Recent Integral Bridges

BY

PROF MAHESH TANDON MANA GING DIRECTOR MANAGING DIRECTOR TANDON CONSULTANTS PVT LTD DISTINGUISHED VISITING VISITING PROFES PROFESSOR SOR IIT KANPUR KA NPUR,, IIT IIT ROORKEE ROORKEE

P R E SI S I D E N T, T , In In d i a n C o n c r e t e I n s t i t u te

INTERNATIONAL WORKSHOP ON INNOVATIVE BRIDGE DECK TECHNOLOGIES, WINNIPEG, CANADA

WHAT IS AN INTEGRAL BRIDGE? A CONCRETE BRIDGE IN WHICH • BEARINGS ARE ELIMINATED • EXPANSION JOINTS ARE EITHER ELIMINATED OR PROVIDED AT LONG DISTANCES

THE SUB-STRUCTURE SUB-STRUCT URE A ND SUPERSTRUCTURE SUPERST RUCTURE A RE MA DE MONO L I THI THIC C !!

WHAT IS AN INTEGRAL BRIDGE? A CONCRETE BRIDGE IN WHICH • BEARINGS ARE ELIMINATED • EXPANSION JOINTS ARE EITHER ELIMINATED OR PROVIDED AT LONG DISTANCES

THE SUB-STRUCTURE SUB-STRUCT URE A ND SUPERSTRUCTURE SUPERST RUCTURE A RE MA DE MONO L I THI THIC C !!

WHY AN INTEGRAL BRIDGE? (ADVANTAGES)

DURABILITY B EA RI RINGS NGS A ND EXPANSION EXPANSI ON J OI OINTS NTS ARE “WEAKEST

LINK” LINK ” IN TH THE E CHA CHAIN IN OF DU DURA RABI BILI LITY TY AN AND D MAINTENANCE.

ENHANCED SEISMIC PERFORMANCE B E A R I N G S ARE FRAGILE AND BRITTLE ELEMENTS OF THE

BRIDGE. THEIR FAILURE CAN RESULT IN UNSEATING OF THE SUPERSTRUCTURE. EXPA NSI NSION ON J OI OINTS NTS INVARIABLY GET DAMAGED DURING

SIGNIFICANT GROUND SHAKING.

SURAJBARI OLD BRIDGE: METTALIC BEARINGS DESTROYED

SURAJBARI NEW BRIDGE SUPERSTRUCTURE SHIFTED IN THE TRANSVERSE DIRECTION

SURAJBARI NEW BRIDGE EXPANSION JOINT DAMAGED DUE TO EXCESSIVE MOVEMENT

PADSHAHI BAGH

TERRORI ST ACTI ON

PADSHAHI BAGH (J & K) : DAMAGED PIER CAP, BEARINGS & SUPERSTRUCTURE

SURAJBARI NEW BRIDGE GIRDER SHIFTED IN THE LONG DIRECTION WITH LOSS OF CONTACT DURING SHAKING. SUBSTRUCTURE & FOUNDN GOT SAVED BECAUSE ELASLOMERIC BEARING ACTED AS

WHY FEW INTEGRAL BRIDGES?

F O & K C S A L ( T B E S ! ) U D O R R I A N D I N G T O S R W N D E U

WHY SUCH FEW INTEGRAL BRIDGES? THE DOUBTS & WORRIES SUPERSTRUCTURE LENGTH CHANGES DUE TO: -AMBIENT TEMPERATURE VARIATION -SHRINKAGE OF CONCRETE

LOGICAL OUTCOME -CRACKS !!!

THEY ARE NOBODYS FAVOURITE CONSTRUCTION SEQUENCE & METHODOLOGY CAN OBVIATE PART OF PROBLEM

WHAT IS REQUIRED -FLEXIBILITY OF PIER-FOUNDATION SYSTEM IN LONGITUDINAL DIRECTION -TALL OR “TWIN LEAF” PIERS SHOULD BE POSSIBLE IN MANY CASES

PRESENT STATUS INTEGRAL BRIDGES ARE NOW BEING ADOPTED MORE OFTEN FOR SHORT HEIGHT PIERS ALSO

CREEP EFFECTS CONCRETE STRAINS VERSUS AGE & DURATION OF LOADING.

NOTE THAT STRAIN IS GIVEN AS A DIMENSIONLESS RATIO BETWEEN THE ACTUAL STRAIN AND THE REFERENCE STRAIN OF A 28-DAY OLD CONCRETE SUBJECTED TO SHORT TERM LOAD

DODAN NALAH BRIDGE (H.P.) : FRONTAL VIEW

KLIA STRAIGHT BOTTOM VIEW

PIER INTEGRAL WITH DECK

K.L. INTERNATIONAL AIRPORT WIDE DECK WITH FLAT SOFFIT ON SINGLE COLUMN


K.L. INTERNATIONAL AIRPORT BRIDGES : WIDE DECK WITH FLAT SOFFIT ON SINGLE COLUMN

KLIA CURVED BOTTOM VIEW


ABUTMENT WALL INTEGRAL WITH DECK

K.L. INTERNATIONAL AIRPORT CURVED BRIDGE

Potential location of plastic hinges WELL DESIGNED STRUCTURES DISSIPATE SEISMIC ENERGY BY INELASTIC DEFORMATIONS IN LOCALISED

PRELIMINARY DESIGN PARAMETERS USED FOR INTEGRAL BRIDGE IN DELHI:

1. 2. 3. 4. 5.

Temperature variation………………………… 35deg C Shrinkage……………………………..…15deg C (equiv) Stiffness based on Cracked moment of inertia 0.7 Igross Concrete Modulus…………………….…………..0.5 Eci Flexibility at foundation……….soil-structure interaction

EXPANSION JOINT

EXPANSION JOINT

WING WALL

FLYOVER USING ‘INTEGRAL BRIDGE’ CONCEPT FOR DELHI METRO. THE CURVED FLYOVER HAS 70º SKEW AND HAS NO BEARINGS OR EXPANSION JOINTS ON PIERS / ABUTMENTS . L ENGTH

: 115m

DOWELS TO SUPERSTRUCTURE

DELHI METRO: GT ROAD FLYOVER Length 115 m DECK IS INTERGRAL WITH ABUTMENTS & PIERS

ABUTMENT

PIER

DELHI METRO: GT ROAD FLYOVER STRUCTURAL IDEALISATION IN PLAN

DELHI METRO: GT ROAD FLYOVER ISOMETRIC VIEW OF STRUCTURAL IDEALISATION

KALKAIJI FLYOVER: INTEGRAL CONSTRUCTION HIGH DURABILITY, LOW MAINTENANCE,

Length between exp jts ~ 150m

KALKAIJI FLYOVER: INTEGRAL CONSTRUCTION HIGH DURABILITY, LOW MAINTENANCE INCREASED SAFETY

MODEL FOR LONGITUDINAL ANALYSIS LONGITUDINAL MEMBER REPRESENTING DECK SLAB

PIERS

K m

K h

K v

K h= Horizontal Spring Constant

FOR TEMP, SHRINK., DIFF. SETTLEM 14993 t/m

FOR OTHER ACTIONS 17699 t/m

K v= Vertical Spring Constant

92160 t/m

156500 t/m

K m= Rotational Spring Constant

13316 t/m degree

18939 tm/deg

Ec =Modulus of Elasticity

1.675 x106 t/m2

3.35 x106 t/m2

Icr= Cracked Moment of Inertia

0.7 Ig m4

Ig =Gross moment of inertia

0.7 Ig m4

Max moment = - 3284 tm

MOMENT DIAGRAM

LINE OF SYMMETRY OF STRUCTURE & LOADING

20. 0 m

22. 5 m

30. 0 m

40. 0 m

30. 0 m

22. 5 m

20. 0 m

TOTAL LENGTH OF BRIDGE = 190 m

DEFLECTION DIAGRAM

DEAD LOAD EFFECTS

Max defl= 21 mm

7 AXLES

7 AXLES

7 AXLES

LOAD POSITIONS

70 R Wheeled

MOMENT DIAGRAM

LIVE LOAD EFFECTS


MOMENT DIAGRAM

SEISMIC FORCE

Feq=0.05*1.0*1. 5 g=0. 075g

DEFLECTION DIAGRAM


( IRC : 6)

Max defl= 5 mm

SEISMIC EFFECTS IN LONGITUDINAL DIRECTION

MOMENT DIAGRAM


NEUTRAL POINT / LINE OF SYMMETRY OF STRUCTURE

DEFLECTION DIAGRAM

Max defl= 48 mm

TEMPERATURE (FALL) & SHRINKAGE EFFECTS

MOMENT DIAGRAM


20% of 1st train 70 R Wheeled = 20 t 10% of 2nd,3rd,4th train = 40 t total =60 t

DEFLECTION DIAGRAM

BRAKING EFFECTS applied as udl = 0.316 t/m

~

0. 316 t/m

Max defl= 1 mm

MOMENT DIAGRAM

DEFLECTION DIAGRAM

Max moment = 146 tm

Forced defl = 8 mm

DIFFERENTIAL SETTLEMENT EFFECTS

INTEGRAL BRIDGE WITH PRECAST

INTEGRAL BRIDGE WITH PRECAST PRETENSIONED GIRDER (UNDER DEVELOPMENT)

2050

2050

2050

2050

4550

4550

0 0 5

0 0 5

0 0 9

3200

0 0 9

3200

3200

) M O O R D A E H R A E L C ( 0 0 0 5

4000

) M O O R D A E H R A E L C ( 0 0 0 5

4000

300

4000

2050

2050 0 0 6

1200

600

SECTION NEAR PIER

0 0 0 2

0 0 7

100

0 0 6

300

4000

0 0 0 2

0 0 7

2050

3200

100

2050

0 0 6

300

300

1200

600

RUNNING SECTION

EXPANSION JOINT

EXPANSION JOINT

DECK

PIER

RAFT FOUNDN

SPRINGS REPRESENTING COMPACTED SOIL

STRUCTURAL IDEALISATION FOR ANALYSIS (80m LENGTH BETWEEN EXPNASION JOINTS)

MOMENT DIAGRAM

DEFLECTION DIAGRAM

DEAD LOAD EFFECTS

POSITION OF AXLES

MOMENT DIAGRAM

DEFLECTION DIAGRAM

LIVE LOAD EFFECTS

MODERN ROLLING STOCK

MOMENT DIAGRAM

DEFLECTION DIAGRAM

SEISMIC EFFECTS IN LONGITUDINAL DIRECTION

MOMENT DIAGRAM

DEFLECTION DIAGRAM

TEMPERATURE & SHRINKAGE EFFECTS (80m LENGTH BETWEEN EXPNASION JOINTS)

CONCLUSIONS INTEGRAL BRIDGE CONCEPT PROPOSED FOR R IT HA L A -B A R W A L A V IA D U CT

1.

IMPROVED DURABILITY

2.

REDUCED DIFFERENTIAL SETTLEMENT EFFECTS

3.

REDUCED INSPECTION AND MAINTENANCE

4.

ENHANCED SEISMIC PERFORMANCE • UNSEATING OF SUPERSTRUCTURE AVOIDED • HIGH DUCTILITY INTRODUCED • HIGH REDUNDANCY INTRODUCED

5.

REDUCED COSTS

THIS IS THE END (NOT OF THE WORLD, HOPEFULLY !)

OLD SURAJBARI BRIDGE:

MACCHU BRIDGE SUPERSTRUCTURE HAS POUNDED THE DIRT WALL

Courtesy NICEE

BRIDGE BETWEEN SURAJBARI & BHACHAU - VIOLENT SHAKING HAS RESULTED IN PIER HEAD BEING DAMAGED

SURAJBARI NEW BRIDGE TYPICAL SUPERSTRUCTURE DAMAGE, THE TWO ADJOINING SPANS HAVE COLLIDED

SURAJBARI NEW BRIDGE PERMANENT SHEAR DEFORMATION IN EARINGS IN LONGITUDINAL DIRECTION. IRC 83 (PART II) DOES NOT CATER TO REQMTS OF SEISMIC ISOLATION DEVICES

DELHI METRO RAIL CORPORATION RITHALA BARWALA ELEVATED VIADUCT

ABUTMENT DOWELS TO SUPERSTRUCTURE

DELHI METRO:

PIER DOWELS TO SUPERSTRUCTURE

SHUTTERING FOR SUPERSTRUCTURE

GT ROAD FLYOVER

Length 115 m DECK IS INTEGRAL WITH ABUTMENTS & PIERS

ANALYSIS OF BRIDGE - MOTI NAGAR / KLIA

MODEL FOR TRANSVERSE ANALYSIS

LONGITUDINAL MEMBER REPRESENTING DECK SLAB

CROSS DIAPHRAGM OVER PIERS K h= Horizontal Spring Constant (9747 t/m) K v= Vertical Spring Constant (78250 t/m) K m= Rotational Spring Constant (11500 t/m) Ec =Modulus of Elasticity (3.35x106 t/m2

PIERS

Icr= Cracked Moment of Inertia (m 4) = 0.7 times the gross moment of inertia

K m

K h K

DODAN NALLAH ARCH BRIDGE

Recent Integral Bridges

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