Bearing Capacity Of Joints Research Articles

Stress Transferring Mechanism and the Bearing Capacity of Joints between Concrete-Filled Square Steel Tubular Special-Shaped Columns and Steel Beams

In recent years, a new type of frame consisting of steel beam and concrete-filled square steel tubular special-shaped column is increasingly widespread. Compared with the joint of ordinary reinforced concrete special shaped frame, the joint between concrete-filled square steel tubular special-shaped columns and steel beams has the advantage of better ductility, higher loading capacity, uncomplicated reinforcement disposing and convenience in construction. This paper indicates that the joint has strong energy dissipation capacity and high loading capacity, and the use of diaphragm is effective to enhance the structural performance of the joints. Stress transferring mechanism in the joints is discussed, and the calculating model of the shear strength of panel zone is established. This study is helpful for further study of the design and use of the joint between concrete-filled square steel tubular special-shaped columns and steel beams.

Seismic Behavior Analysis and Seismic Strengthening of Corner Joints without Seismic Details

Seismic performance of corner joints without seismic details was analyzed by software ABAQUS, the results indicated that the reinforcement ration of the girders has great effects on the failure process and seismic behavior of corner joints. Beam Haunch Method was used to strengthen these joints, and then finite element analysis was conducted for the joints with unidirectional haunched beam (UHB)and bidirectional haunched beams(BHB). It was found that the bearing capacity of joints was significantly improved but the ultimate displacement and ductility factor were slightly affected by the haunch strengthening. The strengthening effect of bidirectional haunch was obviously superior to that of unidirectional haunch.

Experimental Study on Cast-Steel Joints for Nantong Sports Exhibition Center

Cast-steel joints characterized in strong adaptability are widely applied in various long span spatial structures. At present, there is no national design specification available on cast-steel joints. Therefore, it is quite a necessity to conduct full-scale test or model test on cast-steel joints suffering complicated forces. This Paper has, taking Nantong Sports Exhibition Center as an example, conducted the experimental study of some important joints, and compared with elastic-plastic nonlinear finite element analysis result. According to the result, the fracture morphology of joints, stress distribution and bearing capacity of joints obtained from the elastic-plastic nonlinear finite element analysis are consistent with those of measured result, proving that the analysis theory applied in engineering design is basically suitable for the actual working condition of cast-steel joints and the joints are sufficiently safe.

Study of metal timber join by Acoustic Emission method

Actual behaviour and general load carrying capacity of timber structures depends primarily on the load bearing capacity of joints. The present paper deals with slotted-plate steel-to-timber joints. In addition, innovative measuring methods were used to determine the strength of the metal-wood-metal structure. One of them was the acoustic emission method, which belongs to the group of non-destructive testing methods. It is to be noted that the acoustic emission method responds to the defect generation much sooner than the visual or any other method. The time-frequency analysis can play a central role in the signal analysis.

Bolt Bearing Behavior of Highly Loaded Polymer Matrix Composite Joints at Elevated Temperatures With and Without Clamp-Up

Data are presented on time-dependent behavior of bolted joints made from 64-ply IM7 carbon fiber/K3B thermoplastic polyimide quasi-isotropic lay-up tested in pure bolt bearing and in bearing bypass. Composite panels were aged at temperatures of 177 and 204°C for 5 000 and 10 000 (h) to simulate cumulative effects of supersonic flight conditions on a bolted composite joint. Changes in joint-bearing capacity and determination of time-dependent behavior have been covered in this study. Test coupons sized and drilled to correspond to the ratios found in actual joints were loaded over a wide range at both with and without clamp-up forces. Testing at 177°C simulated supersonic cruise temperature. Bearing creep testing revealed time-dependent behavior only in a very narrow loading region, above which bearing failure occurred almost instantaneously and below which no damage occurred. Testing of aged material showed degradation in material aged at 177°C for 5000 h; however, material aged at 177°C for 10 000 h demonstrated a recovery in bearing capacity, while material aged at temperatures of 177 and 204°C for 5000 and 10 000 h showed neither increased nor equivalent performance degradation. Testing with neat resin demonstrated that the matrix material becomes more brittle both with temperature and with aging. It was concluded that this material experiences no significant time-dependent deformation for temperatures at or below 204°C.

The bearing capacity of joints between walls and floor slabs in multistorey buildings

The paper deals with determination, by traditional and probabilistic methods, of the bearing capacity of joints between walls and floor slabs. All principals factors affecting the probability of limit states being attained are taken into account. The probability analysis is based on specific statistical data.

Loadbearing capacity and deformability of vertical joints in structural walls of large panel buildings

The following characteristic phases in joint behaviour under shear forces can be distinguished: phase I—joint as monolithic structure (bond not damaged); phase II—when the bond is damaged. This phase decides the joint bearing capacity, and deformability and its effect on the behaviour of the whole shear wall. For the calculation of the bearing capacity of shear-key joints two formulae have been proposed by the author. The first formula concerns the failure state of a joint which which is not diagonally cracked. The second formula refers to the failure state of a diagonally cracked joint. The proposed formulae were verified on the basis of experimental data obtained from tests by Hansen and Oleson, Pommeret and the author. Correction factors were found from the tests and a final formula embodying these factors is proposed for the calculation of the bearing capacity of joints. The influence of basic structural parameters has been analyzed and discussed on the basis of experimental results. These parameters are cross-sectionel area of keys, ratio of reinforcement and shape of keys. Minimum reinforcement ratios are proposed and a comparison of various national standard regulations concerning joint bearing capacity is presented.