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b
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RSF
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totalRSF
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RSF
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abut
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total X = LENGTH OF RSF IN FRONT OF THE ABUTMENT WALL FACE; 0.25 x B MINIMUM
RSF = REINFORCED SOIL FOUNDATION
L = WINGWALL LENGTH
L = LENGTH OF CMU
L = ABUTMENT WIDTH
L = LENGTH OF GEOSYNTHETIC REINFORCEMENT
IBS = INTEGRATED BRIDGE SYSTEM
THICKNESS)
h = HEIGHT OF ROAD BASE (EQUALS HEIGHT OF SUPERSTRUCTURE AND PAVEMENT
H = HEIGHT OF CMU
H = WALL HEIGHT MEASURED FROM TOP OF RSF TO TOP OF BEAM SEAT
GRS = GEOSYNTHETIC REINFORCED SOIL
D = DEPTH OF RSF BELOW BOTTOM OF WALL ELEVATION; 0.25 x B MINIMUM
d = MAXIMUM PARTICLE DIAMETER IN REINFORCED BACKFILL
DEFORMATION OF REINFORCED BACKFILL AND DIFFERENTIAL SETTLEMENT.
3 INCHES OR 2 PERCENT OF ABUTMENT HEIGHT (H); ACCOMMODATES VERTICAL
d = CLEAR SPACE FROM TOP OF WALL TO BOTTOM OF SUPERSTRUCTURE GREATER OF
CMU = CONCRETE MASONRY UNIT
B = TOTAL WIDTH AT BASE OF GRS ABUTMENT INCLUDING THE WALL FACING
B = WIDTH OF RSF
b = LENGTH OF BEARING BED REINFORCEMENT; LENGTH = 2a + b
b = WIDTH OF CMU
B = WIDTH OF THE BRIDGE
25 FEET, 2.5 FEET MINIMUM FOR SPANS GREATER THAN OR EQUAL TO 25 FEET.
b = BEARING WIDTH FOR BRIDGE, BEAM SEAT; 2.0 FEET MINIMUM FOR SPANS LESS THAN
THAN OR EQUAL TO 0.3 AND SATISFY GLOBAL STABILITY
B = BASE LENGTH OF REINFORCEMENT NOT INCLUDING THE WALL FACE; B/H IS GREATER
8 INCHES MINIMUM
a = SETBACK DISTANCE BETWEEN BACK OF FACING ELEMENT AND BEAM SEAT;
COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION
STANDARD
CHIEF BRIDGE ENGINEER
RECOMMENDEDRECOMMENDED
BD-697MREFERENCE DRAWINGS
SHEET 1 OF 4
INTEGRATED BRIDGE SYSTEM
GENERAL NOTES
DESIGN METHODOLOGY
NOTES
ABBREVIATIONS
BUREAU OF PROJECT DELIVERY
GEOSYNTHETIC REINFORCED SOIL
INTEGRATED BRIDGE SYSTEM SYNTHESIS REPORT, FHWA-HRT-11-027, JANUARY 2011.
FHWA-HRT-11-026, JANUARY 2011 AND GEOSYNTHETIC REINFORCED SOIL
REINFORCED SOIL INTEGRATED BRIDGE SYSTEM INTERIM IMPLEMENTATION GUIDE,
USE THE METHODOLOGY AND GUIDELINES PROVIDED IN THE GEOSYNTHETIC 2.
MASONRY UNITS ARE USED, HAVE A VIABLE PLAN FOR CONCRETE MASONRY UNIT REPAIR.
NECESSARY TO UTILIZE A DIFFERENT FACING TYPE. IF HOLLOW OR FILLED CONCRETE
IF A PROJECT REQUIRES A 75 YEAR FACING ELEMENT SERVICE LIFE, IT MAY BE
LIMIT TO SITES WITH SOIL PH OF 5 TO 9.
(SEE SHEET 4 OF 4 FOR DETAIL).
LESS THAN OR EQUAL TO 12 FPS, WHEN SOLID CONCRETE BLOCKS ARE USED
LIMIT TO SITES WITH 100 YEAR WATER VELOCITIES GREATER THAN 10 FPS AND
SHEET 4 OF 4 FOR DETAIL).
MASONRY UNITS ARE USED AND FILLED WITH REBAR AND CONCRETE (SEE
LESS THAN OR EQUAL TO 10 FPS, WHEN ALL ROWS OF SMALL HOLLOW CONCRETE
LIMIT TO SITES WITH 100 YEAR WATER VELOCITIES GREATER THAN 7 FPS AND
7 FPS FOR TYPICAL DETAILS SHOWN (SMALL SOLID, HOLLOW AND FILLED CMU).
LIMIT TO SITES WITH 100 YEAR WATER VELOCITIES LESS THAN OR EQUAL TO
LIMIT TO SITES WITH LOW SCOUR POTENTIAL.
REINFORCED SOIL FOUNDATION TO TOP OF BEAM SEAT.
LIMIT ABUTMENT HEIGHTS TO 30 FEET MAXIMUM MEASURED FROM TOP OF
70 FEET.
LIMIT TO SINGLE SPAN BRIDGES WITH SPAN LENGTH LESS THAN OR EQUAL TO
LIMIT TO SITES WHERE ADT IS LESS THAN 400.
1. DESIGN LIMITATIONS:
ACTING DIR, BUR. OF PROJECT DELIVERY
ASTM C 578; MINIMUM COMPRESSIVE STRENGTH = 10 PSI.
11. PREFORMED CELLULAR POLYSTYRENE FOAM BOARD: IN ACCORDANCE WITH
SPECIFY SPLIT FACE CMU IF DESIRED FOR AESTHETICS
MINIMUM FACE SHELL THICKNESS 1‚" AND MINIMUM WEB THICKNESS ƒ"
HEIGHT TOLERANCE �ˆ", LENGTH AND WIDTH TOLERANCE �„"
GEOMETRY (SMALL CMU = 7†"x7†"x15†" - TYPICALLY)
BLOCKS; ACTUAL DIMENSIONS SHOULD BE USED WHEN DETERMINING ABUTMENT
NOMINAL DIMENSIONS = 8"x8"x16" SMALL CMU, 24"x24"x72" SOLID CONCRETE
WATER ABSORPTION LIMIT LESS THAN OR EQUAL TO 5% AFTER 24 HOURS
COMPRESSIVE STRENGTH = 3,000 PSI MINIMUM
EXPOSURE TO DEICING CHEMICALS.
REDUCE EFFLORESCENCE AT THE FACE OF THE BLOCKS IF THERE IS POTENTIAL
PREVENT EXPOSURE TO DEICING CHEMICALS. ADDITIVES CAN BE USED TO
ESTABLISH CONFORMANCE WITH ASTM C1372.
CONDUCT FREEZE-THAW TEST IN ACCORDANCE WITH ASTM C1262-10 TO
10. CONCRETE MASONRY UNITS (CMU):
AND PUBLICATION 408.
PROVIDE CERTIFIED TEST DATA DEMONSTRATING COMPLIANCE WITH THIS STANDARD
THAN OR EQUAL TO TENSILE STRENGTH REQUIRED BY DESIGN.
AT A STRAIN RATE OF 10% PER MINUTE. TENSILE STRENGTH AT 2% STRAIN GREATER
STRENGTH GREATER THAN OR EQUAL TO 4,800 LB/FT IN BOTH DIRECTIONS TESTED
TENSILE PROPERTIES DETERMINED BY ASTM D 4595 WITH ULTIMATE TENSILE
USE BIAXIAL GEOTEXTILE MADE FROM POLYPROPYLENE
SECTION 735, CLASS 4, TYPE C, WITH THE FOLLOWING ADDITIONAL PROPERTIES:
9. GEOSYNTHETIC REINFORCEMENT TO BE IN ACCORDANCE WITH PUBLICATION 408,
TYPE C OR BETTER.
SURFACE AGGREGATE (LOCAL JURISDICTION BRIDGES ONLY), WITH ALL AGGREGATES
8. INTEGRATED APPROACH BACKFILL: PENNDOT 2A COARSE AGGREGATE OR DRIVING
THEREOF, WITH ALL AGGREGATES TYPE A.
7. REINFORCED BACKFILL GRADATION: AASHTO #8, #57, #67 OR A COMBINATION
AGGREGATES TYPE A.
DRIVING SURFACE AGGREGATE (LOCAL JURISDICTION BRIDGES ONLY), WITH ALL
6. REINFORCED SOIL FOUNDATION (RSF) BACKFILL: PENNDOT 2A COARSE AGGREGATE OR
COATED OR GALVANIZED BARS IN ACCORDANCE WITH PUBLICATION 408 SECTION 1002.
A 996, OR A 706. DO NOT USE RAIL STEEL (A 996) FOR BENT BARS. USE EPOXY
5. PROVIDE GRADE 60 REINFORCING BARS THAT MEET THE REQUIREMENTS OF ASTM A 615,
4. USE CLASS A CEMENT CONCRETE FOR CONCRETE MASONRY UNIT FILL AND COPING.
SUPPLEMENTED BY DESIGN MANUAL PART 4, STRUCTURES.
3. DESIGN SPECIFICATIONS: AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS AS
PROVISIONS.
PUBLICATION 408, AASHTO/AWS D1.5 BRIDGE WELDING CODE AND THE SPECIAL
2. PROVIDE MATERIALS AND PERFORM WORK IN ACCORDANCE WITH SPECIFICATIONS
BUT NOT NECESSARILY ALL, DRAWINGS NECESSARY FOR A GRS-IBS PROJECT.
1. THESE EXAMPLE PLAN SHEETS WERE PREPARED TO ILLUSTRATE THE SIGNIFICANT,
END DIAPHRAGM OR BACKWALL.
8. STEEL OR SPREAD CONCRETE BEAM SUPERSTRUCTURES REQUIRE THE DESIGN OF A CONCRETE
BEAM SEAT MAY BE REQUIRED, SEE SHEET 4 FOR DETAILS.
OR TIMBER BEAMS) AND/OR BEARING STRESSES, A PRECAST OR CAST IN PLACE CONCRETE
7. DEPENDANT ON SUPERSTRUCTURE TYPE (i.e. STEEL BEAMS, SPREAD CONCRETE BEAMS
FROM DEAD LOAD AND FOUNDATION SETTLEMENT TO REQUIRED VERTICAL CLEARANCE.
6. FOR STRUCTURES OVER ROAD OR RAIL, ADD ESTIMATED GRS MASS VERTICAL STRAIN
4,000 PSF.
5. LIMIT SERVICE 1 BEARING STRESS ON THE BEAM SEAT TO LESS THAN OR EQUAL TO
TOLERABLE LATERAL STRAIN = 1.0% OF b AND a (BEARING WIDTH AND SETBACK)
TOLERABLE VERTICAL STRAIN = 0.5% OF WALL HEIGHT (H)
4. PERFORMANCE CRITERIA:
REINFORCEMENT TENSION FACTOR OF SAFETY = 3.5
INTERNAL STABILITY FACTOR OF SAFETY = 3.5
GLOBAL STABILITY FACTOR OF SAFETY = 1.5
SLIDING FACTOR OF SAFETY = 1.5
BEARING FACTOR OF SAFETY = 2.5
ALLOWABLE STRESS DESIGN METHODOLOGY:
REINFORCEMENT STRENGTH REDUCTION FACTOR = 2.25
REINFORCEMENT TENSION RESISTANCE FACTOR = 0.90
INTERNAL STABILITY RESISTANCE FACTOR = 0.45
GLOBAL STABILITY RESISTANCE FACTOR = 0.65
SLIDING RESISTANCE FACTOR (SOIL ON SOIL) = 1.0
BEARING RESISTANCE FACTOR = 0.65
3. LOAD & RESISTANCE FACTOR DESIGN METHODOLOGY:
CONSTRUCTION METHODOLOGY
CONSTRUCTION METHODOLOGY (CONTINUED)DESIGN METHODOLOGY (CONTINUED)
DRAGGING ACROSS THE BEAM SEAT SURFACE.
PROTECTION OF THE BEAM SEAT. SET BEAMS SQUARE AND LEVEL WITHOUT
THE BEAM SEAT AND THE CONCRETE OR STEEL BEAMS TO PROVIDE ADDITIONAL
ADDITIONAL LAYOUT OF GEOSYNTHETIC REINFORCEMENT CAN BE PLACED BETWEEN
FROM THE ABUTMENT FACE IF CHECKED BY THE ENGINEER. AN
ABUTMENT WALL. GREATER LOADS COULD BE SUPPORTED WITH INCREASING DISTANCE
OUTRIGGER PADS ARE SIZED FOR LESS THAN 4,000 PSF NEAR THE FACE OF THE
SUPERSTRUCTURE CAN BE POSITIONED ON THE GRS ABUTMENT PROVIDED THE
7. SUPERSTRUCTURE PLACEMENT: THE CRANE USED FOR THE PLACEMENT OF THE
BEARING AREA.
TO AID IN SEATING THE SUPERSTRUCTURE AND TO MAXIMIZE CONTACT WITH THE
THE SURFACE AGGREGATE OF THE BEAM SEAT SLIGHTLY HIGH, TO ABOUT 0.5 INCHES,
THE BEAM SEAT. BEFORE FOLDING THE FINAL WRAP, IT MAY BE NECESSARY TO GRADE
FOAM BOARD. WRAP TWO APPROXIMATELY 4 INCH COMPACTED THICKNESSES ACROSS
ON WALL HEIGHT AND REQUIRED CLEAR SPACE) SOLID CMU BLOCKS ON TOP OF THE
THE BACK FACE OF THE CMU BLOCK. SET HALF HEIGHT OR FULL HEIGHT (DEPENDING
THICK FOAM BOARD ON THE TOP OF THE BEARING BED REINFORCEMENT BUTT AGAINST
TWO 4 INCH COMPACTED THICKNESSES OF WRAPPED-FACE GRS. PLACE PRECUT 4 INCH
BEAM SEAT IS APPROXIMATELY 8 TO 12 INCHES AND CONSISTS OF A MINIMUM OF
6. BEAM SEAT PLACEMENT: FOR FLAT GRADED BEAM SEATS, THE THICKNESS OF THE
DEVIATIONS GREATER THAN 0.25 INCHES.
AT LEAST EVERY OTHER LAYER OF THE GRS ABUTMENT. CORRECT ANY ALIGNMENT
5. GRS WALL FACE ALIGNMENT: CHECK FOR LEVEL ALIGNMENT OF THE CMU BLOCK ROW
OF THE GRS ABUTMENT.
ENCAPSULATION, AS THIS WILL SERVE AS THE LEVELING PAD FOR THE CMU BLOCKS
AT 12 INCH SPACING. GRADE AND LEVEL THE TOP OF THE RSF PRIOR TO FINAL
RESULT IN 6 INCHES IN COMPACTED HEIGHT. PLACE GEOSYNTHETIC REINFORCEMENT
TO BE TIGHT WITHOUT EXPOSED SOIL. COMPACT BACKFILL MATERIAL IN LIFTS THAT
PREVENT WATER INFILTRATION AND BACKFILL MIGRATION. WRAPPED CORNERS NEED
GEOTEXTILE REINFORCEMENT ON ALL SIDES WITH MINIMUM OVERLAPS OF 3.0 FEET TO
4. REINFORCED SOIL FOUNDATION CONSTRUCTION: ENCAPSULATE THE RSF IN
OR SHARP TURNING.
GEOSYNTHETIC AT SPEEDS LESS THAN 5 MILES PER HOUR WITH NO SUDDEN BRAKING
GRANULAR FILL PRIOR TO OPERATING ONLY RUBBER-TIRED EQUIPMENT OVER THE
ALLOWED DIRECTLY ON THE GEOSYNTHETIC. PLACE A MINIMUM 6 INCH LAYER OF
ARE NOT ALLOWED IN THE BEARING REINFORCEMENT ZONE. NO EQUIPMENT IS
BACKFILL MATERIAL. STAGGER SPLICES AT LEAST 24 INCHES APART AND SPLICES
REMOVE ANY WRINKLES AND LAY FLAT PRIOR TO PLACING AND COMPACTING THE
3. GEOSYNTHETIC REINFORCEMENT PLACEMENT: PULL THE GEOSYNTHETIC TAUGHT TO
MINIMUM OF 3 PASSES OF VIBRATION EQUIPMENT.
COMPACT OPEN-GRADED MATERIAL TO OBTAIN A STATE OF NON-MOVEMENT AND A
OF CMU BLOCKS, EXTENDING TO 1 INCH OR LESS FROM THE FRONT FACE OF THE WALL.
3 FEET OF THE WALL FACE. REINFORCEMENT EXTENDS DIRECTLY BENEATH EACH LAYER
APPROACH. ONLY HAND-OPERATED COMPACTION EQUIPMENT IS ALLOWED WITHIN
COMPACTED THICKNESS SHALL BE 6 INCHES PER LIFT IN THE RSF AND INTEGRATED
SHALL BE 8 INCHES PER LIFT IN THE REINFORCED BACKFILL. THE MAXIMUM
THE MAXIMUM DRY DENSITY ACCORDING TO AASHTO-T-99. THE COMPACTED THICKNESS
CONTENT. IN THE BEARING REINFORCEMENT ZONE, COMPACT TO 100 PERCENT OF
DRY DENSITY ACCORDING TO AASHTO-T-99 AND �2 PERCENT OPTIMUM MOISTURE
2. COMPACTION: COMPACT BACKFILL TO A MINIMUM OF 95 PERCENT OF THE MAXIMUM
DIMENSIONS.
ABUTMENT AND WINGWALLS TO WITHIN �0.5 INCHES OF THE SURVEYED STAKE
WITHIN 1.0 INCH OF THE STAKED ELEVATIONS. CONSTRUCT THE EXTERNAL GRS
1. SITE LAYOUT/SURVEY: CONSTRUCT THE BASE OF THE GRS ABUTMENT AND WINGWALLS
9. DRIVE STEEL GUIDERAIL POSTS THROUGH GEOTEXTILE.
BASE COVER OVER THE GEOSYNTHETIC TO PROTECT IT FROM HOT MIX ASPHALT.
THE TOP OF THE SUPERSTRUCTURE TO ALLOW AT LEAST 2 INCHES OF AGGREGATE
6 INCHES). THE TOP OF THE FINAL WRAP SHOULD BE A MINIMUM OF 2 INCHES BELOW
THICKNESSES OF 6-INCHES (MAXIMUM VERTICAL SPACING OF REINFORCEMENT IS
PLACED ALONG THE BACK OF THE SUPERSTRUCTURE, BUILT IN COMPACTED
8. INTEGRATED APPROACH PLACEMENT: GEOTEXTILE REINFORCEMENT LAYERS ARE
NOV. 26, 2013 NOV. 26, 2013
** WINGWALLS FOLDED OUT FOR ELEVATION VIEW.
* BENCH WINGWALL AS NECESSARY.
ON WALL FACE
GROUND LINE *
RSF
CMU BLOCK FACE
GRS WALL
WET CAST COPING
DEFLECTION
GUIDERAIL
DEFLECTION
GUIDERAIL SUPERSTRUCTURE WIDTH
ABUTMENT
WINGWALL (FOLDED OUT) WINGWALL (FOLDED OUT)
LENGTH (b )
BEARING
BED REI
NFORCEMENT
r
block
REINFORCEMENT
GEOSYNTHETIC
BEARING BED
REINFORCEMENT
PRIMARY GEOSYNTHETIC
SOLID CMU
TOP ROW
GALVANIZED REBAR
#4 EPOXY OR
WALL FILL
CONCRETE BLOCK
CONCRETE FILLED
HOLLOW CMU,
4" THICK (TYP.)
LENGTH (L)
VARIES
GEOSYNTHETIC
REINFORCEMENT
� GUIDERAIL
�
RO
AD
WA
Y
BACK OF WINGWALL REINFORCEMENT
REINFORCEMENT
GEOSYNTHETIC
GRS-IBS
WALL REINFORCEMENT
BACK OF ABUTMENT
ABUTMENT WALL
FACE OF GRSBEAM SEAT ZONE
RAIL TYPE
DEPENDENT ON BRIDGE
GUIDERAIL TRANSITION
D = 7†"
H = 7†"
L = 15†"block
block
•H
**
OR AS DESIGNED
90°00'00"
POST AND WALL FACING
4'-0" CLR. MIN. BETWEEN GUIDERAIL
COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION
STANDARD
CHIEF BRIDGE ENGINEER
RECOMMENDEDRECOMMENDED SHEET 2 OF 4
INTEGRATED BRIDGE SYSTEM
NOTES
PLAN AND ELEVATION
(ISOMETRIC VIEW)
TYPICAL BEAM SEATGRS-IBS ABUTMENT
PLAN VIEW
A
A
BD-697M
BUREAU OF PROJECT DELIVERY
GRS-IBS ABUTMENT
ELEVATION VIEWGEOSYNTHETIC REINFORCED SOIL
(SHEET 3)
(SHEET 3)
BLOCKS)
(PIGMENTED
CMU AREA
SOLID CORE
ACTING DIR, BUR. OF PROJECT DELIVERY
WINGWALLS WITH A SLOPE LEADING TO THE CHANNEL.
CHANNEL ROCK. GRADE IN COMPACTED SOIL AGAINST THE
BACK OF THE WINGWALLS AND LINED WITH GEOTEXTILE AND
8. WHEN NECESSARY, GRADE A DRAINAGE CHANNEL OFFSET FROM THE
ACCORDANCE WITH REQUIRED SAFETY STANDARDS.
7. GUIDERAIL TYPE AND LOCATION TO BE DESIGNED BY OTHERS IN
NO VERTICAL JOINTS GREATER THAN 1 CMU BLOCK HEIGHT.
6. CMU BLOCKS ARE STAGGERED, INCLUDING CORNERS, SO THERE ARE
5. SOLID CORE CMU'S SHALL BE PLACED UP TO THE RIPRAP HEIGHT.
PERFORMED TO DETERMINE THE STABILITY OF THE WINGWALLS.
INDEPENDENT RETAINING WALL CALCULATIONS SHOULD BE
4. IF RSF IS NOT USED BENEATH THE WINGWALLS, THEN ADDITIONAL
INCLUDING THE EFFECTS OF ESTIMATED CHANNEL MIGRATION.
PREVENTING EROSION OF GRS ABUTMENT FILL FROM STREAM FLOW
CONDITIONS. WINGWALL LENGTH CONSIDERATION SHOULD INCLUDE
3. ADJUST LENGTH AND ANGLE OF WINGWALLS FOR SITE SPECIFIC
CUT-OFF OR CIRCULAR SAW.
STEPPING OR CUTTING BLOCKS TO MATCH GRADE USING A CONCRETE
TOP OF GRADED FILL WITH GEOSYNTHETIC, AND INDIVIDUALLY
FILL THICKNESS GREATER THAN 4 INCH THICKNESS, COVERING
GRADING THE REINFORCED FILL, PROVIDING REINFORCING FOR
2. SUPERSTRUCTURE CROWN OR SUPERELEVATION CAN BE PROVIDED BY
OF CORNER CMU'S ABOVE THE RIPRAP LINE AND FILL WITH CONCRETE.
1. INSERT #4 REBARS INTO THE TOP 3 ROWS OF CMU'S AND ALL ROWS
RI
PR
AP
WATER VELOCITIES LESS THAN OR EQUAL TO 7 FPS.
ABOVE THE RIPRAP LINE FOR SITES WITH 100-YEAR
REINFORCEMENT TOP THREE ROWS AND CORNER UNITS
CONCRETE FILLED HOLLOW CMU BLOCKS WITH REBAR
THAN OR EQUAL TO 10 FPS.
GREATER THAN 7 FPS AND LESS
SITES WITH WATER VELOCITIES
REINFORCEMENT ALL ROWS FOR
CONCRETE FILLED AND REBAR
HOLLOW CORE CMU;
NOV. 26, 2013 NOV. 26, 2013
3'-0"
hrb
ROAD BASE AGGREGATEROADWAY SURFACE
SEE DETAIL THIS SHEET
bblock
abb
SUPERSTRUCTURE
BRIDGE
de
7
1
CMU BLOCK FACE
GRS WALL
(H)
DE
SI
GN
GR
S
HEI
GH
T
ELEVATION
SCOURFINISH SLOPE
RIPRAP (IF NECESSARY)
REPLACE WITH
EXCAVATE AND
RSF
2
XRSF
BRSF
DR
SF
BACKFILL MATERIAL
REINFORCED
REINFORCEMENT
GEOSYNTHETIC
6
Btotal
B
br
1V
1H
8
LIMITS
EXCAVATION
4
5
SOLID CMU
FOAM BOARD
CEMENT HERE
FLUSH
CMU WITH REBAR
CONCRETE FILLED
REINFORCEMENT LAYERS
PRIMARY GEOSYNTHETIC
br
3
REINFORCEMENT
BEARING BED
REINFORCEMENT LAYERS
INTERMEDIATE
GRS
ZONE
APPROACH
INTEGRATED
ZONE
BEAM SEAT
BED ZONE
BEARING
REINFORCEMENT
BEAM SEAT
REINFORCEMENT 12" SPACING MAX.
PREVENT MIGRATION; PRIMARY
IN GEOTEXTILE ALL SIDES TO
ROAD BASE AGGREGATE WRAPPED
REBAR, 2" CLR. FROM TOP
#4 EPOXY OR GALVANIZED
(MIN. 0.25 x B )total
PREVENT MIGRATION
3'-0" OVERLAP TO
ALL SIDES WITH MINIMUM
WRAPPED IN GEOTEXTILE
ROAD BASE AGGREGATE
TO COMPLY WITH DM-4 PP.7.2.4
RSF MINIMUM BEARING ELEVATION
12" MAX. SPACING
GEOSYNTHETIC REINFORCEMENT
H
PA
VE
ME
NT
b
total
MI
NI
MU
M
0.2
5 x
B
ALUMINUM FLASHING
OF RIP RAP MOVEMENT)
TO PROVIDE INDICATION
CMU'S IS RECOMMENDED
(COLORING OF SOLID
TO TOP OF RIPRAP
SOLID CORE CMU'S
0.7H OR AS REQUIRED BY DESIGN
COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION
STANDARD
CHIEF BRIDGE ENGINEER
RECOMMENDEDRECOMMENDED SHEET 3 OF 4
INTEGRATED BRIDGE SYSTEM
DETAILS
SECTION A-A
BD-697M
BUREAU OF PROJECT DELIVERY
BEAM SEAT & INTEGRATED APPROACH DETAIL
GEOSYNTHETIC REINFORCED SOIL
(TYP.)
4'-0" ON THE TOP
WRAP BY EXTENDING
BITUMINOUS PAVEMENT
GEOTEXTILE AND
AGGREGATE BETWEEN
2" MIN. ROAD BASE
REINFORCED BACKFILL MATERIAL
ROAD BASE AGGREGATE
PAVEMENT
LEGEND
RIPRAP
HOLLOW CONCRETE MASONRY UNIT (CMU)
PIGMENTED SOLID CONCRETE MASONRY UNIT (CMU)
CONCRETE FILLED CONCRETE MASONRY UNIT (CMU)
ACTING DIR, BUR. OF PROJECT DELIVERY
9 ALUMINUM FLASHING AND FOAM BOARD ON TOP OF CMU FACING IS OPTIONAL.
8 PLACE HIGH QUALITY FILL IN THIS AREA.
7 EXTEND INTEGRATED APPROACH ZONE LAYERS PAST CUT SLOPE.
SPECIFIED CANNOT BE OBTAINED.
THAN 30 DAYS OR IF THE REQUIRED SHORT TERM BACK SLOPE RATIO
REQUIRED IF THE SHORT TERM BACK SLOPE WILL BE OPEN MORE
(29CFR, PART 1926, SUBPART P, EXCAVATION). SHORING MAY BE
6 SHORT TERM BACK SLOPE RATIO PER OSHA SAFETY REGULATION
CONCRETE CUT-OFF OR CIRCULAR SAW OR PURCHASE AS HALF HEIGHT.
REQUIRED IN SOME APPLICATIONS. CUT BLOCK TO HALF HEIGHT USING
HALF HEIGHT BLOCK AND A SPECIAL FOAM BOARD THICKNESS MAY BE
5 FULL HEIGHT BLOCK IS TYPICAL IN FRONT OF BEARING SEAT BUT A
APPROACH IS A MAXIMUM OF 12 INCHES.
4 PRIMARY WRAP REINFORCEMENT VERTICAL SPACING FOR THE INTEGRATED
OF 5 LAYERS OF BEARING BED REINFORCEMENT; LENGTH MIN. 2a + b
3 DEPTH DESIGNED TO SATISFY INTERNAL STABILITY WITH MINIMUM
2 SOLID CMU'S BEHIND RIPRAP. PIGMENTED CMU'S ARE RECOMMENDED.
1 VERTICAL WALL FACE BATTER = 0°
9
9
SEE NOTE 5.
BEARING AREA,
BEAM ENDS AND
WATERPROOF
NOTES
IN PLACE BEAM SEAT AND END DIAPHRAGM (SEE SHEET 4).
INCREASED CONCRETE COVER FOR CONCRETE MEMBERS OR A CAST
TYPE, BUT CAN INCLUDE ROYSTON OR BITUMEN WATERPROOFING,
5. WATERPROOFING METHODS ARE DEPENDANT ON THE SUPERSTRUCTURE
CONCRETE FILLED CMU FACING BY 1/3 OF THE BLOCK HEIGHT.
4. THE SOLID CMU IN BEAM SEAT MUST ENGAGE THE UPPER-MOST
1•" THICK. SEE COPING DETAIL ON SHEET 4.
3. ON TOP ROW OF CMU'S CREATE A MORTAR CAPPING APPROXIMATELY
GIRDERS SLOPED TO DRAIN.
2. FINISH CMU CONCRETE FILL AT TOP OF CMU'S UNDER BRIDGE
OF CORNER CMU'S ABOVE THE RIPRAP LINE AND FILL WITH CONCRETE.
1. INSERT #4 REBARS INTO THE TOP 3 ROWS OF CMU'S AND ALL ROWS
NOV. 26, 2013 NOV. 26, 2013
REBAR (CONTINUOUS ALL ROWS)
#4 EPOXY OR GALVANIZED
ALL ROWS
CONCRETE FILL
2"
CL
R.
PLACEMENT
FOR REBAR AND CONCRETE
TYPE GEOSYNTHETICS TO ALLOW
CUT AN "X" INTO GEOTEXTILE
AFTER EACH ROW IS COMPLETED
3" COVER
PROVIDE MINIMUM
HANDLING STRESSES AND
TEMPERATURE AND
REINFORCE BLOCKS FOR
(TYP.)
GEOSYNTHETIC
OF
AB
UT
ME
NT
HEI
GH
T (
H)
d
=
GR
EA
TE
R
OF 3"
OR 2
%e
REBAR (TYP.)
GALVANIZED
#4 EPOXY OR
2. ALTERNATE ROW 1 AND ROW 2.
NUMBER OF BLOCKS.
THAT ACCOMMODATES A WHOLE
1. SELECT AN ABUTMENT WIDTH
REBAR (TYP.)
GALVANIZED
#4 EPOXY OR
GALVANIZED REBAR
#4 EPOXY OR
GALVANIZED REBAR
#4 EPOXY OR
UPPER ROW
CONCRETE FILLED BLOCK
(TYP.)
CONCRETE BLOCK
24"x24"x72" NOMINAL
SOLID CMU
8"X8"X16" NOMINAL
2"
CL
R.
CMU (TYP.)
8"x8"x16" NOMINAL
SOLID CMU
8"x8"x16" NOMINAL
1•
"
COVER PROVIDED.
OF BLOCKS AND MINIMUM 2"
U-SHAPED REBAR IS BELOW TOP
* NOTCH TOP BLOCKS SO TOP OF
U-SHAPED REBAR *
GALVANIZED
#4 EPOXY OR
U-SHAPED REBAR *
GALVANIZED
#4 EPOXY OR
U-SHAPED REBAR *
GALVANIZED
#4 EPOXY OR
U-SHAPED REBAR *
GALVANIZED
#4 EPOXY OR
POSSIBLE. CHECK AVAILABILITY BEFORE SPECIFYING.
NOTE: MANUFACTURED ANGLED CORNER UNITS ARE ALSO
POSSIBLE. CHECK AVAILABILITY BEFORE SPECIFYING.
NOTE: MANUFACTURED ANGLED CORNER UNITS ARE ALSO
THAN 7 FPS AND LESS THAN OR EQUAL TO 10 FPS)
(SITES WITH 100 YEAR WATER VELOCITIES GREATER
THE TOP (TYP.)
EXTENDING 4'-0" ON
8" SPACING, WRAP BY
GEOSYNTHETIC AT
THAN 10 FPS AND LESS THAN OR EQUAL TO 12 FPS)
(SITES WITH 100 YEAR WATER VELOCITIES GREATER
COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION
STANDARD
CHIEF BRIDGE ENGINEER
RECOMMENDEDRECOMMENDED SHEET 4 OF 4
INTEGRATED BRIDGE SYSTEM
DETAILS
COPING DETAIL
CORNER DETAIL (90°)
CORNER DETAIL (> 90°)
CORNER DETAIL (< 90°)
ROW 1 ROW 2
ROW 1 ROW 2
ROW 2ROW 1
NOTES
BD-697M
BUREAU OF PROJECT DELIVERY
FACING REQUIREMENTS & DETAILS
GEOSYNTHETIC REINFORCED SOIL
ALL ROWS CONCRETE FILLED
8"x8"x16" NOMINAL CMU
24"x24"x72" NOMINAL SOLID BLOCK
UNITS MUST CONTAIN REBAR AND BE CONCRETE FILLED.
OR EQUAL TO 7 FPS, ONLY TOP 3 ROWS AND ALL CORNER
FOR SITES WITH 100-YEAR WATER VELOCITIES LESS THAN
NOTE:
ABUTMENT (TYP.)
HEIGHT OF CORNER/
CONCRETE FILL FULL
ABUTMENT (TYP.)
HEIGHT OF CORNER/
CONCRETE FILL FULL
ABUTMENT (TYP.)
HEIGHT OF CORNER/
CONCRETE FILL FULL
ACTING DIR, BUR. OF PROJECT DELIVERY
FRONT FACE OF WALL
BLOCKS EXTEND TO
GEOSYNTHETIC BETWEEN
SUPERSTRUCTURE
BRIDGE
TYPICAL BEAM SEAT DETAIL
CLR.
3"
BY DESIGN
AS REQUIRED 3"3"
BY DESIGN
SIZE AS REQUIRED
BEAM SEAT
REINFORECED CONCRETE
DIAPHRAGM
2'-6"
C BRG.L
1'-0" 1'-0"
END OF BEAMCLR.
2"
@ 1
2"
MA
X.
#6
EA
CH
FA
CE
BY
DE
SI
GN
SI
ZE
AS
RE
QUI
RE
D
2'-0"
MA
X.
1'-0"
MI
N.
#4 @ 9" MAX.
DOWELS
#8
FILL WITH NON-SHRINK GROUT
FOR #8 DOWEL, 9" DEEP AND
DRILL 2" DIA. HOLE IN BEAM SEAT
VERTICAL PROFILE
SEAT TO MATCH
SLOPE TOP OF BEAM
ELASTOMERIC PAD
PLAIN
9
9
9
SHEET 3.
SEE ON
FLASHING,
ALUMINUM
SHEET 3.
SEE ON
FLASHING,
ALUMINUM
SHEET 3.
SEE ON
FOAM BOARD,
NOV. 26, 2013 NOV. 26, 2013
