MAY 2026

ALASKA RAILROAD CORPORATION

ENGINEERING SERVICES

P.O. BOX 107500, ANCHORAGE, ALASKA 99510-7500

PRELIMINARY PLAN SET

CONCRETE BALLAST DECK (CBD) STANDARD DRAWINGS

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ANCHORAGE

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SEWARD

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FAIRBANKS

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PROJECT:

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DESIGNED BY:

AutoCAD SHX Text P:\ENGINEERING\BRIDGES\00 - BRIDGE STANDARD PLANS\28' STANDARD CBD BRIDGE REPLACEMENT\CBD STANDARDS 2024.DWG

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5/28/2026 3:34 PM

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PUBLISHED CTB

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ENGINEERING DEPARTMENT

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P.O. BOX 107500 BOX 107500 ANCHORAGE, ALASKA 99510-7500

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SHEET

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OF

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AFE NO.

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AS NOTED

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CHECKED BY:

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DRAFTED BY:

AutoCAD SHX Text ALASKA RAILROAD CORPORATION PO BOX 107500, ANCHORAGE, AK 99510-7500 327 W SHIP CREEK AVE ANCHORAGE, AK 99501 (907) 265-2300

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ARRC_CTB_2023.CTB

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KEY MAP

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STANDARD 28 FOOT SPAN CONCRETE BALLAST DECK (CBD)

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COVER SHEET

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TBD

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MCG

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SHEET LIST TABLE

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SHEET NUMBER

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SHEET TTLE

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COVER SHEET

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NOTES AND SPECIFICATIONS

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PRECAST SUPERSTRUCTURE

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PRECAST SUPERSTRUCTURE SECTIONS

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SINGLE ROW PILE CAP

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DOUBLE ROW PILE CAP

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SHEET PILE LAYOUT

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SHEET PILE ELEVATION

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12IN PIPE PILE DETAILS

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16IN PIPE PILE DETAILS

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24IN PIPE PILE DETAILS

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PIPE PILE LAYOUT

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PIPE PILE BRACING

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STRUCTURE SECTIONS

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BEARING DETAILS

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MISC STEEL END DECK

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MISC STEEL INTERMEDIATE DECK

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MISC STEEL SUB DECK

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MISC STEEL WALKWAY BRACKET

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MISC STEEL HANDRAILS

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RUSSIA

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ANCHORAGE

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NOME

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KOTZEBUE

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JUNEAU

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FAIRBANKS

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CANADA

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KODIAK

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BETHEL

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UNALASKA

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ST. LAWRENCE

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ISLAND

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ST.

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MATTHEW

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ISLAND

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NUNIVAK

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ISLAND

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PRIBILOF

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ISLANDS

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UTQIAGVIK

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WHITTIER

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SEWARD

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ANDERSON

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PALMER

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WASILLA

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WILLOW

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TALKEETNA

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CANTWELL

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HEALY

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NENANA

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ALASKA VICINITY MAP

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NTS

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NORTON SOUND

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BERING SEA

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ALEUTIAN

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ISLANDS

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BRISTOL BAY

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GULF

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OF

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ALASKA

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COOK INLET

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SUSITNA

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RIVER

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RIVER

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RIVER

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RIVER

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RIVER

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RIVER

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RIVER

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RIVER

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RIVER

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COPPER

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TANANA

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KUSKOKWIM

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YUKON

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KOYUKUK

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YUKON

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KOBUK

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COLVILLE

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CHUKCHI SEA

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ARCTIC OCEAN

PROJECT:

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SHEET TITLE:

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DESIGNED BY:

AutoCAD SHX Text P:\ENGINEERING\BRIDGES\00 - BRIDGE STANDARD PLANS\28' STANDARD CBD BRIDGE REPLACEMENT\CBD STANDARDS 2024.DWG

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5/28/2026 3:34 PM

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PUBLISHED CTB

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DRAWING LOCATION

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DATE TIME

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ENGINEERING DEPARTMENT

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P.O. BOX 107500 BOX 107500 ANCHORAGE, ALASKA 99510-7500

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SHEET

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OF

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YEAR

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AFE NO.

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AS NOTED

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CHECKED BY:

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DRAFTED BY:

AutoCAD SHX Text ALASKA RAILROAD CORPORATION PO BOX 107500, ANCHORAGE, AK 99510-7500 327 W SHIP CREEK AVE ANCHORAGE, AK 99501 (907) 265-2300

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ARRC_CTB_2023.CTB

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KEY MAP

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STANDARD 28 FOOT SPAN CONCRETE BALLAST DECK (CBD)

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NOTES AND SPECIFICATIONS

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TBD

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MCG

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ANCHORAGE

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FAIRBANKS

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SEWARD

AutoCAD SHX Text GENERAL NOTES 1. ALL METALWORK HARDWARE, UNLESS OTHERWISE NOTED SHALL BE HOT DIP ALL METALWORK HARDWARE, UNLESS OTHERWISE NOTED SHALL BE HOT DIP GALVANIZED. 2. MAIN TRACK BALLAST TO BE FURNISHED SHALL CONFORM TO THE MAIN TRACK BALLAST TO BE FURNISHED SHALL CONFORM TO THE SPECIFICATIONS DETAILED IN THE CURRENT EDITION OF THE ARRC SSC SECTION 309, "RAILROAD BALLAST". 3. BRIDGE DRAINAGE SYSTEM PIPE SHALL BE 3" MAX DIA., SCHEDULE 80, PVC. BRIDGE DRAINAGE SYSTEM PIPE SHALL BE 3" MAX DIA., SCHEDULE 80, PVC. 4. ALL DIMENSIONS SHOWN ON THE PLANS ARE TRUE HORIZONTAL AND TRUE ALL DIMENSIONS SHOWN ON THE PLANS ARE TRUE HORIZONTAL AND TRUE VERTICAL AT 68° F NORMAL TEMPERATURE.DESIGN NOTES 1. THIS STANDARD HAS BEEN DESIGNED IN ACCORDANCE WITH THE 2025 EDITION THIS STANDARD HAS BEEN DESIGNED IN ACCORDANCE WITH THE 2025 EDITION OF THE ARRC STANDARD SPECIFICATIONS FOR CONSTRUCTION (SSC). 2. TWO ROW BENT IS REQUIRED EVERY 140' OF BRIDGE LENGTH FOR LONGITUDINAL TWO ROW BENT IS REQUIRED EVERY 140' OF BRIDGE LENGTH FOR LONGITUDINAL LOAD (MAX SPACING OF 140'). 3. THE LOADS DESCRIBED AS FOLLOWS ARE COMBINED AS REQUIRED BY AREMA THE LOADS DESCRIBED AS FOLLOWS ARE COMBINED AS REQUIRED BY AREMA SERVICE LOAD DESIGN: D = DEAD LOAD OF COMPLETE STRUCTURE WITH 30" MAXIMUM BALLAST DEPTH. L = LIVE LOAD, COOPER E-80 WITH MAXIMUM OFFSET BETWEEN THE CENTERLINE OF TRACK AND CENTER OF THE LONGITUDINAL JOINT BETWEEN BEAMS OF 3"(TANGENT) OR 6"(CURVE). E-80 ALTERNATE LIVE LOAD IS NOT CONSIDERED. I = IMPACT BASED ON AREMA CHAPTER 8. W = WIND OF 30 PSF ON LOADED BRIDGE AND 50 PSF ON UNLOADED BRIDGE. WL = WIND ON LIVE LOAD OF PLF. LF = LONGITUDINAL FORCE FROM LIVE LOAD. E = EARTH PRESSURE FORCE. EQ = EARTHQUAKE LOAD BASED ON AREMA CHAPTER 9, WITH AN ACCELERATION COEFFICIENT OF 0.25, RETURN PERIOD OF 100 YEARS AND SOIL PROFILE TYPE I OR II. ICE = ICE PRESSURE OF 200 PSI WITH A THICKNESS OF 1.25'. PILE DRIVING NOTES MANUFACTURE 1. PIPE MUST BE FABRICATED FROM A LISTED BASE METAL PLATE FOUND IN SSC PIPE MUST BE FABRICATED FROM A LISTED BASE METAL PLATE FOUND IN SSC SECTION 715, STEEL FOR PILES. 2. MILL CERTIFICATION DOCUMENTATION IS REQUIRED (SSC 715-2.03-.04). IN MILL CERTIFICATION DOCUMENTATION IS REQUIRED (SSC 715-2.03-.04). IN ADDITION, CHEMICAL COMPOSITION DOCUMENTATION IS REQUIRED FOR PILLING SUPPLIED UNDER THE SPECIFICATION FOR ASTM A252 GRADE 2. 3. PILING SHALL HAVE SQUARE OR BEVEL ENDS. PILING SHALL HAVE SQUARE OR BEVEL ENDS. 4. SPLICE RINGS ARE COMPRESSION FIT MECHANICAL SPLICER TO MATCH PILE SPLICE RINGS ARE COMPRESSION FIT MECHANICAL SPLICER TO MATCH PILE DIAMETER AND COATING WHERE PROVIDED. 5. DRIVE SHOE ARE INSIDE FLANGE AND OPEN ENDED MATCHING PILE DIAMETER DRIVE SHOE ARE INSIDE FLANGE AND OPEN ENDED MATCHING PILE DIAMETER WITH MILL FINISH. 6. INDIVIDUAL PIPE LENGTHS MUST BE DELIVERED WITHIN A TOLERANCE OF PLUS OR INDIVIDUAL PIPE LENGTHS MUST BE DELIVERED WITHIN A TOLERANCE OF PLUS OR MINUS 12 INCHES FROM THE LENGTH SPECIFIED. THE TOTAL LENGTH FURNISHED OF EACH SHALL NOT BE LESS THAN THE SUMMATION OF THE NOMINAL SPECIFIED LENGTH TIMES THE NUMBER REQUIRED. 7. DELIVERY: PILING AND ASSOCIATED MATERIALS SHALL BE DELIVERED, FOB, TO: DELIVERY: PILING AND ASSOCIATED MATERIALS SHALL BE DELIVERED, FOB, TO: ALASKA RAILROAD CORPORATION 485 OCEAN DOCK ROAD ANCHORAGE, ALASKA 99501 STEEL 1. PILES - ASTM A252, GRADE 3, SPLIT SEAM WELDED, UPON APPROVAL SPLIT PILES - ASTM A252, GRADE 3, SPLIT SEAM WELDED, UPON APPROVAL SPLIT SEAM WELDED PIPE CONFORMING TO ASTM A53 GRADE B, API SPECIFICATIONS 2B, OR API SPECIFICATION 5L X52 PSL2 MAY BE USED. 2. PILE SPLICES - ASTM A572 GRADE 36. PILE SPLICES - ASTM A572 GRADE 36. 3. BACKING RINGS - PROVIDED BY MANUFACTURER OR AN APPROVED ALTERNATE BACKING RINGS - PROVIDED BY MANUFACTURER OR AN APPROVED ALTERNATE EQUAL TO A MINIMUM THICKNESS OF " AND A WIDTH OF 4". 14" AND A WIDTH OF 4". DESIGN 1. ALL PILES SHALL BE DRIVEN TO CAPACITY GIVEN IN DESIGN TABLES PER THE ALL PILES SHALL BE DRIVEN TO CAPACITY GIVEN IN DESIGN TABLES PER THE PLAN SET. 2. DEPTH OF PILES TO BE DETERMINED BY PROJECT ENGINEER IN ACCORDANCE DEPTH OF PILES TO BE DETERMINED BY PROJECT ENGINEER IN ACCORDANCE WITH PLAN DESIGN LOADS. 3. ESTIMATED CAPACITY OF DRIVEN PILES SHALL BE CALCULATED USING THE ESTIMATED CAPACITY OF DRIVEN PILES SHALL BE CALCULATED USING THE MODIFIED ENR FORMULA, WITH FACTOR OF SAFETY OF 5. PILE DRIVING RECORDS AND ESTIMATED CAPACITY SHALL BE SUBMITTED TO THE ENGINEER. ALTERNATE METHODS SUCH AS GATES OR PDA TESTING MAY ALSO BE CONSIDERED AT THE RAILROAD'S DISCRETION. 4. MARK EVERY PILE WITH DIMENSION INDICATING THE PILE DEPTH FROM CUTOFF TO MARK EVERY PILE WITH DIMENSION INDICATING THE PILE DEPTH FROM CUTOFF TO POINT OF PILE. THE DIMENSION SHALL BE ROUNDED TO THE NEAREST FOOT. THE MARK SHALL BE WELDED ON THE OUTSIDE FACE, LOW MILE POST SIDE ON THE PILE FLANGE, APPROXIMATELY 1'-0" BELOW THE BOTTOM OF THE CAP, AND IN NUMBERS OF APPROXIMATELY 3" IN HEIGHT. IF A PILE IS NOT EXPOSED, NO MARK IS REQUIRED. GALVANIZED PIPE PILE 1. WHERE SPECIFIED, GALVANIZED COATING FOR PIPE PILES SHALL CONFORM TO WHERE SPECIFIED, GALVANIZED COATING FOR PIPE PILES SHALL CONFORM TO ASTM A123. PICKLE PER SSPC NO. 8 AND HOT-DIPPED GALV. PER CURRENT ASTM A123. COATING WEIGHT 2.3 OZ. PER SQ. FT. (GRADE 100). 2. PROVIDE 3" MASK ON EACH END OF PILE. PROVIDE 3" MASK ON EACH END OF PILE. SPLICES 1. SPLICES SHALL BE MADE A SUFFICIENT DISTANCE ABOVE THE GROUND OR WATER SPLICES SHALL BE MADE A SUFFICIENT DISTANCE ABOVE THE GROUND OR WATER (NOT LESS THAN ONE FOOT) SO THAT THE SPLICE CAN BE OBSERVED DURING DRIVING. THE NUMBER OF SPLICES SHALL BE KEPT TO A MINIMUM. SPLICING CUT-OFFS OR SHORT PIECES TO MAKE A MAIN BEARING PILE IS NOT PERMITTED. THE PILE SHALL BE DRIVEN SO THAT THE UPPER SPLICE IS AT LEAST 10 FEET BELOW THE GROUND SURFACE. TOLERANCE 1. VARIATIONS GREATER THAN " PER FOOT FROM FROM VERTICAL OR BATTER LINE VARIATIONS GREATER THAN " PER FOOT FROM FROM VERTICAL OR BATTER LINE 14" PER FOOT FROM FROM VERTICAL OR BATTER LINE SHALL NOT BE ALLOWED. THE DEVIATION OF THE TOP OF THE PILES IN A BENT SHALL NOT EXCEED ONE INCH FROM THE PLAN LOCATION. PILES NOT MEETING TOLERANCE REQUIREMENTS OR OUT OF LINE AS TO IMPAIR USEFULNESS, OR PILES THAT ARE DAMAGED IN DRIVING AS TO IMPAIR STRUCTURAL CAPACITY, SHALL BE PULLED AND RE-DRIVEN OR AN ADDITIONAL PILE SHALL BE DRIVEN TO PROVIDE ADDED SUPPORT. MISCELLANEOUS STEEL SPECIFICATIONS: 1. DESIGN AND WORKMANSHIP - PER CURRENT ARRC STANDARD SPECIFICATIONS DESIGN AND WORKMANSHIP - PER CURRENT ARRC STANDARD SPECIFICATIONS STANDARD SPECIFICATIONS FOR CONSTRUCTION (SSC). . 2. MISCELLANEOUS STEEL - PER CURRENT ASTM A36 SPECIFICATION, UNLESS MISCELLANEOUS STEEL - PER CURRENT ASTM A36 SPECIFICATION, UNLESS OTHERWISE NOTED. 3. STEEL COATING - UNLESS OTHERWISE NOTED, PICKLE PER SSPC NO. 8 AND STEEL COATING - UNLESS OTHERWISE NOTED, PICKLE PER SSPC NO. 8 AND HOT-DIPPED GALV. PER CURRENT ASTM A123 (GRADE100). COATING WEIGHT 2.3 OZ. PER SQ. FT. BOLTS AND NUTS TO BE ZINC PLATED PER ASTM A153. 4. WELDING - ARC PROCESS PER CURRENT ARRC SSC 504-3.01(7), WELDING. WELDING - ARC PROCESS PER CURRENT ARRC SSC 504-3.01(7), WELDING. 5. HIGH-STRENGTH BOLTS (INCLUDING NUTS AND WASHERS) UNLESS OTHERWISE HIGH-STRENGTH BOLTS (INCLUDING NUTS AND WASHERS) UNLESS OTHERWISE NOTED SHALL BE ASTM F3125 GRADE A325, TYPE 1. NUTS SHALL CONFORM TO ASTM A563. ALL BOLTS SHALL BE " DIAMETER UNLESS NOTED OTHERWISE. 78" DIAMETER UNLESS NOTED OTHERWISE. DIAMETER OF BOLT HOLES SHALL BE " LARGER THAN NOMINAL BOLT 116" LARGER THAN NOMINAL BOLT DIAMETER, UNLESS NOTED OTHERWISE. ALL BOLTS SHALL HAVE ONE HARDENED STEEL WASHER CONFORMING TO ASTM F436 PER BOLT UNDER THE ELEMENT TO BE TURNED. PRECAST CONCRETE NOTES CONCRETE 1. ALL CONCRETE MATERIALS, PLACEMENT AND WORKMANSHIP SHALL BE IN ALL CONCRETE MATERIALS, PLACEMENT AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH SECTION 501: CONCRETE FOR STRUCTURES OF THE ARRC SSC. 2. MINIMUM COMPRESSION STRENGTH AT 28 DAYS SHALL BE 4000 PSI. MINIMUM COMPRESSION STRENGTH AT 28 DAYS SHALL BE 4000 PSI. 3. EXPOSED SURFACES SHALL BE FORMED IN A MANNER WHICH SHALL PRODUCE A EXPOSED SURFACES SHALL BE FORMED IN A MANNER WHICH SHALL PRODUCE A SMOOTH AND UNIFORM APPEARANCE WITHOUT RUBBING OR PLASTERING. EXPOSED EDGES OF 90° OR LESS ARE TO BE CHAMFERED 34" X ". TOP 34". TOP SURFACE TO HAVE A SMOOTH FINISH, FREE OF ALL FLOAT OR TROWEL MARKS. 4. CONCRETE SHALL BE PROPORTIONED SUCH THAT THE WATER - CEMENT RATIO CONCRETE SHALL BE PROPORTIONED SUCH THAT THE WATER - CEMENT RATIO (BY WEIGHT) DOES NOT EXCEED 0.45. CONCRETE SHALL CONTAIN A MINIMUM OF 6 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE. 12 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE. 5. CEMENT SHALL BE TYPE I OR TYPE II PORTLAND CEMENT, BLENDED HYDRAULIC CEMENT SHALL BE TYPE I OR TYPE II PORTLAND CEMENT, BLENDED HYDRAULIC CEMENT, FLY ASH, GROUND GRANULATED BLAST-FURNACE SLAG, OR SILICA FUME IN ACCORDANCE WITH ASTM C150 SPECIFICATIONS. 6. AGGREGATES SHALL BE GRADED IN ACCORDANCE WITH ASTM C33 AGGREGATES SHALL BE GRADED IN ACCORDANCE WITH ASTM C33 SPECIFICATIONS. 7. AIR CONTENT SHALL BE BETWEEN 5.5% AND 6.5% (BY VOLUME). AIR CONTENT SHALL BE BETWEEN 5.5% AND 6.5% (BY VOLUME). 8. ADMIXTURES SHALL NOT BE USED WITHOUT APPROVAL BY THE RAILROAD. ADMIXTURES SHALL NOT BE USED WITHOUT APPROVAL BY THE RAILROAD. 9. CURING SHALL BE ACCOMPLISHED BY WET CURING OR APPLICATION OF A TYPE 2 CURING SHALL BE ACCOMPLISHED BY WET CURING OR APPLICATION OF A TYPE 2 MEMBRANE. 10. THE FABRICATOR SHALL STENCIL THE FABRICATOR'S NAME, DATE OF THE FABRICATOR SHALL STENCIL THE FABRICATOR'S NAME, DATE OF FABRICATION, LIFTING WEIGHT, BRIDGE NUMBER AND PIECE MARK AT LOCATION SHOWN IN DRAWINGS. 11. PRODUCTION PROCEDURES FOR THE MANUFACTURE OF PRECAST MEMBERS SHALL PRODUCTION PROCEDURES FOR THE MANUFACTURE OF PRECAST MEMBERS SHALL BE IN ACCORDANCE WITH ARRC SSC SECTION 501-3.13, PRECAST CONCRETE MEMBERS. 12. DIMENSIONAL TOLERANCE GOVERNING THE MANUFACTURE OF PRECAST MEMBERS DIMENSIONAL TOLERANCE GOVERNING THE MANUFACTURE OF PRECAST MEMBERS SHALL CONFORM TO ARRC SSC SECTION 501-3.10, TOLERANCES. TOLERANCE FOR LOCATION OF LIFTING DEVICES SHALL BE ± 12". 13. THE FABRICATOR SHALL BE RESPONSIBLE FOR LOADING AND PROPERLY THE FABRICATOR SHALL BE RESPONSIBLE FOR LOADING AND PROPERLY SECURING ALL PRECAST CONCRETE MEMBERS FOR SHIPMENT. ALL CONCRETE COMPONENTS SHALL BE MADE AVAILABLE FOR INSPECTION BY RAILROAD AT THE FABRICATOR'S PLANT PRIOR TO SHIPMENT, AT THE RAILROAD'S DISCRETION. REINFORCING STEEL 1. REINFORCING STEEL SHALL BE DEFORMED, NEW BILLET BARS PER ASTM A615 REINFORCING STEEL SHALL BE DEFORMED, NEW BILLET BARS PER ASTM A615 SPECIFICATIONS AND MEET GRADE 60 REQUIREMENTS. 2. FABRICATION OF REINFORCING STEEL SHALL BE PER SECTION 503 OF THE ARRC FABRICATION OF REINFORCING STEEL SHALL BE PER SECTION 503 OF THE ARRC SSC. DIMENSIONS OF BENDING DETAILS ARE OUT TO OUT OF BAR. 3. REINFORCING STEEL SHALL BE BLOCKED AND TIED TO PROPER LOCATION AND REINFORCING STEEL SHALL BE BLOCKED AND TIED TO PROPER LOCATION AND SECURELY WIRED AGAINST DISPLACEMENT. TIE WIRES SHALL BE INSTALLED AT EVERY OTHER BAR INTERSECTION SO THAT AT LEAST 50% OF THE INTERSECTIONS ARE TIED. TACK WELDING OF REINFORCING IS PROHIBITED. MINIMUM CONCRETE COVER ON REINFORCING NOT OTHERWISE NOTED SHALL MEET ARRC SSC SECTION 503-3.04, PLACING AND FASTENING. STRUCTURAL STEEL 1. STEEL PLATES SHALL CONFORM TO ASTM A36 OR A709-GRADE 36 STEEL PLATES SHALL CONFORM TO ASTM A36 OR A709-GRADE 36 SPECIFICATIONS. 2. STUDS SHALL BE C1015, C1017 OR C1020 COLD DRAWN STEEL WHICH CONFORMS STUDS SHALL BE C1015, C1017 OR C1020 COLD DRAWN STEEL WHICH CONFORMS TO ASTM A108 SPECIFICATIONS. SHEAR STUDS ARE WELDED TO EMBED PLATES AS SHOWN ON PILE CAP DRAWINGS. 3. WHERE GALVANIZING IS NOT INDICATED, MATERIAL SHALL BE PLAIN. WHERE GALVANIZING IS NOT INDICATED, MATERIAL SHALL BE PLAIN. LIFTING ANCHORS 1. SWIFT LIFT ANCHORS SHALL BE DAYTON RICHMOND P-52 ANCHORS OR SWIFT LIFT ANCHORS SHALL BE DAYTON RICHMOND P-52 ANCHORS OR APPROVED ALTERNATIVE WITH A SAFE WORKING LOAD SUFFICIENT FOR THE WEIGHT OF THE PRECAST ELEMENT INCLUDING FORM REMOVAL. THE SAFE WORKING LOAD SHALL PROVIDE A MINIMUM SAFETY FACTOR OF 4. PRESTRESSED CONCRETE NOTES CONCRETE 1. ALL CONCRETE MATERIALS, PLACEMENT AND WORKMANSHIP SHALL BE IN ALL CONCRETE MATERIALS, PLACEMENT AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH SECTION 502, PRESTRESSING CONCRETE OF ARRC SSC. 2. MINIMUM COMPRESSION STRENGTH AT THE TRANSFER OF THE PRESTRESSING MINIMUM COMPRESSION STRENGTH AT THE TRANSFER OF THE PRESTRESSING FORCE SHALL BE 4500 PSI AND AT 28 DAYS SHALL BE 6000 PSI (ASTM A416). MINIMUM COMPRESSION STRENGTH AT DIAPHRAGM SHALL BE 4500 PSI (CLASS A-A PER AKDOT SUBSECTION 501-1.01 AND 501-2.02). 3. EXPOSED SURFACES SHALL BE FORMED IN A MANNER WHICH SHALL PRODUCE A EXPOSED SURFACES SHALL BE FORMED IN A MANNER WHICH SHALL PRODUCE A SMOOTH AND UNIFORM APPEARANCE WITHOUT RUBBING OR PLASTERING. EXPOSED EDGES OF 90° OR LESS ARE TO BE CHAMFERED 34" X ". TOP 34". TOP SURFACE TO HAVE A SMOOTH FINISH, FREE OF ALL FLOAT OR TROWEL MARKS. 4. CONCRETE SHALL BE PROPORTIONED SUCH THAT THE WATER - CEMENT RATIO CONCRETE SHALL BE PROPORTIONED SUCH THAT THE WATER - CEMENT RATIO (BY WEIGHT) CONFORMS TO TABLE 502-2.01 OF ARRC SSC FOR EACH TYPE OF CONCRETE. 5. CEMENT SHALL BE TYPE I OR TYPE II PORTLAND CEMENT, BLENDED HYDRAULIC CEMENT SHALL BE TYPE I OR TYPE II PORTLAND CEMENT, BLENDED HYDRAULIC CEMENT, FLY ASH, GROUND GRANULATED BLAST-FURNACE SLAG, OR SILICA FUME IN ACCORDANCE WITH ASTM C150 SPECIFICATIONS. 6. AGGREGATES SHALL BE GRADED IN ACCORDANCE WITH ASTM C33 FOR EACH AGGREGATES SHALL BE GRADED IN ACCORDANCE WITH ASTM C33 FOR EACH TYPE OF CONCRETE. 7. AIR CONTENT (BY VOLUME) SHALL BE IN ACCORDANCE WITH ASTM C26 FOR AIR CONTENT (BY VOLUME) SHALL BE IN ACCORDANCE WITH ASTM C26 FOR EACH TYPE OF CONCRETE.. 8. ADMIXTURES SHALL NOT BE USED WITHOUT APPROVAL BY THE RAILROAD. ADMIXTURES SHALL NOT BE USED WITHOUT APPROVAL BY THE RAILROAD. 9. CURING SHALL BE ACCOMPLISHED BY WET CURING OR APPLICATION OF A TYPE 2 CURING SHALL BE ACCOMPLISHED BY WET CURING OR APPLICATION OF A TYPE 2 MEMBRANE PER ASTM C309. 10. THE FABRICATOR SHALL STENCIL THE FABRICATOR'S NAME, DATE OF THE FABRICATOR SHALL STENCIL THE FABRICATOR'S NAME, DATE OF FABRICATION, LIFTING WEIGHT, BRIDGE NUMBER AND PIECE MARK AT LOCATION SHOWN IN DRAWINGS. 11. DIMENSIONAL TOLERANCE GOVERNING THE MANUFACTURE OF PRECAST MEMBERS DIMENSIONAL TOLERANCE GOVERNING THE MANUFACTURE OF PRECAST MEMBERS SHALL CONFORM TO SECTION 502-3.04 OF THE ARRC SSC. TOLERANCE FOR LOCATION OF LIFTING DEVICES SHALL BE ± 12". 12. THE FABRICATOR SHALL BE RESPONSIBLE FOR LOADING AND PROPERLY THE FABRICATOR SHALL BE RESPONSIBLE FOR LOADING AND PROPERLY SECURING ALL PRECAST CONCRETE MEMBERS FOR SHIPMENT. ALL CONCRETE COMPONENTS SHALL BE MADE AVAILABLE FOR INSPECTION BY RAILROAD AT THE FABRICATOR'S PLANT PRIOR TO SHIPMENT, AT THE RAILROAD'S DISCRETION. 13. THE AREA AROUND ALL LIFTING LOOPS OR DEVICES SHALL BE RECESSED SO THE AREA AROUND ALL LIFTING LOOPS OR DEVICES SHALL BE RECESSED SO THAT THE LOOPS CAN BE REMOVED TO A DEPTH OF 1" AND GROUTED. 14. ENDS OF THE STRANDS SHALL BE BURNED OFF AND RECESSED TO A DEPTH OF ENDS OF THE STRANDS SHALL BE BURNED OFF AND RECESSED TO A DEPTH OF 1". SUCH RECESSION AND MINOR CONCRETE SPALLS SHALL BE FILLED AND FINISHED TO THE PLAN DIMENSIONS USING AN EPOXY BONDING COMPOUND AND GROUT. 15. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR PRESTRESSED GIRDERS TO CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR PRESTRESSED GIRDERS TO ALASKA RAILROAD FOR APPROVAL 30 DAYS PRIOR TO FABRICATION. 16. COPIES OF THE CONCRETE MIX DESIGN SHALL BE SUBMITTED TO ALASKA COPIES OF THE CONCRETE MIX DESIGN SHALL BE SUBMITTED TO ALASKA RAILROAD FOR APPROVAL BY THE CHIEF ENGINEER 30 DAYS PRIOR TO THE START OF THE CASTING OPERATION. PRESTRESSING STRAND 1. ALL PRESTRESSING STRANDS SHALL BE " DIAMETER, SEVEN WIRE, UNCOATED, ALL PRESTRESSING STRANDS SHALL BE " DIAMETER, SEVEN WIRE, UNCOATED, 12" DIAMETER, SEVEN WIRE, UNCOATED, LOW RELAXATION WITH A MINIMUM F'S=270 KSI AND MEET THE REQUIREMENTS OF ASTM A416 SPECIFICATIONS. INITIAL PRESTRESS SHALL BE 0.75 F'S=30,983 LBS PER STRAND. 2. STRAND SHALL BE TESTED IN ACCORDANCE WITH PCI RECOMMENDATIONS STRAND SHALL BE TESTED IN ACCORDANCE WITH PCI RECOMMENDATIONS (MOUSTAFA METHOD) AND CERTIFIED BY THE FABRICATOR ACCORDING TO ARRC SSC 721-2.04, AS HAVING ADEQUATE BAND CHARACTERISTICS TO SATISFY THE PREDICTION EQUATION FOR TRANSFER AND DEVELOPMENT LENGTH GIVEN IN AREMA. REINFORCING STEEL 1. REINFORCING STEEL SHALL BE DEFORMED, NEW BILLET BARS PER ASTM A615 REINFORCING STEEL SHALL BE DEFORMED, NEW BILLET BARS PER ASTM A615 SPECIFICATIONS AND MEET GRADE 60 REQUIREMENTS. 2. FABRICATION OF REINFORCING STEEL SHALL BE PER SECTION 503-3.03 OF ARRC FABRICATION OF REINFORCING STEEL SHALL BE PER SECTION 503-3.03 OF ARRC SSC. DIMENSIONS OF BENDING DETAILS ARE OUT TO OUT OF BAR. 3. REINFORCING STEEL SHALL BE BLOCKED AND TIED TO PROPER LOCATION AND REINFORCING STEEL SHALL BE BLOCKED AND TIED TO PROPER LOCATION AND SECURELY WIRED AGAINST DISPLACEMENT. TIE WIRES SHALL BE INSTALLED AT EVERY OTHER BAR INTERSECTION SO THAT AT LEAST 50% OF THE INTERSECTIONS ARE TIED. TACK WELDING OF REINFORCING IS PROHIBITED. MINIMUM CONCRETE COVER ON REINFORCING NOT OTHERWISE NOTED SHALL MEET ARRC SSC SECTION 503-3.04, PLACING AND FASTENING. LIFTING ANCHORS 1. SWIFT LIFT ANCHORS SHALL BE DAYTON RICHMOND P-52 ANCHORS OR SWIFT LIFT ANCHORS SHALL BE DAYTON RICHMOND P-52 ANCHORS OR APPROVED ALTERNATIVE WITH A SAFE WORKING LOAD SUFFICIENT FOR THE WEIGHT OF THE PRECAST ELEMENT INCLUDING FORM REMOVAL. THE SAFE WORKING LOAD SHALL PROVIDE A MINIMUM SAFETY FACTOR OF 4. BEARING NOTES 1. BEARING PAD MATERIAL SHALL BE LAMINATED ELASTOMER MADE OF NATURAL BEARING PAD MATERIAL SHALL BE LAMINATED ELASTOMER MADE OF NATURAL RUBBER HAVING A 60 DUROMETER HARDNESS. CONFORMING TO GRADE 5 OF THE CURRENT ARRC SSC SECTION 720-2.01 SPECIFICATIONS. CAST-IN-PLACE CONCRETE NOTES CONCRETE 1. ALL CONCRETE MATERIALS, PLACEMENT AND WORKMANSHIP SHALL BE IN ALL CONCRETE MATERIALS, PLACEMENT AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH SECTION 501, CONCRETE FOR STRUCTURES OF ARRC SSC. THIS SECTION OF NOTES APPLIES TO ALL CONCRETE WORK EXCEPT FOR DRILLED SHAFTS. 2. FORMWORK TOLERANCES SHALL BE IN ACCORDANCE WITH ARRC SSC SECTION FORMWORK TOLERANCES SHALL BE IN ACCORDANCE WITH ARRC SSC SECTION 501-3.12, FORMS AND FALSEWORK. 3. MINIMUM COMPRESSION STRENGTH AT 28 DAYS SHALL BE 4000 PSI. MINIMUM COMPRESSION STRENGTH AT 28 DAYS SHALL BE 4000 PSI. 4. CONCRETE SHALL BE PROPORTIONED SUCH THAT THE WATER - CEMENT RATIO CONCRETE SHALL BE PROPORTIONED SUCH THAT THE WATER - CEMENT RATIO (BY WEIGHT) DOES NOT EXCEED 0.45. 5. CEMENT SHALL BE TYPE I OR TYPE II PORTLAND CEMENT, BLENDED HYDRAULIC CEMENT SHALL BE TYPE I OR TYPE II PORTLAND CEMENT, BLENDED HYDRAULIC CEMENT, FLY ASH, GROUND GRANULATED BLAST-FURNACE SLAG, OR SILICA FUME IN ACCORDANCE WITH ASTM C156 SPECIFICATIONS. 6. AGGREGATES SHALL BE GRADED IN ACCORDANCE WITH ASTM C33 AGGREGATES SHALL BE GRADED IN ACCORDANCE WITH ASTM C33 SPECIFICATIONS. 7. AIR CONTENT SHALL BE BETWEEN 5.5% AND 6.5% (BY VOLUME). AIR CONTENT SHALL BE BETWEEN 5.5% AND 6.5% (BY VOLUME). 8. ADMIXTURES SHALL NOT BE USED WITHOUT APPROVAL BY THE RAILROAD. ADMIXTURES SHALL NOT BE USED WITHOUT APPROVAL BY THE RAILROAD. 9. CURING SHALL BE ACCOMPLISHED BY WET CURING OR APPLICATION OF A TYPE 2 CURING SHALL BE ACCOMPLISHED BY WET CURING OR APPLICATION OF A TYPE 2 MEMBRANE PER ASTM C309. 10. CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF SECTION 501-3.09, CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF SECTION 501-3.09, PROTECTION OF CONCRETE. CONTRACTOR SHALL SUBMIT DETAILED PROCEDURES FOR THE PRODUCTION, TRANSPORTATION, PLACEMENT, PROTECTION, CURING, AND TEMPERATURE MONITORING OF CONCRETE DURING COLD WEATHER TO THE RAILROAD FOR APPROVAL. REINFORCING STEEL 1. REINFORCING STEEL SHALL BE DEFORMED, NEW BILLET BARS PER ASTM A615 REINFORCING STEEL SHALL BE DEFORMED, NEW BILLET BARS PER ASTM A615 SPECIFICATIONS AND MEET GRADE 60 REQUIREMENTS. BARS SHALL BE NON-COATED. 2. FABRICATION OF REINFORCING STEEL SHALL BE PER SECTION 503-3.03 OF ARRC FABRICATION OF REINFORCING STEEL SHALL BE PER SECTION 503-3.03 OF ARRC SSC. DIMENSIONS OF BENDING DETAILS ARE OUT TO OUT OF BAR. 3. REINFORCING STEEL SHALL BE BLOCKED AND TIED TO PROPER LOCATION AND REINFORCING STEEL SHALL BE BLOCKED AND TIED TO PROPER LOCATION AND SECURELY WIRED AGAINST DISPLACEMENT. TIE WIRES SHALL BE INSTALLED AT EVERY OTHER BAR INTERSECTION SO THAT AT LEAST 50% OF THE INTERSECTIONS ARE TIED. TACK WELDING OF REINFORCING IS PROHIBITED. MINIMUM CONCRETE COVER ON REINFORCING NOT OTHERWISE NOTED SHALL MEET ARRC SSC SECTION 503-3.04, PLACING AND FASTENING. FIELD WELDING NOTES 1. WELDING SHALL BE ACCOMPLISHED WITH SMAW OR FCAW PROCESS. WELDING SHALL BE ACCOMPLISHED WITH SMAW OR FCAW PROCESS. 2. WELDING SHALL BE IN COMPLIANCE WITH THE REQUIREMENTS SPECIFIED IN ARRC WELDING SHALL BE IN COMPLIANCE WITH THE REQUIREMENTS SPECIFIED IN ARRC SSC SECTION 504, STEEL STRUCTURES, EXCEPT " FILLET WELDS MAY BE MADE 516" FILLET WELDS MAY BE MADE WITH A SINGLE PASS. 3. WELDING ELECTRODES SHALL BE E7018 FOR SMAW OR E71T-7 FOR FCAW. WELDING ELECTRODES SHALL BE E7018 FOR SMAW OR E71T-7 FOR FCAW. 4. WELDERS SHALL POSSESS VALID QUALIFICATIONS, WHICH SHALL BE FURNISHED WELDERS SHALL POSSESS VALID QUALIFICATIONS, WHICH SHALL BE FURNISHED TO THE RAILROAD. 5. CONSIDER MAKING PIPE TO CAP PERIMETER WELD IN OPPOSING QUADRANTS TO CONSIDER MAKING PIPE TO CAP PERIMETER WELD IN OPPOSING QUADRANTS TO CONTROL HEAT BUILD-UP AND LIMIT RISK OF DAMAGING CAP. RIPRAP SPECIFICATIONS: 1. RIPRAP SHALL BE PLACED TO THICKNESS, HEIGHT AND LENGTH SHOWN ON RIPRAP SHALL BE PLACED TO THICKNESS, HEIGHT AND LENGTH SHOWN ON PLANS. INDIVIDUAL STONES ARE TO BE KEYED INTO EACH OTHER TO REDUCE VOID SPACE IN THE FINISHED PRODUCT. 2. RIPRAP SUBGRADE SHALL BE PREPARED TO ACHIEVE THE LINES AND GRADES RIPRAP SUBGRADE SHALL BE PREPARED TO ACHIEVE THE LINES AND GRADES SHOWN ON THE PLANS PRIOR TO RIPRAP PLACEMENT. ANY FILL REQUIRED IN THE SUBGRADE SHALL BE COMPACTED TO A DENSITY CONSISTENT WITH SURROUNDING UNDISTURBED MATERIAL. WOVEN FILTER FABRIC SPECIFICATIONS: 1. WOVEN FILTRATION FABRIC SHALL BE INSTALLED BETWEEN ALL RIPRAP AND WOVEN FILTRATION FABRIC SHALL BE INSTALLED BETWEEN ALL RIPRAP AND UNDERLYING SOIL. FABRIC MATERIAL SHALL MEET ARRC SSC SECTION 631, GEOTEXTILE FOR SUBSURFACE DRAINAGE AND EROSION CONTROL. 2. SITE PREPARATION SHALL INCLUDE REMOVING VEGETATION, LARGE STONES, SITE PREPARATION SHALL INCLUDE REMOVING VEGETATION, LARGE STONES, LIMBS, BRUSH, ROOTS, AND OTHER DEBRIS. 3. SHEETS PLACED IN THE IMPROVED BANK AND CHANNEL SHALL BE ORIENTED SHEETS PLACED IN THE IMPROVED BANK AND CHANNEL SHALL BE ORIENTED WITH THE LONGER DIMENSION PARALLEL WITH THE EMBANKMENT. 4. UPPER SHEETS SHALL OVERLAP THE LOWER SHEETS WITH A MINIMUM 18" UPPER SHEETS SHALL OVERLAP THE LOWER SHEETS WITH A MINIMUM 18" OVERLAP BETWEEN INDIVIDUAL FABRIC SHEETS. 5. INCLUDE FOLDS IN FABRIC TO MINIMIZE TENSION AND STRETCHING DURING INCLUDE FOLDS IN FABRIC TO MINIMIZE TENSION AND STRETCHING DURING SETTLEMENT. 6. SECURE FABRIC WITH PINS AND WASHERS AT 2 TO 5 FOOT SPACING ALONG THE SECURE FABRIC WITH PINS AND WASHERS AT 2 TO 5 FOOT SPACING ALONG THE OVERLAPS. 7. DO NOT DROP STONES FROM HEIGHT GREATER THAN 2 FEET WHEN PLACING DO NOT DROP STONES FROM HEIGHT GREATER THAN 2 FEET WHEN PLACING RIPRAP ON FILTER FABRIC.

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1. STAGE MATERIALS AND EQUIPMENT. STAGE MATERIALS AND EQUIPMENT. 2. LAYOUT BENT CENTERS AND PILE LOCATIONS. LAYOUT BENT CENTERS AND PILE LOCATIONS. 3. RELOCATE AND PROTECT FIBER OPTIC CABLE(S) AND TRAY(S). RELOCATE AND PROTECT FIBER OPTIC CABLE(S) AND TRAY(S). 4. DRIVE PILES FOR ABUTMENTS AND INTERMEDIATE BENTS. DRIVE PILES FOR ABUTMENTS AND INTERMEDIATE BENTS. 5. MARK AND CUT OFF PILING AT MINUS 7'-6" FROM TOP OF TIE. MARK AND CUT OFF PILING AT MINUS 7'-6" FROM TOP OF TIE. 6. FILL PILING WITH CONCRETE. FILL PILING WITH CONCRETE. 7. SET AND WELD CAPS. SET AND WELD CAPS. 8. STAGE CBD SECTIONS ALONGSIDE TRACK NEAR INSTALLATION ON DUNNAGE. STAGE CBD SECTIONS ALONGSIDE TRACK NEAR INSTALLATION ON DUNNAGE. 9. REPLACE BRIDGE TIES WITH MAINLINE TIES ON TRESTLE. REPLACE BRIDGE TIES WITH MAINLINE TIES ON TRESTLE. 10. JACK AND SUPPORT TRACK NORTH AND SOUTH OF FIRST NEW SPAN LOCATION. JACK AND SUPPORT TRACK NORTH AND SOUTH OF FIRST NEW SPAN LOCATION. 11. REMOVE TIMBER CHORDS AND PILE BENTS. DISPOSE OF WASTE AT APPROVED REMOVE TIMBER CHORDS AND PILE BENTS. DISPOSE OF WASTE AT APPROVED LOCATION. CUT OFF TIMBER PILES AT MUDLINE THAT CANNOT BE COMPLETELY EXTRACTED. 12. PICK AND SET CBD SECTIONS ONTO TEMPORARY PLYWOOD PADS USING STEEL PICK AND SET CBD SECTIONS ONTO TEMPORARY PLYWOOD PADS USING STEEL TEES TO HOLD SPACE BETWEEN SECTIONS. 13. BOLT SECTIONS TOGETHER AT DIAPHRAGMS, PICK INDIVIDUAL CORNERS, REMOVE BOLT SECTIONS TOGETHER AT DIAPHRAGMS, PICK INDIVIDUAL CORNERS, REMOVE PLYWOOD AND INSTALL ELASTOMERIC BEARING PADS. 14. INSTALL ANCHOR BRACKETS AND BOLTS. USE LOW TEMPERATURE GROUT IF BELOW INSTALL ANCHOR BRACKETS AND BOLTS. USE LOW TEMPERATURE GROUT IF BELOW 40°F.15. INSTALL TEMPORARY BULKHEAD BOARD AT TRESTLE ENDS. INSTALL TEMPORARY BULKHEAD BOARD AT TRESTLE ENDS. 16. PLACE BALLAST. TEMP AND LINE TRACK. PLACE BALLAST. TEMP AND LINE TRACK. 17. REMOVE NEXT OR REMAINING 28 FOOT CHORDS AND BENTS. REMOVE NEXT OR REMAINING 28 FOOT CHORDS AND BENTS. 18. REPEAT STEPS 12 THROUGH 17 AS REQUIRED. REPEAT STEPS 12 THROUGH 17 AS REQUIRED. 19. DRIVE SHEET PILE BULKHEADS AND INSTALL ABUTMENT CLOSURE PLATES. DRIVE SHEET PILE BULKHEADS AND INSTALL ABUTMENT CLOSURE PLATES. 20. REPLACE FIBER OPTIC CABLE(S) AND TRAY(S) ONTO NEW SPANS. REPLACE FIBER OPTIC CABLE(S) AND TRAY(S) ONTO NEW SPANS. 21. FILL AND REMOVE REMAINING TIMBER TRESTLE. DIRECT-BURY FIBER OPTIC FILL AND REMOVE REMAINING TIMBER TRESTLE. DIRECT-BURY FIBER OPTIC CABLE(S). 22. VEGETATE DISTURBED SLOPES USING APPROVED SEED MIX. VEGETATE DISTURBED SLOPES USING APPROVED SEED MIX. 23. DEMOBILIZE.DEMOBILIZE.

TYPICAL INSTALLATION::

B

DECK PLAN - HALF SPAN

ELEVATION SECTION

EXPANSION JOINT DETAIL

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27'-11 1/2" OUT-TO-OUT OF CBD

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16 SPACES @6"=8'-0" R AND V BARS

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7 SPACES @8"=4'-8" R AND V BARS

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SYMMETRIC ABOUT

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8 SPACES @6"=4'-0" S BAR

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2" CLEAR, TYP.

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8 SPACES @1'=8'-0" A AND C BARS

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4 SPACES @11 "=3'-10" 12"=3'-10" A AND C BARS

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F BAR, TYP.

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3" PVC DRAIN, TYP.

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3" PVC DRAIN, TYP.

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1" PVC BLOCKOUT FORWALKWAY, TYP.

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8-TON SWIFT LIFT ANCHOR, TYP.

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6" BLOCKOUT FOR POURING DIAPHRAGM, TYP.

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B BAR

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C.G. OF ALL STRANDSOF ALL STRANDS

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F64 FERRULE LOOP INSERT FOR 1" BOLTS, SEE NOTE 1

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G BAR

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1" PVC WALKWAY BLOCKOUT, TYP.

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1 " MIN. CLEARANCE, TYP.12" MIN. CLEARANCE, TYP.

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FILL " JOINT WITH CLOSED-CELL 516" JOINT WITH CLOSED-CELL FLEXIBLE MASTIC

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C BAR, TYP.

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F BAR, TYP.

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1" PVC BLOCKOUT FOR WALKWAY

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PROJECT:

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SHEET TITLE:

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DESIGNED BY:

AutoCAD SHX Text P:\ENGINEERING\BRIDGES\00 - BRIDGE STANDARD PLANS\28' STANDARD CBD BRIDGE REPLACEMENT\CBD STANDARDS 2024.DWG

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5/28/2026 3:34 PM

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PUBLISHED CTB

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DRAWING LOCATION

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DATE TIME

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SCALE

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ENGINEERING DEPARTMENT

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P.O. BOX 107500 BOX 107500 ANCHORAGE, ALASKA 99510-7500

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SHEET

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OF

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YEAR

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AFE NO.

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AS NOTED

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CHECKED BY:

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DRAFTED BY:

AutoCAD SHX Text ALASKA RAILROAD CORPORATION PO BOX 107500, ANCHORAGE, AK 99510-7500 327 W SHIP CREEK AVE ANCHORAGE, AK 99501 (907) 265-2300

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ARRC_CTB_2023.CTB

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KEY MAP

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STANDARD 28 FOOT SPAN CONCRETE BALLAST DECK (CBD)

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PRESTRESSED GIRDER PLAN, ELEVATION, AND DETAILS

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TBD

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MCG

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ANCHORAGE

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FAIRBANKS

AutoCAD SHX Text NOTES: 1. COIL INSERTS ON CURB SIDE ONLY. COIL INSERTS ON CURB SIDE ONLY. 2. PRIOR TO POURING DIAPHRAGM AND CURB, ENSURE GIRDERS ARE RESTING LEVEL PRIOR TO POURING DIAPHRAGM AND CURB, ENSURE GIRDERS ARE RESTING LEVEL AND SQUARE. 3. COMPRESSIVE STRENGTH OF THE CAST-IN-PLACE REINFORCED CONCRETE CURB COMPRESSIVE STRENGTH OF THE CAST-IN-PLACE REINFORCED CONCRETE CURB AND DIAPHRAGM SHALL EXCEED 4,500 PSI AT 28 DAYS. 4. ENSURE OUTER CURB FACE IS PLUMB WITH OUTER DECK FACE. ENSURE OUTER CURB FACE IS PLUMB WITH OUTER DECK FACE. 5. BUSH AND CLEAN CONSTRUCTION JOINTS PRIOR TO POURING.BUSH AND CLEAN CONSTRUCTION JOINTS PRIOR TO POURING.

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SEWARD

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EST. WT.:

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40,400 LBS

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SUPERSTRUCTURE SECTION

DIAPHRAGM SECTIONGIRDER SECTION

STRAND PATTERN AT CENTERLINE STRAND PATTERN AT BEARING

STRAND CUTTING PATTERN DETAIL

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2 SPACES@ 1 "=3" 12"=3" W BARS

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COIL INSERT FOR 1" BOLTS,SEE NOTE 1

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3" PVC DRAIN

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1" PVC BLOCKOUT FOR WALKWAY

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1 " PVC BLOCKOUT, TYP.12" PVC BLOCKOUT, TYP.

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6" BLOCKOUT FOR POURINGDIAPHRAGM, TYP.

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8-TON SWIFT LIFT ANCHOR, TYP.

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34" CHAMFER, TYP.

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C BAR

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F BAR, TYP.

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A BAR

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B BAR, TYP.

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6" BLOCKOUT FOR POURINGDIAPHRAGM, TYP.

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1 1/2" CLEAR

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D1 BAR, TYP.

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D BAR

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1 3/4" CLEAR

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1 " PVC BLOCKOUT, TYP.12" PVC BLOCKOUT, TYP.

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15 SP@2"=2'-6"

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2" CLEAR

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1 1/2" CLEAR

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3", TYP.

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34" DRIP NOTCH, TYP.

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CONSTRUCTION JOINT

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34" CHAMFER, TYP.

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38" CHAMFER

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G BAR, TYP.

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R BAR

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W BAR, TYP.

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V BAR

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S BAR

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PROJECT:

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SHEET TITLE:

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DESIGNED BY:

AutoCAD SHX Text P:\ENGINEERING\BRIDGES\00 - BRIDGE STANDARD PLANS\28' STANDARD CBD BRIDGE REPLACEMENT\CBD STANDARDS 2024.DWG

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5/28/2026 3:34 PM

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PUBLISHED CTB

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DRAWING LOCATION

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DATE TIME

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SCALE

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ENGINEERING DEPARTMENT

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P.O. BOX 107500 BOX 107500 ANCHORAGE, ALASKA 99510-7500

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SHEET

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OF

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YEAR

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AFE NO.

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AS NOTED

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CHECKED BY:

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DRAFTED BY:

AutoCAD SHX Text ALASKA RAILROAD CORPORATION PO BOX 107500, ANCHORAGE, AK 99510-7500 327 W SHIP CREEK AVE ANCHORAGE, AK 99501 (907) 265-2300

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ARRC_CTB_2023.CTB

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KEY MAP

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STANDARD 28 FOOT SPAN CONCRETE BALLAST DECK (CBD)

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PRESTRESSED GIRDER SECTIONS AND DETAILS

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TBD

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MCG

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ANCHORAGE

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FAIRBANKS

AutoCAD SHX Text NOTES: 1. COIL INSERTS ON CURB SIDE ONLY. COIL INSERTS ON CURB SIDE ONLY. 2. AFTER CONCRETE HAS REACHED COMPRESSIVE STRENGTH REQUIRED FOR TRANSFER OF PRESTRESSING FORCE, CUT THE AFTER CONCRETE HAS REACHED COMPRESSIVE STRENGTH REQUIRED FOR TRANSFER OF PRESTRESSING FORCE, CUT THE PRESTRESSING STRANDS IN THE ORDER SHOWN. 3. PRIOR TO POURING DIAPHRAGM AND CURB, ENSURE GIRDERS ARE RESTING LEVEL AND SQUARE. PRIOR TO POURING DIAPHRAGM AND CURB, ENSURE GIRDERS ARE RESTING LEVEL AND SQUARE. 4. ENSURE OUTER CURB FACE IS PLUMB WITH OUTER DECK FACE. ENSURE OUTER CURB FACE IS PLUMB WITH OUTER DECK FACE. 5. BUSH AND CLEAN CONSTRUCTION JOINTS PRIOR TO POURING. BUSH AND CLEAN CONSTRUCTION JOINTS PRIOR TO POURING. 6. COMPRESSIVE STRENGTH OF THE CAST-IN-PLACE REINFORCED CONCRETE CURB AND DIAPHRAGM SHALL EXCEED 4,500 PSI AT COMPRESSIVE STRENGTH OF THE CAST-IN-PLACE REINFORCED CONCRETE CURB AND DIAPHRAGM SHALL EXCEED 4,500 PSI AT 28 DAYS.

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SEWARD

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28' CBD REINFORCING SCHEDULE

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BAR NAME

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SIZE

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TYPE

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LENGTH

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# PER SPAN

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AutoCAD SHX Text S9

AutoCAD SHX Text 0'-8"

AutoCAD SHX Text 5'-9"

AutoCAD SHX Text 0'-4"

AutoCAD SHX Text 5'-9"

AutoCAD SHX Text

AutoCAD SHX Text 0'-9"

AutoCAD SHX Text

AutoCAD SHX Text 0'-4"

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text 12'-9"

AutoCAD SHX Text

AutoCAD SHX Text B

AutoCAD SHX Text #5

AutoCAD SHX Text

STR.

AutoCAD SHX Text

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AutoCAD SHX Text 27'-7 1/2"

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AutoCAD SHX Text C

AutoCAD SHX Text #5

AutoCAD SHX Text H16

AutoCAD SHX Text 1'-3"

AutoCAD SHX Text 1'-5 1/2"

AutoCAD SHX Text 0'-4"

AutoCAD SHX Text 1'-10"

AutoCAD SHX Text 0'-7"

AutoCAD SHX Text

AutoCAD SHX Text 1'-9 7/8"

AutoCAD SHX Text

AutoCAD SHX Text 0'-3"

AutoCAD SHX Text

AutoCAD SHX Text 5'-1"

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AutoCAD SHX Text D

AutoCAD SHX Text #4

AutoCAD SHX Text T2

AutoCAD SHX Text 0'-4 1/2"

AutoCAD SHX Text 1'-8"

AutoCAD SHX Text 0'-4 1/2"

AutoCAD SHX Text 1'-8"

AutoCAD SHX Text 0'-4 1/2"

AutoCAD SHX Text 0'-4 1/2"

AutoCAD SHX Text

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AutoCAD SHX Text 4'-4 7/8"

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AutoCAD SHX Text D1

AutoCAD SHX Text #5

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STR.

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AutoCAD SHX Text 2'-2"

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AutoCAD SHX Text #5

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STR.

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AutoCAD SHX Text 8'-11"

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AutoCAD SHX Text G

AutoCAD SHX Text #3

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STR.

AutoCAD SHX Text

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AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text 27'-6"

AutoCAD SHX Text

AutoCAD SHX Text R

AutoCAD SHX Text #5

AutoCAD SHX Text S12

AutoCAD SHX Text 0'-6"

AutoCAD SHX Text 5'-6 1/4"

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text 0'-6"

AutoCAD SHX Text 2'-9"

AutoCAD SHX Text

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AutoCAD SHX Text 0'-2 1/2"

AutoCAD SHX Text 6'-4 3/4"

AutoCAD SHX Text

AutoCAD SHX Text S

AutoCAD SHX Text #5

AutoCAD SHX Text S11

AutoCAD SHX Text

AutoCAD SHX Text 5'-6 1/4"

AutoCAD SHX Text

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AutoCAD SHX Text 2'-9"

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AutoCAD SHX Text 0'-2 1/2"

AutoCAD SHX Text 5'-6 1/4"

AutoCAD SHX Text

AutoCAD SHX Text V

AutoCAD SHX Text #3

AutoCAD SHX Text

ZZH1

AutoCAD SHX Text

AutoCAD SHX Text 0'-8 1/2"

AutoCAD SHX Text 0'-3 1/2"

AutoCAD SHX Text 1'-3 1/4"

AutoCAD SHX Text 0'-3 1/2"

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AutoCAD SHX Text 3'-2"

AutoCAD SHX Text

AutoCAD SHX Text W

AutoCAD SHX Text #5

AutoCAD SHX Text

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AutoCAD SHX Text 2'-10"

AutoCAD SHX Text 1'-2"

AutoCAD SHX Text 2'-10"

AutoCAD SHX Text

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AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text 6'-7 5/8"

AutoCAD SHX Text

AutoCAD SHX Text D

AutoCAD SHX Text

AutoCAD SHX Text A

AutoCAD SHX Text

AutoCAD SHX Text D

AutoCAD SHX Text

AutoCAD SHX Text

SEE NOTE 3

AutoCAD SHX Text B

AutoCAD SHX Text

AutoCAD SHX Text C

AutoCAD SHX Text

AutoCAD SHX Text

(20 STRANDS PER GIRDER)

AutoCAD SHX Text C

AutoCAD SHX Text

AutoCAD SHX Text

(20 STRANDS PER GIRDER)

AutoCAD SHX Text F

AutoCAD SHX Text

SEE NOTES 2 THROUGH 5

SINGLE ROW PILE CAP PLAN

SINGLE ROW PILE CAP SECTION

SINGLE ROW PILE CAP EMBEDDED PLATE DETAIL

SINGLE ROW PILE CAP ELEVATION

3"

AutoCAD SHX Text 3"

AutoCAD SHX Text 1'-8"

AutoCAD SHX Text 10'-0"

AutoCAD SHX Text 3"

AutoCAD SHX Text 1'-8"

AutoCAD SHX Text 10 1/4"

AutoCAD SHX Text 3'-6"

AutoCAD SHX Text 3"

AutoCAD SHX Text 1'-9"

AutoCAD SHX Text 1'-0 7/8"

AutoCAD SHX Text 5'-7 1/8"

AutoCAD SHX Text

8-TON SWIFT LIFT ANCHOR, TYP.

AutoCAD SHX Text 3 " x 1'-6" CORRUGATED DUCT, 12" x 1'-6" CORRUGATED DUCT,DYWIDAG OR EQUAL, TYP.

AutoCAD SHX Text

12" EMBED PL WITH STUDS

AutoCAD SHX Text 3'-0"

AutoCAD SHX Text 6'-8"

AutoCAD SHX Text

8-TON SWIFT LIFT ANCHOR, TYP.

AutoCAD SHX Text 3 " x 1'-6" CORRUGATED DUCT, 12" x 1'-6" CORRUGATED DUCT,DYWIDAG OR EQUAL, TYP.

AutoCAD SHX Text

3" TYP.

AutoCAD SHX Text

3" CLEAR, TYP.

AutoCAD SHX Text 10 SP @6"=5'-0" 2x H BAR

AutoCAD SHX Text 7"

AutoCAD SHX Text

3 SP@8"=2'-0" M BAR

AutoCAD SHX Text

Q BAR, TYP.

AutoCAD SHX Text

P BAR, TYP.

AutoCAD SHX Text

P BAR

AutoCAD SHX Text

Q BAR

AutoCAD SHX Text

5 SP@6"=2'-6" EACH END ONLY

AutoCAD SHX Text 3'-0"

AutoCAD SHX Text 5"

AutoCAD SHX Text

18 SP@ 8"=12'-0"

AutoCAD SHX Text 5"

AutoCAD SHX Text 12'-10"

AutoCAD SHX Text 1"

AutoCAD SHX Text

4 SP@6"=2'-0"

AutoCAD SHX Text 5"

AutoCAD SHX Text 5"

AutoCAD SHX Text 34" x5" WELDED STUDS, 80 REQ'D.

AutoCAD SHX Text

12" EMBED PL WITH STUDS

AutoCAD SHX Text 10 1/4"

AutoCAD SHX Text 1'-9"

2", TYP.

AutoCAD SHX Text 1'-0"

AutoCAD SHX Text 8 1/4"

AutoCAD SHX Text 1'-0"

AutoCAD SHX Text

PROJECT:

AutoCAD SHX Text

SHEET TITLE:

AutoCAD SHX Text

DESIGNED BY:

AutoCAD SHX Text P:\ENGINEERING\BRIDGES\00 - BRIDGE STANDARD PLANS\28' STANDARD CBD BRIDGE REPLACEMENT\CBD STANDARDS 2024.DWG

AutoCAD SHX Text

5/28/2026 3:34 PM

AutoCAD SHX Text

PUBLISHED CTB

AutoCAD SHX Text

DRAWING LOCATION

AutoCAD SHX Text

DATE TIME

AutoCAD SHX Text

SCALE

AutoCAD SHX Text

ENGINEERING DEPARTMENT

AutoCAD SHX Text

P.O. BOX 107500 BOX 107500 ANCHORAGE, ALASKA 99510-7500

AutoCAD SHX Text

SHEET

AutoCAD SHX Text

OF

AutoCAD SHX Text

YEAR

AutoCAD SHX Text

AFE NO.

AutoCAD SHX Text

AS NOTED

AutoCAD SHX Text

CHECKED BY:

AutoCAD SHX Text

DRAFTED BY:

AutoCAD SHX Text ALASKA RAILROAD CORPORATION PO BOX 107500, ANCHORAGE, AK 99510-7500 327 W SHIP CREEK AVE ANCHORAGE, AK 99501 (907) 265-2300

AutoCAD SHX Text

ARRC_CTB_2023.CTB

AutoCAD SHX Text

KEY MAP

AutoCAD SHX Text

STANDARD 28 FOOT SPAN CONCRETE BALLAST DECK (CBD)

AutoCAD SHX Text

SINGLE ROW PILE CAP PLAN AND DETAILS

AutoCAD SHX Text

TBD

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

MCG

AutoCAD SHX Text

AutoCAD SHX Text

ANCHORAGE

AutoCAD SHX Text

FAIRBANKS

AutoCAD SHX Text NOTES: 1. PROVIDE " CHAMFER FOR ALL CONCRETE CORNERS. PROVIDE " CHAMFER FOR ALL CONCRETE CORNERS. 34" CHAMFER FOR ALL CONCRETE CORNERS. 2. THE TOP AND BOTTOM SURFACES MUST BE PARALLEL AND FINISHED FLAT THE TOP AND BOTTOM SURFACES MUST BE PARALLEL AND FINISHED FLAT WITH NO VARIANCES TO EXCEED " UNDER A 10' LONG STRAIGHT EDGE. 18" UNDER A 10' LONG STRAIGHT EDGE. 3. EXTRA ATTENTION SHOULD BE DIRECTED TO PLACEMENT OF THE DYWIDAGS SO EXTRA ATTENTION SHOULD BE DIRECTED TO PLACEMENT OF THE DYWIDAGS SO THAT THEY ARE CONSISTENT WITH DRAWINGS.

AutoCAD SHX Text

SEWARD

AutoCAD SHX Text

SINGLE ROW PILE CAP REINFORCING SCHEDULE

AutoCAD SHX Text

BAR NAME

AutoCAD SHX Text

SIZE

AutoCAD SHX Text

TYPE

AutoCAD SHX Text A

AutoCAD SHX Text B

AutoCAD SHX Text C

AutoCAD SHX Text D

AutoCAD SHX Text E

AutoCAD SHX Text G

AutoCAD SHX Text

LENGTH

AutoCAD SHX Text

# PER CAP

AutoCAD SHX Text P

AutoCAD SHX Text #8

AutoCAD SHX Text

STR.

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AutoCAD SHX Text 12'-10"

AutoCAD SHX Text

AutoCAD SHX Text Q

AutoCAD SHX Text #6

AutoCAD SHX Text

STR.

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AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text 12'-10"

AutoCAD SHX Text

AutoCAD SHX Text H

AutoCAD SHX Text #5

AutoCAD SHX Text T1

AutoCAD SHX Text 0'-5 1/2"

AutoCAD SHX Text 2'-6"

AutoCAD SHX Text 2'-0"

AutoCAD SHX Text 2'-6"

AutoCAD SHX Text 2'-0"

AutoCAD SHX Text 0'-5 1/2"

AutoCAD SHX Text 9'-11"

AutoCAD SHX Text

AutoCAD SHX Text M

AutoCAD SHX Text #5

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text 1'-6"

AutoCAD SHX Text 2'-10 3/4"

AutoCAD SHX Text 1'-6"

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text 5'-10 3/4"

AutoCAD SHX Text

AutoCAD SHX Text

EST. WT.:

AutoCAD SHX Text A

AutoCAD SHX Text

AutoCAD SHX Text

22,045 LBS

AutoCAD SHX Text B-B

AutoCAD SHX Text

AutoCAD SHX Text D

AutoCAD SHX Text

AutoCAD SHX Text C

DOUBLE ROW PILE CAP SECTION

DOUBLE ROW PILE CAP PLAN

DOUBLE ROW PILE CAP EMBEDDED PLATE DETAIL

DOUBLE ROW PILE CAP ELEVATION

4"

AutoCAD SHX Text

7 SP @6"=3'-6" EACH END ONLY

AutoCAD SHX Text 4"

AutoCAD SHX Text 4'-2"

AutoCAD SHX Text 1"

AutoCAD SHX Text 5"

AutoCAD SHX Text

18 SP@ 8"=12'-0"

AutoCAD SHX Text 5"

AutoCAD SHX Text 12'-10"

AutoCAD SHX Text 2"

AutoCAD SHX Text

6 SP @6"=3'-0"

AutoCAD SHX Text 5"

AutoCAD SHX Text 5"

AutoCAD SHX Text 34" x5" WELDED STUDS, 96 REQ'D.

AutoCAD SHX Text 2"

AutoCAD SHX Text 1'-8"

AutoCAD SHX Text 10'-0"

AutoCAD SHX Text 3"

AutoCAD SHX Text 1'-8"

AutoCAD SHX Text 10 1/4"

AutoCAD SHX Text 4'-6"

AutoCAD SHX Text 2"

AutoCAD SHX Text 2'-3"

AutoCAD SHX Text 1'-0 7/8"

AutoCAD SHX Text 2'-1 1/8"

AutoCAD SHX Text 13'-4"

AutoCAD SHX Text

8-TON SWIFT LIFT ANCHOR, TYP.

AutoCAD SHX Text

12" EMBED PL WITH STUDS

AutoCAD SHX Text 10 1/4"

AutoCAD SHX Text 2'-3"

AutoCAD SHX Text 3 " x 1'-6" CORRUGATED DUCT, 12" x 1'-6" CORRUGATED DUCT,DYWIDAG OR EQUAL, TYP.

AutoCAD SHX Text 3'-0"

AutoCAD SHX Text 6'-8"

AutoCAD SHX Text

8-TON SWIFT LIFT ANCHOR, TYP.

AutoCAD SHX Text 3 " x 1'-6" CORRUGATED DUCT, 12" x 1'-6" CORRUGATED DUCT,DYWIDAG OR EQUAL, TYP.

12" EMBED PL WITH STUDS

AutoCAD SHX Text

3" CLEAR, TYP.

AutoCAD SHX Text

Q BAR, TYP.

AutoCAD SHX Text

P BAR, TYP.

AutoCAD SHX Text

P BAR

AutoCAD SHX Text

Q BAR

AutoCAD SHX Text

3 SP@8"=2'-0" U BAR

AutoCAD SHX Text

2 SP @ 9"=1'-6"

AutoCAD SHX Text 8 1/4"

AutoCAD SHX Text

2 SP @ 9"=1'-6"

AutoCAD SHX Text

3" COVER TYP.

AutoCAD SHX Text 10 SP @6"=5'-0" 2x H1 BAR

AutoCAD SHX Text 7"

AutoCAD SHX Text 3'-6"

AutoCAD SHX Text 1'-0 7/8"

AutoCAD SHX Text 2'-1 1/8"

AutoCAD SHX Text 3'-6"

AutoCAD SHX Text 1'-4 3/4"

AutoCAD SHX Text 1'-4 3/4"

AutoCAD SHX Text

PROJECT:

AutoCAD SHX Text

SHEET TITLE:

AutoCAD SHX Text

DESIGNED BY:

AutoCAD SHX Text P:\ENGINEERING\BRIDGES\00 - BRIDGE STANDARD PLANS\28' STANDARD CBD BRIDGE REPLACEMENT\CBD STANDARDS 2024.DWG

AutoCAD SHX Text

5/28/2026 3:34 PM

AutoCAD SHX Text

PUBLISHED CTB

AutoCAD SHX Text

DRAWING LOCATION

AutoCAD SHX Text

DATE TIME

AutoCAD SHX Text

SCALE

AutoCAD SHX Text

ENGINEERING DEPARTMENT

AutoCAD SHX Text

P.O. BOX 107500 BOX 107500 ANCHORAGE, ALASKA 99510-7500

AutoCAD SHX Text

SHEET

AutoCAD SHX Text

OF

AutoCAD SHX Text

YEAR

AutoCAD SHX Text

AFE NO.

AutoCAD SHX Text

AS NOTED

AutoCAD SHX Text

CHECKED BY:

AutoCAD SHX Text

DRAFTED BY:

AutoCAD SHX Text ALASKA RAILROAD CORPORATION PO BOX 107500, ANCHORAGE, AK 99510-7500 327 W SHIP CREEK AVE ANCHORAGE, AK 99501 (907) 265-2300

AutoCAD SHX Text

ARRC_CTB_2023.CTB

AutoCAD SHX Text

KEY MAP

AutoCAD SHX Text

STANDARD 28 FOOT SPAN CONCRETE BALLAST DECK (CBD)

AutoCAD SHX Text

DOUBLE ROW PILE CAP PLAN AND DETAILS

AutoCAD SHX Text

TBD

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

MCG

AutoCAD SHX Text

AutoCAD SHX Text

ANCHORAGE

AutoCAD SHX Text

FAIRBANKS

AutoCAD SHX Text

SEWARD

AutoCAD SHX Text NOTES: 1. PROVIDE " CHAMFER FOR ALL CONCRETE CORNERS. PROVIDE " CHAMFER FOR ALL CONCRETE CORNERS. 34" CHAMFER FOR ALL CONCRETE CORNERS. 2. THE TOP AND BOTTOM SURFACES MUST BE PARALLEL AND FINISHED FLAT THE TOP AND BOTTOM SURFACES MUST BE PARALLEL AND FINISHED FLAT WITH NO VARIANCES TO EXCEED " UNDER A 10' LONG STRAIGHT EDGE. 18" UNDER A 10' LONG STRAIGHT EDGE. 3. EXTRA ATTENTION SHOULD BE DIRECTED TO PLACEMENT OF THE DYWIDAGS SO EXTRA ATTENTION SHOULD BE DIRECTED TO PLACEMENT OF THE DYWIDAGS SO THAT THEY ARE CONSISTENT WITH DRAWINGS.

AutoCAD SHX Text B-B

AutoCAD SHX Text

AutoCAD SHX Text

EST. WT.:

AutoCAD SHX Text A

AutoCAD SHX Text

AutoCAD SHX Text

28,200 LBS

AutoCAD SHX Text D

AutoCAD…