structural design of bridges تصميم الجسور انشائيا

1. 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

2. 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

3. 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

4. DESIGN OF SUBSTRUCTURE
COMPONENTS INCLUDES
 CALCULATION OF BEARING LOADS
 DESIGN OF PORTAL PIER AND FOUNDATION

5. BEARING LOAD
CALCULATIONS

6. ELEVATION

7. 2.20m
16t 16t 16t 16t 16t 16t 16t 16t
11.60m 11.60m5.04m
2.20m
2.20m 2.20m
CALCULATION OF LIVE LOAD
REACTION

8. BEARING LOAD CALCULATIONS
I. CALCULATE REACTIONS DUE TO SELF
WEIGHT,SIDL & LL
II. 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

9. BEARING LOAD CALCULATIONS
v. SEISMIC FORCE ( as per IRC 6:2000)
a) SEISMIC TRANSVERSE FORCE
(DL,SIDL,25%LL)
b) SEISMIC VERTICAL FORCE
(DL,SIDL,50%LL)

10. BEARING LOAD CALCULATIONS
vi. 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

11. DESIGN OF PORTAL PIER
& OPEN FOUNDATION

15. PORTAL FRAME
BOX GIRDER
PORTAL PIER
PORTAL BEAM
12.7m 12.7m
8.4m 6.6m
CENTRE LINE ALIGNMENT
ELASTOMERIC BEARING

16. PORTAL FRAME
BOX GIRDER
PORTAL PIER
PORTAL BEAM
12.7m 12.7m
8.4m 6.6m
CENTRE LINE ALIGNMENT
ELASTOMERIC BEARING

17. PORTAL FRAME
BOX GIRDER
PORTAL PIER
PORTAL BEAM
12.7m 12.7m
8.4m 6.6m
CENTRE LINE ALIGNMENT
ELASTOMERIC BEARING

18. PORTAL FRAME
BOX GIRDER
PORTAL PIER
PORTAL BEAM
12.7m 12.7m
8.4m 6.6m
CENTRE LINE ALIGNMENT
ELASTOMERIC BEARING

19. PORTAL FRAME
BOX GIRDER
PORTAL PIER
PORTAL BEAM
12.7m 12.7m
8.4m 6.6m
CENTRE LINE ALIGNMENT
ELASTOMERIC BEARING

20. DESIGN OF PORTAL PIER & OPEN
FOUNDATION
i. LOAD
CALCULATIONS

23. DESIGN OF PORTAL PIER & OPEN
FOUNDATION
ii. 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

24. DESIGN OF PORTAL PIER & OPEN
FOUNDATION
x. SIZE OF FOOTING IS CHECKED WITH THE
HELP OF LABFIL SOFTWARE (house built
software)

25. DESIGN OF PORTAL PIER & OPEN
FOUNDATION
xi. FOOTING SIZE IS CHECKED FOR BASE
PRESSURE
xii. FOOTING DEPTH IS CHECKED FOR SHEAR
AND REINFORCEMENT IS CALCULATED
CORRESSPONDING TO BENDING MOMENT

26. DESIGN OF PORTAL PIER & OPEN
FOUNDATION
xiii. 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

27. DESIGN OF PORTAL PIER & OPEN
FOUNDATION
xvi. THEN BY LABFIL , STRESSES ARE WORKED
OUT WHICH SHOULD BE LESS THAN
PERMISSIBLE.

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

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

33. ELEVATION
PRE-TENSIONED
I-GIRDERS

34. ELEVATION

35. SECTION AT SUPPORTS (Y-Y)

36. SECTION AT CENTRE(Z-Z)

37. AREA -463125mm2
AREA -570069.44mm2

38. CLASS-A MOST ECCENTRIC
CLASS-A SYMMETRIC TO G2
CLASS-A TWO LANE
CLASS 70R MOST ECCENTRIC

39. GRID IDEALISATION

41. DESIGN OF
ELASTOMERIC BEARING

42. ELASTOMERIC BEARING DETAIL
te
ts
H
a
ti
c
ti = Thickness of individual layer of elastomer
te = Thickness of top/bottom layer of elastomer
ts = Thickness of steel laminate
c = Side cover
H = Total height of bearing
a = Dimension parallel o the beam

43. 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
i. LIMITATION OF DISTORTION
T> (TRANSLATION IN LONG.
DIRECTION)/0.7

44. DESIGN OF ELASTOMERIC
BEARING (as per UIC: 772-2R)
iv. NO UPLIFT AT THE EDGE WITH THE LEAST
LOAD
v. NO BUCKLING CONDITION (depend upon the
rubber thickness)
a/10≤T≤a/5
vi. SHEAR STRESS
SHEAR STRESS DUE TO TANGENTIAL
FORCE, NORMAL FORCE & ROTATION < 5 *
SHEAR MODULUS

45. 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

49. THANK YOU