Study on the Moment Change at Slab-Column Joints Due to Shear Wall’s Length Variations

Abbas Ali; Mohammad Rafiqul Islam; Mohammad Emran Tahir

doi:doi:10.11648/j.sr.20180603.11

| Peer-Reviewed

Study on the Moment Change at Slab-Column Joints Due to Shear Wall’s Length Variations

Abbas Ali, Mohammad Rafiqul Islam, Mohammad Emran Tahir

Published in Science Research (Volume 6, Issue 3)

Received: 23 January 2018 Accepted: 24 May 2018 Published: 10 July 2018

Views: Downloads:

Download PDF

Share This Article

Twitter
Linked In
Facebook

Abstract

A ten-storied building with length variations of shear walls, which are perpendicular to the lateral load acting on the building, has been studied here. The finite element based software, ETABS (version 9.6) has been used for determining the moment at different area objects due to the lateral load and Simpson’s one-third rule has been used to calculate the line moment from mesh area. Five different shear wall lengths- 4.5ft, 5.5ft, 6.67ft, 7.5ft and 8.5ft, are included here. The study shows that, moment in magnitude has been increased with the increasing of shear wall length but the percentage of total moment passed through the column strip is decreased and vice versa for middle strip. The moment in magnitude at column strip decrease by increasing of shear wall length but the optimum length will be 33% (approximate) of total span. The moment percentage of column strip moment passing through effective (c+3h) strip decreases by increasing of shear wall length.

Published in	Science Research (Volume 6, Issue 3)
DOI	10.11648/j.sr.20180603.11
Page(s)	39-47
Creative Commons	This is an Open Access article, distributed under the terms of the Creative Commons Attribution 4.0 International License (http://creativecommons.org/licenses/by/4.0/), which permits unrestricted use, distribution and reproduction in any medium or format, provided the original work is properly cited.
Copyright	Copyright © The Author(s), 2024. Published by Science Publishing Group

Keywords

Shear Wall, Length Variation, Lateral Load, Column Strip, Middle Strip

References

[1]	ACI Code (318-05), American concrete Institute, 1977, Standard building code Requirements for Reinforced concrete.
[2]	Arthur H. Nilson, David Darwin, Charles W. Dolan, (2010), “Design of concrete Structures”, 13^th edition, The McGraw-Hill companies, Inc.
[3]	Bangladesh National Building Code (BNBC), (1993), First edition.
[4]	E. H. Gaylord, jr, C. N. Gaylord, J. E. Stallmeyer, (2010), “Design of steel structures” 3rd edition, Tata McGraw Hill Education Private Limited, New Delhi.
[5]	ETABS Nonlinear ver.9.6, (Extended Three-dimensional Analysis of Building System), computers and structures Inc.
[6]	IS 13920, (1993), Indian Standard Code of Practice for Ductile Detailing of Reinforced Concrete Structures Subjected to Seismic Forces, Bureau of Indian Standards, New Delhi.
[7]	M. Ofelia Moroni, (2002), Concrete Shear Wall Construction, University of Chile, Santiago, Chile.
[8]	Timothy P. Mccormick, P. E, (2014), Shear Walls, Project Paper, New York.
[9]	Mohammad Rafiqul Islam and Tahsin Reza Hossain, (2015), Assessment on Moment Concentration at Slab-Column Joint of RC Flat Plates Due to Gravity and Lateral Loads, Thesis, Military Institute of Science and Technology (MIST), Dhaka.
[10]	S. S Sastry, (2006), “Introductory Methods of Numerical Analysis”, 4th edition, Prentice Hall of India, New Delhi.
[11]	Syed Noor-E-Alam, (2013), Analysis of Elastic Behavior of High-Rise Building with Column Supported Slab Along With Interior Shallow Beams, undergraduate thesis, Bangladesh University of Engineering and Technology, Bangladesh.
[12]	Bothara, D. S., Varghese, V., (2012) “Dynamic analysis of special moment resisting frame Building With flat slab and grid slab”, International Journal of Engineering Research and Applications, Vol. 2, Issue 4, pp. 275-280.
[13]	Bhat, S. M., Shenoy, Premanad, N. A., RAO, A. U., “Earthquake behavior of building with and without shear walls”, IOSR Journal of Mechanical and Civil Engineering, PP 20-25.
[14]	Climent, A. B., Sánchez, D. Z., Gil-Villaverde, J. F., (2012), “Experimental study on the effective width of flat slab structures under dynamic seismic loading”.
[15]	Jadhav, M. B., Patil, G. R., (2014), “Review on steel plate shear wall for tall buildings”, International Journal of Science and Research, Volume 3 Issue 5.
[16]	Harne, V. R., (2014), “Comparative study of strength of RC shear wall at different location on Multi-storied residential building”, International Journal of Civil Engineering Research, Volume 5, pp. 391-400.
[17]	Han, W. S., Park, Mi. Y., Kee, H. S., (2009), “Stiffness reduction factor for flat slab structures under lateral loads”, Journal of structural engineering.
[18]	Gupta, U., Ratnaparkhe, S., Gome, P., (2012), “Seismic behavior of building having flat slabs with Drops”, International Journal of Emerging Technology and Advanced Engineering, Volume 2, Issue 10.
[19]	Finzel, E. S., Jeffrey, T. M., Kenneth, R. D., Enkelmann, E., (2011), “Upper plate proxies for flat-slab subduction processes in southern Alaska”, Earth and Planetary Science Letters.
[20]	Mirzaei, Y., Sasani, M., (2008), “Post‐punching behavior of rc flat slabs: local failure system level progressive collapse analysis of structures”, This material is based upon work supported by the U. S. Department of Homeland Security under Award Number 2008-ST-061-ED0001.
[21]	Musmar, M. A., “Analysis of shear wall with openings using solid65 element”, Jordan Journal of Civil Engineering, Volume 7, No. 2, 2013.
[22]	Mohammed, Azam, S. K., Hosur, V., (2013), “Seismic performance evaluation of multistoried RC framed buildings with Shear wall”, International Journal of Scientific & Engineering Research Volume 4, Issue 1.
[23]	Patil, K. S., Gore, N. G., Salunke, P. J., (2013), “Optimum design of reinforced concrete flat slab with drop Panel”, International Journal of Recent Technology and Engineering, Vol. 2.
[24]	Pathan, K. M., Nakhwa, H., Choudhary, U., Yadav, N., Shaikh, k., (2013), “Effective height of Curtailed shear walls for high rise reinforced concrete buildings”, International Journal Of Engineering And Science, Vol. 3, Issue 3, PP 42-44.
[25]	Rahangdale, H., Satone, S. R., (2013), “Design and analysis of multistoried building with effect Of Shear Wall”, International Journal of Engineering Research and Applications, Vol. 3, pp 223-232.
[26]	Rahman, V. K., Mundhada, A. R., (2013), “Comparative study of rcc and prestressed concrete flat Slabs”, International Journal of Modern Engineering Research, Vol. 3, pp- 1727-1730.
[27]	Ramos, A., Lúcio, V., (2006), “Safety on punching of prestressed flat slabs”, Proceedings of the 2nd International Congress, Naples, Italy.
[28]	Sable, K. S., Ghodechor, V. A., B., Kandekar, S. B., (2012), “Comparative Study of Seismic Behavior of multistory flat slab and conventional reinforced concrete framed structure”, International Journal of Computer Technology and Electronics Engineering, Volume 2, Issue 3.
[29]	S. A., Bhuni, A D., Ramjiyani, B., (2011), “Solution of shear wall location in multi-storey building”, International Journal of civil and structural Engineering, Volume 2, No 2.
[30]	Sabouri J., Ziyaeifar M., (2009), “Shear walls with dispersed input energy dissipation potential”, Asian Journal of civil Engineering, VOL. 10, NO. 5, pp 593-609.
[31]	Sardar, S. J., Karadi, U. N., (2013), “Effect of change in shear wall location on storey drift of multi Storey building subjected to lateral loads”, International Journal of Innovative Research in Science Engineering and Technology, Vol. 2, Issue 9.
[32]	Sathawane, A. A., Deotale, R. S., (2011), “Analysis and design of flat slab and grid slab and their Cost comparison” International Journal of Engineering Research and Applications, Vol. 1 Issue 3, pp. 837-848.
[33]	Sumanth, Chowdary, P. V., SenthilPandian, M., (2014), “A comparative study on RCC structure with and without Shear Wall”, International Journal for Scientific Research & Development Vol. 2, Issue 02.
[34]	Galal1, K, El-Sokkary, H, (2008), “Advancement In Modeling Of Rc Shear Walls”, The 14th World Conference on Earthquake Engineering, Beijing, China.
[35]	Thorat, S. R., Salunk, e P. J., (2014), “Seismic behavior of multistorey shear wall frame versus Braced Concrete Frames”, International Journal of Recent Technology and Engineering, Volume-3, Issue-1.
[36]	Varma, M., Pendharkar, U., Sharma, R. K., (2012), “Experimental study to evaluate short-term Deflections for two-way RC slabs”, International Journal of civil and structural Engineering, Volume 2, No 3.
[37]	Islam, Mohammad Rafiqul; Ali, Abbas;Tahir, Mohammad Emran, (2017) “Study on the Concentration of Moment at Slab-column Joints Due to Presence of Shear Walls in Different Positions”, Journal of Civil, Construction and Environmental Engineering, Vol 2, Issue 5, pp: 140-146.

Cite This Article

Plain Text BibTeX RIS

APA Style

Abbas Ali, Mohammad Rafiqul Islam, Mohammad Emran Tahir. (2018). Study on the Moment Change at Slab-Column Joints Due to Shear Wall’s Length Variations. Science Research, 6(3), 39-47. https://doi.org/10.11648/j.sr.20180603.11

Copy | Download

ACS Style

Abbas Ali; Mohammad Rafiqul Islam; Mohammad Emran Tahir. Study on the Moment Change at Slab-Column Joints Due to Shear Wall’s Length Variations. Sci. Res. 2018, 6(3), 39-47. doi: 10.11648/j.sr.20180603.11

Copy | Download

AMA Style

Abbas Ali, Mohammad Rafiqul Islam, Mohammad Emran Tahir. Study on the Moment Change at Slab-Column Joints Due to Shear Wall’s Length Variations. Sci Res. 2018;6(3):39-47. doi: 10.11648/j.sr.20180603.11

Copy | Download

@article{10.11648/j.sr.20180603.11,
  author = {Abbas Ali and Mohammad Rafiqul Islam and Mohammad Emran Tahir},
  title = {Study on the Moment Change at Slab-Column Joints Due to Shear Wall’s Length Variations},
  journal = {Science Research},
  volume = {6},
  number = {3},
  pages = {39-47},
  doi = {10.11648/j.sr.20180603.11},
  url = {https://doi.org/10.11648/j.sr.20180603.11},
  eprint = {https://article.sciencepublishinggroup.com/pdf/10.11648.j.sr.20180603.11},
  abstract = {A ten-storied building with length variations of shear walls, which are perpendicular to the lateral load acting on the building, has been studied here. The finite element based software, ETABS (version 9.6) has been used for determining the moment at different area objects due to the lateral load and Simpson’s one-third rule has been used to calculate the line moment from mesh area. Five different shear wall lengths- 4.5ft, 5.5ft, 6.67ft, 7.5ft and 8.5ft, are included here. The study shows that, moment in magnitude has been increased with the increasing of shear wall length but the percentage of total moment passed through the column strip is decreased and vice versa for middle strip. The moment in magnitude at column strip decrease by increasing of shear wall length but the optimum length will be 33% (approximate) of total span. The moment percentage of column strip moment passing through effective (c+3h) strip decreases by increasing of shear wall length.},
 year = {2018}
}

Copy | Download

TY  - JOUR
T1  - Study on the Moment Change at Slab-Column Joints Due to Shear Wall’s Length Variations
AU  - Abbas Ali
AU  - Mohammad Rafiqul Islam
AU  - Mohammad Emran Tahir
Y1  - 2018/07/10
PY  - 2018
N1  - https://doi.org/10.11648/j.sr.20180603.11
DO  - 10.11648/j.sr.20180603.11
T2  - Science Research
JF  - Science Research
JO  - Science Research
SP  - 39
EP  - 47
PB  - Science Publishing Group
SN  - 2329-0927
UR  - https://doi.org/10.11648/j.sr.20180603.11
AB  - A ten-storied building with length variations of shear walls, which are perpendicular to the lateral load acting on the building, has been studied here. The finite element based software, ETABS (version 9.6) has been used for determining the moment at different area objects due to the lateral load and Simpson’s one-third rule has been used to calculate the line moment from mesh area. Five different shear wall lengths- 4.5ft, 5.5ft, 6.67ft, 7.5ft and 8.5ft, are included here. The study shows that, moment in magnitude has been increased with the increasing of shear wall length but the percentage of total moment passed through the column strip is decreased and vice versa for middle strip. The moment in magnitude at column strip decrease by increasing of shear wall length but the optimum length will be 33% (approximate) of total span. The moment percentage of column strip moment passing through effective (c+3h) strip decreases by increasing of shear wall length.
VL  - 6
IS  - 3
ER  -

Copy | Download

Author Information

Abbas Ali

Department of Civil and Environmental Engineering, Shahjalal University of Science and Technology, Sylhet, Bangladesh
Mohammad Rafiqul Islam

Department of Civil and Environmental Engineering, Shahjalal University of Science and Technology, Sylhet, Bangladesh
Mohammad Emran Tahir

Department of Civil and Environmental Engineering, Shahjalal University of Science and Technology, Sylhet, Bangladesh

Download PDF

Sections

Plain Text BibTeX RIS

APA Style

Abbas Ali, Mohammad Rafiqul Islam, Mohammad Emran Tahir. (2018). Study on the Moment Change at Slab-Column Joints Due to Shear Wall’s Length Variations. Science Research, 6(3), 39-47. https://doi.org/10.11648/j.sr.20180603.11

Copy | Download

ACS Style

Abbas Ali; Mohammad Rafiqul Islam; Mohammad Emran Tahir. Study on the Moment Change at Slab-Column Joints Due to Shear Wall’s Length Variations. Sci. Res. 2018, 6(3), 39-47. doi: 10.11648/j.sr.20180603.11

Copy | Download

AMA Style

Abbas Ali, Mohammad Rafiqul Islam, Mohammad Emran Tahir. Study on the Moment Change at Slab-Column Joints Due to Shear Wall’s Length Variations. Sci Res. 2018;6(3):39-47. doi: 10.11648/j.sr.20180603.11

Copy | Download

@article{10.11648/j.sr.20180603.11,
  author = {Abbas Ali and Mohammad Rafiqul Islam and Mohammad Emran Tahir},
  title = {Study on the Moment Change at Slab-Column Joints Due to Shear Wall’s Length Variations},
  journal = {Science Research},
  volume = {6},
  number = {3},
  pages = {39-47},
  doi = {10.11648/j.sr.20180603.11},
  url = {https://doi.org/10.11648/j.sr.20180603.11},
  eprint = {https://article.sciencepublishinggroup.com/pdf/10.11648.j.sr.20180603.11},
  abstract = {A ten-storied building with length variations of shear walls, which are perpendicular to the lateral load acting on the building, has been studied here. The finite element based software, ETABS (version 9.6) has been used for determining the moment at different area objects due to the lateral load and Simpson’s one-third rule has been used to calculate the line moment from mesh area. Five different shear wall lengths- 4.5ft, 5.5ft, 6.67ft, 7.5ft and 8.5ft, are included here. The study shows that, moment in magnitude has been increased with the increasing of shear wall length but the percentage of total moment passed through the column strip is decreased and vice versa for middle strip. The moment in magnitude at column strip decrease by increasing of shear wall length but the optimum length will be 33% (approximate) of total span. The moment percentage of column strip moment passing through effective (c+3h) strip decreases by increasing of shear wall length.},
 year = {2018}
}

Copy | Download

TY  - JOUR
T1  - Study on the Moment Change at Slab-Column Joints Due to Shear Wall’s Length Variations
AU  - Abbas Ali
AU  - Mohammad Rafiqul Islam
AU  - Mohammad Emran Tahir
Y1  - 2018/07/10
PY  - 2018
N1  - https://doi.org/10.11648/j.sr.20180603.11
DO  - 10.11648/j.sr.20180603.11
T2  - Science Research
JF  - Science Research
JO  - Science Research
SP  - 39
EP  - 47
PB  - Science Publishing Group
SN  - 2329-0927
UR  - https://doi.org/10.11648/j.sr.20180603.11
AB  - A ten-storied building with length variations of shear walls, which are perpendicular to the lateral load acting on the building, has been studied here. The finite element based software, ETABS (version 9.6) has been used for determining the moment at different area objects due to the lateral load and Simpson’s one-third rule has been used to calculate the line moment from mesh area. Five different shear wall lengths- 4.5ft, 5.5ft, 6.67ft, 7.5ft and 8.5ft, are included here. The study shows that, moment in magnitude has been increased with the increasing of shear wall length but the percentage of total moment passed through the column strip is decreased and vice versa for middle strip. The moment in magnitude at column strip decrease by increasing of shear wall length but the optimum length will be 33% (approximate) of total span. The moment percentage of column strip moment passing through effective (c+3h) strip decreases by increasing of shear wall length.
VL  - 6
IS  - 3
ER  -

Copy | Download