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

EE

K

FO

SSI

L

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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(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


PRECAST CONCRETE


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


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


SEAT EXTENSION


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:

/ /

/ /

/ /

/ /

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(OMAHA, NE)


BY


APPROVED FOR

BY:

DATE:

ENGINEER:

AS NOTED

ACB

JRB

JRB

SNP

BENESCH-SNP

UP-ADS 38°53'43" N

98°51'24" W


RUSSELL, KS

of 8



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)




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:

/ /

/ /

/ /

/ /

PLOTTED: 10/13/2015 1:44:17 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)


BY


APPROVED FOR

BY:

DATE:

ENGINEER:

AS NOTED

ACB

JRB

JRB

SNP

BENESCH-SNP

UP-ADS 38°53'43" N

98°51'24" W


RUSSELL, KS

of 8



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"


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•"


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


MINUS CRUSHED ROCK

WITH WELL-GRADED 1•"

CONCRETE BACKWALL PCB-1

FILL BEHIND PRECAST

SUBBALLAST

BALLAST


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


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



SCALE: ƒ"=1'-0"

EXISTING ABUTMENT SEAT EXTENSION DETAIL

(INSTALLATION ON TRACK LEFT SIDE ONLY)



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:

/ /

/ /

/ /

/ /

PLOTTED: 10/13/2015 1:44:17 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)


BY


APPROVED FOR

BY:

DATE:

ENGINEER:

AS NOTED

ACB

JRB

JRB

SNP

BENESCH-SNP

UP-ADS 38°53'43" N

98°51'24" W


RUSSELL, KS

of 8



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



TOP OF PLANK SEAT

5'-0"

PILE CUTOFF

PLANK SEAT MK. SPS-1

CONCRETE SLAB BEAM

20" PRESTRESSED


HP14x89 STEEL PILE


HP14x89 STEEL PILE

END HANDRAIL ASSEMBLY EHA-1L


HP14x89 STEEL PILE


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



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



ELEV. 96.70

TOP OF SEAT EXTENSION

TOP OF GROUT PAD =


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"


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

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)


BY


APPROVED FOR

BY:

DATE:

ENGINEER:

AS NOTED

ACB

JRB

JRB

SNP

BENESCH-SNP

UP-ADS 38°53'43" N

98°51'24" W


RUSSELL, KS

of 8



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


A

BU

TM

EN

T #1

+10ƒ

"

A

BU

TM

EN

T #3

+11†

"

SEAT

EXISTING

TOP OF

SEAT

EXISTING

TOP OF



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



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)


PIER #2

` EXISTING

SLAB BEAM (TYP.)


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.)


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.)


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






NOTES:









ELEV. 96.70

GROUT PAD

TOP OF

ELASTOMERIC BEARING PADS

WITH 2-…" x 7" x 0'-7"

BEAM STOP MK. GS-9






ELEV. 96.70

GROUT PAD

TOP OF




ASSEMBLY EHA-1R

END HANDRAIL



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



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


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


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










ELASTOMERIC BEARING PAD

WITH …" x 7" x 1'-2"

BEAM STOP MK. GS-8

MK. CDP3

DECK PLATE

MK. CDP3

DECK PLATE


BEARING PADS TO ACHIEVE UNIFORM BEARING

PRECAST CONCRETE BACKWALL PCB-1 AND ELASTOMERIC



GAP

2"

3"

BEARING PADS TO ACHIEVE UNIFORM BEARING

PRECAST CONCRETE BACKWALL PCB-1 AND ELASTOMERIC



CONCRETE BACKWALL PLANK

TOP OF PRECAST

(H

OL

D)

1†

"

SCALE: 1"=1'-0"


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

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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)


BY


APPROVED FOR

BY:

DATE:

ENGINEER:

AS NOTED

ACB

JRB

JRB

SNP

BENESCH-SNP

UP-ADS 38°53'43" N

98°51'24" W


RUSSELL, KS

of 8



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


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)


BY


APPROVED FOR

BY:

DATE:

ENGINEER:

AS NOTED

ACB

JRB

JRB

SNP

BENESCH-SNP

UP-ADS 38°53'43" N

98°51'24" W


RUSSELL, KS

of 8



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


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


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)


BY


APPROVED FOR

BY:

DATE:

ENGINEER:

AS NOTED

ACB

JRB

JRB

SNP

BENESCH-SNP

UP-ADS 38°53'43" N

98°51'24" W


RUSSELL, KS

of 8



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


†" 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"


2-†" DIA. x 2" A325 BOLTS


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

a b est. wt. of precast concrete

Documents