Stiffness and energy degradation of wood frame shear walls

1998 ◽  
Vol 25 (3) ◽  
pp. 412-423 ◽  
Author(s):  
Harry W Shenton III ◽  
David W Dinehart ◽  
Timothy E Elliott
Keyword(s):  
Energy Dissipation ◽  
Cyclic Loading ◽  
Oriented Strand Board ◽  
Test Procedure ◽  
Shear Walls ◽  
Shear Wall ◽  
Effective Stiffness ◽  
Seismic Shear ◽  
Wall Stiffness ◽  
Wood Frame

Tests have been conducted on wood frame shear walls to characterize the degradation of stiffness and energy dissipation that occurs under cyclic loading. A total of eight walls were tested, four sheathed in plywood and four sheathed in oriented-strand board. The tests were conducted in accordance with a draft test procedure recently proposed by the Structural Engineers Association of Southern California, which is based on a sequential phased displacement command input. The results indicate that effective stiffness decreases linearly with continued cycling at the same displacement and decreases with increasing amplitudes of displacement. Furthermore, the energy dissipation capacity of the wall decreases by 15-20% with the first cycle at a given amplitude, then decreases slightly with continued cycling at the same amplitude. The changes in effective stiffness and energy dissipation are generally independent of the type of sheathing for loads less than the wall ultimate, suggesting that the wall performance under cyclic loading is influenced more by the fastener and frame behavior. The results presented should be useful for design and for verifying hysteretic models of the shear wall behavior.Key words: cyclic, dynamic, energy dissipation, experimental, seismic, shear wall, stiffness, testing, timber, wood frame.

Lateral loading performance of end narrow panel reinforced light wood frame shear walls

2021 ◽  
Vol ahead-of-print (ahead-of-print) ◽  
Author(s):  
Jing Di ◽  
Hongliang Zuo
Keyword(s):  
Failure Modes ◽  
Oriented Strand Board ◽  
Engineering Application ◽  
Shear Walls ◽  
Shear Wall ◽  
Element Analysis ◽  
Content Type ◽  
New Type ◽  
Wood Frame ◽  
Sheathing Panels

PurposeThe sheathing panels of traditional light wood frame shear walls mainly use oriented strand board (OSB) panels, and the damage of the traditional walls is mainly caused by the tear failure at the bottom corner of the OSB panel. In order to improve the lateral performance of the traditional light wood frame shear wall, a new type of end narrow panels reinforced light wood frame shear wall is proposed.Design/methodology/approachThe monotonic loading tests and finite element analysis of nine groups of walls, with different types of end narrow panel, types of fasteners used on the end narrow panels and the end narrow panels edge fastener spacing, are carried out. The effects of different characters on lateral performance of light wood frame shear walls are reported and discussed.FindingsThe failure modes of the wall reinforced by parallel strand bamboo narrow panels with 150 mm edge nails spacing are similar to the traditional wall. Conversely, the failure modes of other groups of walls reinforced by end narrow panels are the tears of the bottom narrow panel or the bottom beam. The end narrow panel reinforced light wood frame shear wall can make full use of the material property of sheathing panels. Compared with the lateral performance of traditional walls, the new-type end narrow panels reinforced walls have better lateral performance.Originality/valueA new type of end narrow panels reinforced light wood frame shear wall is proposed, which can enhance the lateral performance of the traditional light wood frame shear wall. The new-type walls have advantages of convenient operation, manufacture cost saving and important value of engineering application.

The Dynamic Response of Wood-Frame Shear Walls with Viscoelastic Dampers

1999 ◽  
Vol 15 (1) ◽  
pp. 67-86 ◽  
Author(s):  
David W. Dinehart ◽  
Harry W. Shenton ◽  
Timothy E. Elliott
Keyword(s):  
Energy Dissipation ◽  
Dynamic Performance ◽  
Shear Walls ◽  
Shear Wall ◽  
Cyclic Tests ◽  
Viscoelastic Dampers ◽  
Energy Dissipation Capacity ◽  
Wood Frame ◽  
Constant Source ◽  
Design Construction

Results are presented of an experimental investigation, the objectives of which were to evaluate and compare the performance of conventional plywood shear walls with walls that include viscoelastic (VE) dampers. Cyclic tests were conducted on conventional walls and walls with VE dampers; five different damper configurations were tested. The walls with the VE dampers showed an increase in the total energy dissipation and an increase in the effective stiffness, relative to the conventional wall, with increases in energy dissipation as high as 59 percent. Tests demonstrated that the sheathing-to-stud and corner dampers can easily be installed within the confines of the wall and can be utilized without impacting the design, construction, or finishing of the shear wall. The results demonstrate that addition of the viscoelastic dampers significantly enhanced the dynamic performance of the walls by increasing the energy dissipation capacity and providing a constant source of energy dissipation.

scholarly journals Experimental Comparison Study on Cyclic Behavior of Coupled Shear Walls with Two-Level-Yielding Steel Coupling Beam and RC Coupling Beam

2018 ◽  
Author(s):  
Guoqiang LI ◽  
Mengde PANG ◽  
Feifei Sun ◽  
Liulian LI ◽  
Jianyun SUN
Keyword(s):  
Energy Dissipation ◽  
Lateral Displacement ◽  
Shear Walls ◽  
Shear Wall ◽  
Cyclic Behavior ◽  
Experimental Comparison ◽  
Coupling Beam ◽  
Coupling Beams ◽  
Coupled Shear Wall ◽  
Steel Coupling Beam

Coupled shear walls are widely used in high rise buildings, since they can not only provide efficient lateral stiffness but also behave outstanding energy dissipation ability especially for earthquake-resistance. Traditionally, the coupling beams are made of reinforced concrete, which are prone to shear failure due to low aspect ratio and greatly reduce the efficiency and ability of energy dissipation.  For overcoming the shortcoming of concrete reinforced coupling beams (RCB), an innovative steel coupling beams called two-level-yielding steel coupling beam (TYSCB) is invented to balance the demand of stiffness and energy dissipation for coupled shear walls. TYSCBs are made of two parallel steel beams with yielding at two different levels.  To verify and investigate the aseismic behaviour improvement of TYSCB-coupled shear walls, two 1/3 scale, 10-storey coupled shear wall specimens with TYSCB and RCB were tested under both gravity and lateral displacement reversals. These two specimens were designed with the same bearing capacity, thus to be easier to compare. The experimental TYSCB specimen demonstrated more robust cyclic performance. Both specimens reached 1% lateral drift, however, the TYSCB-coupled shear wall showed minimal strength degradation. Additionally, a larger amount of energy was dissipated during each test of the TYSCB specimen, compared with the RCB specimen. Based on the experimental results, design recommendations are provided.

An innovative system of coupled steel plate shear wall with pin FUSE in link beam: Cyclic behavior and energy dissipation

2021 ◽  
pp. 136943322110542
Author(s):  
Mahdi Usefvand ◽  
Ahmad Maleki ◽  
Babak Alinejad
Keyword(s):  
Finite Element Method ◽  
Finite Element ◽  
Energy Dissipation ◽  
Steel Plate ◽  
Shear Walls ◽  
Shear Wall ◽  
High Ductility ◽  
The Finite Element Method ◽  
Steel Plate Shear Walls ◽  
Steel Plate Shear Wall

Coupled steel plate shear wall (C-SPSW) is one of the resisting systems with high ductility and energy absorption capacity. Energy dissipation in the C-SPSW system is accomplished by the bending and shear behavior of the link beams and SPSW. Energy dissipation and floor displacement control occur through link beams at low seismic levels, easily replaced after an earthquake. In this study, an innovative coupled steel plate shear wall with a yielding FUSE is presented. The system uses a high-ductility FUSE pin element instead of a link beam, which has good replaceability after the earthquake. In this study, four models of coupled steel plate shear walls were investigated with I-shaped link beam, I-shaped link beam with reduced beam section (RBS), box-link beam with RBS, and FUSE pin element under cyclic loading. The finite element method was used through ABAQUS software to develop the C-SPSW models. Two test specimens of coupled steel plate shear walls were validated to verify the finite element method results. Comparative results of the hysteresis curves obtained from the finite element analysis with the experimental curves indicated that the finite element model offered a good prediction of the hysteresis behavior of C-SPSW. It is demonstrated in this study that the FUSE pin can improve and increase the strength and energy dissipation of a C-SPSW system by 19% and 20%, respectively.

scholarly journals Connection of infill panels in steel plate shear walls

1999 ◽  
Vol 26 (5) ◽  
pp. 549-563 ◽  
Author(s):  
A Schumacher ◽  
G Y Grondin ◽  
G L Kulak
Keyword(s):  
Finite Element ◽  
Cyclic Loading ◽  
Steel Plate ◽  
Shear Walls ◽  
Element Model ◽  
Shear Wall ◽  
Experimental Program ◽  
Steel Plate Shear Wall ◽  
Infill Panels ◽  
Welded Connection

The behaviour under cyclic loading of unstiffened steel plate shear wall panels at their connection to the bounding beams and columns was investigated on full-size panel corner details. Four different infill panel connection details were tested to examine and compare their response to quasi-static cyclic loading. The load versus displacement response of the details showed gradual and stable deterioration at higher loads. The formation of tears in the connection details did not result in a loss of load-carrying capacity. In addition to the experimental program, a finite element model was developed to model the behaviour of one of the infill plate corner connection specimens. Results from the analysis showed that the finite element method can be used to obtain the load versus displacement behaviour of an infill panel-to-boundary member arrangement.Key words: cyclic loading, hysteresis, shear wall, steel, welded connection.

Experimental Study of Glued Laminated Guadua Bamboo Panel as an Alternative Shear Wall Sheathing Material

2012 ◽  
Vol 517 ◽  
pp. 164-170 ◽  
Author(s):  
Juan Francisco Correal ◽  
Sebastian Varela
Keyword(s):  
Experimental Study ◽  
Aspect Ratio ◽  
Alternative Energy ◽  
Shear Walls ◽  
Maximum Load ◽  
Shear Wall ◽  
Past Study ◽  
Full Size ◽  
Frame Buildings ◽  
Wood Frame

Wood frame buildings have shown good performance on past earthquakes mainly because the lateral system of those buildings was able to dissipate energy without significant loss of lateral capacity. Typically, the lateral load resisting system is provided by wood shear walls, which consist of a wood frame sheathed with wood or wood-based composites, such as Plywood or OSB panels. Taking into account the increasing forest demand for wood, there is a global need to find alternative energy-efficient, renewable and eco-friendly construction materials. Giant bamboo like Guadua Angustifolia kunt emerges as an interesting construction material, since it has a fast growing rate (3 to 4 years), high strength to weight ratio and high carbon (CO2) capture capabilities. Results of a past study conducted at the Universidad de los Andes in Bogotá-Colombia reported that Glued Laminated Guadua Bamboo (GLG) has mechanical properties comparable to those of the best structural timbers in Colombia. Potential applications of GLG include not only laminated beams and columns, but also structural panels to be used as a sheathing material for wood frame shear walls. A comprehensive experimental study has been performed on GLG sheathed shear walls in order to find an alternative sheathing material for wood frame buildings as well as to explore their possible application for residential and/or commercial construction in Colombia. A series of tests were conducted on full-size shear wall specimens in order to study the influence of the wall aspect ratio and the edge nail spacing on the shear wall performance. Based on cyclic tests on shear walls, it was found that the stiffness and maximum load carrying capacity of the wall increases as edge nail spacing decreases. In contrast, the displacement ductility capacity decreases, since the rotation of the panels is restricted when the edge nail spacing is reduced. Experimental results also revealed that stiffness, maximum load capacity, and ductility of the GLG sheathed shear walls are not affected by the aspect ratio of the wall. The final stage of the present study included dynamic shake-table tests on full-size one and two-story housing units using GLG sheathed shear walls. Results showed that the units had similar performance characteristics to those of OSB and Plywood sheathed shear walls, and it was concluded that wood-GLG combination could be a viable construction alternative from a structural point of view.

Effect of foundation rocking on the seismic response of shear walls

2003 ◽  
Vol 30 (2) ◽  
pp. 360-365 ◽  
Author(s):  
Donald L Anderson
Keyword(s):  
Shear Walls ◽  
Shear Wall ◽  
Reduction Factor ◽  
Foundation Soil ◽  
Soil Response ◽  
Minimum Reinforcement ◽  
Seismic Shear ◽  
Fixed Base ◽  
R Value ◽  
Lift Off

Some designers have long known that elastically responding shear-wall or core-wall type high-rise structures will not overturn if the footing size is smaller than that required to resist the elastic forces. Most shear walls are designed and built with a yield hinge mechanism at the base using a relatively high value of the force reduction factor R, and the foundation should be stronger than the yield hinge strength if the wall is to perform as designed. Many walls, however, built with R = 2 are stronger than they need to be because of reasons such as architectural sizing and minimum reinforcement requirements. If for these cases the foundation is to be stronger than the wall, then it will in effect be designed for forces corresponding to an R value of <2. This study looks at the effect on the displacement of a shear-wall type structure if the footing is allowed to rock. The structure is kept elastic and the footing is sized to correspond to R values ranging from 1.0 to 3.5. The analysis uses gap elements to model the foundation soil response so that the footing can lift off the soil. Soil stiffness and strength are modelled for a rock and a firm clay site. The response of 7-, 15-, and 30-storey structures to 11 different acceleration records, modified to match a spectrum given in the 1995 National Building Code of Canada (NBCC) for Vancouver, is determined for the different footing dimensions. The results indicate that a footing sized for an R value of 2 does not result in a significant increase in displacement when compared with the fixed base elastic case. In the next version of the NBCC it is suggested that footings need not be designed for forces corresponding to R < 2.Key words: seismic shear walls, overturning, liftoff, rocking footings.

Experimental Study on Seismic Behavior of Double-Wall Precast Concrete Shear Wall

2014 ◽  
Vol 919-921 ◽  
pp. 1812-1816 ◽  
Author(s):  
Quan Dong Xiao ◽  
Zheng Xing Guo
Keyword(s):  
Energy Dissipation ◽  
Seismic Behavior ◽  
Failure Modes ◽  
Precast Concrete ◽  
Shear Walls ◽  
Shear Wall ◽  
Initial Stiffness ◽  
Displacement Ductility ◽  
Energy Dissipation Capacity ◽  
Double Wall

To study the seismic behavior of Double-Wall Precast Concrete (DWPC) shear wall, three full scale specimens are tested and compared under low-cyclic reversed loading, including two DWPC shear walls and one normal Cast-In-Situ (CIS) shear wall. By observing their experimental phenomena and failure modes, contrasting their displacement ductility coefficients, hysteretic curves, skeleton curves and energy dissipation capacity, the seismic behavior were synthetically evaluated on aspects of strength, stiffness, ductility and energy dissipation. Compared with CIS specimen, DWPC specimens have higher initial stiffness, increased cracking loads by 43% to 47%, and the ultimate loads increased by 22% to 23%. The displacement ductility ratios also meet the ductility requirements with value of 5. The hysteretic curves of three specimens are plump, and the trend of skeleton curves is basically the same. The DWPC specimens demonstrated a good energy dissipation capacity. All the specimens had shown favorable seismic performance.

scholarly journals Seismic performance of Chinese traditional timber frames

BioResources ◽  
2021 ◽  
Vol 16 (3) ◽  
pp. 6135-6146
Author(s):  
Deshan Yang ◽  
Ming Xu ◽  
Zhongfan Chen
Keyword(s):  
Energy Dissipation ◽  
Shear Walls ◽  
Shear Wall ◽  
Initial Stiffness ◽  
Timber Frame ◽  
Lateral Resistance ◽  
Load Carrying ◽  
Practical Engineering ◽  
Technical Basis ◽  
Timber Shear Wall

Chinese traditional timber frames are known for their mortise-tenon joints and wooden planks shear walls. To investigate the seismic behavior of the structural system, three full-scale timber frames were subjected to in-plane quasi-static loading. The hysteresis characteristics, lateral load-carrying capacities, lateral stiffnesses, and energy dissipation capacities of the timber frames were investigated. The results showed that the hysteretic loops of all specimens exhibited pinching, and the column and beam components were nearly intact after the test. The traditional wooden frames had large deformability. The installation of the infilled timber shear wall brought great improvements in lateral resistance and energy dissipation to the bare frames. The initial stiffness of the timber frame infilled with timber shear wall was 0.113 kN/mm, which was 56.9% and 11.9% greater than those of the bare frame specimen F1 and specimen F2, respectively. The results from the experimental analyses can serve as a technical basis for the development of seismic design methods and strengthening designs of such structures in practical engineering.

Timber shear walls with large openings: experimental and numerical prediction of the structural behaviour

2002 ◽  
Vol 29 (5) ◽  
pp. 713-724 ◽  
Author(s):  
Nicolas Richard ◽  
Laurent Daudeville ◽  
Helmut Prion ◽  
Frank Lam
Keyword(s):  
Finite Element ◽  
Oriented Strand Board ◽  
Dynamic Performance ◽  
Shear Walls ◽  
Dissipated Energy ◽  
Model Parameters ◽  
Nonlinear Phenomena ◽  
Structural Behaviour ◽  
Cyclic Response ◽  
Wood Frame

A numerical model based on the finite element method is presented for prediction of the cyclic response of wood frame structures. The model predicts the cyclic response of shear walls. Nonlinear phenomena are assumed to be concentrated in the connections that are modelled through elements linking the structural elements including the posts, beams, and sheathing panels. Identification of model parameters relies on tests on individual connections. Connection tests on different nail lengths were conducted under monotonic and cyclic lateral loads. Based on the results from past studies that indicate the pull-through failure is an important failure mode in common nail connections with lumber and oriented strand board (OSB), washers were considered as a means to reinforce the connection. The influence of reinforced nailing on the static and dynamic performance of full-size wood frame shear walls with large openings, sheathed with OSB panels, was evaluated experimentally. Combinations of parameters were studied, such as the number of hold-downs, the panel shapes, the nail distribution, and the bracing systems. Comparisons of the dissipated energy per cycle revealed a higher capacity for walls using nails with washer reinforcement than without. Results from numerical simulations of the monotonic and cyclic tests performed on the walls are presented.Key words: timber shear wall, connections, finite element, dissipated energy.

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