A B EST. WT. OF PRECAST CONCRETE
Transcript of A B EST. WT. OF PRECAST CONCRETE
DRAWING SCHEDULE
EST. WT. OF PRECAST CONCRETE
ELEVATIONSCALE: ‰"=1'-0"
SCALE: ‰"=1'-0"
PLAN
A1 5
B1 5
WELDING DETAIL
DECK PLATE
SCALE: …"=1'-0"
EST. LIFTING WT. OF EXISTING SPAN
AT EXISTING PIER #2 AND ABUTMENT #3
EXISTING ABUTMENT #1 SHOWN, TYPICAL
LETTER SERIES
SHEET NO. SHOWN ONSHEET NO. CUT ON
SECTION DESIGNATION
variances.
in compliance with the plans and indicating any construction
as-built drawings confirming that the project was constructed
to provide to the office of the Director Structures Design
Contractor or UPRR Manager in charge of construction
POSTCONSTRUCTION COMPLIANCE
IN CHARGE OF CONSTRUCTION DATE
1
‰
‰
TYP.
TYP.
GENERAL ARRANGEMENT
CR
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FO
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10-13-15
C E NUMBERDRAWN BY:
CHECKED BY:
SCALE:
WORK ORDER:
LOCATION:
FACILITY:
DWG TITLE:
CHECKED BY:
DESIGN BY:
PROJECT ID:
NO. DATE REVISIONS
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(OMAHA, NE)
ALFRED BENESCH & CO.
BY
UNION PACIFIC RAILROAD CO.
APPROVED FOR
BY:
DATE:
ENGINEER:
AS NOTED
ACB
JRB
JRB
SNP
BENESCH-SNP
UP-ADS 38°53'43" N
98°51'24" W
BRIDGE 263.20 SHARON SPRINGS SUB.
RUSSELL, KS
of 8
REPLACING 2 SPAN BTB-BD x 38'
2 SPAN 20" PCS x 38' (DROP-IN)
88040
25861
SHANE N. POTTS
05-21-15
120372
1
SHEET NO.
RE
F.
THI
S
SE
T
DWG. NO.NO.
GENERAL ARRANGEMENT
REV.NO.
2
3
4
SHEET NO. DESCRIPTION
GENERAL NOTES AND BILL OF MATERIAL
DESCRIPTION
5
6
7
(TIMETABLE WEST)
SHARON SPRINGS
TO GORHAM &
RI
GH
T
MK. CDP4 (TYP.)
DECK PLATE
MK. CDP1 (TYP.)
DECK PLATE
MK. CDP3 (TYP.)
DECK PLATE
MK. CDP2 (TYP.)
DECK PLATE
18'-10"2"
2"
2"18'-10"
PROPOSED BACKWALL
INSIDE FACE OF
FACE TO FACE OF PROPOSED BACKWALLS = 38'-2"
MK. CDP1
DECK PLATE
MK. CDP2
DECK PLATE
MK. CDP4
DECK PLATE
MK. CDP3 (TYP.)
DECK PLATE
NOTE:
COLD GALVANIZING COMPOUND TO PLATES AS REQUIRED.
FIELD WELDS AS SHOWN. AFTER WELDS ARE COMPLETE, APPLY
FIELD FORCES TO REMOVE GALVANIZING AS REQUIRED TO MAKE
SG19-3SG19-3
SG19-F
SG19-3SG19-3
SG19-F
BEAM (TYP.)
CONCRETE SLAB
20" PRESTRESSED
GROUND LINE
EXISTING
EXISTING ABUTMENT #1EXISTING ABUTMENT #3
EXISTING ABUTMENT #1EXISTING ABUTMENT #3
ELEV. 96.76
LOW CHORD
PROPOSED
ASSEMBLY EHA-1R
END HANDRAIL
ASSEMBLY EHA-1R
END HANDRAIL
ASSEMBLY EHA-1L
END HANDRAIL
ASSEMBLY EHA-1L
END HANDRAIL
BACKWALL PCB-1 (TYP.)
PRECAST CONCRETE
ELEV. 99.99
EXISTING B/R
PROPOSED B/R =
ELEV. 100.06
EXISTING B/R
PROPOSED B/R =
GRADE:0.183%
(SET BRIDGE LEVEL)
ELEV. 96.54
LOW CHORD
EXISTING
ASSEMBLY EHA-1L
END HANDRAIL
ASSEMBLY EHA-1R
END HANDRAIL
B5 502000 1-3 STEEL HARDWARE AND HANDRAIL ASSEMBLIES
1 A
3 D
530000 BOX AND SLAB BEAM, CONSTRUCTION PLANS
530020 SG1-SG2 14" TO 20" x 7'-0" SLAB BEAM
16 114258
PLANK ABUTMENT
PRECAST BACKWALL PLANKS FOR BOX AND SLAB GIRDER
PIER #2
EXISTING
SWITCH STAND
EXISTING
SWITCH STAND
EXISTING
SWITCH
POINT OF
E
XISTI
NG I
ND
UST
RY T
RA
CK
`
SL
AB
BE
AM
SG19-
F
`
PR
OP
OS
ED
BRI
DG
E
=
(TIMETABLE EAST)
SALINA
TO BUNKER HILL &
ELEV. 87.01
FLOWLINE
STA. 100+17.00
` EXISTING PIER #2
STA. 100+00.00STA. 100+36.08
PROPOSED BACKWALL
INSIDE FACE OF
STA. 99+97.92
BACKWALL PCB-1 (TYP.)
PRECAST CONCRETE
BACKWALL PCB-1 (TYP.)
PRECAST CONCRETE
SLAB BEAM SG19-3 = 36,500 LB. (18.3 TON)
SLAB BEAM SG19-F = 31,700 LB. (15.9 TON)
A1
TYPICAL SECTIONS AND DETAILS
PRECAST CONCRETE BACKWALL PCB-1 DETAILS
EXISTING BACKWALL
INSIDE FACE OF
(H
OL
D)
1'-0"
ELASTOMERIC BEARING PAD (TYP.)
WITH …" x 7" x 1'-2"
BEAM STOP MK. GS-8
BETWEEN SLAB BEAMS)
FIT IN FIELD) (TYP.
WT4x15.5 (CUT TO
BACKWALL PCB-1 = 5,300 LB. (2.7 TON)
BEAM (TYP.)
CONCRETE SLAB
PRESTRESSED
OUT TO OUT OF SLAB BEAMS = 37'-10"
+2'-1"+11'-2"
C2I (TYP.)
HANDRAIL ASSEMBLY
PROPOSED BACKWALL
INSIDE FACE OF
PROPOSED BACKWALL
INSIDE FACE OF
PRECAST CONCRETE BACKWALL PCB-1 (TYP.)
BACKWALL PLANK TO MATCH END OF
OUTSIDE FACE OF PRECAST CONCRETE
BACKWALL PLANKS (TYP.)
4-12'-0" PRECAST CONCRETE
8 MISCELLANEOUS STEEL DETAILS (SHEET 2 OF 2)
MISCELLANEOUS STEEL DETAILS (SHEET 1 OF 2)
REMOVAL DETAILS AND BEARING AND PILE LAYOUT
2 -
4 A1
530000 20" SLAB BEAM SPAN, CONSTRUCTION DETAILS
531010 BEARING PAD PLACEMENT ON CAPS
12'-0" BACKWALL PLANK = 1,200 LB. (0.6 TON)
C2GI-19L
ASSEMBLY
HANDRAIL
C2GI-19R
ASSEMBLY
HANDRAIL
C2GI-19R
ASSEMBLY
HANDRAIL
C2GI-19L
ASSEMBLY
HANDRAIL
SEAT EXTENSION
CAST-IN-PLACE CONCRETE
SEAT EXTENSION
CAST-IN-PLACE CONCRETE
NOTES:
BACKWALL PLANK (TYP.)
12'-0" PRECAST CONCRETE
2
12
1
PROPOSED GROUND LINE (TYP.)
19'-0" BTB-BD (WITH CONCRETE DECK, HANDRAIL, BALLAST, TIES, RAIL AND OTM) = 209,550 LB. (104.8 TON)
19'-0" BTB-BD (STEEL AND CONCRETE DECK ONLY) = 111,200 LB. (55.6 TON)
ELASTOMERIC BEARING PADS
WITH 2-…" x 7" x 0'-7"
BEAM STOP MK. GS-9
(TYP.)
(23'-0" MIN. EMBEDMENT)
HP14x89 STEEL PILE
SEAT EXTENSION
CAST-IN-PLACE CONCRETE
SEAT EXTENSION
CAST-IN-PLACE CONCRETE
ALI
GN
ME
NT:
TA
NG
EN
T
`
EXI
STI
NG
TR
AC
K
EXISTING ABUTMENT SEAT EXTENSION AND BACKWALL PLANK INSTALLATION DETAILS
CONCRETE BACKWALL PLANKS AS REQUIRED (TYP.)
PRECAST CONCRETE BACKWALL PCB-1 AND PRECAST
FIELD FABRICATE CLOSURE BETWEEN EXISTING ABUTMENT,
SHOWN FOR CLARITY) (TYP.)
EMBEDMENT) (PLANK SEAT NOT
HP14x89 STEEL PILE (23'-0" MIN.
REQUIRED
SLAB BEAM CURB AS
STAND TIES TO MISS
FIELD MODIFY SWITCH
UPRR FIELD FORCES TO
PLANK SEAT MK. SPS-1 (TYP.)
S62
28
28 OF
TIE (TYP.)
SWITCH STAND
EXISTING
EXISTING CONDITION AFTER CONSTRUCTION OF BRIDGE IS COMPLETE.
SALVAGED AND RE-INSTALLED BY UPRR FIELD FORCES TO MATCH
3. EXISTING SWITCH STAND AND SWITCH STAND TIES SHALL BE REMOVED,
SHEET NO. 4.
2. FOR CAST-IN-PLACE CONCRETE SEAT EXTENSION DETAILS, SEE
1. FOR BEARING AND PILE LAYOUT, SEE SHEET NO. 3.
BILL OF MATERIALGENERAL NOTES CONSTRUCTION NOTES
DESIGN NOTES
CAST-IN-PLACE CONCRETE NOTES
PRECAST CONCRETE NOTES
MISCELLANEOUS STEEL NOTES
PROPOSED CONSTRUCTION SEQUENCE
BEARING PAD INSTALLATION NOTES
2
BILL OF MATERIAL
GENERAL NOTES AND
10-13-15
C E NUMBERDRAWN BY:
CHECKED BY:
SCALE:
WORK ORDER:
LOCATION:
FACILITY:
DWG TITLE:
CHECKED BY:
DESIGN BY:
PROJECT ID:
NO. DATE REVISIONS
1
1
2 3 4 5 6 7 8 9 10 11 12
2
3
4
5
6
7
8
9
10
11
12
INCHES
SHEET NO.
LATITUDE:
LONGITUDE:
/ /
/ /
/ /
/ /
PLOTTED: 10/13/2015 1:44:16 PM
FIL
E N
AM
E:\\o
mahadc2\b
enesch_
projects\O
maha\1
20400S\0
0120404.0
0\C
AD\S
ub
mittals\2
0151013_
Final_
Sub
mittal/shs26320_
bks.d
gn
(OMAHA, NE)
ALFRED BENESCH & CO.
BY
UNION PACIFIC RAILROAD CO.
APPROVED FOR
BY:
DATE:
ENGINEER:
AS NOTED
ACB
JRB
JRB
SNP
BENESCH-SNP
UP-ADS 38°53'43" N
98°51'24" W
BRIDGE 263.20 SHARON SPRINGS SUB.
RUSSELL, KS
of 8
REPLACING 2 SPAN BTB-BD x 38'
2 SPAN 20" PCS x 38' (DROP-IN)
88040
25861
SHANE N. POTTS
05-21-15
120372
REQ'D UNIT
TRACK PROJECTS
UPRR MANAGER
STORE ITEM NO. ORDERED BYDESCRIPTION
CONTRACTOR
The CBYD number is: 1-800-336-9193.
construction, confirm that all necessary relocations have been completed.
than 60 days) prior to proposed construction start date. Prior to
7. Contact the Union Pacific "Call Before You Dig" number 90 days (not less
companies, agencies and/or authorities.
embankment and coordinate these activities with the appropriate utility
all utilities affected by the construction of the structure and
4. Verify the location, relocation, abandonment, and/or temporary support of
AVP Engineering Design/Construction prior to construction.
3. Any modifications to this design shall be approved by the UPRR Office of
drawings shall be reported immediately to the UPRR Project Manager.
Any variations in dimensions or elevations from those shown on the
inspection of the site verifying all pertinent dimensions and elevations.
2. Before ordering any material, the Contractor shall make a detailed field
1. Coordinate all construction activities with the Railroad.
DIVISION OF RESPONSIBILITY
A. RAILROAD
B. CONTRACTOR
Project Manager.
2. Remove ballast and other debris from channel as directed by the UPRR
embankments and upstream and downstream channel flowline.
Specifications. Perform grading as required to drain and match existing
1. Provide and place all fill and subballast material per UPRR Grading
1. No grade raise.
PROFILE
GRADING
RIGHT-OF-WAY
Approximately 200' left of ` existing track.
1. EXISTING: Approximately 200' right of ` existing track.
FIELD WELDING
4. Welders shall possess valid qualifications.
3. Welding electrodes shall be E7018 for SMAW or E70T-5 for FCAW.
with a single pass.
Bridge Welding Code, AWS D1.5, except Š" fillet welds may be made
2. Welding shall be in compliance with the requirements specified in the
1. Welding shall be accomplished with the SMAW or FCAW process.
construction plan.
13. Accomplish activities within the schedule specified in the approved
Engineering Design/Construction prior to beginning construction.
sequence, if proposed, shall be approved by the UPRR Office of AVP
be submitted to the Railroad for approval. The alternate construction
sequence shown on Sheet No. 2. An alternate construction sequence may
12. Accomplish all of the tasks described in the proposed construction
11. Direct channel flow as required to perform work.
slipping between the midrail and walking/working surface.
protection shall be provided such as screens or mesh to prevent
If conditions warrant, i.e. pedestrian traffic/weather, additional
rails and midrails shall not extend past the posts or uprights.
and lacerations and prevent snagging of clothing. The ends of top
Guardrail system shall be surfaced to prevent injuries from punctures
outward or downward direction at any point.
withstanding without failure, a force of 200 lbs. applied in any
Entire guardrail system, including anchorages, shall be capable of
intervals of 10'-0".
Metal or timber posts or uprights shall be spaced at maximum
walking/working surface and top rail.
At least one midrail shall be provided, evenly spaced between
walking/working surface.
The top edge height of the top rail shall be 42" +/- 3" above the
Guardrails on shoring shall include but not be limited to the following:
10. Provide temporary guardrail system as directed by UPRR Project Manager.
construction.
Office of AVP Engineering Design/Construction prior to beginning
State of Kansas. All temporary structures shall be approved by the UPRR
designed, signed and sealed by a Professional Engineer registered in the
procedure for all temporary structures. All temporary structures shall be
affected by the work. Provide the Railroad with details, design and
required to support and protect the existing embankments and structures
9. Provide all temporary structures (shoring, bracing and/or falsework)
approved by the Railroad.
Construction shall not begin until the construction plan has been
activity, schedule and procedure for each aspect of the work.
8. Provide the Railroad with a detailed construction plan defining the
7. Perform all work not performed by the Railroad.
by the Railroad, required to complete the work.
Contractor shall be responsible for providing all material, not provided
6. Bill of Material and Schedules are provided for information only.
work.
5. Apply for and obtain all construction permits necessary to perform the
Railway Engineering requirements.
cover on reinforcing not otherwise noted shall meet the AREMA Manual for
are tied. Tack welding of reinforcing is prohibited. Minimum concrete
every other bar intersection so that at least 50% of the intersections
securely wired against displacement. Tie wires shall be installed at
3. Reinforcing steel shall be blocked and tied to proper location and
out of bar.
Manual of Standard Practice. Dimensions of bending details are out to
2. Fabrication of reinforcing steel shall be per Chapter 7 of the CRSI
specifications and meet Grade 60 requirements.
1. Reinforcing steel shall be deformed, new billet bars per ASTM A615
REINFORCING STEEL
CONCRETE
against them. Follow manufacturer's instructions.
alternate to existing concrete surfaces prior to placing new concrete
12. Apply Weld-Crete chemical concrete bonding agent or approved
new concrete placed against them.
11. Bush hammer or scarify all existing concrete surfaces which shall have
membrane.
10. Curing shall be accomplished by wet curing or application of a Type 2
9. Admixtures shall not be used without approval by the Railroad.
8. Air content shall be between 5% and 7% (by volume).
sand.
Coarse aggregate shall be size no. 67. Fine aggregate shall be natural
7. Aggregates shall be graded in accordance with ASTM C33 specifications.
accordance with ASTM C150 specifications.
6. Cement shall be Type I, Type II or Type III Portland Cement in
sacks of cement per cubic yard of concrete.
weight) does not exceed 0.45. Concrete shall contain a minimum of 6
5. Concrete shall be proportioned such that the water - cement ratio (by
a smooth finish, free of all float or trowel marks.
edges of 90° or less are to be chamfered ƒ" x ƒ". Top surfaces to have
smooth and uniform appearance without rubbing or plastering. Exposed
4. Exposed surfaces shall be formed in a manner which shall produce a
3. Minimum compressive strength at 28 days shall be 4000 psi.
2. Formwork tolerances shall be in accordance with ACI 347 specifications.
for Railway Engineering.
with Chapter 8: Concrete Structures and Foundations of the AREMA Manual
1. All concrete materials, placement and workmanship shall be in accordance
Railway Engineering requirements.
cover on reinforcing not otherwise noted shall meet the AREMA Manual for
are tied. Tack welding of reinforcing is prohibited. Minimum concrete
every other bar intersection so that at least 50% of the intersections
securely wired against displacement. Tie wires shall be installed at
3. Reinforcing steel shall be blocked and tied to proper location and
out of bar.
Manual of Standard Practice. Dimensions of bending details are out to
2. Fabrication of reinforcing steel shall be per Chapter 7 of the CRSI
specifications and meet Grade 60 requirements.
1. Reinforcing steel shall be deformed, new billet bars per ASTM A615
provide a minimum safety factor of 4.
precast element including form removal. The safe working load shall
alternate with a safe working load sufficient for the weight of the
1. Swift lift anchors shall be Dayton Superior P-52 anchors or approved
LIFTING ANCHORS
REINFORCING STEEL
CONCRETE
plant prior to shipment, at the Railroad's discretion.
be made available for inspection by the Railroad at the Fabricator's
all precast concrete members for shipment. All concrete components shall
13. The Fabricator shall be responsible for loading and properly securing
shape. Tolerance for location of lifting devices shall be +/- •".
Institute's Manual MNL 116 for Quality Control for the appropriate
shall conform to Division VI, Section 6.4 of the Precast Concrete
12. Dimensional tolerances governing the manufacture of precast members
Prestressed Concrete Institute's Manual MNL 116 for Quality Control.
accordance with the AREMA Manual for Railway Engineering and the
11. Production procedures for the manufacture of precast members shall be in
bridge number and piece mark at location shown on the drawings.
10. The Fabricator shall stencil the Fabricator's name, date of fabrication,
membrane.
9. Curing shall be accomplished by wet curing or application of a Type 2
8. Admixtures shall not be used without approval by the Railroad.
7. Air content shall be between 5% and 7% (by volume).
sand.
Coarse aggregate shall be size no. 67. Fine aggregate shall be natural
6. Aggregates shall be graded in accordance with ASTM C33 specifications.
accordance with ASTM C150 specifications.
5. Cement shall be Type I, Type II or Type III Portland Cement in
sacks of cement per cubic yard of concrete.
weight) does not exceed 0.45. Concrete shall contain a minimum of 6•
4. Concrete shall be proportioned such that the water - cement ratio (by
smooth finish, free of all float or trowel marks.
edges of 90° or less are to be chamfered ƒ" x ƒ". Top surface to have a
smooth and uniform appearance without rubbing or plastering. Exposed
3. Exposed surfaces shall be formed in a manner which shall produce a
2. Minimum compressive strength at 28 days shall be 4000 psi.
for Railway Engineering.
with Chapter 8: Concrete Structures and Foundations of the AREMA Manual
1. All concrete materials, placement and workmanship shall be in accordance
performed by qualified welders.
Engineering and AWS D1.1 Structural Welding Code. Welding shall be
5. Welding shall be by the arc process per AREMA Manual for Railway
specifications unless noted otherwise.
4. Bolts and nuts to be zinc plated in accordance with ASTM A153
ASTM A123 specifications. Coating weight shall be 2.3 oz. per sq. ft.
accordance with SSPC-SP8 and hot-dipped galvanized in accordance with
3. Where galvanizing is indicated, miscellaneous steel shall be pickled in
otherwise.
noted otherwise. Miscellaneous steel shall be plain unless noted
2. Miscellaneous steel shall conform to ASTM A36 specifications unless
Engineering.
Chapter 15: Steel Structures of the current AREMA Manual for Railway
1. Materials, fabrication and workmanship shall be in accordance with
12'-0" PRECAST CONCRETE BACKWALL PLANK (REF. 6)
HP14x89 x 60'-0" STEEL PILE (ASTM A572 GRADE 50, PLAIN)
DECK PLATE MK. CDP1 (REF. 5)
DECK PLATE MK. CDP2 (REF. 5)
DECK PLATE MK. CDP3 (REF. 5)
DECK PLATE MK. CDP4 (REF. 5)
HANDRAIL ASSEMBLY C2I FOR 18'-10" CONCRETE INTERIOR SPAN (REF. 5)
NONSTANDARD MISCELLANEOUS STEEL (PER SCHEDULE, SHEET NO. 7)
G206 DOWEL BAR (#8 BAR x 2'-6", ASTM A615, GRADE 60)
ZRC COLD GALVANIZING COMPOUND OR APPROVED ALTERNATE
ITW RED HEAD EPCON C6-18 EPOXY CARTRIDGES OR APPROVED ALTERNATIVE
WELD-CRETE CHEMICAL CONCRETE BONDING AGENT OR APPROVED ALTERNATE
4000 PSI NON-SHRINK GROUT
511-7816
511-7849
510-7593
510-0590
510-0591
510-0592
510-0593
510-0428
510-7150
511-8212
510-3661
510-3637
510-3635
512-2868
513-3960
410-2148
410-2149
P00-2616
4
2
4
16
4
3
3
6
3
2
8
1
36
12
4
4
20
1
6
6
1
1.0
2
1
1
1
10
EA.
EA.
EA.
EA.
EA.
EA.
EA.
EA.
EA.
EA.
EA.
LOT
EA.
EA.
EA.
EA.
EA.
EA.
EA.
EA.
EA.
CU.YD.
LOT
LOT
LOT
SLOPED CURB (REF. 3)
20" x 18'-10" PRESTRESSED CONCRETE SLAB BEAM SG19-3, TYPE 1 WITH
CURB (REF. 3)
20" x 18'-10" PRESTRESSED CONCRETE SLAB BEAM SG19-F, TYPE 2 WITHOUT
SHEET NO. 6)
PRECAST CONCRETE BACKWALL PCB-1 (PER NOTES, SHEET NO. 2 AND DETAILS,
PER MANUFACTURER'S SPECIFICATIONS
OR V2169 PRIMER AND ONE COAT OF RUST-OLEUM V2179 BLACK FINISH APPLIED
WT4x15.5 x 10'-0" ASTM A36, PAINTED WITH TWO COATS OF RUST-OLEUM V2182
MATERIAL (REF. 4)
ƒ" x 10" x 6'-2" ELASTOMERIC BEARING PAD, RANDOM ORIENTED FIBER
APPROVED ALTERNATE
ITW RED HEAD 24XL STATIC MIXING NOZZLE FOR C6-18 CARTRIDGES OR
SCHEDULE, SHEET NO. 4)
REINFORCING STEEL FOR SEAT EXTENSIONS (PER NOTES, SHEET NO. 2 AND
(PER NOTES, SHEET NO. 2 AND DETAILS, SHEET NO. 4)
4000 PSI CONCRETE FOR SEAT EXTENSIONS, 0.5 CU.YD. PER SEAT EXTENSION
HARDWARE PER ENGINEERING STANDARD DRAWINGS 0502, 0507, 0538 AND 0599
BRIDGE MARKER AND NO TRESPASSING SIGNS, MOUNTING POSTS AND MOUNTING
WELL GRADED 1•" MINUS CRUSHED ROCK (PER DETAIL, SHEET NO. 3)
•" x 18" x 6'-4" PREMOLDED EXPANSION JOINT FILLER PER ASTM D1751
…" x 7" x 1'-2" ELASTOMERIC BEARING PAD (50 DUROMETER)
…" x 7" x 0'-7" ELASTOMERIC BEARING PAD (50 DUROMETER)
EA.1
WITH BLACK AND WHITE 4" STRIPING (REFLECTORIZED)
2" x 6•" x 8'-0" FIBERGLASS RECTANGULAR TUBING OR APPROVED ALTERNATE 393-0035
1
LOT
EST. WT. OF DOWEL BARS = 135 LB. (RAILROAD)
EST. WT. OF MISCELLANEOUS STEEL (NOT INCLUDING BOLTS OR ANCHOR RODS) = 5,705 LB. (RAILROAD)
EST. WT. OF STEEL PILING = 21,360 LB. (RAILROAD)
1 LOT PL-400 CONSTRUCTION ADHESIVE FOR BEARING PADS TO SIDE OF BEAMS (REF. 1)
LOT
TON
GENFLEX EPDM BONDING ADHESIVE FOR BEARING PADS TO TOP OF GROUT PAD
4000 PSI SELF-LEVELING GROUT
right side at each end of the bridge.
6. Provide and install Private Property/No Trespassing Sign on the
5. Provide and install bridge marker signs at each end of bridge.
4. Provide material as shown in the Bill of Material.
3. Provide and install ballast, ties, rail and OTM for existing track.
switch stand ties.
2. Remove, salvage, stockpile and re-install existing switch stand and
1. Remove ties, rail and OTM from existing bridge.
800-443-4272
Maumee, OH 43537
1722 Indian Wood Circle
GenFlex Roofing Systems
by:
the top of grout pads. It is a water based latex, low VOL contact adhesive
2. Genflex EPDM Bonding Adhesive shall be used to fasten the bearing pads to
of grout pads following manufacturer's directions.
pads and allow it to dry; use adhesive to attach bearing pad to the top
of grout pads; apply a light seal coat of adhesive to the top of grout
recommendations; clean, dry and remove all foreign materials from the top
using the following procedure: clean pads according to manufacturer's
1. The elastomeric bearing pads shall be fastened to the top of grout pads
15. Restore area to original condition or better.
14. Place Existing Track back into service (by Railroad).
13. Re-install existing switch stand and switch stand ties (by Railroad).
12. Install ballast, ties, rail and OTM for Existing Track (by Railroad).
11. Grade as required.
10. Install cover plates and handrail assemblies.
9. Drive piles and install precast concrete backwall planks.
8. Install precast concrete backwalls, bearing pads and set beams.
7. Level existing abutment and pier seats with self-leveling grout.
6. Construct cast-in-place concrete seat extensions.
5. Perform existing abutment backwall removals.
4. Remove existing superstructure.
3. Remove ties, rail and OTM from existing bridge (by Railroad).
(by Railroad).
2. Remove, salvage and stockpile existing switch stand and switch stand ties
1. Take Existing Track out of service (by Railroad).
All work to be performed by the Contractor, except where noted in parentheses.
120372-1
120372-2
120372-3
into place.
4. All retaining wall piles may be installed by driving or by vibrating
3. This drawing was prepared using 8" (min.) of ballast under timber ties.
impact with a 30" maximum total depth of ballast.
2. The proposed superstructure was designed for Cooper E80 Live Load plus
Concrete Structures and Foundations.
accordance with the AREMA Manual for Railway Engineering, Chapter 8:
1. The proposed superstructure and concrete backwall has been designed in
Sta. 101+23.44.
stand plate, located 17.7' track left of centerline existing track,
6. Temporary Benchmark: Elev. 100.10, Top of southeast corner of switch
of Rail Elev. 100.59 at Sta. 100+00.00.
5. Elevations are based on survey performed by Alfred Benesch & Co., Top
Bridge 263.20, Sta. 100+00.00.
4. Rail stationing is based on the West Face of East Backwall of existing
construction to a condition equal to or better than existing.
new structure and replace areas removed and disturbed in the course of
3. Contractor shall perform excavation as required for construction of the
02-25-15.
existing bridge and a survey performed by Alfred Benesch & Co. dated
on information provided by the Railroad including drawings of the
existing tracks, existing bridge and existing ground elevations is based
2. All information shown on these drawings regarding location of the
conflicts between specifications, the more restrictive shall apply.
Way Association (AREMA) Manual for Railway Engineering. In the event of
Specifications and the American Railway Engineering and Maintenance-of-
shall be accomplished as specified in Union Pacific Railroad (UPRR)
1. All work requirements shown on these drawings and not otherwise detailed
SCALE: „"=1'-0"
REMOVAL PLAN
SCALE: ‚"=1'-0"
BEARING AND PILE LAYOUT
SCALE: ‚"=1'-0"
EXISTING ABUTMENT REMOVAL
SCALE: ƒ"=1'-0"
ABUTMENT BACKFILL DETAIL
EXISTING ABUTMENT #1 SIMILAR
EXISTING ABUTMENT #3 SHOWN,
3
BEARING AND PILE LAYOUT
REMOVAL DETAILS AND
10-13-15
C E NUMBERDRAWN BY:
CHECKED BY:
SCALE:
WORK ORDER:
LOCATION:
FACILITY:
DWG TITLE:
CHECKED BY:
DESIGN BY:
PROJECT ID:
NO. DATE REVISIONS
1
1
2 3 4 5 6 7 8 9 10 11 12
2
3
4
5
6
7
8
9
10
11
12
INCHES
SHEET NO.
LATITUDE:
LONGITUDE:
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0151013_
Final_
Sub
mittal/shs26320_
bks.d
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(OMAHA, NE)
ALFRED BENESCH & CO.
BY
UNION PACIFIC RAILROAD CO.
APPROVED FOR
BY:
DATE:
ENGINEER:
AS NOTED
ACB
JRB
JRB
SNP
BENESCH-SNP
UP-ADS 38°53'43" N
98°51'24" W
BRIDGE 263.20 SHARON SPRINGS SUB.
RUSSELL, KS
of 8
REPLACING 2 SPAN BTB-BD x 38'
2 SPAN 20" PCS x 38' (DROP-IN)
88040
25861
SHANE N. POTTS
05-21-15
120372
`
SL
AB
BE
AM
SG19-
F
`
PR
OP
OS
ED
BRI
DG
E
=
E
XISTI
NG I
ND
UST
RY T
RA
CK
E
XISTI
NG I
ND
UST
RY T
RA
CK
RI
GH
T
RI
GH
T
` EXISTING TRACK
(HOLD)
17'-8"
9"
9"
(HOLD)
17'-8"
12'-7
…"
12'-7
…"
PILE CUTOFF
STA. 100+36.08
BALLAST DEPTH = 11†"
PROPOSED BACKWALL
INSIDE FACE OF
STA. 99+97.92
BALLAST DEPTH = 10ƒ"
PROPOSED BACKWALL
INSIDE FACE OF STA. 100+17.00
` EXISTING PIER #2
13
2424
13
12'-7
…"
12'-7
…"
` BEARING` BEARING
` BEARING
` BEARING
90°
(TYP.)
10•
"
6'-2"
3'-1"
3'-1"
10•
"
6'-2"
BACKWALL PCB-1 (TYP.)
PRECAST CONCRETE
(TIMETABLE WEST)
SHARON SPRINGS
TO GORHAM &
(TIMETABLE EAST)
SALINA
TO BUNKER HILL &
LIMITS OF REMOVAL
RIGHT
(HOLD)
8"
(HOLD)
8"
(H
OL
D)
1'-0"
OF SUBGRADE
EXISTING TOP
PRECAST CONCRETE BACKWALL PCB-1
SUBSTRUCTURE REMOVALS
SUPERSTRUCTURE REMOVALS
6"
6"
1
1
TOP OF EXISTING SEAT
EXISTING ABUTMENT
STENCIL LOCATION (TYP.)
`
PI
LE
`
PI
LE
EXISTING ABUTMENT #1EXISTING ABUTMENT #3 ELEV. 100.10
` PILE
ELEV. 100.10
` PILE
ELEV. 100.10
` PILE
ELEV. 100.10
` PILE
PLUMB PILE
`
PI
LE
`
PI
LE
PLUMB PILE
(23'-0" MIN. EMBEDMENT) (TYP.)
HP14x89 STEEL PILE
(TIMETABLE WEST)
SHARON SPRINGS
TO GORHAM &
(TIMETABLE EAST)
SALINA
TO BUNKER HILL &
(TYP.)
6'-0"
(TYP.)
3'-6•"
(TYP.)
6'-0"
(TYP.)
3'-6•"
BACKWALL PCB-1 (TYP.)
OF PRECAST CONCRETE
STEEL PILE TO MATCH END
INSIDE FACE OF HP14x89
EXTENSION
CONCRETE SEAT
CAST-IN-PLACE
EXTENSION
CONCRETE SEAT
CAST-IN-PLACE
BE
ARI
NG
PA
D
SP
ACI
NG (
TY
P.)
EXISTING ABUTMENT #3 EXISTING ABUTMENT #1
EXISTING PIER #2
TOP OF EXISTING SEAT (TYP.)
BACKWALL AS SHOWN TO THE
OF THE EXISTING CONCRETE
SAW CUT AND REMOVE PORTION
RETAINER (TYP.)
TIMBER BALLAST
REMOVE EXISTING
TOP OF EXISTING SEAT (TYP.)
BACKWALL AS SHOWN TO THE
OF THE EXISTING CONCRETE
SAW CUT AND REMOVE PORTION
EXISTING ABUTMENT #3
EXISTING CONCRETE BACKWALL (TYP.)
AS SHOWN (TRACK LEFT SIDE ONLY)
THE EXISTING CONCRETE BACKWALL
SAW CUT AND REMOVE PORTION OF
2'-0"
+1'-4"
NOTES:
FOR FINAL CONDITION.
CONCRETE SUBSTRUCTURE BEING RE-USED
DAMAGE PORTIONS OF THE EXISTING
2. CONTRACTOR SHALL TAKE CARE NOT TO
SEE SHEET NO. 2.
1. FOR BEARING PAD INSTALLATION NOTES,
TOP OF GROUT PAD
TOP OF EXISTING SEAT
MINUS CRUSHED ROCK
WITH WELL-GRADED 1•"
CONCRETE BACKWALL PCB-1
FILL BEHIND PRECAST
SUBBALLAST
BALLAST
CONCRETE BACKWALL PCB-1
BACK FACE OF PRECAST
CONCRETE BACKWALL PCB-1
BACK FACE OF PRECAST
`
PR
OP
OS
ED
BRI
DG
E
•"
GA
P
CE
NT
ER
ED
ON
ALI
GN
ME
NT:
TA
NG
EN
T
`
EXI
STI
NG
TR
AC
K
ALI
GN
ME
NT:
TA
NG
EN
T
`
EXI
STI
NG
TR
AC
K
BRIDGE SUPERSTRUCTURE
REMOVE EXISTING BTB-BD
BEARING (TYP.)
PADS TO ACHIEVE UNIFORM
AND ELASTOMERIC BEARING
CONCRETE BACKWALL PCB-1
INSTALLATION OF PRECAST
ELEV. 96.70 PRIOR TO
SELF-LEVELING GROUT TO
PLACE LAYER OF 4000 PSI
UNIFORM BEARING
BEARING PADS TO ACHIEVE
INSTALLATION OF ELASTOMERIC
ELEV. 96.70 PRIOR TO
SELF-LEVELING GROUT TO
PLACE LAYER OF 4000 PSI
BONDING ADHESIVE (TYP.)
PAD WITH GENFLEX EPDM
PAD GLUED TO TOP OF GROUT
ELASTOMERIC BEARING
ƒ" x 10" x 6'-2"
TIES FOR RE-USE IN FINAL CONDITION
SWITCH STAND AND SWITCH STAND
SALVAGE AND STOCKPILE EXISTING
UPRR FIELD FORCES TO REMOVE,
SCALE: …"=1'-0"
VIEW E4 4SCALE: ƒ"=1'-0"
E4 4
C4 4
SECTION C4 4SCALE: …"=1'-0"
DETAIL D4 4SCALE: ƒ"=1'-0"
D4 4
BACKWALL PLANK INSTALLATION DETAIL
EXISTING ABUTMENT #3 SIMILAR
EXISTING ABUTMENT #1 SHOWN,
SCALE: ƒ"=1'-0"
EXISTING ABUTMENT SEAT EXTENSION DETAIL
(INSTALLATION ON TRACK LEFT SIDE ONLY)
EXISTING ABUTMENT #1 SIMILAR
EXISTING ABUTMENT #3 SHOWN,
REINFORCING SCHEDULE
(DIMENSIONS ARE OUT TO OUT)
BENDING DIAGRAM
(QUANTITY PER ABUTMENT SEAT EXTENSION)
4
‚
‚
‚
‚
‚
‚
BACKWALL PLANK INSTALLATION DETAILS
EXISTING ABUTMENT SEAT EXTENSION AND
10-13-15
C E NUMBERDRAWN BY:
CHECKED BY:
SCALE:
WORK ORDER:
LOCATION:
FACILITY:
DWG TITLE:
CHECKED BY:
DESIGN BY:
PROJECT ID:
NO. DATE REVISIONS
1
1
2 3 4 5 6 7 8 9 10 11 12
2
3
4
5
6
7
8
9
10
11
12
INCHES
SHEET NO.
LATITUDE:
LONGITUDE:
/ /
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/ /
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0\C
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ub
mittals\2
0151013_
Final_
Sub
mittal/shs26320_
bks.d
gn
(OMAHA, NE)
ALFRED BENESCH & CO.
BY
UNION PACIFIC RAILROAD CO.
APPROVED FOR
BY:
DATE:
ENGINEER:
AS NOTED
ACB
JRB
JRB
SNP
BENESCH-SNP
UP-ADS 38°53'43" N
98°51'24" W
BRIDGE 263.20 SHARON SPRINGS SUB.
RUSSELL, KS
of 8
REPLACING 2 SPAN BTB-BD x 38'
2 SPAN 20" PCS x 38' (DROP-IN)
88040
25861
SHANE N. POTTS
05-21-15
120372
2'-6"6'-0"3'-6"
12'-0"
4"
9"
9"
TOP OF PLANK SEAT
MK. SPS-1
PLANK SEAT
MK. SPS-1
PLANK SEAT
`
PI
LE
NOTE:
PLANKS NOT SHOWN FOR CLARITY.
PRECAST CONCRETE BACKWALL
MK. SPS-1
PLANK SEAT
EXISTING EMBANKMENT
GRADE TO MATCH
BACKWALL PLANK (TYP.)
12'-0" PRECAST CONCRETE
TOP OF PLANK SEAT
5'-0"
PILE CUTOFF
PLANK SEAT MK. SPS-1
CONCRETE SLAB BEAM
20" PRESTRESSED
(23'-0" MIN. EMBEDMENT)
HP14x89 STEEL PILE
(23'-0" MIN. EMBEDMENT)
HP14x89 STEEL PILE
END HANDRAIL ASSEMBLY EHA-1L
(23'-0" MIN. EMBEDMENT)
HP14x89 STEEL PILE
EXISTING ABUTMENT #1
END HANDRAIL ASSEMBLY EHA-1L
MIN. EMBEDMENT) (TYP.)
HP14x89 STEEL PILE (23'-0"
ELASTOMERIC BEARING PAD
WITH …" x 7" x 1'-2"
BEAM STOP MK. GS-8
CONCRETE BACKWALL PCB-1
BACK FACE OF PRECAST
AND PRECAST CONCRETE BACKWALL PCB-1) (TYP.)
(PLACE AS SHOWN AGAINST EXISTING ABUTMENT
12'-0" PRECAST CONCRETE BACKWALL PLANK
2
1
PROPOSED GROUND LINE
PARTIAL PLAN
PARTIAL ELEVATION
RIGHT
EXISTING ABUTMENT #3
EXISTING ABUTMENT #3
ELEV. 96.70
TOP OF SEAT EXTENSION
TOP OF GROUT PAD =
TOP OF EXISTING SEAT
NOTES:
EPCON C6-18 EPOXY ADHESIVE (TYP.)
INSTALL #5 DOWEL BAR WITH ITW RED HEAD
INTO EXISTING CONCRETE ABUTMENT AND
FIELD DRILL ƒ" DIA. x 7•" DEEP HOLE
EPCON C6-18 EPOXY ADHESIVE (TYP.)
INSTALL #5 DOWEL BAR WITH ITW RED HEAD
INTO EXISTING CONCRETE ABUTMENT AND
FIELD DRILL ƒ" DIA. x 7•" DEEP HOLE
2'-0"
(T
OP
AN
D
BO
TT
OM)
+3'-11•
"
3"
3"
2'-0"
6"1'-0"6"
+1'-6"
3"
+7"
6"
+2"
SEAT
EXISTING
EDGE OF
SEAT
EXISTING
EDGE OF
PROPOSED GROUT PAD
EXISTING SEAT WITH
D400bPLACE AS SHOWN)
D308 (4 TOTAL,
DOWEL BARS
3-D111
2-D308
D308
(TYP.)
D400b
2-D205 DOWEL BAR (TYP.)
D400b
NOTE:
LAST TWO DIGITS ARE INCHES.
BAR LENGTHS ARE GIVEN IN FEET AND INCHES; THE
CORRESPONDING TO BAR SIZE #2 THROUGH #18.
ARE REPRESENTED BY THE LETTERS A THROUGH L
FOLLOWED BY THE LETTER "b" IF BENT. BAR SIZES
BAR DESIGNATIONS CONSIST OF BAR SIZE & LENGTH
6 #5 1'-11"
#5 2'-5"
5 #5 4'-0"D400b
TOTAL MARK SIZE LENGTH
6
SHAPE
4 #5
D111
D205
3'-8"D308
EST. WT. OF REINFORCING STEEL = 65 LB.
+11'-9‡"
+11'-9‡"
HANDRAIL ASSEMBLY C2GI-19R
LOCKNUT (SHIPS WITH HANDRAIL ASSEMBLY) (TYP.)
ƒ" DIA. x 8" A307 BOLT WITH WASHER AND
ASSEMBLY EHA-1L AS A TEMPLATE AND INSTALL
CONCRETE BACKWALL PLANK USING END HANDRAIL
FIELD DRILL ‡" DIA. HOLE THROUGH PRECAST
PLANK AS REQUIRED FOR INSTALLATION
ABUTMENT OR PRECAST CONCRETE BACKWALL
FIELD MODIFY EXISTING CONCRETE
4†
"
` EXISTING TRACK
` SLAB BEAM SG19-F
` PROPOSED BRIDGE =
` SLAB BEAM SG19-F
` PROPOSED BRIDGE =
TRACK
` EXISTING
DOWEL BARS
3-D205
EM
BE
DM
EN
T
23'-0"
MI
N.
MI
N.
1'-0"
GAP
•"
GAP
2"
MI
N.
6"
3-
D205
DO
WE
L
BA
R
2
EQ.
SP
A.
MI
N.
6"
5-
D400b
4
EQ.
SP
A.
(TYP.)
2" CLR.
(TYP.)
2" CLR.
(HOLD)
1'-0"
1'-8"
1'-2"
(HOLD)
1'-0"
BAR SPACING) (TYP.)
(MATCH D205 DOWEL
D111 DOWEL BAR
FIELD CONDITIONS.
ADJUSTED AS REQUIRED TO ACCOMMODATE ACTUAL
4. PROPOSED GROUND LINE SHOWN SHOULD BE FIELD
ABUTMENT #1 AND #3.
ON THE TRACK LEFT SIDE ONLY OF EXISTING
EXTENSION SHALL BE CONSTRUCTED AS SHOWN
3. PROPOSED CAST-IN-PLACE CONCRETE SEAT
REMOVAL DETAIL, SEE SHEET NO. 3.
2. FOR EXISTING CONCRETE ABUTMENT BACKWALL
SEE SHEET NO. 2.
1. FOR CAST-IN-PLACE CONCRETE NOTES,
BALLASTCONCRETE BACKWALL PLANKS AS REQUIRED
CONCRETE BACKWALL PCB-1 AND PRECAST
BETWEEN EXISTING ABUTMENT, PRECAST
FIELD FABRICATE CLOSURE
(INSTALL NUTS SNUG TIGHT) (TYP.)
ANCHOR ROD WITH 2 NUTS AND WASHER
ƒ" DIA. x 0'-11" THREADED
GAP
•"
CONCRETE SEAT EXTENSION
CAST-IN-PLACE
BACKWALL PCB-1
PRECAST CONCRETE
PLANK
CONCRETE BACKWALL
TOP OF PRECAST
1†
"
CONCRETE BACKWALL PLANK
TOP OF PRECAST
LOCKNUT (SHIPS WITH HANDRAIL ASSEMBLY)
ƒ" DIA. x 8" A307 BOLT WITH WASHER AND
ASSEMBLY EHA-1L AS A TEMPLATE AND INSTALL
CONCRETE BACKWALL PLANK USING END HANDRAIL
FIELD DRILL ‡" DIA. HOLE THROUGH PRECAST
(H
OL
D)
1†
"
(T
YP.)
3"
SECTION A1 5SCALE: …"=1'-0"
SECTION B1 5SCALE: …"=1'-0"
F5 5
G5 5
VIEW F5 5SCALE: ƒ"=1'-0"
VIEW G5 5SCALE: ƒ"=1'-0"
EXISTING ABUTMENT #1 SIMILAR
5
TYPICAL SECTIONS AND DETAILS
10-13-15
C E NUMBERDRAWN BY:
CHECKED BY:
SCALE:
WORK ORDER:
LOCATION:
FACILITY:
DWG TITLE:
CHECKED BY:
DESIGN BY:
PROJECT ID:
NO. DATE REVISIONS
1
1
2 3 4 5 6 7 8 9 10 11 12
2
3
4
5
6
7
8
9
10
11
12
INCHES
SHEET NO.
LATITUDE:
LONGITUDE:
/ /
/ /
/ /
/ /
PLOTTED: 10/13/2015 1:44:18 PM
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mahadc2\b
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0120404.0
0\C
AD\S
ub
mittals\2
0151013_
Final_
Sub
mittal/shs26320_
bks.d
gn
(OMAHA, NE)
ALFRED BENESCH & CO.
BY
UNION PACIFIC RAILROAD CO.
APPROVED FOR
BY:
DATE:
ENGINEER:
AS NOTED
ACB
JRB
JRB
SNP
BENESCH-SNP
UP-ADS 38°53'43" N
98°51'24" W
BRIDGE 263.20 SHARON SPRINGS SUB.
RUSSELL, KS
of 8
REPLACING 2 SPAN BTB-BD x 38'
2 SPAN 20" PCS x 38' (DROP-IN)
88040
25861
SHANE N. POTTS
05-21-15
120372
MK. CDP3
DECK PLATE
(TYP.)
MK. CDP2
DECK PLATEGAP
•"
RIGHT
MK. CDP4
DECK PLATE
` EXISTING TRACK
CLEAR
13'-0•"
CLEAR
11'-0•"
BETWEEN SLAB BEAMS)
FIT IN FIELD) (TYP.
WT4x15.5 (CUT TO
MK. CDP3
DECK PLATE
(TYP.)
MK. CDP2
DECK PLATE
BALLAST
GAP
•"
MK. CDP4
DECK PLATE
EXISTING B/R
PROPOSED B/R =
` EXISTING TRACK
CLEAR
13'-0•"
CLEAR
11'-0•"
BETWEEN SLAB BEAMS)
FIT IN FIELD) (TYP.
WT4x15.5 (CUT TO
RIGHT
OF
GR
OU
T
PA
D
ELEV. 96.70
TOP OF GROUT PAD
EXISTING PIER #2
OF
GR
OU
T
PA
D
` SLAB BEAM SG19-F
` PROPOSED BRIDGE =
` SLAB BEAM SG19-F
` PROPOSED BRIDGE =
EXISTING GROUND LINE
EXISTING GROUND LINE
MK. CDP1
DECK PLATE
MK. CDP1
DECK PLATEBALLAST
+11‚
"
OF
GR
OU
T
PA
D
PAD (FIELD INSTALLED) (TYP.)
ƒ" THICK ELASTOMERIC BEARING
EXISTING ABUTMENT #3
A
BU
TM
EN
T #1
+10ƒ
"
A
BU
TM
EN
T #3
+11†
"
SEAT
EXISTING
TOP OF
SEAT
EXISTING
TOP OF
PAD (FIELD INSTALLED) (TYP.)
ƒ" THICK ELASTOMERIC BEARING
GR
OU
T
PA
D
+2"
GR
OU
T
PA
D
+1†
"
GR
OU
T
PA
D
+1ƒ
"
(HOLD)
1'-0"
(HOLD)
1'-0"
WITH HANDRAIL ASSEMBLY) (TYP.)
WITH WASHER AND LOCKNUT (SHIPS
ƒ" DIA. x 9•" A307 BOLT
WITH HANDRAIL ASSEMBLY) (TYP.)
WITH WASHER AND LOCKNUT (SHIPS
ƒ" DIA. x 9•" A307 BOLT SWITCH STAND
EXISTING
NOTE:
SLAB BEAM (TYP.)
20" PRESTRESSED CONCRETE
ASSEMBLY C2I
HANDRAIL
EXISTING B/R
PROPOSED B/R =
ASSEMBLY C2I
HANDRAIL
CONCRETE SLAB BEAM
20" PRESTRESSED
PAD (FIELD INSTALLED) (TYP.)
ƒ" THICK ELASTOMERIC BEARING
PAD (FIELD INSTALLED)
ƒ" THICK ELASTOMERIC BEARING
PIER #2
` EXISTING
SLAB BEAM (TYP.)
20" PRESTRESSED CONCRETE
EXTENSION
CONCRETE SEAT
CAST-IN-PLACE
PAD (TYP.)
ELASTOMERIC BEARING
WITH …" x 7" x 1'-2"
BEAM STOP MK. GS-8
ELEV. 96.70
TOP OF GROUT PAD
SLAB BEAM (TYP.)
20" PRESTRESSED CONCRETE
RED HEAD EPCON C6-18 EPOXY ADHESIVE (TYP.)
AND INSTALL THREADED ANCHOR ROD WITH ITW
INTO TOP OF GROUT PAD AND EXISTING SEAT
FIELD DRILL ‡" DIA. x 0'-6•" DEEP HOLE
USING BEAM STOP MK. GS-8 AS A TEMPLATE,
ITW RED HEAD EPCON C6-18 EPOXY ADHESIVE (TYP.)
CONCRETE SEAT AND INSTALL G206 DOWEL BAR WITH
HOLE INTO TOP OF GROUT PAD AND EXISTING
TEMPLATE, FIELD DRILL 1‚" DIA. x 1'-0" DEEP
USING PRECAST CONCRETE BACKWALL PCB-1 AS A
PCB-1 WITH 4000 PSI NON-SHRINK GROUT (TYP.)
FILL CAST HOLE IN PRECAST CONCRETE BACKWALL
(STENCIL LOCATION) (TYP.)
PRECAST CONCRETE BACKWALL PCB-1
EHA-1R (BEYOND)
END HANDRAIL ASSEMBLY
` EXISTING INDUSTRY TRACK
` EXISTING INDUSTRY TRACK
RAIL NOT SHOWN FOR CLARITY.
EXISTING INDUSTRY TRACK TIES AND
ASSEMBLY EHA-1R
FACE OF END HANDRAIL
ELASTOMERIC BEARING PADS (TYP.)
WITH 2-…" x 7" x 0'-7"
BEAM STOP MK. GS-9
RED HEAD EPCON C6-18 EPOXY ADHESIVE (TYP.)
AND INSTALL THREADED ANCHOR ROD WITH ITW
INTO TOP OF GROUT PAD AND EXISTING SEAT
FIELD DRILL ‡" DIA. x 0'-6•" DEEP HOLE
USING BEAM STOP MK. GS-9 AS A TEMPLATE,
NOTES:
RED HEAD EPCON C6-18 EPOXY ADHESIVE (TYP.)
AND INSTALL THREADED ANCHOR ROD WITH ITW
INTO TOP OF GROUT PAD AND EXISTING SEAT
FIELD DRILL ‡" DIA. x 0'-6•" DEEP HOLE
USING BEAM STOP MK. GS-9 AS A TEMPLATE,
(INSTALL NUTS SNUG TIGHT) (TYP.)
ANCHOR ROD WITH 2 NUTS AND WASHER
ƒ" DIA. x 0'-11" THREADED
ELEV. 96.70
GROUT PAD
TOP OF
ELASTOMERIC BEARING PADS
WITH 2-…" x 7" x 0'-7"
BEAM STOP MK. GS-9
RED HEAD EPCON C6-18 EPOXY ADHESIVE (TYP.)
AND INSTALL THREADED ANCHOR ROD WITH ITW
INTO TOP OF GROUT PAD AND EXISTING SEAT
FIELD DRILL ‡" DIA. x 0'-6•" DEEP HOLE
USING BEAM STOP MK. GS-8 AS A TEMPLATE,
ELEV. 96.70
GROUT PAD
TOP OF
(INSTALL NUTS SNUG TIGHT) (TYP.)
ANCHOR ROD WITH 2 NUTS AND WASHER
ƒ" DIA. x 0'-11" THREADED
ASSEMBLY EHA-1R
END HANDRAIL
BACKWALL PLANK (TYP.)
12'-0" PRECAST CONCRETE
ASSEMBLY C2GI-19L
HANDRAIL
ASSEMBLY C2GI-19R
HANDRAIL
NOTE:
RAIL NOT SHOWN FOR CLARITY.
EXISTING INDUSTRY TRACK TIES AND
HANDRAIL ASSEMBLY C2GI-19L
HANDRAIL ASSEMBLY C2GI-19L HANDRAIL ASSEMBLY C2GI-19R
EXPANSION JOINT FILLER
WITH 4-•" PLIES OF PREMOLDED
AND PRECAST CONCRETE BACKWALL PCB-1
FILL GAP BETWEEN END OF SLAB BEAM
MIN. CLEAR
11'-2†"
VARIES
MIN. CLEAR
11'-2†"
VARIES
CLEAR
+9'-3"
CLEAR
+4'-1‚"
GAP
•"
GAP
2"
SEAT EXTENSION
CAST-IN-PLACE CONCRETE
EXISTING ABUTMENT #3
EXPANSION JOINT FILLER
WITH 4-•" PLIES OF PREMOLDED
FILL GAP BETWEEN SLAB BEAMS
BACKWALL PCB-1
PRECAST CONCRETE
POST AND TUBING)
AND 2 WASHERS (FIELD DRILL HOLES IN HANDRAIL
WITH 2-…" DIA. x 3" A307 BOLTS WITH LOCKNUT
TO FIT AND ATTACH TO HANDRAIL POST MK. CHPG-3L
AND WHITE 4" STRIPING (REFLECTORIZED), TRIM
TUBING OR APPROVED ALTERNATE WITH BLACK
2" x 6•" x 4'-0" FIBERGLASS RECTANGULAR
(INSTALL NUTS SNUG TIGHT) (TYP.)
ROD WITH 2 NUTS AND WASHER
ƒ" DIA. x 0'-11" THREADED ANCHOR
END HANDRAIL ASSEMBLY EHA-1L (BEYOND)
EXI
STI
NG
AB
UT
ME
NT #1
EXI
STI
NG
AB
UT
ME
NT #3
B/
R
TO
TO
P
+3'-3•
"
B/
R
TO
TO
P
+3'-4
…"
STAND TIE
EXISTING SWITCH
B/
R
TO
TO
P
+3'-4"
ELASTOMERIC BEARING PADS TO ACHIEVE UNIFORM BEARING
TO ELEVATION SHOWN PRIOR TO INSTALLATION OF
PLACE LAYER OF 4000 PSI SELF-LEVELING GROUT
STAND TIES TO MISS SLAB BEAM CURB AS REQUIRED
UPRR FIELD FORCES TO FIELD MODIFY SWITCH
(INSTALL NUTS SNUG TIGHT) (TYP.)
ROD WITH 2 NUTS AND WASHER
ƒ" DIA. x 0'-11" THREADED ANCHOR
IS COMPLETE.
TO MATCH EXISTING CONDITION AFTER CONSTRUCTION OF BRIDGE
REMOVED, SALVAGED AND RE-INSTALLED BY UPRR FIELD FORCES
3. EXISTING SWITCH STAND AND SWITCH STAND TIES SHALL BE
PLANK INSTALLATION DETAILS, SEE SHEET NO. 4.
2. FOR CAST-IN-PLACE CONCRETE SEAT EXTENSION AND BACKWALL
1. FOR BEARING AND PILE LAYOUT, SEE SHEET NO. 3.
ELASTOMERIC BEARING PADS TO ACHIEVE UNIFORM BEARING
TO ELEVATION SHOWN PRIOR TO INSTALLATION OF
PLACE LAYER OF 4000 PSI SELF-LEVELING GROUT
TOP OF EXISTING SEAT
WITH HANDRAIL ASSEMBLY) (TYP.)
WITH WASHER AND LOCKNUT (SHIPS
ƒ" DIA. x 9•" A307 BOLT
WITH HANDRAIL ASSEMBLY) (TYP.)
WITH WASHER AND LOCKNUT (SHIPS
ƒ" DIA. x 9•" A307 BOLT
ELASTOMERIC BEARING PAD
WITH …" x 7" x 1'-2"
BEAM STOP MK. GS-8
MK. CDP3
DECK PLATE
MK. CDP3
DECK PLATE
TOP OF EXISTING SEAT
BEARING PADS TO ACHIEVE UNIFORM BEARING
PRECAST CONCRETE BACKWALL PCB-1 AND ELASTOMERIC
TO ELEVATION SHOWN PRIOR TO INSTALLATION OF
PLACE LAYER OF 4000 PSI SELF-LEVELING GROUT
GAP
2"
3"
BEARING PADS TO ACHIEVE UNIFORM BEARING
PRECAST CONCRETE BACKWALL PCB-1 AND ELASTOMERIC
TO ELEVATION SHOWN PRIOR TO INSTALLATION OF
PLACE LAYER OF 4000 PSI SELF-LEVELING GROUT
CONCRETE BACKWALL PLANK
TOP OF PRECAST
(H
OL
D)
1†
"
SCALE: 1"=1'-0"
PRECAST CONCRETE BACKWALL PCB-1
MATERIAL SCHEDULE(QUANTITY PER BACKWALL PCB-1)
(DIMENSIONS ARE OUT TO OUT)
BENDING DIAGRAM
EST. WT. OF PRECAST CONCRETE
REINFORCING SCHEDULE(QUANTITY PER BACKWALL PCB-1)
SCALE:
LIFTING DETAILNONE
H6 6
J6 6
SECTION J6 6SCALE: 1"=1'-0"
VIEW H6 6SCALE: 1"=1'-0"
6
PCB-1 DETAILS
PRECAST CONCRETE BACKWALL
10-13-15
C E NUMBERDRAWN BY:
CHECKED BY:
SCALE:
WORK ORDER:
LOCATION:
FACILITY:
DWG TITLE:
CHECKED BY:
DESIGN BY:
PROJECT ID:
NO. DATE REVISIONS
1
1
2 3 4 5 6 7 8 9 10 11 12
2
3
4
5
6
7
8
9
10
11
12
INCHES
SHEET NO.
LATITUDE:
LONGITUDE:
/ /
/ /
/ /
/ /
PLOTTED: 10/13/2015 1:44:18 PM
FIL
E N
AM
E:\\o
mahadc2\b
enesch_
projects\O
maha\1
20400S\0
0120404.0
0\C
AD\S
ub
mittals\2
0151013_
Final_
Sub
mittal/shs26320_
bks.d
gn
(OMAHA, NE)
ALFRED BENESCH & CO.
BY
UNION PACIFIC RAILROAD CO.
APPROVED FOR
BY:
DATE:
ENGINEER:
AS NOTED
ACB
JRB
JRB
SNP
BENESCH-SNP
UP-ADS 38°53'43" N
98°51'24" W
BRIDGE 263.20 SHARON SPRINGS SUB.
RUSSELL, KS
of 8
REPLACING 2 SPAN BTB-BD x 38'
2 SPAN 20" PCS x 38' (DROP-IN)
88040
25861
SHANE N. POTTS
05-21-15
120372
ELEVATION
PLAN
4000 PSI CONCRETE (PER NOTES, SHEET NO. 2)1.3 CU.YD.
1 LOT
EA.2
UNITREQ'D DESCRIPTION
NOTES:
D302b
NOTE:
LAST TWO DIGITS ARE INCHES.
BAR LENGTHS ARE GIVEN IN FEET AND INCHES; THE
CORRESPONDING TO BAR SIZE #2 THROUGH #18.
ARE REPRESENTED BY THE LETTERS A THROUGH L
FOLLOWED BY THE LETTER "b" IF BENT. BAR SIZES
BAR DESIGNATIONS CONSIST OF BAR SIZE & LENGTH
1'-0"
2 #5 1'-8"
#5 1'-10"
10 #5 3'-11"
1 #5 5'-6"D506b
D311b
1 D604b #5 6'-4"
1 D711b 7'-11"
TOTAL MARK SIZE LENGTH
2
SHAPE
BACKWALL PCB-1 = 5,300 LB. (2.7 TON)
8-TON SWIFT LIFT ANCHOR (13…" LONG)
12'-0‚"
1'-0"2'-2‚"2'-2‚"2'-2‚"2'-2‚"2'-3‚"
6"
6"
6"
4'-5‚"4'-4"3'-3"
10'-0‚"1'-5"7"
1'-8ƒ
"2'-0"
8‚
"1'-5†
"
(END OF BACKWALL)
STENCIL LOCATION
1'-8ƒ
"
1'-6"
1'-6"
3'-8ƒ
"
NOT LESS T
HA
N 60°
CONCRETE
SURFACE OF
NOTE:
LIFTING LINE
COVER AFTER INSTALLATION
SWIFT LIFT RECESS PLUG,
CAVITY FORMED BY 8-TON
ANCHOR
8-TON SWIFT LIFT
BUT ARE TO BE ORDERED AS REQUIRED.
THIS LIFTING SYSTEM ARE NOT INCLUDED IN THE BILL OF MATERIAL
MIAMISBURG, OH 45342, (937) 866-0711. THE MATERIALS FOR
ARE AVAILABLE FROM DAYTON SUPERIOR CORP., 1125 BYERS ROAD,
8-TON SWIFT LIFT RECESS PLUGS, ANCHORS AND LIFTING EYES
12'-0‚"
6 D1108 11'-8"
D1108 (EF)
D302bD302b
D311b
D311b (TYP.)
D604b
D506b
D711b
D711b
D302b
8 #5D302b
D108
D110
#5
#5
3'-2"
1'-6"
9"
9"
8-TON SWIFT LIFT ANCHOR (TYP.)
8-TON SWIFT LIFT ANCHOR (TYP.)
CAST HOLE (TYP.)
2" DIA. FULL DEPTH
D110 (EF)
D108 (EF)
D1108 (EF)
8-TON SWIFT LIFT
ANCHOR SPACING
2" DIA. FULL DEPTH
CAST HOLE SPACING
D311b
D506b
D604b
D711b
D311b D506b
D604b D711b
D108 (EF)
D110 (EF)
SHEET NO. 6)
REINFORCING STEEL (PER NOTES, SHEET NO. 2 AND SCHEDULE,
EST. WT. OF REINFORCING STEEL = 170 LB.
(TYP.)
2" CLR.
3-
D1108 (
EF)
2
EQ.
SP
A.
1'-2"
1'-4•
"
2'-2"
2'-7"
3'-4•
"(TYP.)
2" CLR.1'-1‚"
2. EF = EACH FACE
TO MISS CAST HOLES AND SWIFT LIFT ANCHORS.
1. MINIMALLY ADJUST REINFORCING AS REQUIRED
10-D311b
9 SPA. @ 1'-0" = 9'-0"
1'-0"
8ƒ"
8ƒ"
3†" 3„"
3'-8ƒ
"
` 8-
TO
N
SWI
FT
LI
FT
AN
CH
OR
S
`
BA
CK
WA
LL
=
BEAM STOP MK. GS-8SCALE: 1•"=1'-0"
BEAM STOP MK. GS-9SCALE: 1•"=1'-0"
SCALE:
END HANDRAIL ASSEMBLY EHA-1L•"=1'-0" SCALE:
END HANDRAIL ASSEMBLY EHA-1R•"=1'-0"
SCALE:
PLANK SEAT MK. SPS-11"=1'-0"
EST. WT. = 81.6 LB. EACH
NONSTANDARD MISCELLANEOUS STEEL SCHEDULE
EST. WT. = 30.2 LB. EACH EST. WT. = 45.5 LB. EACH
GALVANIZE AFTER FABRICATION
ELASTIC LOCKNUT (MIL-N-25027) AND FLAT CIRCULAR WASHER (ASTM F436)
SHIP WITH 9-ƒ" DIA. x 8" A307 GRADE A HEAVY HEX BOLTS WITH HEAVY HEX
EST. WT. = 236 LB. EACH
GALVANIZE AFTER FABRICATION
ELASTIC LOCKNUT (MIL-N-25027) AND FLAT CIRCULAR WASHER (ASTM F436)
SHIP WITH 9-ƒ" DIA. x 8" A307 GRADE A HEAVY HEX BOLTS WITH HEAVY HEX
EST. WT. = 236 LB. EACH
7
Š
Š
Š
‚
‚
‚
‚
‰‰ 1‰ PIPE
TOP OF
‰ ‰ 1PIPE
TOP OF
‰
Š
Š
TYP.
(SHEET 1 OF 2)
MISCELLANEOUS STEEL DETAILS
10-13-15
C E NUMBERDRAWN BY:
CHECKED BY:
SCALE:
WORK ORDER:
LOCATION:
FACILITY:
DWG TITLE:
CHECKED BY:
DESIGN BY:
PROJECT ID:
NO. DATE REVISIONS
1
1
2 3 4 5 6 7 8 9 10 11 12
2
3
4
5
6
7
8
9
10
11
12
INCHES
SHEET NO.
LATITUDE:
LONGITUDE:
/ /
/ /
/ /
/ /
PLOTTED: 10/13/2015 1:44:18 PM
FIL
E N
AM
E:\\o
mahadc2\b
enesch_
projects\O
maha\1
20400S\0
0120404.0
0\C
AD\S
ub
mittals\2
0151013_
Final_
Sub
mittal/shs26320_
bks.d
gn
(OMAHA, NE)
ALFRED BENESCH & CO.
BY
UNION PACIFIC RAILROAD CO.
APPROVED FOR
BY:
DATE:
ENGINEER:
AS NOTED
ACB
JRB
JRB
SNP
BENESCH-SNP
UP-ADS 38°53'43" N
98°51'24" W
BRIDGE 263.20 SHARON SPRINGS SUB.
RUSSELL, KS
of 8
REPLACING 2 SPAN BTB-BD x 38'
2 SPAN 20" PCS x 38' (DROP-IN)
88040
25861
SHANE N. POTTS
05-21-15
120372
4ƒ
"
†"
PLAN
ELEVATION ELEVATION
PLAN
†" GUSSET PLATE
6"
6‰" 6‰"
SIDE VIEWSIDE VIEW
4ƒ"
3"7"3"
` ‡
"
DI
A.
HO
LE
S
3" 7" 3"
` ‡
"
DI
A.
HO
LE
S
1'-3" 7
…"
7"
†"
1'-6"
8•" 8•"
†"
1'-8•
"
7"
5•
"7
…"
†"
5•"ƒ"
†"6‚"
6‡"
PL†x6‚ x 1'-0•"
PL†x6‚ x 1'-6"
PL†x15 x 1'-6"PL†x15 x 1'-6"
PL†x6‚ x 1'-6"
PL†x6‚ x 1'-0•"
MK. CHP-1L
HANDRAIL POST
MK. CHP-1R
HANDRAIL POST
MK. CHP-2 (TYP.)
HANDRAIL POST
MK. CHP-2 (TYP.)
HANDRAIL POST
NOTE:
END CLOSURE (TYP.)END CLOSURE (TYP.)
PIPE 1•" STD.PIPE 1•" STD.
1'-1"
3"
3"
3"
3"
1'-1"
6"6•"
•"
6"
6"
PL1x6 x 1'-0•" PL1x6 x 1'-0•"
PL1x6 x 1'-0•"
Š"
6"
SIDE VIEWELEVATION
1'-0•
"8"
CLIP •" x •"
REQ'D UNIT DESCRIPTION
4
2
8
1
1
2
2
12
BEAM STOP MK. GS-8 (PER NOTES, SHEET NO. 2 AND DETAIL, SHEET NO. 7)
BEAM STOP MK. GS-9 (PER NOTES, SHEET NO. 2 AND DETAIL, SHEET NO. 7)
PLANK SEAT MK. SPS-1 (PER NOTES, SHEET NO. 2 AND DETAIL, SHEET NO. 7)
HANDRAIL ASSEMBLY C2GI-I9R (PER NOTES, SHEET NO. 2 AND DETAILS, SHEET NO. 8)
HANDRAIL ASSEMBLY C2GI-I9L (PER NOTES, SHEET NO. 2 AND DETAILS, SHEET NO. 8)
END HANDRAIL ASSEMBLY EHA-IR (PER NOTES, SHEET NO. 2 AND DETAIL, SHEET NO. 7)
END HANDRAIL ASSEMBLY EHA-IL (PER NOTES, SHEET NO. 2 AND DETAIL, SHEET NO. 7)
EA.
EA.
EA.
EA.
EA.
EA.
EA.
EA.
6"1"6"
CLIP •" x •"
1'-0•
"
1'-0•"
6Š
"
NOT SHOWN, SEE REF. 5.
FOR HANDRAIL DETAILS
L6x6x† x 0'-6"(TYP.)
L6x6x† x 0'-6"
L6x6x† x 1'-1"
L6x6x† x 1'-1"
1'-11•" 5'-2•" 5'-7" 2"
12'-11"
` POST ` POST
12'-11"
2" 5'-2•" 5'-2•" 2'-4"
ANGLE LEG (TYP.)
OUTSTANDING
BACK OF
ANGLE LEG (TYP.)
OUTSTANDING
BACK OF
COMPONENT HOT DIPPED OR MECHANICALLY ZINC COATED
2 HEAVY HEX NUTS (ASTM A563) AND FLAT CIRCULAR WASHER (ASTM F436), EACH
ƒ" DIA. x 0'-11" ANCHOR ROD, THREADED FULL LENGTH (ASTM F1554, GRADE 36) WITH
4 EA.
ZINC COATED
FLAT CIRCULAR WASHER (ASTM F436), EACH COMPONENT HOT DIPPED OR MECHANICALLY
…" DIA. x 3" A307 HEX BOLT WITH HEAVY HEX ELASTIC LOCKNUT (MIL-N-25027) AND
` POST ` POST
EST. WT. = 143 LB.
SCALE: •"=1'-0"
HANDRAIL ASSEMBLY C2GI-19L
GALVANIZE AFTER FABRICATION
AND FLAT CIRCULAR WASHER (ASTM F436)
BOLTS WITH HEAVY HEX ELASTIC LOCKNUT (MIL-N-25027)
SHIP WITH 9-ƒ" DIA. x 9•" A307 GRADE A HEAVY HEX
EST. WT. = 710 LB.
SCALE: •"=1'-0"
HANDRAIL ASSEMBLY C2GI-19R
GALVANIZE AFTER FABRICATION
AND FLAT CIRCULAR WASHER (ASTM F436)
BOLTS WITH HEAVY HEX ELASTIC LOCKNUT (MIL-N-25027)
SHIP WITH 9-ƒ" DIA. x 9•" A307 GRADE A HEAVY HEX
EST. WT. = 710 LB.
SCALE: 1"=1'-0"
HANDRAIL POST MK. CHPG-3R
EST. WT. = 143 LB.
SCALE: 1"=1'-0"
HANDRAIL POST MK. CHPG-3L
8
‰‰ 1‰ 1
‰
G
‰
‰
G
G
G
‰
G
‰
‰
G
G
G
‰
(SHEET 2 OF 2)
MISCELLANEOUS STEEL DETAILS
‰TOP OF PIPE
‰
TOP OF PIPE
10-13-15
C E NUMBERDRAWN BY:
CHECKED BY:
SCALE:
WORK ORDER:
LOCATION:
FACILITY:
DWG TITLE:
CHECKED BY:
DESIGN BY:
PROJECT ID:
NO. DATE REVISIONS
1
1
2 3 4 5 6 7 8 9 10 11 12
2
3
4
5
6
7
8
9
10
11
12
INCHES
SHEET NO.
LATITUDE:
LONGITUDE:
/ /
/ /
/ /
/ /
PLOTTED: 10/13/2015 1:44:19 PM
FIL
E N
AM
E:\\o
mahadc2\b
enesch_
projects\O
maha\1
20400S\0
0120404.0
0\C
AD\S
ub
mittals\2
0151013_
Final_
Sub
mittal/shs26320_
bks.d
gn
(OMAHA, NE)
ALFRED BENESCH & CO.
BY
UNION PACIFIC RAILROAD CO.
APPROVED FOR
BY:
DATE:
ENGINEER:
AS NOTED
ACB
JRB
JRB
SNP
BENESCH-SNP
UP-ADS 38°53'43" N
98°51'24" W
BRIDGE 263.20 SHARON SPRINGS SUB.
RUSSELL, KS
of 8
REPLACING 2 SPAN BTB-BD x 38'
2 SPAN 20" PCS x 38' (DROP-IN)
88040
25861
SHANE N. POTTS
05-21-15
120372
ANGLE LEG (TYP.)
OUTSTANDING
BACK OF
OUT TO OUT OF HANDRAIL = 18'-10"
PIPE 1•" STD.
(TYP.)
END CLOSURE
MK. CHPG-2 (TYP.)
HANDRAIL POSTMK. CHPG-3L
HANDRAIL POST
ANGLE LEG (TYP.)
OUTSTANDING
BACK OF
OUT TO OUT OF HANDRAIL = 18'-10"
(TYP.)
END CLOSURE
MK. CHPG-3R
HANDRAIL POST
MK. CHPG-2 (TYP.)
HANDRAIL POST
PLAN
WT4x15.5 x 4'-4ƒ"
3†
"10ƒ
"3†
"
9"
1„" 1„"
L3x3x‚
WITH NUT AND WASHER (TYP.)
†" DIA. x 2" A325 BOLT (TOP FLANGE ONLY)
` ‰" DIA. HOLES
PLAN
WT4x15.5 x 4'-4ƒ"
3†
"10ƒ
"3†
"
9"
1„"1„"
L3x3x‚
(TOP FLANGE ONLY)
` ‰" DIA. HOLES
WITH NUT AND WASHER (TYP.)
†" DIA. x 2" A325 BOLT
10"
4"
2'-2ƒ
"7"
5"
4'-4ƒ
"
4"
ELEVATIONSECTION AT POST
12
9
5•
"1•
"
PL…x7 x 0'-8"
PL…x4 x 0'-8"
WT4x15.5 x 4'-4ƒ"
(CUT TO FIT)
L3x3x‚ x 3'-4‡"
1ƒ
"7ƒ
"
W6x12 x 1'-6"
PL…x9 x 1'-7ƒ"
3"
2•
"
3•
"
CLIP 3ƒ" x 3ƒ"
•"
` •" DIA. HOLES
SLOTTED HOLES
` Ž" x 1‡"
CLIP 2" x 2"
x 2'-0•"
L3x3x‚
x 4'-4ƒ"
WT4x15.5
10"
4"
2'-2ƒ
"7"
5"
4"
ELEVATIONSECTION AT POST
12
9
5•
"1•
"
PL…x7 x 0'-8"
PL…x4 x 0'-8"
WT4x15.5 x 4'-4ƒ"
(CUT TO FIT)
L3x3x‚ x 3'-4‡"1ƒ
"7ƒ
"
W6x12 x 1'-6"
PL…x9 x 1'-7ƒ"
CLIP 3ƒ" x 3ƒ"
•"
CLIP 2" x 2"
x 2'-0•"
L3x3x‚
x 4'-4ƒ"
WT4x15.5
` •" DIA. HOLES
SLOTTED HOLES
` Ž" x 1‡"
4‚
"4ƒ
"•
"
2•"2•"
2•
"1•
"
3"
2•
"
3•
"
4‚
"4ƒ
"•
"
2•
"1•
"
10•
"2'-5ƒ
"1'-0•
"
4'-4ƒ
"
10•
"2'-5ƒ
"1'-0•
"
4'-4ƒ
"
2'-0‡" 1•"1•"2'-0‡"
2'-5†
"1'-9"
2„
"
4'-4ƒ
"
2'-5†
"1'-9"
2„
"
1'-6"
…"…"
1'-6"7„" 7„"2‚"2‚"2‚" 2‚"
2•" 2•"
•"
•"
L3x3x‚ x 0'-3ƒ"L3x3x‚ x 0'-3ƒ"
WITH NUT AND WASHER (TYP.)
2-†" DIA. x 2" A325 BOLTS
WITH NUT AND WASHER (TYP.)
2-†" DIA. x 2" A325 BOLTS
1'-3•"8'-3ƒ"8'-3ƒ"11" 11"8'-8‚"8'-3ƒ"11"
WITH ‰" x 1ƒ" BARS, GALVANIZED
GRATING, IKG BORDEN TYPE WB
16Ž" x 18'-10" SERRATED BAR
WITH ‰" x 1ƒ" BARS, GALVANIZED
GRATING, IKG BORDEN TYPE WB
16Ž" x 18'-10" SERRATED BAR
PIPE 1•" STD.
NOTE:
NOT SHOWN, SEE REF. 5.
FOR HANDRAIL DETAILS
` 2" DIA. HOLE` 2" DIA. HOLE