Experimental Study On Seismic Behavior Of High Strength Reinforced Concrete Coupled Shear Wall

HRB500steel bar was a kind of high strength, good ductility steel, had beenlisted in the specification for design of concrete structures (GB50010-2010). Highstrength concrete had high compressive strength, elastic modulus, good durability andother characteristics, could effectively reduce the components section, suitable forhigh-rise buildings. The miit promoting HRB500level high strength steel, and highstrength reinforced high strength concrete was studied mainly in the study on thecomponent such as beam, column, node at home and abroad. The research for coupledshear wall components was littler. It was necessary to supplement relevantexperiments to study its seismic performanceThree1/4scale with HRB500level high strength steel and both limbs of C60andC70high strength concrete shear wall specimen were designed, according to thecurrent domestic current design specification. And its low reversed cyclic loadingtests were carried out, the research contents and results were as followed：(1) High strength reinforced high strength concrete double shear wall specimenof the beam span ratio of not less than2.5meet the current national standard aboutflexible interlayer displacement angle and the requirement of the elastoplasticinterlayer displacement angle. And the ductility coefficient was not less than3.0.Under horizontal load, the plastic hinge first appeared in the middle tier tie-beam. Andwith the increase of load, other layers even tie-beam camera yield form plastic hinge.The wall-column at the bottom of the limb were yield, longitudinal reinforcementconcrete crushed to form a plastic hinge, finally the whole structure formationmechanism, belonging to the bending shear type, has a good energy dissipation ability,meet the seismic requirements.(2) The specimens of the beam span ratio was1.6, even the beam shear damageoccurs, the energy dissipation ability was poor. If not using other measures to preventthe beam under the condition of shear failure, did not use in high strength reinforcedhigh strength concrete member across high coupling beam smaller;(3) By with the existing ordinary reinforced concrete shear wall test contrast,found that high strength reinforced high strength concrete coupled shear wall withexperimental phenomenon, crack law of development, yield similar mechanism, failure mechanism, there was no obvious difference. High strength reinforced strengthconcrete double shear wall specimen had obvious yield point, and the peakdisplacement with the yield displacement ratio was larger, there was a certaindeformation ability of the reserve.At last three specimens after crushed at the bottom of the concrete wall limb,shear failure happened, through the analysis found that, under horizontal load, eventhe beam within the wall limbs causes large axial force, causing two wall limb axialforce was large, after tensile wall limb yield, plastic internal force redistribution causecompression of shoulder the bulk of the shear wall limb, wall limbs at the bottom ofthe concrete shear failure in the aftermath of the crushed.Suggest that high strength reinforced concrete shear wall for elastoplasticanalysis, calculating the elastic-plastic stage axial force wall limb, wall limb shouldnot appear small eccentric tension, when any wall limb as eccentric tension, accordingto the "technical specification for concrete structures of tall building"(JGJ3-2010)regulation, the two wall limb bending moment design value and to increase the sheardesign value multiplied coefficient of1.25.