Experimental Study And Finite Element Analysis On Bond Behavior Between Wood And Concrete

With the development of economy and the progress of the society, the sustainable development problem and the concept of ecological construction attract people’s attention gradually. Wood, as the only renewable green building materials, has been taken seriously again. Therefore, composite timber structure emerge as required because of the shortage of timber and defects of timber structure. But the study on bond-slip behavior of the interface of wood and concrete is still in the blank.In order to compare natural bonding with bonding mechanical properties of the interface of wood and concrete under the action of shear force, ten short specimens of wood-concrete composite columns have been designed and made according to the types and numbers of shear connecters and anchorage length. The interface of one column used as the contrast specimen is natural bonding between wood and concrete. This paper not only completes push-out test of specimens but also collects the test data, which is compared with simulation results of the analysis of ABAQUS finite element software. This paper also analyzes the bond-slip mechanism between wood and concrete, load-slip characteristics, wood strain distribution, and the force condition of shear connecters. There are the following conclusions through experiments and analysis.(1) Natural bonding between wood and concrete provided by chemical cohesion, mechanical interaction force and frictional resistance works separately or simultaneously in different stages.(2) Standard load-slip curve of the push-out test includes four stages roughly:no sliding period, sliding period, failure period and decline period.(3) In the case of the same anchorage length and the same number of shear connectors, the specimens strengthened with shear connectors of angle steels have the highest ultimate bearing capacity, and the free end slip is minimal under ultimate load. The specimens strengthened with shear connectors of oblique Angle bolts have the same bearing capacity with the specimens strengthened with shear connectors of vertical bolts, but for the limitation to sliding, the former is better than the latter.(4) Under lower load, For the specimens strengthened with shear connectors of bolts, strains of wood on each side present exponential distribution along the height. When the load increases to a certain degree, strains of wood on sides without bolts show large at two poles and little in the middle, no longer meeting the exponential distribution. For the specimens strengthened with shear connectors of angle steels, the strains of wood present approximate exponential distribution along the height.(5) Basically, in the entire test process, shear connectors can not work for specimens and the deformation of shear connectors is in the elastic stage.(6) The simulation results of ABAQUS are in good agreement with the experiment results, that means, material model, unit model and analysis of the model we used in the simulation process are reasonable.