| Reinforced concrete f rame s tructure is the main form of t he s tructure o f t he m odern architecture, the layer and expansion technology of the Building in building engineering also get the rapid development. In the process of the directly layer of Reinforced concrete frame, Concrete columns and thejoint form is the important link of the safety of the structure, in the Previous reinforced concrete frame directly add layer of the project, used the mostis a chemicalplants teel method, Through the drilling, note glue, plant steel and s o on a series of process s o as to increase the purpose of the layer, But this w ay also brings the damage to the internal reinforcement of the reinforced concrete frame to s ome degrees, and safe hidden trouble to the original c onstruction. At th e s ame ti me, in t he r einforced c oncrete frame construction e xtension pr oject, the s hear performances of thei nterfaceb etween the po st-casted the b eam a nd column frame a re a lso relatively w eakThis paper is adopted a kind of non-planting bar means to achieve the purpose of increasing the direct layer—"Angle Steel Add Column", This structure is a composite structure of Angle steel, steel plates, steel and concrete, the steel plate on the tops of The original frame needs welding with Angle s teels, Making angle steel play the role of a longitudinal reinforcement on the layer node.This article m ainly c ontent is the node bending and shear performance of the framework on the non-planting bar and the directly layer s tructure form of the reinforced concrete frame. Including the s election of angle steel model a nd t he c alculation pr inciple of t he 1 ength, the s election principle of bottom plate and vertical steel, checking the rationality and safety of the bending and shear bearing capacity calculation formula whichthis paper puts forward; Inthetestonthe shear bearing c apacity of Post-casted beams of reinforced concrete frame column, this paper focuses on the influence of the s hear r enforcement an d Post-casted b eam-column interface with different processing methods to the shear bearing capacity of Post-casted beam-column interface, And puts forward related calculation formula.Test results show that, the non-planting bar and the directly layer structure form of the reinforced concrete frame with c ertain feasibility, Angle s teel and reinforced c oncrete column c an w ork together very well before the test components arein destruction, when it up to to 30%～45% of the values of the calculated loads,, the flexural c apacity decreased by 30%～40% because of the influence o ft he relatives lip. In or der t o s olve t his pr oblem, This pa per a lso put s f orward improvement comments on. This structure has good shearing property, and the destruction form is brittle failure, but the shear bearing capacity of the two test components were measured to reach the de sign va lue of 160% and 185%, the proposed calculation formula is consistent and has a certain safety coefficient.Based on the experiments on two kinds of be am-column joint forms, the roughened interface with i nserting s hear r einforcement a nd the rejected c oncrete cover with i nserting s hear reinforcement, discussing the shear performance of post-castedb eams onthe interface, andthe effects of shear p erformance of shear reinforcement on connections. It was conformed that the both c onnections had good pe rformance, their shear capability w ere up t o the level of integral casting beams, and shear reinforcement could improve the shear capacity of the interface between post-castedbe am and column. The r elative s lipp age between post-castedb eam and c olumn was less than the rejected concrete cover joint. This paper discussed the shear performance and the mechanism of two j oint forms, and set up the calculation m ethods of the s hear c apacity, the proposal f ormulas m atched the r esults o f t he experiments well, sot hey could be us ed a s t he reference for the engineering design. |
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