Shear wall surface systems are just one of one of the most frequently utilized side tons standing up to systems in skyscrapers. Shear wall surfaces have really high in aircraft tightness as well as toughness, which can be utilized to concurrently stand up to big straight lots and also assistance gravity tons, making them fairly helpful in numerous architectural design applications. There are great deals of literary works offered to make and also evaluate the shear wall surface. Nonetheless, the choice concerning the place of shear wall surface in multi-storey structure is very little talked about in any kind of literary works. In this paper, as a result, major emphasis is to establish the option for shear wall surface area in multi-storey structure. In this research, a G+ 10 storied strengthened concrete (RC) structure with differing ground incline as 0º, 5º, 10º, 15º and also 20º without shear wall surfaces and also including shear wall surfaces symmetrically in strategy and also at outer edges have actually been thought about for the evaluation. Structures are made according to IS 456:2000 and also later on based on quake tons. The modelling and also evaluation of the structure has actually been lugged by Liner Static, Linear Dynamic evaluation (Response Spectrum and also Linear Time History evaluation) making use of framework evaluation device SAP 2000. The primary goal is to comprehend the behavior of the structure on sloping ground for the impact of differing elevation of the column in lower floor and also different placements of shear wall surfaces as well as to examine the performance of shear wall surface on sloping ground

Gopi, T

Kumar, K Kiran

International Journal of Innovative Technology and Research (IJITR)

T Gopi* et al.  (IJITR) INTERNATIONAL JOURNAL OF INNOVATIVE TECHNOLOGY AND RESEARCH Volume No.6, Issue No.6, October - November 2018, 9066-9070 2320 –5547 @ 2013-2018 http://www.ijitr.com All rights Reserved. Page | 9066 Design And Retrenchment Of High Raise Building With Shear Walls T GOPI M.Tech Student, Department Of CIVIL, Priyadarshini Institute of Technology & Science, Chintalapudi, Tenali, A.P, India. K KIRAN KUMAR Assistant Professor, Department Of CIVIL, Priyadarshini Institute of Technology & Science, Chintalapudi, Tenali, A.P, India. Abstract: Shear wall surface systems are just one of one of the most frequently utilized side tons standing up to systems in skyscrapers. Shear wall surfaces have really high in aircraft tightness as well as toughness, which can be utilized to concurrently stand up to big straight lots and also assistance gravity tons, making them fairly helpful in numerous architectural design applications. There are great deals of literary works offered to make and also evaluate the shear wall surface. Nonetheless, the choice concerning the place of shear wall surface in multi-storey structure is very little talked about in any kind of literary works. In this paper, as a result, major emphasis is to establish the option for shear wall surface area in multi-storey structure. In this research, a G+ 10 storied strengthened concrete (RC) structure with differing ground incline as 0º, 5º, 10º, 15º and also 20º without shear wall surfaces and also including shear wall surfaces symmetrically in strategy and also at outer edges have actually been thought about for the evaluation. Structures are made according to IS 456:2000 and also later on based on quake tons. The modelling and also evaluation of the structure has actually been lugged by Liner Static, Linear Dynamic evaluation (Response Spectrum and also Linear Time History evaluation) making use of framework evaluation device SAP 2000. The primary goal is to comprehend the behavior of the structure on sloping ground for the impact of differing elevation of the column in lower floor and also different placements of shear wall surfaces as well as to examine the performance of shear wall surface on sloping ground. Keywords: Shear Seismic Strength; Linear Static Method; Shear Failure; Nonlinear Static Analysis;   I. INTRODUCTION Usually shear wall surface can be specified as architectural upright participant that has the ability to stand up to mix of shear, minute as well as axial tons generated by side lots as well as gravity lots transfer to the wall surface from various other architectural participant. Strengthened concrete wall surfaces, that include lift wells or shear wall surfaces, are the typical demands of Multi Storey Buildings. Layout by synchronizing centred and also mass centre of the structure is the perfect for a Structure. An intro of shear wall surface stands for a structurally reliable option to tense a structure architectural system due to the fact that the primary feature of a shear wall surface is to boost the strength for side lots resistance. In modern-day high structures, shear wall surfaces are generally made use of as an upright architectural component for withstanding the side tons that might be generated by the result of wind and also quakes which create the failing of framework as displayed in number Shear wall surfaces of differing samples i.e. rectangle-shaped forms to much more uneven cores such as network, T, L, weights form, box and so on can be utilized. Arrangement of wall surfaces assists to split a confine area, whereas of cores to consist of as well as communicate solutions such as lift. Wall surface openings are undoubtedly needed for home windows in outside wall surfaces as well as for doors or passages in internal wall surfaces or in lift cores. The dimension as well as area of openings might differ from building as well as practical viewpoint. Making use of shear wall surface framework has actually obtained appeal in high building framework, specifically in the building and construction of solution home or workplace/ industrial tower. Quakes show susceptability of different insufficient frameworks, every single time they happen. The lessons educated from the results of quakes as well as the research study functions being executed in research laboratories offer much better understanding concerning the efficiency of the framework and also their parts. Damages in enhanced concrete framework was generally credited to the poor describing of support, absence of transverse steel and also arrest of concrete in architectural components. Normal failings were breakable in nature, showing insufficient capability to dissipate and also soak up inelastic power. This demands a much better understanding of the layout as well as describing of the enhanced concrete frameworks under numerous sorts of loading. In modern-day high structures, shear wall surfaces are typically made use of as an upright architectural component for withstanding the side tons that might be generated by the result of wind as well as quakes. T Gopi* et al.  (IJITR) INTERNATIONAL JOURNAL OF INNOVATIVE TECHNOLOGY AND RESEARCH Volume No.6, Issue No.6, October - November 2018, 9066-9070 2320 –5547 @ 2013-2018 http://www.ijitr.com All rights Reserved. Page | 9067  Fig.1.1. Flow of seismic inertia forces. II. RELATED STUDY An earthquake may be defined as a wave-like motion generated by forces in constant turmoil under the surface layer of the earth (the lithosphere), travelling through the earth’s crust. It may also be defined as the vibration, sometimes violent, of the earth’s surface as a result of release of energy in the earth’s crust. This release of energy can be caused by sudden dislocations of segment of the crust, volcanic eruptions or even explosions created by humans.  Dislocations of crust segments, however, lead to the most destructive quakes. In the process of dislocation, vibrations called seismic waves are generated. The present buildings, which were designed and constructed according to earlier code provisions, do not satisfy requirements of current seismic code and design practices. Therefore it is essential to safe unacceptable hazards to property and life of occupants, posed during future expecting earthquake. The safety of hazards is possible by means of seismic evaluation and performance, retrofitting of inadequate existing building structures. Framed buildings are getting pace in sloped areas particularly in hills, because of increased population and the land value. And thus, many of them are constructed on slopes and curved grounds. Shear walls meeting each other at right angles result in flanged configurations and are referred to as flanged walls. In such cases, a portion of the intersecting wall can be treated as a flange of the shear wall (e.g., as an I-section or a T-section). Such walls are normally required to resist earthquake forces in both principal directions of the building. The flanges will considerably boost the moment capacity of tall cantilever shear wall. Hence the shear resistance of their webs may become a critical design item. The large demand for web reinforcement can be conveniently met by using steel with higher yield strength. Efficiency of shear walls is described in terms of rigidity (or stiffness). Solid shear walls are most efficient so it is highly desirable. Often openings are required in shear walls for functional necessity (e.g., doors and windows); such walls are referred to as perforated (i.e., wall with openings). The portion of a shear wall between two adjacent openings is called a pier, whereas, the segment of shear wall above the adjacent openings is called a spandrel or a beam. A shear wall with openings can be analysed as a frame composed of short stiff wall segments (also called piers). In many shear walls, a regular pattern of windows or doors, or both, is required for functional considerations. In such cases, the walls between the openings may be interconnected by spandrels (or beams), resulting in coupled shear walls. The connecting elements (i.e., beams) between coupled shear walls typically require horizontal and vertical reinforcement to transfer shear from one segment of the wall to the other. When the connecting elements are incapable of transferring shear from one shear wall to the other, the walls are referred to as non-coupled and can be analysed as cantilevers fixed at the base. III. METHODOLOGY Just like reinforced concrete (RC) beams and columns, RC shear walls also perform much better if designed to be ductile. Overall geometric proportions of the wall, types and amount of reinforcement, and connection with remaining elements in the building help in improving the ductility of walls. The Indian Standard Ductile Detailing Code for RC members (IS: 13920-1993) provides special design guidelines for ductile detailing of shear walls. Shear walls are oblong in cross-section, i.e., one dimension of the cross-section is much larger than the other. While rectangular cross-section is common, L- and U-shaped sections are also used. Thin-walled hollow RC shafts around the elevator core of buildings also act as shear walls, and should be taken advantage of to resist earthquake forces. Steel reinforcing bars are to be provided in walls in regularly spaced vertical and horizontal grids. The vertical and horizontal reinforcement in the wall can be placed in one or two parallel layers called curtains. Horizontal reinforcement needs to be anchored at the ends of walls. The minimum area of reinforcing steel to be provided is 0.0025 times the cross-sectional area, along each of the horizontal and vertical directions. This vertical reinforcement should be distributed uniformly across the wall cross-section. T Gopi* et al.  (IJITR) INTERNATIONAL JOURNAL OF INNOVATIVE TECHNOLOGY AND RESEARCH Volume No.6, Issue No.6, October - November 2018, 9066-9070 2320 –5547 @ 2013-2018 http://www.ijitr.com All rights Reserved. Page | 9068  Fig.3.1. Reinforced shear walls in buildings. Earthquake or seismic analysis is a subset of structural analysis which involves the calculation of the response of a structure subjected to earthquake excitation. After selecting the structural model, it is possible to perform analysis to determine the seismically induced forces in the structures. The analysis can be performed on the basis of the external action, the behaviour of the structure or structural materials and the type of structural model selected. The analysis of the process can be classified as linear static analysis, linear dynamic analysis, non- linear static analysis and non linear dynamic analysis. In this chapter linear static analysis, response spectrum and linear time history are discussed. The models for analysis are generated through the structural software SAP 2000 and analysis is carried by three analysis methods, i.e., linear static analysis, response spectrum analysis and linear time history analysis. The design of buildings to resist earthquakes involves controlling the damage to acceptable levels at a reasonable cost. Earthquake-resistant design is therefore concerned about ensuring that the damages in buildings during earthquakes are of the acceptable variety, and also that they occur at the right places and in right amounts. Ductility is one of the most important factors affecting the building performance. Thus, earthquake-resistant design strives to predetermine the locations where damage takes place and then to provide good detailing at these locations to ensure ductile behaviour of the building. Seismic codes are unique to a particular region or country. In India, IS 1893(Part 1): 2002 is the main code that provides outline for calculating seismic design force. This force depends on the mass and seismic coefficient of the structure and the latter in turn depends on properties like seismic zone in which structure lies, importance of the structure, its stiffness, the soil on which it rests, and its ductility. IS 1893(Part1):2002 deals with assessment of seismic loads on various structures and buildings. Depending on the height of the structure and zone to which it belongs, type of analysis i.e., static analysis or dynamic analysis is performed. Basic theory includes the idealization of whole structure into a lumped mass at each floor level. Quite a few methods are available for the earthquake analysis of buildings; two of them are presented here: 1.  Linear static analysis 2.  Linear dynamic analysis  i. Response spectrum method. ii. Linear Time history method. LINEAR STATIC ANALYSIS  In the equivalent static method, the lateral force equivalent to the design basis earthquake is applied statically. The equivalent lateral forces at each storey level are applied at the design ‘centre of mass’ locations. It is located at the design eccentricity from the calculated ‘centre of rigidity (or stiffness)’.  Vb = Ah W DYNAMIC ANALYSIS: Dynamic analysis shall be performed to obtain the design seismic force, and its distribution to different levels along the height of the building and to the various lateral load resisting elements, for the following buildings: Regular buildings: Those greater than 40m in height in zones IV and V, those greater than 90m in height in zone II and III.  Irregular buildings: All framed buildings higher than 12m in zones IV and V, and those greater than 40m in height in zones II and III.  IV. EXPERIMENTAL ANALYSIS Only seldom will a single cantilever wall be called upon to resist the whole of the lateral load acting upon a multistorey structure. It is more 1ikely that a number of such walls wi1l share in the total load resistance. In the majority of multistorey buildings shear wal1s wi1l occur around the service core and rigid jointed frames are likely to carry the gravity load over the remainder of the floor. The response of rigid jointed frames and cantilever shear walls to lateral loads can be so markedly different, particularly in the upper storeys, that undesirable interaction may ensure. The two types of structures may work against each other, and an unusually large ductility demand may possibly result in the process of developing the ultimate strength of the whole structure. Most of the seismic codes recommend an equivalent static procedure for the design of regular buildings where the design base shear is calculated as a fraction of the seismic weight, based on factors such as seismic zone, importance of the building, T Gopi* et al.  (IJITR) INTERNATIONAL JOURNAL OF INNOVATIVE TECHNOLOGY AND RESEARCH Volume No.6, Issue No.6, October - November 2018, 9066-9070 2320 –5547 @ 2013-2018 http://www.ijitr.com All rights Reserved. Page | 9069 design ductility, fundamental natural period and type of soil.  Fig.4.1. Model of Building without shear wall When shear walls are strong enough, they will transfer these horizontal forces to the next element in the load path below them. These other components in the load path may be other shear walls, floors, foundation walls, slabs or footings. Shear walls also provide lateral stiffness to prevent the roof or floor above from excessive side-sway. When shear walls are stiff enough, they will prevent floor and roof framing members from moving off their supports. Also, buildings that are sufficiently stiff will usually suffer less non-structural damage.  Fig.4.2. Model I: Structure without shear wall.  Fig.4.3. Structure with L type shear wall.  Fig.4.4. Building model without shear wall on plane ground.  Fig.4.5. Building model with shear walls provided symmetrically in plan on plane ground.  Fig.4.6. Building model with shear walls provided at peripheral corners on 20º slope ground. The displacements for the building resting on flat ground are found to be relatively higher than the building resting on sloped ground. As the slope of the ground is increasing the displacements in the building are getting reduced. T Gopi* et al.  (IJITR) INTERNATIONAL JOURNAL OF INNOVATIVE TECHNOLOGY AND RESEARCH Volume No.6, Issue No.6, October - November 2018, 9066-9070 2320 –5547 @ 2013-2018 http://www.ijitr.com All rights Reserved. Page | 9070  Fig.4.7. Displacement for buildings without providing shear walls in X Direction. It is observed that building on plane ground without providing shear walls are having relatively higher displacements when compared to buildings with shear walls placed at different locations. When the shears walls are provided symmetrically in plan, displacements are reduced compared to building with shear walls provided at peripheral corners.  Fig.4.8. Displacements in Y-direction of buildings resting on flat ground without shear wall and with shear wall. V. CONCLUSION Short columns are the most critical members for the building on the slope ground. To have a good control over the forces such as shear force and bending moment, it is preferable to locate the shear wall towards the shorter column side. Time period of vibration for building with shear walls located towards shorter column is found to be least than any other location. There is a significant improvement in seismic performance of building on slopes by providing shear walls with different configurations since storey displacement, storey drifts and bending moments reduces considerably in building due to provision of shear walls. It is observed that the displacements are getting reduced when the shear walls are provided symmetrically in plan and as the sloping angle is increasing there is a decrease in displacements. The displacements in Linear Static analysis are relatively higher compared to the displacements in Response Spectrum analysis. There is a large increase in the displacements in Linear Time History Analysis compared to the Linear Static and Response Spectrum analysis.  VI. REFERENCES [1]  Alireza Mortezaei, Seismic behavior of flanged shear wall buildings subjected to near-fault earthquakes having forward directivity, Proc. 15th World Conference on Earthquake Engineering, Lisboa, 2012.  [2]  Ashish S.Agrawal, S.D.Charkha, Effect of change in shear wall location on storey drift of multistorey building subjected to lateral loads, International Journal of Engineering Research and Applications (IJERA), Vol. 2, Issue 3, 2012, 1786-1793.  [3]  Rahul Rana, Limin Jin and Atila Zekioglu, Pushover analysis of a 19 story concrete shear wall building, Proc. 13th World Conference on Earthquake Engineering, Vancouver, B.C., Canada, 2004,133.  [4]  Ravikanth Chittiprolu, Ramancharla Pradeep Kumar, Significance of shear wall in highrise irregular buildings, International journal of education and applied research (ijear), Vol 4, Issue Spl-2, 2014, 2348-0033. [5]  Ashish S Agarwal, S D Charkha, (2012), Effect of change in shear wall location on storey drift of multistory building subjected to lateral load International Journal of Engineering Research & Applications (IJERA) ISSA: 2248- 9622 www.ijera.com Vol. 2, Issue 3, May-June 2012, pp.1786-1793  [6]  Ashraf M Siddiqi Z A and Javed M A, (2008), Configuration of Multi-Storey Building Subjected to Lateral Forces, Asian Journal of Civil Engineering (Building and Housing), Vol. 9, No. 5, pp. 525-537.  [7]  Castillo R., Carr A.J. and Restrepo J. (2001), The Rotation of asymmetric Plan Structures, proceeding of NZSEE conference, Paper No. 4.08.01. 

DESIGN AND RETRENCHMENT OF HIGH RAISE BUILDING WITH SHEAR WALLS

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DESIGN AND RETRENCHMENT OF HIGH RAISE BUILDING WITH SHEAR WALLS

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