This article presents the results of an experimental study conducted in order to investigate the behavior of Type-I beam–column joints, where the beam was subjected to shear stresses due to combined effect of shear force and torsional moment (beam eccentric loading). Eight beam–column joint specimens were constructed and tested up to failure in order to better understand the complicated behavior due to combined loading transmitted from the beam to the column. The studied parameters were the eccentricity of beam load (torsional-moment-to-shear-force ratio Mt/ Q), the configuration of beam side and compression reinforcing steel, the existence of the joint reinforcing stirrups, and the beam rigidity. Generally, the shear failure at the beam zone or at the joint panel was noticed to be the governing mode of failure for all tested specimens. The test results highlighted the importance of the configuration of both longitudinal side and compression reinforcing steel of the beam, where the inadequate embedded length of both of them into the joint panel including stirrups decreased the beam ultimate capacity but it kept the failure zone away from the joint panel. Finally, a three-dimensional truss model was presented and analyzed. The results of the three-dimensional model showed good agreement with the experimental findings.
This study was conducted to evaluate the dentofacial changes after distalization of maxillary first molars using the bone anchorage pendulum appliance (BAPA) and the conventional pendulum appliance (PA) in the treatment of dental Class II.
An experimental and analytical study on 15 specimens of lap splices embedded in nonconventional concrete without confining reinforcement was performed under direct tension. The experimental program involved two groups of straight-ended and anchored-ended bars; three different techniques were employed with different splice lengths. For straight-ended bars, conventional lap splice was studied as a benchmark. The anchored-ended steel bars were hooks, hooks intersecting with cross bars, and plate-end bars. It was found that, the used techniques not only achieved higher tensile stress at failure, but also different modes of failure were observed. Besides, a splice length of five times bar diameter was found to be sufficient to achieve the nominal yield stress of the reinforcing steel bar in the case of anchored-ended bars. Finally, an analytical model was proposed in order to predict the ultimate tensile stress of the straight-ended spliced bars. The accuracy of the proposed model was verified against the test results of 137 existing specimens from previous research. The comparison showed good agreement between the results of the proposed model and the test results.
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