Shear Wall

CHAPTER 1 INTRODUCTION 1.1 GENERAL Since 1970’s, steel shear walls have been used as the primary lateral load resisting system in several modern and important structures. Initially, and during 1970’s, stiffened steel shear were used in Japan in new construction and in the U.S. for seismic retrofit of the existing buildings as well as in new buildings. In 1980’s and 90’s, unstiffened steel plate shear walls were used in buildings in the United States and Canada. In some cases, the steel plate shear walls were covered with concrete forming . a somewhat composite shear wall. In the following a brief summary of the applications of steel plate shear wall. The composite shear wall project described in this paper concentrated on the seismic behavior of two composite shear wall systems denoted as “traditional” and “innovative”Shear wall systems are one of the most commonly used lateral-load resisting systems in high-rise buildings. Composite shear wall system studied herein consists of a steel boundary frame and a steel plate shear wall with a reinforced concrete wall attached to one side. Shear walls have been widely used as lateral load resisting system in concrete buildings in the past, especially in high-rise buildings. In steel buildings, in many cases concrete shear walls are used with a boundary steel frame to resist seismic effects. Shear wall is one of the best lateral loading systems. In the wake of the devastating earthquakes in the recent past and the trend in Civil Engineering construction, to go for tall buildings, the shear wall- slab connection should be adequately designed and detailed. Shear walls are vertical elements of the horizontal force resisting system. In building construction, a rigid vertical diaphragm capable of transferring lateral forces from exterior walls, floors, and roofs to the ground foundation in a direction parallel to their planes.

Recently there have been large increase in number of tall building, both commercial and residential and the modern trend is towards slender and taller structures. Design of civil engineering structures is typically based on prescriptive methods of building codes. Normally, loads on these structures are low and result in elastic structural behavior. However, under a strong seismic event, a structure may actually be subjected to forces beyond its elastic limit. Thus the effects of lateral loads are attaining greater importance and almost every civil engineer faced with the problem of providing adequate stability and strength against lateral loads. Therefore this thesis is carried out using appropriate analytical software. Finite element software Ansys v14 is used for the analysis of composite shear wall and Ansys v15 is used for steel shear wall The finite element method (FEM) or finite element analysis (FEA), is a numerical method for solving problems of engineering and mathematical physics. Typical problem areas of interest include structural analysis, heat transfer, fluid

flow,

mass

transport,

and electromagnetic

potential.

The analytical solution of these problems generally require the solution to boundary value problems for partial differential equations. The finite element method formulation of the problem results in a system of algebraic equations. The method yields approximate values of the unknowns at discrete number of points over the domain.[1] To solve the problem, it subdivides a large problem into smaller, simpler parts that are called finite elements. The simple equations that model these finite elements are then assembled into a larger system of equations that models the entire problem. FEM then uses variational methods from the calculus of variations to approximate a solution by minimizing an associated error function.

1.2 SHEAR WALL A typical timber shearwall is to create braced panels in the wall line using structural plywood sheathing with specific nailing at the edges and supporting framing of the panel.In structural engineering, a shear wall is a structural system composed of braced panels (also known as shear panels) to counter the effects of lateral load acting on a structure. Wind and seismic loads are the most common building codes, including the International Building Code (where it is called a braced wall line) and Uniform Building Code, all exterior wall lines in wood or steel frame construction must be braced. Depending on the size of the building some interior walls must be braced as well.A structure of shear walls in the center of a large building—often encasing an elevator shaft or stairwell— form a shear core. Shear walls resist in-plane loads that are applied along its height. The applied load is generally transferred to the wall by a diaphragm or collector or drag member. They are built in wood, concrete, and CMU (masonry). Plywood is the conventional material used in wood (timber) shear walls, but with advances in technology and modern building methods, other prefabricated options have made it possible to inject shear assemblies into narrow walls that fall at either side of an opening. Sheet steel and steel-backed shear panels in the place of structural plywood in shear walls has proved to provide stronger seismic resistance. Structural design considerations.

1.3 LOADING AND FAILURE MECHANISMS

Figure 1 Failure mechanisms of shear walls. (a) flexural failure, (b) horizontal shear, (c) vertical shear, (d) buckling. A shear wall is stiffer in its principal axis than it is in the other axis. It is considered as a primary structure which provides relatively stiff resistance to vertical and horizontal forces acting in its plane. Under this combined loading condition, a shear wall develops compatible axial, shear, torsional and flexural strains, resulting in a complicated internal stress distribution. In this way, loads are transferred vertically to the building's foundation. Therefore, there are four critical failure mechanisms; as shown in Figure 1. The factors determining the failure mechanism include geometry, loading, material properties, restraint, and construction. 1.4 OBJECTIVE The main objective of our project work to study the behavior of a concrete shear wall with different steel section subjected to a lateral load. Three different arrangements of the shear wall are considered. In our proposes a new three-dimensional finite element model, developed using the software ANSYS.

1.5 WHAT IS SHEAR WALL WHY AND WHERE IT IS PROVIDED A shear wall is a vertical structural element that resists lateral forces in the plane of the wall through shear and bending. Shear wall, In building construction, a rigid vertical diaphragm capable of transferring lateral forces from exterior walls, floors, and roofs to the ground foundation in a direction parallel to their planes. Examples are the reinforced-concrete wall or vertical truss. Lateral forces caused by wind, earthquake, and uneven settlement loads, in addition to the weight of structure and occupants, create powerful twisting (torsional) forces. These forces can literally tear (shear) a building apart. Reinforcing a frame by attaching or placing a rigid wall inside it maintains the shape of the frame and prevents rotation at the joints. Shear walls are especially important in high-rise buildings subject to lateral wind and seismic forces.

Fig 2 Shear Wall Why And Where It Is Provided i.

Shear walls are especially important in high-rise buildings.

ii.

In residential buildings, shear walls are external form a box which provides all of the lateral support for the building.

iii.

Resist: Lateral loads, Seismic loads, Vertical Forces (gravity).

iv.

Reduces lateral sway of the building.

v.

Provide large strength and stiffness to buildings in the direction of their orientation.

vi.

Rigid vertical diaphragm transfers the loads into Foundations.

vii.

Shear walls behavior depends upon: material used, wall thickness, wall length, wall positioning in building frame also.

CHAPTER 2 LITERATURE REVIEW Timler and Kulak was the first group to conduct thecyclic tests on the steel shear wall without the stiffeners. They have reported that the post buckling behavior of the plateswas ideal, and they recommended the ductility ratio of fourfor such a system. They also proposed a diagonal tension field uniaxial model to predict the cyclic behavior of the plate system. Driver et al. conducted test on a four-storeybuilding in which a shear plate steel wall was used without stiffeners. From their test results; they reported the ductility ratio of six for the steel wall system. Using the shell elements, they also proposed a simplified nonlinear finite element model which theircomputer models did not agree well with the test results. Lubell et al.tested four stories and one storeysteel plate shearwallwithout stiffeners subjected to cyclic loadings. They reported a degree of ductility of six for their systemand concluded that the existing of the steel shear plate inthe frame results in the reduction of the rotation in themoment resisting connection and protects the frame fromsevere damage. Elgaaly and Liu tested three stories of SPSWsubjectedto cyclic loadings. They indicated that the nonlinear behaviorof the systemstarts with yielding of the plate and the strengthof the system would be controlled by the plastic hinge in thecolumns. On the other hand, they recommended that the steelplate wall yields before the buckling of the columns. Astaneh-Aslalso studied the behavior of the unstiffenedSPSW subjected to cyclic loadings. He reported thatfollowing the failure of the connections, the SPSW could stilltolerate sixty percent of the lateral loadings before the failureof the system. This feature of the wall system can be veryuseful during the severe earthquake in which the system canstill stand the lateral loadings before the final failure.

Bhowmick A. K. (2014) examined the behavior ofunstiffened thin steel plateshear walls with circular perforations placedat thecenter of the infill plates. A shear strength equationwas developed for perforated steel plate shear wallwith circular perforation at the centeret al (2014) described the analysis and design ofhigh-rise steel building frame with and withoutSteel plate shear wall (SPSW). The analysis of steelplate shear wall and the building are carried outusing Software STAAD PRO. The main parameterconsidered were used to compare the seismic performance of buildings such as bending moment,shear force, deflection and axial force also focusedon the effects comes on the steel structure with andwithout shear wall. Viscously coupled shear walls: Concept, simplified analysis, and a design procedure , O. Lavan: In our project rigorously assesses the efficiency of using viscous dampers as the coupling elements in coupled shear walls. The parameter controlling the dynamic behavior of such systems is identified and its effect on various important responses is examined, thus, important insight to the effect of viscous dampers in those systems is gained. It is shown that the addition of fluid viscous dampers could effectively reduce important responses of walled structures. Those are: displacements, inter-story drifts, total accelerations, total base shear and overturning moment, and wall base shear and bending moment. In addition, the results of the analyses and the nondimensional tables and graphs developed for important response parameters lead to a very simple "back of the envelope" method that could be easily implemented in practice for the purpose of initial design. Seismic Performance of Steel Plate-Reinforced Concrete Composite Shear Wall , Bin Wang, Huanjun Jiang & Xilin Lu : In tall buildings the reinforced concrete (RC) shear wall is one of the predominant structural components used to resist lateral loads induced by earthquakes around the world. Previous research demonstrated that shear walls displayed a sudden loss in lateral capacity due to the wall corner and web crushing in the plastic zone. In

addition, it was found that large shear distortions in shear walls may lead to a low energy dissipation capacity. For this reason, some steel-RC composite shear walls have been developed and indicated to mitigate most disadvantages of RC shear walls. From the results of verification study, the analysis model tends to overestimate energy dissipation in the later stages of post-peak response. This is may be a result of the interfacial slip between the embedded steel plate and RC wall not being considered. The analytical model assumes sufficient anchorage has been provided. Caccese et al. presented the results of cyclictesting of six 1:4 scale specimens that include one momentresistingframe, three specimens with various plate thicknessesand moment-resisting beam-to-column connections, and two specimens with shear beam-to-column connections. Elgaaly presented an analytical design model where the plate panels were modeled by a series of equivalent truss elements in the diagonal tension direction. In recent years, lowyield-point steel (LYP steel) with low yield strength and high elongation properties have been developed and used as steel plate shear walls. The yield stress of this type of steel can be as low as 100 MPa, which is about40% of the conventional structural steel such as ASTM A36and more than two times the ultimate elongation. The LYPsteel can be used for the steel shear wall system. Using lower yielding strength of steel shear wall, this system lets the shear wall yield prior to the surrounding frame. This system prevents the surrounding frame from collapsing and ensures high energy dissipating capacity before the wall reaches its ultimate strength. Research on seismic performance of shear walls with concrete filled steel tube columns and concealed steel trusses ,Jianwei Zhang Hongying Dong Min Wang : In order to further improve the seismic performance of RC shear walls, a new composite shear wall with concrete filled steel tube (CFT) columns and concealed steel trusses is proposed. This new shear wall is a double composite shear wall; the first composite being the use of three different

force systems, CFT, steel truss and shear wall, and the second the use of two different materials, steel and concrete. Three 1/5 scaled experimental specimens: a traditional RC shear wall, a shear wall with CFT columns, and a shear wall with CFT columns and concealed steel trusses, were tested under cyclic loading and the seismic performance indices of the shear walls were comparatively analyzed. Based on the data from these experiments, a thorough elastic-plastic finite element analysis and parametric analysis of the new shear walls were carried out using ABAQUS software. The finite element results of deformation, stress distribution, and the evolution of cracks in each phase were compared with the experimental results and showed good agreement. A mechanical model was also established for calculating the load-carrying capacity of the new composite shear walls. The results show that this new type of shear wall has improved seismic performance over the other two types of shear walls tested. Nonlinear finite element analysis of composite RC shear walls H. Naderpour , Ali Kheyroddin : Composite Reinforced Concrete (RC) wall system refers to a cantilever composite wall, where steel or Fiber Reinforced Polymer (FRP) components are embedded in or attached to an RC wall. The results of an analytical and parametric study on the effectiveness of using externally bonded steel plates and FRP sheets on RC shear walls as a retrofit technique so as to improve their seismic behavior have been investigated in this paper. Calibration and verification of a base RC wall has been done by comparing the results of the finite element model and also the experimental model. Analytical results are used to evaluate the capacity curves (LoadDisplacement relationships) of strengthened RC shear walls. Analysis results of a model with an optimized thickness of a steel jacket instead of an over-hanging part of the boundary element show the ductile behavior of a strengthened wall close to the behavior of the base RC wall with boundary elements; this achievement would lead to the theory that steel jacketing could be an alternative

for the boundary elements of RC shear walls. The main conclusion from the verification against the experimental data is that the Finite Element program can be used to simulate the whole load-deformation curve, i.e., the elastic part, the initiation of cracking, shear cracks and crushing fairly well. However, the determination of the ultimate load is difficult as it is affected by the hardening rule, convergence criteria and iteration method used.

CHAPTER 2 METHODOLOGY

INTRODUCTION

LITERATURE REVIEW

STUDY ABOUT SHEARWALL

ANALYSIS USING ANSYS

RESULT & DISCUSSION

CONCLUSION

CHAPTER 4 SHEARWALL A shear wall is a structural panel that can resist lateral forces acting on it. Lateral forces are those that are parallel to the plane of the wall, and are typically wind and seismic loads. In simple terms, lateral forces could push over parallel structural panels of a building were it not for perpendicular shear walls keeping them upright.When a structural member experiences failure by shear, two parts of it are pushed in different directions, for example, when a piece of paper is cut by scissors. Shear walls are particularly important in large, or high-rise buildings, or buildings in areas of high wind and seismic activity.Shear walls are typically constructed from materials such as concrete or masonry. Shear forces can also be resisted by steel braced frames which can be very effective at resolving lateral forces but may be more expensive. Shear walls can be positioned at the perimeter of buildings or they may form a shear core – a structure of shear walls in the centre of a building, typically encasing a lift shaft or stairwell.Lateral pressures tend to create a rotational force on the shear wall which, due to the shear wall acting as one member, produces a compression force at one corner and a tension force at another. When the lateral force is applied from the opposite direction, this ‘couple’ is reversed, meaning that both sides of the shear wall need to be capable of resolving both types of forces.

Fig 3 Shear Wall 4.1 SHEAR FORCE

Fig 4 shear force A shear force is a force applied perpendicular to a surface, in opposition to an offset force acting in the opposite direction. This results in a shear strain. In simple terms, one part of the surface is pushed in one direction, while another part of the surface is pushed in the opposite direction.

This is different to compression, which occurs when the two opposing forces are pushing into each other at the same point (ie they are not offset), resulting in compressive stress. When a structural member experiences failure by shear, two parts of it are pushed in different directions, for example, when a piece of paper is cut by scissors. Large or high-rise buildings must be designed with shear walls to provide resistance to shear forces, which might otherwise push over parallel structural elements of a building, in what is known as racking. For more information, see Shear wall. 4.1.1 Slenderness Ratio The slenderness ratio of a wall is defined as a function of the effective height divided by either the effective thickness or the radius of the gyration of the wall section. It is highly related to the slenderness limit that is the cut-off between elements being classed "slender" or "stocky". Slender walls are vulnerable to buckling failure modes, including Euler in-plane buckling due to axial compression, Euler out-of-plane buckling due to axial compression and lateral torsional buckling due to bending moment. In the design process, structural engineers need to consider all these failure modes to ensure that the wall design is safe under various kinds of possible loading conditions. 4.1.2 Coupling effect of shear walls In actual structural systems, the shear walls may function as a coupled system instead of isolated walls depending on their arrangements and connections. Two neighboring wall panels can be considered coupled when the interface transfers longitudinal shear to resist the deformation mode. This stress arises whenever a section experiences a flexural or restrained warping stress and its magnitude is dependent on the stiffness of the coupling element. Depending on this stiffness, the performance of a coupled section will fall between that of

an ideal uniform element of similar gross plan cross-section and the combined performance of the independent component parts. Another advantage of coupling is that it enhances the overall flexural stiffness dis-proportionally to shear stiffness, resulting in smaller shear deformation. 4.2 ARRANGEMENT IN BUILDINGS WITH DIFFERENT FUNCTIONS The location of a shear wall significantly affects the building function, such as natural ventilation and daylighting performance. The performance requirements vary for buildings of different functions. 4.2.1 Hotel and dormitory buildings

Figure 5 Coupled shear wall acting as the partitioning system. Hotel or dormitory buildings require many partitions, allowing insertions of shear walls. In these structures, traditional cellular construction (Figure 5) is preferred and a regular wall arrangement with transverse cross walls between rooms and longitudinal spine walls flanking a central corridor is used. 4.2.2 Commercial buildings In multi-story commercial buildings, shear walls form at least one core (Figure 6). From a building services perspective, the shear core houses communal services including stairs, lifts, toilets and service risers. Building serviceability requirements necessitates a proper arrangement of a shear core. From the structural point of view, a shear core could strengthen the building's

resistance to lateral loads, i.e., wind load and seismic load, and significantly increase the building safety.

Figure 6 Shear core structure. 4.3 CLASSIFICATION OF SHEAR WALLS: 1.

Simple rectangular types and flanged walls.

2.

Coupled shear walls.

3.

Rigid frame shear walls.

4.

Framed walls with in filled frames.

5.

Column supported shear walls.

6.

Core type shear walls.

4.4 ADVANTAGES OF SHEAR WALLS: 1.

Provide large strength and stiffness in the direction of orientation.

2.

Significantly reduces lateral sway.

3.

Easy construction and implementation.

4.

Efficient in terms of construction cost and effectiveness in minimizing earthquake damage.

5.

Thinner walls.

6.

Light weight.

7.

Fast construction time.

8.

Fast performance.

9.

Enough well distributed reinforcements.

10.

Cost effectiveness.

11.

Minimized damages to structural and Nonstructural elements.

CHAPTER 6 METHODS OF MODELING AND ANALYSIS 6.1 MODELING TECHNIQUES Modeling techniques have been progressively updated during the last two decades, moving from linear static to nonlinear dynamic, enabling more realistic representation of global behavior, and different failure modes. Different modeling techniques shear walls span from macro models such as modified beam-column elements, to micro models such as 3D finite element models. An appropriate modeling technique should:  Be capable of predicting the inelastic response  Incorporating important materials characteristics  Simulate behavioural feature: Lap splice and Bar Slip  Represent the migration of the neutral axis  Tension stiffening  Interaction of flexure and shear actions Different models have been developed over time, including macromodels, vertical line element models, finite-element models, and multi-layer models. More recently, fiber-section beam-columns elements have become popular, as they can model most of the global response and failure modes properly, while avoiding sophistications associated with finite element models. 6.2 INVESTIGATION EXACT OF FINITE ELEMENT METHOD A single story thin steel plate shear walls was tested at Univ. of British Columbia [Lubell 1997] was modeled in the nonlinear program ANSYS 5.4, and comparison of results were indicated that the finite element method is able to properly predict behavior of a thin steel plate shear walls.

6.3 THE STRUCTURE OF FINITE ELEMENT METHODS Finite element methods are numerical methods for approximating the solutions of mathematical problems that are usually formulated so as to precisely state an idea of some aspect of physical reality. A finite element method is characterized by a variational formulation, a discretization strategy, one or more solution algorithms and post-processing procedures.Examples of variational formulation are the Galerkin method, the discontinuous Galerkin method, mixed methods, etc. A discretization strategy is understood to mean a clearly defined set of procedures that cover (a) the creation of finite element meshes, (b) the definition of basis function on reference elements (also called shape functions) and (c) the mapping of reference elements onto the elements of the mesh. Examples of discretization strategies are the h-version, p-version, hpversion, x-FEM, isogeometric analysis, etc. Each discretization strategy has certain advantages and disadvantages. A reasonable criterion in selecting a discretization strategy is to realize nearly optimal performance for the broadest set of mathematical models in a particular model class. There are various numerical solution algorithms that can be classified into two broad categories; direct and iterative solvers. These algorithms are designed to exploit the sparsity of matrices that depend on the choices of variational formulation and discretization strategy. Postprocessing procedures are designed for the extraction of the data of interest from a finite element solution. In order to meet the requirements of solution verification, postprocessors need to provide for a posteriori error estimation in terms of the quantities of interest. When the errors of approximation are larger than what is considered acceptable then the

discretization has to be changed either by an automated adaptive process or by action of the analyst. There are some very efficient postprocessors that provide for the realization of superconvergence. 6.4 APPLICATION A variety of specializations under the umbrella of the mechanical engineering discipline (such as aeronautical, biomechanical, and automotive industries) commonly use integrated FEM in design and development of their products. Several modern FEM packages include specific components such as thermal, electromagnetic, fluid, and structural working environments. In a structural simulation, FEM helps tremendously in producing stiffness and strength visualizations and also in minimizing weight, materials, and costs. FEM allows detailed visualization of where structures bend or twist, and indicates the distribution of stresses and displacements. FEM software provides a wide range of simulation options for controlling the complexity of both modeling and analysis of a system. Similarly, the desired level of accuracy required and associated computational time requirements can be managed simultaneously to address most engineering applications. FEM allows entire designs to be constructed, refined, and optimized before the design is manufactured. This powerful design tool has significantly improved both the standard of engineering designs and the methodology of the design process in many industrial applications.The introduction of FEM has substantially decreased the time to take products from concept to the production line.It is primarily through improved initial prototype designs using FEM that testing and development have been accelerated. In summary, benefits of FEM include increased accuracy, enhanced design and better insight into critical design parameters,

virtual prototyping, fewer hardware prototypes, a faster and less expensive design cycle, increased productivity, and increased revenue. 6.5 BASIC CONCEPTS A typical work out of the method involves (1) dividing the domain of the problem into a collection of subdomains, with each subdomain represented by a set of element equations to the original problem, followed by (2) systematically recombining all sets of element equations into a global system of equations for the final calculation. The global system of equations has known solution techniques, and can be calculated from the initial values of the original problem to obtain a numerical answer. In the first step above, the element equations are simple equations that locally approximate the original complex equations to be studied, where the original equations are often partial differential equations (PDE). To explain the approximation in this process, FEM is commonly introduced as a special case of Galerkin method. The process, in mathematical language, is to construct an integral of the inner product of the residual and the weight functions and set the integral to zero. In simple terms, it is a procedure that minimizes the error of approximation by fitting trial functions into the PDE. The residual is the error caused by the trial functions, and the weight functions are polynomial approximation functions that project the residual. The process eliminates all the spatial derivatives from the PDE, thus approximating the PDE locally with a set of algebraic equations for steady state problems, a set of ordinary differential equations for transient problems. These equation sets are the element equations. They are linear if the underlying PDE is linear, and vice versa. Algebraic equation sets that arise in the steady state problems are solved using numerical linear algebra methods, while ordinary differential equation sets that arise in the transient problems are

solved by numerical integration using standard techniques such as Euler's method or the Runge-Kutta method. In step (2) above, a global system of equations is generated from the element equations through a transformation of coordinates from the subdomains' local nodes to the domain's global nodes. This spatial transformation includes appropriate orientation adjustments as applied in relation to the reference coordinate system. The process is often carried out by FEM software using coordinate data generated from the subdomains. FEM is best understood from its practical application, known as finite element analysis (FEA). FEA as applied in engineering is a computational tool for performing engineering analysis. It includes the use of mesh generation techniques for dividing a complex problem into small elements, as well as the use of software program coded with FEM algorithm. In applying FEA, the complex problem is usually a physical system with the underlying physics such as the Euler-Bernoulli beam equation, the heat equation, or the Navier-Stokes equations expressed in either PDE or integral equations, while the divided small elements of the complex problem represent different areas in the physical system. FEA is a good choice for analyzing problems over complicated domains (like cars and oil pipelines), when the domain changes (as during a solid state reaction with a moving boundary), when the desired precision varies over the entire domain, or when the solution lacks smoothness. FEA simulations provide a valuable resource as they remove multiple instances of creation and testing of hard prototypes for various high fidelity situations.For instance, in a frontal crash simulation it is possible to increase prediction accuracy in "important" areas like the front of the car and reduce it in its rear (thus reducing cost of the simulation). Another example would be in numerical weather prediction, where

it is more important to have accurate predictions over developing highly nonlinear phenomena (such as tropical cyclones in the atmosphere, or eddies in the ocean) rather than relatively calm areas. The subdivision of a whole domain into simpler parts has several advantages: Accurate representation of complex geometry Inclusion of dissimilar material properties Easy representation of the total solution Capture of local effects.

CHAPTER 7 ANSYS RESULT 7.1 GEOMETRY OF THE SPECIMEN Frame size is 5 X 3 m with thickness of 7mm MODEL

BEAM

COLUMN

MODEL 1

200*300

200*400

MODEL 2

250*350

250*450

MODEL 3

300*400

300*500

Table 1 Geometry Of The Specimen Three sets of composite shear walls are refered by model 1 , model 2, and model 3 which are modeled in ANSYS. The beam and column size is varying for the three models respectively. In the beams and columns are made perfectly rigid with pinned support for all the three models. The whole composite wall has been modeled in ANSYS software. The element bar frame and meshing of the model is shown in Fig. 7 and fig 8

Fig 7 3d model bar frame

Fig 8 3d meshing bar frame MODEL 1 In the model 1 beam and column size is 200 x 300 mm and 200 x 400 respectively with reference to the above table 1.After analysis the following result has been generated as maximum deformation of 20.794 mm with minimum of 2.310 mm and von-mises stress maximum of 601.52 Mpa with minimum of 66.84 Mpa predicted in the model 1 is shown in Fig. 9 and fig 10

Fig 9 deformation

Fig 10 von-mises stress MODEL 2 In the model 2 beam and column size is 250 x 350 mm and 250 x 450 respectively with reference to the above table 1.After analysis the following result has been generated as maximum deformation of 13.223 mm with minimum of 1.46 mm and von-mises stress maximum of 447.55 Mpa with minimum of 49.73 Mpa predicted in the model 1 is shown in Fig. 11 and fig 12

Fig 11 deformation

Fig 12 von-mises stress MODEL 3 In the model 3 beam and column size is 300 x 400 mm and 300 x 500 respectively with reference to the above table 1.After analysis the following result has been generated as maximum deformation of 9.09 mm with minimum of 1.01 mm and von-mises stress maximum of 374.15 Mpa with minimum of 41.54 Mpa predicted in the model 1 is shown in Fig. 13 and fig 14

Fig 13 deformation

Fig 14 von-mises stress The whole composite wall has been modeled in ANSYS software Fig 15 and 16 shows the 3d model and meshing of composite shear wall

Fig 15 3d model composite shear wall

Fig 16 3d meshing composite shear wall

MODEL 1 In the model 1 beam and column size is 300 x 400 mm and 300 x 500 respectively with reference to the above table 1.After analysis the following result has been generated as maximum deformation of 1.97 mm with minimum of 0.2 mm and von-mises stress maximum of 80.81 Mpa with minimum of 9.02 Mpa predicted in the model 1 is shown in Fig. 17 and fig 18.

Fig 17 deformation

Fig18 von-mises stress

MODEL 2 In the model 2 beam and column size is 300 x 400 mm and 300 x 500 respectively with reference to the above table 1.After analysis the following result has been generated as maximum deformation of 1.93 mm with minimum of 0.215 mm and von-mises stress maximum of 79.02 Mpa with minimum of 0.02 Mpa predicted in the model 1 is shown in Fig.19 and fig 20.

Fig 19 deformation

Fig 20 von-mises stress

MODEL 3 In the model 3 beam and column size is 300 x 400 mm and 300 x 500 respectively with reference to the above table 1.After analysis the following result has been generated as maximum deformation of 1.91 mm with minimum of 0.212 mm and von-mises stress maximum of 78.80 Mpa with minimum of 0.062 Mpa predicted in the model 1 is shown in Fig. 21 and fig 22

Fig 21 deformation

Fig 22 von-mises stress

CHAPTER 8 ANALYSIS RESULT 8.1 COMPOSITE SHEAR WALL Model

Load

Deformation (mm)

Von-Mises Stress (Mpa)

(KN)

MIN

MAX

MIN

MAX

1

1000

0

1.9727

0.05128

80.818

2

1000

0

1.9394

0.02885

79.012

3

1000

0

1.9141

0.06289

78.801

Table 2 Steel Plate Shear Wall Shear wall with steel plate modeled in Ansys its refer to above table 2 , the deformation curve with respect to load results will shown in fig 7

DEFORMATION (MM)

DEFORMATION OF COMPOSITE SHEAR WALL 1.98 1.97 1.96 1.95 1.94 1.93 1.92 1.91 0

0.5

1

1.5

2

2.5

3

MODEL

Fig 23 Load – deformation curve of ANSYS model

3.5

Shear wall with steel plate modelled in Ansys its refer to above table 2, the stress curve with respect to load results will shown in fig 8

STRESS OF COMPOSITE SHEAR WALL

VON-MISES STRESS (Mpa)

81

80.5

80

79.5

79

78.5 0

0.5

1

1.5

2

2.5

3

3.5

MODEL

Fig 24 Load – stress curve of ANSYS model 8.2 BAR FRAME MODEL LOAD DEFORMATION (MM)

VON-MISES

STRESS

(MPa)

(KN)

MIN

MAX

MIN

MAX

1

1000

0

20.794

0.00555

601.52

2

1000

0

13.223

0.00854

447.55

3

1000

0

9.0989

0.00570

374.15

Table 3 Bar Frame

Bar frame shear wall is modelled in Ansys its refer to above table 3 , the deformation curve with respect to load results will shown in fig 9

BARE FRAME DEFORMATION (MM)

25 20 15 10 5 0 0

0.5

1

1.5

2

2.5

3

3.5

MODEL

Fig 25 Bar frame Load – deformation curve of ANSYS model Shear wall with steel plate modelled in Ansys its refer to above table 3 , the deformation curve with respect to load results will shown in fig 10

BARE FRAME VON-MISES STRESS (Mpa)

700 600 500 400 300 200 100 0 0

0.5

1

1.5

2

2.5

3

MODEL

Fig 26 Bar frame Load – stress curve of ANSYS model

3.5

8.3 COMPARISON OF BAR FRAME WITH COMPOSITE SHEAR WALL MODEL

STEEL SECTION SHEAR

BAR FRAME

WALL DEFORMATION

STRESS

DEFORMATION

STRESS

(MM)

(MPa)

(MM)

(MPa)

1

1.9727

80.818

20.794

601.52

2

1.9394

79.012

13.223

447.55

3

1.9141

78.801

9.0989

374.15

Table 4 Comparison Of Bar Frame With steel section shear wall  The output results from the finite element analysis shows significant reduction in displacement and von-mises stress when infill plates are attaching to the frame.  The displacement and von-mises stress of bar frame were decreased.  This is due to the increased stiffness of the composite shear wall compared to bar frame.  Hence composite shear wall can be used effectively as a lateral load resisting system in the seismic regions.

CHAPTER 9 CONCLUSION The model analyses of three models were carried out to study the lateral load of the shear wall with different size of steel section following conclusion is obtained from the analyses. Three models of shear wall is used to see their dynamic load response and the third model with steel section is performed better than the other two. o The first model showed the maximum value of deformation and stress. It also shows that the model was instable. The uneven stress concentration on the shape resulted in its underperformance. o From the analysis results, Compared to steel section shear wall and bar frame, steel section shear wall attain better results Low deformation (1.939 mm) and stress (79.012 Mpa). o From this investigation Models are compared with their results model 3 (beam and column size is 300 x 400 mm and 300 x 500 ) achieve higher strength with its maximum Load compared to other two models.

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10.Zhang, J. W., Cao, W. L., and Dong, H. Y. (2012). “Experimental Study on Seismic Behavior of Steel-Plate Reinforced Concrete Shear Wall with Rectangular CFST Columns.” Advanced Materials Research.