The author did low periodic repeat tests on many different hoop reinforcement form small wall limb embedded column ductile shear wall samples in laboratory. The results preliminarily indicate that the open hoop reinforcement form influences some features of structure such as bearing capacity, rigidity and ductility in sliding formwork construction.

The location of opening has little influence on the ultimate bearing capacity of shear wall with symmetrical wall limb,and influences the ductility and energy dissipation.

A calculation model of reinforced concrete coupled shear wall for static elasto-plastic analysis is developed. The model is composed of wall panel element model, coupling beam element model and connecting element model.

Deformation characteristics of RC frame-core structures are analyzed. Based on force equilibrium and deformation compatibility, the relationship between deformation of frame column/beam and inter - story drift as well as the relationship between deformation of core wall panel/coupling beam and inter-story drift are established.

By adopting the Muti-Vertical-Line-Element-Model as the basic element for the elastoplatic analysis, the problem of the shear-lag effect and displacement coordination are considered by introducing the new cross displacement function, Then the elastoplatic analysis stiffness matrix is derived by the principle of minimum potential energy.

Short-limbed wall (SLW) is defined as the shear wall with a ratio ranging 5-8 of its length to thickness and section width should not less than 200 mm by Technical specification for concrete structures of tall building (JGJ3-2002. J186-2002).

With three wall width-depth ratios (5.0,6.5and 8.0), the specimens have been designed in two ways: with concealed bracings and without for each width-depth ratio.

The paper discusses four problems in design and calculaion of the highstory shear walls: 1) The internal forces in shear walls are not influncced by the shear deformation of the piers.

ratio of height to sectional thickness of the wall-column is an unsteady factor,but deformation capacity and ductility are relatively good when this ratio is between 6.5 and 7.1.

Wideness of a virtual wall was realized by a hand-tracking control combined with a small wall panel which is mounted on a three-axis Cartesian manipulator.

In the contact situation, high rigidity of the wall was attained as stiffness in the normal direction is provided to the wall panel to represent the haptic sense of a rigid wall.

Force-based tracking provides the low stiffness in the tangential direction to make the wall panel move easily along the direction of hand movement to represent a wide plain wall.

A three-axis force sensor is attached on the wall panel to detect the contact force.

The column elements are used to model the boundary zone and the membrane elements are used to model the wall panel.

This paper reports the model test of a eight-story building with precast large panels under static and dynamic horizontal loads. The test results showed that the stress distribution within the structure and its rigidity were significantly influenced by the horizontal and vertical joints between the panels.The flexural rigidity of each wall pier under tensile condition was quite different from that under compressive condition.The test verified that the stability, ductility and damping coefficient of the designed...

This paper reports the model test of a eight-story building with precast large panels under static and dynamic horizontal loads. The test results showed that the stress distribution within the structure and its rigidity were significantly influenced by the horizontal and vertical joints between the panels.The flexural rigidity of each wall pier under tensile condition was quite different from that under compressive condition.The test verified that the stability, ductility and damping coefficient of the designed precast large panel building has sufficient capability of earthquake resistance.

In this paper, using the continuous medium technique, a method of analysis of interconnected space shear walls to lateral load is presented. Each individual wall is treated as an open thin-walled beam, and Vlasov's theory for thinwalled beams is assumed to be valid in order to take into account the warping resistance of the shear waUs to applied torque. The method presented here is an extension of the method of analysis of interconnected plane shear walls that had been proposed in an article by the author.

In this paper,the internal forces and deflections of shear walls and shear walls supported by beam-column systems in combined action and subjected to horizontal loads are solved by sub-region mixed method. The results are given for the cases such as shear walls fully supported or partly supported by beam-column systems and part of walls above them without openings as well. For all these cases, design formulas are also suggested for three common loading conditions, i.e.triangularly distributed load, uniformly...

In this paper,the internal forces and deflections of shear walls and shear walls supported by beam-column systems in combined action and subjected to horizontal loads are solved by sub-region mixed method. The results are given for the cases such as shear walls fully supported or partly supported by beam-column systems and part of walls above them without openings as well. For all these cases, design formulas are also suggested for three common loading conditions, i.e.triangularly distributed load, uniformly distributed load and top concentrated load. The design formulas of the axial forces in connecting beams and shear forces in the walls are also analysed and discussed in the paper.