The presence of numerous discontinuity planes in rock mass structure would decrease strength, increase deformability of the rock mass and make the mechanical Behavior of the rock mass much more complex. The effect of strength, deformation and conductivity characteristics of discontinuities on physical properties of rock mass is even more important than characteristics of the intact rock itself. Because information is lacking, the transition from peak to residual values now often assumes to decrease either linearly or exponentially when the joints exhibit strain-softening Behavior. Three types of artificial joints with angle i= 15, i=30 i=40 degree asperity under repeated direct Shearing are performed in this experimental research. The progressive failure mechanism and strength degradation of rock joints after peak strength are monitored during Shearing. The progressive degrading of Shear strength parameter or index is examined according to two strength criteria (Barton and Patton). The JRC (joint roughness coefficient) value for a given profile is estimated by fractal dimension.

To evaluate the Shear performance of deep beams reinforced with Glass Fiber Reinforced Polymer (GFRP) plate, a test was conducted on 8 specimens. Test variables included reinforcement, Shear span ratio, area of reinforcement, and effective depth. The effects of the test parameters on the Shear strength of the test specimens were evaluated. The test result showed that smaller span ratio leads to larger Shear strength, and that increase in the area of reinforcement and effective length increased Shear strength. All test results were compared with strut-and-tie models suggested by ACI 318 and CSA.

In this study, non-linear Behavior of diagonally stiffened steel plate Shear walls as a seismic resisting system has been investigated, and theoretical formulas for estimating Shear strength capacity of the system have been proposed. Several validated analytical finite element models of steel Shear walls with various stiffener dimensions are generated to verify and compare the analytical and theoretical outcomes. Non-linear transient analysis under monotonic loading are carried out and the pushover curves of the models are obtained. It is observed that the diagonal stiffeners have been able to reduce the buckling effects of the infill steel plate, and they have increased the elastic Shear buckling strength and the ultimate Shear capacity of the system in comparison with the un-stiffened thin steel plate Shear walls, and there are good agreements between the propounded theoretical method and the analytical results.

For laterally complex media, it may be more suitable to take a different orientation of the displacement vector of Shear-waves. This may change the sign of several imaginary reflections and conversion coefficients to be used in reservoir characterization and AVO (Amplitude Versus Offset) analysis or modeling. In this new convention the positive direction of the displacement vector of reflected Shear-waves is chosen to the left of ray tangent (in the direction of wave propagation). Therefore, the definition of the displacement vector of Shear-waves can be used properly even for very complicated media. Finally the Shear-wave dynamic Behavior of a reservoir zone can be illustrated for laterally varying structures in terms of the amplitude variation and phase Behavior using this new orientation.

Steel plate Shear walls have been noticed in recently three decades to considering lateral loads of earthquake and wind, in high rise buildings Behavior of this system resembles a steel plate girder used in a vertical cantilever application. The columns fulfill the function of the flanges of the vertical girder, while the horizontal floor beams act as web stiffeners. Before acceptance of the idea to utilizing post-buckling strength of infill steel plate, stiffened walls with heavy stiffeners were used to preventing infill steel plate buckling but after acceptance of this idea, unstiffened walls replaced with stiffened walls. However in seismic rehabilitation of existing buildings and retrofitting the structures, which are more in attention recently or in place which wall has an opening using stiffeners has a high importance. In this research influence of X, K, V, inverse V and V-H shapes of the stiffeners on steel plate Shear walls have been studied. Results of finite element analysis show that X shape stiffener in compare with other diagonal stiffeners including K, inverse V and V shape especially V-H shape stiffener, have more effective influence in increasing yield and ultimate loads and energy absorption capacity of panel. Also unlike plate girders which for doing economic design stiffener is used in steel plat Shear wall systems, it is better using unstiffened panel.

Shear walls are among the most common lateral load resisting systems, which are not recognized as efficient ductile structural components. Using any opening in the wall leads to disperse the inelastic Behavior across the height of the wall and employ both flexural and Shear ductility capacity of the system at the base and around the openings, respectively. Simple models were utilized to study the role of large openings in inelastic dynamic Behavior of Shear walls. Despite the constant total input energy, the amount of dissipated energy at the lower part of these walls is decreased to about two-third the value of ordinary Shear walls. Consequently, the ductility demand diminished in the plastic hinge at the base and the required reinforcement detailing becomes simpler. However, marginal gains observed in the structural response such as base Shear, base moment, inter-story drift and story displacement. Furthermore, to obtain the crack patterns and the ductility of the walls, static inelastic analyses were carried out using accurate finite element models. The results reveal that despite a small reduction in the strength of Shear walls with openings, the crack patterns distribute more uniformly, and the ductility increases as the opening becomes larger.

The effects of cementation and the physical properties of grains on the Shear Behavior of grouted sands are investigated in this paper. The consolidated-undrained triaxial Shear Behavior of three grouted carbonate sands with different physical properties, including particle size distribution, particle shape and void ratio, was studied. Two sands were obtained from the north shores of the Persian Gulf, south of Iran, called Hormoz and Kish islands sands, and one sand was obtained from the south beaches of England and called Rock beach sand. The selected sands were grouted using a chemical grout of sodium silicate and tested after one month of curing. Test results showed that the effect of bonding on the Shear Behavior and strength depends on the bond strength and confining pressure. In addition, the Shear Behavior, yield strength and Shear strength of grouted sands under constant conditions, including the initial relative density, bonds strength, confining pressure and loading, were affected by the physical properties of the sands. Furthermore, the parameters of the Mohr-Coulomb Shear strength failure envelope, including the cohesion and internal friction angle of grouted sands under constant conditions, were affected by the physical properties and structure of the soils.