b

b

b

block

r

RSF

total

e

totalRSF

b

rb

RSF

ww

block

abut

block

total

COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION

STANDARD

CHIEF BRIDGE ENGINEER

RECOMMENDEDRECOMMENDED

BD-697M

SHEET 1 OF 4

INTEGRATED BRIDGE SYSTEM

GENERAL NOTES

DESIGN METHODOLOGY

NOTES

ABBREVIATIONS

BUREAU OF PROJECT DELIVERY

GEOSYNTHETIC REINFORCED SOIL

CONSTRUCTION METHODOLOGY

CONSTRUCTION METHODOLOGY (CONTINUED)DESIGN METHODOLOGY (CONTINUED)

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

DIRECTOR, BUR. OF PROJECT DELIVERY

ASTM C 578; MINIMUM COMPRESSIVE STRENGTH = 10 PSI.

10. PREFORMED CELLULAR POLYSTYRENE (P.C.P.) 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

9. 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:

8. GEOSYNTHETIC REINFORCEMENT TO BE IN ACCORDANCE WITH PUBLICATION 408,

TYPE C OR BETTER.

SURFACE AGGREGATE (LOCAL JURISDICTION BRIDGES ONLY), WITH ALL AGGREGATES

7. INTEGRATED APPROACH BACKFILL: PENNDOT 2A COARSE AGGREGATE OR DRIVING

THEREOF, WITH ALL AGGREGATES TYPE A.

6. REINFORCED BACKFILL GRADATION: AASHTO #8, #57, #67 OR A COMBINATION

AGGREGATES TYPE A.

DRIVING SURFACE AGGREGATE (LOCAL JURISDICTION BRIDGES ONLY), WITH ALL

5. 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

4. PROVIDE GRADE 60 REINFORCING BARS THAT MEET THE REQUIREMENTS OF ASTM A 615,

3. USE CLASS A CEMENT CONCRETE FOR CONCRETE MASONRY UNIT FILL AND COPING.

SUPPLEMENTED BY DESIGN MANUAL PART 4, STRUCTURES.

2. DESIGN SPECIFICATIONS: AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS AS

PROVISIONS.

PUBLICATION 408, AASHTO/AWS D1.5 BRIDGE WELDING CODE AND THE SPECIAL

1. PROVIDE MATERIALS AND PERFORM WORK IN ACCORDANCE WITH SPECIFICATIONS

INTEGRATED BRIDGE SYSTEM SYNTHESIS REPORT, FHWA-HRT-11-027, JANUARY 2011.

FHWA-HRT-11-026, JUNE 2012 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 MAXIMUM 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 MAXIMUM WATER VELOCITIES GREATER THAN 7 FPS AND

7 FPS FOR TYPICAL DETAILS SHOWN (SMALL SOLID, HOLLOW AND FILLED CMU).

LIMIT TO SITES WITH MAXIMUM 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 VEHICLES/DAY.

1. DESIGN LIMITATIONS:

KEY RSF INTO BEDROCK 6"-12" BASED ON ROCK QUALITY AND ERODIBILITY.

FOUNDATION AND SCOURABILITY OF BEDDING MATERIAL. IF BEDROCK IS ENCOUNTERED,

9. PERFORM CORE BORINGS OR EXPLORATORY EXCAVATIONS AS NECESSARY TO DETERMINE

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:

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

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;

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 P.C.P.

THE BACK FACE OF THE CMU BLOCK. SET HALF HEIGHT OR FULL HEIGHT (DEPENDING

THICK P.C.P. 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

FACE TO REDUCE OR ELIMINATE CRACKING OF BLOCKS.

ANTICIPATED, OR ENCOUNTERED, PROVIDE A VERTICAL CONTROL JOINT IN THE WALL

DEVIATIONS GREATER THAN 0.25 INCHES. WHERE DIFFERENTIAL SETTLEMENT IS

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

TO ALLOW FOR DIFFERENTIAL SETTLEMENT.

ON EXISTING FOUNDATIONS, CONSIDER PROVIDING A VERTICAL CONTROL JOINT

OF THE GRS ABUTMENT. ALTHOUGH IT IS NOT PREFERABLE, IF BUILDING GRS WALL

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 T99. THE COMPACTED THICKNESS

CONTENT. IN THE BEARING REINFORCEMENT ZONE, COMPACT TO 100 PERCENT OF

DRY DENSITY ACCORDING TO AASHTO T99 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

APR.29, 2016APR.29, 2016

** 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

LENGTH (b )

BEARING

BED REI

NFORCEMENT

r

block

SOLID CMU

TOP ROW

GALVANIZED REBAR

#4 EPOXY OR

WALL FILL

CONCRETE BLOCK

CONCRETE FILLED

HOLLOW CMU,

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

•H

**

OR AS DESIGNED

90°00'00"

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

RI

PR

AP

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;

REINFORCEMENT

BEARING BED

REINFORCEMENT

GEOSYNTHETIC

PRIMARY

REINFORCEMENT

BEAM SEAT

FORM BOARD (TYP.)

4" THICK P.C.P.

DIRECTOR, BUR. OF PROJECT DELIVERY

(ALTERNATE STEP DOWN DETAIL)

MIN.

3"INTO EMBANKMENT (TYP.)

BURY WINGWALL ENDS

POST AND WALL FACING (TYP.)

4'-0" CLR. MIN. BETWEEN GUIDERAIL

WINGWALL (L )ww WINGWALL (L )ww

ABUTMENT WIDTH (L )abut

SUPERSTRUCTURE WIDTH (B )b

block

L

3

RO

WS

MI

N.

TO ALLOW FOR DRAINAGE AWAY FROM THE ROADWAY.

9. SET WINGWALL HEIGHT A MINIMUM OF 6" BELOW THE ROADWAY SURFACE

WITH A SLOPE LEADING TO THE CHANNEL.

CHANNEL ROCK. GRADE IN COMPACTED SOIL AWAY FROM WINGWALLS

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

90° TO WINGWALL (TYP.)

TREATMENT, TURN BLOCK

OPTIONAL CORNER END

WATER VELOCITIES LESS THAN OR EQUAL TO 7 FPS.

ABOVE THE RIPRAP LINE FOR SITES WITH MAXIMUM

REINFORCEMENT TOP THREE ROWS AND CORNER UNITS

CONCRETE FILLED HOLLOW CMU BLOCKS WITH REBAR

APR.29, 2016APR.29, 2016

3'-0"

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

SCOUR

FINISH SLOPE

RIPRAP (IF NECESSARY)

REPLACE WITH

EXCAVATE AND

RSF

2

XRSF

BRSF

DR

SF

BACKFILL MATERIAL

REINFORCED

REINFORCEMENT

GEOSYNTHETIC

6

Btotal

B

br

8

LIMITS

EXCAVATION

4

5

SOLID CMU

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

total

MI

NI

MU

M

0.2

5 x

B

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)

6'-0"

MI

N.

STREAMBED

BOARD

FOAM

P.C.P.

DIRECTOR, BUR. OF PROJECT DELIVERY

SEE NOTE 4.

BEARING AREA,

BEAM ENDS AND

WATERPROOF

(SEE NOTE 1)

CMU WITH REBAR

CONCRETE FILLED

1/3 H

(SEE NOTE 3)

block

hrb

= 2a + b (MIN.)b

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,

4. WATERPROOFING METHODS ARE DEPENDANT ON THE SUPERSTRUCTURE

CONCRETE FILLED CMU FACING BY 1/3 OF THE BLOCK HEIGHT.

3. THE SOLID CMU IN BEAM SEAT MUST ENGAGE THE UPPER-MOST

1•" THICK. SEE COPING DETAIL ON SHEET 4.

2. ON TOP ROW OF CMU'S CREATE A MORTAR CAPPING APPROXIMATELY

GIRDERS SLOPED TO DRAIN.

1. FINISH CMU CONCRETE FILL AT TOP OF CMU'S UNDER BRIDGE

8 PLACE HIGH QUALITY FILL IN THIS AREA.

7 EXTEND INTEGRATED APPROACH ZONE LAYERS PAST CUT SLOPE.

SITE CONDITIONS.

SUPPORT OF EXCAVATION (SHORING) MAY BE REQUIRED FOR CERTAIN

REGULATION (29 CFR, PART 1926, SUBPART P, EXCAVATION). TEMPORARY

6 EXCAVATION SLOPE IN ACCORDANCE WITH RC-11M OR OSHA SAFETY

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 P.C.P. 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.

3 DEPTH DESIGNED TO SATISFY INTERNAL STABILITY WITH MINIMUM

2 SOLID CMU'S BEHIND RIPRAP.

1 VERTICAL WALL FACE BATTER = 0°

APR.29, 2016APR.29, 2016

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

THE TOP (TYP.)

EXTENDING 4'-0" ON

8" SPACING, WRAP BY

GEOSYNTHETIC AT

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

ABUTMENT (TYP.)

HEIGHT OF CORNER/

CONCRETE FILL FULL

ABUTMENT (TYP.)

HEIGHT OF CORNER/

CONCRETE FILL FULL

ABUTMENT (TYP.)

HEIGHT OF CORNER/

CONCRETE FILL FULL

FRONT FACE OF WALL

BLOCKS EXTEND TO

GEOSYNTHETIC BETWEEN

SUPERSTRUCTURE

BRIDGE

CLR.

3"

BY DESIGN

AS REQUIRED 3"3"

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

VERTICAL PROFILE

SEAT TO MATCH

SLOPE TOP OF BEAM

ELASTOMERIC PAD

PLAIN

BY DESIGN

SIZE AS REQUIRED

BEAM SEAT

REINFORCED CONCRETE

GROUT

FILL WITH NON-SHRINK

DOWEL, 9" DEEP AND

BEAM SEAT FOR #8

DRILL 2" DIA. HOLE IN

CONCRETE BEAM SEAT DETAIL

DIRECTOR, BUR. OF PROJECT DELIVERY

UNITS MUST CONTAIN REBAR AND BE CONCRETE FILLED.

OR EQUAL TO 7 FPS, ONLY TOP 3 ROWS AND ALL CORNER

FOR SITES WITH MAXIMUM WATER VELOCITIES LESS THAN

NOTE:

THAN 7 FPS AND LESS THAN OR EQUAL TO 10 FPS)

(SITES WITH MAXIMUM WATER VELOCITIES GREATER

THAN 10 FPS AND LESS THAN OR EQUAL TO 12 FPS)

(SITES WITH MAXIMUM WATER VELOCITIES GREATER

BOND BREAKER

FACING UNITS AND CONCRETE INTERFACE.

CLOSURE POURS MUST PROVIDE BOND BREAKER BETWEEN

APR.29, 2016APR.29, 2016