scholarly journals EXPERIMENTS AND RELIABILITY ANALYSIS ON FRAME-TO-SHEATHING JOINTS IN LIGHT WOOD FRAMED SHEAR WALLS

Wood Research ◽  
2021 ◽  
Vol 66 (5) ◽  
pp. 844-858
Author(s):  
HONGLIANG ZUO ◽  
JING DI
Keyword(s):  
Bearing Capacity ◽  
Reliability Analysis ◽  
Ductile Failure ◽  
Shear Walls ◽  
Shear Wall ◽  
Elastic Stiffness ◽  
First Order ◽  
Reliability Methods ◽  
Different Characteristics ◽  
Framed Shear Walls

To exploit the spruce-pine-fir (SPF) panel and the parallel strand bamboo (PSB) panel used in light wood framed shear wall and investigate the lateral behaviors of frame-to-sheathing joints in light wood framed shear wall with different characteristics, the experimental investigation and reliability analysis were carried out under monotonic load. The test configurations included joints with perpendicular-to-framing-grain load or parallel-to-framing-grain load, with SPF sheathing panel or PSB sheathing panel and with nail or screw. The results suggested that nailed joints with PSBpanel occurred ductile failure but other joints occurred brittle failure. Moreover, theultimate bearing capacity and the elastic stiffness of the joints under perpendicular load were higher than that ofthe joints under parallel load. The use of PSB panel and screw increased theultimate bearing capacity of the joints. Furthermore, based on Johansen yield theory and experimental results, the reliability analysis was carried out through first-order reliability methods. The results showed that the SPF-nail joints, the PSB-nail joints, and PSB-screw joints achieved the reliability requirements.

scholarly journals Steel Plate Cold-Rolled Section Steel Embedded High-Strength Concrete Low-Rise Shear Wall Seismic Performance

2018 ◽  
Vol 2018 ◽  
pp. 1-18
Author(s):  
Min Gan ◽  
Yu Yu ◽  
Liren Li ◽  
Xisheng Lu
Keyword(s):  
Bearing Capacity ◽  
Failure Mode ◽  
Seismic Performance ◽  
High Strength Concrete ◽  
Steel Plate ◽  
Shear Walls ◽  
High Strength ◽  
Shear Wall ◽  
Steel Plates ◽  
Strength Concrete

Four test pieces with different steel plate center-to-center distances and reinforcement ratios are subjected to low-cycle repeat quasistatic loading to optimize properties as failure mode, hysteretic curve, skeleton curve, energy dissipation parameters, strength parameters, and seismic performance of high-strength concrete low-rise shear walls. The embedded steel plates are shown to effectively restrict wall crack propagation, enhance the overall steel ratio, and improve the failure mode of the wall while reducing the degree of brittle failure. Under the same conditions, increasing the spacing between the steel plates in the steel plate concrete shear wall can effectively preserve the horizontal bearing capacity of the shear wall under an ultimate load. The embedded steel plates perform better than concealed bracing in delaying stiffness degeneration in the low-rise shear walls, thus safeguarding their long-term bearing capacity. The results presented here may provide a workable basis for shear wall design optimization.

Bearing capacity of composite shear wall incorporating a concrete-filled steel tube boundary and column-type reinforced wall

2020 ◽  
Vol 23 (10) ◽  
pp. 2188-2203
Author(s):  
Zhao Nannan ◽  
Wang Yaohong ◽  
Han qing ◽  
Su Hao
Keyword(s):  
Bearing Capacity ◽  
Residual Deformation ◽  
Shear Walls ◽  
Shear Wall ◽  
Steel Tube ◽  
Concrete Filled Steel Tube ◽  
Composite Shear Wall ◽  
Boundary Shear ◽  
Column Type ◽  
Composite Shear

Composite shear walls are widely used in high-rise buildings because of their high bearing capacity. To improve the bearing capacity of ordinary shear walls, restraining elements are usually installed at both boundaries or within the wall body. In this article, two different restraining elements, namely, a rectangular steel tube and a column-type reinforcement (the whole wall body was restrained by segmented stirrups and tied by diagonal bars), were applied to the boundary frame and wall body of the shear wall either jointly or separately. A new type of steel-concrete composite shear wall, referred to as a composite shear wall incorporating a concrete-filled steel tube boundary and column-type reinforced wall, was proposed. In addition, three specimens with different restraining elements, namely, a column-type reinforced shear wall, a concrete-filled steel tube boundary shear wall and an ordinary reinforced concrete shear wall, were presented for comparison. The influences of the two different restraining elements on the seismic performance and bearing capacity of the shear walls were analyzed from four perspectives of failure mode, hysteresis behavior, stiffness and residual deformation, and the equivalent lateral pressures of the two restraining elements were calculated. Based on the plane-section assumption, expressions for the crack, yield, peak and ultimate bearing capacities were derived, and the effects of the two restraining elements on the peak and ultimate bearing capacities were considered. The results show that these two restraining elements significantly improved the bearing capacity of the shear wall specimens, and the concrete-filled steel tube restraining element was more effective than the column-type reinforced restraining element. Finally, the calculated values of the bearing capacity of the four different restraining elements of the shear wall specimens proposed in this article were in good agreement with the experimental values.

Hysteretic Behavior of Composite Vertical Connection Structures used in Prefabricated Shear Wall Systems

2020 ◽  
Vol 20 (06) ◽  
pp. 2040007
Author(s):  
Limeng Zhu ◽  
Haipeng Yan ◽  
Po-Chien Hsiao ◽  
Jianhua Zhang
Keyword(s):  
Finite Element ◽  
Bearing Capacity ◽  
High Strength Steel ◽  
Failure Modes ◽  
Mechanical Performance ◽  
Shear Walls ◽  
High Strength ◽  
Shear Wall ◽  
Hysteretic Behavior ◽  
Design Standards

An innovative composite vertical connecting structure (CVC) with capacity carrying and energy-dissipating ability is proposed in this study, which could be used in prefabricated composite shear wall structural systems to enhance the resilience and seismic performance of structural system. The CVC structure is mainly composed of three parts, including the connecting zone, the capacity bearing zone characterized by high strength and elastic deforming ability, and the energy-dissipating zone assembled by replaceable metal dampers. The low-yield strength steel and high-strength steel are used, respectively, for the metal dampers in the energy-dissipating zone and the concrete-filled high-strength steel tubes in the bearing capacity zone to enhance the energy dissipation and self-centering abilities of CVC structures. The working mechanism is analyzed and validated through finite element models built in ABAQUS. The hysteretic behavior is simulated to evaluate their performance. First, the metal dampers are designed. The theoretical and finite elemental parametric analysis are carried out. According to the simulation results, the “Z-shaped” metal dampers exhibit better energy-dissipating ability than the rectangular shape, in which the “Z-shaped” metal dampers with 45∘ show the best performance. Simultaneously, the results of the models calculated by the finite element method and theoretical analysis work very well with each other. Furthermore, seven FE models of shear walls with CVC structures are designed. Monotonic and cyclic loading simulations are conducted. The failure modes and comprehensive mechanical performance are investigated and evaluated according to their calculated force–displacement curves, skeleton curves, and ductility coefficients. The results indicate that the CVC structure delivered preferable lateral-bearing capacity and displacement ductility. Finally, according to available design standards, the lateral stiffness of CVC structures could be conventionally controlled and some practical design recommendations are discussed.

Experimental Study on Seismic Behaviors of Structural Insulated Panel Shear Walls under Cyclic Loading

2011 ◽  
Vol 413 ◽  
pp. 529-534
Author(s):  
Hui Feng Yang ◽  
Wei Qing Liu ◽  
Wei Dong Lu ◽  
Shu Ai Yan
Keyword(s):  
Bearing Capacity ◽  
Failure Modes ◽  
Shear Walls ◽  
Elastic Stiffness ◽  
Width Ratio ◽  
Timber Structures ◽  
Test Results ◽  
Load Bearing Capacity ◽  
Panel Shear ◽  
Seismic Behaviors

In this paper, a total of five structural insulated panel shear walls (SIPSW), in which with plywood facing and polystyrene foam board core, were tested under low cyclic horizontal loading. For the test specimens, different wall depth-width ratio and the opening sizes have been considered. The failure modes, failure mechanics, bearing capacity, lateral stiffness and ductility are discussed in detail. The test results showed that the hysteretic curve of SIPSW shows a reversed S-shape. Also the depth-to-width ratio and the opening dimensions of the shear walls have significant effects on load bearing capacity, ductility and elastic stiffness. What’s more, the performance of the SIPSW specimens was controlled by the fastener slip behavior of the SIP-to-spline connection, especially along the bottom spline. Finally, it is indicated that SIPSW have a good satisfaction upon seismic performance when used to timber structures.

Reliability Analysis of Circular Footing by Using GP and MPMR

2021 ◽  
Vol 12 (1) ◽  
pp. 1-19
Author(s):  
Rahul Kumar ◽  
Pijush Samui ◽  
Sunita Kumari ◽  
Yildirim Hüseyin Dalkilic
Keyword(s):  
Bearing Capacity ◽  
Reliability Analysis ◽  
Unit Weight ◽  
Variable Parameters ◽  
Angle Of Internal Friction ◽  
First Order ◽  
Moment Methods ◽  
First Order Second Moment ◽  
Minimax Probability Machine Regression ◽  
Circular Footing

Circular footings are designed to bear a load of super structures. Studies have been done on the influence of soil properties on bearing capacity of shallow foundations. The use of circular foundation is practical in geotechnical engineering. During the design of circular footing, bearing capacity of soil is taken into consideration, and cohesion (c), unit weight (γ), and angle of internal friction (ϕ) are the most variable parameters. Reliability analysis is used frequently for the design of circular footing. Most of the authors have used first order second moment methods (FOSM). However, FOSM is a time-consuming method. Drawbacks of FOSM have been overcome by genetic programming (GP), minimax probability machine regression (MPMR). This article gives a distinct analysis between the developed MPMR based FOSM and GP-based FOSM.

Effect of axial compression ratio on concrete-filled steel tube composite shear wall

2018 ◽  
Vol 22 (3) ◽  
pp. 656-669 ◽  
Author(s):  
Hetao Hou ◽  
Weiqi Fu ◽  
Canxing Qiu ◽  
Jirun Cheng ◽  
Zhe Qu ◽  
...  
Keyword(s):  
Bearing Capacity ◽  
Axial Compression ◽  
Compression Ratio ◽  
Shear Walls ◽  
Shear Wall ◽  
Steel Tube ◽  
Concrete Filled Steel Tube ◽  
Axial Compression Ratio ◽  
Composite Shear Wall ◽  
Composite Shear

This study proposes a new type of shear wall, namely, the concrete-filled steel tube composite shear wall, for high performance seismic force resisting structures. In order to study the seismic behavior of concrete-filled steel tube composite shear wall, cyclic loading tests were conducted on three full-scale specimens. One conventional reinforced concrete shear wall was included in the testing program for comparison purpose. Regarding the seismic performance of the shear walls, the failure mode, deformation capacity, bearing capacity, ductility, hysteretic characteristics, and energy dissipation are key parameters in the analysis procedure. The testing results indicated that the bearing capacity, the ductility, and the energy dissipation of the concrete-filled steel tube composite shear walls are greater than that of conventional reinforced concrete shear walls. In addition, the influence of axial compression ratio on the seismic behavior of concrete-filled steel tube composite shear wall is also investigated. It was found that higher axial compression ratio leads to an increase in the bearing capacity of concrete-filled steel tube composite shear walls while a reduction in the ductility capacity.

scholarly journals Axial and Bending Bearing Capacity of Double-Steel-Concrete Composite Shear Walls

2020 ◽  
Vol 10 (14) ◽  
pp. 4935
Author(s):  
Peiyao Zhang ◽  
Quanquan Guo ◽  
Fei Ke ◽  
Weiyi Zhao ◽  
Yinghua Ye
Keyword(s):  
Bearing Capacity ◽  
Design Method ◽  
Shear Walls ◽  
Element Model ◽  
Shear Wall ◽  
Test Results ◽  
Nuclear Facilities ◽  
Bending Performance ◽  
Composite Shear Wall ◽  
Composite Shear

Double steel-concrete composite shear wall is a novel composite structure. Due to its good mechanical properties, it has been considered as a substitute for reinforced concrete walls in nuclear facilities, marine environmental structures, and high-rise buildings. However, the design method of the double-steel concrete composite shear wall is lacking. The purpose of this paper is to propose the bending capacity formula under large and small eccentric loads. By summarizing the test results of 49 steel-concrete composite double shear walls under cyclic loading from different studies, it was found that the bending failure of double-steel-concrete composite shear walls was featured by the concrete crushing at the bottom. A finite element model was established and it could simulate the axial and bending performance of double steel-concrete composite shear walls reasonably well. According to the experimental results and FE analysis, the primary assumptions for calculating the axial and bending bearing capacity of the double steel-concrete composite shear walls were proposed. Based on these assumptions, the bearing capacity formulas were derived according to the equilibrium theory of the cross section. The calculation results obtained by the bearing capacity formulas were in good agreement with the test results.

scholarly journals Research on Seismic Performance of an Innovative Upper-Lower Half-Story Precast Shear Wall

2021 ◽  
Vol 2021 ◽  
pp. 1-15
Author(s):  
Yanyan Sun ◽  
Zhenbo Wang ◽  
Jing Xu
Keyword(s):  
Energy Dissipation ◽  
Bearing Capacity ◽  
Shear Failure ◽  
Low Frequency ◽  
Shear Walls ◽  
Shear Wall ◽  
Stiffness Degradation ◽  
Obvious Effect ◽  
Construction Joint

An innovative precast connection (the precast connection installed in the middle of the shear wall) was proposed for the shear wall. To verify the effectiveness of the proposed precast connection, two cast-in-situ shear walls (RCW1 and RCW2) and three precast shear walls (PCW1, PCW2, and PCW3) were manufactured and investigated. The construction joints were inserted in the bottom and the middle for RCW1 and RCW2; and the structural glue horizontal connection, structural glue cogged connection, and cast-in-situ plug grouting connection were utilized for PCW1, PCW2, and PCW3, respectively. The failure mode, loading capacity, ductility, stiffness degradation, and energy dissipation of specimens were analyzed under the horizontal low-frequency cycled loading. Simultaneously, a numerical simulation was carried out on the ABAQUS software, and simulation results were consistent with experimental results. The result showed that the moment-shear failure occurred in all the specimens except PCW1; the bottoms of PCW2 and PCW3 were still vulnerable regions. The bearing capacity and the ductility of RCW2 were improved to different degrees by installing the construction joint in the middle of the shear wall. Specifically, the structural glue cogged connection and the cast-in-situ plug grouting connection have no obvious effect on the reduction of bearing capacity but can improve the ductility of the specimen; the stiffness degradation and energy dissipation of RCW1, RCW2, PCW2, and PCW3 were basically the same.

Experimental study on double-headed screw joints and their application in bamboo shear walls

2020 ◽  
pp. 136943322097177
Author(s):  
Qingfang Lv ◽  
Yi Ding ◽  
Ye Liu
Keyword(s):  
Energy Dissipation ◽  
Bearing Capacity ◽  
Failure Modes ◽  
Shear Failure ◽  
Single Layer ◽  
Shear Walls ◽  
Shear Wall ◽  
Tensile Failure ◽  
Step Test ◽  
Double Shear

Due to the weak withdrawal capacities of conventional nail joints, using double-headed screw joints as reliable connections in bamboo structures is investigated for the first time. A two-step test program is presented in this paper. In the first step, a double shear test is carried out to investigate the influences of the end distance and bamboo grain direction on the performance of double-headed screw joints. The test shows that there are four main failure modes of double-headed screw joints: double-headed screw shear failure, bearing failure of the hole wall, tensile failure of the bamboo cover panel and shear failure of the cover panel end. In the second step of test, the proposed double-headed screw joints are applied to three single-layer single-span bamboo shear walls, and low-cycle reversed loading tests are applied to the walls with double-headed screw spacings of 50 mm, 100 mm and 150 mm. The failure mode, hysteretic behaviour and energy dissipation performance of the shear walls are discussed. Test results show that the two main failure modes of the bamboo shear walls are the tensile failure of the edge of the wall and shear failure of the double-headed screws. Among the different spacings, the bearing capacity and effective stiffness of the wall with a double-headed screw spacing of 50 mm are the largest, the ductility and energy dissipation capacity of the bamboo shear wall with a double-headed screw spacing of 100 mm are the largest, and the bearing capacity and ductility of the bamboo shear wall with a double-headed screw spacing of 150 mm are the worst.

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.

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