BATCH 13 Review 1 Phase 2

8/12/2019 BATCH 13 Review 1 Phase 2

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REVIEW-1PHASE II

MODELLING, DESIGN AND ANALYSIS OF

SELF-ANCHORED SUSPENSION BRIDGE

DONE BY:

MIRZA ABDUL BASIT BEIGH - 1011010112

GRANDHI VENKATA ROHIT - 1011010072

K. GURU KESAV KUMAR - 1011010075

JASTHI SATHISH RAO - 1011010084

PROJECT GUIDE:

Mrs. B. VELVIZHI KUMARAVEL

Assistant Professor (O.G)


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PHASE- II

SCHEDULE

SNO DESCRIPTION DURATION(days)

START END

1.

Analysis 2

60

1st

January2014 28

th

February2014

2. Design 2 30 1stMarch2013

30thMarch

2014TOTAL 90 1stJanuary

201430thMarch

2014

2


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SPECIFICATIONS OF THE MODEL

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1. TOTAL SPAN = 1000 MM

2. LENGTH OF MAIN SPAN = 545 MM

3. LENGTH OF SIDE SPAN = 227.5 MM

4. SAG IN MAIN CABLE = 86 MM

5. SAG IN SIDE CABLE = 15 MM

6. CLEARANCE OF DECK = 200MM7. HEIGHT OF PYLON FROM DECK = 90MM

8. ANGLE BETWEEN PYLON AND

SIDE SPAN CABLE () = 75.22

9. ANGLE BETWEEN PYLON AND

MAIN SPAN CABLE () = 56.55

10.TOTAL NUMBER OF SUSPENDERS = 33

WITH SPACING OF 30.2775 MM

11. LENGTH OF THE MAIN CABLE = 581.18

12. LENGTH OF THE SIDE SPAN CABLE = 230


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DESIGN OF PROTOTYPE (SCALED DOWN MODEL)

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Longitudinal Section of Self-Anchored Suspension Bridge

LONGITUDINAL ELEVATION:


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Design II

Design of the deck slab

Design of the truss

Design of the Suspenders and Main Cable Design of the Pylons

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DESIGN OF DECK SLABusing ArchiCAD Model


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3D VIEW OF DECK SLAB


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DIMENSIONS OF DECK SLAB


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THE INTERNAL ANGLE OFDECKSLAB IS 34.5


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Staad Pro Model of Deck Slab

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Analysis of Deck Slab girder

using Finite Element Analysis

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Application of tensile force to checkthe deflection under self weight.

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Deflection under self weight after pre

tensioning.

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Global Bending Moment of deck under

Self weight

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Global Bending Moment of deck after

pre tensioning

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CALCULATION

Sag in the main cable

EUDL ( Equivalent uniformly distributedload)

Tension in the cable

Length of the cable

Sag in the main cableSag/Span=1/6=85/545

f2=f1* L22/L1

2

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EUDL ( Equivalent uniformly distributed load) for a UDL

(Uniformly distributed load shorter than span)

W= 2wa/L2(L-a/2)

Where, a= Length of UDL.L= Length of span.

w= Total live load.

EUDL ,

W= 2(96)(4.2)/4.22(54.5-4.2/2)= 2395.42 KN/cm

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2. Cable tension.

T= VA2+H2

1. Horizontal force component,

H= pL2/8d.

P= Equivalent load.d= Sag.

L= Length of mid span.

H= (2395.42) (54.5)2

/ 8(0.86).Horizontal component H= 1034.15 * 103 KN.

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3. Vertical force component,

VA= VB= pL/2.

VA= Vertical force A.

VB= Vertical force B.

P= Equivalent load.L= Length of mid span.

VA= VB= PL/2= (2395.42)(545)2/2

So, Vertical Component VA= VB= 652.75 x 103

KN.

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Cable tension

T= VA2+H2

T= (652.75x 103

)2

+ (1034.15 x 103

)2

T= ((4.260 x 1011) + (1.069 x 1012))

T= 1222 x 106KN

Tan = H/V= L/4d.= tan-I (L/4a).

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4. Length of the cable.

Length of the cable S= L+(8/3)(d2/L)

S =545+(8/3)(862

/545)= 581m

So, Length of the main cable is 581m.

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CURRENT STATUS Optimization of loads for deck slab

Design of the deck slab girder using steelslender section

Design of stiffening truss member underthe deck slab

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NEXT STEPS

Influence Line diagrams for the rollingloads

Design of Cables, Suspenders and Pylons

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OPTIMIZATION Verification and optimization of the

Analysis vis--vis design of the Self

Anchored Bridge part by part and then

assembled as a whole manually plus

supported by software details.

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BATCH 13 Review 1 Phase 2

Documents

Transcript of BATCH 13 Review 1 Phase 2