This study concerns the prediction of shear capacity, as governed by concrete breakout failure, concrete pryout failure, and steel failure, and of single anchors located close to free edge and located far from a free edge and installed in uncracked, unreinforced concrete. For this purpose, the methods to evaluate the shear capacity of the single anchors in concrete are summarized, and the experimental data are compared with shear strengths using the two current methods the ACT 349-90 and concrete capacity design (CCD) methods. Based on the results of the experiments, the constant 0.54 in the steel strength equation of a wedge anchor was determined from test data at 5%R fracture probability. In terms of the CCD method, a normalization coefficient of 0.61 is appropriate for single near-edge anchors loaded in shear.
The ductility and ultimate strength of steel tubular piers with the inner cruciform plates, the stiffener plates, the concrete-filled sections and the outer tube subjected to monotonic and cyclic horizontaloading were studied analytically. Numerical analyses were carried out using the finite element package MARL. In order to deck the validity of the numerical analysis, the analytical results of stiffened steel tubular piers were compared with the previous experimental results. These effects of the radius -to-thickness ratio parameter and the slenderness ratio parameter on the ductility, the ultimate behavior and the accumulated energy absorption of these steel tubular piers were clarified.
This paper presents an efficient computer method for elastoplastic large deflection analysis of flexibly jointed single-layer lattice domes. A plastic hinge type formulation is employed combining the?emodified incremental stiffness method, the updated Lagrangian formulation and numerical integration about the end sections of the element. The behavior of the semi-rigid joint is modeled as the element-end compliance. The element is a general use beam element. Although the method requires a fourelement approximation for a member in the analysis of portal frames, the method gives a good result by one-element approximation for a member in the analysis of single-layer lattice domes. The above mentioned idea of the element-end compliance can be used for obtaining the corresponding semi-rigid elements from existing rigid elements.
An effect of finishing welded parts on the fatigue strength of cruciform welded joints with full penetration, which are used for beam-to-column connections in steel bridge bents, has been examined by conducting the fatigue tests and finite element stress analyses using model specimens. In these examinations, the direction of load is made into two which is the direction of a beam and the direction of a column. The model specimens used have finished weld toes of as-welded connections, finished weld toes of connections with equal leg length by additional weld, or round shaped weld by finishing the whole welded part smoothly.
Thin steel plates, which have initial cracks at the center, are used as "the Sacrificial Test Pieces" in this study. The purpose is to investigate the practical applicability of the Sacrificial Test Piece for estimation of the fatigue damage parameter on bridge members and remote measurement of crack length by the self reference lock-in thermography. Main results are summarized as follows. 1) The fatigue damage parameter can be estimated by the Sacrificial Test Piece by the accuracy within 15% under fluctuating amplitude loads measured in highway bridge, although the delay and acceleration of the crack propagation are observed under fluctuating amplitude loads. 2) It is suggested that the crack length of the Sacrificial Test Piece can be measured from a long distance by the self-reference lock-in thermography.
Predicting formurae for the ultimate resisting moment of WF-BW connection and the ultimate moment capacity of H-section beam are presented. These predicted values are compared with available test results. It is shown that they are in good correlation. The basic principle of moment resisting connection is that the ultimate moment resistance of connection should not be smaller than the ultimate moment capacity of the beam connected. It is demonstrated that the test specimens which do not comform with the principle develop relatively poor plasticrotation.