Seismic Behavior Of Thermal-insulating Concrete Wall With 600MPa Higth-strength Reinforcement

A new thermal-insulation concrete wall referred as CKBZ is available which follows the principle of green building.In this new structure,EPS boards serve as both thermal insulation material and permanent module material.The module is laid in and bound together imitating to the masonry.The seismic behavior with high-strength reinforcement of CKBZ this paper focused on started to show up within only a few years.Relevant cases before with HRB600 rebar was not enough to support a deduction about the structure with on seismic resistance.As shown of main research involved in this paper,the CKBZ with high-strength reinforcement is equivalent to conventional RC shear wall for application practise,showing satisfactory performance on deformation capacity and bearing capacity and energy-dissipating capacity.Variation on seismic behavior of CKBZ walls go out with various parameters based on the numerical modeling of CKBZ with HRB600 rebar applied on ANSYS finite element analysis software.To make sure numerical model of CKBZ walls are serviceable,a low-cyclic load test and its numerical simulation on composite shear wall with glazed hollow bead system is used before that can present a certain extent support the simulation is equivalent to a real test.On the CKBZ wall,dynamic analysis and low cyclic loading analysis are executed and model of CKBZ feeds back on various order modes.Research works of seismic performance cover bearing capacity,displacement ductility capacity,stiffness degradation and energy dissipation capacity.Parameters as follows were take into consideration which were shown in 18 samples of CKBZ walls :equivalent substitution of reinforcement,axial compression ratio,height-width ratio,confined boundary element,distribution reinforcement,concrete strength grade,thickness of rib.A comparison sample of conventional RC shear wall was set to deliberate the diversity to the CKBZ.Dynamic analysis reveal that natural vibration period is related to stiffness of the CKBZ walls.The higherr stiffness argument is,the shorter the natural vibration period is.Discontiguous replacement cavity of the molds in the wall cut down the stiffness,causing a longer period of the sample wall than the conventional.Observation on low cyclic loading analysis,all samples except for the one with 90 mm thickness of rib had similar failure process which shows with premature broken of the rib.The failure mode is in accordance with a flexure failure.A horizontal crack shows up at the root of a pier on the corner first.Then cracks at the rib caused by shear tend to split towards limbs.At the moment fracture happens,crevices cover all over the panel of the sample.Capabilities of subject in this research show as follows with the variation of parameters: Displacing HRB400 rebar with HR600 rebar via a equivalent substitution of strength,the test subject serves on a stable condition with regard to bearing capacity but have decrease of ductility factor,down by 20%;With a equivalent substitution of area,the test subject have a improvement on bearing capacity by 15.4% but is decreased of ductility coefficient by 23.8%;As the increase of axial compression ratio,bearing capacity of samples fall down by 17.7% and 27.6%.And a slight rise of the energy-dissipating capacity is observed.As the increase of height-width ratio,bearing capacity of samples has a fall down by 18.3% and 35.5% but max angular displacement of samples increased by 18.3% and 35.5%.The deformation capacity is increased as the rise of height-width ratio.The value on bearing capacity of research subject have no obvious change as the reinforcement ratio of hoop bars rising but the value of max displacement have a rise up by 11% and improvement of deformation capacity is observable.As the increase of longitudinal reinforcement ratio of pier at the corner of wall,bearing capacity of samples has a rise up by 7.3% and 14.5% and energy-dissipating capacity also increased by 24.7% and 29.3%.The bearing capacity and energy-dissipating capacity show a slight rise first and then almost have no change with more allocation of horizontal distribution bar.Separate rise by 9.2% and 14.2% is show on bearing capacity and 16.8% and 25.3% rise of energy dissipation is observed as the failure happen.As concrete strength grade is upgraded,max displacement has a fall down by 12.8% and 24.4%,and bearing capacity and stiffness get enhanced.The best allocation on the thickness of rib is 60 mm,which achieves rise of energy dissipation by 11% and 24.9% separately to the 30 mm and 90 mm choice with little decrease on deformation capacity.