Fw2510721076

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Fw2510721076

  1. 1. P. S. Kumbhare, A. C. Saoji / International Journal of Engineering Research and Applications (IJERA) ISSN: 2248-9622 www.ijera.com Vol. 2, Issue 5, September- October 2012, pp.1072-1076 Effectiveness of Changing Reinforced Concrete Shear Wall Location on Multi-storeyed Building P. S. Kumbhare1, A. C. Saoji2 1-Post Graduate Student in Structural Engineering, 2-Associate Professor, Civil Engineering Department, Babasaheb Naik College of Engineering, Pusad- 445215, Maharashtra Sant Gadge Baba Amravati University, Amravati, Maharashtra 444602ABSTRACT Shear wall is one of the most commonly one model for bar frame type residential buildingused lateral load resisting in high rise building. and four models for dual type structural system areShear wall has high in plane stiffness and generated with the help of ETAB and effectivenessstrength which can be used to simultaneously has been checked.resist large horizontal load and support gravityload. The scope of present work is to study the 2. BUILDING DISCRIBTIONeffect of seismic loading on placement of shear A Building considered is the residentialwall in medium rise building at different building having (G+11) stories. Height of each storyalternative location. The residential medium rise is 3.1m. Other details are given below.building is analyzed for earthquake force byconsidering two type of structural system. i.e. Zone IIIFrame system and Dual system. Effectiveness ofshear wall has been studied with the help of four Response Reduction Factor 5different models. Model one is bare frame Importance Factor 1structural system and other four models are dualtype structural system. Analysis is carried out by Soil Condition Mediumusing standard package ETAB. The comparisonof these models for different parameters like Height of Building 38.7 mShear force, Bending Moment, Displacement,Storey Drift and Story Shear has been presented Depth Of foundation 1.5 mby replacing column with shear wall.Keywords: - Effectiveness, Frame Structure, Size of Column:-Location, Shear Wall, Structural System, Muilt-storyed Building. Interior column 500mm x 500mm1. INTRODUCTION Reinforced concrete shear walls are used in Side column 300mm x600mmbuilding to resist lateral force due to wind andearthquakes. They are usually provided between Corner column 500mm x500mmcolumn lines, in stair wells, lift wells, in shafts that Size of Beam 300mm x 450mmhouse other utilities. Shear wall provide lateral loadresisting by transferring the wind or earthquake load Thickness of slab 150 mmto foundation. Besides, they impart lateral stiffnessto the system and also carry gravity loads. Thickness of Shear wall 230 mmReinforced concrete framed buildings are adequatefor resisting both the vertical and horizontal load. Live Load 3 KN / m2However, when buildings are tall, beam and columnsizes are quite heavy. So there is lot of congestion at Floor Finish 1 KN / m 2these joint and it is difficult to place and vibrateconcrete at these place and displacement is quite Material Properties Concreteheavy which induces heavy forces in member. Shear Grade M20wall behave like flexural members. They are usuallyused in tall building to avoid collapse of buildings. Steel Grade FeShear wall may become imperative from the point of 415view of economy and control of lateral deflection.When shear wall are situated in advantageouspositions in the building they can form an efficientlateral force resisting system. In this present paper 1072 | P a g e
  2. 2. P. S. Kumbhare, A. C. Saoji / International Journal of Engineering Research and Applications (IJERA) ISSN: 2248-9622 www.ijera.com Vol. 2, Issue 5, September- October 2012, pp.1072-1076 Figure. 2: Model IFigure.1 : Structural Plane3. MODELLING AND ANALYSIS Building is modeled using stander packageETAB. Beams and columns are modeled as twonoded beam elements with six DOF at each node.Shear wall are modeled using shell element.Equivalent static analysis or linear static analysis isperformed on models. Based on analysis resultparameters such as bending moment, shear force incolumn, displacement, storey drift and storey shearare compared for each model. The following modelshave been considered.Model I :- Bare frame without shear wall.Model II :- Dual type structural system withchannel shape of shear wallModel III :- Dual type structural system with Lshape of shear wall.Model IV :- Dual type structural system withrectangular Figure.3 : Model IIShape of shear wall.Model V :- Dual type structural system with Boxshape of shear wall. 1073 | P a g e
  3. 3. P. S. Kumbhare, A. C. Saoji / International Journal of Engineering Research and Applications (IJERA) ISSN: 2248-9622 www.ijera.com Vol. 2, Issue 5, September- October 2012, pp.1072-1076Figure.4 : Model III Figure. 6 : Model V 4. RESULT AND DISCUSSION 4.1 Lateral Displacement Lateral Displacement of models at each floor level is shown in Fig. 7 DISPLACEMENT ALONG X 70 Displacement(mm) 60 50 V 40 30 IV 20 III 10 0 II ROOF 3 9 10 11 1 2 4 5 6 7 8 I Storey Figure 7: Lateral Displacement Figure.5 : Model IV 1074 | P a g e
  4. 4. P. S. Kumbhare, A. C. Saoji / International Journal of Engineering Research and Applications (IJERA) ISSN: 2248-9622 www.ijera.com Vol. 2, Issue 5, September- October 2012, pp.1072-1076 4.3 Storey Shear DISPLACEMENT ALONG Y 80 Storey Shear for different models are as shown in Displacement (mm) figure.9 60 V 40 STOREY SHEAR-X IV 20 III 10000 0 v Storey Shear II 8000 I 6000 IV Storey 4000 III 2000 II Figure 8: Lateral Displacement 0 I R 1110 9 8 7 6 5 4 3 2 1 From result observed that the displacement of Model II, Model V reduced up to 20-30 % as compared Storey with bare frame model. Where as in model III and IV maximum displacement also reduced up to 30-50 Figure 11: Storey Shear % as compared with bare frame. STOREY SHEAR - Y 4.2 Storey Drift 10000 Storey Drift for different models as shown in figure. 8000 Storey Shear 8. V 6000 IV STOREY DRIFT ALONG X 4000 III 2.5 2000Storey Drift (mm) II 2 V 0 1.5 I IV R 10 8 6 4 2 1 III Storey 0.5 II 0 Figure 12: Storey Shear R… I 10 11 1 2 3 4 5 6 7 8 9 Storey 4.4 Bending Moment And Shear Force in column Maximum Bending Moment and shear Figure 9: Storey Drift force in column as shown in Fig. It is observed that shear force decreases up to 75-85 % in model II, STOREY DRIFT ALONG Y model III, model V as compared to the bare frame 2.5 and bending moment up to 75-90 % decreases is observed.Storey Drift (mm) 2 V SHEAR FORCE (ELX) 1.5 IV 25 Shear Force (KN) 1 III 20 0.5 II 15 0 I 10 R… 10 11 1 2 3 4 5 6 7 8 9 5 Storey 0 Figure 10: Storey Drift I II III IV v From result observed that drift is increased as height Models of building increased and reduced at top floor. Figure 13: Shear Force (ELX) 1075 | P a g e
  5. 5. P. S. Kumbhare, A. C. Saoji / International Journal of Engineering Research and Applications (IJERA) ISSN: 2248-9622 www.ijera.com Vol. 2, Issue 5, September- October 2012, pp.1072-1076 residential building shear walls can be used as a SHEAR FORCE primary vertical load carrying element, thus serving 25 the load and dividing space. The frame type Shear force(KN) 20 structural system become economical as compared to the dual type structural system can be used for 15 medium rise residential building situated in high 10 seismic zone. 5 0 REFERENCES I II III IV V [1] Anshumn. S, Dipendu Bhunia, Bhavin Models Rmjiyani (2011), “Solution of shear wall location in Multi-storey building.” International Journal of Civil Engineering Figure 14: Shear Force (ELY) ,Vol. 9, No.2Pages 493-506. [2] M. Asharaf, Z. A. Siddiqi, M. A. Javed, Bending Moment “Configuration of Multi-storey building subjected to lateral forces”. Asian Journal of Civil Engineering (Building & Housing), Vol. BENDING MOMENT (ELX) 9, No. 5 Pages 525-537. 30 [3] Manoj S., Medhekar Sudhir K. Jain, “SeismicBending Moment (KNm) 25 behaviour design and detailing of RC shear 20 walls, Part1:- Bhaviour and Strength”. Indian 15 Concrete Journal July 1993. [4] R. Sudarshan Brahma, Kaustubh Dasgupta, 10 “Influence of structural wall area ratio on 5 seismic design of reinforced concrete wall- 0 frame building”, International Journal of I II III IV v Earth Science and Engineering, ISSN 0974- 5904, Volume 04, No.06 SPL, 2011, Pages Models 560-564. [5] R. S. Londhe, A. P. Chavan, “Behaviour of Figure 15: Bending Moment (ELX) building frames with steel plate shear walls”. Asian Journal of civil Engineering, Vol.11, BENDING MOMENT No.1 (2010), Pages 95-102. [6] Shrikhande Manish, Agrawal Pankaj (2010), 25 “Earthquake Resistant Design Structures.” Bending Moment (KNm) 20 PHI Learning Private Limited New Delhi. 15 [7] Duggal S. K.(2010), “ Earthquake Resistant 10 Design Structues”. Oxfored University press 5 YMCA library building, Jai Singh road, New 0 Delhi. [8] Breau of India Standard, Is-1893, Part 1 I II III IV V (2002), “Criteria for earthquake resistant Models design of structures.” Part 1 General Provision and building, New Delhi, India. [9] Bureau of Indian Standard, IS-456(2000), Figure 16: Bending Moment (ELY) “Plain and Reinforced Concrete Code of Practice”. 5. CONCLUSION From above results it is clear that shear wall frame interaction systems are very effective in resisting lateral forces induced by earthquake. The study indicates the significant effect on shear force and bending moment of column at different levels of the building by shifting the shear wall location. Placing shear wall away from center of gravity resulted in increase in the most of the members forces. It follows that shear walls should be coinciding with the centroid of the building. For 1076 | P a g e

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