Issue 78

D. D. Joshi et alii, Fracture and Structural Integrity, 78 (2026) 315-345; DOI: 10.3221/IGF-ESIS.78-19

Elsanadedy et al. [46] Load-displacement behaviour, hysteresis response, failure modes, strain measurement, energy dissipation, displacement ductility Kim et al. [47] Load-displacement behaviour, failure mode, deformed shape, reaction force of the lateral sup

• flexural failure of the beam, fracture of steel plates, crushing of compression concrete and infill grout at column interface

• increasing the thickness and/or grade of steel plates, increased the flexural capacity of the beam • it is recommended to provide plate anchorage within the compression zone of the beams using rods • dry connections are vulnerable to progressive collapse due to the relatively low structural integrity between PC beams and PC columns and the lack or absence of beam rebars passing through the beam column joint • embedded tendon acted as longitudinal reinforcement to increase joint flexural resistance and axial force transfer • penetrating type tendons enhanced performance at both compressive arch action and catenary action phase • exterior type tendons improved performance at catenary action phase • Improved reinforcement detailing enhanced the yield load by 20% • proposed strengthening techniques enhanced the load-carrying capacity by 115% to 142% • bottom GFRP strips along the longitudinal direction were more effective for providing additional load resistance, compared to transverse strips was particularly effective in enhancing load resistance during the catenary action stage, without much increase in load resistance at flexural action and compressive arch action stage • anchoring method using HFRP anchors was found effective • strengthening techniques enhanced ultimate load resistance and delayed the failure of precast specimens during catenary action stage • CFRP strengthening

• perfect bond was assumed between reinforcement bars and concrete, without considering any bond-slip

• concrete bearing crushing were common in all specimens • additionally, fracture of tendons was observed in embedded type and penetrating type tendons • anchorage bond failure was observed in exterior type tendons and

• dynamic amplification effect, cyclic loading effect, slab participation and system-level load redistribution was not considered • local nonlinear behaviour, such as tendon stress concentration and anchorage slip were not considered for proposed analytical model • test results should not be directly generalized to the global system level progressive collapse behavior of full-scale precast buildings.

Qian and Li [48] Load-displacement response, failure modes, strain measurement

• Brittle failure of control specimen due to lack of detailing and continuity as well as separation, falling of precast elements • For specimen with improved detailing, installation bolts between slabs and beams effectively prevented the falling off of precast slabs and beams • flexural tension cracks and concrete crushing for control specimen • local debonding of CFRP, fracture of CFRP sheets at large deformations during catenary action stage in strengthened specimen specimens attained flexural action, compressive arch action and catenary action stages • rupture of beam longitudinal reinforcement bars • fracture of carbon fiber ropes at large deformation during catenary action stage • strengthened

• debonding of GFRP sheets at top and bottom faces during the large deformation stage • due to debonding of GFRP strips no additional resistance at tensile membrane action

Pan et al. [49] Load-displacement

• debonding of CFRP sheet • more experimental tests were suggested to prove accuracy of proposed analytical equations

response, failure modes, strain measurement on rebars and CFRP

Pan et al. [51] Load-displacement response, failure modes

• relaxation of carbon fiber ropes due to construction errors • Implementation point of carbon fiber ropes and relaxation of CFR required strict controlling

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