Bandra Worli sea link

Detailed information about Bandra Worli sea link Mubai.

2. Belagavi -590018
Technical Seminar On
BANDRABANDRA--WORLI SEA WORLI SEA
LINKLINK
Visvesvaraya Technological University
LINKLINK
By:
KAVYA HULLUR
(USN : 2VX19CSE05)
Under the Guidance
Prof. KIRAN MALIPATIL
DEPARTMENT OF CIVIL ENGINEERING
VTU BELAGAVI.
2

4. CONTENTS

Introduction

Location

Objectives

Sequence of the project

Characteristics

Main components

Main components

Foundation and substructure construction

Superstructure construction

Cable stayed bridge

Loading

Conclusion

References

5. INTRODUCTION

TheBandra-WorliSeaLink,officiallycalledRajiv
GandhiSeaLink,isacable-stayedbridgewithpre-
stressedconcrete-steelviaductsoneithersidethat
linksBandraintheWesternSuburbsofMumbaiwith
WorliinSouthMumbaiacrosstheMahimBay.

Bandra-WorliSeaLinkisthelongestseabridgeof
india.

Designed By : Sheshadri Srinivasan(Structural
engineer ).

Commissioned By : Maharashtra State Road
Development Corporation.

6. Cont..

Constructed By : Hindustan Construction company,
India ( HCC)

The foundation stone was laid in 1999,Construction
started on 2000, opened to the public on 30 June
2009, all eight lanes were opened on 24 March 2010.2009, all eight lanes were opened on 24 March 2010.

The original plan estimated the cost at ₹6.6 billion to
be completed in five years but the project was
subjected to numerous public interest litigations, with
the 5 year delay resulting in the cost escalating to ₹16
billion .

7. LOCATION

8. Side view of main cable stayed
Front view of main cable stayed

9. OBJECTIVES
ToreducethetrafficflowalongthecorridorofMumbai.
ThesealinkreducestraveltimebetweenBandraand
Worliduringpeakhoursfrom20-30minutesto10
minutes.
Estimatedsavingsinfuelandvehicleoperatingcostis
around$16.2million.
Reducedaccidents,noisepollutionandairpollution.

11. Official Name Rajiv Gandhi Sea Link
Carries 8 lane of traffic
Design cable-stayed , concrete-steel
precast viaducts
Total length 5.6 kilometers (3.5 miles)
CHARACTERISTICS
Total length 5.6 kilometers (3.5 miles)
Width 2x20 meters (66 ft)
Height 126 meters(413 ft)
Longest span 2x250 meters (820ft)
Toll System Automated 16-Lane Toll Plaza

13. CONSTRUCTION
FoundationandSubstructure

Thefoundationsbeingthemostimportantelementsofthe
bridge,it’salsooneofthemostchallengingactivitiesat
theprojectduetogeologicalconditions.

AllthePilesintheProjectareverticalandcast-in-situ

AllthePilesintheProjectareverticalandcast-in-situ
permanentsteellinersandarefrictionandend-bearing
typeofPiles.

ThefoundationsweredesignedbyLachelFelice.The
drilledshaftmethodconstructionwasusedtoforthe
shafts.

14. Process of driving piles

15. ThepilesaredrivenwithRCDRigsmountedonthe
JackupPlatforms.Constructionofcofferdamfollowed
bytheplacementoftremiesealafterthedewateringis
Process
requiredfortheerectionofapile.
ConcreteproducedattheBatchingPlantunder
controlledconditionsistransportedbyagitatordrums
onconcretebargesandisplacedattherequired
locationusingConcretePumps.

16. NumberofPilesfromP1toP18
andP20toP60are4andeachareof
diameter1500mmexceptforP17,
P18,P20andP21whichhasPiles
ofdiameter2000mm.
ThenumberofPilesforP19is52
includingbothnorthandsouth
Constructed piers
includingbothnorthandsouth
carriageways,andthediameterfor
eachPileis2000mm.
Lastly,P27andP30have6Piles
eachofdiameter2000mm,this
includesbothcarriageways.The
depthofeachPilevariesfrom
5.15mto663.4matP19.

17. Construction of foundation below the
cable stayed portion
RCD Drill Bit used in RCD Rigs for
foundation construction

18. 
ThePiersforthebridgearehollowbutthePiercaps
aresolidmassofconcrete.Prefabricatedreinforcement
cagesarebroughtatsitefortheconstructionofthe
piersandsacrificialconcretelinesareinstalledwitha
Pile cap and Pier
SUB STRUCTURE CONSTRUCTION
piersandsacrificialconcretelinesareinstalledwitha
topcoversoastocreatethehollowpartinsidethem.
Onceinnerlinersareinstalledthecageisalignedin
thepositionandplacedasrequisiteandconcretingis
doneafterinstallingtheouterform.Therecessfor
bearinginstallationiscastwithPiercap.

19. Pile Cap Reinforcement

20. Cross section of pier

21. The formwork for the Sub structure Completion of pierThe formwork for the Sub structure
construction
Completion of pier
Constructed piers

22. SUPER STRUCTURE CONSTRUCTION
Segments
Thesegmentsarecastatacentralizedpre-casting
yardusingshortlinemethodofcasting,whichmeans
onceasegmentiscasteditsconjugatesegmentisonceasegmentiscasteditsconjugatesegmentis
castedrightafteritsoasthetwoofthemmatches.
Atypical50mspancomprisesof15numbersof
precastsegments.
Thesegmentweightsvaryfrom110tonsto140tons
persegment.Thesegmentlengthvariesfrom3000mm
to3200mm.

23. Segment being cast and its conjugate
Segment being taken from the casting yard
to jetty

24. Top View of the Casting Yard
Erection gantry

25. The details of the Erection Gantry

26. CABLE STAYED BRIDGE
Complete cable stayed bridge at Bandra-side of the Sea Link

27. Cablestayedbridgeconstructioncanbedivided
amongfollowingcomponents:
Construction of foundation
Construction of Tower or Pylon below deck
Construction of Diaphragm
Construction of Pier Table
Construction of Tower or Pylon above deck
Erection of Deck and Stay Cables
Stressing of Stay Cables
Wet Joint Construction
Continuity PT and Grouting of Cables
Force adjustment and fine tuning.

28. Construction of foundation
TheP19PylonofBandraWorliSeaLinkstandsona
foundationcomprisingof52nos.M50Piles,eachof2m
diameters.

29. Construction of Tower or Pylon below deck
TheconstructionofPylonbelowincludes6liftsofM60grade
concreteeachof3.0mand1liftof3.260m.Therebarlayoutfor
everylegispredesignedandthesteelbarsarebeingcutandbentas
pertherequirementsoftheprefabricatedreinforcementcagesatthe
rebarfabricationyard.
Construction process of pylon

30. ConstructionofPierTable
ThePireTableconstitutesthecast-in-situdiaphragms,
adjacentsegmentsandsegmentsbetweenandoutsideTower
Legs.

31. Construction of Tower or Pylon above deck
The following wind speeds are
binding according to the static
calculations:
During working and
climbing process:
Max wind speed = 70kmph
Bandra cable stayed
Max wind speed = 70kmph
Wind speed-exceeding
70kmph:
All working and climbing
process to be stopped
Wind speed-exceeding
100kmph:
Close formwork

32. Erection of Deck and Stay Cables

The deck or road bed is the roadway surface of a cable-stayed
bridge.
Dead loads are taken to be just the weight of the precast deck
section; any reinforcing steel is assumed to be accounted for by the
increased density of the concrete.
Density of reinforced concrete = 2400 kg/m3=24 KN/m3
Cross-sectional deck area =7.2m2 Cross-sectional deck area =7.2m2
Force per unit length on deck=Density ×Area=24 ×7.2=172.8
KN/m
Deck Cross Section

33. Cables

Eachcableconsistsagroupofsteelwires(6wires)hasadiameter
7mmwithabreakinglimitof6.28Tonnes.
GroupofthesewireswaspackedintwolayersofHDPE(High
Density Poly Ethylene) material, Six different sizes of cables were
used in the cable stayed portion. The difference between them was
only on the basis of number of steel wires in each cable. Six different
types used were of 61, 73, 85,91, 109 and 121 steel wires.
.

35. C/S of Worli cable stayed tower

36. Thecable-stayedportionoftheBandrachannelis600metersin
overalllengthbetweenexpansionjointsandconsistsoftwo250-meter
cablesupportedmainspansflankedby50metersconventional
approachspans.Acentretower,withanoverallheightof128meters
abovepilecaplevelwithinvertedYshape.
Worli cable stayed tower
Bandra cable stayed tower
Thecable-stayedportionoftheWorlichannelis350metersin
overalllengthbetweenexpansionjointsandconsistsofone150
meterscablesupportedmainspanflankedbytwo50meters
conventionalapproachspans.Acentretower,withanoverallheight
of55meters,supportsthesuperstructureabovethepilecaplevel
withinvertedIshape.
Worli cable stayed tower

37. Loading

Dead Loads

Super-imposed Dead Load

Live Traffic Loading
1. HA : HA is the combination of the effects of a
UDL over a notional lane and a knife-edge load place
at the most critical point within this lane.at the most critical point within this lane.
2. HB: HBloading takes account of a particularly
large truck placed at the most critical point along the
bridge.

Wind Loading

Seismic Loading

Natural Frequency

38. Loading Calculations
Loads Factors Value
Dead 1.05 177.9kN/m
Super-imposed
Dead
1.75 178.5kN/m
HA 1.5 13.5kN/m
HB 1.3 45 units,
nominally
146.3kN per
wheel

39. CONCLUSION

Having studied the Bandra Worli Sea Link in depth
we can appreciate that it is a worthy representation of
current bridge engineering technology and a good
example of what is possible in the current climate.

The optimised execution of the inverted Y design of

The optimised execution of the inverted Y design of
the pylon is a solution that is both aesthetically and
technically successful.

The use of tensioning mechanisms has provided an
efficient compromise between deck sizing and costly
strengthening methods.

40. REFERENCES

Bandra–WorliSeaLink–Wikipedia.

ModalAnalysisofCableStayedBridge(Bandra-WorliSea
Link)usingANSYSIJSRD-InternationalJournalfor
ScientificResearch&DevelopmentVol.4,Issue03,2016.

CaseStudyofBandra-WorliSeaLinkbyK.K.Wagh

CaseStudyofBandra-WorliSeaLinkbyK.K.Wagh
PolytechnicNashik.

https://www.flickr.com/groups/bandra-worli-sealink/pool/