DESIGN OF BRIDGE COMPONENT

BY:

VIKAS KUMAR

1055204

UNDER GUIDANCE OF

DR. MANEEK KUMAR MR. SANJAY JAIN

HEAD OF CIVIL DEPTT. DIRECTOR ARCH CONSULTANCY

FACULTY COORDINATER INDUSTRY COORDINATOR

ABOUT ARCH CONSULTANCY ESTABLISHED IN JAN,1992 EXPERTISE IN HIGHWAYS, BRIDGES &

FLYOVER’S DESIGNING DESIGN OF TEMPORARY STRUCTURES FOR

FLYOVERS & VIADUCTS INCLUDING DESIGN OF STAGING , LAUNCHING & ERECTION SCHEMES FOR PRECAST MEMBERS

INTRODUCTION TO WORK DESIGN OF SUBSTRUCTURE

COMPONENTS OF ELEVATED VIADUCT UNDER PHASE II OF DELHI MRTS PROJECT.

DESIGN OF S/S OF ROB CROSSING ON INDORE-KHALGHAT SECTION ON NH-3

DESIGN OF SUBSTRUCTURE COMPONENTS INCLUDES

CALCULATION OF BEARING LOADS DESIGN OF PORTAL PIER AND FOUNDATION

BEARING LOAD CALCULATIONS

ELEVATION

2.20m16t 16t 16t 16t 16t 16t 16t 16t

11.60m 11.60m5.04m2.20m

2.20m 2.20m

CALCULATION OF LIVE LOAD REACTION

BEARING LOAD CALCULATIONSI. CALCULATE REACTIONS DUE TO SELF

WEIGHT,SIDL & LLII. CALCULATE ECCENTRICITY DUE TO

CURVATURE,IF ANY,BY - 2/3*RADIUS*(1-COSØ)

III. CALCULATE MOMENT DUE TO ECCENTRICITY

IV. FIND OUT MOMENT DUE TO ECCENTRICITY DUE TO ONE TRACK LOADED

BEARING LOAD CALCULATIONSv. SEISMIC FORCE ( as per IRC 6:2000)

a) SEISMIC TRANSVERSE FORCE (DL,SIDL,25%LL)

b) SEISMIC VERTICAL FORCE (DL,SIDL,50%LL)

BEARING LOAD CALCULATIONSvi. FIND OUT CENTRIFUGAL FORCE(CF) BY:-

LOAD*V2/(127*R)

vii. CALCULATE MOMENT DUE TO ‘CF’

viii. MAX & MIN BEARING LOAD

= vertical reaction ± moment no. of bearings bearing spacing

DESIGN OF PORTAL PIER & OPEN FOUNDATION

PORTAL FRAME

BOX GIRDER

PORTAL PIER

PORTAL BEAM

12.7m 12.7m

8.4m 6.6m

CENTRE LINE ALIGNMENT

ELASTOMERIC BEARING

PORTAL FRAME

BOX GIRDER

PORTAL PIER

PORTAL BEAM

12.7m 12.7m

8.4m 6.6m

CENTRE LINE ALIGNMENT

ELASTOMERIC BEARING

PORTAL FRAME

BOX GIRDER

PORTAL PIER

PORTAL BEAM

12.7m 12.7m

8.4m 6.6m

CENTRE LINE ALIGNMENT

ELASTOMERIC BEARING

PORTAL FRAME

BOX GIRDER

PORTAL PIER

PORTAL BEAM

12.7m 12.7m

8.4m 6.6m

CENTRE LINE ALIGNMENT

ELASTOMERIC BEARING

PORTAL FRAME

BOX GIRDER

PORTAL PIER

PORTAL BEAM

12.7m 12.7m

8.4m 6.6m

CENTRE LINE ALIGNMENT

ELASTOMERIC BEARING

DESIGN OF PORTAL PIER & OPEN FOUNDATION

i. LOAD CALCULATIONS

DESIGN OF PORTAL PIER & OPEN FOUNDATIONii. FORCES CALCULATED AS EXPLAINED ARE

APPLIED ON THE IDEALISED STRUCTURE IN STAAD-PRO

iii. FROM STAAD,FORCES ARE CALCULATED ON FOUNDATION TOP

iv. CRITICAL LOAD CASES ARE MADE FOR DESIGN OF FOOTING

DESIGN OF PORTAL PIER & OPEN FOUNDATIONx. SIZE OF FOOTING IS CHECKED WITH THE

HELP OF LABFIL SOFTWARE (house built software)

DESIGN OF PORTAL PIER & OPEN FOUNDATIONxi. FOOTING SIZE IS CHECKED FOR BASE

PRESSURE

xii. FOOTING DEPTH IS CHECKED FOR SHEAR AND REINFORCEMENT IS CALCULATED CORRESSPONDING TO BENDING MOMENT

DESIGN OF PORTAL PIER & OPEN FOUNDATIONxiii. PIER SHAFTS ARE ALSO DESIGNED BY

USING LABFIL SOFTWARE

xiv. FORCES ON TOP OF THE PIER ARE CALCULATED FROM STAAD

xv. IDEALISATION OF PIER IS MADE AND REINFORCEMENT IS PROVIDED

DESIGN OF PORTAL PIER & OPEN FOUNDATIONxvi. THEN BY LABFIL , STRESSES ARE WORKED

OUT WHICH SHOULD BE LESS THAN PERMISSIBLE.

DESIGN OF S/S OF ROB ON INDORE-KHALGHAT SECTION ON NH-3

LOAD CALCULATION DL SIDL LL (70R & CLASS A LOADING)

ELEVATION

PRE-TENSIONED I-GIRDERS

ELEVATION

SECTION AT SUPPORTS (Y-Y)

SECTION AT CENTRE(Z-Z)

AREA -463125mm2 AREA -570069.44mm2

CLASS-A MOST ECCENTRIC

CLASS-A SYMMETRIC TO G2

CLASS-A TWO LANE

CLASS 70R MOST ECCENTRIC

GRID IDEALISATION

DESIGN OF ELASTOMERIC BEARING

ELASTOMERIC BEARING DETAIL

te

ts

H

a

ti

cti = Thickness of individual layer of elastomerte = Thickness of top/bottom layer of elastomerts = Thickness of steel laminatec = Side coverH = Total height of bearing a = Dimension parallel o the beam

DESIGN OF ELASTOMERIC BEARING (as per UIC: 772-2R)i. MEAN PRESSURE:- Pmax/A(10 to 12MPa)

ii. NO SLIP CONDITION• MIN MEAN PRESSURE- Pmin/A > 2MPa• TANGENTIAL FORCE< f*P

f- FRICTION COEFFICIENT

iii. LIMITATION OF DISTORTION

T> (TRANSLATION IN LONG. DIRECTION)/0.7

DESIGN OF ELASTOMERIC BEARING (as per UIC: 772-2R)iv. NO UPLIFT AT THE EDGE WITH THE LEAST

LOADv. NO BUCKLING CONDITION (depend upon the

rubber thickness) a/10≤T≤a/5vi. SHEAR STRESS

SHEAR STRESS DUE TO TANGENTIAL FORCE, NORMAL FORCE & ROTATION < 5 * SHEAR MODULUS

DESIGN OF ELASTOMERIC BEARING (as per UIC: 772-2R)vii. STRENGTH OF PLATES :- PLATES

SHOULD BE ABLE TO WITHSTAND THE TENSILE FORCES TO WHICH THEY ARE SUBJECTED TO UNDER NORMAL LOADING

THANK YOU