design of bridge component by vikas dhawan
DESCRIPTION
structural design of bridges تصميم الجسور انشائياTRANSCRIPT
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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
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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
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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
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DESIGN OF SUBSTRUCTURE COMPONENTS INCLUDES
CALCULATION OF BEARING LOADS DESIGN OF PORTAL PIER AND FOUNDATION
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BEARING LOAD CALCULATIONS
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ELEVATION
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2.20m16t 16t 16t 16t 16t 16t 16t 16t
11.60m 11.60m5.04m2.20m
2.20m 2.20m
CALCULATION OF LIVE LOAD REACTION
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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
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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)
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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
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DESIGN OF PORTAL PIER & OPEN FOUNDATION
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PORTAL FRAME
BOX GIRDER
PORTAL PIER
PORTAL BEAM
12.7m 12.7m
8.4m 6.6m
CENTRE LINE ALIGNMENT
ELASTOMERIC BEARING
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PORTAL FRAME
BOX GIRDER
PORTAL PIER
PORTAL BEAM
12.7m 12.7m
8.4m 6.6m
CENTRE LINE ALIGNMENT
ELASTOMERIC BEARING
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PORTAL FRAME
BOX GIRDER
PORTAL PIER
PORTAL BEAM
12.7m 12.7m
8.4m 6.6m
CENTRE LINE ALIGNMENT
ELASTOMERIC BEARING
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PORTAL FRAME
BOX GIRDER
PORTAL PIER
PORTAL BEAM
12.7m 12.7m
8.4m 6.6m
CENTRE LINE ALIGNMENT
ELASTOMERIC BEARING
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PORTAL FRAME
BOX GIRDER
PORTAL PIER
PORTAL BEAM
12.7m 12.7m
8.4m 6.6m
CENTRE LINE ALIGNMENT
ELASTOMERIC BEARING
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DESIGN OF PORTAL PIER & OPEN FOUNDATION
i. LOAD CALCULATIONS
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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
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DESIGN OF PORTAL PIER & OPEN FOUNDATIONx. SIZE OF FOOTING IS CHECKED WITH THE
HELP OF LABFIL SOFTWARE (house built software)
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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
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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
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DESIGN OF PORTAL PIER & OPEN FOUNDATIONxvi. THEN BY LABFIL , STRESSES ARE WORKED
OUT WHICH SHOULD BE LESS THAN PERMISSIBLE.
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DESIGN OF S/S OF ROB ON INDORE-KHALGHAT SECTION ON NH-3
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LOAD CALCULATION DL SIDL LL (70R & CLASS A LOADING)
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ELEVATION
PRE-TENSIONED I-GIRDERS
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ELEVATION
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SECTION AT SUPPORTS (Y-Y)
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SECTION AT CENTRE(Z-Z)
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AREA -463125mm2 AREA -570069.44mm2
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CLASS-A MOST ECCENTRIC
CLASS-A SYMMETRIC TO G2
CLASS-A TWO LANE
CLASS 70R MOST ECCENTRIC
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GRID IDEALISATION
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DESIGN OF ELASTOMERIC BEARING
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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
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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
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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
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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
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THANK YOU