Testing of light-gauge steel-frame - wood structural panel shear walls

2006 ◽  
Vol 33 (5) ◽  
pp. 561-572 ◽  
Author(s):  
A E Branston ◽  
C Y Chen ◽  
F A Boudreault ◽  
C A Rogers
Keyword(s):  
Oriented Strand Board ◽  
Design Method ◽  
Shear Walls ◽  
Shear Wall ◽  
Steel Frame ◽  
The North ◽  
Steel Framing ◽  
Structural Panel ◽  
Panel Shear ◽  
Extensive Program

At present, no Canadian document is available with which engineers can design light-gauge steel-frame – wood structural panel shear walls that are relied upon to resist lateral in-plane loading (earthquake and wind). For this reason, a research project was initiated with the overall goal of developing a shear wall design method that could be used in conjunction with the 2005 National Building Code of Canada. The initial phase of the project was to conduct an experimental study to provide information on the response of single-storey shear walls. An extensive program of tests was completed on walls composed of 1.12 mm thick 230 MPa grade steel framing sheathed with 12.5 mm Douglas-fir plywood, Canadian softwood plywood, or 11 mm oriented strand board wood structural panels. Various wall lengths and connection patterns were incorporated into the program of monotonic and reversed cyclic tests. The scope of testing was selected such that it added to the North American database of information for steel-frame – wood structural panel shear walls. Information on the test program and the general results are provided in this paper.Key words: shear wall, light-gauge steel, wood structural panel, earthquake, wind.

Seismic force modification factors for light-gauge steel-frame - wood structural panel shear walls

2007 ◽  
Vol 34 (1) ◽  
pp. 56-65 ◽  
Author(s):  
F A Boudreault ◽  
C Blais ◽  
C A Rogers
Keyword(s):  
Design Method ◽  
Time History ◽  
Shear Walls ◽  
Shear Wall ◽  
Design Guidelines ◽  
Steel Frame ◽  
Uniform Hazard Spectrum ◽  
Seismic Force ◽  
Structural Panel ◽  
Panel Shear

Design guidelines for laterally loaded light-gauge steel-frame – wood structural panel shear walls are not available in Canadian codes. A design method for the calculation of shear stiffness and strength has been developed for use with the 2005 National Building Code of Canada (NBCC), however. This method was based on the analysis, using an equivalent energy elastic–plastic (EEEP) approach, of over 180 single-storey shear wall tests of various configurations. Ductility-related (Rd) and overstrength-related (Ro) force modification factors also need to be defined to calculate equivalent static seismic forces following the 2005 NBCC. This paper describes the development of these two factors based on the EEEP analysis of the shear wall test results. To verify the "test-based" Rdand Rovalues, nonlinear time-history dynamic analyses of two representative buildings were carried out using a suite of 10 earthquake records scaled to the 2% in 50 year uniform hazard spectrum (UHS) for Vancouver, British Columbia. Preliminary values have been determined for the force modification factors, namely Rd= 2.5 and Ro= 1.7.Key words: shear wall, light-gauge steel, wood structural panel, seismic, R value.

Behaviour of light-gauge steel-frame – wood structural panel shear walls

2006 ◽  
Vol 33 (5) ◽  
pp. 573-587 ◽  
Author(s):  
C Y Chen ◽  
F A Boudreault ◽  
A E Branston ◽  
C A Rogers
Keyword(s):  
Design Method ◽  
Local Buckling ◽  
Shear Walls ◽  
Shear Wall ◽  
Shear Resistance ◽  
Steel Frame ◽  
Second Phase ◽  
Structural Panel ◽  
Panel Shear ◽  
Earthquake Effects

The second phase of the research project to develop a shear wall design method that could be used in conjunction with the 2005 National Building Code of Canada involved evaluation of the performance characteristics of the tested steel-frame – wood structural panel shear walls. A nonlinear and pinched resistance versus deflection hysteretic behaviour was exhibited, although in most cases the walls could sustain large inelastic deformation cycles with limited strength degradation. A significant amount of energy could be dissipated under reversed cyclic loading. Walls 1220 mm and 2440 mm in length were able to develop their maximum capacity at similar displacement levels; however, the 610 mm long walls required significantly larger displacements prior to reaching their ultimate shear resistance. The performance of the walls was directly linked to the behaviour of the sheathing-to-framing screw connections, except in one case in which local buckling of the chord studs controlled the ultimate shear resistance. Given the behaviour observed during testing, this type of wall construction can be relied on to resist lateral loading, including earthquake effects in the inelastic range, assuming the designer ensures that failure of the wall is limited to the sheathing-to-framing connections.Key words: shear wall, light-gauge steel, wood structural panel, earthquake, wind.

Light-gauge steel-frame – wood structural panel shear wall design method

2006 ◽  
Vol 33 (7) ◽  
pp. 872-889 ◽  
Author(s):  
A E Branston ◽  
F A Boudreault ◽  
C Y Chen ◽  
C A Rogers
Keyword(s):  
Design Method ◽  
Shear Walls ◽  
Shear Wall ◽  
Elastic Stiffness ◽  
Design Guidelines ◽  
Steel Frame ◽  
Design Parameters ◽  
Nominal Strength ◽  
Structural Panel ◽  
Panel Shear

Design guidelines for laterally loaded (wind and seismic) light-gauge steel-frame – wood structural panel shear walls are currently unavailable in Canadian standards and codes. A research project was initiated at McGill University in 2001 with the objective of developing a shear wall design method that could be used in conjunction with the 2005 National Building Code of Canada (NBCC). An extensive program of tests was first carried out to establish a database of shear wall information. The equivalent energy elastic–plastic (EEEP) analysis approach was then chosen to derive key design parameters for the shear walls, including nominal shear strength, elastic stiffness, overstrength, and ductility. This paper presents the development of the proposed design method, the resulting nominal strength and unit elastic stiffness values according to typical perimeter fastener schedules and sheathing type, and the calibration of a resistance factor to the 2005 NBCC wind loads. Overstrength values used for a capacity-based seismic design approach and factors of safety for wind loading are also provided.Key words: shear wall, light-gauge steel, wood structural panel, earthquake, wind, design.

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.

PARALLEL STEEL FRAME TECHNIQUE FOR SEISMIC STRENGTHENING OF RC STRUCTURES: CASE STUDY

2013 ◽  
Vol 07 (05) ◽  
pp. 1350038 ◽  
Author(s):  
WAIEL MOWRTAGE (VAIL KARAKALE)
Keyword(s):  
Seismic Isolation ◽  
Design Method ◽  
Steel Frames ◽  
Shear Walls ◽  
Steel Frame ◽  
Limit States ◽  
Rc Structures ◽  
Building Collapse ◽  
Turkish Earthquake Code ◽  
Column Jacketing

To strengthen reinforced concrete (RC) structures against possible future earthquakes, several techniques are used in practice such as adding new RC shear walls, column jacketing using steel or RC or carbon fibers, adding steel bracing, and using seismic isolation and dampers. To apply these techniques, the whole building or part of it should be evacuated for several months and if this building is a school or a factory it means that the building will lose its function for several months during the strengthening construction. In this paper, parallel braced steel frame strengthening technique is proposed to strengthen the low or middle raise RC structures in which all the construction works are applied from outside of the building and do not affect the building function. The main features of this technique are ensuring the view, ventilation, and sunlight from windows after the retrofitting work is done. Furthermore, using the construction steel members lead to shortening the construction term, improve in quality, and reduce costs. The idea of this technique is to reduce the earthquake displacement demand on the nonductile existing RC structures by attaching steel frames to the building floors. These frames are parallel to the structural system of the building and their foundations are connected to the existing building's foundation. In doing so, it is expected that during an earthquake the building's interstory drifts will reduce in half and prevent building collapse. The parallel steel frames can be designed to the desired limit states using performance-based design method in FEMA or Turkish earthquake code. A study case of a factory building in Turkey is presented. The seismic performance of the building before and after the strengthening was evaluated according to the Turkish earthquake code TERDC-2007. Analysis results indicate the effectiveness of the proposed technique.

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.

Research on Defect and Adjustment of Complex Shear Wall Partitioned Design Method

2011 ◽  
Vol 243-249 ◽  
pp. 980-984
Author(s):  
Xue Yi Fu ◽  
Jia Xin Qu
Keyword(s):  
Axial Compression ◽  
Compression Ratio ◽  
Design Method ◽  
Concrete Strength ◽  
Shear Walls ◽  
Shear Wall ◽  
Axial Compression Ratio ◽  
Complex Shear ◽  
Section Design ◽  
Effective Flange Width

Both reference [1~2] method and partitioned design method (GB 50010-2002) were adopted to design complex shear walls, and some factors such as axial compression ratio, reinforcing ratio, section dimension, concrete strength grade and effective flange width were considered, then their limited loading capacity would be compared with each other when axial force was considered as a fixed value. It was found that there were some defects of complex shear wall partitioned design method. And its applied conditions were suggested, which included section restricted condition and limited value of axial compression ratio. When these conditions couldn’t be satisfied, the adjusted reinforcement partitioned design method of reference [3] was suggested. If the uneconomical problem of partitioned design method could not be accepted, whole section design method of reference [1~2] would be suggested.

Cyclic Test of Steel Plate Shear Wall Designed by PFI Method

2011 ◽  
Vol 378-379 ◽  
pp. 785-788
Author(s):  
Fereshteh Emami ◽  
Massood Mofid
Keyword(s):  
Ultimate Strength ◽  
Steel Plate ◽  
Shear Walls ◽  
Shear Wall ◽  
Steel Plate Shear Wall ◽  
Applied Loading ◽  
Steel Shear Wall ◽  
Steel Framing ◽  
Steel Coupon ◽  
Force Displacement

In this paper, Plate Frame Interaction (PFI) developed by other researches for modeling Steel Plate Shear Wall (SPSW) is applied for designing a half-scale, single bay and one story SPSW. After designing of SPSW, one specimen is constructed accordingly. In order to determine the mechanical properties of steel, coupon test is performed; and then again theoretical relations based on PFI is re-checked. In this study, gravity loads are neglected and only seismic resistance of SPSW is considered. With cyclic lateral loading as quasi-static load, according to Acceptance Criteria for Cyclic Racking Shear Tests For Metal-Sheathed Shear Walls with Steel Framing (AC154) and obtaining its hysteretic loops, force displacement diagram of the specimen is determined. Comparison of theoretical and experimental results shows that ultimate strength of SPSW based on theoretical analysis is lower than that of experimental analysis. By the way, due to large deformation of beam during the applied loading, it is proposed that plastic moment of beam be get higher, rather than that of proposed quantity. However, through increasing of beam and column rigidity and attention to weak girder- strong column theory, it is estimated that ultimate strength, ductility and energy dissipation of steel shear wall will significantly improve.

Mechanical Properties of Semi-Rigid Steel Frame-Braced Steel Plate Shear Wall

2015 ◽  
Vol 1120-1121 ◽  
pp. 1516-1519
Author(s):  
Yong Song Shao ◽  
Feng Ru Shao
Keyword(s):  
Mechanical Properties ◽  
Steel Plate ◽  
Shear Walls ◽  
Shear Wall ◽  
Steel Frame ◽  
Nonlinear Static Analysis ◽  
Element Analysis ◽  
Steel Plate Shear Wall ◽  
Rigid Joints ◽  
Wall System

Due to mechanical performances of brace and steel plate, mechanical properties of semi-rigid joints and its construction and installation, semi-rigid steel frame-braced steel plate shear wall system is proposed. Nonlinear static analysis with parameters (thickness of plate, type of brace, size of brace and the ratio of span to height) changed of a single-span and single-floor semi-rigid steel frame-braced steel plate shear wall system illustrates that braced steel plate shear walls contributes obviously to bearing capacity and lateral rigidity of semi-rigid steel frame. Also, the finite element analysis (by ANSYS) show that semi-rigid steel frame-braced steel plate shear wall system has excellent ductility.

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