Experimental investigation of the ULTIMATE RESISTANCE of slender, steel-plate girder web panels to combined SHEAR-and-patch loading indicates significant interaction between SHEAR loading and patch loading. However, an existing interaction formula is based on experimental results. Herein, an improved design procedure for slender plate girders subjected to combined SHEAR and patch loading is proposed. A modified formula to evaluate SHEAR RESISTANCE of plate girders in presence of patch loading is proposed that shows satisfactory correlation with the available test data and is acceptable for practical purposes.

The main objective of this study is to propose the Strut-and-Tie method (STM) to predict the SHEAR capacity of simply supported RC deep beams SHEAR-strengthened with carbon fiber reinforced polymers (CFRP). It is assumed that, the total carried SHEAR force by SHEAR-strengthened RC deep beam provided by three independent RESISTANCE, namely diagonal concrete strut due to Strut-and-tie mechanism, and the equivalent resisting force resulted by with web reinforcement and FRP layer. The STM approach is regressioned with 104 specimens SHEAR-strengthened with different scheme which are modelled and analyzed through the Non Linear finite elements method and analyzed according under Push over load. For verifying of the accuracy of proposed method, it was used to determine the SHEAR capacity of specimens which have been tested by other researchers. Obtained results were compared with experimental data, that this comparison indicate the proposed method is capable to predict the SHEAR strength of strengthened deep beams with externally bonded (EB) CFRP with acceptable accuracy.

In this paper a new method based on Strut-and-Tie Model (STM) is proposed to determine the SHEAR capacity of simply supported RC deep beams and an efficiency factor for concrete with considering the effect of web reinforcements. It is assumed that, the total carried SHEAR force by RC deep beam provided by two independent RESISTANCE, namely diagonal concrete strut due to strut-and-tie mechanism and the equivalent resisting force resulted by web reinforcements, web reinforcing reduces the concrete compression softening effect with preventing from the diagonal cracks opening or concrete splitting. The unknown function and parameters are determined from 324 experimental results obtained by other researchers. To validate the proposed method, the obtained results are compared with some of the existing methods and codes such as ACI 318-05 and CSA. The results indicate that the proposed method is capable to predict the SHEAR strength of variety of deep beams with acceptable accuracy.

By application of Cone Penetration Test (CPT) data for shallow foundation (footing) design, the problems of providing representative undisturbed samples and, rather, j- N coefficient relations will be eliminated. An analytical model, based on a general SHEAR failure mechanism of the logarithm spiral type, has been developed for calculating, directly, the bearing capacity of footings, quit from cone RESISTANCE, qc. The transform of the failure mechanism from a shallow to a deep foundation and the scale effect have been considered in the proposed method. Six current CPT direct methods for determining the bearing capacity of footings have been investigated. The proposed method and others were compared to the measured capacity, ranging from 1.7 to 15 kg/cm2, of 28 footings compiled in a database with a range of diameter from 0.3 to 3 m located in different soils. The graphical and cumulative probability approaches for the validation of the methods indicates optimistic results for the bearing capacity estimation of the proposed method, which is simple and routine.

In this paper failure mechanism of a joint which was welded by friction stir spot welding method was studied. The 5052 aluminum joint was loaded under tensile-SHEAR condition. To find out failure mechanism, several tests were conducted such as: strain-stress, macrography, and Vickers hardness. Results of strain-stress test state the stages of failure and crack initiation and propagation. Macrography analysis was done in several stages with different penetration depths. It was shown that the material flow, the critical surface of the coupon, and the determined zones were more possible to generate crack. Finally, by using Vickers hardness test, the susceptible zones to crack generation and propagation can be specified.

The use of high-strength concrete in reinforced concrete slabs is becoming popular in Australia and other countries. Current design provisions of AS3600 and other major codes throughout the world are based on empirical relationships developed from tests on low-strength concrete. In this paper, the experimental results from four research studies are used to review the existing recommendations in design codes for punching SHEAR failure of slabs. Design codes referred in this study are AS3600 and CEB-FIP MC 90. In AS3600 the punching SHEAR strength is expressed as proportional to fc1/2. However in CEB-FIP MC 90 punching SHEAR strength is fc1/3 .It is shown that the present provisions assumed to be proportional to in AS3600 are applicable up to 100 MPa.    

The SHEAR capacity of masonry-infilled reinforced concrete (RC) frames is determined experimentally by testing of five 2/3 scale, one story, one bay infilled RC frame specimens with varying degrees of separation between upper and lower portions of the masonry infill panel. The main premise of this experimental study was to find the contribution of masonry panel in global RESISTANCE of infilled RC frames versus SHEAR force. Based on the experimental results, a new method is proposed for the determination of the SHEAR RESISTANCE and the contribution of the masonry infill panel is derived. Comparisons of experimental and analytical results show that the proposed method for evaluating the SHEAR RESISTANCE of the masonry panels offers a promising approach for the design of infilled RC frames. Furthermore, the results of this study indicate that the SHEAR RESISTANCE of masonry panel in infilled RC frames is strongly influenced by the stiffness and lateral RESISTANCE of the RC frame.