Abstract
The low masonry structure is the most commonly applied building type in rural China. It is possible to install small‐diameter, low cost, and easily constructed laminated rubber bearing (LRB) components. Isolation technology has broad application prospects in rural buildings. We developed a small‐diameter LRB in this study wherein the isolation layer is set above the floor for easy installation and replacement. We built and tested 4 walls to observe the effects of different LRB thicknesses; we assessed test respective phenomena and seismic parameters accordingly. We ran another test on five small‐diameter LRB components with varying horizontal stiffness, different forms of shear strain‐equivalent horizontal stiffness, and postyield stiffness while changing the fitting formula for the second shape coefficient to give small‐diameter LRB design providing gist.
Highlights
In this study, we conducted an experiment consisting of four 1/2-ratio pseudodynamic seismic tests on masonry wall structures
We propose a method for the design of seismic isolation bearings [7]. e masonry wall (Figure 1(a)) was numbered “MLQT-1.” e other three walls using laminated rubber bearing (LRB) all have a diameter of 120 mm but heights of 50 mm, 70 mm, and 90 mm, respectively (Figure 1(b)), in addition to the 90 mm LRB wall. ese specimens are numbered MLQT-2, MLQT-3, and MLQT-4, respectively
In MLQT-2 and MLQT-3, we found that the LRB components were broken due to the separation of the steel plate and rubber layer. e corresponding peak acceleration postyield stiffness and equivalent viscous damping ratio curve are further evidence of this phenomenon and further indicate that damage to the bearing affected the sample’s mechanical properties. e LRB must be repaired properly after an “intense” earthquake occurs
Summary
We conducted an experiment consisting of four 1/2-ratio pseudodynamic seismic tests on masonry wall structures. We conducted an experiment to test various LRB mechanical parameters based on the “isolated rubber bears experimental method” [10]. Under these standards, the shear strain was 50%, 100%, and 250% corresponding to maximum displacement to calculate the LRB equivalent horizontal stiffness and damping ratio [11]. E vertical loading was 30 kN as the same type of two LRB specimens was inputting 0.1 Hz and 0.5 Hz sine waves separately with different values of peak acceleration in the horizontal direction. Loading was recycled four times and the third hysteresis loop was calculated [14], where the LRB number end-term represents the sine wave frequency as GZ1-0.1 GZ1-0.5
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