A computer model is developed for the structural analysis of masonry infilled frames. Structural interaction of the panel and its peripheral frame is considered. Various failure criteria are incorporated into the model and special elements are developed to account for masonry failure by cracking and crushing as well as to account for the complex interaction of frame and panel. Comparison of analytical findings with the results of 31 laboratory tests on steel and reinforced concrete infilled frames showed favourable correlation and verification of the computer model.Key words: masonry, infill, frame, steel, concrete, computer, model, testing, correlation, failure.
Tests on full-scale connections between wide flange beams and rectangular hollow section (RHS) columns reveal various modes of failure as a function of connection geometry. Tension and compression moment plates with web clip angles or tension plates and seat angles welded to doubler plate reinforced RHS walls are investigated. Eight failure modes were identified from an experimental program consisting of ten full-scale specimens. Semi-empirical expressions based on assumed stress distributions predict failure modes and corresponding moment capacities reasonably well for various connection configurations. Further analytical parametric studies showed the importance of tension plate and doubler plate dimensions on joint strength and behaviour. Key words: RHS, W-shape, columns, beams, connections, experimental, analytical, design, steel.
In many truss joints consisting of double-angle web members welded to stems of inverted lower chord tee sections, adequate fillet weld lengths may be provided without the need for gusset plates. In such cases where a joint may also be subjected to high combinations of shear and tension, the possibility of overstressing of a tee stem exists. In the investigation of this problem, four analytical techniques, including two proposed herein, and experimental results of 30 full-scale specimen tests, 22 of which were conducted during the investigation presented herein, are presented and evaluated. Analytical and experimental results indicate that the interaction of shear and normal stresses is an important consideration in the design of such joints and that an interaction check is required.Of the many parameters investigated as part of the experimental investigation, the two that most significantly influence the magnitude of tension force that a lower chord can simultaneously carry are the magnitude of applied shear force averaged over the available web shear area and the joint configuration itself. The inclination of a diagonal web member as well as intentional joint eccentricities have little effect on the strength of these joints, although joint ductility appears to be affected by eccentricities.Although all four analytical techniques have similar overall accuracies of prediction, a method based on applying a von Mises criterion at ultimate to determine an equivalent shear area in a tee chord is recommended as being the most suitable. Based on this method, as verified and validated by comparison with extensive experimental results of tests on full-scale specimens, a simplified design curve and associated equations are developed and proposed for design office use. Key words: connection, interaction, shear, tension, welded, truss.
A computer‐aided analytical technique, previously verified by comparison with laboratory test results, is used in a study of local buckling behavior of beam‐columns consisting of W‐shapes. The technique accounts for the effects of flange and web interaction, inelastic behavior, and the presence of residual stresses. The results of an extensive parametric study are presented in graphical form and summarized by simple design curves and corresponding design equations. Included are the effects of varying the web plate slenderness ratios for a wide range of values for plastic design, compact, and noncompact sections. The effects of varying the strain‐hardening modulus and residual stresses are also evaluated. The findings of this study are compared with plate slenderness requirements presently specified for beam‐columns by both U.S. and Canadian codes.
The tension and compression zones of moment plate connections were studied separately by testing branch plate and hollow structural section connections under each type of loading. Square hollow section flanges were reinforced by doubler plates fillet-welded all around. The results from 13 specimens tested in tension indicate that branch plate to reinforcing plate width ratio is an important parameter in joint behaviour. The dominant failure mode was punching shear of the reinforcing plate. The importance of reinforcing plate and HSS wall thicknesses was apparent from the results of 13 specimens tested in the compression series. The capacities of specimens in all but one test in this series were limited by failure of the HSS webs. Key words: hollow structural sections, W-shape, columns, beams, connections, experimental, design, steel.
An analytical method, previously developed and programmed for computer use, is used to carry out an extensive study of the various parameters affecting the local buckling behavior of W shape columns and beams. The effects of flange and web interaction, residual stresses, plate geometry, and inelastic action are included in the study. Specific parameters investigated include web slenderness, flange slenderness, yield stress, residual stress, strain‐hardening modulus, and member length. Local buckling curves of critical loads versus web slenderness are presented for various values of flange slenderness for beams and columns. The results of the study indicate that the present values of flange slenderness =100 (260) and web slenderness =225 (670), as presently specified for columns in the Canadian Standard, CAN3‐S16.1‐M78, are inappropriate. Values of flange slenderness =72 (189) and web slenderness =300 (788) are indicated. The results also show that the presently specified values of flange slenderness =100 (260) and web slenderness =690 (1,810) for Class 3 (non‐compact) sections may be too liberal with respect to the flanges and conservative with respect to the web. Values of flange slenderness =72 (189) and web slenderness =800 (2,100) are indicated by the study. The effects of all the parameters investigated during the study are shown in the form of local buckling curves as described here.
An analytical method is developed for predicting the ultimate strength of eccentrically loaded fillet weld connections not free to deform in the compression zone. The method uses the true load-deformation response of the welds rather than some idealized one. The validity of the approach has been verified by a testing program using 16 full-size specimens. Comparison of the ultimate strength obtained by this method with allowable loads calculated assuming elastic behavior shows that the resulting factor of safety is both high and inconsistent.
First Name is required invalid characters Last Name is required invalid characters Email Address is required Invalid Email Address Invalid Email Address
Experimentally determined dynamic responses of ten scale models of masonry infilled steel frames were compared with the results of three simple analytical models. Effects investigated included stiffening and strengthening contribution of the masonry infill, degradation of the system, motion intensity, frame stiffness, and rotational joint rigidity at slab-to-column intersections. Tests on one-third scale models, subjected to sinusoidal motions, revealed that masonry infill markedly increases the dynamic strength and stiffness of the system. At weak-to-moderate motions (below 0.5 g), models exhibited a nonlinear response before the final failure, while strong motions accelerated the system degradation rate. Stiffer frames and rotationally rigid joints resulted in significantly increased system dynamic strength. A braced frame model wherein cross-bracing replaces the panel action adequately predicted linear and lower-region nonlinear responses of infilled frames with flexible column-to-slab rotational conditions. Satisfactory predictions of the linear response of framed walls with rigid column-to-slab rotational conditions were made with a single degree of freedom model. The third analytical model based on an equivalent strut technique was found to be unsatisfactory for predicting dynamic response of masonry infilled frames. Key words: masonry panel, steel frame, shear, dynamic, analytical, experimental.
'/%3e%3cuse xlink:href='%23a' transform='rotate(23.036 .093 25.536)'/%3e%3cuse xlink:href='%23a' transform='rotate(45.87 1.273 16.18)'/%3e%3cuse xlink:href='%23a' transform='rotate(69.945 .996 12.078)'/%3e%3cuse xlink:href='%23a' transform='rotate(20.66 -19.689 31.932)'/%3e%3c/svg%3e)
