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Design of shear wall

 
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ykalamkar
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Joined: 26 Jan 2003
Posts: 108
Location: Nagpur

PostPosted: Mon Nov 26, 2012 5:41 am    Post subject: Design of shear wall Reply with quote

Dear Sefians,
I have one doubt. How to design a shear wall? We are normally designing the shear wall as per IS 13920. However, as it is column also, and if we design it as a column for the same forces, steel required is very high as compared to wall desing. which is the correct method?
Yogesh Kalamkar
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thirumalaichettiar
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Joined: 26 Jan 2003
Posts: 3459

PostPosted: Mon Nov 26, 2012 5:55 am    Post subject: Reply with quote

Dear Er.Yogesh Kalamkar,

Can you post an example how did you design normally the shear wall as per IS 13920? Also the column design?
A comparative statement showing the steel quantity for both.

If you post experts can review your procedure and inform/suggest how to proceed.

T.RangaRajan.
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gautam chattopadhyay
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Joined: 17 Feb 2009
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PostPosted: Wed Nov 28, 2012 9:42 am    Post subject: Design of shear wall Reply with quote

A structural element is to be designed for the forces it is supposed to experience. A structural element is not designed looking at name or surname. A shear wall is a RCC section subjected to direct load and moment. Hence reinforcement is to be provided following same interaction as done in column. In addition the shear walls will share the total storey shear hence lateral reinforcement is to be added for this shear also.

On Mon, Nov 26, 2012 at 11:11 AM, ykalamkar <forum@sefindia.org (forum@sefindia.org)> wrote:
Quote:
           Dear Sefians,
I have one doubt. How to design a shear wall? We are normally designing the shear wall as per IS 13920. However, as it is column also, and if we design it as a column for the same forces, steel required is very high as compared to wall desing. which is the correct method?
Yogesh Kalamkar
     



     


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B.V.Harsoda
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Joined: 19 Jan 2009
Posts: 2295
Location: RAJKOT,GUJARAT, INDIA

PostPosted: Wed Nov 28, 2012 10:50 pm    Post subject: Reply with quote

Papers Links:-


ULTIMATE STRENGTH AND STRAIN OF CONCRETE STRUSTS IN IN-FILLED
WALL PANELS OF FRAMED SHEARWALLS
http://www.iitk.ac.in/nicee/wcee/article/0192.pdf

SHEARWALL FRAME INTERACTION UNDER EARTHQUAKE MOTION
http://www.iitk.ac.in/nicee/wcee/article/7_vol5_689.pdf

ANALYSIS OF SHEARWALL-FRAME SYSTEMS
http://www.iitk.ac.in/nicee/wcee/article/6_vol2_1191.pdf


Regards,
Er. B. V. Harsoda
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B.V.Harsoda
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Joined: 19 Jan 2009
Posts: 2295
Location: RAJKOT,GUJARAT, INDIA

PostPosted: Wed Nov 28, 2012 10:53 pm    Post subject: Reply with quote

SEISMIC PERFORMANCE OF MULTI-STORY SHEARWALL WITH AN
ADJACENT FRAME CONSIDERING UPLIFT OF FOUNDATION
Kyohei Mori
1
,
Kyohei Murakami
2
,
Masanobu Sakashita
3
,
Susumu Kono
4
and Hitoshi Tanaka
5
1
Graduate Student, Dept. of Architectural Engineering , Kyoto University
2
Structural Engineer, Kajima Co.
3
Assistant Professor, Dept. of Architecture and Architectural Engineering, Kyoto University
4
Associate Professor, Dept. of Architecture and Architectural Engineering, Kyoto University
5
Professor, Disaster Prevention research Institute, Kyoto University
Email: rc.mori@archi.kyoto-u.ac.jp, sakashita@archi.kyoto-u.ac.jp , kono@archi.kyoto-u.ac.jp
ABSTRACT :
Reinforced concrete wall-frame structures are widely used for buildings. When such structures are subjected to severe earthquakes, rocking and sway motions can be observed at the base of these structures. As a result, foundations supporting rigid structural wall could be uplifted under certain circumstances. It is widely known that the uplift of foundations reduces the damage of structural wall but additional rotation of structural wall causes significant damage to the adjacent frame. The experimental studies dealing with such foundation uplift are not enough so far to establish a rational evaluation method for the performance based design. In order to study the basic performance relating to the uplift of structural walls, a static loading test was conducted using a
40% scale specimen consisting of a multi-story structural wall and an adjacent frame. Based on the test results, restoring force characteristics, energy dissipation capacity, etc. were evaluated, and the shear resisting mechanism was assessed to explain the observed damage propagation. The foundation of the test specimen was
free to uplift and the applied horizontal shear force was equilibrated by friction between the specimen and the reaction floor. The damage of the specimen concentrated on the adjacent frame and the structural wall had a minor damage with few cracks. A frame analysis considering the uplift of foundation was also conducted, where the numerical model accurately simulated the envelope curve of the restoring force versus drift angle
relations.  
SOURCE LINK:-
http://www.iitk.ac.in/nicee/wcee/article/14_05-01-0242.PDF

Regards,
Er. B. V. Harsoda
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B.V.Harsoda
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Joined: 19 Jan 2009
Posts: 2295
Location: RAJKOT,GUJARAT, INDIA

PostPosted: Wed Nov 28, 2012 10:56 pm    Post subject: Reply with quote

INVESTIGATION OF SEISMIC BEHAVIOR OF REINFORCED
CONCRETE SHEARWALL BUILDING FRAMES SUBJECTED TO
GROUND MOTIONS FROM THE 1999 TURKISH EARTHQUAKES
B. Ozturk
1
1
Assistant Professor, Dept. of Civil Engineering , Nigde University, Nigde.Turkey
Email: bakiozturk@nigde.edu.tr , bakiozturk1@yahoo.com  
ABSTRACT :
In this study, the seismic behavior of reinforced concrete shearwall frames subjected to ground motions from the 1999 Turkish Earthquakes are investigated. The shearwall frames constitute a shearwall building proposed for Turkey with two different frames in the EW and the NS directions, respectively. These framesareanalyzed for selected effective ground motions recorded during both Marmara Earthquake (August 17th, 1999) and Duzce Earthquake (November 12th, 1999). The analyses are conducted using both static and dynamic analyses procedures. The static analysis procedure provides an instrument to define the base shear shear strength coefficient, Cy   of the shearwall frames while the dynamic analysis procedure helps to define the corresponding seismic response of the building. The nonlinear displacement response histories of the proposed shearwall frames subjected to the ground motions recorded during the 1999 Turkish earthquakes are evaluated. The base shear strength coefficient, Cy values of the shearwall frames, which are 32% in the EW direction and 34% in the NS direction, are comparatively high. The calculated relatively low displacement response values emphasize that the application of shearwall frames provides a positive impact in the seismic performance of the building structures located in seismically active regions in Turkey.
Source Link:-
http://www.iitk.ac.in/nicee/wcee/article/14_05-01-0409.PDF
Regards,
Er. B. V. Harsoda
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B.V.Harsoda
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Joined: 19 Jan 2009
Posts: 2295
Location: RAJKOT,GUJARAT, INDIA

PostPosted: Wed Nov 28, 2012 11:00 pm    Post subject: Reply with quote

COMPARISON OF PRACTICAL APPROACHES FOR MODELLING
SHEARWALLS IN STRUCTURAL ANALYSES OF BUILDINGS
J. KUBIN
1
, Y. M. FAHJAN
2
and M. T. TAN
3
1
Civil Engineer (M.Sc), Prota Engineering Ltd., METU Technopolis, Ankara, Turkey
Email: jkubin@prota.com.tr
2
Assistant Professor, Department of Earthquake and Structural Science, Gebze Institute of Technology, 41400
Gebze, Kocaeli, Turkey, fahjan@gyte.edu.tr
3
Civil Engineer, Prota Engineering, METU Technopolis, Ankara, Turkey
Email: mustafa.tan@prota.com.tr
ABSTRACT:
Modeling shearwalls is very important issue for static and dynamic analyses of building structures. For the purpose of finite elements modelling, different techniques utilizing either shell elements or combination of frame elements can be used. Shell ementsformulations generally consist of out-of-plane (plate) and in-plane (membrane) degrees of freedom. The membrane element with drilling degrees of freedom was a challenge for the engineering community for many decades. The membrane elements generally combined with plate elements to form a “shell element” that has six degrees of freedom at each node and an in-plane rotational degree of freedom, which makes it compatible with three-dimensional beam-type finite element. This approach was successful and many analysis software have adopted various formulations for the shell elements. In practical
engineering, although the shell element appears to have full compatibility with three-dimensional beam element, some limitations in the formulation were  identified. Although drilling rotations allow introducing external loads in the form of drilling moments, analytical results show inconsistency and sensitivity to mesh sizes and loading conditions. In this study, different  approaches of modeling the shearwalls in structural analyses of buildings are discussed and compared. The effect of mesh size of shell elements on the bending
moment of attached beams will be emphasized and different practical solution will be investigated.

Source link:-
http://www.iitk.ac.in/nicee/wcee/article/14_05-01-0524.PDF
Regards,
Er. B. V. Harsoda
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