OR ADDITIONAL COST INCURRED BASED ON
DIFFERENCES BETWEEN THE EXISTING BRIDGE SUBSTRUCTURE SHOWN ON THE PLANS
AND THE ACTUAL CONDITIONS AT THE PROJECT SITE.
3. THE USE OF A TEMPORARY CAUSEWAY OR WORK BRIDGE IS NOT PERMITTED.
4. THE EXISTING PILES AND TIMBERS CONSIST OF CREOSOTE AND PRESSURE TREATED
TIMBER. THESE ARE CONSIDERED HAZARDOUS MATERIAL AND SHALL BE HANDLED
AND DISPOSED OF IN ACCORDANCE WITH SPECIFICATION SECTION 02 41 00.
5. NO SALVAGE.
6. SEE RAIL NOTES 1 THRU 3 ON SHEET S-1.
OVERALL
EXISTING BRIDGE LENGTH
BENT 2 BENT 3
BENT 4
BENT 5
BENT 6
BENT 7
BENT 8 BENT 9
„
13 —0 12 —6 12 —6
11 —7
12 —3
12 —6
„
12 —6 12 —6 13 —0
SPAN 1
SPAN 2
SPAN 3
SPAN 4
SPAN 5
SPAN 6
SPAN 7
SPAN
8
SPAN 9
(1
(1
p
O
CD
(1
`
8"x8" TIMBER RAIL TIES @ 14" O.C.\\_12"X12" TIMBER CAPS
NOT SHOWN PAST THIS POINT FOR CLARITY (TYP)
EDGE OF CHANNEL
\\-6"H X 8"W TIMBER
CURB (TYP)
PLAN
\_ TRAIN RAILS (NP.)
12" DIA TIMBER PILES (TYP)�
NUMBER OF PILES VARIES
EDGE OF CHANNEL
EXISTING BRIDGE
TO BE REMOVED
0
C
r
0
C
D
11'-4"
OUT TO OUT
10'-0"
CURB TO CURB
TIMBER CURB
8"x8" TIMBER
RAILROAD TIES
W16 x 40 STEEL BEAM (TYP)
PILE CAP 12"Hx12"W
(TYP)
32"x12" TIMBER
BRACING BETWEEN
BENTS (TYP.)
EXISTING STREAMBED
PILE SPACING AND NUMBER VARIES FROM BENT TO BENT
5-8 PILES SPACED @ 24-30"
VCTI O N
NOTES:
CUT PILES AT EXISTING
STREAMBED OR 1' BELOW
NATURAL GROUND LINE
1. REMOVAL OF THE EXISTING BRIDGE SHALL BE PERFORMED IN A MANNER THAT
PREVENTS DEBRIS FROM FALLING INTO THE WATER. THE CONTRACTOR SHALL
SUBMIT DEMOLITION PLANS FOR REVIEW AND REMOVE THE BRIDGE IN ACCORDANCE
WITH SPECIFICATION SECTION 02 41 00.
2. THE SUBSTRUCTURE OF THE EXISTING BRIDGE INDICATED ON THE PLANS IS FROM
THE BEST INFORMATION AVAILABLE. THIS INFORMATION IS SHOWN FOR THE
CONVENIENCE OF THE CONTRACTOR. THE CONTRACTOR SHALL HAVE NO CLAIM
WHATSOEVER FOR ANY DELAYS OR ADDITIONAL COST INCURRED BASED ON
DIFFERENCES BETWEEN THE EXISTING BRIDGE SUBSTRUCTURE SHOWN ON THE PLANS
AND THE ACTUAL CONDITIONS AT THE PROJECT SITE.
3. THE USE OF A TEMPORARY CAUSEWAY OR WORK BRIDGE IS NOT PERMITTED.
4. THE EXISTING PILES AND TIMBERS CONSIST OF CREOSOTE AND PRESSURE TREATED
TIMBER. THESE ARE CONSIDERED HAZARDOUS MATERIAL AND SHALL BE HANDLED
AND DISPOSED OF IN ACCORDANCE WITH SPECIFICATION SECTION 02 41 00.
5. NO SALVAGE.
6. SEE RAIL NOTES 1 THRU 3 ON SHEET S-1.

0 Tr -)Ani/
PROPOSED TYPICAL SECTION AT END BENT AND PIERS
SCALE: 1" = 1'0"
AW,
cn
a�
cn
/
cn
C
U
N
ME
r�
O
9'
QST
(TYP.)
x 5'-4"
MESSED
ETE BOX
Z (TYP.)
CURB (TYP.)
C Tnnnii
PROPOSED TYPICAL SECTION AT MID SPAN
SCALE: 1" = 1'0"
12" x 9"
PRECAST
CURB (TYP.)
2'-9" x 5'-4"
PRESTRESSED
CONCRETE BOX
GIRDER (TYP.)

1„ 111
CURB LENGTH R'-7" 2 W—R" 2 R'-7"
PLAN (OMIT CURB ON INTERIOR BOX GIRDER)
1q'-11" SPAN IFNrTH
0
0
N
cn
cn
/
cn
C
III
U
N
ME
r�
O
00
co
co
00 Q
CO
r�
O
11
a
3" CLEAR FOR DI
BALLAST CURB - CAST -IN-PLACE
AFTER STRANDS ARE CUT.
H2/H4 SI TIE S2 BARS TO SI BARS
HI I" CHAMFER (TYPICAL)
+ + +
++
L11" Clear for Bar H1
3" x 3" Typo
12" CLEAR FOR BAR S2
S2 SI S2
.i+ + + + 22" CLEAR FOR BAR S1
I I I _L L _J_ _J_ _J_ I I I _J_ -L -L
4.--- 21" CLEAR FOR BAR S1 I " DRIP NOTCH
11 " 3'-6" VOID 11 "
5'-4"
SECTION REINFORCEMENT
BOX OUT 2"X2" AT ENDS OF ALL STRANDS
REMOVE STRANDS TO BASE OF RECESS
FILL VOID WITH EPDXY GROUT
5" 4" 23 @ 2"=3'-10" 4" 5"
5'-4"
SECTION STRAND PATTERN - INTERIOR BEAM
26 TOTAL STRANDS
Q
B
TYPE
ALL BARS TO CONFORM TO ACI CODE OF STANDARD
PRACTICE FOR DETAILING REINFORCING MATERIAL
3"
9» g2„ 9„
1 TYPE 2
QUANTITY
SIZE
LENGTH
MARK
TYPE
A
B
ESTIMATED
WEIGHT
86
#5
8'-42"
S1
1
1'-10
4'-10
751
12
#5
3'-2
S2
1
54"
2'-4
40
27
#5
4'-10
H1
STR.
136
4
#3
2'-10
E1
1
1'-0
10"
4
ADDITIONAL
REINFORCING
STEEL FOR CURB ON
EXTERIOR GIRDER
28
#5
2'-0
D1
STR.
58
6
#5
6'-2
H2
STR.
39
8
#3
2'-6
H3
2
8
BILL
OF MATERIALS
INTERIOR BOX
EXTERIOR BOX
EPDXY COATED
REINFORCEMENT
931 LBS.
1036 LBS.
7,500 psi CONCRETE
6.8 CY
7.3 CY
LOW—LAX 270K
STRANDS
26
24
LIFTING
WEGHT
14.3 TONS
15.5 TONS
BOX OUT 2"X2" AT ENDS OF ALL STRANDS
REMOVE STRANDS TO BASE OF RECESS
FILL VOID WITH EPDXY GROUT
6 10- I__
ISI �� 6
11
N N
20 18
5" 14"
23 @ 2"=S-10"
5'-4"
4" 1 5"
SECTION STRAND PATTERN - EXTERIOR BEAM
24 TOTAL STRANDS
NOTES:
1. DESIGN MATERIAL AND CONSTRUCTION OF PRESTRESSED CONCRETE BOX
GIRDERS SHALL BE IN ACCORDANCE WITH THE CURRENT A.R.E.M.A. MANUAL
FOR RAILWAY ENGINEERING, CHAPTER 8.
2. COMPRESSIVE STRENGTH OF CONCRETE SHALL NOT BE LESS THAN 6,000
PSI AT TRANSFER OF PRESTRESSING FORCE AND 7,500 PSI IN 28 DAYS.
3. COMPRESSIVE STRENGTH OF CURB CONCRETE SHALL NOT BE LESS THAN
7,500 PSI IN 28 DAYS.
4. CURBS ARE NOT TO BE CAST ON THE GIRDERS UNTIL AFTER RELEASE OF
PRESTRESSING FORCE.
5. PRESTRESSED CONCRETE BEAMS SHALL CONTAIN CALCIUM NITRITE
CORROSION INHIBITOR.
6. MAXIMUM SIZE OF COARSE AGGREGATE SHALL BE 3/ INCH.
7. THE WATER CEMENT RATIO SHALL BE 0.40.
8. ALL PRESTRESSING STRANDS SHALL BE Y" DIAMETER, 7 WIRE UNCOATED,
LOW RELAXATION WITH MINIMUM f's = 270,000 PSI AND OTHERWISE
MEETING THE REQUIREMENTS OF CURRENT A.S.T.M. A416.
9. INITIAL PRESTRESS SHALL BE .75 f's = 30,980 LBS. PER STRAND.
10. NON—PRESTRESSED REINFORCEMENT SHALL BE DEFORMED BARS OF NEW
BILLET STEEL CONFORMING TO A.S.T.M. A615 GRADE 60.
11. REINFORCING BAR CHAIR SUPPORTS SHALL NOT BE USED; REINFORCING
BARS SHALL BE TIED TO THE PRESTRESSING STRANDS.
12. VOID FORMS SHALL NOT BE TIED TO OR SUPPORTED BY THE
PRESTRESSING STRANDS. ALL VOID FORMS ARE TO BE REMOVED PRIOR TO
SHIPMENT.
13. TAPERED EXTRACTABLE VOID FORMS MAY BE USED. TAPER NOT TO EXCEED
1 " IN 25 FEET. VOID DIMENSION AT END OF SPAN NOT TO EXCEED 43" x
20".
14. CHAMFER EDGES 4" x 4".
REQUIRED LIST
19'-11" EXTERIOR BOX GIRDERS
2
19'-11" INTERIOR BOX GIRDERS
1

AN
019
cn
cn
/
cn
a,
III
co
>
U
N
ME
r�
O
00
O
O
00 Q
CO
r�
O
1„ 1»
CURB LENGTH q'-4" 2 in 1— 9 11 2 q'-4"
PLAN (OMIT CURB ON INTERIOR BOX GIRDER)
9R'-11" SPAN IFNCTH
a
3" CLEAR FOR D1
BALLAST CURB -CAST-IN-PLACE AFTER
STRANDS ARE CUT.
_ DI
CDH2/H4 � SI /-- HI
12" Clear for Bar H1
0
3" x 3" Typo
N 12" CLEAR FOR BAR S2
S2 SI S2
+� �+ 4-4-4-4-++++4-4-4-4-+++++i+++
11"
2$" CLEAR FOR BAR S1
3'-6" VOID
5'-4"
SECTION REINFORCEMENT
TIE S2 BARS TO SI BARS
I" CHAMFER (TYPICAL)
22" CLEAR FOR BAR S1
4" 1 DRIP NOTCH
BOX OUT 2"X2" AT ENDS OF ALL STRANDS
REMOVE STRANDS TO BASE OF RECESS
FILL VOID WITH EPDXY GROUT
5" 4" 1 23 @ 2"=3'-10"
11 " 5,-4„
SECTION STRAND PATTERN – INTERIOR BEAM
50 TOTAL STRANDS
N
6
— —r4
14
26
N
4" 5"
BOX OUT 2"X2" AT ENDS OF ALL STRANDS
REMOVE STRANDS TO BASE OF RECESS
FILL VOID WITH EPDXY GROUT
5" 4" 23 Q 2"=3'-10" 4" 5"
5'-4"
SECTION STRAND PATTERN – EXTERIOR BEAM
28 TOTAL STRANDS
on
Q
B
TYPE
ALL BARS TO CONFORM TO ACI CODE OF
PRACTICE FOR DETAILING REINFORCING
1
STANDARD
MATERIAL
3"
9„ 9!" 9„
TYPE 2
QUANTITY
SIZE
LENGTH
MARK
TYPE
A
B
ESTIMATED
WEIGHT
136
#5
8'-42"
S1
1
1'-10
4'-10
1188
16
#5
3'-2
S2
1
54"
2'-4
53
42
#5
4'-10
H1
STR.
212
4
#3
2'-10
E1
1
1'-0
10"
4
ADDITIONAL
REINFORCING
STEEL FOR CURB ON EXTERIOR
GIRDER
40
#5
2'-0
D1
STR.
83
4
#5
8'-11
H2
STR.
37
12
#3
2'-6
H3
2
11
2
#5
9'-9
H4
STR.
20
BILL
OF MATERIALS
INTERIOR BOX
EXTERIOR BOX
EPDXY COATED
REINFORCEMENT
1457 LBS.
1608 LBS.
7,500 psi CONCRETE
9.7 CY
10.5 CY
LOW–LAX 270K
STRANDS
50
28
LIFTING
WEIGHT
20.9 TONS
22.5 TONS
REQUIRED LIST
28'-11" EXTERIOR BOX GIRDERS
2
28'-11" INTERIOR BOX GIRDERS
1
NOTES:
1. DESIGN MATERIAL AND CONSTRUCTION OF PRESTRESSED CONCRETE BOX GIRDERS SHALL
BE IN ACCORDANCE WITH THE CURRENT A.R.E.M.A. MANUAL FOR RAILWAY ENGINEERING,
CHAPTER 8.
2. COMPRESSIVE STRENGTH OF CONCRETE SHALL NOT BE LESS THAN 6,000 PSI AT
TRANSFER OF PRESTRESSING FORCE AND 7,500 PSI IN 28 DAYS.
3. COMPRESSIVE STRENGTH OF CURB CONCRETE SHALL NOT BE LESS THAN 7,500 PSI IN 28
DAYS.
4. CURBS ARE NOT TO BE CAST ON THE GIRDERS UNTIL AFTER RELEASE OF PRESTRESSING
FORCE.
� 0 m 4*41exce [41xI=:1�11640T Iwell] IIF.111w/L\to] Liz [111=1110►f1117110.1KIP1
6. MAXIMUM SIZE OF COARSE AGGREGATE SHALL BE Y4 INCH.
i
"' 7. THE WATER CEMENT RATIO SHALL BE 0.40.
8. ALL PRESTRESSING STRANDS SHALL BE %" DIAMETER, 7 WIRE UNCOATED, LOW
RELAXATION WITH MINIMUM f's = 270,000 PSI AND OTHERWISE MEETING THE
22 REQUIREMENTS OF CURRENT A.S.T.M. A416.
;Y, T 9. INITIAL PRESTRESS SHALL BE .75 f's = 30,980 LBS. PER STRAND.
10. NON–PRESTRESSED REINFORCEMENT SHALL BE DEFORMED BARS OF NEW BILLET STEEL
CONFORMING TO A.S.T.M. A615 GRADE 60.
11. REINFORCING BAR CHAIR SUPPORTS SHALL NOT BE USED; REINFORCING BARS SHALL BE
TIED TO THE PRESTRESSING STRANDS.
12. VOID FORMS SHALL NOT BE TIED TO OR SUPPORTED BY THE PRESTRESSING STRANDS.
ALL VOID FORMS ARE TO BE REMOVED PRIOR TO SHIPMENT.
13. TAPERED EXTRACTABLE VOID FORMS MAY BE USED. TAPER NOT TO EXCEED 1" IN 25
FEET. VOID DIMENSION AT END OF SPAN NOT TO EXCEED 43" x 20".
14. CHAMFER EDGES 4" x 4".

.z
cn
cn
/
cn
co
>
U
N
r�
O
i
Lc
CURB LENGTH
11'-7"
SCUPPERS
2'-102" 5'-10" 5'-10" 5'-10" 5'-10" 5'-10" 2'-102"
1
LENGTH
MARK
TYPE
H3 (2) TIE TO H2
A
CD0
ESTIMATED
WEIGHT
168#5
OMIT THIS LOOP ON EXTERIOR
9'-1
3" x 3" Typo
TYP. @ SCUPPER
2
2'-2
4'-9
1592
SECTION (TYP.)
+ + SI +I +
DI
H2
+ +
1
DI
4'-9
+ I + ++++++++++++++++++++ + +
. . . . . . . . . . . . . .
— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —
ADDITIONAL REINFORCING STEEL FOR CURB ON
EXTERIOR GIRDER
36
#5
2'-0
D1
2" DIA. HOLE
2'-0
75
OVER OF SCUPPERS (TYP.)
#5
11'-3
SI
1
11'-3
14 DIA. HOLE (TYP @ ENDS)
12
#3
3'-0
H3
3
LIFTING LOOPS (TYP.)
13
�
SIN
42
PLAN (OMIT CURB ON INTERIOR BOX GIRDER)
.U'-1 1 " SPAN I FNCTH
D
0
=s —u =j —u
3" CLEAR FOR D1
BALLAST CURB - CAST -IN-PLACE AFTER
STRANDS ARE CUT.
—H2 �S
CONST. JT.
H
4� 28" CLEAR FOR BAR S1
11" 3'-6" VOID 11"
5'-4"
SECTION REINFORCEMENT
I" CHAMFER (TYPICAL)
3" CLEAR
4" DRIP NOTCH
71 r\/ATI(\Kl
BOX OUT 211X211 AT ENDS OF ALL STRANDS
REMOVE STRANDS TO BASE OF RECESS
FILL VOID WITH EPDXY GROUT
vl 4*
5" 4" 1. 23 @ 2"=3'-10" 4) 5"
5-4"
SECTION STRAND PATTERN — INTERIOR BEAM
70 TOTAL STRANDS
N
6
4
4
Ni 26
N 26
BOX OUT 211X211 AT ENDS OF ALL STRANDS
REMOVE STRANDS TO BASE OF RECESS
FILL VOID WITH EPDXY GROUT
5"4" 23 @ 2"=3'-10" 4" 5"
5-4"
SECTION STRAND PATTERN —EXTERIOR BEAM
40 TOTAL STRANDS
T
N
N
HI
NOTES:
1. DESIGN MATERIAL AND CONSTRUCTION OF PRESTRESSED CONCRETE BOX
GIRDERS SHALL BE IN ACCORDANCE WITH THE CURRENT A.R.E.M.A. MANUAL
FOR RAILWAY ENGINEERING, CHAPTER 8.
2. COMPRESSIVE STRENGTH OF CONCRETE SHALL NOT BE LESS THAN 6,000
PSI AT TRANSFER OF PRESTRESSING FORCE AND 7,500 PSI IN 28 DAYS.
3. COMPRESSIVE STRENGTH OF CURB CONCRETE SHALL NOT BE LESS THAN
7,500 PSI IN 28 DAYS.
4. CURBS ARE NOT TO BE CAST ON THE GIRDERS UNTIL AFTER RELEASE OF
PRESTRESSING FORCE.
5. PRESTRESSED CONCRETE BEAMS SHALL CONTAIN CALCIUM NITRITE
CORROSION INHIBITOR.
6. MAXIMUM SIZE OF COARSE AGGREGATE SHALL BE % INCH.
7. THE WATER CEMENT RATIO SHALL BE 0.40.
8. ALL PRESTRESSING STRANDS SHALL BE %" DIAMETER, 7 WIRE UNCOATED,
LOW RELAXATION WITH MINIMUM f's = 270,000 PSI AND OTHERWISE MEETING
THE REQUIREMENTS OF CURRENT A.S.T.M. A416.
9. INITIAL PRESTRESS SHALL BE .75 f's = 30,980 LBS. PER STRAND.
10. NON—PRESTRESSED REINFORCEMENT SHALL BE DEFORMED BARS OF NEW
BILLET STEEL CONFORMING TO A.S.T.M. A615 GRADE 60.
11. REINFORCING BAR CHAIR SUPPORTS SHALL NOT BE USED; REINFORCING
BARS SHALL BE TIED TO THE PRESTRESSING STRANDS.
" 12. VOID FORMS SHALL NOT BE TIED TO OR SUPPORTED BY THE
PRESTRESSING STRANDS. ALL VOID FORMS ARE TO BE REMOVED PRIOR TO
SHIPMENT.
13. TAPERED EXTRACTABLE VOID FORMS MAY BE USED. TAPER NOT TO EXCEED
1" IN 25 FEET. VOID DIMENSION AT END OF SPAN NOT TO EXCEED 43" x
20".
14. CHAMFER EDGES 4" x 4".
REQUIRED LIST
34'-11 EXTERIOR BOX GIRDERS
2
1 1+ + + + +�
+ +I I+
L11" Clear for Bar H1
1
LENGTH
MARK
TYPE
A
CD0
ESTIMATED
WEIGHT
168#5
9'-1
3" x 3" Typo
N
2
2'-2
4'-9
1592
50
+ + SI +I +
4'-9
+ +
1
4'-9
+ I + ++++++++++++++++++++ + +
ADDITIONAL REINFORCING STEEL FOR CURB ON
EXTERIOR GIRDER
36
4� 28" CLEAR FOR BAR S1
11" 3'-6" VOID 11"
5'-4"
SECTION REINFORCEMENT
I" CHAMFER (TYPICAL)
3" CLEAR
4" DRIP NOTCH
71 r\/ATI(\Kl
BOX OUT 211X211 AT ENDS OF ALL STRANDS
REMOVE STRANDS TO BASE OF RECESS
FILL VOID WITH EPDXY GROUT
vl 4*
5" 4" 1. 23 @ 2"=3'-10" 4) 5"
5-4"
SECTION STRAND PATTERN — INTERIOR BEAM
70 TOTAL STRANDS
N
6
4
4
Ni 26
N 26
BOX OUT 211X211 AT ENDS OF ALL STRANDS
REMOVE STRANDS TO BASE OF RECESS
FILL VOID WITH EPDXY GROUT
5"4" 23 @ 2"=3'-10" 4" 5"
5-4"
SECTION STRAND PATTERN —EXTERIOR BEAM
40 TOTAL STRANDS
T
N
N
HI
NOTES:
1. DESIGN MATERIAL AND CONSTRUCTION OF PRESTRESSED CONCRETE BOX
GIRDERS SHALL BE IN ACCORDANCE WITH THE CURRENT A.R.E.M.A. MANUAL
FOR RAILWAY ENGINEERING, CHAPTER 8.
2. COMPRESSIVE STRENGTH OF CONCRETE SHALL NOT BE LESS THAN 6,000
PSI AT TRANSFER OF PRESTRESSING FORCE AND 7,500 PSI IN 28 DAYS.
3. COMPRESSIVE STRENGTH OF CURB CONCRETE SHALL NOT BE LESS THAN
7,500 PSI IN 28 DAYS.
4. CURBS ARE NOT TO BE CAST ON THE GIRDERS UNTIL AFTER RELEASE OF
PRESTRESSING FORCE.
5. PRESTRESSED CONCRETE BEAMS SHALL CONTAIN CALCIUM NITRITE
CORROSION INHIBITOR.
6. MAXIMUM SIZE OF COARSE AGGREGATE SHALL BE % INCH.
7. THE WATER CEMENT RATIO SHALL BE 0.40.
8. ALL PRESTRESSING STRANDS SHALL BE %" DIAMETER, 7 WIRE UNCOATED,
LOW RELAXATION WITH MINIMUM f's = 270,000 PSI AND OTHERWISE MEETING
THE REQUIREMENTS OF CURRENT A.S.T.M. A416.
9. INITIAL PRESTRESS SHALL BE .75 f's = 30,980 LBS. PER STRAND.
10. NON—PRESTRESSED REINFORCEMENT SHALL BE DEFORMED BARS OF NEW
BILLET STEEL CONFORMING TO A.S.T.M. A615 GRADE 60.
11. REINFORCING BAR CHAIR SUPPORTS SHALL NOT BE USED; REINFORCING
BARS SHALL BE TIED TO THE PRESTRESSING STRANDS.
" 12. VOID FORMS SHALL NOT BE TIED TO OR SUPPORTED BY THE
PRESTRESSING STRANDS. ALL VOID FORMS ARE TO BE REMOVED PRIOR TO
SHIPMENT.
13. TAPERED EXTRACTABLE VOID FORMS MAY BE USED. TAPER NOT TO EXCEED
1" IN 25 FEET. VOID DIMENSION AT END OF SPAN NOT TO EXCEED 43" x
20".
14. CHAMFER EDGES 4" x 4".
REQUIRED LIST
34'-11 EXTERIOR BOX GIRDERS
2
34'-11 INTERIOR BOX GIRDERS
1
A
TYPE 1
ALL BARS TO CONFORM TO ACI CODE OF STANDARD
PRACTICE FOR DETAILING REINFORCING MATERIAL
B 3"
Q r
1211 92" 12"
TYPE 2 TYPE 3
QUANTITY
SIZE
LENGTH
MARK
TYPE
A
B
ESTIMATED
WEIGHT
168#5
9'-1
S1
2
2'-2
4'-9
1592
50
#5
4'-9
H1
1
4'-9
248
ADDITIONAL REINFORCING STEEL FOR CURB ON
EXTERIOR GIRDER
36
#5
2'-0
D1
1
2'-0
75
6
#5
11'-3
H2
1
11'-3
71
12
#3
3'-0
H3
3
13
BILL
OF MATERIALS
INTERIOR BOX
EXTERIOR BOX
EPDXY COATED
REINFORCEMENT
1840 LBS.
2000 LBS.
7,500 psi CONCRETE
11.8 CY
12.7 CY
LOW—LAX 270K
STRANDS
70
40
LIFTING
WEIGHT
23.9 TONS
25.7 TONS

WT4 x 12 AT JOINT OR
BACKWALL
CONC. CURB — GROUT IN
PLACE AFTER SPANS ARE
SET. USE 23" #8 BAR
co
p
Q
0
cn
0
V)
i
co
.0
cn
i
co
o,
i
cn
>
H
C) C)
EXTERIOR BOX
NTERIOR BOX
I
I
I
I
I
I
I
I
I
I
I `Q
I�
———— — — — — —,
I I
INSTALL DOWEL WITH
NON—SHRINK GROUT
1"
8" 5'-4"
� END BENT
� BRIDGE
I I
I I
I I
�o`I ICQ
I I
— — — — — — — —
-
I I
I I
I � I
5'-4"
17'-6"
P LAN
S-10 S-10 SCALE: 1/2" = 1'-0"
EXTERIOR BOX
I I
I I
I I
I I
I I
I
I _
I I
I
I I
I
I I
—I--------- —
I I
I I
I I
I I
---------�
I I
�I I
WT4 x 12
BETWEEN BEAMS 1„
5'-4"
,UO nnn ., n' z"
DETAIL AT BALLAST CURB —
S-10 S-10
WT4 x 12 x 10" AT CURB
CUT LIFTING STRANDS
AND GROUT RECESSES.
A SECTION
S-10 S-10 SCALE: 1 /2" = 1'-0"
IT rnr,C
PLAN VIEW OF RAIL
SHOWING LATERAL (HORIZONTAL) LINE TOLERANCE AT RAIL ENDS
SCALE: NONE
36" STRAIGHT EDGE
18" 18"
0.025" MAX.
SIDE ELEVATION VIEW OF RAIL
SHOWING UNIFORM UPSWEEP TOLERANCE AT RAIL ENDS
SCALE: NONE
PIER
II �
II �
II �
I1IT A A ll A A' n22
T(
TOP OF CURB
NOTE: SEE A.R.E.M.A. CHAPTER 4 PART 3
STEEL TEE SECTION BETWEEN ENDS OF
SPANS AND AT BACKWALL
1 DETAIL
S-10 S-10 SCALE: 1" = 1'-0"
PIER
PLACE PRESSURE SENSITIVE
FLASHING OVER TEE SECTION.
ELEVATION
S-10 S-10 SCALE: 1/2" = 1'-0"
PRESTRESSED CONCRETE
BOX GIRDER
ROUT REBAR ANCHOR
DDS IN PLACE
ZIC BEARING
i
11" PAD A� PAD B 1�1 '^ PADA
I
1'
BEARING PAD LAYOUT
S-10 S-10 SCALE: 1/2)) = 1'-0"
1 1 " 1'-9"
IOLES
PAD A PAD B
AASHTO GRADE 60 DUROMETER 1" THICK NEOPRENE
EPDXY TO BOTTOM OF SPANS.
BEARING PAD DETAILS
S-10 S-10 SCALE: 1" = 1'-0"
BRACE TC
DETAIL AT BALLAST CURB
S-10 S-10 SCALE: NONE
4x 12x9"
BRACE FROM SCRAP
;EE 6x6x4"
WT4 x 12 x 14'-6"

PLAN VIEW
E-1 BAR
LIFTING STRAND
PRESTRESS STRAND
STRANDS MAY BE STAGGERED
DIMENSION CAN BE INCREASED TO
3'-0"
n 1",A r) -7n IC'I (Tnnninc- - -7' n"
CORNER WITHOUT CURB
CORNER WITH CURB
LIFTING LOOP DETAIL
SCALE: NONE
!2
O
co
cn
/
3.
0
FBI
U)
F"111
U
N
O
L
F
O
r�
O
00
O
Q0
0 Q
cn
O �
O
ELEVATION
OUT 2" x 2" AT
ING STRANDS
1" x 6" SCUPPER
2"0 HOLES
PLAN VIEW
IZ r- Or' 11°PERS
S H2 OR H4
ELEVATION
TYPICAL DETAILS AT SCUPPER
SCALE: NONE
Il■:1.1i6
SIN
SPAN CONFIGURATION
SCALE: 1 " V-0"
IIN
TOP CORNER DETAIL
OMIT DETAIL AT CURB ON EXTERIOR GIRDER
SCALE: NONE

co
0
/
co
/
co
0
0
00
C-0
0 Q
o �
o n
CONCRETE _
CURB
NSERT ASSEMBLY FOR
2" 0 X 2" A-307
BOLT
0
I
BUTYL RUBBER
MEMBRANE 3" MIN.
THICKNESS
BUTYL GUM TAPE EXTENDED
$" MIN. BEYOND EDGE OF
SPLICE
o'n
co�-
0
SEALANT
- Z" 0 X 2" A-307 BOLT
WITH WASHER AND LONG
SLOTTED HOLE @ 2'-0"
MAX. CENTERS
FLASHING (SEE
DETAIL)
TWO LAYERS OF PROTECTIVE
ASPHALTIC PANELS
1" TOTAL THICKNESS MIN.
[allal l w011XGl
CONCRETE DECK
CURB FLASHING DETAIL
F' F'
BALLAST
� LONG SLOTTED HOLE @ 2'-0"
MAX. CENTERS FOR 2" 0 BOLT
" STEEL PLATE (A36, GALV.)
TONGUE AND GROOVE - FIELD SPLICE
BUTYL RUBBER MEMBRANE SPLICE DETAIL
NOTES:
1. ALL STRUCTURAL STEEL PLATES, BOLTS AND WASHERS SHALL BE
GALVANIZED.
2. DISCONTINUE FLASHING OVER PIERS AND ABUTMENTS.
3. WORK DRAWING WITH NORFOLK SOUTHERN SPECIFICATION FOR
MEMBRANE WATERPROOFING.
4. ALL DETAILS ARE DRAWN NOT TO SCALE.
BUTYL GUM TAPE EXTENDED
8" MIN. BEYOND EDGE OF
SPLICE
3
32
TWO LAYERS OF PROTEC
ASPHALTIC PAP
1" TOTAL THICKNESS
FACE OF CONCRETE �1\
STEEL AT OPEN JOINT
TYPICAL TRANSVERSE SECTION AT OPEN JOINT
TWO LAYERS OF PROTECTIVE
ASPHALTIC PANELS
1" TOTAL THICKNESS MIN.
EXPANSION GAP
WIDE X 32" BUTYL
JBBER MEMBRANE CENTERED
IER OPEN JOINT
a a
?" WIDE X 16 GA. GALV.
iEET METAL COVER PLATE a SLAB
NTERED OVER OPEN JOINT a 4 a ° °
a � °
x 10" WIDE COVER PLATE
N DECK OR CURB SLOTS -
i6 GALVANIZED) OPEN JOINT WT4 X 12
(ON DECK AND
22" WIDE X 16 GA. GALV. CURB SLOTS)
SHEET METAL COVER PLATE
CENTERED OVER OPEN JOINT
WT4 X 12
(ON DECK AND CURB SLOTS) 28" WIDE X 32" BUTYL
RUBBER MEMBRANE CENTERED
OVER OPEN JOINT
32" BUTYL RUBBER MEMBRANE
TYPICAL LONGITUDINAL SECTION AT BENTS AND BACKWALL
L't YYIUL n 32 UU I I L I\UUULI\
MEMBRANE CENTERED ALONG
THE AXIS OF THE CORNER
TYPICAL LONGITUDINAL SECTION AT END OF BACKWALL
0
a
a a
a

WALKWAY KICK ANGLE 6x4x,) x 28'-4" WALKWAY KICK ANGLE 6x4x,) x 38'-6" WALKWAY KICK ANGLE 6x4x,) x 35'-0" WALKWAY KICK ANGLE 6x4x,) x 37'-2"
KIn loin n
16
0
U
L
ro
0
0
U
N
0
n
0
0
NOTES:
WORKMANSHIP TO BE IN ACCORDANCE WITH CURRENT A.R.E.M.A.
12"� HOLES SPECIFICATIONS FOR STEEL RAILWAY STRUCTURES, CHAPTER 15.
MATERIAL: ASTM A36
SHOP PAINT: SURFACE PREPARATION SSPC—SP 10
PRIME COAT — ONE COAT INORGANIC ZINC 5 mils DFT
;z INT. COAT — DMT ACRYLIC— WHITE — 3-4 mils DFT
`" INU. TOP COAT — DMT ACRYLIC— LIGHT GRAY — 3-4 mils DFT
0
�2"x8"x2'-9"
1„ 1„ x 6"
6„
R 2 x 12
___________________________________________________
`i' 4" x 5" CUTOUT —
----------------------------
X--------------------------
r A" O HOLE 4"
J 16
412
0
- L6 x 6 x 2 x 3'-9"4" CLIP
CUT &CHIP
9" 92" FROM LEG
OF TOP ANGLE
\ N
TYP. ANGLE TO ANGLE
OR ANGLE TO PLATE 4
L3x3x8x3'-4"
x3x8x2'-4"
It2"x6"x9"
WALKWAY BRACKET FOR CONCRETE SPANS
SCALE: 3/4" = 1'-0"
WALKWAY MATERIALS LIST
DESCRIPTION
QUANTITY
WALKWAY GRATING 3' x
20'
8
WALKWAY BRACKET
21
KICK ANGLE 6 x 4 x 2 x
28'-4"
1
KICK ANGLE 6 x 4 x 2 x
38'-6"
1
KICK ANGLE 6 x 4 x 2 x
35'-0"
1
KICK ANGLE 6 x 4 x 2 x
37'-2"
1
END POST ANGLE 3 x 3 x 8
x 30'-0"
5
GUY WIRE (FT)
300
WALKWAY GRATING
36" WIDE x 20 FT LC
12" x 16" BEARING BAI
6x4x2 KICK ANGLE
3l,MLC. I/ `t = I —U
6x4x2 KICK ANGLE TO BRACKET
PREFABRICATED WALKWAY BRACKET
5"
BALLAST CURB
G TO CLEAR BRACKET STIFFENERS
GRATING PANEL ENDS TO BEAR ON BRACKET
(EXCEPT AT ENDS OF BRIDGE)
3 „ GRATING TO WALKWAY BRACKET
16 3
5„ 1 4" DIA. x 15" THREADED
ROD W/ HEAVY HEX NUT
SET HOLE IN WALKWAY
BRACKET OVER ROD AND
SECURE NUT
O
WALKWAY CONNECTION DETAIL
LL 2"0 HOLE IN CURB
)UT IN 14" DIA. x 15"
BEADED ROD
ANCHOR TO CURB DETAIL
SECURE GUY WIRE ACROS
BRIDGE HERE
SEPARATE GUY WIRE
FOR EXTENSION
EXTEND KICK ANGLE
& GRATING
o0oa oa O�o0oa o -a
oQa0ao0ooao0ao0aa
ooao oa000ao oaooaoao oa000ao ,
ao�oa0aa0aoOma�aa�aa�oa
0 oao�oao oa000ao° opo°opo opo°�
L3x3x8 x 3'-9" END POST
CUT FROM STOCK LENGTH
BURN HOLES TO MATCH
WALKWAY BRACKET
�Qoa00000aQoao��
�ooao oa000ao oaoaaa
Qooa0000aQ000ao°
0 oa000ao o00000o0aG
TIMBER BLOCKING
WALKWAY EXTENSION TO END OF WINGWALL
L3x3x$ x 3'-9" END POST -
SUPPORT ANGLE CUT FROM
STOCK LENGTH
GUY WIRE GALV. —
SECURE W/ CROSBY
CLIPS AT ENDS
L3x3x8 x 3'-9" END POST
CUT FROM STOCK LENGTH
BURN HOLES TO MATCH
WALKWAY BRACKET
<,TYPICAL ANGLE TO ANGLE CONNECTIONS
16
EXTEND KICK ANGLE &
GRATING TO END OF
BACKWALL
—UF
aQ0000a 00000�
—
oa oo aoDoo�ma oa ao0aQOc
oQOooOoQOoo�ma�oo0oo0Qa0�
CONCRETE BACKWALL
EXTERIOR CONCRETE BEAM
CONCRETE CAP J '-- CONCRETE WINGWALL
WALKWAY DETAIL AT END OF BRIDGE
A
ti

Q SPA an 1'—F," = 1 ?' -n"
� CAP
50
EL. A BOTTOM OF END BEN
5C
504
ON
4" COVER (B(
G
oll
cn
N
i
cn
/
cn
a,
III
U
N
ME
r�
O
00
O
O
Q
O cn
N
N �
1I_1►
68 #502 STIRRUPS (IN PAIRS)
ELEVATION
4" 14 #601 BARS @ 4"
rA"')SECTION REINFORCEMENT
S-14 S-14 SCALE: 1" = 1'-0"
'ICAL)
6'11X51
503
506
4" COVER (BOTTOM (Al
rnn
LWJL.i,
B SECTION REINFORCEMENT
S-14 S-14 SCALE: 1" = 1'-0"
4" COVER (BOTTC
REBAR CAGE ENGAGEMENT INTO CAP
LOCATION
SCHEDULE OF REINFORCING STEEL FOR END BENT
END BENT 1
6.60
END BENT 2
A
TYPE 1
ALL BARS TO CONFORM TO ACI CODE OF STANDARD
PRACTICE FOR DETAILING REINFORCING MATERIAL
B
Q Q
TYPE 2
B
TYPE 3
QUANTITY
SIZE
LENGTH
MARK
TYPE
A
B
ESTIMATED
WEIGHT
10
#5
17'-0"
501
1
17'-0"
178
68
#5
10,-7"
502
3
1'-7"
3'-3"
751
6
#5
7,-5„
503
2
1'-6"
4'-5"
47
20
#5
9,-4„
504
2
2'-5"
4'-6"
195
10
#5
7'-10"
505
2
3'-1"
1'-8"
82
6
#5
5,-3„
506
2
1'-6"
2'-3"
33
14
#6
17'-0"
601
1
17'-0"
358
13
#9
17'-0"
901
1
17'-0"
752
BILL OF MATERIAL
QUANTITY
EPDXY COATED REINFORCEMENT
2396 LBS.
5,000 psi CONCRETE
9.7 CY
LWJL.i,
B SECTION REINFORCEMENT
S-14 S-14 SCALE: 1" = 1'-0"
4" COVER (BOTTC
REBAR CAGE ENGAGEMENT INTO CAP
LOCATION
ELEVATION A
END BENT 1
6.60
END BENT 2
6.46
GENERAL NOTES:
CONCRETE: SHALL HAVE A MINIMUM COMPRESSIVE
STRENGTH OF 5000 PSI @ 28 DAYS.
END BENTS SHALL CONTAIN CALCIUM NITRITE
CORROSION INHIBITOR.
REINFORCING STEEL: TO BE IN ACCORDANCE WITH
ASTM DESIGINATION A615, GRADE 60. BENDING,
PLACEMENT, & FABRICATION IS TO BE IN
ACCORDANCE WITH CURRENT A.R.E.M.A.
SPECIFICATIONS FOR CONCRETE STRUCTURES AND
FOUNDATIONS. ALL DIMENSIONS RELATIVE TO BAR
SPACING ARE OUT — OUT UNLESS OTHERWISE
SHOWN.
COVER: 3" TYP. CHAMFER ALL EDGES 4" x 4.

5" x 5" WASHER CUT
FROM SCRAP (TYP.)
cn
0
a,
ME
oll
cn
cn
/
cn
C
co
N
O
U
N
ME
r�
O
00
O
O
Q
O co
N
N �
Jul
2'— SR " 1'-7R" 1 1'-7R" 2'-1R" PILE SPA. @ TOP/ TIE
—1
GR
SYM
/— TOP OF TIE
HEAVY HEX NUT (TYP.)
FRONT ELEVATION
SEE DETAIL A
CAP
SIDE ELEVATION
x
4-
ELEVATION
H—PILE
TYP. SHOP OR
FIELD WELD
PILE SHOE
I
H—PILE
DETAIL A
H—PILE SHOE ATTACHMENT
* PILE VERTICAL
BACK GOUGE
DETAIL A
DETAIL A
* POSITION OF PILE DURING WELDING.
* PILE HORIZONTAL
OR VERTICAL
191
60° + 10°
—0°
DETAIL B
PILE SPLICE DETAILS
BACK GOUGE
DETAIL B
VINGWALL PILE
IN GROUND
AS SHOWN
E TO CAP
PILE NOTES:
1. STEEL PILES SHALL BE IN ACCORDANCE WITH
SECTION 1084 OF THE NCDOT STANDARD
SPECIFICATIONS.
2. REMOVE AND REPLACE OR REPAIR TO THE
SATISFACTION OF THE REENGINEER PILES THAT
ARE DAMAGED, DEFORMED OR COLLAPSED DURING
INSTALLATION OR DRIVING.
3. PILE SPLICES SHALL BE IN ACCORDANCE WITH
THE NCDOT STANDARD SPECIFICATIONS AND AWS
D1.1.
4. NO ADDITIONAL PAYMENT WILL BE MADE FOR
CORROSION PROTECTION (GALVANIZING OR
METALLIZING), STEEL PILE POINTS OR PIPE PILE
PLATES. THESE ITEMS WILL BE CONSIDERED
INCIDENTAL TO THE CONTRACT UNIT PRICE FOR
THE PRESTRESSED CONCRETE PILES.

ELEVATION
SCALE: NONE
cn
0
cn
/
cn
U)
co
U
N
r�
O
5 TURNS AT 1 " PITCH
F7
c
c
1"
TYP.
2" CL,
TYP.
1"
TYP.
2" CL,
TYP.
PRESTR
STRAND
BUILD-UP AND SPIRAL REINFORCING OPTIONAL BUILD-UP WITH DOWELS
•
•
PRESTRESS STRAND (TYP.)
2" CL.
TYP.
1 "0 FIELD DRILLED
HOLE (TYP.) W/ #8 DOWEL
B SECTION
ZTVS-22 S-22 SCALE: NONE
(AT THE CONTRACTOR'S OPTION, PILE BUILD-UP
MAY BE CONSTRUCTED WITH DOWELS.)
1 F"
A A II'l (.
VV't.0 LULU URMVVIN J I LLL VVIRL )F IRtAL
TYPICAL SECTION A SECTION
S-15 S-15 SCALE: NONE
8-#6 BARS
2" CL.
TYP.
TYPICAL PATTERN FOR BURNING STRANDS
1/2" OR 0.6"0 GRADE 270 L.R. PRESTRESS STRANDS
VYT.0 UULU UI\f1YYIV JILLL VYII\L JI II\f\L
TYPICAL SECTION A SECTION
S-15 S-15 SCALE: NONE
3-#6 BARS
ol
30 � 4
2o
e2
PILE WT.
TONS
4 � 3
TYPICAL PATTERN FOR BURNING STRANDS
1/2 OR 0.6"0 GRADE 270 L.R. PRESTRESS STRANDS
ONE POINT PICK - UP
WU F'UIN I F'IUK - UN
PICK UP POINTS
QUANTITIES FOR ONE 16" PRESTRESSED PILE
LENGTH
CONCRETE
CU. YDS.
PILE WT.
TONS
ONE POINT PICK-UP
TWO POINT PICK-UP
0.300L
0.700L
0.207L
0.586L
25-0"
1.63
3.31
7'-6"
17'-6"
5-2"
14'-8"
30,_0„
1.96
3.97
9'-0"
21'-0'
6'-2 1/2"
17,_7»
35-0"
2.29
4.63
10'-6"
24'4"
7'-3"
20'-6"
40'-0'
2.61
5.29
12'-0"
28'-0'
8'-3 1/2"
23'-5'
45-0"
2.94
5.95
13'-6"
31'-6"
9'-4"
26'-4"
50'-0"
3.27
5.61
15-0"
35-0"
10'-4"
29'-4"
55-0"
3.59
7.28
16'-6"
38'-6"
11'-4 1/2"
32'-3"
60'-0"
3.92
7.94
12'-5"
35'-2"
65'-0"
4.25
8.60
13'-5 1/2"
38'-1 "
70'-0"
4.57
9.26
14'-6"
41'-0"
75-0"
4.90
9.92
15-6 1/2"
43'-11 "
80'-0"
5.23
10.58
16'-7"
46'-10"
HP8x360RW8x35
ELEVATION
C SECTION
S-22 S-22 SCALE: NONE
PILE TIP DETAILS
N nTFI�
PRESTRESSED CONCRETE STRENGTH : f'c = 7,500 PSI
BUILD-UP CONCRETE STRENGTH : f'c = 7,500 PSI
STRAND DATA:
S I RAN D
THE WATER/CEMENT RATIO FOR CONCRETE PILES SHALL NOT EXCEED 0.40.
PRESTRESSED CONCRETE PILES SHALL CONTAIN CALCIUM NITRITE CORROSION INHIBITOR.
ALL PRESTRESSING STRANDS SHALL BE 7 -WIRE LOW -RELAXATION GRADE 270 STRANDS
CONFORMING TO AASHTO M203. STRAND SAMPLING REQUIREMENTS SHALL BE IN ACCORDANCE
WITH THE STANDARD SPECIFICATIONS.
AT THE CONTRACTOR'S OPTION, 2" OR 0.6" STRANDS MAY BE USED IN EITHER STRAND
CONFIGURATION SHOWN IN THE TYPICAL SECTION DETAIL. MIXING OF STRAND SIZE IS NOT
ALLOWED.
THE SLIP -FORM METHOD OF CASTING PILES WILL NOT BE PERMITTED.
TRANSFER THE LOAD FROM THE ANCHORAGES TO THE PILE AFTER THE CONCRETE HAS
ATTAINED A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI.
IF STRAND STRESS IS RELIEVED BY BURNING, THE STRANDS SHALL BE BURNED IN OPPOSITE
PAIRS AS INDICATED IN THE TYPICAL PATTERN SHOWN. FOR ANY NUMBER OF STRANDS, BURN
IN OPPOSITE PAIRS AND SYMMETRICALLY ABOUT BOTH THE VERTICAL AND HORIZONTAL AXES.
STRANDS 1-1 SHALL BE BURNED BEFORE 2-2, ETC. NOT MORE THAN 4 STRANDS, SAY 3-3
AND 4-4, MAY BE BURNED AT ANY ONE SECTION BEFORE THESE SAME PAIRS OF STRANDS
ARE BURNED AT BOTH ENDS OF THE BED AND BETWEEN EACH PAIR OF PILES IN THE BED.
PROPOSED DEVICES FOR LIFTING PILES, RECESS DETAILS, AND PATCHING MATERIAL SHALL BE
DETAILED IN SHOP DRAWINGS. AFTER ATTACHMENTS HAVE BEEN REMOVED, OPENINGS SHALL
BE REPAIRED SUCH THAT THE APPEARANCE OF THE PILE IS UNIFORM.
WHERE CAST -IN-PLACE LIFTING DEVICES ARE NOT USED, PICK-UP POINTS ARE TO BE
INDICATED WITH A 2" WIDE BLACK MARK.
DRIVE PILES USING A METHOD APPROVED BY THE ENGINEER, WHEREBY THE HEAD OF THE PILE
IS NOT DAMAGED.
DRIVING OF THE BUILT-UP PILE WILL NOT BE PERMITTED UNTIL THE CONCRETE HAS REACHED
A COMPRESSIVE STRENGTH OF 5,000 PSI AND UNTIL A PERIOD OF SEVEN DAYS HAS ELAPSED
SINCE CASTING OF THE BUILD-UP.
NO ADDITIONAL PAYMENT WILL BE MADE FOR CORROSION PROTECTION (GALVANIZING OR
METALLIZING), STEEL PILE POINTS OR PIPE PILE PLATES. THESE ITEMS WILL BE CONSIDERED
INCIDENTAL TO THE CONTRACT UNIT PRICE FOR THE PRESTRESSED CONCRETE PILES.
DOWEL INSTALLATION FOR OPTIONAL BUILD-UP
GROUT COMPRESSIVE STRENGTH: f'c= 5,000 PSI
BEFORE DRILLING DOWEL HOLES, REMOVE THE UPPER 3" OF CONCRETE FROM THE TOP OF THE
PILE WITHOUT DAMAGE TO THE REINFORCING STEEL. THE REMOVAL PLANE SHOULD BE NORMAL
TO THE EDGE OF THE PILE.
DOWEL HOLES SHALL BE POSITIONED TO MAINTAIN" CLEAR TO ALL EXISTING PRESTRESSING
STRANDS IN THE CONCRETE PILE.
FIELD DRILLED HOLES SHALL BE CLEAN AND FREE OF ANY OBSTRUCTIONS BEFORE GROUTING OF
DOWELS. DOWEL BARS SHALL BE INSTALLED AND GROUTED WITH AN APPROVED NON -SHRINK
GROUT.
THE SPIRAL REINFORCING IN ALL BUILD-UPS SHALL BE W4.0 COLD DRAWN WIRE WHICH SHALL
BE SECURED TO THE LONGITUDINAL REINFORCEMENT TO MAINTAIN PITCH.
i OR W8 x 35 THE SPIRAL REINFORCING IN THE BUILD-UP AND THE PRESTRESSED CONCRETE PILE SHALL BE
SPLICED BY OVERLAPPING A MIN. OF ONE TURN.
W4.0 COLD DRAWN STEEL WIRE SPIRAL
PRESTRESSING STRANDS
ULTIMATE
APPLIED
SIZE
GRADE
AREA
STRENGTH
PRESTRESS
FORCE
41,300#
30,980#
P"
270 L.R.
0.153
2
PER STRAND
PER STRAND
58,600#
43,940#
0.6"
270 L.R.
0.217
PER STRAND
PER
S I RAN D
THE WATER/CEMENT RATIO FOR CONCRETE PILES SHALL NOT EXCEED 0.40.
PRESTRESSED CONCRETE PILES SHALL CONTAIN CALCIUM NITRITE CORROSION INHIBITOR.
ALL PRESTRESSING STRANDS SHALL BE 7 -WIRE LOW -RELAXATION GRADE 270 STRANDS
CONFORMING TO AASHTO M203. STRAND SAMPLING REQUIREMENTS SHALL BE IN ACCORDANCE
WITH THE STANDARD SPECIFICATIONS.
AT THE CONTRACTOR'S OPTION, 2" OR 0.6" STRANDS MAY BE USED IN EITHER STRAND
CONFIGURATION SHOWN IN THE TYPICAL SECTION DETAIL. MIXING OF STRAND SIZE IS NOT
ALLOWED.
THE SLIP -FORM METHOD OF CASTING PILES WILL NOT BE PERMITTED.
TRANSFER THE LOAD FROM THE ANCHORAGES TO THE PILE AFTER THE CONCRETE HAS
ATTAINED A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI.
IF STRAND STRESS IS RELIEVED BY BURNING, THE STRANDS SHALL BE BURNED IN OPPOSITE
PAIRS AS INDICATED IN THE TYPICAL PATTERN SHOWN. FOR ANY NUMBER OF STRANDS, BURN
IN OPPOSITE PAIRS AND SYMMETRICALLY ABOUT BOTH THE VERTICAL AND HORIZONTAL AXES.
STRANDS 1-1 SHALL BE BURNED BEFORE 2-2, ETC. NOT MORE THAN 4 STRANDS, SAY 3-3
AND 4-4, MAY BE BURNED AT ANY ONE SECTION BEFORE THESE SAME PAIRS OF STRANDS
ARE BURNED AT BOTH ENDS OF THE BED AND BETWEEN EACH PAIR OF PILES IN THE BED.
PROPOSED DEVICES FOR LIFTING PILES, RECESS DETAILS, AND PATCHING MATERIAL SHALL BE
DETAILED IN SHOP DRAWINGS. AFTER ATTACHMENTS HAVE BEEN REMOVED, OPENINGS SHALL
BE REPAIRED SUCH THAT THE APPEARANCE OF THE PILE IS UNIFORM.
WHERE CAST -IN-PLACE LIFTING DEVICES ARE NOT USED, PICK-UP POINTS ARE TO BE
INDICATED WITH A 2" WIDE BLACK MARK.
DRIVE PILES USING A METHOD APPROVED BY THE ENGINEER, WHEREBY THE HEAD OF THE PILE
IS NOT DAMAGED.
DRIVING OF THE BUILT-UP PILE WILL NOT BE PERMITTED UNTIL THE CONCRETE HAS REACHED
A COMPRESSIVE STRENGTH OF 5,000 PSI AND UNTIL A PERIOD OF SEVEN DAYS HAS ELAPSED
SINCE CASTING OF THE BUILD-UP.
NO ADDITIONAL PAYMENT WILL BE MADE FOR CORROSION PROTECTION (GALVANIZING OR
METALLIZING), STEEL PILE POINTS OR PIPE PILE PLATES. THESE ITEMS WILL BE CONSIDERED
INCIDENTAL TO THE CONTRACT UNIT PRICE FOR THE PRESTRESSED CONCRETE PILES.
DOWEL INSTALLATION FOR OPTIONAL BUILD-UP
GROUT COMPRESSIVE STRENGTH: f'c= 5,000 PSI
BEFORE DRILLING DOWEL HOLES, REMOVE THE UPPER 3" OF CONCRETE FROM THE TOP OF THE
PILE WITHOUT DAMAGE TO THE REINFORCING STEEL. THE REMOVAL PLANE SHOULD BE NORMAL
TO THE EDGE OF THE PILE.
DOWEL HOLES SHALL BE POSITIONED TO MAINTAIN" CLEAR TO ALL EXISTING PRESTRESSING
STRANDS IN THE CONCRETE PILE.
FIELD DRILLED HOLES SHALL BE CLEAN AND FREE OF ANY OBSTRUCTIONS BEFORE GROUTING OF
DOWELS. DOWEL BARS SHALL BE INSTALLED AND GROUTED WITH AN APPROVED NON -SHRINK
GROUT.
THE SPIRAL REINFORCING IN ALL BUILD-UPS SHALL BE W4.0 COLD DRAWN WIRE WHICH SHALL
BE SECURED TO THE LONGITUDINAL REINFORCEMENT TO MAINTAIN PITCH.
i OR W8 x 35 THE SPIRAL REINFORCING IN THE BUILD-UP AND THE PRESTRESSED CONCRETE PILE SHALL BE
SPLICED BY OVERLAPPING A MIN. OF ONE TURN.
W4.0 COLD DRAWN STEEL WIRE SPIRAL
PRESTRESSING STRANDS

U)
Q
0
U)
Cr
0
N
I
cn
U)
U
Cn
W
0
C0
0
U
U
0
n
WE
00
co
00Q
�E
o �
0
REVISIONS
SYM
DATE
APPROVED
SHEET 4
�E�TEC/-INICAL B��41NG �4�'P��4T
GEOTECHNICAL BORING RSHEET 5
BORE LOG
BORE LOG
WBS NIA
TIP NIA
[COUNTY ONSLOW
GEOLOGIST M. Lear
WBS NIA TIP N/A COUNTY ❑NSLOW
GEOLOGIST M.Raup
SITE DESCRIPTION 5881 Railroad Bridge Repair (AMECFW Proj. No. 6468-17-7073)
GROUND WTR (ft)
0 HR. ND
124 HR. FIAD
SITE DESCRIPTION S881 Railroad Bridge Repair (AMECFW Proj. No. 6468-17-7073)
GROUND WTR (ft)
0 HR. 0.0
124 HR. Artesian
BORING NO. EB -1
STATION NIA
OFFSET NIA
ALIGNMENT NIA
BORING NO. B-1
STATION NIA
OFFSET NIA
ALIGNMENT NIA
COLLAR ELEV. 13.8 ft
TOTAL DEPTH 85.2 ft
NORTHING 373,521
EASTING 2,549,839
COLLAR ELEV. 0.9 ft
TOTAL DEPTH 79.9 ft
NORTHING 373,542
EASTING 2,549,882
DRILL RIGIHAMMER EFRIDATE MID1904 CME -45B 78% 09/06/2017 ::[:DRILL
METHOD Mud Rotary
HAMMER TYPE Automatic
DRILL RIGIHAMMER EFF.IDATE MID0314 D-25 84% 09105/2017
DRILL METHOD Mud Rotary
HAMMER TYPE Automatic
DRILLER M. Wiggins
START DATE 07/26117 TCOMP.
DATE 07/26/17
SURFACE WATER DEPTH NIA
DRILLER M.Wiggins
START DATE 07118/17
COMP. DATE 07/19/17
SURFACE WATER DEPTH NIA
ELEV DRIVE DEPTH
BLOW COUNT
BLOWS PER FOOT
SAMP.
V
L
ELEV DRIVE DEPTH BLOW COUNT
BLOWS PER FOOT
SAMP.
V
L
(ft) ELEV (ft}
O SOIL AND ROCK DESCRIPTION
(ft) ELEV eft}
0
0 SOIL AND ROCK DESCRIPTION
(ft)
0.5ft
0.5ft
0.5ft
0 25 50 75 100
NO.
MOI
G ELEV, ft DEPTH ft
(ft} 0,5ft 0.5ft 0.5ft
25 50 75 100
NO.
MOI
G ELEV. ft DEPTH ft
15
5
13.8 GROUND SURFACE 0.0
- - -
'
- -
- - -
- - - -
° ARTIFICIAL FILL
110
-A -_ I' .
. . , -
, , , ,
• - - -
o
0 11.3 Railroad Ballast Stone -4.25" HSA to 2.8 feet. 2.5
_
0.9 GROUND SURFACE 0.0
10
7
-14
- - -
- - -
- - - -
M
.�= Medium dense to loose, moist, tan, brown, �-- -
0
10
7
��• ALLUVIAL
�� ;'
' -
- - - -
- - -
8_2 5-5•
- - -
' and gray, silty, fine to coarse SAND (A-2-4)
2 1 2 �3 • - . ° . _
W
::;:• Very loose, wet, brown and gray, clayey fine
2
;�_ :
M
•:;
�; with trace gravel and CLAY (A-6) lenses
:
::;;c' _3,2 SAND (A-2-4} with trace organics 4.1
4
3
T"
• •
WOH WOH WrWOH o
Sat.IrVAIN,
- - - -
e
Very soft, saturated, brown and black, highly
3
M
Medium stiff, moist, gray and tan, fine sandy51
WOH WOH WnHW01
organic clayey MUCK
9 Y Y
7
4
7
- - •
- - -
•= 51LT (A-4}
0- - - - - -
Sat.
6
_. . .
... .
. ...
. . . .
1.$-----_..- 12.0
- WOH WOH w HII . . . . - . . . . . . . . . .
0.
Sat.
JVVX�
. . . .
. . . .
. . .
. . . .
ALLUVIAL
-1 . . _ . . - • . . . - - -
-VVOH
. .
W
Very soft, wet to saturated, gray -brown, fine
-11 1 12.0
- -
. . .
. . . .
. . . .
WOH
0.
. .
sandy CLAY (A-6) with trace organics
_ - ° _ : : : : : :
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _
, ° q UNDIVIDED COASTAL PLAIN -
4 10 12 - - X22 : - - - - - - -
W
° • e • Medium dense, wet, gray, green, and white,
-5
-15 - " -
° • e clayey fine to coarse SAND and SHELL
W H -
. . .
Sat.
- - - - - - - - -
•
° • HASH (A-2-6) with trace to few friable
WOH
WOH
0. . . .
. . . .
. . . .
• . - .
. . . .
. . . .
. . , .
- - _ - - - - - - - - - - - -
a
• ° ° limestone fragments
'
. . . .
- - - -
- - . .
. . . .
-9.2 ` - - - - - - - 23.0
-
8 5 8 - - - - - - -
-20 - 3'
W
a
--10
°
a • UNDIVIDED COASTAL PLAIN
°
;
11
13
.
15
W
° ,
a • p Medium dense, wet, tan, white, and
e q, . .
• °
- ° -28w
- _ -
- -
_ _ . .
- - -
_ _ _ •
- - -
- - -
•
. • e • gray -green silty, clayey, fine to coarse SAND
• - - - ° - - - - - - - -
- 1 6 14 15
•
-15
,
.
.
° • 4 • and SHELL HASH (A-2-6} with trace friable
-25 - -2� w - - -
W
° °
° •
shell hash LIMESTONE fragments/lenses
•.�.
° . -25.1 _________ 26.0
- - -
10
9
.
- - ° z0
11
W
• °
Medi m d n
• • • u e se, saturated, gray, green, and
. .
- -
,. e'
° - - - - •
�;::•: white, silty, fine to coarse SAND (A-2-4) with
'
• • -� 9.2 33.0
8 $ 9 *17
- - - - - - -
Sat.
.:� •: trace shell fragments and friable limestone
•
_20
° _
'
. _ _ _ _ _
- - _ _ - ._ - - - - - -
:: Hard, wet, dark gray -green, fine sandy,
-30
.
:;'� �' fragments
8
12
34,
.
22
W
°��=::r clayey SILT (A-4) with trace to few shell
- - , . . ' ' ' . .
•: ;�.
.
. -
.
=:�: •:•: fragments and limestone
;::.:: e is a fragments
- - - - .
7 7 10 - - - ,
....
: �•�:'
- _
-
`�='� -24.2 -Lost drill fluid circulation at 38.0 feet 38.0-35
17 . _ -
Sat.
-25
_
•:. �� Medium dense to very dense, saturated, dark
. .
26
Sat.
:';: gray -green, silty, fine to coarse SAND (A-2-4)
co
.
. . . .
_
. . . .
_
. . . .
_
. . . .
:. .-
:;:;'; with trace shell fragments, and trace to few
_ . -
cc 9 11 12 - - :r23. - - - - - -
Sat,
::�:•o
'�'�'•
QD _30
- - -
- - -
- - -
:•:;;; lenses of shell hash/shell mold LIMESTONE
-4p - - - - - - - - - -
�:�::• 41.0
_
N
14
_ _
Sat
:'
:�;�; • and fragments
_ _ . . . . . . . .
•••• • Very dense, saturated, gray, friable to
10
11
.
r-
❑
- - _ -
25 . . •
, . - ,
- -
'• •
.
❑ - - - - - - - � �• - -
indurated, SHELL MOLD LIMESTONE with
c�
- - - -
-
• :�;': -Drill fluid circulation returned after casing
10 31 40
Sat
same fine to coarse sand and shell
p -35
- - -
� . . .
. . . .
:::?� advanced to 43.5 feet.
~o -45 - - ° - -71 -
X5.1 45.0
©
I
2137
Sat.
•: •.:
I . - _ _ �.
_ _ _ _ _ _fragments_ _ _ _ _ _
�::=• Very dense to dense, saturated, gray, silty, r -
., ; ,
10
16
- -
- .
z
1-
=
�'� •
z . . . _ . . , -
:::::; fine to coarse SAND (A-2-4) with trace shell
- - -
- •
- - - -
- - -
=;�';
19 25 32 - - - -
. . . _ • • . - P57 . _ _ _ . .
Sat.
;:;. fragments and limestone fragments
CL .40
. . . .
- t
.. •
a
.
ui
25
- -
Sat.
...
:�:':
Uj . • . . . . • - - - - - -
`.; •.
• •
8
17
. • , .
- - �4�
- - - -
•;;,.
- - - - - - - - - -
•'•
,..
We
.
49.
Sat.
.•
• .
-45
- - - -
- - -
- - -
::..: •
- - - - - - . . - . . .
•.,
. •...
�
50
- - �
Sat'
'•
�:'"�
••''
� - - -
&. se •• -56.1 - _______________ 57.0
16
45
- - - -
- - - -
�95
'
j.
m _ - - - - - - - - - - -
Medium dense to ve dense, saturated,
°C
•
-
: :
¢ 28 21 20 - - - - 41 " . ` • ` .
Sat.
gray, friable to indurated, SHELL MOLD
-50 _
��
;�::;
< -60 - • • -
LIMESTONE with some sand and shell
�
50
-082
Sat.
'�' "
: �:�:.
� - - . . . - - - . . . . . .
fragments
22
32
- - - -
- - - -
- - - -
- - - -
- - - -
- - -
�- -53.2 67.0
- - - - - - - - - - - . . . . .
20 14 10
❑
--55
- - - -
- -
- - - -
_ _ _ _ _
__.---.��- -- -- -
-Very dense, saturated, gray, friable to
© - - - z4 -
-65 - - - - -
Sat.
Sat
indurated, SHELL MOLD LIMESTONE with
o . - _ . . _ _ �„+ - .
58
4210.1
❑
- - - -
- - - -
- - - -
10010.
some fine to coarse sand and shell
¢ . . .
Q
0
, . _ _
. . _ _
_ _ _ ,
. . . .
_ _ _ _
. . . .
-
_ _ _ /.
fragments
. . . . . . . . .
0 58 4210.2 . . . . . . . . . . . . . . `•
Sat.
-60
. . . .
- . . .
. . - -
_
- -70 - - - - - - - 100/ .
45
-
Sat.
. . . . . . . - - - -
-71.1 -_`--- -- --- - 72.0
.•+
19
39
. ° . .
• . , ,
. - -
. - -
- -
- -
- \`
- - _ _
•
::: ; : Dense to very dense, wet, dark gray, silty,
cr,
.
- - - -
- �-
coI 13 20 28
W
= ;:=• fine SAND (A-2-4) with trace shell fragments
rel _65 7q n
. .
- - -
. .
- - - -
- - - -
- -
_ _ _ _ _ _ . .04k
c7 -75 _ - - - - -
10010.5
Sat.
_ - - - -� - - - -
-
�.
89
1110.0
. . . .
. . . .
. . . .
co
. . . .
. . . .
. . . .
- - -
-68.2 --- ---- -- 82.0
-Ve
6 785 1
11 33 6710.4 . . . . . . . . - - - - - �� -
:-:•':
'
0 -70
. . . .
. . . .
. . . .
. . - .
::. �� dense, wet dark gray, silt fine SAND
.::: Very g Y' Y'
(0 100/0.9
-79.0 79.9
' ' '
•'• • •
.. (A-2-4} with trace shell fragments and coarse
Boring Terminated at Elevation -79.0 ft in
J
24
69
3110.2
- - - -
- - -
- - -
W
-71.4 85 2
''•''' sand
J
Undivided Coastal Plain: Very dense, silty
z
10010-
z
fine SAND (A-2-4)
Boring Terminated at Elevation -71.4 ft in
w
Undivided Coastal Plain: Very dense, silty
LU
Hole caved overnight at 20.0 feet, Artesian
fine SAND (A-2-4}
°m
condition observed after completion of
boring. Head stabilized in steel casing
p
Boring completed along centerline of railroad
❑
approximately 4.0 feet above existing collar
0
L)
track, adjacent to staked location.
0
elevation.
z
90%SUBMITTAL
S-20
DISCLOSURE OF INFORMATION
THE CONTRACTOR SHALL COMPLY AS FOLLOWS:
AVOLIS ENGINEERING, P.A. LICENSE NO. C-0706
DEPARTMENT OF THE NAVY NAVAL FACILITIES ENGINEERING COMMAND
X 15564 •
MARINE CORPS BASE
A. THE CONTRACTOR SHALL NOT RELEASE TO ANYONE OUTSIDE THE CONTRACTOR'S ORGANIZATION
NEW BOERN NC 28561
ANY UNCLASSIFIED INFORMATION, REGARDLESS OF THE MEDIUM (E.G. FILM, TAPE, DOCUMENT),
PH.[phone]
CAMP LEJEUNE, NORTH CAROLINA
PERTAINING TO ANY PART OF THIS CONTRACT OR ANY PROGRAM RELATED TO THIS CONTRACT, UNLESS
DES. CRS
REPAIR RAILROAD TRESTLE, S881
1. THE CONTRACTING OFFICER HAS GIVEN PRIOR WRITTEN APPROVAL; OR
DR. AGG
MARINE CORPS BASE CAMP LEJEUNE
2. THE INFORMATION IS OTHERWISE IN THE PUBLIC DOMAIN BEFORE THE DATE OF RELEASE.
T
CHK.
SUBMITTED BY:
B. REQUESTS FOR APPROVAL SHALL IDENTIFY THE SPECIFIC INFORMATION TO BE RELEASED, THE
DESIGN DIR.
MEDIUM TO BE USED, AND THE PURPOSE FOR THE RELEASE. THE CONTRACTOR SHALL SUBMIT ITS
REQUEST TO THE CONTRACTING OFFICER AT LEAST 45 DAYS BEFORE THE PROPOSED DATE OF
.
RELEASE.
amec
APPROVED: PWO OR OICC DATE
SIZE
CODE (DENT. NO
NAVFAC DRAWING NO.
C. THE CONTRACTOR AGREES TO INCLUDE A SIMILAR REQUIREMENT IN EACH SUBCONTRACT UNDER
foster
F
80091
SATISFACTORY TO: DATE
CONSTR. CONTR. N0. N40085 -17-B-0037
THIS CONTRACT. SUBCONTRACTORS SHALL SUBMIT REQUESTS FOR AUTHORIZATION TO RELEASE
SCALE: NOTED
SPEC. 05-17-0037
SHEET 26 OF 27
THROUGH THE PRIME CONTRACTOR TO THE CONTRACTING OFFICER.
wheeler
AE PROJECT # 170221

U)
Q
0
U)
Cr
N
I
Cn
U)
U
Cn
U)
0
i
C0
0
U
U
0
n
WE
i
0
00
co
00Q
o �
0
REVISIONS
SYM
DATE
APPROVED
GEOTECHNICAL BORING REPORTSHEET 5
SHEET 7
GEOTECHNICAL BORING J
BORE LOG
BORE LOG
WBS NIA
TIP NIA
[COUNTY ONSLOW
GEOLOGIST M.Raup
WBS NIA
TIP NIA
COUNTY ONSLOW
GEOLOGIST M. Lear
SITE DESCRIPTION 5881 Railroad Bridge Repair (AMECFW Prof. No. 6468-17-7073)
GROUND WTR (ft)
0 HR. Water
HR. Boring
SITE DESCRIPTION S881 Railroad Bridge Repair (AMECFW Proj. No. 6468-17-7073)
GROUND WTR (ft)
D HR. ND
24 HR. FIAD
BORING NO. B-3
STATION NIA
OFFSET NIA
ALIGNMENT NIA
BORING NO. EB -2
STATION NIA
OFFSET NIA
ALIGNMENT NIA
COLLAR ELEV. -2.9 ft
TOTAL DEPTH 80.9 ft
NORTHING 373,584
EASTING 2,549,907 __]24
COLLAR ELEV. 13.7 ft
TOTAL DEPTH 85.5 ft
NORTHING 373,629
EASTING 2,549,936
DRILL RIG/HAMMER EFRIDATE MID0314 D-25 84% 0910512017
DRILL METHOD Mud Rotary
HAMMER TYPE Automatic
DRILL RIG/HAMMER EFRIDATE MID1904 CME -45B 78% 0910612017
DRILL METHOD Mud Rotary
HAMMER TYPE Automatic
DRILLER M.Wiggins
START DATE 07/20/17
=COMP. DATE 07/20/17
SURFACE WATER DEPTH 3.1 ft
DRILLER M. Wiggins
START DATE 071271'17
COMP. DATE 07/27/17
SURFACE WATER DEPTH NIA
DRIVE BLOW COUNT
ELEV DEPTH
BLOWS PER FACT
SAMP.
L
DRIVE BLOW COUNT
ELEV DEPTH
BLOWS PER FOOT
SAMP.
■
L
ELEV
(ft) (ft)
Q 25
O SOIL AND ROCK DESCRIPTION
ELEV
(ft} (ft)
p SOIL AND RACK DESCRIPTION
(ft) 0.5ft 0.5ft 0.5ft
50 75 1 QO
NO.
MOI
G ELEV. ft DEPTH ft
(ft} 0.5ft 0.5ft 0.5ft
0 25 5Q 75 100
NC.
MOI
G ELEV. ft DEPTH ft
0
WATER SURFACE (07120117)
_..-..-.._.._.._.._.._.._.._.._.._...�...�.._
15
13.7 GROUND SURFACE 0.0
_
-2.9 MUD LINE 0.0
. . .
• . . `
` ' ' '
. .
0- ARTIFICIAL FILL
Sat.
ALLUVIAL
WOR WOR WW�H 0- - _ - - - _ - - - - -
�. . . .
.. ..
.. . .
. . ,
0 10.7 Railroad Ballast Stone -4.25" HSA to 3.7 feet. 3.0
5
1 0
-
- --s---
Very soft, saturated, black and brown, highly
2 2 2
Soft to medium stiff, moist to wet, tan, brown,
- - - _ - • n - - - - -
organic clayey MUCK
�4 - -
- -
-
M
and gray, fine sandy, silty CLAY (A-6)
WOH WOH W�H - - - - - . . . . . . .JIAP
VVDH �. . . . . . - - -
Sat.
-8.4 _______________ 5.5
-
2 2 3
- -
- -
15 .
_ _ _ .
- - - -
. . . a
- _ _
. .
M
-10 2 5 4 - -9 - - - ° _ _ - - - - -
Sat.
:=::;' Loose, wet, brown and tan, silty, fine to
5
-
_ _
:� • -10.9 coarse SAND (A-2-4) with few fine to coarse _8.0
1 2 2
_
W
*4 - - -
- _ _ _
.
2 1 WOH 1 -
Sat
_ rounded gravel and trace organics 1�
-._.....-
. . .
1.
. . _ _
.
. .
' - - - - -
. . . " . . ' ' - - -
_
Very soft, saturated, brown -black, fine sandy
- - -
-
°
- - - -
11.7 _ 12.0
- - - - - - - - -
-15
CLAY (A-6) with trace organics
0
.� ' ' '
' ' . .
-
- "
ALLUVIAL
_ _ - - - - - - - - -
4 3 3
-
Sat.
Medium stiff, saturated, gray, fine sandy, silty
_
- _
_ " _
WOH WOH VIIoH 0:
Sat
CLAY (A-6) with trace organics
- - - r - - - . . . . .
..
_ _
-18.9 __ _______ 16.0
- -
- - -
-
-4.3 _ _ __ 18.0
UNDIVIDED COASTAL PLAIN
-
__
;;° Loose, saturated, gray and brown, silty, fine
-91 _5 1AB- i - - - - - - - - -
. ° e Medium dense, wet, gray, white, and green,
2 2 35•
- - - -
- • •
- - -
Sat.
�;:; ;• SAND (A-2-4) with trace to few organics
6 12 5 27 . _ - -
W
e °� clayey, fine to coarse SAND and SHELL
- - - -
• . . .
. . . .
q.
; : :
. - - -
,
• a -23.9 HASH (A-2-6) with trace friable to indurated 21.0
-
- -
.,.
` • • •
fragments
�:; ;:•
- . . 'I'
_ _ _ _ _limestone _ _ _
.=:� ; Medium dense, saturated, gray, silty, fine to
2 2 3
.
Sat.
=:O :
_
.
7 8 8
. 1
Sat.
' •
;:;• coarse SAND (A-2-4) with trace to few shell
_
-
26 4
0 0 -12.3 - - - - --- - --
. - - - - - -
- - . -
fragments and limestone fragments
.
- -
-� .
- - - -
_
0 0 0 0 UNDIVIDED COASTAL PLAIN
.000
-3Q
;: ;; •
•'"'
_15
-
- -
Dense, saturated, gray, fine to coarse SAND
.
• - 1 -"
''•'� •
•''
-
15 16 1 fi
- . -
Sat'
o000
a a a and SHELL HASH (A-3) with trace friable
*00-
- - - -
32 -
-
16
Sat.
:=
0 shell hash limestone fragments
o o a a
. - - - - - -
. ;+:.
.
.
. .
oaao -18.3 32.0
-35 - l- - - - - - - - - -
:-:;°
-20
-
- - - -
- - - •
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _
:;•;?= Dense to medium dense, saturated, dark
.,..
•+'moo
-
,.
&'� •• gray -green, silty, fine to coarse SAND (A-2-4)
�.
9 10 11 . - - -
Sat.
., :; •
'•� •'
- - - -
:�33-
. .
. . . .
. . . -
Sat.
:;�
':: with some shell fragments and trace friable
21
. .�. .
....
�'''
• -38.9 36.0
-
-� . . •
. . . .
. - - -
-='�• shell hash limestone fragments
-40 - `' - -
••• °
- -Very dense, saturated, gray, friable to
-25 -
- _ _
_
1
-
_ _ _
-
:•:■:.
•:�::
. ■ •
- - - - •
indurated, SHELL MOLD LIMESTONE with
9 12 16
Sat.
== ''•
fi 51 22 - - - _ .
�73'
Sat.
some sand and shell fragments
_
.
:� •:.
- - - - - - - - ./-
-45 - - - - -
-43.9 _______________ 41.0
:;:;' - Very dense, saturated, gray, silty, fine to
co
-30 _
. . . -
- -
- - -
. . . .
27 - - -
. . .
. . . . . . • . - / . . . . . .
�'� �• coarse SAND (A-2-4) with trace shell
e s e I
`'' 12 12 15
. . . .
Sat.
..
' '•'•
❑ _ . #57 -
Sat.
::;:;
• •
•: fragments
©
-
- - -
-
■• ...
:::
•"
, .
0
•
o _
v' 24 19 35 . . . . . . .
Sat.
•■ ••
v� 11 13 15
28-
Sat.
: •-
z 5 4 - - .
- - - - - - - -
...
.+
- - -
- - -
.
. -
,..
.:.:.
.
� � /
-55 - - - - - -
..... -53.9 ________________ 51.0
-40
- - -
1
- .
•
.
-
Medium dense to dense, saturated, gray,
_
.;.; ;.
_56 A 53 9friable
to indurated SHELL MOLD
vt 6 9 15
Sat.
.•' '�
0 20 18 19
Sat.
LIMESTONE with some sand and shell
- -
-� -
- -
-
• �-
°:'''
.37
. . .
fragments
. . . .
�+.
. . . .
. . . -
-43.3 57.0
' ' • - - - ---- - - - --- - - .` -_..
.
-60
-45
- - - -
Very dense, saturated, gray, friable to
z
o _ - - • - / - - - - - ° - - - -
z
R 30 19 48
- - -
Sat.
indurated, SHELL MOLD LIMESTONE with
. . . .
. • . -
- 67
- - _ - - - - -
. . . .
some sand and shell fragments
m 10 10 12 - - - 22 . . . . . . .
Sat.
m
. . . .
. . . .
. . . .
. . . -,
. . . .
,- - - -
-48.3 _,_„ - ----- -_____ 62.0
-65 - - - ' ' ' ' . ' ' - - - -
a -50,90-3
- - - -
- - . -
N- - -
::; IS Very dense, saturated, gray, silty, fine to
�,• . . . . . . . . . .
64
w - 25 3$ 58
:•: coarse SAND (A-2-4) with trace shell
LU . . . . _ \ . . . . . . _ . . .
w
. . . .
. . . .
. . . .
. . - #96
Sat.
•:'•'
:.� ; :' fragments and friable limestone fragments
20 12 31 . . . . . . .
Sat.
(D
. . . .
. . . .
- - .
' �
• •..
%❑
©Of, -7Q - - - - - 43 . . . . . - -
69.9 X7.0
- 55
. . . .
. . . -
- -
: � ;�:. -54.3
,...
o - - - . . . . �- - - -
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
:;..;;' Very dense, wet, dark gray, silty, fine SAND
_ 12 50 50 0.2
-
Sat.
Very dense saturated gray, friable to
,
- - -
- - - -
_ - -
0
; ; ;, (A--2--4) with trace shell fragments
❑
- -
100f0�4
indurated, SHELL MOLD LIMESTONE with
20 39 47 . .. . �
W
:SN' -6-:-
o
�.
some sand and shelf fragments
-75 - - -86 :
;
_60
. . . .
. . . .
. . _ .
. . /
. . . . . . . . . . . . - - -
r-772 743
;:;.:.
•�• '�
¢ 74-n-I
23 32 44
r
Noe-
. . .
75
Sat.
. . . _
. . . .
. . . .
� 21 30 46 . . . . . . . . . . . - - - -
+ s •■
•
W e P .
CIO
- - -
- - - -
.
�I -80 - - - r - - - -
. •...I
-65
- -
- -
- - - -
CD
~
.
:•••:
�'•
20 42 55
..97
Sat.
. . . . 1 . . .
.
. . - - - -
co 24 32 36 - - - - . - - 68 " - - -
W
�' �S -83.8
• :.. 80.E
. . .
-
. . . .
_
. . . .
.
. .
/ !
-68.3 ._... - - - •-- •--- _ 82.0
- - - -
-70
_
- _ _ _
_ _ _
_ -
.,.., r a ne ND
Ve swith
'
Boring Terminated at Elevation -83.8 ft in
J
Undivided Coastal Plain: Very dense, silty
_
16 25 42
_
W
•:..
: • :: (A-2-4) trace shelltfragmentsf
'`�::
fine SAND (A-2-4}
67
-71.8 85.5
z
z
Boring Terminated at Elevation -71.8 ft in
Undivided Coastal Plain: Very dense, silty
LU
Boring offset from proposed, drilled location
w
fine SAND (A-2-4}
o
approximately between proposed boring B-2
o
oand
B-3.
o
Boring completed along centerline of railroad
❑
track, adjacent to staked location.
z
z
,
90%SUBMITTAL
S-21
DISCLOSURE OF INFORMATION
THE CONTRACTOR SHALL COMPLY AS FOLLOWS:
AVOLIS ENGINEERING, P.A. LICENSE NO. C-0706
DEPARTMENT OF THE NAVY NAVAL FACILITIES ENGINEERING COMMAND
X 15564•
MARINE CORPS BASE
A. THE CONTRACTOR SHALL NOT RELEASE TO ANYONE OUTSIDE THE CONTRACTOR'S ORGANIZATION
NEW BOERN NC 28561
ANY UNCLASSIFIED INFORMATION, REGARDLESS OF THE MEDIUM (E.G. FILM, TAPE, DOCUMENT),
PH.[phone]
CAMP LEJEUNE, NORTH CAROLINA
PERTAINING TO ANY PART OF THIS CONTRACT OR ANY PROGRAM RELATED TO THIS CONTRACT, UNLESS
DES. CRS
REPAIR RAILROAD TRESTLE, S881
1. THE CONTRACTING OFFICER HAS GIVEN PRIOR WRITTEN APPROVAL; OR
DR. AGG
MARINE CORPS BASE CAMP LEJEUNE
2. THE INFORMATION IS OTHERWISE IN THE PUBLIC DOMAIN BEFORE THE DATE OF RELEASE.
.
CHK.
SUBMITTED BY:
B. REQUESTS FOR APPROVAL SHALL IDENTIFY THE SPECIFIC INFORMATION TO BE RELEASED, THE
DESIGN DIR.
MEDIUM TO BE USED, AND THE PURPOSE FOR THE RELEASE. THE CONTRACTOR SHALL SUBMIT ITS
REQUEST TO THE CONTRACTING OFFICER AT LEAST 45 DAYS BEFORE THE PROPOSED DATE OF
.
RELEASE.
amec
APPROVED: PWO OR OICC DATE
SIZE
CODE (DENT. NO
NAVFAC DRAWING NO.
C. THE CONTRACTOR AGREES TO INCLUDE A SIMILAR REQUIREMENT IN EACH SUBCONTRACT UNDER
foster
F
80091
SATISFACTORY TO: DATE
CONSTR. CONTR. N0. N40085 -17-B-0037
THIS CONTRACT. SUBCONTRACTORS SHALL SUBMIT REQUESTS FOR AUTHORIZATION TO RELEASE
SCALE: NOTED
SPEC. 05-17-0037
SHEET 27 OF 27
THROUGH THE PRIME CONTRACTOR TO THE CONTRACTING OFFICER.
wheeler
AE PROJECT # 17022

ATTACHMENT C - PROJECT NARRATIVE
Marine Corps Installations East — Marine Corps Base Camp Lejeune
FRT Emergency Response Equipment Boat Houses
Onslow County, North Carolina
Coastal Consistency Determination
MCIEAST-MCB CAMPLEJ — Repair Railroad Trestle, S881

PROJECT NARRATIVE
Repair Railroad Trestle, 5881
MCB Camp Lejeune, North Carolina
I. Project Description
Marine Corps Base Camp Lejeune is proposing to replace the existing railroad trestle
spanning Webb Creek near the Town of Stella in Onslow County, North Carolina. The trestle
is a part of the Camp Lejeune railroad system. The existing trestle has deteriorated beyond
a point of repair and is in need of replacement. It is proposed that a new concrete -framed
trestle be constructed to replace the existing timber -framed structure. The enclosed
project plans document the location and the extent of the proposed construction.
II. Purpose and Need
Marine Corps Base Camp Lejeune operates the Camp Lejeune Railroad to transport supplies
and equipment to outlying areas including the North Carolina Port in Morehead City, North
Carolina. The railroad provides an efficient mode of transportation to mobilize supplies and
equipment. The railroad crosses Webb Creek on a creosote timber -framed trestle
(Structure S881). The trestle is in a state of disrepair and in need of replacement. Without
the trestle, this section of the Camp Lejeune Railroad would not be functional.
III. Existing Site Conditions
The existing trestle is constructed of creosote timber framing supported on creosote timber
piles embedded in the bottom of Webb Creek. The trestle, at this location, spans
approximately 111 feet and is retained on each side by creosote treated wood and metal
retaining walls. Webb Creek flows in a southerly direction beneath the trestle. The
property immediately surrounding the Webb Creek crossing consists of privately owned
wooded areas and farmland.
Coastal Wetlands exist along the shoreline of Webb Creek adjacent to the trestle. A
wetland delineation was completed on the site by Avolis Engineering, P.A. The extent of
wetlands are documented on the project plans. A request for approval of the delineated
wetland lines has been submitted to the U.S. Army Corps of Engineers for confirmation
concurrent with the submission of the Pre -Construction Notification (PCN) form.

A portion of Webb Creek in the area of the project is located within Primary Nursery Area
(PNA) according to mapping information available from the North Carolina Division of
Marine Fisheries. The PNA designation appears to stop at the upstream side of the trestle.
IV. Proposed Construction
It is proposed that the existing Webb Creek trestle be removed in its entirety including the
creosote wood and metal retaining walls. A new concrete, cored girder, multiple span
trestle will be constructed over Webb Creek. The trestle deck will span a total distance of
119 feet and will include the installation of concrete and rip rap embankment cones. Pre-
cast concrete piles will be driven to support the bridge bents and concrete, cored girders
will be installed on the bridge bents. Stone ballast and the railroad track will be installed on
the concrete deck created by the girders.
No wetlands will be impacted by the proposed construction.
Erosion and Sedimentation Control devices will be utilized during construction in order to
prevent erosion and prevent any sediment from impacting to the surface waters or adjacent
wetland areas.
This section of the Camp Lejeune Railroad will be closed to rail traffic during construction
allowing all construction to be completed from upland areas. No temporary bridge
structures or bypasses are proposed as a part of this construction. Anticipated construction
period to replace the trestle is 180 days.
Construction below the normal water level of Webb Creek includes the removal of existing
timber support piles and the installation of new concrete support piles. No dredging,
excavation or fill of areas below the normal water level are proposed by this project.
The existing trestle structure will be removed in its entirety as a part of the proposed
construction. Timber piles that exist within the limits of Webb Creek will be removed as a
part of the proposed demolition. Removal of the existing trestle system, including pile
removal will occur outside the April 1 through September 30 moratoriums for in -water
work.

UNITED STATES MARINE CORPS
MARINE CORPS INSTALLATIONS EAST -MARINE CORPS BASE
PSC BOX 20005
CAMP LEJEUNE NC 28542-0005
5090.12
BEMD
.JUN 0 7 2818
From: Commanding General, Marine Corps Installations East -Marine
Corps Base Camp Lejeune
To: Commanding Officer, United States Army Corps of Engineers,
Wilmington District 69 Darlington Avenue, Wilmington, NC 28403
Attn: Brad Shaver
Subj: APPLICATION FOR DEPARTMENT OF THE ARMY PERMIT FOR RAILROAD
TRESTLE REPLACEMENT AT WEBB CREEK IN STELLA, NC
Encl: (1) Pre -Construction Notification Form for the Webb Creek
trestle replacement in Stella, NC
1. The enclosed application to replace a trestle over open Waters of
the U.S. is submitted for your review and approval.
2. Camp Lejeune proposes to permanently fill 0.001 acres of open
water to replace a failing timber trestle over Webb Creek in Stella,
NC. Rail is utilized in transport of over -sized vehicles and
equipment to Marine Corps Air Station Cherry Point and the Morehead
City Port. The new bridge would reduce the number of pilings in the
creek resulting in improved access to upstream areas.
3. The point of contact for this project is Ms. Jessi Baker,
Environmental Conservation Branch, Environmental Management Division,
G -F at telephone [phone] or email [e-mail].
Sincerely,
iz.rte..
HN R. TOWNSON
Director, Environmental Management
By direction of the
Commanding General
Copy to:
NCDENR, DWQ, 401 Section, Attn: J. Burdette
NCDENR, DWQ, WRQ, Attn: R. Mairs

PROJECT WETLAND PERMIT SUBMITTAL
REPAIR RAILROAD TRESTLE, 5881
MCB CAMP LEJEUNE, NORTH CAROLINA
CONSTRUCTION CONTRACT NO. N40085-17-13-0037
PREPARED BY:
AVOLIS ENGINEERING, PA
P.O. BOX 15564
NEW BERN, NC 28561
[phone]
May 18, 2018

APPENDICES
REPAIR RAILROAD TRESTLE, S881
MCB CAMP LEJEUNE, NORTH CAROLINA
CONSTRUCTION CONTRACT NO. N40085 -17-B-0037
Appendix A Project Narrative
Appendix B Pre -Construction Notification (PCN) Form
Appendix C Wetland Determination Data Form
Appendix D USMC CATEX 8 Decision Memorandum LE17057
Appendix E Site Location Map
Appendix F Soils Map
Appendix G Primary Nursery Area Map
Appendix H USGS Topographic Map
Appendix I Project Maps

APPENDIX A

PROJECT NARRATIVE
Repair Railroad Trestle, 5881
MCB Camp Lejeune, North Carolina
I. Project Description
Marine Corps Base Camp Lejeune is proposing to replace the existing railroad trestle
spanning Webb Creek near the Town of Stella in Onslow County, North Carolina. The trestle
is a part of the Camp Lejeune railroad system. The existing trestle has deteriorated beyond
a point of repair and is in need of replacement. It is proposed that a new concrete -framed
trestle be constructed to replace the existing timber -framed structure. The enclosed
project plans document the location and the extent of the proposed construction.
II. Purpose and Need
Marine Corps Base Camp Lejeune operates the Camp Lejeune Railroad to transport supplies
and equipment to outlying areas including the North Carolina Port in Morehead City, North
Carolina. The railroad provides an efficient mode of transportation to mobilize supplies and
equipment. The railroad crosses Webb Creek on a creosote timber -framed trestle
(Structure S881). The trestle is in a state of disrepair and in need of replacement. Without
the trestle, this section of the Camp Lejeune Railroad would not be functional.
III. Existing Site Conditions
The existing trestle is constructed of creosote timber framing supported on creosote timber
piles embedded in the bottom of Webb Creek. The trestle, at this location, spans
approximately 119 feet and is retained on each side by creosote treated wood and metal
retaining walls. Webb Creek flows in a southerly direction beneath the trestle. The
property immediately surrounding the Webb Creek crossing consists of privately owned
wooded areas and farmland.
Coastal Wetlands exist along the shoreline of Webb Creek adjacent to the trestle. A
wetland delineation was completed on the site by Avolis Engineering, P.A. The extent of
wetlands are documented on the project plans. A request for approval of the delineated
wetland lines has been submitted to the U.S. Army Corps of Engineers for confirmation
concurrent with the submission of the Pre -Construction Notification (PCN) form.

A portion of Webb Creek in the area of the project is located within Primary Nursery Area
(PNA) according to mapping information available from the North Carolina Division of
Marine Fisheries. The PNA designation appears to stop at the upstream side of the trestle.
Although Altantic sturgeon are known to NC near -ocean waters and large rivers, Webb
Creek is a shallow (max depth is 5.5 feet), low -flow stream that does not represent
preferred habitat for sturgeon.
IV. Proposed Construction
It is proposed that the existing Webb Creek trestle be removed in its entirety including the
creosote wood and metal retaining walls. A new concrete, cored girder, multiple span
trestle will be constructed over Webb Creek. The trestle deck will span a total distance of
125 feet and will include the installation of concrete and rip rap embankment cones. Pre-
cast concrete piles will be driven to support the bridge bents and concrete, cored girders
will be installed on the bridge bents. Stone ballast and the railroad track will be installed on
the concrete deck created by the girders.
No wetlands will be impacted by the proposed construction.
Erosion and Sedimentation Control devices will be utilized during construction in order to
prevent erosion and prevent any sediment from impacting to the surface waters or adjacent
wetland areas.
This section of the Camp Lejeune Railroad will be closed to rail traffic during construction
allowing all construction to be completed from upland areas. No temporary bridge
structures or bypasses are proposed as a part of this construction. Anticipated construction
period to replace the trestle is 180 days.
Construction below the normal water level of Webb Creek includes the removal of existing
timber support piles and the installation of new concrete support piles. No dredging,
excavation or fill of areas below the normal water level are proposed by this project.
The existing trestle structure will be removed in its entirety as a part of the proposed
construction. Timber piles that exist within the limits of Webb Creek will be removed as a
part of the proposed demolition.
In order to avoid potential impacts to juvenile fishes and sturgeon, all in -water work will
occur outside the February 1 through September 30 fish moratoriums.

APPENDIX B

op WA.Fq
lf.ff P S
Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.4 January 2009
Pre -Construction Notification (PCN) Form
A. Applicant Information
1. Processing
1 a. Type(s) of approval sought from the Corps:
® Section 404 Permit ® Section 10 Permit
1 b. Specify Nationwide Permit (NWP) number: 3 or General Permit (GP) number:
1c. Has the NWP or GP number been verified by the Corps?
© Yes ❑ No
1 d. Type(s) of approval sought from the DWQ (check all that apply):
® 401 Water Quality Certification — Regular ❑ Non -404 Jurisdictional General Permit
❑ 401 Water Quality Certification — Express ❑ Riparian Buffer Authorization
1 e. Is this notification solely for the record
because written approval is not required?
For the record only for DWQ
401 Certification:
❑ Yes © No
For the record only for Corps Permit:
❑ Yes ® No
1f. Is payment into a mitigation bank or in -lieu fee program proposed for
mitigation of impacts? If so, attach the acceptance letter from mitigation bank
or in -lieu fee program.
❑ Yes © No
1g. Is the project located in any of NC's twenty coastal counties. If yes, answer 1 h
below.
® Yes ❑ No
1h. Is the project located within a NC DCM Area of Environmental Concern (AEC)?
© Yes ❑ No
2. Project Information
2a. Name of project:
Repair Railroad Trestle, S881
2b. County:
Onslow
2c. Nearest municipality / town:
Jacksonville
2d. Subdivision name:
I --
2e. NCDOT only, T.I.P. or state project no:
--
3. Owner Information
3a. Name(s) on Recorded Deed:
USA
3b. Deed Book and Page No.
Military
3c. Responsible Party (for LLC if
applicable):
Commanding Officer - MCB Camp Lejeune
3d. Street address:
3e. City, state, zip:
3f. Telephone no..-
o.:3g.
3g.Fax no.:
3h. Email address:
Page 1 of 10
PCN Form — Version 1.4 January 2009

4. Applicant Information (if different from owner)
4a. Applicant is:
❑ Agent ❑ Other, specify: Federal Government
4b. Name:
Neal Paul, Deputy Director Public Works - c/o David Towler, PE
4c. Business name
(if applicable):
4d. Street address:
1005 Michael Road
4e. City, state, zip:
Camp Lejeune, NC 28547
4f. Telephone no.:
[phone] Ext. 3284
4g. Fax no.:
[phone]
4h. Email address:
[e-mail]
5. Agent/Consultant Information (if applicable)
5a. Name:
J. Kevin Avolis, PE
5b. Business name
(if applicable):
Avolis Engineering, PA
5c. Street address:
5405 Morton Road (PO Box 15564)
5d. City, state, zip:
New Bern, NC 28562 (28561)
5e. Telephone no.:
252-633-0068
5f. Fax no.:
--
5g. Email address:
[e-mail]
Page 2 of 10

B. Project Information and Prior Project History
1. Property Identification
1 a. Property identification no. (tax PIN or parcel ID):
1 b. Site coordinates (in decimal degrees):
ILatitude: 34.762521 Longitude: 77.168997
1c. Property size:
>1,000 acres
2. Surface Waters
2a. Name of nearest body of water to proposed project:
Webb Creek
2b. Water Quality Classification of nearest receiving water:
C
2c. River basin:
White Oak
3. Project Description
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this
application: .
Camp Lejeune Railroad presently crosses Webb Creek with a creosote timber -framed trestle. Site is in remote area of Onslow County -
near Town of Stella.
3b. List the total estimated acreage of all existing wetlands on the property: < 1 acre (this site)
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property: 60 feet (this site)
3d. Explain the purpose of the proposed project:
Replace deteriorated trestle.
3e. Describe the overall project in detail, including the type of equipment to be used:
See attached.
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
project (includingall riot phases)in the past?
❑X Yes ❑ No ❑ Unknown
Comments: Request submitted with application.
4b. If the Corps made the jurisdictional determination, what type
of determination was made?
❑ Preliminary ❑ Final
4c. If yes, who delineated the jurisdictional areas?
Name (if known):
Agency/Consultant Company: Avolis Engineering, PA
Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
5. Project History
5a. Have permits or certifications been requested or obtained for
this project (including all prior phases) in the past?
❑Yes ❑ No ❑X Unknown
5b. If yes, explain in detail according to "help file" instructions.
6. Future Project Plans
6a. Is this a phased project?
❑ YesX❑ No
6b. If yes, explain.
Page 3 of 10
PCN Form — Version 1.4 January 2009

C. Proposed Impacts Inventory
1. Impacts Summary
1 a. Which sections were completed below for your project (check all that apply):
❑ Wetlands ❑ Streams —tributaries ❑ Buffers ❑X Open Waters ❑ Pond Construction
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a.
Wetland impact
number
Permanent (P) or
Temporary T
2b.
Type of impact
2c.
Type of wetland
2d.
Forested
2e.
Type of jurisdiction
Corps (404,10) or
DWQ (401, other)
2f.
Area of
impact
(acres)
W1 -
Choose one
Choose one
Yes/No
-
W2
Choose one
Choose one
Yes/No
-
W3 -
Choose one
Choose one
Yes/No
-
W4 -
Choose one
Choose one
Yes/No
-
W5 -
Choose one
Choose one
Yes/No
-
W6 -
Choose one
Choose one
Yes/No
-
2g. Total Wetland Impacts:
2h. Comments:
Not Applicable
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a.
Stream impact
number
Permanent (P) or
Temporary (T)
3b.
Type of impact
3c.
Stream name
3d.
Perennial (PER) or
intermittent (INT)?
3e.
Type of
jurisdiction
3f.
Average
stream
width
(feet)
3g.
Impact
length
(linear
feet)
S1
Choose one
-
S2 -
Choose one
S3 -
Choose one
S4 -
Choose one
S5 -
Choose one
-
S6 -
Choose one
-
3h. Total stream and tributary impacts
3i. Comments:
Not Applicable
Page 4 of 10
PCN Form — Version 1.4 January 2009

4. Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then individually list all open water impacts below.
4a.
Open water
impact number
Permanent (P) or
Temporary T
4b.
Name of waterbody
(if applicable)
4c.
Type of impact
4d.
Waterbody
type
4e.
Area of impact (acres)
01 P
Webb Creek
Bridge
Estuary
0.001
O2 -
Choose one
Choose
03 -
Choose one
Choose
04 -
Choose one
Choose
4f. Total open water impacts
0.001
4g. Comments: Impacts associated with pile removal and pile driving.
5. Pond or Lake Construction
If pond or lake construction proposed, the complete the chart below.
5a.
Pond ID number
5b.
Proposed use or
purpose of pond
5c. 5d. 5e.
Wetland Impacts (acres) Stream Impacts (feet) Upland
(acres)
Flooded
Filled Excavated Flooded Filled Excavated
P1
Choose one
P2
Choose one
5f. Total:
0
5g. Comments:
5h. Is a dam high hazard permit required?
❑ Yes ❑ No If yes, permit ID no:
51. Expected pond surface area (acres):
5j. Size of pond watershed (acres):
5k. Method of construction:
Not Applicable
6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If any impacts require mitigation, then you MUST fill out Section D of this form.
6a. Project is in which protected basin?
❑ Neuse ❑ Tar -Pamlico ❑ Catawba ❑ Randleman ❑ Other:
6b.
Buffer Impact
number—
Permanent (P) or
Temporary T
6c.
Reason for impact
6d.
Stream name
6e.
Buffer
mitigation
required?
6f.
Zone 1
impact
(square
feet)
6g.
Zone 2
impact
(square
feet
131 -
Yes/No
B2 -
Yes/No
B3 -
Yes/No
B4 -
Yes/No
B5 -
Yes/No
B6 -
Yes/No
6h. Total Buffer Impacts:
0
0
6i. Comments:
Not Applicable
Page 5 of 10

D. Impact Justification and Mitigation
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
Trestle embankments placed landward of existing trestle retaining walls. Trestle span increased to allow installation of embankments in
upland areas.
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
Erosion Control devices to be employed during construction to control sediment and protect adjacent surface waters and wetlands.
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for
impacts to Waters of the U.S. or Waters of the State?
❑ Yes ❑X No
2b. If yes, mitigation is required by (check all that apply):
❑ DWQ ❑ Corps
2c. If yes, which mitigation option will be used for this
project?
❑ Mitigation bank
❑ Payment to in -lieu fee program
❑ Permittee Responsible Mitigation
3. Complete if Using a Mitigation Bank
3a. Name of Mitigation Bank:
3b. Credits Purchased (attach receipt and letter)
Type: Choose one
Type: Choose one
Type: Choose one
Quantity:
Quantity:
Quantity:
3c. Comments:
4. Complete if Making a Payment to In -lieu Fee Program
4a. Approval letter from in -lieu fee program is attached.
❑ Yes
4b. Stream mitigation requested:
linear feet
4c. If using stream mitigation, stream temperature:
Choose one
4d. Buffer mitigation requested (DWQ only):
square feet
4e. Riparian wetland mitigation requested:
acres
4f. Non -riparian wetland mitigation requested:
acres
4g. Coastal (tidal) wetland mitigation requested:
acres
4h. Comments:
5. Complete if Using a Permittee Responsible Mitigation Plan
5a. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
Page 6 of 10
PCN Form — Version 1.4 January 2009

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

E. Stormwater Management and Diffuse Flow Plan (required by DWQ)
1. Diffuse Flow Plan
1 a. Does the project include or is it adjacent to protected riparian buffers identified
❑ Yes X❑ No
within one of the NC Riparian Buffer Protection Rules?
1 b. If yes, then is a diffuse flow plan included? If no, explain why.
❑ Yes ❑ No
2. Stormwater Management Plan
2a. What is the overall percent imperviousness of this project?
Less than 5 aha
2b. Does this project require a Stormwater Management Plan?
❑ Yes ❑X No
2c. If this project DOES NOT require a Stormwater Management Plan, explain why:
Surface areas above the permitting threshold will not be created by this project. Project is not within an existing stormwater permit boundary.
2d. If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan:
2e. Who will be responsible for the review of the Stormwater Management Plan?
3. Certified Local Government Stormwater Review
3a. In which localgovernment's jurisdiction is thisproject?
US Government
❑ Phase 11
❑ NSW
3b. Which of the following locally -implemented stormwater management programs
USMP❑
❑
apply (check all that apply):
Water Supply Watershed
❑ Other:
3c. Has the approved Stormwater Management Plan with proof of approval been
❑ Yes ❑ No
attached?
4. DWQ Stormwater Program Review
❑Coastal counties
❑HQW
4a. Which of the following state -implemented stormwater management programs apply
❑ORW
(check all that apply):
E] Session Law 2006-246
❑X Other: None
4b. Has the approved Stormwater Management Plan with proof of approval been
❑ Yes ❑ No
attached?
5. DWQ 401 Unit Stormwater Review
5a. Does the Stormwater Management Plan meet the appropriate requirements?
❑ Yes ❑X No
5b. Have all of the 401 Unit submittal requirements been met?
❑ Yes ❑X No
Page 8 of 10
PCN Form — Version 1.4 January 2009

F. Supplementary Information
1. Environmental Documentation (DWQ Requirement)
la. Does the project involve an expenditure of public (federal/state/local) funds or the
Yes
❑ No
use of public (federal/state) land?
1 b. If you answered "yes" to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State
❑X Yes
❑ No
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
1c. If you answered "yes" to the above, has the document review been finalized by the
State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval
❑ Yes
❑X No
letter.) The project qualified for USMC CATEX 8 (Routine Repair of Facilities) which has
Comments: been documented in Decision Memorandum LEI 7057, attached. (Jessi)
2. Violations (DWQ Requirement)
2a. Is the site in violation of DWQ Wetland Rules (15A NCAC 2H .0500), Isolated
Wetland Rules (15A NCAC 2H .1300), DWQ Surface Water or Wetland Standards,
❑Yes
X❑ No
or Riparian Buffer Rules (15A NCAC 2B .0200)?
2b. Is this an after -the -fact permit application?
❑Yes
❑X No
2c. If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s):
3. Cumulative Impacts (DWQ Requirement)
3a. Will this project (based on past and reasonably anticipated future impacts) result in
❑Yes
Q No
additional development, which could impact nearby downstream water quality?
3b. If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy. If you answered "no," provide a short narrative description.
4. Sewage Disposal (DWQ Requirement)
4a. Clearly detail the ultimate treatment methods and disposition (non -discharge or discharge) of wastewater generated from
the proposed project, or available capacity of the subject facility.
No sewage generated by this project.
Page 9 of 10
PCN Form — Version 1.4 January 2009

5. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or
❑ yes © No
habitat?
5b. Have you checked with the USFWS concerning Endangered Species Act
❑ Yes No
impacts?
5c. if yes, Indicate the USFWS Field Office you have contacted.
-
5d. What data sources did you use to determine whether your site would Impact Endangered Species or Designated Critical
Habitat?
See attached.
6. Essential Fish Habitat (Corps Requirement)
5a. Will this project occur in or near an area designated as essential fish habitat?
Q Yes ❑ No
6b. What data sources did you use to determine whether your site would Impact Essential Fish Habitat?
MCB Camp Lejeune Environmental Department staff referred to the NCDMF PNA maps to identify EFH.
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
7a. Will this project occur in or near an area that the stale, federal or tribal
governments have designated as having historic or cultural preservation
0 Yes ❑ No
status (e.g., National Historic Trust designation or properties significant in
North Carolina history and archaeology)?
7b. What data sources did you use to determine whether your site would Impact historic or archeological resources?
Base Archaeologist/Cultural Resources Program Manager.
B. Flood Zone Designation (Corps Requirement)
Ba. Will this project occur In a FEMA -designated 100 -year floodplain?
❑x Yes ❑ No
8b. If yes, explain how project meets FEMA requirements,
8c. What source(s) did you use to make the floodplain determination?
Flood Maps
Aen 1
�)� �.%
ir�eG!kov-
ApplicantlAgent's Printed Name
Applicant/Agent' Signature
Date
(Agent's signature Is validnl 'f an authorization
latter from the fl nt Iprovided.)
LW"
Page 10 of 10

PCN Form - Additional Information
Repair Railroad Trestle, 5881
Section B - Project Information and Prior Project History
Item 3e. Project includes existing trestle demolition, installation of new embankments, trestle
bents, and trestle surface. Equipment includes dump trucks, excavators, and pile
drivers.
Section F - Supplementary Information
Item 7b. MCB Camp Lejeune Environmental Department staff refer to and comply with the Camp
Lejeune Integrated Cultural Resources Management Plan (ICRMP), which is required by
DoD and approved by SHPO. The plan identifies historic buildings and archaeological
sites and details the permitting procedures to continue with the necessary development
on Camp Lejeune.

APPENDIX C

WETLAND DETERMINATION DATA FORM — Atlantic and Gulf Coastal Plain Region
Project/site: Repair Railroad Trestle, S881 City/County: Onslow Sampling Date: 3/26/2018
Applicant/Owner: Marine Corps Base Camp Lejeune, North Carolina state: NC sampling Point: Typ Wetlan
Investigator(s): J. Kevin Avolis, PE Section, Township, Range: N/A
Landform (hillslope, terrace, etc.): HIIISIope Local relief (concave, convex. none): Convex
Subregion (LRR or MLRA)
Atlantic Coast Flatwoo Lat: 34.762521 Long: 77.168997
Slope (%): 3%
Datum: NAVD 88
Soil Map unit Name: Dorovan Muck NWI classification: Freshwater Forester
Are climatic / hydrologic conditions on the site typical for this time of year? Yes = No = (If no, explain 1n Remarks.)
Are Vegetation Soil or Hydrology significantly d istu rbed =kre "Normal Circumstances° present? Yes = No
Are Vegetation= Soil = or Hydrology naturally problematic?=(If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS — Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present? Yes= No = Is the Sampled Area
Hydric Soil Present? Yes= No _
within a Wetland? Yes = No _
Wetland Hydrology Present? Yes No
Remarks:
HYDROLOGY
ogy Indicators:
Prima Indicators minimum of one is requiredcheck all that a
=Surface Soil Cracks (136)
=Surface Water (Al)
=Aquatic Fauna (B13)
=Sparsely Vegetated Concave Surface (B8)
OHigh Water Table (A2)
=Marl Deposits (B15) (LRR U)
=Drainage Patterns (B 10)
OSaturation (A3)
=Hydrogen Sulfide Odor (C1)
=Mass Trim Lines (1316)
OWater Marks (131)
=Oxidized Rhizospheres along Living Roots (C3)
=Dry -Season Water Table (C2)
=Sediment Deposits (132)
=Presence of Reduced Iron (C4)
=Crayfish Burrows (C8)
=Drift Deposits (133)
= Recent Iran Reduction in Tilled Sails (C6)
=Saturation Visible on Aerial Imagery (C9)
=Algal Mat or Crust (B4)
=Thin Muck Surface (C7)
=Geomorphic Position (D2)
= Iron Deposits (135)
=Other (Explain in Remarks)
=Shallow Aquitard (D3)
= Inundation Visible on Aerial Imagery (137)
=FAC -Neutral Test (D5)
7---JWater-Stained Leaves (Bg)
r--ISphagnum moss (138) (LRR T, U)
Field Observations:
Surface Water Present? Yes = No 0 Depth (inches):
Water Table Present? Yes 0 No= Depth (inches):
Saturation Present? Yes= No= Depth (inches):
(includes caoillary frinae)
gauge, monnonng wen, a
Remarks:
6
2 Wetland Hydrology Present? Yes 0 No =
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region — Version 2.0

VEGETATION (Five Strata) — Use scientific names of plants.
Sampling Point:
Remarks: (If observed, list morphological adaptations below)
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region —Version 2.0
Absolute Dominant Indicator
Dominance Test worksheet:
Tree Stratum (Plot size:
) -% Cover, Species? Status
Number of Dominant Species
1. Persea borbonia
50 Y FACW
That Are OBL, FACW, or FAC: 4 (A)
2.
Total Number of Dominant
4
3.
Species Across All Strata: (B)
4.
Percent of Dominant Species
100
5.
That Are OBL, FACW, or FAC: (pJB)
6.
Prevalence Index worksheet:
50 = Total Cover
50% of total cover: Y 20% of total cover:
Total % Cover of: Multiply by:
OBL species x 1 =
Sapling Stratum (Plot size:
)
1
FACW species x 2 =
2
FAC species x 3 =
3
FACU species x 4 =
4
UPL species x 5 =
5.
Column Totals: (A) (B)
6.
Prevalence Index = B/A =
= Total Cover
Hydrophytic Vegetation Indicators:
50% of total cover: 20% of total cover:
❑ 1 - Rapid Test for Hydrophytic Vegetation
Shrub Stratum (Plot size:
)
2 -Dominance Testis >50%
1. Myrica Cerifera
50 Y FAC+
3 -Prevalence Index is <_3.0'
2
❑ Problematic Hydrophytic Vegetation' (Explain)
3.
4.
'Indicators of hydric soil and wetland hydrology must
5.
be present, unless disturbed or problematic.
6.
Definitions of Five Vegetation Strata:
50 = Total Cover
Tree — Woody plants, excluding woody vines,
50% of total cover: Y 20% of total cover:
approximately 20 ft (6 m) or more in height and 3 in.
Herb Stratum (Plot size:
)
(7.6 cm) or larger in diameter at breast height (DBH).
1.Cladium Jamaicense
20 Y OBL
Sapling — Woody plants, excluding woody vines,
2
approximately 20 ft (6 m) or more in height and less
than 3 in. (7.6 cm) DBH.
3.
4.
Shrub — Woody plants, excluding woody vines,
5
approximately 3 to 20 ft (1 to 6 m) in height.
6.
Herb —All herbaceous (non -woody) plants, including
7
herbaceous vines, regardless of size, and woody
plants, except woody vines, less than approximately
8.
3 ft (1 m) in height.
9.
Woody vine —All woody vines, regardless of height.
10.
11.
20 = Total Cover
50% of total cover: 20% of total cover: Y
Woody Vine Stratum (Plot size:
)
1.
2.
3.
4.
5.
Hydrophytic
= Total Cover
Vegetation
50% of total cover: 20% of total cover:
Present? YesF71 No
Remarks: (If observed, list morphological adaptations below)
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region —Version 2.0

SOIL
Sampling Point: Typ Wetlai
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Depth Matrix Redox Features
(inches) Color (moist) % Color (moist) % Type Loc Texture Remarks
0-81, 10 YR / 2 / 1 100 -- -- -- -- Texture - Silty Loam
9 - 16" 10 YR / 5 / 1 100 -- -- -- __ Loam
'Type: C=Concentration, D=Depletion, RM=Reduced Matrix, MS=Masked Sand Grains
Hydric Soil Indicators: (Applicable to all LRRs, unless otherwise noted.)
Q Histosol (Al)
Histic Epipedon (A2)
Black Histic (A3)
Hydrogen Sulfide (A4)
Stratified Layers (A5)
Organic Bodies (A6) (LRR P, T, U)
5 cm Mucky Mineral (A7) (LRR P, T, U)
Muck Presence (A8) (LRR U)
1 cm Muck (A9) (LRR P, T)
Depleted Below Dark Surface (A11)
Thick Dark Surface (Al2)
Coast Prairie Redox (A16) (MLRA 150A)
Sandy Mucky Mineral (S1) (LRR O, S)
Sandy Gleyed Matrix (S4)
Sandy Redox (S5)
Stripped Matrix (S6)
Dark Surface (37) (LRR P, S, T, U)
Restrictive Layer (if observed):
Type:
Depth (inches):
Remarks:
Location: PL=Pore Lining, M=Matrix.
Indicators for Problematic Hydric Soils3:
Polyvalue Below Surface (S8) (LRR S, T, U)
1 cm Muck (A9) (LRR O)
(Thin Dark Surface (S9) (LRR S, T, U)
2 cm Muck (A10) (LRR S)
Loamy Mucky Mineral (F1) (LRR O)
Reduced Vertic (F18) (outside MLRA 150A,B)
Loamy Gleyed Matrix (F2)
Piedmont Floodplain Soils (F19) (LRR P, S, T)
Depleted Matrix (F3)
Anomalous Bright Loamy Soils (F20)
Redox Dark Surface (F6)
(MLRA 15313)
Depleted Dark Surface (F7)
ed Parent Material (TF2)
Hery
Redox Depressions (F8)
Shallow Dark Surface (TF1 2)
(Marl (F10) (LRR U)
aOther (Explain in Remarks)
Depleted Ochric (F11) (MLRA 151)
Iron -Manganese Masses (F12) (LRR O, P, T)
3Indicators of hydrophytic vegetation and
Umbric Surface (F13) (LRR P, T, U)
wetland hydrology must be present,
Delta Ochric (F17) (MLRA 151)
unless disturbed or problematic.
Reduced Vertic (F18) (MLRA 150A, 15013)
Piedmont Floodplain Soils (F19) (MLRA 149A)
Anomalous Bright Loamy Soils (F20) (MLRA 149A, 153C, 153D)
Hydric Soil Present? Yes= NoF71
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region —Version 2.0

WETLAND DETERMINATION DATA FORM — Atlantic and Gulf Coastal Plain Region
Project/site: Repair Railroad Trestle, S881 City/County: Onslow Sampling Date: 3/26/2018
Applicant/Owner: Marine Corps Base Camp Lejeune, North Carolina state: NC sampling Point: Typ Wetlan
Investigator(s): J. Kevin Avolis, PE Section, Township, Range: N/A
Landform (hillslope, terrace, etc.): HIIISIope Local relief (concave, convex. none): Convex
Subregion (LRR or MLRA)
Atlantic Coast Flatwoo Lat: 34.762521 Long: 77.168997
Slope (%): 3%
Datum: NAVD 88
Soil Map unit Name: Dorovan Muck NWI classification: Freshwater Forester
Are climatic / hydrologic conditions on the site typical for this time of year? Yes = No = (If no, explain 1n Remarks.)
Are Vegetation Soil or Hydrology significantly d istu rbed =kre "Normal Circumstances° present? Yes = No
Are Vegetation= Soil = or Hydrology naturally problematic?=(If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS — Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present? Yes= No = Is the Sampled Area
Hydric Soil Present? Yes= No _
within a Wetland? Yes = No _
Wetland Hydrology Present? Yes No
Remarks:
HYDROLOGY
ogy Indicators:
Prima Indicators minimum of one is requiredcheck all that a
=Surface Soil Cracks (136)
=Surface Water (Al)
=Aquatic Fauna (B13)
=Sparsely Vegetated Concave Surface (B8)
OHigh Water Table (A2)
=Marl Deposits (B15) (LRR U)
=Drainage Patterns (B 10)
OSaturation (A3)
=Hydrogen Sulfide Odor (C1)
=Mass Trim Lines (1316)
OWater Marks (131)
=Oxidized Rhizospheres along Living Roots (C3)
=Dry -Season Water Table (C2)
=Sediment Deposits (132)
=Presence of Reduced Iron (C4)
=Crayfish Burrows (C8)
=Drift Deposits (133)
= Recent Iran Reduction in Tilled Sails (C6)
=Saturation Visible on Aerial Imagery (C9)
=Algal Mat or Crust (B4)
=Thin Muck Surface (C7)
=Geomorphic Position (D2)
= Iron Deposits (135)
=Other (Explain in Remarks)
=Shallow Aquitard (D3)
= Inundation Visible on Aerial Imagery (137)
=FAC -Neutral Test (D5)
7---JWater-Stained Leaves (Bg)
r--ISphagnum moss (138) (LRR T, U)
Field Observations:
Surface Water Present? Yes = No 0 Depth (inches):
Water Table Present? Yes 0 No= Depth (inches):
Saturation Present? Yes= No= Depth (inches):
(includes caoillary frinae)
gauge, monnonng wen, a
Remarks:
6
2 Wetland Hydrology Present? Yes 0 No =
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region — Version 2.0

VEGETATION (Five Strata) — Use scientific names of plants.
Sampling Point:
Remarks: (If observed, list morphological adaptations below)
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region —Version 2.0
Absolute Dominant Indicator
Dominance Test worksheet:
Tree Stratum (Plot size:
) -% Cover, Species? Status
Number of Dominant Species
1. Persea borbonia
50 Y FACW
That Are OBL, FACW, or FAC: 4 (A)
2.
Total Number of Dominant
4
3.
Species Across All Strata: (B)
4.
Percent of Dominant Species
100
5.
That Are OBL, FACW, or FAC: (pJB)
6.
Prevalence Index worksheet:
50 = Total Cover
50% of total cover: Y 20% of total cover:
Total % Cover of: Multiply by:
OBL species x 1 =
Sapling Stratum (Plot size:
)
1
FACW species x 2 =
2
FAC species x 3 =
3
FACU species x 4 =
4
UPL species x 5 =
5.
Column Totals: (A) (B)
6.
Prevalence Index = B/A =
= Total Cover
Hydrophytic Vegetation Indicators:
50% of total cover: 20% of total cover:
❑ 1 - Rapid Test for Hydrophytic Vegetation
Shrub Stratum (Plot size:
)
2 -Dominance Testis >50%
1. Myrica Cerifera
50 Y FAC+
3 -Prevalence Index is <_3.0'
2
❑ Problematic Hydrophytic Vegetation' (Explain)
3.
4.
'Indicators of hydric soil and wetland hydrology must
5.
be present, unless disturbed or problematic.
6.
Definitions of Five Vegetation Strata:
50 = Total Cover
Tree — Woody plants, excluding woody vines,
50% of total cover: Y 20% of total cover:
approximately 20 ft (6 m) or more in height and 3 in.
Herb Stratum (Plot size:
)
(7.6 cm) or larger in diameter at breast height (DBH).
1.Cladium Jamaicense
20 Y OBL
Sapling — Woody plants, excluding woody vines,
2
approximately 20 ft (6 m) or more in height and less
than 3 in. (7.6 cm) DBH.
3.
4.
Shrub — Woody plants, excluding woody vines,
5
approximately 3 to 20 ft (1 to 6 m) in height.
6.
Herb —All herbaceous (non -woody) plants, including
7
herbaceous vines, regardless of size, and woody
plants, except woody vines, less than approximately
8.
3 ft (1 m) in height.
9.
Woody vine —All woody vines, regardless of height.
10.
11.
20 = Total Cover
50% of total cover: 20% of total cover: Y
Woody Vine Stratum (Plot size:
)
1.
2.
3.
4.
5.
Hydrophytic
= Total Cover
Vegetation
50% of total cover: 20% of total cover:
Present? YesF71 No
Remarks: (If observed, list morphological adaptations below)
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region —Version 2.0

SOIL
Sampling Point: Typ Wetlai
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Depth Matrix Redox Features
(inches) Color (moist) % Color (moist) % Type Loc Texture Remarks
0-81, 10 YR / 2 / 1 100 -- -- -- -- Texture - Silty Loam
9 - 16" 10 YR / 5 / 1 100 -- -- -- __ Loam
'Type: C=Concentration, D=Depletion, RM=Reduced Matrix, MS=Masked Sand Grains
Hydric Soil Indicators: (Applicable to all LRRs, unless otherwise noted.)
Q Histosol (Al)
Histic Epipedon (A2)
Black Histic (A3)
✓ Hydrogen Sulfide (A4)
Stratified Layers (A5)
Organic Bodies (A6) (LRR P, T, U)
5 cm Mucky Mineral (A7) (LRR P, T, U)
Muck Presence (A8) (LRR U)
1 cm Muck (A9) (LRR P, T)
Depleted Below Dark Surface (A11)
✓ Thick Dark Surface (Al2)
Coast Prairie Redox (A16) (MLRA 150A)
Sandy Mucky Mineral (S1) (LRR O, S)
Sandy Gleyed Matrix (S4)
Sandy Redox (S5)
Stripped Matrix (S6)
Dark Surface (37) (LRR P, S, T, U)
Restrictive Layer (if observed):
Type:
Depth (inches):
Remarks:
Location: PL=Pore Lining, M=Matrix.
Indicators for Problematic Hydric Soils3:
Polyvalue Below Surface (S8) (LRR S, T, U)
1 cm Muck (A9) (LRR O)
(Thin Dark Surface (S9) (LRR S, T, U)
2 cm Muck (A10) (LRR S)
Loamy Mucky Mineral (F1) (LRR O)
Reduced Vertic (F18) (outside MLRA 150A,B)
Loamy Gleyed Matrix (F2)
Piedmont Floodplain Soils (F19) (LRR P, S, T)
Depleted Matrix (F3)
Anomalous Bright Loamy Soils (F20)
Redox Dark Surface (F6)
(MLRA 15313)
Depleted Dark Surface (F7)
ed Parent Material (TF2)
Hery
Redox Depressions (F8)
Shallow Dark Surface (TF1 2)
(Marl (F10) (LRR U)
aOther (Explain in Remarks)
Depleted Ochric (F11) (MLRA 151)
Iron -Manganese Masses (F12) (LRR O, P, T)
3Indicators of hydrophytic vegetation and
Umbric Surface (F13) (LRR P, T, U)
wetland hydrology must be present,
Delta Ochric (F17) (MLRA 151)
unless disturbed or problematic.
Reduced Vertic (F18) (MLRA 150A, 15013)
Piedmont Floodplain Soils (F19) (MLRA 149A)
Anomalous Bright Loamy Soils (F20) (MLRA 149A, 153C, 153D)
Hydric Soil Present? Yes= NoF71
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region —Version 2.0

APPENDIX D

UNITED STATES MARINE CORPS
MARINE CORPS BASE
PSC BOX 20004
CAMP LEJEUNE, NC 28542-0004
5090
26 Apr 17
From: Director, Environmental Management Division
To: Director, Installation Development Division
Subj: NATIONAL ENVIROMENTAL POLICY ACT (NEPA)DOCUMENTATION FOR PROJECTS
COVERED UNDER A PROGRAMMATIC CATEGORICAL EXCLUSION
Subj: DECISION MEMORANDUM, CATEGORICAL EXCLUSION; FREEMAN'S
CREEK VEHICULAR BRIDGE REPAIRS UN970, LE1766M, (NEPA
LE17057)
Ref: (a) MCB Lejeune, Public Works REIR of 22 Mar 17
(b) MCO P5090
(c) Draft BO 5090.12
Encl: (1) REIR
(2) Site Maps
(3) Applicable Conditions
1. In response to reference (a), this document satisfies the National
Environmental Policy Act (NEPA) review requirement under reference (b) and
qualifies as a categorical exclusion in compliance with 32 CFR 775.6(f)
(8), reference (c), which states:
(8) Routine repair and maintenance of buildings, facilities, vessels,
aircraft, and equipment associated with existing operations and activities
(e.g., localized pest management activities, minor erosion control
measures, painting, refitting).
RATIONALE
This project will not result in extraordinary circumstances.
2. The project proposes the following scope as provided by the Action
Sponsor:
This project will repair or replace the following on bridge UN970, top
deck surfacing, underside deck, all steel curbs, all barriers, all piles
and flanges, all end bents, retaining walls, and signs. The road way
transitions will be repaired as needed to insure a smooth transition
approaching the bridge. All embankment erosion will be repaired in this
project. All areas of the bridge will be re -striped to base standards. The
bridge will also have a certified load rate posted.
3. If the project changes, coordinate with the NEPA Program Manager
(451-4542) to determine if this DM continues to cover your proposed
action.

Subj: DECISION MEMORANDUM, CATEGORICAL EXCLUSION; FREEMAN'S
CREEK VEHICULAR BRIDGE REPAIRS UN970, LE1766M, (NEPA
LE17057)
Note 1: This decision memorandum (DM) report documents the proper level of
environmental review (CAT EX) for this project and does not constitute
authority to proceed with implementation of the project.
Accepted
r/s J. Baker
Receipt Acknowledged Winberry, John F.
26 Apr 17

Enclosure 1: REIR
REQUEST FOR ENVIRONMENTAL IMPACT REVIEW
SECTION I - PROPONENT INFORMATION
Project Title: Freeman's Creek Vehicular Bridge Repairs UN970
Short Plain English Description of Action: This project will repair or
replace the following on bridge UN970, top deck surfacing, underside
deck, all steel curbs, all barriers, all piles and flanges, all end
bents, retaining walls, and signs.
Project ID: LE1766M
Start By Date: 14 -Aug -17
End By Date: 20 -Nov -17
Activity Sponsor (Unit/Command): MCB Lejeune, Public Works
Activity Sponsor POC: Frankie Winberry
Phone/Fax: [phone]
Activity Sponsor POC (Alternate):
Phone/Fax:
Base Location: Mainside
Project Required To: Conduct Regular / Recurring Maintenance
Action Will Be Performed By: Contract
Project will result in permanent site improvement?: No
New or Modified Real Estate License Will Be Issued By Base?: N/A
Descriptive Information
Purpose and Need of Action: Bridge UN970 is in substandard condition.
The bridge has rotted piles. The deck is starting to show signs of
failure. The embankments and underlayment on the banks have started to
eroded, thus causing stress to the bridge. The bridge is rusted and old
and is in need of repairs to become safe. This bridge has never had a
large repair project.
Scope of Project: This project will repair or replace the following on
bridge UN970, top deck surfacing, underside deck, all steel curbs, all
barriers, all piles and flanges, all end bents, retaining walls, and
signs. The road way transitions will be repaired as needed to insure a
smooth transition approaching the bridge. All embankment erosion will be
repaired in this project. All areas of the bridge will be re -striped to
base standards. The bridge will also have a certified load rate posted.
Identify Other Alternatives Considered:
Information concering avoidance, specific best management practices,or
mitigation necessary to complete the project:
Preferred and Alternative Sites

Preferred Site Description:
RDD or IDD Comments, Site Approval: Not Applicable
Clarify Pending status::
Towers working group coordination (if applicable): Not Applicable
Action Sponsor: Frankie Winberry
Rank: GS11
Title: Engineer Technician
SECTION II - PRELIMINARY ENVIRONMENTAL SURVEY
a. AIR QUALITY
1. Will your project involve any of the following?: No
(Indicate all that apply, indicate "new" or "modified" as appropriate):
Abrasive Blasting:
Landfill:
Lime Storage:
Open Burning:
Painting:
Paint Booth:
Paint Gun Cleaners:
Paint Strippers:
Refrigerant Storage Recovery, and/or Recycling:
Tanks (ASTs, USTs):
Surface Coating:
Welding:
Woodworking:
Boilers:
Generators:
Engine Test Stands:
Fiberglass Repair:
Bulk Chemical Storage (liquid or solid):
Remediation:
Rock Climbing:
Grinding:
Jet Engine Testing:
Fuel Dispensing:
Parts Oven:
Parts Cleaner:

Fire Training Pit:
Provide proposed construction dates, equipment size, specification, and
estimated types.:
2. Will pollution control equipment be involved (e.g.filter or
incinerators)?: No
3. Will the project involve the use of disposal of asbestos?: No
4. Will project cause dust problems either temporarily during
construction or over the long term?: No
b. LAND QUALITY
1. Number of acres involved? Indicate total project area and total
disturbed area.: Less than one
2. Will the action require use of earthen fill material? Where will it
come from (onsite borrow pit or purchased)?: Yes
3. Will vegetation be cleared? If yes, indicate whether roots will be
removed also, or whether vegetation will be cut only to the soil surface
without root disturbance.: Yes
4. Will the project increase impervious area by 10,000ft squared or
more?: No
5. Will wetlands be involved? How many acres? What work will be done in
wetlands?': Yes
c. GROUNDWATER QUALITY
1. Does the project involve use of herbicides, insecticides, or other
pesticides?: No
2. Does the project involve installation/use of septic tanks, leach
beds, or other on-site disposal of sanitary waste?: No
3. Will there be any wells dug or any excavation deeper than 20 feet?:
No
4. Will the project generate or use any toxic or hazardous
material/waste materials?: No
5. Are there any known Installation Restoration Program (Comprehensive
Environmental Response, Compensation, and Liability Act - CERCLA or
Resource Conservation Recovery Act - RCRA) sites or hazardous waste
treatment, storage, and disposal (RCRA) facilities within the proposed
project area?: No
6. Will there be an increase of solid waste (temporarily or permanently)
caused by implementing the project/action?: No
7. Will the project or action be carried out within 100 to 500 feet of a
drinking water supply well? If yes, provide distance to nearest drinking
water well.: No
8. Does the project require the installation or removal of any petroleum
or non -petroleum underground storage tank (UST)?: No
d. SURFACE WATER QUALITY
1. Is the project located on or in a water body or adjacent to or in the
100 -year flood plain?: Yes

2. Will the project involve construction of drainage ditchs/underground
drains for purposes of lowering water table?: No
3. After construction is complete, will petroleum products including
fuel, oil and lubricants be routinely stored or used (temporarily or
permanently) at the site? : No
4. Does the project require the installation of any petroleum or non -
petroleum above ground storage tank (AST)?: No
e. NATURAL RESOURCES
1. Will trees be cut? Provide an estimate of the number of trees to be
cut if a small number, or estimate the acreage if appropriate: Yes
2. Will shrubs, or other low -growing vegetation be cut?:
3. Will completion of the project result in a change in land use from
what is presently shown in the Base Master Plan? : No
4. Will public access for hunting, boating, fishing, ect., be
restricted?: No
5. Are there potential effects on any threatened or endangered species?:
No
6. Does the project involve the transfer (purchase, sale, lease,
easement or otherwise) of any real estate interest?: No
f. CULTURAL RESOURCES
1. Are there any known archaeological sites in the area of your
project/action?: No
2. Are there any known historic buildings or districts affected by the
project/action?: No
3. If known, please contact the Base Archaeologist/Cultural Resources
Program Manager for assistance at [phone].:
g. UTILITIES AND SERVICES
1. Will utilities be required? : No
If yes, please list below.:
2. Will modifications to existing utilities be required? : No
If yes, please list below.: b2. There may have the potential to use fill
material in the said bridge repairs.
b3. Vegetation surrounding the bridge will be disturbed in the repair of
the said bridge.
b5. The bridge is located across wetlands, so the potential to disturb
wetlands is a high possibility.
dl. The project will take place in a flood plain.
el. Small trees may have to be removed during the repair to the repair
to the said bridge.
h. SOCIAL ECONOMIC CONSIDERATIONS
1. Will the project cause an increase/decrease in on -base or off -base
military population? : No

2. Will there be any increased demand on a local or state government to
provide services? : No
3. Will there be any changes to traffic flow and patterns on or off
base?: Yes
4. Will the project cause noise or safety issues that could potentially
impact off -base persons or property either during construction or from
the project itself?: No
i. GENERAL CONSIDERATIONS:
1. Are alternative procedures, practices, or technologies available to
minimize environmental impact or utility use? : No
2. Are there likely effects on the human environment that:: a. are
highly uncertain?
Explain YES answers here::
End of Form

Enclosure 2: Site Map
Image: Bridge Location

Enclosure 3: Appplicable Conditions
AST/UST/IR (Soil):
1. If contaminants are suspected through odors or visual observation
during construction activities, immediately stop work, call 911, and
contact EQB at 451-9017 for further instructions.
2. There are no known monitoring wells in the project areas but if an
unmarked well is discovered and inadvertently damaged, immediately contact
EQB at 451-9017 for further instructions.
3. There are no known Installation Restoration issues associated with the
subject project. However, these projects are within historic and/or known
operational range areas and it is recommended (although not regulatorily
required) that the area be assessed for possible surface or buried UXO
before construction begins. Recommend coordinating with Range Control on
appropriate safety requirements for construction.
Water Quality Program:
1. Ensure sediment does not leave a construction site of any size as a
result of land -disturbing activities. Coordinate with Water Quality
Manager, EQB at 451-9522 and the Storm Water Manager, ECB at 451-9657.
Wetlands•
1. There are delineated, jurisdictional wetland features within the
project area. In accordance with MCO P5090.2A, all facilities and
operational actions avoid, to the maximum degree feasible, wetlands
destruction or degradation regardless of wetland size or legal necessity
for a permit. In order to achieve this goal and avoid significant project
delays, the action proponent must coordinate with NEPA Section, ECON at
451-4542 during project design to ensure Clean Water Act permitting issues
are addressed at the earliest opportunity. Unavoidable impacts to wetlands
or waters of the U.S. will require coordination and written approval from
the US Army Corps of Engineers (Corps) for a Section 404 Clean Water Act
Permit (Individual or applicable Nationwide Permit), the NC Division of
Water Resources for a Section 401 Clean Water Act, Water Quality
certification, and the NC Division of Coastal Management for a Federal

Consistency Determination. If wetlands cannot be avoided during the
planning process and an individual permit is required, then an
Environmental Assessment must be prepared for this project.
Note 1: This decision memorandum (DM) report documents the proper level
of environmental review (CAT EX) for this project and does not constitute
authority to proceed with implementation of the project. In accordance
with BO 11013.4E, projects that propose modification, alteration, or
addition to Class I (land) or Class II (buildings, structures) real
property require prior approval from the Installations and Environment.
Note 2: The following EMD Sections reviewed the REIR, replied to it and
have no concerns: ESO, RTAM, Air Quality, IR, Cultural Resources
Permits
The following permits are required:
1. USACE 404 permit
2. Water Quality Certification
3. Coastal Consistency Determination

APPENDIX E

APPENDIX F

D c'uia n MLI k
DOROVAN MUCH
NORFOLK LOAMY
FINE (2-6% SLOP
AVOLIS ENGINEERING, P.A. SOILS MAP
' Civil and Environmental Engineering REPAIR RAILROAD TRESTLE, S881
P.O. BOX 15564 NEW BERN, NORTH CAROLINA 28561 MARINE CORPS BASE, CAMP LEJEUNE, NC
PHONE: [phone] [e-mail] CONTRACT #N40085 -B -17-B-0037
1 vr�nie� nin r_mnF

APPENDIX G

Vl
co
JONES 'co
Kuh
'low ATF t�7 nst-�\
f Wh Ite yak Rlver _
.`
'4'.__.....0103 12 f -
STELLA RD
bilverdak
SITEAli -
��
1 D
- f ONBn r! • o
Hol land M III geek 1.0103 12 f i Vnl � 1
Clahvon0.
�� Z
%�L r Porn,PRIMA-
AVOLIS ENGINEERING, P.A. REPAIR
YLROADTY TRESTLREA E,
REPAIR RAILROAD TRESTLE, 5881
' Civil and Environmental Engineering MARINE CORPS BASE, CAMP LEJEUNE, NC
P.O. BOX 15564 NEW BERN, NORTH CAROLINA 28561 CONTRACT #N40085 -B -17-B-0037
PHONE: [phone] [e-mail]
LICENSE NO. C-0706

APPENDIX H

}zf - 603
�� t
AVOLIS ENGINEERING, P.A. USGS TOPOGRAPHIC MAP
' Civil and Environmental Engineering REPAIR RAILROAD TRESTLE, S881
P.O. BOX 15564 NEW BERN, NORTH CAROLINA 28561 MARINE CORPS BASE, CAMP LEJEUNE, NC
CONTRACT #N40085 -B -17-B-0037
PHONE: [phone] [e-mail]
1 vr�nie� nin r_mnCt

APPENDIX I

N
Wflson
Bay
-zy/ AREA -B CURTIs
RpgD
AZI
MARINE CORPS
AIR STATION
w
I7
/ 3/
o
RACE COURSE AREA I ti
M \
CEM. Run
FIRE TOWER
Mr C \
s�
FIRE TOWER hP
r
Store Bay
RIFLE
KNOX TARAWA TERF
Tr. PARK II I
Northeast Creek
US
NAVAL
HOSPITAL
MMIIDWAY
\\ri PARK
OST
l�
PARA E Fp
Ragged POINT
AREA`rte
2 9^ QG WATKINS
VILLAGE
Pl0
GQ
`qtr
0
Holmes
Pt.
Hadros
Pt. PL
Pxe HADNO
Y-11__�1�0-_ _P //
�✓hit� Rhodes
Pt. �1
RHODES n^ �7
RAI
PROJECT SITE LOCATED OFF
BASE PROPERTY — SEE
SITE LOCATION MAP
650 ^
(> p 4
Q= 4 Z Z
Bee
❑PEN
STORAGE
AREA
b
®� LANDFILL
DUST
� rro
AREA <,0"s qN
FRENCH
CREEK
A R�E A
Fren//
t 'P AMBASEIAN
FIRE
TOWE� C P.Oo'I
ENGINEER FERRr
r AREA
ottocks Pt i
u°
FerryJarrelts
\ Pt. Pt.
Traps
Bay
Rtij 2 ^�
T.
�1` B1\
I
COMBAT
TOWN
FIRE TOWER
RABID
ST7
TOWERO
2
TRIANGLE
OUTPOST
�4>
P
�h
OWNS
rN�Fr
Py OS
`�P O
O
BEACH
/ AREA
�Py
C)
z
6000 0 6000 12000
SCALE OF FEET
LOCATION MAP - U. S. MARINE CORPS BASE
CAMP LEJEUNE, NC
U
Goldsboro us 70 Kinsto New Bern
Tuscarora J IS
v�
Trenton OAK GROVE
Seven ■ CHERRY P❑INT
Springs Pollocksville
Mt. Olive Havelock ❑twa
Pink Comfort Maysville �
Hill r r/
Richlands �^ eaufor I
Warsaw °S orehead Ci II
Beulaville /
Jacksonvil e
Magnolia wansboro
Vero
Rosehill
Dixon CAMP LEJEUG
Wallace
Folksto
G�.
Holly Ridge
Burgaw
Words Corn 4
Hampstead _
Scott Hill O
P Z
Acme � v
Delco \ Wilmington
S TA 76 Bolton Leland
VICINITY MAP - CAMP LEJEUNE, N.C.
0
t
Se;,aF4 STELLA RD
s�
o g
9ao
Webb creek—
WEBB CREEK
r� SITE
�f SITE
US Post _
Office
-57-
;P7-
O
Od
� 00:
o "g '01
z a �
C�p
SITE LOCATION MAP NOT TO SCALE
SYM
REPAIR RAILROAD TRESTLE, S881
MARINE CORPS BASE CAMP LEJEUNE
CONTRACT N0. N40085 -17-B-0037
INDEX OF DRAWINGS
NAVFAC N0.
SHEET COUNT
SHEET N0.
SHEET TITLE
-
1 OF XDX
CS
COVER SHEET
-
2 OF XDX
CD101
SITE PLAN -DEMOLITION
-
3 OF XDX
CD301
EXISTING TRESTLE CENTERLINE PROFILE
-
4 OF XDX
CS101
SITE PLAN -NEW WORK LAYOUT
-
5 OF XDX
CG301
PROPOSED TRESTLE CENTERLINE PROFILE
-
6 OF XDX
CG501
DETAILS
-
7 OF XDX
S-1
GENERAL NOTES
-
8 OF XDX
S-2
NO TITLE
-
9 OF XDX
S-3
FOUNDATION LAYOUT AND NOTES
-
10 OF XDX
S-4
LOCATION SKETCH AND BILL OF MATERIAL
-
11 OF XDX
S-5
DEMOLITION PLAN
-
12 OF XDX
S-6
TYPICAL CROSS SECTION
-
13 OF XDX
S-7
GIRDER DETAILS 20 FT SPAN
-
14 OF XDX
S-8
GIRDER DETAILS 29 FT SPAN
-
15 OF XDX
S-9
GIRDER DETAILS 35 FT SPAN
-
16 OF XDX
S-10
SUPERSTRUCTURE DETAILS
-
17 OF XDX
S-11
SUPERSTRUCTURE DETAILS -2
-
18 OF XDX
S-12
WATERPROOFING DETAILS
-
19 OF XDX
S-13
WALKWAY DETAILS
-
20 OF XDX
S-14
END BENT PLAN, ELEVATION &DETAILS -1
-
21 OF XDX
S-15
END BENT PLAN, ELEVATION &DETAILS -2
-
22 OF XDX
S-16
NO TITLE
-
23 OF XDX
S-17
INTERIOR BENT PLAN, ELEVATION &DETAILS
-
24 OF XDX
S-18
PILE DETAILS
-
25 OF XDX
S-19
RIP RAP DETAILS
-
26 OF XDX
S-20
NO TITLE
-
27 OF XDX
S-21
NO TITLE
DISCLOSURE OF INFORMATION
THE CONTRACTOR SHALL COMPLY AS FOLLOWS:
A. THE CONTRACTOR SHALL NOT RELEASE TO ANYONE OUTSIDE THE CONTRACTOR'S ORGANIZATION
ANY UNCLASSIFIED INFORMATION, REGARDLESS OF THE MEDIUM (E.G. FILM, TAPE, DOCUMENT),
PERTAINING TO ANY PART OF THIS CONTRACT OR ANY PROGRAM RELATED TO THIS CONTRACT, UNLESS
1. THE CONTRACTING OFFICER HAS GIVEN PRIOR WRITTEN APPROVAL; OR
2. THE INFORMATION IS OTHERWISE IN THE PUBLIC DOMAIN BEFORE THE DATE OF RELEASE.
B. REQUESTS FOR APPROVAL SHALL IDENTIFY THE SPECIFIC INFORMATION TO BE RELEASED, THE
MEDIUM TO BE USED, AND THE PURPOSE FOR THE RELEASE. THE CONTRACTOR SHALL SUBMIT ITS
REQUEST TO THE CONTRACTING OFFICER AT LEAST 45 DAYS BEFORE THE PROPOSED DATE OF
RELEASE.
C. THE CONTRACTOR AGREES TO INCLUDE A SIMILAR REQUIREMENT IN EACH SUBCONTRACT UNDER
THIS CONTRACT. SUBCONTRACTORS SHALL SUBMIT REQUESTS FOR AUTHORIZATION TO RELEASE
THROUGH THE PRIME CONTRACTOR TO THE CONTRACTING OFFICER.
REVISIONS
DATE (APPROVED
90%°SUBMITTAL CS
AVOLIS ENGINEERING, P.A. LICENSE NO. C-0706 DEPARTMENT OF THE NAVY NAVAL FACILITIES ENGINEERING COMMAND
P.O. BOX
NEW BERNN,,NC
28561 MARINE CORPS BASE
C — e v
PH.[phone] CAMP LEJEUNE, NORTH CAROLINA
DES. J. K. AVOLIS, P.E.
DR. MSP / WFF REPAIR RAILROAD TRESTLE, S881
CHK. J. C. AVOLIS, P.E. MARINE CORPS BASE CAMP LEJEUNE
SUBMITTED BY:
DESIGN DIR. BRIAN R. MARSHBURN, P.E. COVER SHEET
APPROVED: PWO OR OICC DATE SIZE CODE IDENT. NO NAVFAC DRAWING NO.
F 80091
SATISFACTORY T0: DATE CONSTR. CONTR. NO. N40085 -17-B-0037
AE PROJECT # 17022 SCALE: NOTED SPEC. 05-17-0037 SHEET 01 0F XD
CIVIL LEGEND
AC
EXISTING
DESCRIPTION
NEW
CI
WATER VALVE
CJ
©
TELECOMMUNICATIONS MANHOLE
COMMUNICATIONS MANHOLE
❑
STORM DRAIN DROP INLET
CMU
CONCRETE MASONRY UNIT
FIRE HYDRANT
DIAMETER
TPED ® Q
COMMUNICATIONS PEDESTAL
DI
� o-*
UTILITY POLE/POLE WITH LIGHT
DRAINAGE MANHOLE
EJ
GUY WIRE
EX, EXIST
EXISTING
DITCH/SWALE CENTERLINE
HORIZONTAL
— — —OHE— — —
OVERHEAD ELECTRICAL
INV
— — —UGE— — —
UNDERGROUND ELECTRICAL
ELECTRIC JUNCTION BOX
— — — FO — — —
UNDERGROUND FIBER OPTIC
MAG
— — —UGC— — —
UNDERGROUND COMMUNICATIONS
MAXIMUM
MH
CONCRETE
MIN
MINIMUM
ASPHALT
OVERHEAD ELECTRIC
E______]
GRAVEL
Vil KI -01
OUTSIDE DIAMETER
SURVEY CONTROL POINT
D
X 5.00
SPOT ELEVATIONS
+ XX.XX
— —25— —
CONTOUR LINES
28
TON
TREE LINE / CLEARING LIMIT
TYP
— — — —�
SOURCE/DESTINATION UNKNOWN
PAD MOUNTED ELECTRIC TRANSFORMER
■--■
SIGN
DEMOLITION ITEMS
90%°SUBMITTAL CS
AVOLIS ENGINEERING, P.A. LICENSE NO. C-0706 DEPARTMENT OF THE NAVY NAVAL FACILITIES ENGINEERING COMMAND
P.O. BOX
NEW BERNN,,NC
28561 MARINE CORPS BASE
C — e v
PH.[phone] CAMP LEJEUNE, NORTH CAROLINA
DES. J. K. AVOLIS, P.E.
DR. MSP / WFF REPAIR RAILROAD TRESTLE, S881
CHK. J. C. AVOLIS, P.E. MARINE CORPS BASE CAMP LEJEUNE
SUBMITTED BY:
DESIGN DIR. BRIAN R. MARSHBURN, P.E. COVER SHEET
APPROVED: PWO OR OICC DATE SIZE CODE IDENT. NO NAVFAC DRAWING NO.
F 80091
SATISFACTORY T0: DATE CONSTR. CONTR. NO. N40085 -17-B-0037
AE PROJECT # 17022 SCALE: NOTED SPEC. 05-17-0037 SHEET 01 0F XD
ABBREVIATIONS
AC
ASBESTOS CEMENT (PIPE)
APPROX.
APPROXIMATE/APPROXIMATELY
CI
CAST IRON (PIPE)
CJ
CONTRACTION JOINT
CMH
COMMUNICATIONS MANHOLE
CMP
CORRUGATED METAL PIPE
CMU
CONCRETE MASONRY UNIT
DIA, 0
DIAMETER
DI
(STORM DRAIN) DROP INLET
DI
DUCTILE IRON (PIPE)
DMH
DRAINAGE MANHOLE
EJ
EXPANSION JOINT
EX, EXIST
EXISTING
HOR
HORIZONTAL
HVAC
HEATING VENTILATION AND A/C
INV
INVERT
JBOX
ELECTRIC JUNCTION BOX
LF
LINEAR FOOT/FEET
MAG
MAG NAIL (SURVEY CONTROL)
MAX
MAXIMUM
MH
MANHOLE
MIN
MINIMUM
OHE
OVERHEAD ELECTRIC
OC
ON CENTER
OD
OUTSIDE DIAMETER
RCP
REINFORCED CONCRETE PIPE
STA
STATION
SMH
SANITARY SEWER MANHOLE
TBM
TEMPORARY SITE BENCHMARK
TON
TOP OF (VALVE) NUT
TYP
TYPICAL
XFMR
PAD MOUNTED ELECTRIC TRANSFORMER
YH
YARD HYDRANT
90%°SUBMITTAL CS
AVOLIS ENGINEERING, P.A. LICENSE NO. C-0706 DEPARTMENT OF THE NAVY NAVAL FACILITIES ENGINEERING COMMAND
P.O. BOX
NEW BERNN,,NC
28561 MARINE CORPS BASE
C — e v
PH.[phone] CAMP LEJEUNE, NORTH CAROLINA
DES. J. K. AVOLIS, P.E.
DR. MSP / WFF REPAIR RAILROAD TRESTLE, S881
CHK. J. C. AVOLIS, P.E. MARINE CORPS BASE CAMP LEJEUNE
SUBMITTED BY:
DESIGN DIR. BRIAN R. MARSHBURN, P.E. COVER SHEET
APPROVED: PWO OR OICC DATE SIZE CODE IDENT. NO NAVFAC DRAWING NO.
F 80091
SATISFACTORY T0: DATE CONSTR. CONTR. NO. N40085 -17-B-0037
AE PROJECT # 17022 SCALE: NOTED SPEC. 05-17-0037 SHEET 01 0F XD

- - -12- - -
LAYOUT POINT
MAG NAIL SET
N: 373495.4602
E: 2549816.4826
ELEV=13.86
STA=0+00
W
EX. C/L DITCH
XB3
EX. WETLANDS LIMIT OF EX. WETLANDS
- \-----11---EB-_ _
\ \ --- -//-
i-
13 -- -- -- --- -- - �4- -13- - —_ — _ +�� UGE - — _-
61
� + /
` �
I -0.�2 / '6� sl I 1 // -� moo= = = --; r _ _ _ _ EX. C/L DITCH
/ I EX. TOP OF BANK /�� �� EX. WETLANDS-
° --
, �,
EX. TOP OF BANK I
062 �_I I / i �//--_----
EX. WETLANDS I I 1 so +`� ,� j\s ,d' I I �, ,�� Ac- �s / / - =2 SLT»�--.: —=SET i LIMIT OF EX. WETLANDS-
�+ sem, _
2 ° I � ,�, 1\ so 6� 90, �91s/ / /I I � ` �/�� —__ --3 4 = � i� _ , � \ --_'—__ — — — — —
/ / I + - + / 2 — _ 1 z� _ _ \ - - _ ---- ---
-__ _ -
__
+l +�//� 5—���i------------, '8—_ —---------
'�LT � 1 \, /,I / / s MAG NAIL SET AT NWL � — —
\ 1 I + �� ELEV=1.16 I� / �/ % i / -9 - - - - - — - — —10— —
/ o / s� / _ / I I �° 1 I / / / / / =-- �5� — ----- - --- -t1 ---
- UGE -� I I—I+— �— -� — �� l — ---C — —�1GE� / / / / \ _ — — — — — — — — — — — — — — -
- I / - UG€- ---- -- ----- 12-
fi I �/ + I I ,s / ��+ +s ��� I I I /� / 12 +� +� - - +� + - -
---------13-��-
I� . I ----�� --- -13 - -��s- - - �� -
uuuuuuuuuuuuuuuW .�U U U U U U U�U�uuuuuuu9�8�uuuuuuuuuuuu1�3u u u u u u u u u u u�� �x`h1�'uuuuuuuuuuuu4�'3�'5UuuuuuuuuU U�u���'1�'S2'uuuuuuuuuu��uux`1'3`35"Uuuuuu�U U U U U U u uux �'3`3"
l I I I -EX SHEET PILE HEADWALL - - - - - - - - - - - -
--
----- - - - - s I / 1
+ EX SHEET PILE HEADWALL +/o I I I °� / + `� + `s �\ -239 9 II I I I �I
I
_ __ _ + — -- I I I+/ / I C9 s +\ 9`S`-3� —�+— + 9� -UGE ---� ---- - -- -- — --?�— ----- + __ +
_ -- + �J + —�— s\ \
-- - -- - -,�----------12-- J >—s \� oo
I � I I -L — 9 + s�—+ QUG�- -7T__I
\ \ I�/ (-------- s '__-- -- -- -- ---�-12----------->> -
16 UGE- —_ :- \\ r1 -�- I I UGE / / + I\ +\ +s + ,� �� k ��Q R.7� \ \ \ \ \ \ \ \� _-- =-1 _ _ - -
-1 _ — — — --- — — — — / v I (� `� sl ss s� + %s / s�I �� \ \�\ —_10-
-9
10
-- --- _ _ 10 _------g------ - —------_- / ����J I I DoT l .��I �� I ,s �I �9��� l / �6 I \\g2\ \ \\ \_ ---- ---------g-----------
-------- ---8----------- - ------ ------ ��' / 90 l� / I s+ I / `s I / �� \ - -- --_--_ �-----------8-------------
A SITE PLAN -DEMOLITION
'CD!
CD101 SCALE: 1 " = 10'
------------------6-----------_; + �2, --- -LLIMIT OF EX. WETLANDS _ ----- 7------ --- ---
------_--_ -5_ — — —LIMIT OF EX. WETLANDS---- ------��Q �/ �+ l / + �\ �/ ,�J I SEr� _ _ --------6------------- -----
__-- --- - - -- ----4 — — SL — _ BLT— _�/ x0.4�1J I ?�� I6+� s +++ so // �' Ips I ��-_ — -- - - —SLT_ — — — — — — --5--- -- —
— — — —
I s I l a
--------.�------------- - - -�i//� -4i l I N - -- - ---------------------
ff
1.0�,g / EX. TOP OF BANK _ -
�22 _--- + �u �j / /---� -- . -----2------ -- --- --- -1.59
�� m EX. TOP OF BANK / / ��� / c~ I I / ? +� / o '�
EX. C/L DITCH �-1- � � � � z I � � � �' �' � �' �' �'
/-/
+ - EX. C/L DITCH
+ / �, s �9 / EX. WETLANDS ti
0 I+ oQ %,�/ l
EX. WETLANDS/--,, �/ �/ I + +�
j + +�
++ ��+��++�.��6j a
J°,�_ /+\ /lll"`"""/ �\ fit/
tz
0.25
11
10' 0 5' 10' 20'
GRAPHIC SCALE: 1" = 10'
GENERAL CONSTRUCTION NOTES:
1. THE LOCATION AND DEPTHS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE. THE CONTRACTOR
SHALL BE RESPONSIBLE FOR SCANNING THE AREA OF WORK TO IDENTIFY TO HIS OWN SATISFACTION
THE EXTENT OF UTILITIES PRESENT INCLUDING THE UTILITIES INDICATED TO BE PRESENT, THOSE NOT
SHOWN, AND THOSE SHOWN TO BE IN A DIFFERENT LOCATION.
2. PHYSICAL SITE FEATURES OUTSIDE THE AREA OF WORK OR THOSE FEATURES NOT RELEVANT TO
THE WORK BEING PERFORMED ARE NOT SHOWN FOR CLARITY.
3. ALL EXISTING VEGETATED AREAS DISTURBED DURING CONSTRUCTION SHALL BE REVEGETATED IN
ACCORDANCE WITH THE PROJECT VEGETATION PLAN, SEE DETAIL B, SHEET CG501.
DEMOLITION WORK ITEMS (THIS SHEET):
1D REMOVE EXISTING TRESTLE, SEE SHEET S5.
02 REMOVE EXISTING TRACK (AT JOINTS) AND TIES TO ACCOMMODATE NEW TRESTLE.
NEW
WORK
ITEMS (THIS
SHEET
10
INSTALL
SILT FENCE
- SEE DETAIL A, SHEET CG501.

i".
14
12
El
I]
4
2
v
-2
-4
i'.
In -I
i'n
-12
-14
i'.
a 110-I
DATUM ELEV
-20.00
�
WORK
ITEMS (THIS
SHEET):
w
INSTALL
(
- SEE DETAIL A, SHEET CG501.
w
TOP OF EX. TRACKS
�
L
Q
w
Q
w
=
L L
— L
L L
L J1
L L
L
CD
LC
Q:f
-c
w
+
O
�- -� -
I�
o +
oLL-
- -
-
EX. LOW CHORD ELEV=11.79
Z
Q
Q
II I I � III
II II III
III I I
w
I I � II II I
0
EX. GRADE
I
III
II � III
III III
z
�
II II � II I I I
w
�o
z
yl
I II
I II
I II
CD
Q
I �
� II
I II
II II
II II
II
II II
II
I
II
QC/-)
0+00
A EXISTING TRESTLE CENTERLINE PROFILE
zv
HOR. SCALE: 1 " = 10'
VERT. SCALE: I" = 2'
1+00
10 0 5 10 20
GRAPHIC SCALE: 1" = 10'
2+00
DISCLOSURE OF INFORMATION
THE CONTRACTOR SHALL COMPLY AS FOLLOWS:
A. THE CONTRACTOR SHALL NOT RELEASE TO ANYONE OUTSIDE THE CONTRACTOR'S ORGANIZATION
ANY UNCLASSIFIED INFORMATION, REGARDLESS OF THE MEDIUM (E.G. FILM, TAPE, DOCUMENT),
PERTAINING TO ANY PART OF THIS CONTRACT OR ANY PROGRAM RELATED TO THIS CONTRACT, UNLESS
1. THE CONTRACTING OFFICER HAS GIVEN PRIOR WRITTEN APPROVAL; OR
2. THE INFORMATION IS OTHERWISE IN THE PUBLIC DOMAIN BEFORE THE DATE OF RELEASE.
B. REQUESTS FOR APPROVAL SHALL IDENTIFY THE SPECIFIC INFORMATION TO BE RELEASED, THE
MEDIUM TO BE USED, AND THE PURPOSE FOR THE RELEASE. THE CONTRACTOR SHALL SUBMIT ITS
REQUEST TO THE CONTRACTING OFFICER AT LEAST 45 DAYS BEFORE THE PROPOSED DATE OF
RELEASE.
C'THE CONTRACTOR AGREES TO INCLUDE A SIMILAR REQUIREMENT IN EACH SUBCONTRACT UNDER
THIS CONTRACT. SUBCONTRACTORS SHALL SUBMIT REQUESTS FOR AUTHORIZATION TO RELEASE
THROUGH THE PRIME CONTRACTOR TO THE CONTRACTING OFFICER.
It.
14
12
lul
n.
0
2
I
-2
-4
W.
lu.,
-12
-14
GENERAL CONSTRUCTION NOTES:
1. THE LOCATION AND DEPTHS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE. THE CONTRACTOR
SHALL BE RESPONSIBLE FOR SCANNING THE AREA OF WORK TO IDENTIFY TO HIS OWN SATISFACTION
THE EXTENT OF UTILITIES PRESENT INCLUDING THE UTILITIES INDICATED TO BE PRESENT, THOSE NOT
SHOWN, AND THOSE SHOWN TO BE IN A DIFFERENT LOCATION.
2. PHYSICAL SITE FEATURES OUTSIDE THE AREA OF WORK OR THOSE FEATURES NOT RELEVANT TO
THE WORK BEING PERFORMED ARE NOT SHOWN FOR CLARITY.
3. ALL EXISTING VEGETATED AREAS DISTURBED DURING CONSTRUCTION SHALL BE REVEGETATED IN
ACCORDANCE WITH THE PROJECT VEGETATION PLAN, SEE DETAIL B, SHEET CG501.
DEMOLITION WORK ITEMS (THIS SHEET) -
0 REMOVE EXISTING TRESTLE, SEE SHEET S5.
(2 REMOVE EXISTING TRACK (AT JOINTS) AND TIES TO ACCOMMODATE NEW TRESTLE.
NEW
WORK
ITEMS (THIS
SHEET):
10
INSTALL
SILT FENCE
- SEE DETAIL A, SHEET CG501.
TOP OF EX. TRACKS
— L
L L
L J1
L L
L
EX. GRADE
�- -� -
I�
IFj
- -
-
EX. LOW CHORD ELEV=11.79
II I I � III
II II III
III I I
II II I I
I I � II II I
EX. GRADE
III
II � III
III III
I I II II
I I II II
II II � II I I I
yl
I II
I II
I II
II� I
I �
� II
I II
II II
II II
II
II II
II
I
II
LIMITS OF WETLANDS
II
II II
II II
OMITS OF WETLANDS
II
II \
II II
II II
II II
/
II
NWL=1.16'
II � � �I
u I_
II II
II II
I
II I
I 1
II II
II
II Iy
II
II
II \
II II
II II
II �II
II I
II
II II
II / II
II \
II II
IIS I
II II �
II
co
Lq
0+00
A EXISTING TRESTLE CENTERLINE PROFILE
zv
HOR. SCALE: 1 " = 10'
VERT. SCALE: I" = 2'
1+00
10 0 5 10 20
GRAPHIC SCALE: 1" = 10'
2+00
DISCLOSURE OF INFORMATION
THE CONTRACTOR SHALL COMPLY AS FOLLOWS:
A. THE CONTRACTOR SHALL NOT RELEASE TO ANYONE OUTSIDE THE CONTRACTOR'S ORGANIZATION
ANY UNCLASSIFIED INFORMATION, REGARDLESS OF THE MEDIUM (E.G. FILM, TAPE, DOCUMENT),
PERTAINING TO ANY PART OF THIS CONTRACT OR ANY PROGRAM RELATED TO THIS CONTRACT, UNLESS
1. THE CONTRACTING OFFICER HAS GIVEN PRIOR WRITTEN APPROVAL; OR
2. THE INFORMATION IS OTHERWISE IN THE PUBLIC DOMAIN BEFORE THE DATE OF RELEASE.
B. REQUESTS FOR APPROVAL SHALL IDENTIFY THE SPECIFIC INFORMATION TO BE RELEASED, THE
MEDIUM TO BE USED, AND THE PURPOSE FOR THE RELEASE. THE CONTRACTOR SHALL SUBMIT ITS
REQUEST TO THE CONTRACTING OFFICER AT LEAST 45 DAYS BEFORE THE PROPOSED DATE OF
RELEASE.
C'THE CONTRACTOR AGREES TO INCLUDE A SIMILAR REQUIREMENT IN EACH SUBCONTRACT UNDER
THIS CONTRACT. SUBCONTRACTORS SHALL SUBMIT REQUESTS FOR AUTHORIZATION TO RELEASE
THROUGH THE PRIME CONTRACTOR TO THE CONTRACTING OFFICER.
It.
14
12
lul
n.
0
2
I
-2
-4
W.
lu.,
-12
-14
GENERAL CONSTRUCTION NOTES:
1. THE LOCATION AND DEPTHS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE. THE CONTRACTOR
SHALL BE RESPONSIBLE FOR SCANNING THE AREA OF WORK TO IDENTIFY TO HIS OWN SATISFACTION
THE EXTENT OF UTILITIES PRESENT INCLUDING THE UTILITIES INDICATED TO BE PRESENT, THOSE NOT
SHOWN, AND THOSE SHOWN TO BE IN A DIFFERENT LOCATION.
2. PHYSICAL SITE FEATURES OUTSIDE THE AREA OF WORK OR THOSE FEATURES NOT RELEVANT TO
THE WORK BEING PERFORMED ARE NOT SHOWN FOR CLARITY.
3. ALL EXISTING VEGETATED AREAS DISTURBED DURING CONSTRUCTION SHALL BE REVEGETATED IN
ACCORDANCE WITH THE PROJECT VEGETATION PLAN, SEE DETAIL B, SHEET CG501.
DEMOLITION WORK ITEMS (THIS SHEET) -
0 REMOVE EXISTING TRESTLE, SEE SHEET S5.
(2 REMOVE EXISTING TRACK (AT JOINTS) AND TIES TO ACCOMMODATE NEW TRESTLE.
NEW
WORK
ITEMS (THIS
SHEET):
10
INSTALL
SILT FENCE
- SEE DETAIL A, SHEET CG501.

x;.0`'62
LAYOUT POINT EX. C/L DITCH
MAG NAIL SET
N: 373495.4602
--- — 373�4\952.4602 E-
-X-.-WET-� L—+A--N__— 1D --S_— _---\_, 2\
8E —`L--
`IM—_IT 6OF -EX-. WETLANDS'�
E: 2549816.4826
ELEV=13.86
STA=0+00 SLT
---_2-
-
— 10-- 73-- _
J/
s�
l
00�2—
-- -- 1 -- -- �J-- J-13- =7=�
\> + /
4
+//
-0.�2 / 0 3=�� EX. C/L DITCH
—
o EX. TOP OF BANK / �
+� EX. WETLANDS
—0.12
EX. TOP OF BANK
EX. WETLAN DS I / / +, /+ + + f- +`s+ r6� l /+ ;6 /- - -1 /J—/ " / _ _ _ _ _ _ _ _ _ _ -
�, ti I�� LIMIT OF EX. WETLANDS _ _ _6- `5_-
� /I
0.03 —
- - - - - - - - -
--
- — -- - - - - - - - - - -
_N. 1�0.1� / / ' / 1 — 9- — / — _ — — -�-0� 1� 69 —10— — — — — —
s .5�
UGE-— ------ -- ---
��
I -�- — — -� - - I— / — �- -- + — ir
I I-- I I+ / — T_ -7 —y�GE . + + + ---12---
— —
i /� ,/ +oma ✓ s� n +��_ `�_ I I+. I �. I I
1/7L/ I �-13--- E� --- —� --��---1.3 + Fly' 12. — ---13 >— — � —------ ,
v/ / ++ I I I+ 13-- --
------- - {----- — ----- --------- -- s -----—
- +
�s--
------1-2-
+/ c9 UGE—-- --- ----- —— ----
--- - -- —J 17 ——---————— — —
12- �cp --sUGE- -- E��
-12--- - - ------ - ol �I �G� / -----------+
--
--_-------
-1� —10— — — _ __----,_\��10 — —_ — —�/ J I (� 1�0 /� Iss s� +\ ��rsj�� / s /.�� I J \ f% /__---- 10
9 I 9�r / �� �� S�� I 9 i / / 6 I\92 \ c5` \\ j \ — — _ _ — — — — — — — — — — — — —g— — — — — — — — — —
_ - - — — — — — -
--- -- - + - /� 00.7�, 4 .,�\--_ -__--- ---_----------
_------- __-----6---------- _ — %� / I �/ .� /, �, �o / / + �.9� +� �2, �� -LIMIT OF EX. WETLANDS _ 2 - --7------ ---
--_- —LIMIT OF EX. WETLANDS— _------ �o , / 11I + /� + / I s SEl— - ------6- ---------- -----
-5 - - 4 - - `, �_SL - SLT-_ _ / X 0.41 J I� ?�� I6 +� s ++ + so / I �s I I� I - _ - -- _ —SLT 5 - - — —
_ - - - -
_
AD,EX. TOP OF BANK - -
�22 _--- + W_�—--�—-------- — — — — — — --- -1.59
m EX. TOP OF BANK / / ��� / c~ I /
EX. C/L DITCH -1 C z I -f7 + EX. C/L DITCH
�9 EX. WETLANDS ti
� w �—� /N �
EX. WETLANDS-,--.,, I +
j + + l+
++).�,�6j
62
�O7 l + 5 , i �i �� / J0.25
l / + s /l +
+
11
rA SITE PLAN -NEW WORK LAYOUT
CS101 CS101 SCALE: 1 " = 20'
20' 0 10' 20' 40'
GRAPHIC SCALE: 1" = 20'
GENERAL CONSTRUCTION NOTES:
1. THE LOCATION AND DEPTHS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE. THE CONTRACTOR
SHALL BE RESPONSIBLE FOR SCANNING THE AREA OF WORK TO IDENTIFY TO HIS OWN SATISFACTION
THE EXTENT OF UTILITIES PRESENT INCLUDING THE UTILITIES INDICATED TO BE PRESENT, THOSE NOT
SHOWN, AND THOSE SHOWN TO BE IN A DIFFERENT LOCATION.
2. PHYSICAL SITE FEATURES OUTSIDE THE AREA OF WORK OR THOSE FEATURES NOT RELEVANT TO
THE WORK BEING PERFORMED ARE NOT SHOWN FOR CLARITY.
3. ALL EXISTING VEGETATED AREAS DISTURBED DURING CONSTRUCTION SHALL BE REVEGETATED IN
ACCORDANCE WITH THE PROJECT VEGETATION PLAN, SEE DETAIL B, SHEET CG501.
NEW WORK ITEMS (THIS SHEET.
01 NEW BRIDGE STRUCTURE, SEE SHEET S-1.
O2 INSTALL SILT FENCE - SEE DETAIL A, SHEET CG501.
DISCLOSURE OF INFORMATION
THE CONTRACTOR SHALL COMPLY AS FOLLOWS:
A. THE CONTRACTOR SHALL NOT RELEASE TO ANYONE OUTSIDE THE CONTRACTOR'S ORGANIZATION
ANY UNCLASSIFIED INFORMATION, REGARDLESS OF THE MEDIUM (E.G. FILM, TAPE, DOCUMENT),
PERTAINING TO ANY PART OF THIS CONTRACT OR ANY PROGRAM RELATED TO THIS CONTRACT, UNLESS
1. THE CONTRACTING OFFICER HAS GIVEN PRIOR WRITTEN APPROVAL; OR
2. THE INFORMATION IS OTHERWISE IN THE PUBLIC DOMAIN BEFORE THE DATE OF RELEASE.
B. REQUESTS FOR APPROVAL SHALL IDENTIFY THE SPECIFIC INFORMATION TO BE RELEASED, THE
MEDIUM TO BE USED, AND THE PURPOSE FOR THE RELEASE. THE CONTRACTOR SHALL SUBMIT ITS
REQUEST TO THE CONTRACTING OFFICER AT LEAST 45 DAYS BEFORE THE PROPOSED DATE OF
RELEASE.
C'THE CONTRACTOR AGREES TO INCLUDE A SIMILAR REQUIREMENT IN EACH SUBCONTRACT UNDER
THIS CONTRACT. SUBCONTRACTORS SHALL SUBMIT REQUESTS FOR AUTHORIZATION TO RELEASE
THROUGH THE PRIME CONTRACTOR TO THE CONTRACTING OFFICER.

14
12
in
I:*]
rel
4
2
-2
-4
I m-
ff.3
a in
-12
-14
DATUM ELEV
—20.00
w
w
cn
I
ry
w
z
ry
0
I
F -
z
o oc)
n
z �
w +
�o
z
CD Q
Qcn
0+00
A PROPOSED TRESTLE CENTERLINE PROFILE
CG301 CG301 HOR. SCALE: 1 " = 10'
VERT. SCALE: I" = 2'
1+00
20 0 10 20 40
GRAPHIC SCALE: 1" = 20'
2+00
DISCLOSURE OF INFORMATION
THE CONTRACTOR SHALL COMPLY AS FOLLOWS:
A. THE CONTRACTOR SHALL NOT RELEASE TO ANYONE OUTSIDE THE CONTRACTOR'S ORGANIZATION
ANY UNCLASSIFIED INFORMATION, REGARDLESS OF THE MEDIUM (E.G. FILM, TAPE, DOCUMENT),
PERTAINING TO ANY PART OF THIS CONTRACT OR ANY PROGRAM RELATED TO THIS CONTRACT, UNLESS
1. THE CONTRACTING OFFICER HAS GIVEN PRIOR WRITTEN APPROVAL; OR
2. THE INFORMATION IS OTHERWISE IN THE PUBLIC DOMAIN BEFORE THE DATE OF RELEASE.
B. REQUESTS FOR APPROVAL SHALL IDENTIFY THE SPECIFIC INFORMATION TO BE RELEASED, THE
MEDIUM TO BE USED, AND THE PURPOSE FOR THE RELEASE. THE CONTRACTOR SHALL SUBMIT ITS
REQUEST TO THE CONTRACTING OFFICER AT LEAST 45 DAYS BEFORE THE PROPOSED DATE OF
RELEASE.
C'THE CONTRACTOR AGREES TO INCLUDE A SIMILAR REQUIREMENT IN EACH SUBCONTRACT UNDER
THIS CONTRACT. SUBCONTRACTORS SHALL SUBMIT REQUESTS FOR AUTHORIZATION TO RELEASE
THROUGH THE PRIME CONTRACTOR TO THE CONTRACTING OFFICER.
14
12
IN
P
No
9
2
-2
-4
W.
W
owl
-12
-14
ow.
OF.,
GENERAL CONSTRUCTION NOTES:
1. THE LOCATION AND DEPTHS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE. THE CONTRACTOR
SHALL BE RESPONSIBLE FOR SCANNING THE AREA OF WORK TO IDENTIFY TO HIS OWN SATISFACTION
THE EXTENT OF UTILITIES PRESENT INCLUDING THE UTILITIES INDICATED TO BE PRESENT, THOSE NOT
SHOWN, AND THOSE SHOWN TO BE IN A DIFFERENT LOCATION.
2. PHYSICAL SITE FEATURES OUTSIDE THE AREA OF WORK OR THOSE FEATURES NOT RELEVANT TO
THE WORK BEING PERFORMED ARE NOT SHOWN FOR CLARITY.
3. ALL EXISTING VEGETATED AREAS DISTURBED DURING CONSTRUCTION SHALL BE REVEGETATED IN
ACCORDANCE WITH THE PROJECT VEGETATION PLAN, SEE DETAIL B, SHEET CG501.
NEW WORK ITEMS (THIS SHEET)
O NEW BRIDGE STRUCTURE, SEE SHEET S-1.
2O INSTALL SILT FENCE — SEE DETAIL A, SHEET CG501.
TOP OF EX./NEW
TRACKS
EX. GRADE
NEW TRESTLE STRUCTURE,
SEE SHEET S-2
EX. GRADE
1
II II
II II
II II
II II
II II
EX. LOW CHORD ELEV=9.54'
LIMITS OF WETLANDS
LIMITS OF WETLANDS
NWL=1.16'
v
i
l
co
0+00
A PROPOSED TRESTLE CENTERLINE PROFILE
CG301 CG301 HOR. SCALE: 1 " = 10'
VERT. SCALE: I" = 2'
1+00
20 0 10 20 40
GRAPHIC SCALE: 1" = 20'
2+00
DISCLOSURE OF INFORMATION
THE CONTRACTOR SHALL COMPLY AS FOLLOWS:
A. THE CONTRACTOR SHALL NOT RELEASE TO ANYONE OUTSIDE THE CONTRACTOR'S ORGANIZATION
ANY UNCLASSIFIED INFORMATION, REGARDLESS OF THE MEDIUM (E.G. FILM, TAPE, DOCUMENT),
PERTAINING TO ANY PART OF THIS CONTRACT OR ANY PROGRAM RELATED TO THIS CONTRACT, UNLESS
1. THE CONTRACTING OFFICER HAS GIVEN PRIOR WRITTEN APPROVAL; OR
2. THE INFORMATION IS OTHERWISE IN THE PUBLIC DOMAIN BEFORE THE DATE OF RELEASE.
B. REQUESTS FOR APPROVAL SHALL IDENTIFY THE SPECIFIC INFORMATION TO BE RELEASED, THE
MEDIUM TO BE USED, AND THE PURPOSE FOR THE RELEASE. THE CONTRACTOR SHALL SUBMIT ITS
REQUEST TO THE CONTRACTING OFFICER AT LEAST 45 DAYS BEFORE THE PROPOSED DATE OF
RELEASE.
C'THE CONTRACTOR AGREES TO INCLUDE A SIMILAR REQUIREMENT IN EACH SUBCONTRACT UNDER
THIS CONTRACT. SUBCONTRACTORS SHALL SUBMIT REQUESTS FOR AUTHORIZATION TO RELEASE
THROUGH THE PRIME CONTRACTOR TO THE CONTRACTING OFFICER.
14
12
IN
P
No
9
2
-2
-4
W.
W
owl
-12
-14
ow.
OF.,
GENERAL CONSTRUCTION NOTES:
1. THE LOCATION AND DEPTHS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE. THE CONTRACTOR
SHALL BE RESPONSIBLE FOR SCANNING THE AREA OF WORK TO IDENTIFY TO HIS OWN SATISFACTION
THE EXTENT OF UTILITIES PRESENT INCLUDING THE UTILITIES INDICATED TO BE PRESENT, THOSE NOT
SHOWN, AND THOSE SHOWN TO BE IN A DIFFERENT LOCATION.
2. PHYSICAL SITE FEATURES OUTSIDE THE AREA OF WORK OR THOSE FEATURES NOT RELEVANT TO
THE WORK BEING PERFORMED ARE NOT SHOWN FOR CLARITY.
3. ALL EXISTING VEGETATED AREAS DISTURBED DURING CONSTRUCTION SHALL BE REVEGETATED IN
ACCORDANCE WITH THE PROJECT VEGETATION PLAN, SEE DETAIL B, SHEET CG501.
NEW WORK ITEMS (THIS SHEET)
O NEW BRIDGE STRUCTURE, SEE SHEET S-1.
2O INSTALL SILT FENCE — SEE DETAIL A, SHEET CG501.

SELF -ANCHORING
METAL POST @ 6' O.C. MAX
12 GAUGE 6"x6" WIRE MESH
FILTER FABRIC
8 BURY
<�= FLOW
jx
\\j\ //\\\
A SILT FENCE
CC101 CG501 NOT TO SCALE
MAINTENANCE:
1.INSPECT STRUCTURES WEEKLY AND
AFTER AT LEAST A 1/2" OR GREATER
RAINFALL EVENT.
2. REMOVE SEDIMENT FROM BEHIND SILT
FENCE PRIOR TO IT REACHING A
MAXIMUM DEPTH OF 6 INCHES.
TEMPORARY VEGETATIVE SEEDING
(PRIOR TO ESTABLISHING PERMANENT VEGETATION
AFTER COMPLETION OF GRADING ACTIVITIES AND THE
CONSTRUCTION OF SWALES, ALL EXPOSED AREAS SHALL
BE SEEDED TO THE FOLLOWING SPECIFICATIONS:
SEED BED
LIME 1-1/2 TON PER ACRE
FERTILIZER 1/2 -TON PER ACRE
SEED
RYE GRAIN 50 LBS PER ACRE
TALL FESCUE 100 LBS PER ACRE
SUPPLEMENTAL SEED
MAY THROUGH AUGUST:
CENTIPEDE 5 LBS PER ACRE
PRnrFnI IRF
STRAW MULCH SHALL BE APPLIED AT A RATE WHICH WILL INSURE APPROXIMATELY 75%
COVERAGE OF THE SEEDED AREA. THE STRAW AND SOWN SEED WILL BE LIGHTLY DISCED
INTO THE BED TO GIVE IT FURTHER RESISTANCE TO BLOWING AND WASHING. THE
CONTRACTOR SHALL GUARANTEE A FULL STAND OF GRASS OVER THE ENTIRE
DISTURBED AREA. IF NECESSARY THE CONTRACTOR WILL WET DOWN THE AREAS TO
ASSIST IN SEED GERMINATION OR AID IN GROWTH IN TIMES OF EXCESSIVELY DRY
WEATHER. A STAND OF GRASS WILL BE CONSIDERED ACCEPTABLE WHEN THE ENTIRE
STAND OF GRASS IS AT LEAST FOUR INCHES HIGH AND HAS ACHIEVED AT LEAST 95%
COVERAGE OF DISTURBED AREAS. RESEEDING WILL BE REQUIRED AS NECESSARY BY THE
CONTRACTOR TO OBTAIN THE SPECIFIED STAND OF GRASS.
PERMANENT VEGETATION
ALL DISTURBED AREAS NOT COVERED WITH BUILDINGS, PAVEMENTS, OR OTHER
IMPERMEABLE SURFACES SHALL BE SODDED WITH CENTIPEDE SOD AS THE FINAL/
PERMANENT VEGETATION.
SPECIAL SEEDING NOTE:
CUT & FILL SLOPES WILL, WITHIN 7 CALENDAR DAYS DAYS OF COMPLETION
OF ANY PHASE OF GRADING, BE PLANTED AND PROVIDED WITH TEMPORARY
OR PERMANENT GROUND COVER, DEVICES, OR STRUCTURES SUFFICIENT TO
RESTRAIN EROSION.
VEGETATION PLAN
B N
'CC!
CG501 NOT TO SCALE
DISCLOSURE OF INFORMATION
THE CONTRACTOR SHALL COMPLY AS FOLLOWS:
A. THE CONTRACTOR SHALL NOT RELEASE TO ANYONE OUTSIDE THE CONTRACTOR'S ORGANIZATION
ANY UNCLASSIFIED INFORMATION, REGARDLESS OF THE MEDIUM (E.G. FILM, TAPE, DOCUMENT),
PERTAINING TO ANY PART OF THIS CONTRACT OR ANY PROGRAM RELATED TO THIS CONTRACT, UNLESS
1. THE CONTRACTING OFFICER HAS GIVEN PRIOR WRITTEN APPROVAL; OR
2. THE INFORMATION IS OTHERWISE IN THE PUBLIC DOMAIN BEFORE THE DATE OF RELEASE.
B. REQUESTS FOR APPROVAL SHALL IDENTIFY THE SPECIFIC INFORMATION TO BE RELEASED, THE
MEDIUM TO BE USED, AND THE PURPOSE FOR THE RELEASE. THE CONTRACTOR SHALL SUBMIT ITS
REQUEST TO THE CONTRACTING OFFICER AT LEAST 45 DAYS BEFORE THE PROPOSED DATE OF
RELEASE.
C. THE CONTRACTOR AGREES TO INCLUDE A SIMILAR REQUIREMENT IN EACH SUBCONTRACT UNDER
THIS CONTRACT. SUBCONTRACTORS SHALL SUBMIT REQUESTS FOR AUTHORIZATION TO RELEASE
THROUGH THE PRIME CONTRACTOR TO THE CONTRACTING OFFICER.

GENERAL NOTES:
1. ALL MATERIALS AND WORKMANSHIP SHALL BE AS PER CURRENT EDITION OF AMERICAN RAILWAY ENGINEERING AND MAINTENANCE -OF -WAY ASSOCIATION'S
(AREMA) "MANUAL FOR RAILWAY ENGINEERING", CHAPTER 8 CONCRETE STRUCTURES AND CHAPTER 15 STEEL STRUCTURES AND THE PROJECT
SPECIFICATIONS FOR THIS CONTRACT.
2. THE CONTRACTOR IS REMINDED THAT WORK ON THIS BRIDGE REQUIRES WORKING WITH AN EXISTING STRUCTURE. MUCH EFFORT HAS BEEN MADE TO
IDENTITY DISCREPANCIES AND ENSURE THAT THE DETAILS ARE DEPICTED CORRECTLY. THESE DRAWINGS HAVE BEEN PREPARED BASED ON SURVEY DATA
AND OTHER AVAILABLE INFORMATION. HOWEVER, SINCE THIS IS AN EXISTING STRUCTURE, THE CONTRACTOR CAN EXPECT AND SHOULD PLAN ON
ENCOUNTERING VARIANCES AND DEVIATIONS BETWEEN THE INFORMATION FOUND IN THESE DRAWINGS AND THE EXISTING SITE CONDITIONS. ACTUAL FIELD
CONDITIONS MAY REQUIRE MODIFICATIONS IN CONSTRUCTION DETAILS AND QUANTITIES.
3. THE RAILROAD TRACK TOP OF RAIL ELEVATIONS ON THE PLANS ARE FROM THE BEST INFORMATION AVAILABLE?.RIOR TO BEGINNING BRIDGE
CONSTRUCTION, VERIFY THE TOP OF RAIL ELEVATIONS AND REPORT ANY VARIATIONS TO THE CONTRACTING OFFICER. ANY PLAN REVISIONS NECESSARY TO ACHIEVE
THE REQUIRED MINIMUM CLEARANCE WILL BE PROVIDED BY THE BASE.
4. THE CONTRACTOR SHALL NOT SCALE DIMENSIONS FROM THE CONTRACT PLANS FOR CONSTRUCTION PURPOSES. SCALES ARE SHOWN FOR INFORMATION
ONLY. NO CONSTRUCTION JOINTS, EXCEPT THOSE SHOWN ON THE PLANS, WILL BE ALLOWED UNLESS APPROVED BY THE CONTRACTING OFFICER. THE CONTRACTOR IS
RESPONSIBLE FOR FIELD VERIFICATION OF ALL DETAILS INCLUDING GEOMETRY AND ELEVATIONS PRIOR TO THE FABRICATION AND INSTALLATION OF ALL
MATERIALS. THE CONTRACTOR SHALL SUBMIT TO THE BASE OR AUTHORIZED REPRESENTATIVE, COPIES OF FIELD SURVEYS AND VERIFICATIONS FOR
INCLUSION INTO THE CONSTRUCTION RECORDS FOR THE PROJECT.
5. HORIZONTAL AND VERTICAL DIMENSION SHOWN IN THESE PLANS ARE TRUE HORIZONTAL AND TRUE VERTICAL.
6. ELEVATIONS SHOWN IN THESE PLANS ARE BASED ON SURVEY CONTROL POINT ELEVATIONS.
7. THIS BRIDGE IS LOCATED IN SEISMIC ZONE 1.
SEISMIC PERFORMANCE ZONE (SPZ) = 1.
DESIGN SPECTRAL ACCELERATION AT 1.0 SEC (SD1) = 0.106g.
DESIGN SPECTRAL ACCELERATION AT 0.2 SEC (SDS) = 0.147g.
SOIL SITE CLASS = D.
8. BRIDGE NO. S881 REPLACES BRIDGE NO. S881.
9. FOR SUBMITTAL OF WORKING DRAWINGS, SEE SPECIFICATIONS.
10. FOR FALSEWORK AND FORMWORK, SEE SPECIFICATIONS.
11. FOR CRANE SAFETY, SEE SPECIFICATIONS.
12. FOR GROUT FOR STRUCTURES, SEE SPECIFICATIONS.
13. THE CONTRACTOR SHALL PROVIDE INDEPENDENT ASSURANCE SAMPLES OF REINFORCING STEEL AS FOLLOWS:
FOR PROJECTS REQUIRING UP TO 400 TONS OF REINFORCING STEEL, ONE 30 INCH SAMPLE OF EACH SIZE BAR USED, AND FOR PROJECTS REQUIRING
OVER 400 TONS OF REINFORCING STEEL, TWO 30 INCH SAMPLES OF EACH SIZE BAR USED. THE BARS FROM WHICH THE SAMPLES ARE TAKEN MUST
THEN BE SPLICED WITH REPLACEMENT BARS OF THE SIZE AND LENGTH OF THE SAMPLE, PLUS A MINIMUM LAP SPLICE OF THIRTY BAR DIAMETERS.
PAYMENT FOR THE SAMPLES OF REINFORCING STEEL SHALL BE CONSIDERED INCIDENTAL TO VARIOUS PAY ITEMS.
14. FOR UTILITY INFORMATION, SEE UTILITY PLANS AND SPECIFICATIONS.
15. PROJECT MUST COMPLY WITH THE SEDIMENT AND EROSION CONTROL PLANS.
16. RIGHT OF WAY IS LIMITED BY PROPERTY LINES.
17. CLASS AA CONCRETE SHALL BE USED IN ALL CAST -IN-PLACE BENTS AND SHALL CONTAIN CALCIUM NITRITE CORROSION INHIBITOR.
18. THE CONCRETE IN THE BENT AND PIER SHALL CONTAIN SILICA FUME. SILICA FUME SHALL BE SUBSTITUTED FOR 5% OF THE PORTLAND
CEMENT BY WEIGHT. IF THE OPTION OF ARTICLE 1024-1 OF THE NCDOT STANDARD SPECIFICATIONS TO PARTIALLY SUBSTITUTE CLASS F FLY ASH FOR PORTLAND
CEMENT IS EXERCISED, THEN THE RATE OF FLY ASH SUBSTITUTION SHALL BE REDUCED TO 1.0 LB OF FLY ASH PER 1.0 LB OF CEMENT. NO PAYMENT WILL BE
MADE FOR THIS SUBSTITUTION AS IT IS CONSIDERED INCIDENTAL TO THE VARIOUS PAY ITEMS.z
19. THIS STRUCTURE CONTAINS THE NECESSARY CORROSION PROTECTION REQUIRED FOR A CORROSIVE SITE.
RAIL NOTES:
1. REMOVE AND REUSE EXISTING RAIL SECTIONS INTO NEW JOINTED RAIL BALLASTED TRACK, SEE SPECIFICATIONS, SECTION TW-TRACKWORK. TIE PLATES,
SPIKES, JOINT BARS AND BOLTS MAY BE REUSED IF IN GOOD CONDITION AND NOT CORRODED. CONTRACTOR/ENGINEER SHALL INSPECT RAIL PRIOR TO
REMOVAL AND INDICATE ANY SECTIONS OR APPURTANCES NOT IN GOOD CONDITION OR RAIL OUT OF TOLERANCE (SEE SHEET S-10).
2. DO NOT TRANSPOSE RAIL. IF NEW RAIL SECTIONS ARE REQUIRED ENSURE RAIL IS OF EQUAL SIZE AND RAIL END MISMATCH IS WITHIN FRA TOLERANCE.
3. REMOVE AND DISPOSE OF ALL GUARDRAIL AND BRIDGE TIES.
4. PROVIDE EQUIPMENT TO SURFACE TRACK AS NEEDED TO RE-ESTABLISH EXISTING RAIL PROFILE (SEE SPECIFICATIONS). CONTRACTOR SHALL MAKE READY
TRACK SURFACE FOR SAFE PASSAGE OF TRAINS PRIOR TO PLACING TRACK IN SERVICE. CONTRACTOR SHALL RE -SURFACE TRACK IF REQUIRED FOR A
PERIOD OF UP TO ONE MONTH OR PASSAGE OF 10 TRAINS, WHICHEVER TIMELINE IS LONGER, IF ANY SURFACE DEFECTS OCCUR ON THE BRIDGE OR
WITHIN 50 FEET OF THE BRIDGE THAT CONSTITUTE AN FRA DEFECT FOR THE SUBJECT TRACK.
cn
0
cn
/
cn
U
i
cn
i
/
cn
ED
0
U
N
�o
L
n
0
/
0
00
co
0Q
cn
o �
STANDARD NOTES:
DESIGN DATA:
SPECIFICATIONS-----------------------------AREMA (CURRENT)
DEAD LOAD -------------------------------WEIGHT OF RAIL AND FASTENINGS, CONCRETE SUPERSTRUCTURE, BALLAST (INCLUDING
6" FUTURE BALLAST) AND SUBSTRUCTURE.
LIVE LOAD --------------------------------COOPER E-80 LOADING AND ALTERNATIVE LIVE LOAD ON 4 AXLES
IMPACT ALLOWANCE --------------------------APPLICABLE PERCENTAGE FOR ROLLING EQUIPMENT WITHOUT HAMMER BLOW
STRESS IN EXTREME FIBER OF
STRUCTURAL STEEL---------------------- Fy = 50,000 psi
REINFORCING STEEL---------------------- Fy = 60,000 psi
CONCRETE (PRESTRESSED BOX GIRDER)--------- f'c = 6,000 psi AT RELEASE
--------- f'c = 7,500 psi AT 28 DAYS
CONCRETE (PRECAST CURB)---------------- f'c = 7,500 psi AT 28 DAYS
CONCRETE (CAST -IN-PLACE BENTS)----------- f'c = 5,000 psi AT 28 DAYS
CONCRETE (PRECAST BACKWALL/WINGWALL) - - - - - - - f'c = 5,000 psi AT 28 DAYS
STRANDS IN PRESTRESSED BOX GIRDER--------- f's = 270,000 psi
(0.5? DIA. 7 -WIRE UNCOATED LOW RELAXATION)
MATERIAL AND WORKMANSHIP:
EXCEPT AS MAY OTHERWISE BE SPECIFIED ON PLANS OR IN THE SPECIFICATIONS, ALL MATERIAL AND WORKMANSHIP SHALL BE IN
ACCORDANCE WITH THE SPECIFICATIONS.
STEEL:
ALL MISCELLANEOUS STRUCTURAL STEEL SHAPES AND PLATES SHALL CONFORM TO THE REQUIREMENTS OF ASTM A36 UNLESS NOTED OTHERWISE
WT ROLLED SECTIONS AND EXPANSION T SHALL BE HOT -DIPPED GALVANIZED.
WT ROLLED SECTIONS SHALL CONFORM TO AASHTO M270 GRADE 50 STEEL OR APPROVED EQUAL.
PLATES SHALL CONFORM TO AASHTO M270 GRADE 36 STEEL OR APPROVED EQUAL.
ALL METALIZED SURFACES SHALL RECEIVE A SEAL COATING AS SPECIFIED IN THE SPECIAL PROVISION FOR THERMAL SPRAYED COATINGS
(METALIZATION).
CONCRETE:
CONCRETE MATERIALS SHALL BE IN ACCORDANCE WITH AREMA, CHAPTER 8, PART 1.
SUBSTRUCTURE:
CONCRETE SHALL HAVE A MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF 5,000 PSI FOR SUBSTRUCTURE CAPS AT 28 DAYS.
EXPOSED SURFACES SHALL BE FORMED IN A MANNER WHICH WILL PRODUCE A SMOOTH AND UNIFORM APPEARANCE WITHOUT RUBBING
OR PLASTERING AND HAVE NO DEPRESSIONS TO HOLD WATER.
PRECAST BACKWALLS AND WINGWALLS:
PRODUCTION PROCEDURES FOR THE MANUFACTURER'S OF PRECAST MEMBERS SHALL BE IN ACCORDANCE WITH THE CURRENT A.R.E.M.A.
MANUAL FOR RAILWAY ENGINEERING.
CONCRETE SHALL HAVE A MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF 5,000 PSI AT 28 DAYS, CONCRETE MEMBER SHALL NOT BE
REMOVED FROM THE CASTING BED BEFORE THE CONCRETE REACHES STRENGTH OF 3,000 PSI.
COARSE AGGREGATE SHALL BE SIZE AASHTO M43 NO. 67. FINE AGGREGATE SHALL BE NATURAL SAND AND MEET GRADING REQUIREMENTS
OF AREMA CHAPTER 8, PART 1, SECTION 1.4.2.2. ADMIXTURES SHALL NOT BE USED WITHOUT APPROVAL BY CONTRACTING OFFICER.
EXPOSED SURFACES SHALL BE FORMED IN A MANNER WHICH WILL PRODUCE A SMOOTH AND UNIFORM APPEARANCE WITHOUT RUBBING
OR PLASTERING, EXPOSED EDGES OF 90 DEGREES OR LESS ARE TO BE CHAMFERED 3/4".
THE FABRICATOR SHALL STENCIL THE FABRICATOR'S NAME, DATE OF FABRICATION, BRIDGE NUMBER AND PIECE MARK AT LOCATION
SHOWN ON ALL DESIGNATED PIECES.
THE FABRICATOR SHALL BE RESPONSIBLE FOR LOADING AND PROPERLY SECURING ALL PRECAST MEMBERS FOR SHIPMENT. ALL
CONCRETE COMPONENTS SHALL BE INSPECTED, BY THE BASE, AT THE FABRICATOR'S PLANT PRIOR TO SHIPMENT.
PRECAST PRESTRESSED BOX GIRDERS:
COMPRESSIVE STRENGTH OF CONCRETE SHALL NOT BE LESS THAN 6,000 PSI (UNLESS OTHERWISE SPECIFIED) AT TRANSFER OF
PRESTRESSING FORCE AND 7,500 PSI IN 28 DAYS.
CURBS ARE NOT TO BE CAST ON THE GIRDERS UNTIL AFTER RELEASE OF PRESTRESSING FORCE.
MAXIMUM SIZE OF COARSE AGGREGATE SHALL BE 3/4".
THE WATER CEMENT RATIO SHALL BE 0.40 MAXIMUM.
ALL PRESTRESSING STRANDS SHALL BE 0:3 DIA., 7 WIRE UNCOATED, LOW RELAXATION, WITH MINIMUM f's = 270,000 psi AND
OTHERWISE MEETING THE REQUIREMENTS OF CURRENT A.S.T.M. A416.
INITIAL PRESTRESS SHALL BE .75 f's = 30,980 LBS PER STRAND.
NON -PRESTRESSED REINFORCEMENT SHALL BE DEFORMED BARS OF NEW BILLET STEEL CONFORMING TO A.S.T.M. A615 GRADE 60.
REINFORCING BAR CHAIR SUPPORTS SHALL NOT BE USED; REINFORCING BARS SHALL BE TIED TO THE PRESTRESSING STRANDS.
VOID FORMS SHALL NOT BE TIED TO OR SUPPORTED BY THE PRESTRESSING STRANDS. ALL VOID FORMS ARE TO BE REMOVED PRIOR TO
SHIPMENT.
CHAMFER EDGES 3/4" X 3/4$$.
PRESTRESSED CONCRETE BOX GIRDERS ARE DESIGNED FOR 0 PSI TENSION IN THE PRECOMPRESSED TENSILE ZONE UNDER ALL LOADING
CONDITIONS.
PRESTRESSED CONCRETE BEAMS SHALL CONTAIN CALCIUM NITRITE CORROSION INHIBITOR.
PRECAST PRESTRESSED PILES:
PRESTRESSED CONCRETE PILES SHALL CONTAIN CALCIUM NITRITE CORROSION INHIBITOR.
DISCLOSURE OF INFORMATION
SYM
REINFORCING STEEL
REVISIONS
ALL BAR SUPPORTS USED IN THE (CURBS, BENTS) AND ALL INCIDENTAL REINFORCING STEEL SHALL BE EPDXY COATED IN ACCORDANCE
WITH THE NCDOT STANDARD SPECIFICATIONS.
REINFORCING BARS STEEL FOR CONCRETE SUBSTRUCTURE SHALL BE NEW BILLET STEEL CONFORMING TO ASTM SPECIFICATION LISTED IN
AREMA CHAPTER 8, PART 1, SECTION 1.6.3.1.
REINFORCING BARS SHALL MEET THE LAP REQUIREMENTS OF AREMA CHAPTER 8 CONCRETE STRUCTURES, SECTION 2.14 AND 2.22.3 FOR
A CLASS C SPLICE.
ALL BENT REINFORCING BARS SHALL BE BENT AROUND A PIN HAVING A DIAMETER NOT LESS THAN SIX TIMES THE DIAMETER OF THE BAR
FOR #3 THROUGH #8 BARS AND EIGHT TIMES BAR DIA. FOR #9 THROUGH #11 BARS IN ACCORDANCE WITH AREMA CHAPTER 8, PART 2,
SECTION 2.4.2.
ALL DIMENSIONS FOR REINFORCING BARS REFER TO THE CENTERLINE OF BAR EXCEPT BENDING DETAIL DIMENSIONS ARE OUT TO OUT OF
BARS.
THE MINIMUM CLEAR DISTANCE FROM THE REINFORCING STEEL TO SURFACE OF THE CONCRETE SHALL BE IN ACCORDANCE WITH AREMA
CHAPTER 8 CONCRETE STUCTURES, SECTION 2.6.1 MINIMUM CONCRETE COVER.
FABRICATION, BENDING, AND PLACEMENT OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH CURRENT AREMA GUIDELINES FOR
CONCRETE STRUCTURES AND FOUNDATIONS.
GROUT
GROUT SPECIFICATION SHALL BE APPROVED BY THE CONTRACTING OFFICER PRIOR TO USE.
IA/F-I F)IKI _
ALL WELDING SHALL BE IN ACCORDANCE WITH CURRENT AREMA, SPECIFICATIONS AND THE PROJECT SPECIFICATIONS, WELDING TO BE IN
ACCORDANCE WITH AMERICAN WELDING SOCIETY STRUCTURAL WELDING CODE D1.5, CURRENT ISSUE. ALL WELDS TO BE CONTINUOUS
UNLESS OTHERWISE SHOWN. ALL WELDERS ARE TO BE QUALIFIED IN ACCORDANCE WITH AWS STRUCTUAL WELDING CODE OR OTHER
REGULATIONS MEETING WITH THE APPROVAL OF THE CONTRACTING OFFICER. ALL FIELD WELDS TO BE MADE WITH E7018 LOW HYDROGEN ELECTRODES
WITH ON-SITE PROTECTION AND USE OF ELECTRODE HEATING UNITS PER CURRENT AWS SPECIFICATIONS.
SPECIAL NOTES:
GENERALLY, IN CASE OF DISCREPANCY, THIS STANDARD SHEET OF NOTES SHALL GOVERN OVER THE SPECIFICATIONS, BUT THE
REMAINDER OF THE PLANS SHALL GOVERN OVER NOTES HEREON.
STIRRUPS IN CAP MAY BE SHIFTED AS NECESSARY TO CLEAR ANCHOR BOLTS. THE TOP SURFACE AREAS OF THE CAPS
SHALL BE CURED IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS EXCEPT THE MEMBRANE CURING. COMPOUND METHOD SHALL
NOT BE USED.
EPDXY COAT THE END BENT CAP AFTER ADJUSTMENTS ARE MADE TO BEARINGS AND ANCHOR BOLTS ARE GROUTED.
THE CONTRACTOR SHALL DETERMINE THE PILE LENGTH SUCH THAT THE FINAL TOP AND TIP ELEVATIONS WILL BE AS INDICATED.
WORK ON END BENTS SHALL NOT BE STARTED UNTIL APPROACH ROCK EMBANKMENT AND CORE MATERIAL IN THE AREA OF END BENTS
PILES HAVE BEEN PLACED.
LONGITUDINAL STEEL MAY BE SHIFTED SLIGHTLY, AS NECESSARY, TO AVOID INTERFERENCE WITH STIRRUPS IN PRESTRESSED CONCRETE
GIRDERS. DURING THE JOINT INSTALLATION PROCEDURE, THE JOINT AND SURROUNDING AREA SHALL BE KEPT CLEAN AND FREE OF
DEBRIS.
ELASTOMER IN ALL BEARINGS SHALL BE 60 DUROMETER HARDNESS.
THE CONTRACTOR HAS THE OPTION TO PROVIDE, AT NO ADDITIONAL COST TO THE BASE,_2 ADDITIONAL STRANDS AT THE TOP OF THE
GIRDER TO FACILITATE TYING OF THE REINFORCING STEEL. THESE STRANDS SHALL BE PULLED TO A LOAD OF 4500 LBS..
THE CONTRACTOR SHALL COMPLY AS FOLLOWS:
A. THE CONTRACTOR SHALL NOT RELEASE TO ANYONE OUTSIDE THE CONTRACTOR'S ORGANIZATION
ANY UNCLASSIFIED INFORMATION, REGARDLESS OF THE MEDIUM (E.G. FILM, TAPE, DOCUMENT),
PERTAINING TO ANY PART OF THIS CONTRACT OR ANY PROGRAM RELATED TO THIS CONTRACT, UNLESS
1. THE CONTRACTING OFFICER HAS GIVEN PRIOR WRITTEN APPROVAL; OR
2. THE INFORMATION IS OTHERWISE IN THE PUBLIC DOMAIN BEFORE THE DATE OF RELEASE.
B. REQUESTS FOR APPROVAL SHALL IDENTIFY THE SPECIFIC INFORMATION TO BE RELEASED, THE
MEDIUM TO BE USED, AND THE PURPOSE FOR THE RELEASE. THE CONTRACTOR SHALL SUBMIT ITS
REQUEST TO THE CONTRACTING OFFICER AT LEAST 45 DAYS BEFORE THE PROPOSED DATE OF
RELEASE.
C. THE CONTRACTOR AGREES TO INCLUDE A SIMILAR REQUIREMENT IN EACH SUBCONTRACT UNDER
THIS CONTRACT. SUBCONTRACTORS SHALL SUBMIT REQUESTS FOR AUTHORIZATION TO RELEASE
THROUGH THE PRIME CONTRACTOR TO THE CONTRACTING OFFICER.
4
amec
foster
wheeler
AE PROJECT
17022
90% SUBMITTAL
DATE APPROVED
S-1
AVOLIS ENGINEERING, P.A. LIGENbENU. U-U/Ub DEPARTMENT OF THE NAVY NAVAL FACILITIES ENGINEERING COMMAND
P.O. BOX
NEW BERNN,,NC
28561 ,,,� . MARINE CORPS BASE
C
PH.[phone] CAMP LEJEUNE, NORTH CAROLINA
DES. CRS REPAIR RAILROAD TRESTLE, S881
DR. AGG MARINE CORPS BASE CAMP LEJEUNE
CHK.
SUBMITTED BY:
DESIGN DIR. GENERAL NOTES
APPROVED: PWO OR OICC DATE SIZE CODE (DENT. NO NAVFAC DRAWING NO.
F 80091
SATISFACTORY TO: DATE
CONSTR. CONTR. NO. N40085 -17-B-0037
SCALE: NOTED I SPEC. 05-17-0037 SHEET 07 OF 27

E
U)
Q)
a
0
0
cn
I
U)
i
U)
U
i
0
i
0
0
41
U
N
O
L-
n
0
i
0
00
co
U)
C14 N C
\ Lo
N �
N
1'-5"
1'-5"
I
1'-0»
DO
Z_
Z_
Q0
I
O
REQUIRED
I
Z
W
DO
Z
PILE CAP, TYP.
F.F. OF BACKWALL
N
1'-0»
Z_
Z_
Z_
1 »-6„
O
REQUIRED
,ie
Z
W
m m
Z
O
W
m
m
O
RESISTANCE PER
RESISTANCE PER
Pw
P
SUBSTRUCTURE
1 "-6"
TIP ELEVATION
00
1'-0"
5'-0"
1'-0»
Z_
Z_
11-611
1 »-6„
1'-0»
REQUIRED
,ie
Z
W
m m
m m
O
O
i
i
MINIMUM TIP
RESISTANCE PER
RESISTANCE PER
Pw
P
SUBSTRUCTURE
ELEVATION
TIP ELEVATION
00
ELEVATION
PILE
PILE
5'-0"
5'-0"
BRIDGE _
TRACK N
I
N
I
N
I
N
FOUNDATION LAYOUT
SCALE: 1 " = 5'-0"
PILE DATA TABLE
1'-0»
Z_
Z_
11-611
1 »-6„
1'-0»
REQUIRED
Z
W
Z
W
m m
m m
O
O
ESTIMATED PILE
i
5'-0"
BRIDGE _
TRACK N
I
N
I
N
I
N
FOUNDATION LAYOUT
SCALE: 1 " = 5'-0"
PILE DATA TABLE
1'-0»
00
NUMBER OF
11-611
1 »-6„
1'-0»
REQUIRED
DESIGN FACTORED
REQUIRED DRIVING
SUBSTRUCTURE UNIT
PILE TYPE AND SIZE
PILES PER
5'-0"
BRIDGE _
TRACK N
I
N
I
N
I
N
FOUNDATION LAYOUT
SCALE: 1 " = 5'-0"
PILE DATA TABLE
00
NUMBER OF
i00
00
REQUIRED
DESIGN FACTORED
REQUIRED DRIVING
SUBSTRUCTURE UNIT
PILE TYPE AND SIZE
PILES PER
BOTTOM OF CAP
ESTIMATED PILE
i
MINIMUM TIP
RESISTANCE PER
RESISTANCE PER
P
SUBSTRUCTURE
ELEVATION
TIP ELEVATION
00
ELEVATION
5'-0"
BRIDGE _
TRACK N
I
N
I
N
I
N
FOUNDATION LAYOUT
SCALE: 1 " = 5'-0"
PILE DATA TABLE
00
NUMBER OF
i00
00
REQUIRED
DESIGN FACTORED
REQUIRED DRIVING
SUBSTRUCTURE UNIT
PILE TYPE AND SIZE
PILES PER
BOTTOM OF CAP
ESTIMATED PILE
* ESTIMATED
MINIMUM TIP
RESISTANCE PER
RESISTANCE PER
SUBSTRUCTURE
ELEVATION
TIP ELEVATION
LENGTH OF PILE
ELEVATION
PILE
PILE
UNIT
FT
FT
FT
FT
TONS
TONS
END BENT 1
HP 12X53 STEEL PILES
10
6.60
—58
65
NA
70
155
WITH STEEL POINTS
16" X 16"
BENT 1
PRESTRESSED CONCRETE
10
6.58
—40
48
—40
75
195
PILES WITH STEEL TIPS
16" X 16"
BENT 2
PRESTRESSED CONCRETE
10
6.54
—39
47
—39
90
195
PILES WITH STEEL TIPS
16" X 16"
BENT 3
PRESTRESSED CONCRETE
10
6.50
—39
47
—39
90
195
PILES WITH STEEL TIPS
HP 12X53 STEEL PILES
END BENT 2
WITH STEEL POINTS
10
6.46
—58
65
NA
90
155
* ESTIMATED LENGTH OF PILE INCLUDES ONE FOOT EMBEDMENT INTO INTERIOR BENT CAPS, AND ONE FOOT INTO END BENT CAPS.
5'-0"
NOTES:
------ ---- --
Q0
I
1. FOR PILES, SEE SECTION 450 OF THE NCDOT STANDARD
SPECIFICATIONS. PILES AT END BENTS NO. 1 AND 2 ARE DESIGNED
FOR A FACTORED RESISTANCE OF 70 AND 90 TONS PER PILE,
RESPECTIVELY.
2. DRIVE PILES AT END BENTS NO. 1 AND 2 TO A REQUIRED DRIVING
RESISTANCE OF 115 AND 150 TONS PER PILE, RESPECTIVELY.
3. PILES AT BENT NO. 1 ARE DESIGNED FOR A FACTORED RESISTANCE
OF 75 TONS PER PILE.
4. PILES AT BENTS NO. 2 AND 3 ARE DESIGNED FOR A FACTORED
RESISTANCE OF 90 TONS PER PILE.
5. DRIVE PILES AT BENT NO. 1 TO A REQUIRED DRIVING RESISTANCE
OF 155 TONS PER PILE. THIS REQUIRED DRIVING RESISTANCE
INCLUDES ADDITIONAL RESISTANCE FOR SCOUR.
6. DRIVE PILES AT BENTS NO. 2 AND 3 TO A REQUIRED DRIVING
RESISTANCE OF 195 TONS PER PILE. THIS REQUIRED DRIVING
RESISTANCE INCLUDES ADDITIONAL RESISTANCE FOR SCOUR.
7. STEEL H—PILE POINTS ARE REQUIRED FOR STEEL H—PILES AT END
BENTS NO. 1 AND 2. FOR STEEL PILE POINTS, SEE SECTION 450 OF
THE NCDOT STANDARD SPECIFICATIONS.
8. STEEL PILE TIPS ARE REQUIRED FOR PRESTRESSED CONCRETE PILES
AT BENTS NO. 1, 2, AND 3. FOR STEEL PILE TIPS, SEE SECTION
450 OF THE NCDOT STANDARD SPECIFICATIONS.
9. THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH "HEC
18 — EVALUATING SCOUT AT BRIDGES."
10. THE SCOUR CRITICAL ELEVATIONS FOR BENTS NO. 1, 2, AND 3 ARE
ELEVATION —11, —19, AND —19 FT, RESPECTIVELY. SCOUR CRITICAL
ELEVATIONS ARE USED TO MONITOR POSSIBLE SCOUR PROBLEMS
DURING THE LIFE OF THE STRUCTURE.
11.IT HAS BEEN ESTIMATED THAT A HAMMER WITH AN EQUIVALENT RATED
ENERGY IN THE RANGE OF 30 TO 45 FT—KIPS PER BLOW WILL BE
REQUIRED TO DRIVE PILES AT END BENTS NO. 1 AND 2, AND BENTS
NO. 1, 2, AND 3. THIS ESTIMATED ENERGY RANGE DOES NOT
RELEASE THE CONTRACTOR FROM PROVIDING DRIVING EQUIPMENT IN
ACCORDANCE WITH SUBARTICLE 450-3(D) (2) OF THE NCDOT
STANDARD SPECIFICATIONS.
12. TESTING THE FIRST PRODUCTION PILE AT END BENT NO. 2 WITH THE
PDA DURING DRIVING, RESTRIKING OR REDRIVING IS REQUIRED. FOR
PDA TESTING, SEE SECTION 450 OF THE NCDOT STANDARD
SPECIFICATIONS.
13. TESTING THE FIRST PRODUCTION PILE AT BENTS NO. 2 OR 3 WITH
THE PDA DURING DRIVING, RESTRIKING OR REDRIVING IS REQUIRED.
FOR PDA TESTING, SEE SECTION 450 OF THE NCDOT STANDARD
SPECIFICATIONS.
1'-5i"
I
co
00
i00
00
5'-0"
NOTES:
------ ---- --
Q0
I
1. FOR PILES, SEE SECTION 450 OF THE NCDOT STANDARD
SPECIFICATIONS. PILES AT END BENTS NO. 1 AND 2 ARE DESIGNED
FOR A FACTORED RESISTANCE OF 70 AND 90 TONS PER PILE,
RESPECTIVELY.
2. DRIVE PILES AT END BENTS NO. 1 AND 2 TO A REQUIRED DRIVING
RESISTANCE OF 115 AND 150 TONS PER PILE, RESPECTIVELY.
3. PILES AT BENT NO. 1 ARE DESIGNED FOR A FACTORED RESISTANCE
OF 75 TONS PER PILE.
4. PILES AT BENTS NO. 2 AND 3 ARE DESIGNED FOR A FACTORED
RESISTANCE OF 90 TONS PER PILE.
5. DRIVE PILES AT BENT NO. 1 TO A REQUIRED DRIVING RESISTANCE
OF 155 TONS PER PILE. THIS REQUIRED DRIVING RESISTANCE
INCLUDES ADDITIONAL RESISTANCE FOR SCOUR.
6. DRIVE PILES AT BENTS NO. 2 AND 3 TO A REQUIRED DRIVING
RESISTANCE OF 195 TONS PER PILE. THIS REQUIRED DRIVING
RESISTANCE INCLUDES ADDITIONAL RESISTANCE FOR SCOUR.
7. STEEL H—PILE POINTS ARE REQUIRED FOR STEEL H—PILES AT END
BENTS NO. 1 AND 2. FOR STEEL PILE POINTS, SEE SECTION 450 OF
THE NCDOT STANDARD SPECIFICATIONS.
8. STEEL PILE TIPS ARE REQUIRED FOR PRESTRESSED CONCRETE PILES
AT BENTS NO. 1, 2, AND 3. FOR STEEL PILE TIPS, SEE SECTION
450 OF THE NCDOT STANDARD SPECIFICATIONS.
9. THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH "HEC
18 — EVALUATING SCOUT AT BRIDGES."
10. THE SCOUR CRITICAL ELEVATIONS FOR BENTS NO. 1, 2, AND 3 ARE
ELEVATION —11, —19, AND —19 FT, RESPECTIVELY. SCOUR CRITICAL
ELEVATIONS ARE USED TO MONITOR POSSIBLE SCOUR PROBLEMS
DURING THE LIFE OF THE STRUCTURE.
11.IT HAS BEEN ESTIMATED THAT A HAMMER WITH AN EQUIVALENT RATED
ENERGY IN THE RANGE OF 30 TO 45 FT—KIPS PER BLOW WILL BE
REQUIRED TO DRIVE PILES AT END BENTS NO. 1 AND 2, AND BENTS
NO. 1, 2, AND 3. THIS ESTIMATED ENERGY RANGE DOES NOT
RELEASE THE CONTRACTOR FROM PROVIDING DRIVING EQUIPMENT IN
ACCORDANCE WITH SUBARTICLE 450-3(D) (2) OF THE NCDOT
STANDARD SPECIFICATIONS.
12. TESTING THE FIRST PRODUCTION PILE AT END BENT NO. 2 WITH THE
PDA DURING DRIVING, RESTRIKING OR REDRIVING IS REQUIRED. FOR
PDA TESTING, SEE SECTION 450 OF THE NCDOT STANDARD
SPECIFICATIONS.
13. TESTING THE FIRST PRODUCTION PILE AT BENTS NO. 2 OR 3 WITH
THE PDA DURING DRIVING, RESTRIKING OR REDRIVING IS REQUIRED.
FOR PDA TESTING, SEE SECTION 450 OF THE NCDOT STANDARD
SPECIFICATIONS.
1'-5i"
I
co
00
I
00
PILE CAP,—/
TYP.
F.F. 01
BAC KWALI

TOTAL BIFF OF MATERIAL - FOR INFORMATION ONLY
LOCATION
FOUNDATION
EXCAVATION
CLASS "AA"
CONCRETE
BALLAST
BACKFILL
EPDXY
COATED
REINF.
STEEL
ELASTOMERIC
BEARING PADS
A
ELASTOMERIC
BEARING PADS
B
PRESTRESSED
CONCRETE
BOX BEAMS
HP12x53
STEEL PILES
16" SQUARE
PRESTRESSED
CONCRETE
PILES
STEEL
PDA
TESTING
WATERPROOFING
WALKWAY
STEEL PILE
POINTS
RIP RAP
CLASS II
(2, -0 THICK)
GEOTEXTILE
FOR DRAINAGE
CU. YDS.
CU. YDS.
TONS.
TON
LBS.
EACH
EACH
NO.
L. F.
NO.
L. F.
NO.
L. F.
LBS.
EACH
SQ. YDS.
EACH
EACH
TON
SQ. YDS.
SUPERSTRUCTURE
-
-
94
-
215
-
-
12
356.0000
-
-
-
-
3777
-
218.0000
129
-
-
-
END BENT 1
59.0000
16.4000
-
69.0000
4689
4
2
-
-
12
690
-
-
286
1
-
-
12
150
162
INTERIOR BENT 1
-
9.8000
-
-
2396
8
4
-
-
-
-
10
480
-
1
-
-
-
-
INTERIOR BENT 2
-
9.8000
-
-
2396
8
4
-
-
-
-
10
470
-
-
-
-
-
-
INTERIOR BENT 3
-
9.8000
-
-
2396
8
4
-
-
-
-
10
470
-
-
-
-
-
-
END BENT 2
61.0000
16.4000
-
69.0000
4689
4
2
-
-
12
690
-
-
286
-
-
-
12
150
163
TOTAL
120
62.2000
94
138.0000
16781
32
16
12
356
24
1380
30
1420
4349
2
218
129
24
300
325
NOTES:
1. THE QUANTITIES ON THE PLANS HAVE BEEN INCLUDED FOR
INFORMATION ONLY. THE CONTRACTOR SHALL HAVE NO CLAIM
AGAINST THE BASE FOR VARIANCES IN THE QUANTITIES.
BENCH MARK:
TBM: MAG NAIL STA. 0+00.00 TBM, EL. 13.86'
A- 110
LAYOUT POINT i —
MAG NAIL SET I
N: 373495.4602 /
E: 2549816.4826
ELEV=13.86' (AS SURVEYED)
- - - - - - — - — - — - — - — - — - — - — -— RAILROAD STA=0+00.00 _-------
--------------------- �--------------------------------------------------------------
PROPOSED
BRIDGE
00
0 Q
m
O
O �
00.90
%
B1
LOCATION SKETCH
SCALE: 1" = 20'-0"
PROPOSED BRIDGE
STA. 1+07.28
---------------------�--___------ ------ ------------ ------ ------ ------ ------ ------ ------ ------ ----
ELEV=14.11' (AS SURVEYED)
STA. 2+14.86

Q
0
U)
i
i
U)
H
L
n
O
O
00
0 Q
U)
C
W1
EXISTING END BENT 1
1 1 V_7"
EXISTING END BENT 10
EXISTING END BENT 1
CUT PILES AT
STREAMBED (NP.)
ELEVATION
1 1 7'_7"
EXISTING END BENT 10
STEEL CHANNEL
DIAPHRAM (TYP)
12-14"
DIA.
3ED OR 1' 32"x12"
NATURAL TIMBER
LINE BRACE (NP.)
OVERALL
EXISTING BRIDGE LENGTH
OVERALL EXISTING BRIDGE LENGTH
BENT 2 BENT 3
13'-0" „ BENT 2 12'-6" BENT 3 12'-6"
BENT 4 11,_7" BENT 5 12'-3" BENT 6
BENT 7
12'-6"
BENT 8 BENT 9 13'-0"
12'-6" 12'-6"
BENT 8 BENT 9
SPAN 1
SPAN 2
SPAN 3
„
13 —0 12 —6 12 —6
SPAN 4
SPAN 5
12 —3
SPAN 6
„
12 —6 12 —6 13 —0
SPAN 7
SPAN 8
SPAN 9
SPAN 1
SPAN 2
SPAN 3
SPAN 4
SPAN 5
SPAN 6
SPAN 7
SPAN
8
SPAN 9
12"x12" TIMBER
BENTX
CAP (TYP)
6x40 STEEL
BEAM
euf Pill
EXISTIN,
°
STREAM
BELOW
(1
(1
p
O
3 2"x12" TIMBER
GROUN[
CROSS BRACING
EXISTING
12" 0 TIMBER PILES
STREAMBED
(TYP.)
CD
EXISTING END BENT 1
CUT PILES AT
STREAMBED (NP.)
ELEVATION
1 1 7'_7"
EXISTING END BENT 10
STEEL CHANNEL
DIAPHRAM (TYP)
12-14"
DIA.
3ED OR 1' 32"x12"
NATURAL TIMBER
LINE BRACE (NP.)
8"x8" TIMBER RAIL TIES @ 14" O.C.\\_12"X12" TIMBER CAPS
NOT SHOWN PAST THIS POINT FOR CLARITY (TYP)
EDGE OF CHANNEL
\\-6"H X 8"W TIMBER
CURB (TYP)
PLAN
\_ TRAIN RAILS (NP.)
12" DIA TIMBER PILES (TYP)�
NUMBER OF PILES VARIES
EDGE OF CHANNEL
EXISTING BRIDGE
TO BE REMOVED
0
C
r
0
C
D
11'-4"
OUT TO OUT
10'-0"
CURB TO CURB
TIMBER CURB
8"x8" TIMBER
RAILROAD TIES
W16 x 40 STEEL BEAM (TYP)
PILE CAP 12"Hx12"W
(TYP)
32"x12" TIMBER
BRACING BETWEEN
BENTS (TYP.)
EXISTING STREAMBED
PILE SPACING AND NUMBER VARIES FROM BENT TO BENT
5-8 PILES SPACED @ 24-30"
VCTI O N
NOTES:
CUT PILES AT EXISTING
STREAMBED OR 1' BELOW
NATURAL GROUND LINE
1. REMOVAL OF THE EXISTING BRIDGE SHALL BE PERFORMED IN A MANNER THAT
PREVENTS DEBRIS FROM FALLING INTO THE WATER. THE CONTRACTOR SHALL
SUBMIT DEMOLITION PLANS FOR REVIEW AND REMOVE THE BRIDGE IN ACCORDANCE
WITH SPECIFICATION SECTION 02 41 00.
2. THE SUBSTRUCTURE OF THE EXISTING BRIDGE INDICATED ON THE PLANS IS FROM
THE BEST INFORMATION AVAILABLE. THIS INFORMATION IS SHOWN FOR THE
CONVENIENCE OF THE CONTRACTOR. THE CONTRACTOR SHALL HAVE NO CLAIM
WHATSOEVER FOR ANY DELAYS OR ADDITIONAL COST INCURRED BASED ON
DIFFERENCES BETWEEN THE EXISTING BRIDGE SUBSTRUCTURE SHOWN ON THE PLANS
AND THE ACTUAL CONDITIONS AT THE PROJECT SITE.
3. THE USE OF A TEMPORARY CAUSEWAY OR WORK BRIDGE IS NOT PERMITTED.
4. THE EXISTING PILES AND TIMBERS CONSIST OF CREOSOTE AND PRESSURE TREATED
TIMBER. THESE ARE CONSIDERED HAZARDOUS MATERIAL AND SHALL BE HANDLED
AND DISPOSED OF IN ACCORDANCE WITH SPECIFICATION SECTION 02 41 00.
5. NO SALVAGE.
6. SEE RAIL NOTES 1 THRU 3 ON SHEET S-1.
OVERALL
EXISTING BRIDGE LENGTH
BENT 2 BENT 3
BENT 4
BENT 5
BENT 6
BENT 7
BENT 8 BENT 9
„
13 —0 12 —6 12 —6
11 —7
12 —3
12 —6
„
12 —6 12 —6 13 —0
SPAN 1
SPAN 2
SPAN 3
SPAN 4
SPAN 5
SPAN 6
SPAN 7
SPAN
8
SPAN 9
(1
(1
p
O
CD
(1
`
8"x8" TIMBER RAIL TIES @ 14" O.C.\\_12"X12" TIMBER CAPS
NOT SHOWN PAST THIS POINT FOR CLARITY (TYP)
EDGE OF CHANNEL
\\-6"H X 8"W TIMBER
CURB (TYP)
PLAN
\_ TRAIN RAILS (NP.)
12" DIA TIMBER PILES (TYP)�
NUMBER OF PILES VARIES
EDGE OF CHANNEL
EXISTING BRIDGE
TO BE REMOVED
0
C
r
0
C
D
11'-4"
OUT TO OUT
10'-0"
CURB TO CURB
TIMBER CURB
8"x8" TIMBER
RAILROAD TIES
W16 x 40 STEEL BEAM (TYP)
PILE CAP 12"Hx12"W
(TYP)
32"x12" TIMBER
BRACING BETWEEN
BENTS (TYP.)
EXISTING STREAMBED
PILE SPACING AND NUMBER VARIES FROM BENT TO BENT
5-8 PILES SPACED @ 24-30"
VCTI O N
NOTES:
CUT PILES AT EXISTING
STREAMBED OR 1' BELOW
NATURAL GROUND LINE
1. REMOVAL OF THE EXISTING BRIDGE SHALL BE PERFORMED IN A MANNER THAT
PREVENTS DEBRIS FROM FALLING INTO THE WATER. THE CONTRACTOR SHALL
SUBMIT DEMOLITION PLANS FOR REVIEW AND REMOVE THE BRIDGE IN ACCORDANCE
WITH SPECIFICATION SECTION 02 41 00.
2. THE SUBSTRUCTURE OF THE EXISTING BRIDGE INDICATED ON THE PLANS IS FROM
THE BEST INFORMATION AVAILABLE. THIS INFORMATION IS SHOWN FOR THE
CONVENIENCE OF THE CONTRACTOR. THE CONTRACTOR SHALL HAVE NO CLAIM
WHATSOEVER FOR ANY DELAYS OR ADDITIONAL COST INCURRED BASED ON
DIFFERENCES BETWEEN THE EXISTING BRIDGE SUBSTRUCTURE SHOWN ON THE PLANS
AND THE ACTUAL CONDITIONS AT THE PROJECT SITE.
3. THE USE OF A TEMPORARY CAUSEWAY OR WORK BRIDGE IS NOT PERMITTED.
4. THE EXISTING PILES AND TIMBERS CONSIST OF CREOSOTE AND PRESSURE TREATED
TIMBER. THESE ARE CONSIDERED HAZARDOUS MATERIAL AND SHALL BE HANDLED
AND DISPOSED OF IN ACCORDANCE WITH SPECIFICATION SECTION 02 41 00.
5. NO SALVAGE.
6. SEE RAIL NOTES 1 THRU 3 ON SHEET S-1.

0 Tr -)Ani/
PROPOSED TYPICAL SECTION AT END BENT AND PIERS
SCALE: 1" = 1'0"
AW,
cn
a�
cn
/
cn
C
U
N
ME
r�
O
9'
QST
(TYP.)
x 5'-4"
MESSED
ETE BOX
Z (TYP.)
CURB (TYP.)
C Tnnnii
PROPOSED TYPICAL SECTION AT MID SPAN
SCALE: 1" = 1'0"
12" x 9"
PRECAST
CURB (TYP.)
2'-9" x 5'-4"
PRESTRESSED
CONCRETE BOX
GIRDER (TYP.)

1„ 111
CURB LENGTH R'-7" 2 W—R" 2 R'-7"
PLAN (OMIT CURB ON INTERIOR BOX GIRDER)
1q'-11" SPAN IFNrTH
0
0
N
cn
cn
/
cn
C
III
U
N
ME
r�
O
00
co
co
00 Q
CO
r�
O
11
a
3" CLEAR FOR DI
BALLAST CURB - CAST -IN-PLACE
AFTER STRANDS ARE CUT.
H2/H4 SI TIE S2 BARS TO SI BARS
HI I" CHAMFER (TYPICAL)
+ + +
++
L11" Clear for Bar H1
3" x 3" Typo
12" CLEAR FOR BAR S2
S2 SI S2
.i+ + + + 22" CLEAR FOR BAR S1
I I I _L L _J_ _J_ _J_ I I I _J_ -L -L
4.--- 21" CLEAR FOR BAR S1 I " DRIP NOTCH
11 " 3'-6" VOID 11 "
5'-4"
SECTION REINFORCEMENT
BOX OUT 2"X2" AT ENDS OF ALL STRANDS
REMOVE STRANDS TO BASE OF RECESS
FILL VOID WITH EPDXY GROUT
5" 4" 23 @ 2"=3'-10" 4" 5"
5'-4"
SECTION STRAND PATTERN - INTERIOR BEAM
26 TOTAL STRANDS
Q
B
TYPE
ALL BARS TO CONFORM TO ACI CODE OF STANDARD
PRACTICE FOR DETAILING REINFORCING MATERIAL
3"
9» g2„ 9„
1 TYPE 2
QUANTITY
SIZE
LENGTH
MARK
TYPE
A
B
ESTIMATED
WEIGHT
86
#5
8'-42"
S1
1
1'-10
4'-10
751
12
#5
3'-2
S2
1
54"
2'-4
40
27
#5
4'-10
H1
STR.
136
4
#3
2'-10
E1
1
1'-0
10"
4
ADDITIONAL
REINFORCING
STEEL FOR CURB ON
EXTERIOR GIRDER
28
#5
2'-0
D1
STR.
58
6
#5
6'-2
H2
STR.
39
8
#3
2'-6
H3
2
8
BILL
OF MATERIALS
INTERIOR BOX
EXTERIOR BOX
EPDXY COATED
REINFORCEMENT
931 LBS.
1036 LBS.
7,500 psi CONCRETE
6.8 CY
7.3 CY
LOW—LAX 270K
STRANDS
26
24
LIFTING
WEGHT
14.3 TONS
15.5 TONS
BOX OUT 2"X2" AT ENDS OF ALL STRANDS
REMOVE STRANDS TO BASE OF RECESS
FILL VOID WITH EPDXY GROUT
6 10- I__
ISI �� 6
11
N N
20 18
5" 14"
23 @ 2"=S-10"
5'-4"
4" 1 5"
SECTION STRAND PATTERN - EXTERIOR BEAM
24 TOTAL STRANDS
NOTES:
1. DESIGN MATERIAL AND CONSTRUCTION OF PRESTRESSED CONCRETE BOX
GIRDERS SHALL BE IN ACCORDANCE WITH THE CURRENT A.R.E.M.A. MANUAL
FOR RAILWAY ENGINEERING, CHAPTER 8.
2. COMPRESSIVE STRENGTH OF CONCRETE SHALL NOT BE LESS THAN 6,000
PSI AT TRANSFER OF PRESTRESSING FORCE AND 7,500 PSI IN 28 DAYS.
3. COMPRESSIVE STRENGTH OF CURB CONCRETE SHALL NOT BE LESS THAN
7,500 PSI IN 28 DAYS.
4. CURBS ARE NOT TO BE CAST ON THE GIRDERS UNTIL AFTER RELEASE OF
PRESTRESSING FORCE.
5. PRESTRESSED CONCRETE BEAMS SHALL CONTAIN CALCIUM NITRITE
CORROSION INHIBITOR.
6. MAXIMUM SIZE OF COARSE AGGREGATE SHALL BE 3/ INCH.
7. THE WATER CEMENT RATIO SHALL BE 0.40.
8. ALL PRESTRESSING STRANDS SHALL BE Y" DIAMETER, 7 WIRE UNCOATED,
LOW RELAXATION WITH MINIMUM f's = 270,000 PSI AND OTHERWISE
MEETING THE REQUIREMENTS OF CURRENT A.S.T.M. A416.
9. INITIAL PRESTRESS SHALL BE .75 f's = 30,980 LBS. PER STRAND.
10. NON—PRESTRESSED REINFORCEMENT SHALL BE DEFORMED BARS OF NEW
BILLET STEEL CONFORMING TO A.S.T.M. A615 GRADE 60.
11. REINFORCING BAR CHAIR SUPPORTS SHALL NOT BE USED; REINFORCING
BARS SHALL BE TIED TO THE PRESTRESSING STRANDS.
12. VOID FORMS SHALL NOT BE TIED TO OR SUPPORTED BY THE
PRESTRESSING STRANDS. ALL VOID FORMS ARE TO BE REMOVED PRIOR TO
SHIPMENT.
13. TAPERED EXTRACTABLE VOID FORMS MAY BE USED. TAPER NOT TO EXCEED
1 " IN 25 FEET. VOID DIMENSION AT END OF SPAN NOT TO EXCEED 43" x
20".
14. CHAMFER EDGES 4" x 4".
REQUIRED LIST
19'-11" EXTERIOR BOX GIRDERS
2
19'-11" INTERIOR BOX GIRDERS
1

AN
019
cn
cn
/
cn
a,
III
co
>
U
N
ME
r�
O
00
O
O
00 Q
CO
r�
O
1„ 1»
CURB LENGTH q'-4" 2 in 1— 9 11 2 q'-4"
PLAN (OMIT CURB ON INTERIOR BOX GIRDER)
9R'-11" SPAN IFNCTH
a
3" CLEAR FOR D1
BALLAST CURB -CAST-IN-PLACE AFTER
STRANDS ARE CUT.
_ DI
CDH2/H4 � SI /-- HI
12" Clear for Bar H1
0
3" x 3" Typo
N 12" CLEAR FOR BAR S2
S2 SI S2
+� �+ 4-4-4-4-++++4-4-4-4-+++++i+++
11"
2$" CLEAR FOR BAR S1
3'-6" VOID
5'-4"
SECTION REINFORCEMENT
TIE S2 BARS TO SI BARS
I" CHAMFER (TYPICAL)
22" CLEAR FOR BAR S1
4" 1 DRIP NOTCH
BOX OUT 2"X2" AT ENDS OF ALL STRANDS
REMOVE STRANDS TO BASE OF RECESS
FILL VOID WITH EPDXY GROUT
5" 4" 1 23 @ 2"=3'-10"
11 " 5,-4„
SECTION STRAND PATTERN – INTERIOR BEAM
50 TOTAL STRANDS
N
6
— —r4
14
26
N
4" 5"
BOX OUT 2"X2" AT ENDS OF ALL STRANDS
REMOVE STRANDS TO BASE OF RECESS
FILL VOID WITH EPDXY GROUT
5" 4" 23 Q 2"=3'-10" 4" 5"
5'-4"
SECTION STRAND PATTERN – EXTERIOR BEAM
28 TOTAL STRANDS
on
Q
B
TYPE
ALL BARS TO CONFORM TO ACI CODE OF
PRACTICE FOR DETAILING REINFORCING
1
STANDARD
MATERIAL
3"
9„ 9!" 9„
TYPE 2
QUANTITY
SIZE
LENGTH
MARK
TYPE
A
B
ESTIMATED
WEIGHT
136
#5
8'-42"
S1
1
1'-10
4'-10
1188
16
#5
3'-2
S2
1
54"
2'-4
53
42
#5
4'-10
H1
STR.
212
4
#3
2'-10
E1
1
1'-0
10"
4
ADDITIONAL
REINFORCING
STEEL FOR CURB ON EXTERIOR
GIRDER
40
#5
2'-0
D1
STR.
83
4
#5
8'-11
H2
STR.
37
12
#3
2'-6
H3
2
11
2
#5
9'-9
H4
STR.
20
BILL
OF MATERIALS
INTERIOR BOX
EXTERIOR BOX
EPDXY COATED
REINFORCEMENT
1457 LBS.
1608 LBS.
7,500 psi CONCRETE
9.7 CY
10.5 CY
LOW–LAX 270K
STRANDS
50
28
LIFTING
WEIGHT
20.9 TONS
22.5 TONS
REQUIRED LIST
28'-11" EXTERIOR BOX GIRDERS
2
28'-11" INTERIOR BOX GIRDERS
1
NOTES:
1. DESIGN MATERIAL AND CONSTRUCTION OF PRESTRESSED CONCRETE BOX GIRDERS SHALL
BE IN ACCORDANCE WITH THE CURRENT A.R.E.M.A. MANUAL FOR RAILWAY ENGINEERING,
CHAPTER 8.
2. COMPRESSIVE STRENGTH OF CONCRETE SHALL NOT BE LESS THAN 6,000 PSI AT
TRANSFER OF PRESTRESSING FORCE AND 7,500 PSI IN 28 DAYS.
3. COMPRESSIVE STRENGTH OF CURB CONCRETE SHALL NOT BE LESS THAN 7,500 PSI IN 28
DAYS.
4. CURBS ARE NOT TO BE CAST ON THE GIRDERS UNTIL AFTER RELEASE OF PRESTRESSING
FORCE.
� 0 m 4*41exce [41xI=:1�11640T Iwell] IIF.111w/L\to] Liz [111=1110►f1117110.1KIP1
6. MAXIMUM SIZE OF COARSE AGGREGATE SHALL BE Y4 INCH.
i
"' 7. THE WATER CEMENT RATIO SHALL BE 0.40.
8. ALL PRESTRESSING STRANDS SHALL BE %" DIAMETER, 7 WIRE UNCOATED, LOW
RELAXATION WITH MINIMUM f's = 270,000 PSI AND OTHERWISE MEETING THE
22 REQUIREMENTS OF CURRENT A.S.T.M. A416.
;Y, T 9. INITIAL PRESTRESS SHALL BE .75 f's = 30,980 LBS. PER STRAND.
10. NON–PRESTRESSED REINFORCEMENT SHALL BE DEFORMED BARS OF NEW BILLET STEEL
CONFORMING TO A.S.T.M. A615 GRADE 60.
11. REINFORCING BAR CHAIR SUPPORTS SHALL NOT BE USED; REINFORCING BARS SHALL BE
TIED TO THE PRESTRESSING STRANDS.
12. VOID FORMS SHALL NOT BE TIED TO OR SUPPORTED BY THE PRESTRESSING STRANDS.
ALL VOID FORMS ARE TO BE REMOVED PRIOR TO SHIPMENT.
13. TAPERED EXTRACTABLE VOID FORMS MAY BE USED. TAPER NOT TO EXCEED 1" IN 25
FEET. VOID DIMENSION AT END OF SPAN NOT TO EXCEED 43" x 20".
14. CHAMFER EDGES 4" x 4".

.z
cn
cn
/
cn
co
>
U
N
r�
O
i
Lc
CURB LENGTH
11'-7"
SCUPPERS
2'-102" 5'-10" 5'-10" 5'-10" 5'-10" 5'-10" 2'-102"
1
LENGTH
MARK
TYPE
H3 (2) TIE TO H2
A
CD0
ESTIMATED
WEIGHT
168#5
OMIT THIS LOOP ON EXTERIOR
9'-1
3" x 3" Typo
TYP. @ SCUPPER
2
2'-2
4'-9
1592
SECTION (TYP.)
+ + SI +I +
DI
H2
+ +
1
DI
4'-9
+ I + ++++++++++++++++++++ + +
. . . . . . . . . . . . . .
— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —
ADDITIONAL REINFORCING STEEL FOR CURB ON
EXTERIOR GIRDER
36
#5
2'-0
D1
2" DIA. HOLE
2'-0
75
OVER OF SCUPPERS (TYP.)
#5
11'-3
SI
1
11'-3
14 DIA. HOLE (TYP @ ENDS)
12
#3
3'-0
H3
3
LIFTING LOOPS (TYP.)
13
�
SIN
42
PLAN (OMIT CURB ON INTERIOR BOX GIRDER)
.U'-1 1 " SPAN I FNCTH
D
0
=s —u =j —u
3" CLEAR FOR D1
BALLAST CURB - CAST -IN-PLACE AFTER
STRANDS ARE CUT.
—H2 �S
CONST. JT.
H
4� 28" CLEAR FOR BAR S1
11" 3'-6" VOID 11"
5'-4"
SECTION REINFORCEMENT
I" CHAMFER (TYPICAL)
3" CLEAR
4" DRIP NOTCH
71 r\/ATI(\Kl
BOX OUT 211X211 AT ENDS OF ALL STRANDS
REMOVE STRANDS TO BASE OF RECESS
FILL VOID WITH EPDXY GROUT
vl 4*
5" 4" 1. 23 @ 2"=3'-10" 4) 5"
5-4"
SECTION STRAND PATTERN — INTERIOR BEAM
70 TOTAL STRANDS
N
6
4
4
Ni 26
N 26
BOX OUT 211X211 AT ENDS OF ALL STRANDS
REMOVE STRANDS TO BASE OF RECESS
FILL VOID WITH EPDXY GROUT
5"4" 23 @ 2"=3'-10" 4" 5"
5-4"
SECTION STRAND PATTERN —EXTERIOR BEAM
40 TOTAL STRANDS
T
N
N
HI
NOTES:
1. DESIGN MATERIAL AND CONSTRUCTION OF PRESTRESSED CONCRETE BOX
GIRDERS SHALL BE IN ACCORDANCE WITH THE CURRENT A.R.E.M.A. MANUAL
FOR RAILWAY ENGINEERING, CHAPTER 8.
2. COMPRESSIVE STRENGTH OF CONCRETE SHALL NOT BE LESS THAN 6,000
PSI AT TRANSFER OF PRESTRESSING FORCE AND 7,500 PSI IN 28 DAYS.
3. COMPRESSIVE STRENGTH OF CURB CONCRETE SHALL NOT BE LESS THAN
7,500 PSI IN 28 DAYS.
4. CURBS ARE NOT TO BE CAST ON THE GIRDERS UNTIL AFTER RELEASE OF
PRESTRESSING FORCE.
5. PRESTRESSED CONCRETE BEAMS SHALL CONTAIN CALCIUM NITRITE
CORROSION INHIBITOR.
6. MAXIMUM SIZE OF COARSE AGGREGATE SHALL BE % INCH.
7. THE WATER CEMENT RATIO SHALL BE 0.40.
8. ALL PRESTRESSING STRANDS SHALL BE %" DIAMETER, 7 WIRE UNCOATED,
LOW RELAXATION WITH MINIMUM f's = 270,000 PSI AND OTHERWISE MEETING
THE REQUIREMENTS OF CURRENT A.S.T.M. A416.
9. INITIAL PRESTRESS SHALL BE .75 f's = 30,980 LBS. PER STRAND.
10. NON—PRESTRESSED REINFORCEMENT SHALL BE DEFORMED BARS OF NEW
BILLET STEEL CONFORMING TO A.S.T.M. A615 GRADE 60.
11. REINFORCING BAR CHAIR SUPPORTS SHALL NOT BE USED; REINFORCING
BARS SHALL BE TIED TO THE PRESTRESSING STRANDS.
" 12. VOID FORMS SHALL NOT BE TIED TO OR SUPPORTED BY THE
PRESTRESSING STRANDS. ALL VOID FORMS ARE TO BE REMOVED PRIOR TO
SHIPMENT.
13. TAPERED EXTRACTABLE VOID FORMS MAY BE USED. TAPER NOT TO EXCEED
1" IN 25 FEET. VOID DIMENSION AT END OF SPAN NOT TO EXCEED 43" x
20".
14. CHAMFER EDGES 4" x 4".
REQUIRED LIST
34'-11 EXTERIOR BOX GIRDERS
2
1 1+ + + + +�
+ +I I+
L11" Clear for Bar H1
1
LENGTH
MARK
TYPE
A
CD0
ESTIMATED
WEIGHT
168#5
9'-1
3" x 3" Typo
N
2
2'-2
4'-9
1592
50
+ + SI +I +
4'-9
+ +
1
4'-9
+ I + ++++++++++++++++++++ + +
ADDITIONAL REINFORCING STEEL FOR CURB ON
EXTERIOR GIRDER
36
4� 28" CLEAR FOR BAR S1
11" 3'-6" VOID 11"
5'-4"
SECTION REINFORCEMENT
I" CHAMFER (TYPICAL)
3" CLEAR
4" DRIP NOTCH
71 r\/ATI(\Kl
BOX OUT 211X211 AT ENDS OF ALL STRANDS
REMOVE STRANDS TO BASE OF RECESS
FILL VOID WITH EPDXY GROUT
vl 4*
5" 4" 1. 23 @ 2"=3'-10" 4) 5"
5-4"
SECTION STRAND PATTERN — INTERIOR BEAM
70 TOTAL STRANDS
N
6
4
4
Ni 26
N 26
BOX OUT 211X211 AT ENDS OF ALL STRANDS
REMOVE STRANDS TO BASE OF RECESS
FILL VOID WITH EPDXY GROUT
5"4" 23 @ 2"=3'-10" 4" 5"
5-4"
SECTION STRAND PATTERN —EXTERIOR BEAM
40 TOTAL STRANDS
T
N
N
HI
NOTES:
1. DESIGN MATERIAL AND CONSTRUCTION OF PRESTRESSED CONCRETE BOX
GIRDERS SHALL BE IN ACCORDANCE WITH THE CURRENT A.R.E.M.A. MANUAL
FOR RAILWAY ENGINEERING, CHAPTER 8.
2. COMPRESSIVE STRENGTH OF CONCRETE SHALL NOT BE LESS THAN 6,000
PSI AT TRANSFER OF PRESTRESSING FORCE AND 7,500 PSI IN 28 DAYS.
3. COMPRESSIVE STRENGTH OF CURB CONCRETE SHALL NOT BE LESS THAN
7,500 PSI IN 28 DAYS.
4. CURBS ARE NOT TO BE CAST ON THE GIRDERS UNTIL AFTER RELEASE OF
PRESTRESSING FORCE.
5. PRESTRESSED CONCRETE BEAMS SHALL CONTAIN CALCIUM NITRITE
CORROSION INHIBITOR.
6. MAXIMUM SIZE OF COARSE AGGREGATE SHALL BE % INCH.
7. THE WATER CEMENT RATIO SHALL BE 0.40.
8. ALL PRESTRESSING STRANDS SHALL BE %" DIAMETER, 7 WIRE UNCOATED,
LOW RELAXATION WITH MINIMUM f's = 270,000 PSI AND OTHERWISE MEETING
THE REQUIREMENTS OF CURRENT A.S.T.M. A416.
9. INITIAL PRESTRESS SHALL BE .75 f's = 30,980 LBS. PER STRAND.
10. NON—PRESTRESSED REINFORCEMENT SHALL BE DEFORMED BARS OF NEW
BILLET STEEL CONFORMING TO A.S.T.M. A615 GRADE 60.
11. REINFORCING BAR CHAIR SUPPORTS SHALL NOT BE USED; REINFORCING
BARS SHALL BE TIED TO THE PRESTRESSING STRANDS.
" 12. VOID FORMS SHALL NOT BE TIED TO OR SUPPORTED BY THE
PRESTRESSING STRANDS. ALL VOID FORMS ARE TO BE REMOVED PRIOR TO
SHIPMENT.
13. TAPERED EXTRACTABLE VOID FORMS MAY BE USED. TAPER NOT TO EXCEED
1" IN 25 FEET. VOID DIMENSION AT END OF SPAN NOT TO EXCEED 43" x
20".
14. CHAMFER EDGES 4" x 4".
REQUIRED LIST
34'-11 EXTERIOR BOX GIRDERS
2
34'-11 INTERIOR BOX GIRDERS
1
A
TYPE 1
ALL BARS TO CONFORM TO ACI CODE OF STANDARD
PRACTICE FOR DETAILING REINFORCING MATERIAL
B 3"
Q r
1211 92" 12"
TYPE 2 TYPE 3
QUANTITY
SIZE
LENGTH
MARK
TYPE
A
B
ESTIMATED
WEIGHT
168#5
9'-1
S1
2
2'-2
4'-9
1592
50
#5
4'-9
H1
1
4'-9
248
ADDITIONAL REINFORCING STEEL FOR CURB ON
EXTERIOR GIRDER
36
#5
2'-0
D1
1
2'-0
75
6
#5
11'-3
H2
1
11'-3
71
12
#3
3'-0
H3
3
13
BILL
OF MATERIALS
INTERIOR BOX
EXTERIOR BOX
EPDXY COATED
REINFORCEMENT
1840 LBS.
2000 LBS.
7,500 psi CONCRETE
11.8 CY
12.7 CY
LOW—LAX 270K
STRANDS
70
40
LIFTING
WEIGHT
23.9 TONS
25.7 TONS

WT4 x 12 AT JOINT OR
BACKWALL
CONC. CURB — GROUT IN
PLACE AFTER SPANS ARE
SET. USE 23" #8 BAR
co
p
Q
0
cn
0
V)
i
co
.0
cn
i
co
o,
i
cn
>
H
C) C)
EXTERIOR BOX
NTERIOR BOX
I
I
I
I
I
I
I
I
I
I
I `Q
I�
———— — — — — —,
I I
INSTALL DOWEL WITH
NON—SHRINK GROUT
1"
8" 5'-4"
� END BENT
� BRIDGE
I I
I I
I I
�o`I ICQ
I I
— — — — — — — —
-
I I
I I
I � I
5'-4"
17'-6"
P LAN
S-10 S-10 SCALE: 1/2" = 1'-0"
EXTERIOR BOX
I I
I I
I I
I I
I I
I
I _
I I
I
I I
I
I I
—I--------- —
I I
I I
I I
I I
---------�
I I
�I I
WT4 x 12
BETWEEN BEAMS 1„
5'-4"
,UO nnn ., n' z"
DETAIL AT BALLAST CURB —
S-10 S-10
WT4 x 12 x 10" AT CURB
CUT LIFTING STRANDS
AND GROUT RECESSES.
A SECTION
S-10 S-10 SCALE: 1 /2" = 1'-0"
IT rnr,C
PLAN VIEW OF RAIL
SHOWING LATERAL (HORIZONTAL) LINE TOLERANCE AT RAIL ENDS
SCALE: NONE
36" STRAIGHT EDGE
18" 18"
0.025" MAX.
SIDE ELEVATION VIEW OF RAIL
SHOWING UNIFORM UPSWEEP TOLERANCE AT RAIL ENDS
SCALE: NONE
PIER
II �
II �
II �
I1IT A A ll A A' n22
T(
TOP OF CURB
NOTE: SEE A.R.E.M.A. CHAPTER 4 PART 3
STEEL TEE SECTION BETWEEN ENDS OF
SPANS AND AT BACKWALL
1 DETAIL
S-10 S-10 SCALE: 1" = 1'-0"
PIER
PLACE PRESSURE SENSITIVE
FLASHING OVER TEE SECTION.
ELEVATION
S-10 S-10 SCALE: 1/2" = 1'-0"
PRESTRESSED CONCRETE
BOX GIRDER
ROUT REBAR ANCHOR
DDS IN PLACE
ZIC BEARING
i
11" PAD A� PAD B 1�1 '^ PADA
I
1'
BEARING PAD LAYOUT
S-10 S-10 SCALE: 1/2)) = 1'-0"
1 1 " 1'-9"
IOLES
PAD A PAD B
AASHTO GRADE 60 DUROMETER 1" THICK NEOPRENE
EPDXY TO BOTTOM OF SPANS.
BEARING PAD DETAILS
S-10 S-10 SCALE: 1" = 1'-0"
BRACE TC
DETAIL AT BALLAST CURB
S-10 S-10 SCALE: NONE
4x 12x9"
BRACE FROM SCRAP
;EE 6x6x4"
WT4 x 12 x 14'-6"

PLAN VIEW
E-1 BAR
LIFTING STRAND
PRESTRESS STRAND
STRANDS MAY BE STAGGERED
DIMENSION CAN BE INCREASED TO
3'-0"
n 1",A r) -7n IC'I (Tnnninc- - -7' n"
CORNER WITHOUT CURB
CORNER WITH CURB
LIFTING LOOP DETAIL
SCALE: NONE
!2
O
co
cn
/
3.
0
FBI
U)
F"111
U
N
O
L
F
O
r�
O
00
O
Q0
0 Q
cn
O �
O
ELEVATION
OUT 2" x 2" AT
ING STRANDS
1" x 6" SCUPPER
2"0 HOLES
PLAN VIEW
IZ r- Or' 11°PERS
S H2 OR H4
ELEVATION
TYPICAL DETAILS AT SCUPPER
SCALE: NONE
Il■:1.1i6
SIN
SPAN CONFIGURATION
SCALE: 1 " V-0"
IIN
TOP CORNER DETAIL
OMIT DETAIL AT CURB ON EXTERIOR GIRDER
SCALE: NONE

co
0
/
co
/
co
0
0
00
C-0
0 Q
o �
o n
CONCRETE _
CURB
NSERT ASSEMBLY FOR
2" 0 X 2" A-307
BOLT
0
I
BUTYL RUBBER
MEMBRANE 3" MIN.
THICKNESS
BUTYL GUM TAPE EXTENDED
$" MIN. BEYOND EDGE OF
SPLICE
o'n
co�-
0
SEALANT
- Z" 0 X 2" A-307 BOLT
WITH WASHER AND LONG
SLOTTED HOLE @ 2'-0"
MAX. CENTERS
FLASHING (SEE
DETAIL)
TWO LAYERS OF PROTECTIVE
ASPHALTIC PANELS
1" TOTAL THICKNESS MIN.
[allal l w011XGl
CONCRETE DECK
CURB FLASHING DETAIL
F' F'
BALLAST
� LONG SLOTTED HOLE @ 2'-0"
MAX. CENTERS FOR 2" 0 BOLT
" STEEL PLATE (A36, GALV.)
TONGUE AND GROOVE - FIELD SPLICE
BUTYL RUBBER MEMBRANE SPLICE DETAIL
NOTES:
1. ALL STRUCTURAL STEEL PLATES, BOLTS AND WASHERS SHALL BE
GALVANIZED.
2. DISCONTINUE FLASHING OVER PIERS AND ABUTMENTS.
3. WORK DRAWING WITH NORFOLK SOUTHERN SPECIFICATION FOR
MEMBRANE WATERPROOFING.
4. ALL DETAILS ARE DRAWN NOT TO SCALE.
BUTYL GUM TAPE EXTENDED
8" MIN. BEYOND EDGE OF
SPLICE
3
32
TWO LAYERS OF PROTEC
ASPHALTIC PAP
1" TOTAL THICKNESS
FACE OF CONCRETE �1\
STEEL AT OPEN JOINT
TYPICAL TRANSVERSE SECTION AT OPEN JOINT
TWO LAYERS OF PROTECTIVE
ASPHALTIC PANELS
1" TOTAL THICKNESS MIN.
EXPANSION GAP
WIDE X 32" BUTYL
JBBER MEMBRANE CENTERED
IER OPEN JOINT
a a
?" WIDE X 16 GA. GALV.
iEET METAL COVER PLATE a SLAB
NTERED OVER OPEN JOINT a 4 a ° °
a � °
x 10" WIDE COVER PLATE
N DECK OR CURB SLOTS -
i6 GALVANIZED) OPEN JOINT WT4 X 12
(ON DECK AND
22" WIDE X 16 GA. GALV. CURB SLOTS)
SHEET METAL COVER PLATE
CENTERED OVER OPEN JOINT
WT4 X 12
(ON DECK AND CURB SLOTS) 28" WIDE X 32" BUTYL
RUBBER MEMBRANE CENTERED
OVER OPEN JOINT
32" BUTYL RUBBER MEMBRANE
TYPICAL LONGITUDINAL SECTION AT BENTS AND BACKWALL
L't YYIUL n 32 UU I I L I\UUULI\
MEMBRANE CENTERED ALONG
THE AXIS OF THE CORNER
TYPICAL LONGITUDINAL SECTION AT END OF BACKWALL
0
a
a a
a

WALKWAY KICK ANGLE 6x4x,) x 28'-4" WALKWAY KICK ANGLE 6x4x,) x 38'-6" WALKWAY KICK ANGLE 6x4x,) x 35'-0" WALKWAY KICK ANGLE 6x4x,) x 37'-2"
KIn loin n
16
0
U
L
ro
0
0
U
N
0
n
0
0
NOTES:
WORKMANSHIP TO BE IN ACCORDANCE WITH CURRENT A.R.E.M.A.
12"� HOLES SPECIFICATIONS FOR STEEL RAILWAY STRUCTURES, CHAPTER 15.
MATERIAL: ASTM A36
SHOP PAINT: SURFACE PREPARATION SSPC—SP 10
PRIME COAT — ONE COAT INORGANIC ZINC 5 mils DFT
;z INT. COAT — DMT ACRYLIC— WHITE — 3-4 mils DFT
`" INU. TOP COAT — DMT ACRYLIC— LIGHT GRAY — 3-4 mils DFT
0
�2"x8"x2'-9"
1„ 1„ x 6"
6„
R 2 x 12
___________________________________________________
`i' 4" x 5" CUTOUT —
----------------------------
X--------------------------
r A" O HOLE 4"
J 16
412
0
- L6 x 6 x 2 x 3'-9"4" CLIP
CUT &CHIP
9" 92" FROM LEG
OF TOP ANGLE
\ N
TYP. ANGLE TO ANGLE
OR ANGLE TO PLATE 4
L3x3x8x3'-4"
x3x8x2'-4"
It2"x6"x9"
WALKWAY BRACKET FOR CONCRETE SPANS
SCALE: 3/4" = 1'-0"
WALKWAY MATERIALS LIST
DESCRIPTION
QUANTITY
WALKWAY GRATING 3' x
20'
8
WALKWAY BRACKET
21
KICK ANGLE 6 x 4 x 2 x
28'-4"
1
KICK ANGLE 6 x 4 x 2 x
38'-6"
1
KICK ANGLE 6 x 4 x 2 x
35'-0"
1
KICK ANGLE 6 x 4 x 2 x
37'-2"
1
END POST ANGLE 3 x 3 x 8
x 30'-0"
5
GUY WIRE (FT)
300
WALKWAY GRATING
36" WIDE x 20 FT LC
12" x 16" BEARING BAI
6x4x2 KICK ANGLE
3l,MLC. I/ `t = I —U
6x4x2 KICK ANGLE TO BRACKET
PREFABRICATED WALKWAY BRACKET
5"
BALLAST CURB
G TO CLEAR BRACKET STIFFENERS
GRATING PANEL ENDS TO BEAR ON BRACKET
(EXCEPT AT ENDS OF BRIDGE)
3 „ GRATING TO WALKWAY BRACKET
16 3
5„ 1 4" DIA. x 15" THREADED
ROD W/ HEAVY HEX NUT
SET HOLE IN WALKWAY
BRACKET OVER ROD AND
SECURE NUT
O
WALKWAY CONNECTION DETAIL
LL 2"0 HOLE IN CURB
)UT IN 14" DIA. x 15"
BEADED ROD
ANCHOR TO CURB DETAIL
SECURE GUY WIRE ACROS
BRIDGE HERE
SEPARATE GUY WIRE
FOR EXTENSION
EXTEND KICK ANGLE
& GRATING
o0oa oa O�o0oa o -a
oQa0ao0ooao0ao0aa
ooao oa000ao oaooaoao oa000ao ,
ao�oa0aa0aoOma�aa�aa�oa
0 oao�oao oa000ao° opo°opo opo°�
L3x3x8 x 3'-9" END POST
CUT FROM STOCK LENGTH
BURN HOLES TO MATCH
WALKWAY BRACKET
�Qoa00000aQoao��
�ooao oa000ao oaoaaa
Qooa0000aQ000ao°
0 oa000ao o00000o0aG
TIMBER BLOCKING
WALKWAY EXTENSION TO END OF WINGWALL
L3x3x$ x 3'-9" END POST -
SUPPORT ANGLE CUT FROM
STOCK LENGTH
GUY WIRE GALV. —
SECURE W/ CROSBY
CLIPS AT ENDS
L3x3x8 x 3'-9" END POST
CUT FROM STOCK LENGTH
BURN HOLES TO MATCH
WALKWAY BRACKET
<,TYPICAL ANGLE TO ANGLE CONNECTIONS
16
EXTEND KICK ANGLE &
GRATING TO END OF
BACKWALL
—UF
aQ0000a 00000�
—
oa oo aoDoo�ma oa ao0aQOc
oQOooOoQOoo�ma�oo0oo0Qa0�
CONCRETE BACKWALL
EXTERIOR CONCRETE BEAM
CONCRETE CAP J '-- CONCRETE WINGWALL
WALKWAY DETAIL AT END OF BRIDGE
A
ti

Q SPA an 1'—F," = 1 ?' -n"
� CAP
50
EL. A BOTTOM OF END BEN
5C
504
ON
4" COVER (B(
G
oll
cn
N
i
cn
/
cn
a,
III
U
N
ME
r�
O
00
O
O
Q
O cn
N
N �
1I_1►
68 #502 STIRRUPS (IN PAIRS)
ELEVATION
4" 14 #601 BARS @ 4"
rA"')SECTION REINFORCEMENT
S-14 S-14 SCALE: 1" = 1'-0"
'ICAL)
6'11X51
503
506
4" COVER (BOTTOM (Al
rnn
LWJL.i,
B SECTION REINFORCEMENT
S-14 S-14 SCALE: 1" = 1'-0"
4" COVER (BOTTC
REBAR CAGE ENGAGEMENT INTO CAP
LOCATION
SCHEDULE OF REINFORCING STEEL FOR END BENT
END BENT 1
6.60
END BENT 2
A
TYPE 1
ALL BARS TO CONFORM TO ACI CODE OF STANDARD
PRACTICE FOR DETAILING REINFORCING MATERIAL
B
Q Q
TYPE 2
B
TYPE 3
QUANTITY
SIZE
LENGTH
MARK
TYPE
A
B
ESTIMATED
WEIGHT
10
#5
17'-0"
501
1
17'-0"
178
68
#5
10,-7"
502
3
1'-7"
3'-3"
751
6
#5
7,-5„
503
2
1'-6"
4'-5"
47
20
#5
9,-4„
504
2
2'-5"
4'-6"
195
10
#5
7'-10"
505
2
3'-1"
1'-8"
82
6
#5
5,-3„
506
2
1'-6"
2'-3"
33
14
#6
17'-0"
601
1
17'-0"
358
13
#9
17'-0"
901
1
17'-0"
752
BILL OF MATERIAL
QUANTITY
EPDXY COATED REINFORCEMENT
2396 LBS.
5,000 psi CONCRETE
9.7 CY
LWJL.i,
B SECTION REINFORCEMENT
S-14 S-14 SCALE: 1" = 1'-0"
4" COVER (BOTTC
REBAR CAGE ENGAGEMENT INTO CAP
LOCATION
ELEVATION A
END BENT 1
6.60
END BENT 2
6.46
GENERAL NOTES:
CONCRETE: SHALL HAVE A MINIMUM COMPRESSIVE
STRENGTH OF 5000 PSI @ 28 DAYS.
END BENTS SHALL CONTAIN CALCIUM NITRITE
CORROSION INHIBITOR.
REINFORCING STEEL: TO BE IN ACCORDANCE WITH
ASTM DESIGINATION A615, GRADE 60. BENDING,
PLACEMENT, & FABRICATION IS TO BE IN
ACCORDANCE WITH CURRENT A.R.E.M.A.
SPECIFICATIONS FOR CONCRETE STRUCTURES AND
FOUNDATIONS. ALL DIMENSIONS RELATIVE TO BAR
SPACING ARE OUT — OUT UNLESS OTHERWISE
SHOWN.
COVER: 3" TYP. CHAMFER ALL EDGES 4" x 4.

5" x 5" WASHER CUT
FROM SCRAP (TYP.)
cn
0
a,
ME
oll
cn
cn
/
cn
C
co
N
O
U
N
ME
r�
O
00
O
O
Q
O co
N
N �
Jul
2'— SR " 1'-7R" 1 1'-7R" 2'-1R" PILE SPA. @ TOP/ TIE
—1
GR
SYM
/— TOP OF TIE
HEAVY HEX NUT (TYP.)
FRONT ELEVATION
SEE DETAIL A
CAP
SIDE ELEVATION
x
4-
ELEVATION
H—PILE
TYP. SHOP OR
FIELD WELD
PILE SHOE
I
H—PILE
DETAIL A
H—PILE SHOE ATTACHMENT
* PILE VERTICAL
BACK GOUGE
DETAIL A
DETAIL A
* POSITION OF PILE DURING WELDING.
* PILE HORIZONTAL
OR VERTICAL
191
60° + 10°
—0°
DETAIL B
PILE SPLICE DETAILS
BACK GOUGE
DETAIL B
VINGWALL PILE
IN GROUND
AS SHOWN
E TO CAP
PILE NOTES:
1. STEEL PILES SHALL BE IN ACCORDANCE WITH
SECTION 1084 OF THE NCDOT STANDARD
SPECIFICATIONS.
2. REMOVE AND REPLACE OR REPAIR TO THE
SATISFACTION OF THE REENGINEER PILES THAT
ARE DAMAGED, DEFORMED OR COLLAPSED DURING
INSTALLATION OR DRIVING.
3. PILE SPLICES SHALL BE IN ACCORDANCE WITH
THE NCDOT STANDARD SPECIFICATIONS AND AWS
D1.1.
4. NO ADDITIONAL PAYMENT WILL BE MADE FOR
CORROSION PROTECTION (GALVANIZING OR
METALLIZING), STEEL PILE POINTS OR PIPE PILE
PLATES. THESE ITEMS WILL BE CONSIDERED
INCIDENTAL TO THE CONTRACT UNIT PRICE FOR
THE PRESTRESSED CONCRETE PILES.

ELEVATION
SCALE: NONE
cn
0
cn
/
cn
U)
co
U
N
r�
O
5 TURNS AT 1 " PITCH
F7
c
c
1"
TYP.
2" CL,
TYP.
1"
TYP.
2" CL,
TYP.
PRESTR
STRAND
BUILD-UP AND SPIRAL REINFORCING OPTIONAL BUILD-UP WITH DOWELS
•
•
PRESTRESS STRAND (TYP.)
2" CL.
TYP.
1 "0 FIELD DRILLED
HOLE (TYP.) W/ #8 DOWEL
B SECTION
ZTVS-22 S-22 SCALE: NONE
(AT THE CONTRACTOR'S OPTION, PILE BUILD-UP
MAY BE CONSTRUCTED WITH DOWELS.)
1 F"
A A II'l (.
VV't.0 LULU URMVVIN J I LLL VVIRL )F IRtAL
TYPICAL SECTION A SECTION
S-15 S-15 SCALE: NONE
8-#6 BARS
2" CL.
TYP.
TYPICAL PATTERN FOR BURNING STRANDS
1/2" OR 0.6"0 GRADE 270 L.R. PRESTRESS STRANDS
VYT.0 UULU UI\f1YYIV JILLL VYII\L JI II\f\L
TYPICAL SECTION A SECTION
S-15 S-15 SCALE: NONE
3-#6 BARS
ol
30 � 4
2o
e2
PILE WT.
TONS
4 � 3
TYPICAL PATTERN FOR BURNING STRANDS
1/2 OR 0.6"0 GRADE 270 L.R. PRESTRESS STRANDS
ONE POINT PICK - UP
WU F'UIN I F'IUK - UN
PICK UP POINTS
QUANTITIES FOR ONE 16" PRESTRESSED PILE
LENGTH
CONCRETE
CU. YDS.
PILE WT.
TONS
ONE POINT PICK-UP
TWO POINT PICK-UP
0.300L
0.700L
0.207L
0.586L
25-0"
1.63
3.31
7'-6"
17'-6"
5-2"
14'-8"
30,_0„
1.96
3.97
9'-0"
21'-0'
6'-2 1/2"
17,_7»
35-0"
2.29
4.63
10'-6"
24'4"
7'-3"
20'-6"
40'-0'
2.61
5.29
12'-0"
28'-0'
8'-3 1/2"
23'-5'
45-0"
2.94
5.95
13'-6"
31'-6"
9'-4"
26'-4"
50'-0"
3.27
5.61
15-0"
35-0"
10'-4"
29'-4"
55-0"
3.59
7.28
16'-6"
38'-6"
11'-4 1/2"
32'-3"
60'-0"
3.92
7.94
12'-5"
35'-2"
65'-0"
4.25
8.60
13'-5 1/2"
38'-1 "
70'-0"
4.57
9.26
14'-6"
41'-0"
75-0"
4.90
9.92
15-6 1/2"
43'-11 "
80'-0"
5.23
10.58
16'-7"
46'-10"
HP8x360RW8x35
ELEVATION
C SECTION
S-22 S-22 SCALE: NONE
PILE TIP DETAILS
N nTFI�
PRESTRESSED CONCRETE STRENGTH : f'c = 7,500 PSI
BUILD-UP CONCRETE STRENGTH : f'c = 7,500 PSI
STRAND DATA:
S I RAN D
THE WATER/CEMENT RATIO FOR CONCRETE PILES SHALL NOT EXCEED 0.40.
PRESTRESSED CONCRETE PILES SHALL CONTAIN CALCIUM NITRITE CORROSION INHIBITOR.
ALL PRESTRESSING STRANDS SHALL BE 7 -WIRE LOW -RELAXATION GRADE 270 STRANDS
CONFORMING TO AASHTO M203. STRAND SAMPLING REQUIREMENTS SHALL BE IN ACCORDANCE
WITH THE STANDARD SPECIFICATIONS.
AT THE CONTRACTOR'S OPTION, 2" OR 0.6" STRANDS MAY BE USED IN EITHER STRAND
CONFIGURATION SHOWN IN THE TYPICAL SECTION DETAIL. MIXING OF STRAND SIZE IS NOT
ALLOWED.
THE SLIP -FORM METHOD OF CASTING PILES WILL NOT BE PERMITTED.
TRANSFER THE LOAD FROM THE ANCHORAGES TO THE PILE AFTER THE CONCRETE HAS
ATTAINED A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI.
IF STRAND STRESS IS RELIEVED BY BURNING, THE STRANDS SHALL BE BURNED IN OPPOSITE
PAIRS AS INDICATED IN THE TYPICAL PATTERN SHOWN. FOR ANY NUMBER OF STRANDS, BURN
IN OPPOSITE PAIRS AND SYMMETRICALLY ABOUT BOTH THE VERTICAL AND HORIZONTAL AXES.
STRANDS 1-1 SHALL BE BURNED BEFORE 2-2, ETC. NOT MORE THAN 4 STRANDS, SAY 3-3
AND 4-4, MAY BE BURNED AT ANY ONE SECTION BEFORE THESE SAME PAIRS OF STRANDS
ARE BURNED AT BOTH ENDS OF THE BED AND BETWEEN EACH PAIR OF PILES IN THE BED.
PROPOSED DEVICES FOR LIFTING PILES, RECESS DETAILS, AND PATCHING MATERIAL SHALL BE
DETAILED IN SHOP DRAWINGS. AFTER ATTACHMENTS HAVE BEEN REMOVED, OPENINGS SHALL
BE REPAIRED SUCH THAT THE APPEARANCE OF THE PILE IS UNIFORM.
WHERE CAST -IN-PLACE LIFTING DEVICES ARE NOT USED, PICK-UP POINTS ARE TO BE
INDICATED WITH A 2" WIDE BLACK MARK.
DRIVE PILES USING A METHOD APPROVED BY THE ENGINEER, WHEREBY THE HEAD OF THE PILE
IS NOT DAMAGED.
DRIVING OF THE BUILT-UP PILE WILL NOT BE PERMITTED UNTIL THE CONCRETE HAS REACHED
A COMPRESSIVE STRENGTH OF 5,000 PSI AND UNTIL A PERIOD OF SEVEN DAYS HAS ELAPSED
SINCE CASTING OF THE BUILD-UP.
NO ADDITIONAL PAYMENT WILL BE MADE FOR CORROSION PROTECTION (GALVANIZING OR
METALLIZING), STEEL PILE POINTS OR PIPE PILE PLATES. THESE ITEMS WILL BE CONSIDERED
INCIDENTAL TO THE CONTRACT UNIT PRICE FOR THE PRESTRESSED CONCRETE PILES.
DOWEL INSTALLATION FOR OPTIONAL BUILD-UP
GROUT COMPRESSIVE STRENGTH: f'c= 5,000 PSI
BEFORE DRILLING DOWEL HOLES, REMOVE THE UPPER 3" OF CONCRETE FROM THE TOP OF THE
PILE WITHOUT DAMAGE TO THE REINFORCING STEEL. THE REMOVAL PLANE SHOULD BE NORMAL
TO THE EDGE OF THE PILE.
DOWEL HOLES SHALL BE POSITIONED TO MAINTAIN" CLEAR TO ALL EXISTING PRESTRESSING
STRANDS IN THE CONCRETE PILE.
FIELD DRILLED HOLES SHALL BE CLEAN AND FREE OF ANY OBSTRUCTIONS BEFORE GROUTING OF
DOWELS. DOWEL BARS SHALL BE INSTALLED AND GROUTED WITH AN APPROVED NON -SHRINK
GROUT.
THE SPIRAL REINFORCING IN ALL BUILD-UPS SHALL BE W4.0 COLD DRAWN WIRE WHICH SHALL
BE SECURED TO THE LONGITUDINAL REINFORCEMENT TO MAINTAIN PITCH.
i OR W8 x 35 THE SPIRAL REINFORCING IN THE BUILD-UP AND THE PRESTRESSED CONCRETE PILE SHALL BE
SPLICED BY OVERLAPPING A MIN. OF ONE TURN.
W4.0 COLD DRAWN STEEL WIRE SPIRAL
PRESTRESSING STRANDS
ULTIMATE
APPLIED
SIZE
GRADE
AREA
STRENGTH
PRESTRESS
FORCE
41,300#
30,980#
P"
270 L.R.
0.153
2
PER STRAND
PER STRAND
58,600#
43,940#
0.6"
270 L.R.
0.217
PER STRAND
PER
S I RAN D
THE WATER/CEMENT RATIO FOR CONCRETE PILES SHALL NOT EXCEED 0.40.
PRESTRESSED CONCRETE PILES SHALL CONTAIN CALCIUM NITRITE CORROSION INHIBITOR.
ALL PRESTRESSING STRANDS SHALL BE 7 -WIRE LOW -RELAXATION GRADE 270 STRANDS
CONFORMING TO AASHTO M203. STRAND SAMPLING REQUIREMENTS SHALL BE IN ACCORDANCE
WITH THE STANDARD SPECIFICATIONS.
AT THE CONTRACTOR'S OPTION, 2" OR 0.6" STRANDS MAY BE USED IN EITHER STRAND
CONFIGURATION SHOWN IN THE TYPICAL SECTION DETAIL. MIXING OF STRAND SIZE IS NOT
ALLOWED.
THE SLIP -FORM METHOD OF CASTING PILES WILL NOT BE PERMITTED.
TRANSFER THE LOAD FROM THE ANCHORAGES TO THE PILE AFTER THE CONCRETE HAS
ATTAINED A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI.
IF STRAND STRESS IS RELIEVED BY BURNING, THE STRANDS SHALL BE BURNED IN OPPOSITE
PAIRS AS INDICATED IN THE TYPICAL PATTERN SHOWN. FOR ANY NUMBER OF STRANDS, BURN
IN OPPOSITE PAIRS AND SYMMETRICALLY ABOUT BOTH THE VERTICAL AND HORIZONTAL AXES.
STRANDS 1-1 SHALL BE BURNED BEFORE 2-2, ETC. NOT MORE THAN 4 STRANDS, SAY 3-3
AND 4-4, MAY BE BURNED AT ANY ONE SECTION BEFORE THESE SAME PAIRS OF STRANDS
ARE BURNED AT BOTH ENDS OF THE BED AND BETWEEN EACH PAIR OF PILES IN THE BED.
PROPOSED DEVICES FOR LIFTING PILES, RECESS DETAILS, AND PATCHING MATERIAL SHALL BE
DETAILED IN SHOP DRAWINGS. AFTER ATTACHMENTS HAVE BEEN REMOVED, OPENINGS SHALL
BE REPAIRED SUCH THAT THE APPEARANCE OF THE PILE IS UNIFORM.
WHERE CAST -IN-PLACE LIFTING DEVICES ARE NOT USED, PICK-UP POINTS ARE TO BE
INDICATED WITH A 2" WIDE BLACK MARK.
DRIVE PILES USING A METHOD APPROVED BY THE ENGINEER, WHEREBY THE HEAD OF THE PILE
IS NOT DAMAGED.
DRIVING OF THE BUILT-UP PILE WILL NOT BE PERMITTED UNTIL THE CONCRETE HAS REACHED
A COMPRESSIVE STRENGTH OF 5,000 PSI AND UNTIL A PERIOD OF SEVEN DAYS HAS ELAPSED
SINCE CASTING OF THE BUILD-UP.
NO ADDITIONAL PAYMENT WILL BE MADE FOR CORROSION PROTECTION (GALVANIZING OR
METALLIZING), STEEL PILE POINTS OR PIPE PILE PLATES. THESE ITEMS WILL BE CONSIDERED
INCIDENTAL TO THE CONTRACT UNIT PRICE FOR THE PRESTRESSED CONCRETE PILES.
DOWEL INSTALLATION FOR OPTIONAL BUILD-UP
GROUT COMPRESSIVE STRENGTH: f'c= 5,000 PSI
BEFORE DRILLING DOWEL HOLES, REMOVE THE UPPER 3" OF CONCRETE FROM THE TOP OF THE
PILE WITHOUT DAMAGE TO THE REINFORCING STEEL. THE REMOVAL PLANE SHOULD BE NORMAL
TO THE EDGE OF THE PILE.
DOWEL HOLES SHALL BE POSITIONED TO MAINTAIN" CLEAR TO ALL EXISTING PRESTRESSING
STRANDS IN THE CONCRETE PILE.
FIELD DRILLED HOLES SHALL BE CLEAN AND FREE OF ANY OBSTRUCTIONS BEFORE GROUTING OF
DOWELS. DOWEL BARS SHALL BE INSTALLED AND GROUTED WITH AN APPROVED NON -SHRINK
GROUT.
THE SPIRAL REINFORCING IN ALL BUILD-UPS SHALL BE W4.0 COLD DRAWN WIRE WHICH SHALL
BE SECURED TO THE LONGITUDINAL REINFORCEMENT TO MAINTAIN PITCH.
i OR W8 x 35 THE SPIRAL REINFORCING IN THE BUILD-UP AND THE PRESTRESSED CONCRETE PILE SHALL BE
SPLICED BY OVERLAPPING A MIN. OF ONE TURN.
W4.0 COLD DRAWN STEEL WIRE SPIRAL
PRESTRESSING STRANDS

U)
Q
0
U)
Cr
0
N
I
cn
U)
U
Cn
W
0
C0
0
U
U
0
n
WE
00
co
00Q
�E
o �
0
REVISIONS
SYM
DATE
APPROVED
SHEET 4
�E�TEC/-INICAL B��41NG �4�'P��4T
GEOTECHNICAL BORING RSHEET 5
BORE LOG
BORE LOG
WBS NIA
TIP NIA
[COUNTY ONSLOW
GEOLOGIST M. Lear
WBS NIA TIP N/A COUNTY ❑NSLOW
GEOLOGIST M.Raup
SITE DESCRIPTION 5881 Railroad Bridge Repair (AMECFW Proj. No. 6468-17-7073)
GROUND WTR (ft)
0 HR. ND
124 HR. FIAD
SITE DESCRIPTION S881 Railroad Bridge Repair (AMECFW Proj. No. 6468-17-7073)
GROUND WTR (ft)
0 HR. 0.0
124 HR. Artesian
BORING NO. EB -1
STATION NIA
OFFSET NIA
ALIGNMENT NIA
BORING NO. B-1
STATION NIA
OFFSET NIA
ALIGNMENT NIA
COLLAR ELEV. 13.8 ft
TOTAL DEPTH 85.2 ft
NORTHING 373,521
EASTING 2,549,839
COLLAR ELEV. 0.9 ft
TOTAL DEPTH 79.9 ft
NORTHING 373,542
EASTING 2,549,882
DRILL RIGIHAMMER EFRIDATE MID1904 CME -45B 78% 09/06/2017 ::[:DRILL
METHOD Mud Rotary
HAMMER TYPE Automatic
DRILL RIGIHAMMER EFF.IDATE MID0314 D-25 84% 09105/2017
DRILL METHOD Mud Rotary
HAMMER TYPE Automatic
DRILLER M. Wiggins
START DATE 07/26117 TCOMP.
DATE 07/26/17
SURFACE WATER DEPTH NIA
DRILLER M.Wiggins
START DATE 07118/17
COMP. DATE 07/19/17
SURFACE WATER DEPTH NIA
ELEV DRIVE DEPTH
BLOW COUNT
BLOWS PER FOOT
SAMP.
V
L
ELEV DRIVE DEPTH BLOW COUNT
BLOWS PER FOOT
SAMP.
V
L
(ft) ELEV (ft}
O SOIL AND ROCK DESCRIPTION
(ft) ELEV eft}
0
0 SOIL AND ROCK DESCRIPTION
(ft)
0.5ft
0.5ft
0.5ft
0 25 50 75 100
NO.
MOI
G ELEV, ft DEPTH ft
(ft} 0,5ft 0.5ft 0.5ft
25 50 75 100
NO.
MOI
G ELEV. ft DEPTH ft
15
5
13.8 GROUND SURFACE 0.0
- - -
'
- -
- - -
- - - -
° ARTIFICIAL FILL
110
-A -_ I' .
. . , -
, , , ,
• - - -
o
0 11.3 Railroad Ballast Stone -4.25" HSA to 2.8 feet. 2.5
_
0.9 GROUND SURFACE 0.0
10
7
-14
- - -
- - -
- - - -
M
.�= Medium dense to loose, moist, tan, brown, �-- -
0
10
7
��• ALLUVIAL
�� ;'
' -
- - - -
- - -
8_2 5-5•
- - -
' and gray, silty, fine to coarse SAND (A-2-4)
2 1 2 �3 • - . ° . _
W
::;:• Very loose, wet, brown and gray, clayey fine
2
;�_ :
M
•:;
�; with trace gravel and CLAY (A-6) lenses
:
::;;c' _3,2 SAND (A-2-4} with trace organics 4.1
4
3
T"
• •
WOH WOH WrWOH o
Sat.IrVAIN,
- - - -
e
Very soft, saturated, brown and black, highly
3
M
Medium stiff, moist, gray and tan, fine sandy51
WOH WOH WnHW01
organic clayey MUCK
9 Y Y
7
4
7
- - •
- - -
•= 51LT (A-4}
0- - - - - -
Sat.
6
_. . .
... .
. ...
. . . .
1.$-----_..- 12.0
- WOH WOH w HII . . . . - . . . . . . . . . .
0.
Sat.
JVVX�
. . . .
. . . .
. . .
. . . .
ALLUVIAL
-1 . . _ . . - • . . . - - -
-VVOH
. .
W
Very soft, wet to saturated, gray -brown, fine
-11 1 12.0
- -
. . .
. . . .
. . . .
WOH
0.
. .
sandy CLAY (A-6) with trace organics
_ - ° _ : : : : : :
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _
, ° q UNDIVIDED COASTAL PLAIN -
4 10 12 - - X22 : - - - - - - -
W
° • e • Medium dense, wet, gray, green, and white,
-5
-15 - " -
° • e clayey fine to coarse SAND and SHELL
W H -
. . .
Sat.
- - - - - - - - -
•
° • HASH (A-2-6) with trace to few friable
WOH
WOH
0. . . .
. . . .
. . . .
• . - .
. . . .
. . . .
. . , .
- - _ - - - - - - - - - - - -
a
• ° ° limestone fragments
'
. . . .
- - - -
- - . .
. . . .
-9.2 ` - - - - - - - 23.0
-
8 5 8 - - - - - - -
-20 - 3'
W
a
--10
°
a • UNDIVIDED COASTAL PLAIN
°
;
11
13
.
15
W
° ,
a • p Medium dense, wet, tan, white, and
e q, . .
• °
- ° -28w
- _ -
- -
_ _ . .
- - -
_ _ _ •
- - -
- - -
•
. • e • gray -green silty, clayey, fine to coarse SAND
• - - - ° - - - - - - - -
- 1 6 14 15
•
-15
,
.
.
° • 4 • and SHELL HASH (A-2-6} with trace friable
-25 - -2� w - - -
W
° °
° •
shell hash LIMESTONE fragments/lenses
•.�.
° . -25.1 _________ 26.0
- - -
10
9
.
- - ° z0
11
W
• °
Medi m d n
• • • u e se, saturated, gray, green, and
. .
- -
,. e'
° - - - - •
�;::•: white, silty, fine to coarse SAND (A-2-4) with
'
• • -� 9.2 33.0
8 $ 9 *17
- - - - - - -
Sat.
.:� •: trace shell fragments and friable limestone
•
_20
° _
'
. _ _ _ _ _
- - _ _ - ._ - - - - - -
:: Hard, wet, dark gray -green, fine sandy,
-30
.
:;'� �' fragments
8
12
34,
.
22
W
°��=::r clayey SILT (A-4) with trace to few shell
- - , . . ' ' ' . .
•: ;�.
.
. -
.
=:�: •:•: fragments and limestone
;::.:: e is a fragments
- - - - .
7 7 10 - - - ,
....
: �•�:'
- _
-
`�='� -24.2 -Lost drill fluid circulation at 38.0 feet 38.0-35
17 . _ -
Sat.
-25
_
•:. �� Medium dense to very dense, saturated, dark
. .
26
Sat.
:';: gray -green, silty, fine to coarse SAND (A-2-4)
co
.
. . . .
_
. . . .
_
. . . .
_
. . . .
:. .-
:;:;'; with trace shell fragments, and trace to few
_ . -
cc 9 11 12 - - :r23. - - - - - -
Sat,
::�:•o
'�'�'•
QD _30
- - -
- - -
- - -
:•:;;; lenses of shell hash/shell mold LIMESTONE
-4p - - - - - - - - - -
�:�::• 41.0
_
N
14
_ _
Sat
:'
:�;�; • and fragments
_ _ . . . . . . . .
•••• • Very dense, saturated, gray, friable to
10
11
.
r-
❑
- - _ -
25 . . •
, . - ,
- -
'• •
.
❑ - - - - - - - � �• - -
indurated, SHELL MOLD LIMESTONE with
c�
- - - -
-
• :�;': -Drill fluid circulation returned after casing
10 31 40
Sat
same fine to coarse sand and shell
p -35
- - -
� . . .
. . . .
:::?� advanced to 43.5 feet.
~o -45 - - ° - -71 -
X5.1 45.0
©
I
2137
Sat.
•: •.:
I . - _ _ �.
_ _ _ _ _ _fragments_ _ _ _ _ _
�::=• Very dense to dense, saturated, gray, silty, r -
., ; ,
10
16
- -
- .
z
1-
=
�'� •
z . . . _ . . , -
:::::; fine to coarse SAND (A-2-4) with trace shell
- - -
- •
- - - -
- - -
=;�';
19 25 32 - - - -
. . . _ • • . - P57 . _ _ _ . .
Sat.
;:;. fragments and limestone fragments
CL .40
. . . .
- t
.. •
a
.
ui
25
- -
Sat.
...
:�:':
Uj . • . . . . • - - - - - -
`.; •.
• •
8
17
. • , .
- - �4�
- - - -
•;;,.
- - - - - - - - - -
•'•
,..
We
.
49.
Sat.
.•
• .
-45
- - - -
- - -
- - -
::..: •
- - - - - - . . - . . .
•.,
. •...
�
50
- - �
Sat'
'•
�:'"�
••''
� - - -
&. se •• -56.1 - _______________ 57.0
16
45
- - - -
- - - -
�95
'
j.
m _ - - - - - - - - - - -
Medium dense to ve dense, saturated,
°C
•
-
: :
¢ 28 21 20 - - - - 41 " . ` • ` .
Sat.
gray, friable to indurated, SHELL MOLD
-50 _
��
;�::;
< -60 - • • -
LIMESTONE with some sand and shell
�
50
-082
Sat.
'�' "
: �:�:.
� - - . . . - - - . . . . . .
fragments
22
32
- - - -
- - - -
- - - -
- - - -
- - - -
- - -
�- -53.2 67.0
- - - - - - - - - - - . . . . .
20 14 10
❑
--55
- - - -
- -
- - - -
_ _ _ _ _
__.---.��- -- -- -
-Very dense, saturated, gray, friable to
© - - - z4 -
-65 - - - - -
Sat.
Sat
indurated, SHELL MOLD LIMESTONE with
o . - _ . . _ _ �„+ - .
58
4210.1
❑
- - - -
- - - -
- - - -
10010.
some fine to coarse sand and shell
¢ . . .
Q
0
, . _ _
. . _ _
_ _ _ ,
. . . .
_ _ _ _
. . . .
-
_ _ _ /.
fragments
. . . . . . . . .
0 58 4210.2 . . . . . . . . . . . . . . `•
Sat.
-60
. . . .
- . . .
. . - -
_
- -70 - - - - - - - 100/ .
45
-
Sat.
. . . . . . . - - - -
-71.1 -_`--- -- --- - 72.0
.•+
19
39
. ° . .
• . , ,
. - -
. - -
- -
- -
- \`
- - _ _
•
::: ; : Dense to very dense, wet, dark gray, silty,
cr,
.
- - - -
- �-
coI 13 20 28
W
= ;:=• fine SAND (A-2-4) with trace shell fragments
rel _65 7q n
. .
- - -
. .
- - - -
- - - -
- -
_ _ _ _ _ _ . .04k
c7 -75 _ - - - - -
10010.5
Sat.
_ - - - -� - - - -
-
�.
89
1110.0
. . . .
. . . .
. . . .
co
. . . .
. . . .
. . . .
- - -
-68.2 --- ---- -- 82.0
-Ve
6 785 1
11 33 6710.4 . . . . . . . . - - - - - �� -
:-:•':
'
0 -70
. . . .
. . . .
. . . .
. . - .
::. �� dense, wet dark gray, silt fine SAND
.::: Very g Y' Y'
(0 100/0.9
-79.0 79.9
' ' '
•'• • •
.. (A-2-4} with trace shell fragments and coarse
Boring Terminated at Elevation -79.0 ft in
J
24
69
3110.2
- - - -
- - -
- - -
W
-71.4 85 2
''•''' sand
J
Undivided Coastal Plain: Very dense, silty
z
10010-
z
fine SAND (A-2-4)
Boring Terminated at Elevation -71.4 ft in
w
Undivided Coastal Plain: Very dense, silty
LU
Hole caved overnight at 20.0 feet, Artesian
fine SAND (A-2-4}
°m
condition observed after completion of
boring. Head stabilized in steel casing
p
Boring completed along centerline of railroad
❑
approximately 4.0 feet above existing collar
0
L)
track, adjacent to staked location.
0
elevation.
z
90%SUBMITTAL
S-20
DISCLOSURE OF INFORMATION
THE CONTRACTOR SHALL COMPLY AS FOLLOWS:
AVOLIS ENGINEERING, P.A. LICENSE NO. C-0706
DEPARTMENT OF THE NAVY NAVAL FACILITIES ENGINEERING COMMAND
X 15564 •
MARINE CORPS BASE
A. THE CONTRACTOR SHALL NOT RELEASE TO ANYONE OUTSIDE THE CONTRACTOR'S ORGANIZATION
NEW BOERN NC 28561
ANY UNCLASSIFIED INFORMATION, REGARDLESS OF THE MEDIUM (E.G. FILM, TAPE, DOCUMENT),
PH.[phone]
CAMP LEJEUNE, NORTH CAROLINA
PERTAINING TO ANY PART OF THIS CONTRACT OR ANY PROGRAM RELATED TO THIS CONTRACT, UNLESS
DES. CRS
REPAIR RAILROAD TRESTLE, S881
1. THE CONTRACTING OFFICER HAS GIVEN PRIOR WRITTEN APPROVAL; OR
DR. AGG
MARINE CORPS BASE CAMP LEJEUNE
2. THE INFORMATION IS OTHERWISE IN THE PUBLIC DOMAIN BEFORE THE DATE OF RELEASE.
T
CHK.
SUBMITTED BY:
B. REQUESTS FOR APPROVAL SHALL IDENTIFY THE SPECIFIC INFORMATION TO BE RELEASED, THE
DESIGN DIR.
MEDIUM TO BE USED, AND THE PURPOSE FOR THE RELEASE. THE CONTRACTOR SHALL SUBMIT ITS
REQUEST TO THE CONTRACTING OFFICER AT LEAST 45 DAYS BEFORE THE PROPOSED DATE OF
.
RELEASE.
amec
APPROVED: PWO OR OICC DATE
SIZE
CODE (DENT. NO
NAVFAC DRAWING NO.
C. THE CONTRACTOR AGREES TO INCLUDE A SIMILAR REQUIREMENT IN EACH SUBCONTRACT UNDER
foster
F
80091
SATISFACTORY TO: DATE
CONSTR. CONTR. N0. N40085 -17-B-0037
THIS CONTRACT. SUBCONTRACTORS SHALL SUBMIT REQUESTS FOR AUTHORIZATION TO RELEASE
SCALE: NOTED
SPEC. 05-17-0037
SHEET 26 OF 27
THROUGH THE PRIME CONTRACTOR TO THE CONTRACTING OFFICER.
wheeler
AE PROJECT # 170221

U)
Q
0
U)
Cr
N
I
Cn
U)
U
Cn
U)
0
i
C0
0
U
U
0
n
WE
i
0
00
co
00Q
o �
0
REVISIONS
SYM
DATE
APPROVED
GEOTECHNICAL BORING REPORTSHEET 5
SHEET 7
GEOTECHNICAL BORING J
BORE LOG
BORE LOG
WBS NIA
TIP NIA
[COUNTY ONSLOW
GEOLOGIST M.Raup
WBS NIA
TIP NIA
COUNTY ONSLOW
GEOLOGIST M. Lear
SITE DESCRIPTION 5881 Railroad Bridge Repair (AMECFW Prof. No. 6468-17-7073)
GROUND WTR (ft)
0 HR. Water
HR. Boring
SITE DESCRIPTION S881 Railroad Bridge Repair (AMECFW Proj. No. 6468-17-7073)
GROUND WTR (ft)
D HR. ND
24 HR. FIAD
BORING NO. B-3
STATION NIA
OFFSET NIA
ALIGNMENT NIA
BORING NO. EB -2
STATION NIA
OFFSET NIA
ALIGNMENT NIA
COLLAR ELEV. -2.9 ft
TOTAL DEPTH 80.9 ft
NORTHING 373,584
EASTING 2,549,907 __]24
COLLAR ELEV. 13.7 ft
TOTAL DEPTH 85.5 ft
NORTHING 373,629
EASTING 2,549,936
DRILL RIG/HAMMER EFRIDATE MID0314 D-25 84% 0910512017
DRILL METHOD Mud Rotary
HAMMER TYPE Automatic
DRILL RIG/HAMMER EFRIDATE MID1904 CME -45B 78% 0910612017
DRILL METHOD Mud Rotary
HAMMER TYPE Automatic
DRILLER M.Wiggins
START DATE 07/20/17
=COMP. DATE 07/20/17
SURFACE WATER DEPTH 3.1 ft
DRILLER M. Wiggins
START DATE 071271'17
COMP. DATE 07/27/17
SURFACE WATER DEPTH NIA
DRIVE BLOW COUNT
ELEV DEPTH
BLOWS PER FACT
SAMP.
L
DRIVE BLOW COUNT
ELEV DEPTH
BLOWS PER FOOT
SAMP.
■
L
ELEV
(ft) (ft)
Q 25
O SOIL AND ROCK DESCRIPTION
ELEV
(ft} (ft)
p SOIL AND RACK DESCRIPTION
(ft) 0.5ft 0.5ft 0.5ft
50 75 1 QO
NO.
MOI
G ELEV. ft DEPTH ft
(ft} 0.5ft 0.5ft 0.5ft
0 25 5Q 75 100
NC.
MOI
G ELEV. ft DEPTH ft
0
WATER SURFACE (07120117)
_..-..-.._.._.._.._.._.._.._.._.._...�...�.._
15
13.7 GROUND SURFACE 0.0
_
-2.9 MUD LINE 0.0
. . .
• . . `
` ' ' '
. .
0- ARTIFICIAL FILL
Sat.
ALLUVIAL
WOR WOR WW�H 0- - _ - - - _ - - - - -
�. . . .
.. ..
.. . .
. . ,
0 10.7 Railroad Ballast Stone -4.25" HSA to 3.7 feet. 3.0
5
1 0
-
- --s---
Very soft, saturated, black and brown, highly
2 2 2
Soft to medium stiff, moist to wet, tan, brown,
- - - _ - • n - - - - -
organic clayey MUCK
�4 - -
- -
-
M
and gray, fine sandy, silty CLAY (A-6)
WOH WOH W�H - - - - - . . . . . . .JIAP
VVDH �. . . . . . - - -
Sat.
-8.4 _______________ 5.5
-
2 2 3
- -
- -
15 .
_ _ _ .
- - - -
. . . a
- _ _
. .
M
-10 2 5 4 - -9 - - - ° _ _ - - - - -
Sat.
:=::;' Loose, wet, brown and tan, silty, fine to
5
-
_ _
:� • -10.9 coarse SAND (A-2-4) with few fine to coarse _8.0
1 2 2
_
W
*4 - - -
- _ _ _
.
2 1 WOH 1 -
Sat
_ rounded gravel and trace organics 1�
-._.....-
. . .
1.
. . _ _
.
. .
' - - - - -
. . . " . . ' ' - - -
_
Very soft, saturated, brown -black, fine sandy
- - -
-
°
- - - -
11.7 _ 12.0
- - - - - - - - -
-15
CLAY (A-6) with trace organics
0
.� ' ' '
' ' . .
-
- "
ALLUVIAL
_ _ - - - - - - - - -
4 3 3
-
Sat.
Medium stiff, saturated, gray, fine sandy, silty
_
- _
_ " _
WOH WOH VIIoH 0:
Sat
CLAY (A-6) with trace organics
- - - r - - - . . . . .
..
_ _
-18.9 __ _______ 16.0
- -
- - -
-
-4.3 _ _ __ 18.0
UNDIVIDED COASTAL PLAIN
-
__
;;° Loose, saturated, gray and brown, silty, fine
-91 _5 1AB- i - - - - - - - - -
. ° e Medium dense, wet, gray, white, and green,
2 2 35•
- - - -
- • •
- - -
Sat.
�;:; ;• SAND (A-2-4) with trace to few organics
6 12 5 27 . _ - -
W
e °� clayey, fine to coarse SAND and SHELL
- - - -
• . . .
. . . .
q.
; : :
. - - -
,
• a -23.9 HASH (A-2-6) with trace friable to indurated 21.0
-
- -
.,.
` • • •
fragments
�:; ;:•
- . . 'I'
_ _ _ _ _limestone _ _ _
.=:� ; Medium dense, saturated, gray, silty, fine to
2 2 3
.
Sat.
=:O :
_
.
7 8 8
. 1
Sat.
' •
;:;• coarse SAND (A-2-4) with trace to few shell
_
-
26 4
0 0 -12.3 - - - - --- - --
. - - - - - -
- - . -
fragments and limestone fragments
.
- -
-� .
- - - -
_
0 0 0 0 UNDIVIDED COASTAL PLAIN
.000
-3Q
;: ;; •
•'"'
_15
-
- -
Dense, saturated, gray, fine to coarse SAND
.
• - 1 -"
''•'� •
•''
-
15 16 1 fi
- . -
Sat'
o000
a a a and SHELL HASH (A-3) with trace friable
*00-
- - - -
32 -
-
16
Sat.
:=
0 shell hash limestone fragments
o o a a
. - - - - - -
. ;+:.
.
.
. .
oaao -18.3 32.0
-35 - l- - - - - - - - - -
:-:;°
-20
-
- - - -
- - - •
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _
:;•;?= Dense to medium dense, saturated, dark
.,..
•+'moo
-
,.
&'� •• gray -green, silty, fine to coarse SAND (A-2-4)
�.
9 10 11 . - - -
Sat.
., :; •
'•� •'
- - - -
:�33-
. .
. . . .
. . . -
Sat.
:;�
':: with some shell fragments and trace friable
21
. .�. .
....
�'''
• -38.9 36.0
-
-� . . •
. . . .
. - - -
-='�• shell hash limestone fragments
-40 - `' - -
••• °
- -Very dense, saturated, gray, friable to
-25 -
- _ _
_
1
-
_ _ _
-
:•:■:.
•:�::
. ■ •
- - - - •
indurated, SHELL MOLD LIMESTONE with
9 12 16
Sat.
== ''•
fi 51 22 - - - _ .
�73'
Sat.
some sand and shell fragments
_
.
:� •:.
- - - - - - - - ./-
-45 - - - - -
-43.9 _______________ 41.0
:;:;' - Very dense, saturated, gray, silty, fine to
co
-30 _
. . . -
- -
- - -
. . . .
27 - - -
. . .
. . . . . . • . - / . . . . . .
�'� �• coarse SAND (A-2-4) with trace shell
e s e I
`'' 12 12 15
. . . .
Sat.
..
' '•'•
❑ _ . #57 -
Sat.
::;:;
• •
•: fragments
©
-
- - -
-
■• ...
:::
•"
, .
0
•
o _
v' 24 19 35 . . . . . . .
Sat.
•■ ••
v� 11 13 15
28-
Sat.
: •-
z 5 4 - - .
- - - - - - - -
...
.+
- - -
- - -
.
. -
,..
.:.:.
.
� � /
-55 - - - - - -
..... -53.9 ________________ 51.0
-40
- - -
1
- .
•
.
-
Medium dense to dense, saturated, gray,
_
.;.; ;.
_56 A 53 9friable
to indurated SHELL MOLD
vt 6 9 15
Sat.
.•' '�
0 20 18 19
Sat.
LIMESTONE with some sand and shell
- -
-� -
- -
-
• �-
°:'''
.37
. . .
fragments
. . . .
�+.
. . . .
. . . -
-43.3 57.0
' ' • - - - ---- - - - --- - - .` -_..
.
-60
-45
- - - -
Very dense, saturated, gray, friable to
z
o _ - - • - / - - - - - ° - - - -
z
R 30 19 48
- - -
Sat.
indurated, SHELL MOLD LIMESTONE with
. . . .
. • . -
- 67
- - _ - - - - -
. . . .
some sand and shell fragments
m 10 10 12 - - - 22 . . . . . . .
Sat.
m
. . . .
. . . .
. . . .
. . . -,
. . . .
,- - - -
-48.3 _,_„ - ----- -_____ 62.0
-65 - - - ' ' ' ' . ' ' - - - -
a -50,90-3
- - - -
- - . -
N- - -
::; IS Very dense, saturated, gray, silty, fine to
�,• . . . . . . . . . .
64
w - 25 3$ 58
:•: coarse SAND (A-2-4) with trace shell
LU . . . . _ \ . . . . . . _ . . .
w
. . . .
. . . .
. . . .
. . - #96
Sat.
•:'•'
:.� ; :' fragments and friable limestone fragments
20 12 31 . . . . . . .
Sat.
(D
. . . .
. . . .
- - .
' �
• •..
%❑
©Of, -7Q - - - - - 43 . . . . . - -
69.9 X7.0
- 55
. . . .
. . . -
- -
: � ;�:. -54.3
,...
o - - - . . . . �- - - -
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
:;..;;' Very dense, wet, dark gray, silty, fine SAND
_ 12 50 50 0.2
-
Sat.
Very dense saturated gray, friable to
,
- - -
- - - -
_ - -
0
; ; ;, (A--2--4) with trace shell fragments
❑
- -
100f0�4
indurated, SHELL MOLD LIMESTONE with
20 39 47 . .. . �
W
:SN' -6-:-
o
�.
some sand and shelf fragments
-75 - - -86 :
;
_60
. . . .
. . . .
. . _ .
. . /
. . . . . . . . . . . . - - -
r-772 743
;:;.:.
•�• '�
¢ 74-n-I
23 32 44
r
Noe-
. . .
75
Sat.
. . . _
. . . .
. . . .
� 21 30 46 . . . . . . . . . . . - - - -
+ s •■
•
W e P .
CIO
- - -
- - - -
.
�I -80 - - - r - - - -
. •...I
-65
- -
- -
- - - -
CD
~
.
:•••:
�'•
20 42 55
..97
Sat.
. . . . 1 . . .
.
. . - - - -
co 24 32 36 - - - - . - - 68 " - - -
W
�' �S -83.8
• :.. 80.E
. . .
-
. . . .
_
. . . .
.
. .
/ !
-68.3 ._... - - - •-- •--- _ 82.0
- - - -
-70
_
- _ _ _
_ _ _
_ -
.,.., r a ne ND
Ve swith
'
Boring Terminated at Elevation -83.8 ft in
J
Undivided Coastal Plain: Very dense, silty
_
16 25 42
_
W
•:..
: • :: (A-2-4) trace shelltfragmentsf
'`�::
fine SAND (A-2-4}
67
-71.8 85.5
z
z
Boring Terminated at Elevation -71.8 ft in
Undivided Coastal Plain: Very dense, silty
LU
Boring offset from proposed, drilled location
w
fine SAND (A-2-4}
o
approximately between proposed boring B-2
o
oand
B-3.
o
Boring completed along centerline of railroad
❑
track, adjacent to staked location.
z
z
,
90%SUBMITTAL
S-21
DISCLOSURE OF INFORMATION
THE CONTRACTOR SHALL COMPLY AS FOLLOWS:
AVOLIS ENGINEERING, P.A. LICENSE NO. C-0706
DEPARTMENT OF THE NAVY NAVAL FACILITIES ENGINEERING COMMAND
X 15564•
MARINE CORPS BASE
A. THE CONTRACTOR SHALL NOT RELEASE TO ANYONE OUTSIDE THE CONTRACTOR'S ORGANIZATION
NEW BOERN NC 28561
ANY UNCLASSIFIED INFORMATION, REGARDLESS OF THE MEDIUM (E.G. FILM, TAPE, DOCUMENT),
PH.[phone]
CAMP LEJEUNE, NORTH CAROLINA
PERTAINING TO ANY PART OF THIS CONTRACT OR ANY PROGRAM RELATED TO THIS CONTRACT, UNLESS
DES. CRS
REPAIR RAILROAD TRESTLE, S881
1. THE CONTRACTING OFFICER HAS GIVEN PRIOR WRITTEN APPROVAL; OR
DR. AGG
MARINE CORPS BASE CAMP LEJEUNE
2. THE INFORMATION IS OTHERWISE IN THE PUBLIC DOMAIN BEFORE THE DATE OF RELEASE.
.
CHK.
SUBMITTED BY:
B. REQUESTS FOR APPROVAL SHALL IDENTIFY THE SPECIFIC INFORMATION TO BE RELEASED, THE
DESIGN DIR.
MEDIUM TO BE USED, AND THE PURPOSE FOR THE RELEASE. THE CONTRACTOR SHALL SUBMIT ITS
REQUEST TO THE CONTRACTING OFFICER AT LEAST 45 DAYS BEFORE THE PROPOSED DATE OF
.
RELEASE.
amec
APPROVED: PWO OR OICC DATE
SIZE
CODE (DENT. NO
NAVFAC DRAWING NO.
C. THE CONTRACTOR AGREES TO INCLUDE A SIMILAR REQUIREMENT IN EACH SUBCONTRACT UNDER
foster
F
80091
SATISFACTORY TO: DATE
CONSTR. CONTR. N0. N40085 -17-B-0037
THIS CONTRACT. SUBCONTRACTORS SHALL SUBMIT REQUESTS FOR AUTHORIZATION TO RELEASE
SCALE: NOTED
SPEC. 05-17-0037
SHEET 27 OF 27
THROUGH THE PRIME CONTRACTOR TO THE CONTRACTING OFFICER.
wheeler
AE PROJECT # 17022