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46I16 IJAET0916922 v6 iss4 1848to1854.pdf


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International Journal of Advances in Engineering & Technology, Sept. 2013.
©IJAET
ISSN: 22311963
building 10.98 m which is too small compare to length of building 44.16 m in our case, so that wind
case more governing/severe than the earth quake case.
6.2 As per, a relative deflection of 3 to 15 mm (0.12 to 0.6 inch) over a story height of 3 m (10 ft).
For Model A1, B1, C1, D1.
As per table 1 and Graph 1 of Top deflection, top deflection observed for wind combinationDCON6
(1.5 DL + 1.5 WL) for each models A1, B1, C1 and D1. In without shear wall model A1 top
deflection is 360.52 mm which is reduce up to 40% in top deflection due to shear wall at centre of
building plan and side centre shear wall but drastically (suddenly) reduction up to 75% in top
deflection by using corner shear wall. At this stage we observed an effect of position of shear wall on
top deflection of a building.

VII.

CONCLUSION

As per discussion of results we conclude that there is marginal reduction in deflection, by introducing
side centre shear wall, shear wall at centre. But the deflection is reduced drastically by introducing
shear wall at corner along both directions. Width of building is too small compare to length of
building in plan in present work therefore wind case is governing case in our building.

VIII.

FUTURE SCOPE
 Study of all the system without infill walls and its effect.
 Study of coupled shear wall.
 Study of different parameters like thickness, height and tapered section for shear wall.
 Study of foundation for various systems

IX.

CASE STUDY

“GIFT CITY”, A 30 story building, near Gift City circle, Gandhinagar (zone - 4), Gujarat, India.

REFERENCES
[1] Bryan Stafford Smith and Alex Coull “Analysis and Design of tall building ”, A wiley-interscience
publication, NEW YORK.
[2] IS 456:2000, “Indian Standard plain and reinforced concrete-Code of Practice”, Bureau of Indian
Standards, New Delhi, 2000.
[3] IS: 875 (Part 1), “Indian Standard Code of Practice for design loads for building and structures, Dead
Loads” Bureau of Indian Standards, New Delhi.
[4] IS: 875 (Part 2), “Indian Standard Code of Practice for design loads for building and structures, Live
Loads” Bureau of Indian Standards, New Delhi.
[5] IS: 875 (Part 3), “Indian Standard Code of Practice for design loads (Other than earthquake) for
building and structures, Wind Loads” Bureau of Indian Standards, New Delhi.
[6] David Scott & David Farnsworth “The effects of complex geometry on tall towers”new york, usa
[7] R. K. L. Su1, A. M. Chandler1, M. N. Sheikh1 and N. T. K. Lam2“Influence of non-structural
components on lateral stiffness of tall buildings”1 department of civil engineering, university of
Hong Kong, Hong Kong 2 department of civil and environmental engineering, University of
Melbourne, Parkville, Victoria, Australia.
[8] S. Lee, S. Tovar, A. Kareem “Shape and topology sculpting of tall buildings under aerodynamic loads”
department of civil engineeringand geological sciences,University of Notre dame.
[9] MisamAbidi, MangulkarMadhuri. N. “Review on shear wall for soft story high-rise buildings”
International journal of engineering and advanced technology
[10]Wenjuan Lou, Mingfenghuang, hujin, guohuishenand C. M. Chan“Three-dimensional wind load effects
and wind-induced dynamic responses of a tall building with x-shape”

AUTHORS
V. R. Patel is currently assistant professor in applied mechanics department at faculty of
technology and engineering, M.S. University of Baroda, Vadodara. He obtained his B.E.
civil, M.E. structure and Ph.D. from M.S. University of Baroda, Vadodara, Gujarat.

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Vol. 6, Issue 4, pp. 1848-1854