The MIDPLY shear wall has been developed to be used as a structural system for severe earthquakes. This type of construction has emerged as a viable alternative to concrete and steel for non-residential buildings. The MIDPLY shear wall utilizes a novel arrangement of sheathing and framing members with a special nailing technique. The MIDPLY joints have a different failure mode from that which is observed in standard shear walls. The study reported in this thesis focuses on the response of the MIDPLY shear wall due to monotonic and cyclic tests; the response of an increase size in the cross-section members of the MIDPLY shear wall; and also the evaluation of the design and performance of hold-down connections at the boundary end studs of the MIDPLY shear wall. Previously tested MIDPLY shear walls showed that the boundary end stud hold-down connection is a very critical component in the performance of the MIDPLY shear wall. After a simplified analysis of 2 possible hold-down connections (see Fig. 7, 8, 9 and 10), hold-down connection #2 was selected as the most viable option since it had the ability to withstand large lateral forces. For non-residential buildings we expect a larger lateral force when compared to residential buildings. Therefore the cross-section of the members in the MIDPLY shear wall was increased and the number of boundary end studs was modified. These measures resulted in an increase in the lateral force capacity with the use of hold-down connection #2. The experimental results were used to verify an analytical model representing the MIDPLY shear wall in load-displacement characteristics. Recommendations and future research will also be discussed to show the way for further performance optimization of the wall system. / Applied Science, Faculty of / Civil Engineering, Department of / Graduate

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Recent developments in cone penetration testing have resulted in the addition of both pore pressure measurements and seismometers. The seismometers allow shear wave velocity testing to be performed at designated intervals. Both of these additions were researched to improve their application and interpretation. The significant factors effecting the pore pressure generated during cone penetration tests are discussed. The importance of various factors is especially dependent upon permeability, strength, and stiffness. For all sands tested, pore pressures lower than static were recorded behind the tip and higher than static were recorded on the face of the cone. It is believed that the large compressive stresses on the cone face result in positive pore pressures. As the cone tip passes a soil element unloading and continued shearing generate pore pressures lower than static in all sands. The sign of this pore pressure (higher or lower than static) was therefore considered primarily a function of the test equipment. Pore pressure response and the rate of dissipation of excess pore pressures were found useful in distinguishing fine granular soils and explaining soil stratigraphy. In cohesive soils the details of pore pressure measurement were found to be important only in stiff soils. Pore pressures at all measurement locations were found to increase with soil strength in soft to firm clays but may be negative of static in very stiff clays. Pore pressures behind the cone tip were often negative of static in stiff clays. Measurement techniques were refined to improve the accuracy of downhole shear wave velocity measurements. Comparisons of downhole and crosshole measurements were made at three well documented sites validating the technique. At several sites it was found useful to consider the Gmax values determined from shear wave velocity and density to distinguish soil type. Gmax to cone resistance ratios were shown to vary systematically with cone resistance values in sands. A wide range in Gmax to cone resistance was observed in clays. The dependence of both cone penetration resistance and Gmax to increased stress level or overburden stress is discussed. / Applied Science, Faculty of / Civil Engineering, Department of / Graduate

The finite element technique is a powerful method to study the dynamic response of a structure taking into account the effects of ground conditions. However, limitations of computer storage capacity and cost presently prevent its general application to three-dimensional problems. In this thesis it is shown that three-dimensional problems can be analyzed by applying appropriate modification factors to two-dimensional (plane strain) analyses. Modification factors are first determined analytically by comparing the dynamic response of both strip and rectangular footings (uniform shear stress) for a range of input frequencies. It is found that for input frequencies which are less than the fundamental period of the soild layer the modification factor is essentially independent of the input frequency. This suggests that the modification factors could be obtained from static analyses. Modification factors based on static stiffness analyses for both uniform shear stress and uniform shear displacement (rigid foundation) conditions were obtained and were found to be in close agreement with those obtained from the dynamic analyses. Variation of the modification factor with both the depth of the layer and the ratio of the sides of the rectangular base are given in graphical form. These factors may be applied to finite element place strain analysis to predict the dynamic response of three-dimensional structures. / Applied Science, Faculty of / Civil Engineering, Department of / Graduate

The new shear machine enforces more uniform deformations than the conventional triaxial test. A low compliance pore pressure measuring device is an integral part of the machine. The machine described is capable of applying cyclic normal stress up to 1000 lb. per sq. in. and alternating cyclic shear stress up to ± 500 lb. per sq. in. Static loads can be taken 50 percent higher. The test specimen can be cut from an ordinary undisturbed drill hole sample, being 2 ins. square and 1 1/8 in. high. Height variation of ± 1/8 in. is permitted during testing, but there is no "dead" zone; the entire sample is subjected to the applied shear. An analytic solution is presented, for the boundary value problem of an anisotropic elastic sample in the tests to be described. This solution shows the variation of the stress field and deformations throughout the sample. For the benefit of any future simple shear machine designs, the theoretical relationship was also examined between the ratio of sample length to height and the uniformity of stresses and displacements within the sample. In comparing test results from the new machine with conventional triaxial tests, it was found that the measured strengths are different. Some of the results suggest that the triaxial test could over-estimate the strength of undrained sand. The difference between simple shear and triaxial conditions is, therefore, of more than theoretical interest. Liquefaction of undrained sand was readily induced by alternating shear in the new machine. It was found that liquefaction alters the structure of a sand sample, rendering it more susceptible to re-liquefaction. / Applied Science, Faculty of / Civil Engineering, Department of / Graduate

This thesis is to determine the shear capacity of a reinforced concrete beam column connection at zero moment. The joint under study is formed by casting the beam against a smooth column face with the top and bottom reinforcing bars projecting through the joint and no key or surface roughening provided. The variables considered are the size of reinforcing bars and the distance to the first beam stirrup. The strength of the joint is broken down into components of a) top dowels b) bottom dowels and c) interface bond and friction. The components and the entire joint strength are investigated theoretically and experimentally. Comparisons of both theoretical and experimental results are compared and show that the strength of the joint can be predicted from the sum of the top and bottom dowel strengths. The strength of this beam column connection is shown to provide adequate strength and a method is suggested for calculating the shear capacity of the joint. / Applied Science, Faculty of / Civil Engineering, Department of / Graduate

This thesis presents an analysis and experimental verification for a multilayer beam in bending. The formulation of the theoretical analysis includes the combined effect of shear and geometric nonlinearity. From this formulation, a finite element program (CUBES) is developed. The experimental tests were done on multilayer, corrugated paper beams. Failure deflections and loads are thus obtained. The experimental results are reasonably predicted by the numerical results. Based upon this comparison, a maximum compressive stress is determined for the tested beam. Finally, design curves for the tested beam are drawn using the determined maximum compressive stress and the finite element program. / Applied Science, Faculty of / Civil Engineering, Department of / Graduate

A remarkable ordering phenomenon has been seen to occur when a suspension of particles undergoes shear at particle Reynolds numbers of the order of or greater than one in the annular gap of a Couette type shearing device. This particulate ordering was observed and studied with both suspensions of rigid spheres and suspensions of polystyrene latex aggregates formed in the presence of shear within the gap. Each of these systems was studied under a variety of initial conditions in order to define the particular flow conditions required for particle alignment to occur. It was found that particulate ordering occurred under similar conditions to those used by Segré and Silberberg (35) to observe the "necklace formations" that formed within particulate suspensions flowing inside tubes. The separations between aligned particles was found to be strongly dependent on the particle Reynolds number and the ratio between the particle diameter and the width of the annular gap. An insight into the hydrodynamic interactions occurring was provided by the comparisons made between the ordered aggregates and the ordered rigid spheres under similar flow conditions. / Science, Faculty of / Chemistry, Department of / Graduate

An experimental method was developed for characterizing time-dependent slurries of elongated particles in a coaxial cylinder viscometer which has a wide gap between the inner rotating cylinder and the stationary cup. A model slurry system was studied; it consisted of a dispersed phase of regularly sized nylon fibers and a dispersing medium of an aqueous solution of polyethylene glycol with dextrose and sodium chloride, each of whose effects on the time-dependent nature of the slurry could be examined separately. The slurry gelled in the viscometer on standing. The time-variation of shear stress exerted on the wall of the inner cylinder rotating at a constant angular velocity was recorded as a stress decay curve. It was found that only a part of the gap between the cylinders of the viscometer flows under shear, and that the thickness of the flowing layer increases with time and approaches an equilibrium value. The time-variation of the thickness of the flowing layer Rx(t) as well as the shear stress decay was measured for fifteen slurries. An empirical reaction-rate type model was constructed for the time-variation of the thickness of the flowing layer Rx(t). A second order-zero order reversible reaction model fitted the experimental data well. The three fitting factors of the model were the equilibrium value of the thickness of the flowing layer Rx∞, and the two rate parameters kf/B and B/A. These factors (Rx, Kf/B, and B/A) were correlated with particle length-to-diameter ratio, volume fraction of particles in the slurry, and angular velocity of the rotating cylinder. / Applied Science, Faculty of / Chemical and Biological Engineering, Department of / Unknown