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A PROJECT REPORT

PARAMETRIC STUDY OF CABLE STAYED BRIDGE SUBMITTED BY

KOYANI UMANG A.

(140540720009)

In fulfilment for the award of the degree Of

MASTERS OF STURUCTURAL ENGINEERING IN CIVIL ENGINEERING

2015-2016

DEPARTMENT OF CIVIL ENGINEERING DARSHAN INSTITUTE OF ENGGINEERING AND TECHNOLOGY,RAJKOT. GUJARAT TECHNOLOGICAL UNIVERSITY- AHMEDABAD

CERTIFICATE This is to certify that preliminary draft report entitled Submitted by

“PARAMETRIC STUDY OF CABLE STAYED BRIDGE” 1. 140540720009

KOYANI UMANG A.

In partial fulfilment for the award of the Master Degree in Structural engineering of the Gujarat Technological University-Ahmedabad is a record of their own work carried out under our supervision and guidance.

DATE:

Co Guide:

Head of Department:

Prof. K.C.KORADIA

Prof.. M. D. BARASARA

Civil Engineering Dept.

Civil Engg. Dept.

DIET-RAJKOT.

Darshan Institute of Engg. & Tech. DIET-RAJKOT

(Principal) Darshan institute of Engineering and Technology.

Seal Of Institute

EXAMINER’S CERTIFICATE OF APPROVAL This is to certify that draft report entitled submitted by

“PARAMETRIC STUDY OF CABLE STAYED BRIDGE ”

1. 140540720009

KOYANI UMANG A.

In partial fulfilment for the award of the Master Degree in “Structural Engineering” of the Gujarat Technological University- Ahmedabad is hereby approved.

Examiners: 1.____________________________________ 2.____________________________________ 3.____________________________________

2015-2016

DEPARTMENT OF CIVIL ENGINEERING DARSHAN INSTITUTE OF ENGGINEERING AND TECHNOLOGY RAJKOT-MORBI HIGHWAY, RAJKOT, GUJARAT

PREFACE It gives us great pleasure in placing this teamwork report, in the hands of our esteemed faculties; we believe that, it will go through the documentation of the study work done by our team. The objective of this report is to provide both a conceptual understanding of the system as well as working guide.

As the students of ME (Structure) when we acquire all the theoretical knowledge, it is both necessary and advisable to acquaint the students with the real situation through, well-planned study in relevant fields. Using all the theoretical knowledge and applying into the real application the student learns to develop efficient real world application at the time of project training. So, the project training is very important for the student for self-development and self-confident. Also student learns organizational structure, rules and regulations and management in a real sense, which helps student to get discipline in life.

Aimed for providing the reader with easier and in-depth knowledge of all the basic as well as important aspects related to the systems having the functionality's of their respective fields in form of report. The report contains the literature of almost all the things, which we have gone through from the point of view of any system development life cycle.

I did a project on “PARAMETRIC STUDY OF CABLE STAYED BRIDGE” for optimization of cable cross section of BANDRA WORLI SEA LINK MUMBAI. An effort has been made to exhaustively deal with every part of designing and analysis cable stayed bridge and they are compared with real life problem which stand alone as tall in the Mumbai named as BANDRA WORLI SEA LINK.

ACKNOWLEDGEMENT

No work is possible without blessings of god, first of all we would like to heartily thanks to god, who gave a moment in our life to write the acknowledgement letter for our bachelor degree.

Our sincere thank goes to MIDAS TEAM for their valuable guidance and supporting us during the entire project work for MIDAS CIVIL software related knowledge.

We are also thankful to MIDAS TEAM for their warm cooperation and also for their support in completing the project..

We would like to express our most sincere gratitude to our academic advisor Prof. K.C.KORADIA, Lecturer Civil Engineering Department, DIET and Prof. M.D. Barasara –Head Civil Engg. Department, for their extremely important encouragement given to us to get our project work up to this point.

We would also like to thank Civil Engineering Department-Darshan Institute of Engg. and Technology -Rajkot for their valuable support in our project.

Finally and most importantly, we record our permanent gratitude for the faith and support of the people with whom we really worked and lived –our parents and our family.

DIET, Rajkot.

Koyani Umang A. (140540720009)

(i)

ABSTRACT Construction work in India is one of the most widespread activities, involving a range of people from the small builder in villages and towns to large private companies, public undertakings and various state agencies. At present civil engineering has suffered from a drastic evolvement over last decades there has been a large amount of improvement in civil works management done by many leading company by hiring structural engineers as a result there is a many structure design and analysis related software’s are also used by structure engineers, which simplify the design problems and gives the idea about actual structure how looks and works. The construction industry requires high degree management of men & material to complete the project successfully at an optimum cost. Hence a special branch of structural engineering has been developed to accommodate the designs and analysis of structures which are adopted to improve the performance of various aspects of an engineering project and optimize the cost. Government has Expertise in providing modern infrastructure to public and also dealing with numbers of big projects to secure a good position of India in Global Developed Market in Infrastructure. The projects focus on parametric study of cable stayed bridge. Different parameters like side span, pylon shape, cable stay arrangements etc. affects on the bridge designing specially. Using the different software’s available in the market for bridge designing it is possible. We were been going to use MIDAS CIVIL software for our designing and analysis purpose.

(ii)

LIST OF FIGURES FIG. 1 FIG. 2 FIG. 3 FIG. 4

Bandra Worli Sea Link Connection of Deck & Pylon Bending Moments At Last Construction Stage As Per Software Technical Manual Bending moments as per MIDAS civil analysis

LIST OF TABLES TABLE 1

Max. Acceleration In longitudinal Direction

TABLE 2 TABLE 3 TABLE 4 TABLE 5 TABLE 6 TABLE 7 TABLE 8

Tower Displacement In Lateral Direction Max. Moment In lateral Direction Loads Material property Loading Data Material data of the example model Section data of the example model

TABLE 9

Loading data of the example model

(iii)

TABLE OF CONTENTS Acknowledgment.......................................................................................................................... i Abstract........................................................................................................................................ ii List Of Figures................................................................................................................................iii List Of Tables.................................................................................................................................iii

CONTENTS CHAPTER 1 1.1

INTRODUCTION ……………………………………………………....………..…..…..……….....

1

1.2

STUDY AREA………………….............................................………….......................

3

CHAPTER 2 2.1

LITERATURE REVIEW……………………………………………………………………….……......

5

2.2

REFFERED JOURNALS……………………………………………………………………….……......

6

3.1

CHAPTER 3 OBJECTIVES OF PROJECT………………..…………………………..………….……………....

12

3.2

NEED OF STUDY………………………………………………………………………………………….

13

CHAPTER 4 4.1

WORK PLAN....................................................................................................

14

4.2

DATA COLLECTION………………………………………………………………………….…..……..

15

4.3

TOOLS AND TACKELS……………………..…………………………………………………………..

16

4.4.

PROGRAM VALIDATION……………………………………………………………………………..

17

CHAPTER 5 5.1

EXPECTED PROJECT OUTCOME.......................................................................

20

CHAPTER 6 6.1

FUTURE SCHEDULE.......................................................................................... 21

REFERENCES…………………………………………………………………….……………………………..….

23

CHAPTER - 1

1.1 INTRODUCTION All the Three human basic needs: shelter, food and clothing call for civil engineering construction works and their subsequent maintenanace.Ordinarily construction activity accounts for 15% of all the jobs. The construction industry requires high degree management of men & material to complete the project successfully at an optimum cost. Hence a special branch of building construction has been developed to accommodate the techniques which are adopted to improve the performance of various aspects of an engineering project.

The branch of structural engineering aims to design and analyse the structure as per the requirement of site conditions. This branch is of immense importance because if design is wrong or if any factors which will affect the structure would be not considered then it will be cost to the whole project.

At present construction work in India is one of the most widespread activities, involving a range of people from the small builder in villages and towns to large private companies , public undertakings and various state agencies.

Now a days structure designing becomes prime requirement for that purpose many software’s are available i.e. MIDAS,STADD,ETAB etc.

The construction industry is a major economic activity in India. Construction activities contribute annually about 10% to the Gross National Product (GDP), Thus Playing a major Role in the development of the national economy.

The need for professionalism in designing and analysis of structure assumes special significance in order to ensure that the huge resources invested in the construction industry are deployed efficiently for the benefit of society and structure operates efficiently.

PAGE 1

 What is a Bridge? •

“A bridge is a structure built to span physical obstacles such as a body of water, valley, or road, for the purpose of providing passage over the obstacle.”

•

There are many different designs that all serve unique purposes and apply to different situations.

•

Designs of bridges vary depending on the function of the bridge, the nature of the terrain where the bridge is constructed and anchored, the material used to make it, and the funds available to build it.

 Type Of Bridges •

Bridges can be categorized in several different ways. Common categories include the type of structural elements used, by what they carry, whether they are fixed or movable, and by the materials used.

 Based On Structure Type •

Beam Bridge

•

Truss Bridge

•

Cantilever Bridge

•

Arch Bridge

•

Tied Arch ridge

•

Suspension Bridge

•

Cable-Stayed Bridge

PAGE 2

1.2 STUDY AREA  The projects focus on Parametric study of Cable Stayed Bridge Bridge by taking real life example Worli Sea Link Cable Stayed Bridge.  Why Bridge Is Required ?  In city like Mumbai where trains also travels full of the people then no concern to talk about traffic problem.  In Mumbai to travel from Bandra To Worli it takes 60-90 minutes.  To reduce this travel time one of the alternative is to construct the over bridge but due to nearby two airports in the Bandra there is a no option to construct over bridge so that government carried out steps to construct the bridge through the sea to connect Bandra and Worli.  Bandra Worli Sea Link reduces the road length and hence time travel between Bandra and Worli.

PAGE 3

Fig. 1 Bandra Worli Sea Link  Features:  Carries  Locale  Total length  Width  Height  span

: 8 lanes of traffic with 2 lanes for buses. : Mumbai, Maharashtra, India : 5.6 kilometres (3.8 kms over the Sea) : 2 x 20 metres : 128 metres : 50 + 150 + 50 metres

PAGE 4

CHAPTER - 2

2.1 LITERATURE REVIEW  For the Cable stayed bridge researchers analyzed different parameters which would designer have to keep in mind: 1) Bridge Deck Property 2) Pylon Shape During EQ(A, H, Portal Frame, Spread Pylon & Pyramid Shapes)  The Pylon Shape Has great influence in the mitigation of SSI effects the result showed that in comparison to rotational A or H shape of pylon diamond shape of pylon is giving less response. Hence if it is used practically will be proved less economical.  The Inverted Y design of the pylon is a solution that uses the tensioning mechanism and it provides compromise between deck sizing and costly strengthening methods. 3) C/S of Cable 4) Cable Layout Pattern  The deflection of deck is slightly depend on the layout of cable system either Harp or Fan system.  The B.M. in the deck using the fan system are higher than that in harp system.  So for Large-span Bridges Fan system is appears to be less suitable. 5) Pylon Height to Span Ratio  Deflection of the deck significantly decrease as the pylon height to span ratio H/L increases. 6) Exposure Conditions 7) Foundation Condition

PAGE 5

2.2 REFFERED JOURNALS

((1)) International journal of civil and structural engineering Vol. 1, No. 3,2010 Aim : Effect of pylon shape on seismic response of cable stayed bridge with soil structure interaction Author : Siddharth G Shah, Desai J. A. , Solanki C.H. Abstract : Bridge is designed as per below data only the pylon shape is varied viz. A type,h type, spread pylon and pyramid shapes.  The height of pylon is kept constant for all the shapes for comparison purpose.  3D bridge model is analyzed for SSI through soil spring provide at base by taking Bhuj 2001 time history data.  The bridge response in terms of Pylon Displacement, Pylon Acceleration and Pylon Base moment is obtained.  Different Properties including lateral and rocking stiffness coefficients for three types of soil Hard,Medium & Soft Soil is considered.

Conclusion: The analysis is carried out for Four different shapes of pylons on SAP2000 software by time history method.

 The results showed that, Table 1 Max. Acceleration in Longitudinal Direction H pylon

A Pylon

Y Pylon

Pyramid Pylon

SOFT SOIL

B

A

D

C

MEDIUM SOIL

A

B

C

D

HARD SOIL

A

A

B

B

PAGE 6

Table 2 Tower Displacement in Lateral Direction H pylon

A Pylon

Y Pylon

Pyramid Pylon

SOFT SOIL

C

A

B

D

MEDIUM SOIL

C

A

B

D

HARD SOIL

C

B

A

D

Table 3 Max. Moment in lateral Direction H pylon

A Pylon

Y Pylon

Pyramid Pylon

SOFT SOIL

A

B

C

D

MEDIUM SOIL

A

D

C

B

HARD SOIL

A

B

C

D

 A,B,C,D is in Descending order shows  The pylon shape has great influence in mitigation of SSI effects the result showed that in comparison to rational A or H shape of Pylon Diamond shape of pylon is giving less response. Hence if it is used practically will be proved economical.

PAGE 7

((2)) Proceedings of bridge engineering 2nd conference April 2009 Aim : A critical Analysis of Bandra-worli Cable stayed bridge, Mumbai Author : C.S.W.DAVIS Abstract :The span of main cable stayed bridge 600m , consisting of two 250m cable supported spans and two 50m conventional approach spans. 1)FOUNDATION  The drilled shaft method of construction was used to for the shafts.  The shafts vary considerably in size, depending on the bedrock “Rock encountered at the site included highly weathered, fractured and oxidized volcanic material with RQD’s of less than 25 percent and unconfined compressive strengths of 1 MPa”.  Foundations for the towers comprised of 52 2m diameter piles arranged in a H shape to capably support the legs of the pylon, they are up to 34m in length. 2)PYLONS  The main span bridge has 2 pylons, each with 4 legs, each tower is inclined towards the other by 10°, eventually merging at 98m above deck to become a single tower. 3)CABLE  In total there are 264 cables attached to the towers, they form a semi-fan arrangement. Cable spacing is 6.0 meters along the bridge deck. 4) DECK  The deck of the Bandra Worli Sea Link consists of a hollow concrete box section with 3 cores, the dimensions of the deck varies throughout the length of the bridge.  The pre-cast segments vary in length from 1.5m to 3.1m. Each section of bridge deck will be post tensioned following installation. 5) LOADING

Table 4 Loads

LOADS

FACTORS

VALUE

Dead

1.05

177.9kN/m

Super-imposed load

1.75

178.5 KN/m

HA

1.5

13.5 KN/m

HB

1.3

45 units, nominally 146.3 KN per wheel

Conclusion:  The optimized 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. PAGE 8

((3)) Tailor Made Concrete Structures journal – Walraven & Stoelhorst (eds) Vol. 2, Issue 2 (Apr.-June 2015) Aim : Behavior of a multiple spans cable-stayed bridge Author : S. Arnaud, N. Matsunaga, S. Nagano & J.-P. Ragaru Abstract : We got the opportunity to participate in the design check of a five towers cable-stayed bridge with 300 meters spans and we examined the configuration between type of connection, stiffness of deck, stiffness of piers and pylons, in order to confirm the minimal structural cost.  One of the main problems of bridges with multiple cable-stayed spans is the behavior under live loads,as the deflections and bending moments in the deck are more influenced by the stiffness of the pylons and by the connection between deck and pylon than for a standard cable-stayed bridge.  The second problem is the effect of deck length variation due to temperature and concrete creep and shrinkage.  further calculations about the relationship between stiffness of deck, pylons and piers.  Results are presented with particular focus about the impacts of asymmetric loading and thermal expansion of the deck on this multiple spans structure.

Fig 2 Connection of Deck & Pylon Conclusion :The main conclusions of this study about behavior of multiple cable-stayed spans bridges under live Loads and thermal variation are:  The connection type c (tower and deck sliding on pier) is the more effective and economic for the studied load cases.  For the connection type c, it is efficient to reduce the deck rigidity and to increase the pylon rigidity.  The connection type b (deck embedded in the pylon) can be more efficient, but we shall solve the problem of the extension under long time variations.  The type a and d structures (deck simply supported on pylon or fully suspended) are less efficient under live loads and thermal variation, with more forces on the foundations and more force in the deck.

PAGE 9

((4)) IJRTE,ISSN: 2277-3878, Volume-4 Issue-4, September 2015 Aim : Analytical Investigation of Cable Stayed Bridge Using Various Parameters Author : Parag R. Nadkarni, Padmakar J. Salunke, Trupti Narkhede Abstract : In this paper, analysis of 240 m long fan type cable stayed bridge having single plane of cables is carried out with the help of software facilities.  Effects of various parameters such as stiffness of deck and pylon and number of cables on the behavior of cable stayed bridge were observed.  Number of models of cable-stayed bridge generated in software SAP-2000.  From the analysis of number of models, The effect of parameters is studied through comparison of bending moments at following critical locations. 1) Sagging moment at mid span of central panel of deck 2) Hogging moment in deck at pylon location 3) Moment in Pylon at deck level Conclusion : various effects on maximum moments in deck at mid span of central panel and at pylon location and maximum moment in pylon at deck level were observed in governing load combinations which are as follows. Increase Height Of Pylon

Increasing Depth Of Box Girder Deck

Increase In Pylon Cross Sectional Properties

Increasing Number Of Cables

Moment In Pylon

DECREASES

DECREASES

INCREASE

DECREASES

Sagging Moment In Deck

DECREASES

-

-

DECREASES

Hogging Moment In Deck

INCREASE

-

-

INCREASE

Moment In Box Girder Deck

-

INCREASE

-

-

 From all these observations, it is seen that stiffer sections of deck and pylon will produce more bending moments in the corresponding bending moments.  It is preferable that slender sections should be used for deck and pylon so as to achieve economical solution. Further, use of more number of cables reduces bending moments in overall structure.

PAGE 10

((5)) The IUP Journal Of Structural Engineering (Vol.VII ,No. 3 ,July 2014)  Aim : The effect of side span length on the behavior of long-span hybrid Cable-stayed suspension bridge  Author : Ghanshyam Savaliya, Atul K Desai, Sandeep A Vasanwala  Conclusion: From the analysis carried out on hybrid cable-stayed suspension bridge, the following Observations are made: 1)With decrease in length of side span from 490m to 210m,the axial force in deck at side span is reduced to 76.58%. 2)With increase in length of side span from 210m to 490m,the axial force in deck at center of main span is reduced to 76.51%. 3)With decrease in length of side span from 490m to 210m,the axial force in main catenary cable in side span is reduced to 57.34%. 4)The time period of the deck in lateral bending in 1st and 2nd modes is reduced to 97.90% and 95.50%,respectively,from side span length 490m to 210m. 5)The time period of the deck in vertical bending in 1st mode is reduced to 97.55 from side span length 490m to 210m.

PAGE 11

CHAPTER - 3

3.1 OBJECTIVES OF PROJECT  Find Out The Optimum Design Of Cable Stayed Bridge By Multiple Trial Method. DIRECT IMPACT OF PROJECT :  Savings in vehicle operating cost due to reduction in rush in the existing roads and lower vehicle operating cost on the bridge.  Considerable savings in travel time due to increased speed and reduced delays at intersections at existing roads. The sea-link reduces travel time between Bandra and Worli during peak hours from 60–90 minutes to 20–30 minutes.  Ease in driving with reduced mental tension and overall improvement in the quality of life.  Improvement in environment especially in terms of reduction in carbon monoxide, oxides of nitrogen and reduction in noise pollution in areas of Mahim, Dadar, Prabhadevi and Worli.

PAGE 12

3.2 NEED OF STUDY  Savings in vehicle operating cost due to reduction in rush in the existing roads and lower vehicle operating cost on the bridge.  Considerable savings in travel time due to increased speed and reduced delays at intersections at existing roads. The sea-link reduces travel time between Bandra and Worli during peak hours from 60–90 minutes to 20–30 minutes.  Ease in driving with reduced mental tension and overall improvement in the quality of life.

 MAIN COMPONENTS OF BRIDGE

Pylon Tower Stay Cables Road Way Piers Foundation

PAGE 13

CHAPTER - 4

4.1 WORK PLAN  Using MIDAS CIVIL software design and analysis of cable stayed bridge And compare different parameters as below : 1) Cable System  Fan System  Harp System 2) Cable Stay Angel  For Both cable system cable angle between 45°, 50°, 60°. 3) Tower shape  H Type  Inverted Y Type 4) Ratio Of Side Span/Main Span  Span Property : L = 50 +150 + 50 m =250 m  Height : H = 55 m  Material Property : Table 5 Concrete Grade Rebar Strength Cable

M60 Fe500 𝑓𝑢 =1860

 Loading Data : Table 6 DL LL WIND EQ

Self Weight Surface Finish Service Loads HA & HB

PAGE 14

PAGE 15

ANGLE OF CABLE STAY

CABLE SYSTEM

4.2 DATA COLLECTION 1) PYLON HEIGHT  Pylons were 128m(420 ft) high. 2) PYLON SHAPE  Inverse Y Shape of pylons were used in the bridge.  The Main span bridge has 2 pylons, each with 4 legs. Each tower is inclined towards the other by 10’,evaentually merging at 98 m above the deck to become a single tower  Beneath the superstructure of the Bridge the 4 legs merge to the to 2 points which are carried into the ground through the pile caps. 3)   

CABLE ARRANGEMENTS The arrangements of the cable is 4 Planes of Semi Fan Arrangement. Cable stay system comprises high strength galvanized steel wires Each deck section has 2 planes of inclined cables which are attached to the tower in one plane.

4)  5) 

CABLE SPACING Cable spacing is 6 m along the bridge deck. DECK Deck of bridge consists of a hollow concrete box section with three cores, the dimensions of the deck varies throughout the length of the bridge.  The Pre-cast segments vary in length from 1.5m to 3.1 m  The idea behind the very light weight and slender deck is to reduce the Longitudinal stiffness. 6) FOUNDATION  The drilled shaft method is used for the construction of shafts.  The shafts vary considerably in size, depending on the bedrock “rock encountered at site includes Highly Weathered, Fractured and Oxidized Volcanic Material .  Foundations for the towers comprised of 52 nos. 2m diameter piles arranged in a H Shape to capably support the legs of pylon, they are up to 34m in length.. 7) CONSTRUCTION METHODS  The pre cast concrete sections of the deck were launched incrementally between the pillars using a truss system, Known as the balanced cantilever Method.  The span by span method was used for the construction of the approach sections of the bridge. 8) LOADING  Dead Load  Super-Imposed Dead Load  Live Traffic Loading  Combination Loading  Wind Loading  Seismic Loading PAGE 16

4.3 TOOLS AND TACKLES  SOFTWARE USED : MIDAS CIVIL which is state of the art engineering software that set a new standard for the design of bridges and civil structures.  It features a distinctively user friendly interface and optimal design solution functions that can account for construction stages and time dependent properties.  Its highly developed modeling and analysis functions enable engineers to overcome common challenges and inefficiencies of finite element analysis.  With Midas Civil, you will be able to create high quality Bridge designs with unprecedented levels of efficiency and accuracy.

PAGE 17

PAGE 18

Stay Cables

BRIDGE MODEL

PYLON

4.4 PROGRAM VALIDATION  For an asymmetrical cable-stayed bridge as shown in Figure , we will find pretension loads for each construction stage by using the Unknown Load Factors feature, reflecting Forward Construction Stage Analysis.

Fig 2. Configuration at the final stage of an asymmetrical cable-stayed bridge Table 7. Material data of the example model Classification

Modulus of Elasticity

Poisson’s Ratio

Deck

3.0000e+006

0.3

Pylon

3.0000e+006

0.3

Cable

1.5750e+007

0.3

Table 8. Section data of the example model Classification

Cross-sectional Area

Moment of Inertia

Deck

4.3800

0.92

Pylon

1.0000

2.7600

Cable

0.0062

-

Cable

0.0208

-

PAGE 19 P

Table 9. Loading data of the example model Classification

Load Type

Load Value

Dead load

Self weight

Cable pretension load

Pretension Loads

1 tonf

Derick Crane

Nodal Loads

80 tonf

Segment

Nodal loads

Gravity load: A x ϒx L

Superimposed (2nd) dead load

Element Beam Loads

1 tonf/m

Support movement

Specified displacement

1 mm

PAGE 20

Fig.3 Bending Moments At Last Construction Stage As Per Software Technical Manual

Fig.4 Bending moments as per MIDAS civil analysis

PAGE 21

CHAPTER - 5

5.1 EXPECTED PROJECT OUTCOME  Complete exercise is carried out with an intention of optimizing a cable c/s.  We will Try to find variation in (A) Tensile Force in Cables, (B) B.M. & Axial Force in pylon (C) Variation of stresses in deck element By varying below parameter : 1) Pylon type 2) Cable system 3) Cable angle & 4) Ratio of side span to main span  Same will be represented in graphical form.

PAGE 22

CHAPTER - 6

6.1 FUTURE SCHEDULE 40° Cable Inclination

40° Cable Inclination

45° Cable Inclination

45° Cable Inclination

50° Cable Inclination

50° Cable Inclination

Fan Type Cable system

1 2 3 4 5

Generation of Deck Generation of Pylon Generation of Cable Profile Generation of Load & Load Combination Analysis

Jan. 2nd week COMPLETED COMPLETED Jan. 3rd & 4th week Feb. 1st week

Harp Type Cable system

1 2 3 4 5

Generation of Deck Generation of Pylon Generation of Cable Profile Generation of Load & Load Combination Analysis

Jan. 2nd week COMPLETED Feb. 2nd week Jan. 3rd & 4th week Feb. .3rd week

Fan Type Cable system

1 2 3 4 5

Generation of Deck Generation of Pylon Generation of Cable Profile Generation of Load & Load Combination Analysis

JAN. 2nd week COMPLETED Feb. 4th week Jan. 3rd & 4th week March 1st week

1 2 3 4 5

Generation of Deck Generation of Pylon Generation of Cable Profile Generation of Load & Load Combination Analysis

JAN. 2nd week COMPLETED March 2nd week Jan. 3rd & 4th week Mar. 3rd week

Fan Type Cable system

1 2 3 4 5

Generation of Deck Generation of Pylon Generation of Cable Profile Generation of Load & Load Combination Analysis

Mar.4th week COMPLETED Apr. 1st week Jan. 3rd & 4th week Apr. 2nd week

Harp Type Cable system

1 2 3 4 5

Generation of Deck Generation of Pylon Generation of Cable Profile Generation of Load & Load Combination Analysis

Apr. 3rd week COMPLETED Apr. 4th week Jan. 3rd & 4th week May. 1st week

Harp Type Cable system

ANALYSIS OF RESULTS

May 2nd week to May 4th week

 Modelling and design the Cable stayed Bridge and find out the suitable combination is best for the conditions of Worli Sea Link.

PAGE 23

REFERENCES

1)The IUP Journal Of Structural Engineering (Vol.VII ,No. 3 ,July 2014) The effect of side span length on the behavior of long-span hybrid Cable-stayed suspension bridge 2) International journal of civil and structural engineering Vol. 1, No. 3,2010 Effect of pylon shape on seismic response of cable stayed bridge with soil structure interaction 3) Proceedings of bridge engineering 2nd conference April 2009 A critical Analysis of Bandra-worli Cable stayed bridge, Mumbai 4) IJMER(International Journal Of Modern Engineering Research) Advanced Cable Stayed Bridge Construction Process Analysis With ANSYS 5) Journal Of Engineerig Sciences,Assuit University,Vol. 41 No. 1 pp. –Jan. 2013 Parametric Study On Nonlinear static Analysis Of Cable Stayed Bridges 6) WIKIPEDIA

PAGE 24