Showing papers on "Shear wall published in 2004"

Fragility Assessment of Light-Frame Wood Construction Subjected to Wind and Earthquake Hazards

Abstract: A fragility analysis methodology is developed for assessing the response of light-frame wood construction exposed to stipulated extreme windstorms and earthquakes. Performance goals and limit states (structural and nonstructural) are identified from a review of the performance of residential construction during recent hurricanes and earthquakes in the United States. Advanced numerical modeling tools provide a computational platform for risk analysis of light-frame wood building structural systems. The analysis is demonstrated for selected common building configurations and construction (defined, e.g., by roof sheathing, truss spacing, and roof or shear wall nailing patterns). Limit state probabilities of structural systems for the performance levels identified above are developed as a function of 3-s gust wind speed (hurricanes) and spectral acceleration (earthquakes), leading to a relation between limit state probabilities and the hazard stipulated in ASCE Standard 7, “Minimum design loads for buildings ...

Cyclic Behavior of Traditional and Innovative Composite Shear Walls

Abstract: Shear wall systems are one of the most commonly used lateral-load resisting systems in high-rise buildings. The composite shear wall system studied herein consists of a steel plate shear wall with a reinforced concrete wall attached to one side of it using bolts. In this paper, experimental studies of three-story composite shear wall specimens are presented and test results are discussed. Two half-scale specimens were tested and both showed highly ductile behavior and stable cyclic postyielding performance. The specimens were able to tolerate 33 cycles of shear displacements and reach maximum interstory drift of more than 0.05. Here the interstory drift is defined as lateral movement of the floor over the story height. The bolts connecting the reinforced concrete walls to steel plate shear walls were able to ensure the composite action by bracing the steel plate shear wall to the reinforced concrete shear wall and preventing the overall buckling of steel plates. During late cycles and after shear yielding of the steel plate, inelastic local buckling of the steel plate shear wall occurred in the areas between the bolts. The experimental results and their implication in seismic design are summarized and discussed.

Performance of wall-stud cold-formed shear panels under monotonic and cyclic loading part i: experimental research

Abstract: The ever-increasing need for housing generated the search for new and innovative building methods to increase speed, efficiency and enhance quality, one direction being the use of light thin steel profiles as load bearing elements and different materials for cladding. The same methodology can be employed to build small steel structures for offices, schools or other purposes. Earthquake behaviour of these structures is influenced, together with other parameters, by the hysteretic characteristics of the shear wall panels. Results of a full-scale shear test programme on wall panels are presented, together with some numerical results concerning expectable earthquake performance of this structural typology.

Rocking Wall–Frame Structures with Supplemental Tendon Systems

Abstract: This paper introduces the implementation of proposed rocking shear walls—as opposed to conventional fixed-based walls—in frame structures following the principles of the damage avoidance design philosophy. For improved seismic response, rocking walls are coupled with a separate nonload bearing nonlinear supplemental damping system. In view of the typical response of rocking systems, it is proposed that an energy dissipation system is configured and devices are strategically placed to exploit the expected large displacements. A performance-based design methodology is introduced and used to design a six-story rocking wall–frame building with various supplemental system configurations which include prestressed tendons and energy dissipation devices. Seismic performance and response evaluation, using nonlinear time–history analyses, suggests that desired performance levels (minor to no damage) can be achieved with added equivalent viscous damping (∼20%) resulting in reduced floor accelerations interstory drif...

Load-Deformation Responses of Slender Reinforced Concrete Walls

Abstract: A detailed review of experimental data obtained from select slender reinforced concrete (RC) wall tests was conducted to assess the relative contributions of flexural and shear deformations to inelastic lateral displacements. An important feature of the study is to assess the accuracy and consistency of the experimental results, including any coupling between inelastic flexural and shear deformations, as well as to provide vital data to support the development and calibration of nonlinear models. Based on these studies, it was found that commonly used approaches, which rely on diagonal displacement transducers mounted within the yielding region of the wall, tend to overestimate shear distortions by as much as 30%. An approach to correct the results based on the use of vertical displacement transducers within the yielding region is evaluated and found to produce consistent results for the tests evaluated. The use of 4 to 6 pairs of vertical displacement transducer pairs was found to be effective. Evaluation of the test results also indicates coupling between inelastic flexural and shear deformations, despite nominal shear strengths of approximately twice the shear force applied during the test.

Seismic Analysis of Woodframe Structures. I: Model Formulation

Abstract: A simple numerical model to predict the dynamic characteristics, quasistatic pushover, and seismic response of woodframe buildings is presented. In this model the building structure is composed of two primary components: rigid horizontal diaphragms and nonlinear lateral load resisting shear wall elements. The actual three-dimensional building is degenerated into a two-dimensional planar model using zero-height shear wall spring elements connected between adjacent diaphragms or the foundation. The degrading strength and stiffness hysteretic behavior of each wood shear wall in the building can be characterized using an associated numerical model that predicts the walls load-displacement response under general quasistatic cyclic loading. In turn, in this model, the hysteretic behavior of each shear wall is represented by an equivalent nonlinear shear spring element. With this simple approach the response of the building is defined in terms of only three degrees of freedom per floor. This numerical model has ...

Performance of wall-stud cold-formed shear panels under monotonic and cyclic loading. Part II: Numerical modelling and performance analysis

Abstract: The main components to provide earthquake performance of a light-gauge steel house are the shear walls. Understanding shear wall behaviour and finding suitable hysteretic models is important in order to be able to build realistic finite element models and assess structural performance in case of earthquake. As for any building structure expected to exceed its elastic behaviour-range in case of earthquake, the interaction of design capacity, load bearing capacity and structural ductility will influence the performance. In this paper alternative design methods and hysteretic modeling techniques are presented. Based on tests described in Part I, a numerical equivalent model for hysteretic behavior of wall panels working in shear was built and used in 3D dynamic nonlinear analysis of cold-formed steel framed buildings. Preliminary conclusions refer to the effect of over-strength and ductility upon possible earthquake load reduction in case of light-gauge shear wall structures.

Evolution of Wood Shear Wall Testing, Modeling, and Reliability Analysis: Bibliography

Abstract: A summary of wood shear wall testing, wood shear wall modeling, and wood shear wall reliability analysis studies over the last two decades is presented in chronological order. However, since the objective was to present the evolution of shear wall testing and modeling, and not to identify every study that has ever taken place, this paper is limited to manuscripts widely available, such as journal and conference papers. It is divided into three sections—shear wall testing, shear wall modeling, and shear wall reliability analysis studies. The review of each study appears in the section of this paper that the present writer felt the majority of the effort and contributions of the researchers was made, although many of the studies may belong in two or even three of the aforementioned categories. These important and closely related topics are presented in an effort to provide practicing structural engineers with a chronological diary of how engineers’ understanding of wood shear wall behavior has evolved.

Posttensioned Hybrid Coupled Walls under Lateral Loads

Abstract: This paper describes an analytical investigation of a new type of hybrid coupled wall system for seismic regions. Coupling of concrete walls is achieved by posttensioning steel beams to the walls using unbonded posttensioning tendons. Different from conventional hybrid coupled walls, the coupling beams of the new system are not embedded into the walls. The effect of structural design parameters such as the amount of posttensioning, beam properties, and wall properties on the behavior of multistory coupled walls under lateral loads, including the amount of coupling, energy dissipation, and displacement capacity is investigated. Systems with precast concrete walls as well as monolithic cast-in-place reinforced concrete walls are considered. The behavior of posttensioned coupled wall systems is com- pared with the behavior of systems with embedded steel coupling beams and systems without coupling. Design tools to estimate the nonlinear lateral load-displacement behavior of the walls are developed by quantifying selected limit states for the walls. The results indicate that posttensioned hybrid coupled walls with initial stiffness similar to walls with embedded steel coupling beams can be designed to provide stable levels of resistance under lateral loads over large nonlinear cyclic deformations. The degree of coupling between the walls can be controlled by changing the amount of posttensioning in the beams, as well as other beam and wall properties.

Crack shear-slip in reinforced concrete elements

Abstract: A calculation procedure is described for estimating crack shear stresses and crack slip displacements from average strain measurements made on reinforced concrete panels. Several series of panels, previously tested, are examined and crack shear-slip data are extracted. These data are compared against the predictions of previously developed crack slip models, as well as against an alternative constitutive model proposed herein. Reasonable correlation is found between experimental and calculated values, particularly at near-ultimate load conditions. It is then shown that including crack shear slip behaviour in a computational model results in improved accuracy in terms of predicted load-deformation response and ultimate load capacity for reinforced concrete elements such as panels, beams and shear walls. Further, it is shown that rigorously accounting for crack slip displacements results in a better representation of various subtle aspects of behaviour, such as the failure mode and the capacity of elements to deform and redistribute load.

Use of “Controlled rocking” in the Seismic Design of Bridges

Abstract: The development of alternative solutions for precast concrete buildings based on jointed ductile connections has introduced an innovative concept in the seismic design of frame and shear wall systems. In this contribution, the feasibility and efficiency of the application to bridge piers and systems of hybrid solutions, where self-centering and energy dissipating properties are adequately combined to achieve the target maximum displacement with negligible residual deformations, are investigated. Comparison of the seismic response of hybrid (or controlled rocking) solutions and traditional monolithic systems is carried out through push-pull and non-linear time-history analyses on both single and multi-degree of freedom bridge systems. Critical discussion on the enhanced performance of hybrid solutions is provided.

Testing of special lys steel plate shear walls

Abstract: An experimental program of steel panel shear walls is outlined and some results are presented. The tested specimens utilized low yield strength (LYS) steel infill panels and reduced beam sections (RBS) at the beam-ends. Two specimens make allowances for penetration of the panel by utilities, which would exist in a retrofit situation. The first, consisting of multiple holes, or perforations, in the steel panel, also has the characteristic of further reducing the corresponding solid panel strength (as compared with the use of traditional steel). The second such specimen utilizes quarter-circle cutouts in the panel corners, which are reinforced to transfer the panel forces to the adjacent framing. INTRODUCTION The selection of Steel Plate Shear Walls (SPSWs) as the primary lateral force resisting system in buildings has increased in recent years as design engineers discover the benefits of this option. Its use has matured since initial designs, which did not allow for utilization of the post-buckling strength, but only elastic and shear yield plate behavior. This design approach typically resulted in the selection of a relatively thick panel for the infill. A large plate thickness, while producing a stiff structure that would reduce displacement demand during a seismic event, would also induce relatively large forces on the surrounding frame members, which must be detailed accordingly to ensure adequate performance. Research conducted by Thorburn et al. (1983) supported the SPSW design philosophy that reduced plate thickness by allowing the occurrence of shear buckling. After buckling, lateral load is carried in the panel via the subsequently developed diagonal tension field action. Smaller panel thicknesses also reduce forces on adjacent members, resulting in more efficient framing designs. Research programs at various universities have furthered the understanding of thin plate SPSWs (e.g., Lubell et al., 2000; Driver et al., 1997; Caccese et al., 1993). However, some obstacles still exist that may impede further widespread acceptance of this system. For example, using the yield stress for typically available steel material, the panel thickness as required by a given design situation may often be much thinner than plate typically available from steel mills. In a case such as this, using the minimum available plate thickness would result in a large difference in panel forces from that required by calculations. Attempts at alleviating this problem were recently addressed by the use of light-gauge, cold-formed steel panels, in a new application by Berman and Bruneau (2003). Xue and Lu (1994) suggested additional means of reducing demand on framing adjacent to an SPSW, including the connection of the infill panel to only the beams in a 1 Ph.D. Candidate, Department of Civil, Structural, and Environmental Engineering, University at Buffalo, Buffalo, NY, USA. Email: vian@eng.buffalo.edu 2 Professor, Department of Civil, Structural, and Environmental Engineering, University at Buffalo, Buffalo, NY, USA. Email: bruneau@mceermail.buffalo.edu moment frame. However, more work is required to ensure the viability of the SPSW system in a wide range of situations. The University at Buffalo (UB) and the Multidisciplinary Center for Earthquake Engineering Research (MCEER) initiated a co-operative experimental program with National Taiwan University (NTU) and the National Center for Research on Earthquake Engineering (NCREE) in order to further address the above issues with regards to SPSW performance. A description of the test program and presentation of results follows below. EXPERIMENTAL PROGRAM A total of three single bay, single story LYS SPSW specimens were designed by the researchers at UB, fabricated in Taiwan, and subjected to quasi-static cyclic testing in the NCREE laboratory at NTU. The frames measured 4000mm wide and 2000mm high between member centerlines, and consisted of 345MPa steel members. The infill panels produced by China Steel were 2.6mm thick, LYS steel plates with an initial yield stress of 165MPa, and ultimate strength of 300MPa, important properties that may aid in alleviating over-strength concerns mentioned above. All specimens also have a beam-to-column connection detail that includes reduced beam sections (RBS) at each end. This detail was designed to ensure all inelastic beam action would occur at these locations, with the intention of efficient anchoring of infill panel tension field forces, as required at the extremes (roof and basement level beams) of a multistory SPSW-retrofitted/designed steel frame. A solid panel specimen is shown schematically in Fig. 1. Figure 1. Typical specimen dimensions. Two specimens tested had solid panels while the remaining two provide utility access through the panels using cutouts. One specimen consisted of a panel with a total of twenty 200mm-diameter holes, or perforations, in an arrangement shown in Fig. 2. Roberts and Sabouri-Ghomi (1992) conducted research investigating the effects of a single perforation in an unstiffened shear panel, leading to some reduction factors that could be applied to the properties of a solid panel, conservatively reducing the stiffness and strength to account for the presence of the perforation. The multiple perforations present in the tested specimen share the common goal of utility access in order to make the SPSW system more acceptable, while also serving as a method of reducing the panel strength and therefore the demand on the surrounding framing. This latter characteristic may prove beneficial in markets that do not have LYS readily available for structural applications. Figure 2. Specimen P before testing. The other specimen allowing for utility penetration is a solid panel, with the top corners of the panel cutout and reinforced to transmit panel forces to the surrounding framing, as shown in Fig. 3 below. This specimen would allow utility access through the wall, while also transmitting forces near that of the solid panel counterpart. Figure 3. Specimen CR before testing. All specimens were tested using a cyclic, quasi-static loading protocol similar to ATC-24. In agreement with the typical testing procedure at NCREE, a displacement-controlled scheme was selected for the entire experimental program. Based on estimates of yield from SAP2000 pushover analyses, the displacement history shown in Fig. 4, was developed and applied horizontally to the center of the top beam using four actuators, as shown in the figures above. The same displacement loading history was used for actuator control of all the specimens tested. -160 -120 -80 -40 0 40 80 120 160 0 3 6 9 12 15 18 21 24 27 30 33 36 Number of Cycles, N In te rs to ry D is pl ac em en t ( m m ) -8% -6% -4% -2% 0% 2% 4% 6% 8% In te rs to ry D rif t ( % ) 2 cycles per amplitude 3 cycles per amplitude

Performance of Reinforced Concrete Buildings During the 2002 Molise, Italy, Earthquake

Abstract: About 10% of the almost 20,000 buildings damaged by the 2002 Molise, Italy, seismic sequence were reinforced concrete (RC). The most frequent type of damage affected the infill masonry walls, but in some cases cracks in concrete columns were observed. Heavy damage to both infills and structural elements was restricted to a few cases in the meizoseismal area. Almost all the affected municipalities were only classified as seismic in May 2003, following this earthquake. Consequently, construction generally used verticalload-bearing moment-resisting frames with no explicit design for seismic lateral forces. In particular, the reinforced concrete buildings typically consist of cast-in-place unidirectional RC slabs lightened with hollow clay tiles, supported by RC beams and columns. Usually no shear walls are present, except in some cases for the elevator shaft. This paper covers: a) an overview and statistical analysis of damage to RC buildings, and b) a detailed analysis of two damaged buildings. [DOI: 10.1193/1.1765107] DAMAGE TO RC BUILDINGS The poor performance of the few severely damaged buildings could have resulted from either a higher-than-average vulnerability, or a higher-than-expected level of ground motion for a magnitude and epicentral distance, or a combination of both factors. These buildings are representative of a broad class of RC buildings built without seismic provisions that are common in Italy and other earthquake-prone countries. DAMAGED BUILDINGS IN SAN GIULIANO DI PUGLIA Four RC buildings in San Giuliano suffered heavy damage. (See Table 2 and discussion in following section for number of buildings inspected and damage index.) The first case was a building with five levels: a basement (garage) that acts also as a soil-retaining wall; the unfinished ground floor; the second and third story (dwellings); and the fourth story under an inclined roof (Figures 1 and 2). The building has an irregular plan consisting of three rectangular parts (called B1, B2 and B3 in Figure 3), rotated and connected without joints.

Shear wall with outrigger trusses on wall and column foundations

Abstract: A graphical method of analysis is presented for preliminary design of outrigger truss-braced high-rise shear wall structures with non-fixed foundation conditions subject to horizontal loading. The method requires the calculation of six structural parameters: bending stiffness for the shear wall, bending and racking shear stiffnesses for the outrigger, an overall bending stiffness contribution from the exterior columns, and rotational stiffnesses for the shear wall and column foundations. The method of analysis employs a simple procedure for obtaining the optimum location of the outrigger up the height of the structure and a rapid assessment of the influence of the individual structural elements on the lateral deflections and bending moments of the high-rise structure. It is concluded that all six stiffnesses should be included in the preliminary analysis of a proposed tall building structure as the optimum location of the outrigger as well as the reductions in horizontal deformations and internal forces in the structure can be significantly influenced by all the structural components. Copyright © 2004 John Wiley & Sons, Ltd.

Structural Testing of Large-Scale Posttensioned Concrete Masonry Walls

Abstract: Two unbonded posttensioned concrete masonry (PCM) cantilever walls were subjected to in-plane pseudostatic simulated seismic loading in the Civil Test Hall at the University of Auckland, New Zealand. The 67% scale wall units were designed to model a typical cantilever wall from a 4–5 story high office or apartment building. A detailed account of the wall construction, test setup, testing procedure, and test results are provided in this paper. The principal intent of these wall tests was to validate the use of PCM in a realistic structural configuration. The test units, incorporating reinforced concrete slabs at the intermediate floor levels, were subjected to a realistic moment gradient. Furthermore, the tests explored means of masonry confinement or strengthening that are expected to allow for reliable drift capacities beyond 1%.

Performance of double skin-profiled composite shear walls — experiments and design equations

Abstract: The novel form of composite walling system consists of two skins of profiled steel sheeting with an infill of concrete. The knowledge of the behaviour of such walling under shear loading is important to use this system as shear elements in a steel framed building. Currently design provisions for this novel form of framed shear walling do not exist. This paper presents the results of tests on one-sixth scale models of the composite wall and its components, manufactured from very thin sheeting and microconcrete. The heavily instrumented small-scale tests provided information on the load–deflection response, strength, stiffness, strain condition, sheet–concrete interaction, and failure modes. Analytical models for the shear strength and stiffness of the wall are derived. The adequacy of design equations is validated through experimental results and finite element modelling.Key words: composite wall, design equation, profiled sheeting, shear strength, shear stiffness, strain, buckling, finite element, interfa...

Optimized use of the outrigger system to stiffen the coupled shear walls in tall buildings

Abstract: Based on the conventional yet accurate continuum approach, a general analysis is presented for a pair of coupled shear walls, stiffened by an outrigger and a heavy beam in an arbitrary position on the height Subsequently, a parametric study is presented to investigate the behavior of the structure The optimum location of the outrigger and the parameters affecting its position were also investigated The results showed that the behavior of the structure can be significantly influenced by the location of the outrigger It was also indicated that in most ordinary cases the best location of the structure to minimize top drift is somewhere between 0·4 to 0·6 of the height of the structure Though this method is not a substitute for the finite element method, it gives an initial simple solution to determine the size and position of outrigger, stiffening beam and coupled shear walls in the preliminary design stages Copyright © 2004 John Wiley & Sons, Ltd

Seismic Evaluation of Low-Rise Reinforced Masonry Buildings with Flexible Diaphragms: I. Seismic and Quasi-Static Testing

Abstract: This and a companion paper compare the results from shaking-table testing, quasi-static testing, and analytical predictions, to provide a coherent description of the seismic response of low-rise reinforced masonry buildings with flexible roof diaphragms. Two half-scale, low-rise reinforced masonry buildings with flexible roof diaphragms are subjected to earthquake ground motions on the Tri-axial Earthquake and Shock Simulator at the United States Army Construction Engineering Research Laboratory, Engineer Research and Development Center. Following the shaking-table tests, diaphragms and top four courses of attached masonry walls are salvaged from the half-scale structures and tested quasi-statically in their own plane. In contrast to what is usually assumed in design, the half-scale specimens do not behave as systems with a single degree of freedom associated with the in-plane response of the shear walls, but rather a system with a dominant degree of freedom associated with the in-plane response ...

Correlation of dynamic characteristics of a super-tall building from full-scale measurements and numerical analysis with various finite element models

Abstract: SUMMARY The Di Wang Tower located in Shenzhen has 79 storeys and is about 325 m high. Field measurements have been conducted to investigate the dynamic characteristics of the super-tall building. In parallel with theeld measurements, sevennite element models have been established to model the multi-outrigger- braced tall building and to analyse the eects of various arrangements of outrigger belts and vertical bracings on the dynamic characteristics and responses of the Di Wang Tower under the design wind load and earthquake action. The distributions of shear forces in vertical structural components along the building height are also presented and discussed. The results from detailed modelling of group shear walls with several types ofnite elements are addressed and compared to investigate various modelling assumptions. Finally, the performance of thenite element models is evaluated by correlating the natural frequencies and mode shapes from the numerical analysis with thenite element models and theeld measurements. The results generated from this study are expected to be of interest to professionals and researchers involved with the design of tall buildings. Copyright ? 2004 John Wiley & Sons, Ltd.

Period formulas of shear wall buildings with flexible bases

Abstract: The evaluation of the fundamental period of shear wall buildings considering the flexibility of the base is investigated in this paper. This research is motivated by the discrepancy reported between the formulas used in different building codes and the measurement of real buildings. Both experimental and analytical approaches are used to assess the effect of the base flexibility on the fundamental period of shear wall structures. In total, twenty buildings built on different types of soil are tested under ambient vibration. The fundamental period is identified using a non-parametric linear model in the frequency domain. The results show that fundamental period formulas used by UBC-97 and NBCC-95 are inadequate since they do not include the effect of the foundation stiffness. To improve the estimation of the fundamental period of shear wall buildings, an analytical approach is presented. The structure and the foundation are represented by a continuous-discrete system. The stiffnesses of the base are represented by translational and rotational discrete springs. The rigidities of these springs are evaluated from the elastic uniform compression of the soil mass and the size of the foundation. The analytical predictions improve the estimation of the fundamental period and keep the computation simple. The error between the measured period and the analytical results is, on average, less than 10%. Copyright © 2003 John Wiley & Sons, Ltd.

Inelastic Dynamic Behavior of Hybrid Coupled Walls

Abstract: This paper presents an investigation of the seismic behavior of hybrid coupled wall systems, in which steel beams are used to couple reinforced concrete shear walls. System response is studied using transient finite element analyses that account for the effect of concrete cracking, crushing, and steel yielding. Shear stresses in the concrete constitutive model are handled separately from normal stresses, which allows concrete to undergo high shear deformations without causing premature concrete crushing in the model. The developed finite element models are validated through comparisons with more refined models and test data. Suites of analyses are conducted to investigate pertinent parameters including hazard level, earthquake record scaling, dynamic base shear magnification, interstory drift, shear distortion, coupling beam plastic rotation, and wall rotation. The analyses show that hybrid coupled walls are particularly well suited for use in regions of high seismic risk.

Empirical fragility functions from recent earthquakes

Abstract: In this paper relationships between building performance and ground motion are developed in the form of damage probability matrices and fragility curves using empirical data from recent earthquakes. Data from the 1994 Northridge, California and the 1999 Chi-Chi, Taiwan earthquakes are aggregated and analyzed in order to develop these relationships. Only those buildings located near free-field strong motion recording stations (and on similar site conditions) were extracted from available databases (SAC and LADiv88 building datasets). Two classes of buildings were extracted from their respective datasets – those within 1000 feet of a recording station and those within 1 km of a recording station. Several ground motion parameters and different building performance measures are considered and damage functions are developed for the parameters of which there were sufficient data. Correlation analyses are performed to identify the parameters that best correlate to each ground motion parameter. Resulting empirical fragility curves are introduced for steel moment frame, concrete frame, concrete shear wall, wood frame and rehabilitated unreinforced masonry buildings. Sample damage functions are presented in the paper to illustrate the results of the analyses.

Axial and Shear Behavior of Glass Fiber Reinforced Gypsum Wall Panels: Tests

Abstract: Glass fiber reinforced gypsum (GFRG) walls and their associated building system are the new building product and building system that have been developed in the Australian building industry in the last decade GFRG walls are factory made glass-fiber reinforced gypsum hollow walling panels with/without in situ reinforced concrete filling inside the cavities GFRG can be used as various structural elements, such as walls and slabs GFRG, in its short life, without extensive product development and comprehensive structural design guidelines, has been used as the principal wall construction material in more than 3,000 dwellings across Australia As GFRG walls find more and more applications and interests in the building industry in Australia as well as in other countries, comprehensive structural design guidelines for GFRG walls and their building system have become necessary Comprehensive experimental testing and theoretical studies started in 2002 as an international research and development program to develop structural design guidelines for GFRG walls The axial and shear tests are reported in this paper

Construction method of shear wall

Abstract: PROBLEM TO BE SOLVED: To provide a construction method of a shear wall formed by incorporating a corrugated steel plate into a plane of a peripheral frame made of precast concrete. SOLUTION: Stud materials 4, etc. and a plate 5 joined to the stud materials 4, etc. are arranged in advance on an inner peripheral surface of a column-beam frame or a column-slab frame 1 made of precast concrete. A joining frame 8 is installed on the outer peripheral side of the corrugated steel plate 7. This corrugated steel plate 7 is incorporated into the plane 6 of the column-beam frame or the column-slab frame 1 in arrangement for setting its folding reinforcement in the horizontal direction. The plate 5 and the joining frame 8 are joined so that stress can be transmitted. COPYRIGHT: (C)2006,JPO&NCIPI