Sources of Crack Growth in Pretensioned Concrete-Bridge Girder Anchorage Zones after Detensioning

Local Stress Behavior of Post-Tensioned Prestressed Anchorage Zones in Continuous Rigid Frame Arch Railway Bridge

“…An experimental investigation was presented by Ghasemi et al [20] to show the flexural behavior of continuous two-span unbonded post-tensioned high strength concrete (HSC) beams, strengthened by end-anchored CFRP laminates of different configurations in the hogging region. Okumus et al [21] investigated reasons for crack growth in the anchorage zones after detension. In this study, differential cooling, creep, and shrinkage of bulb-tee cross sections are studied as potential reasons of crack growth.…”

Numerical study on the temporal changes of the principal stresses at the ends of the hollow PC-girders to control horizontal end cracks

“…In the end regions of a PC-girder where the prestressing applies, horizontal cracks occur during or immediately after prestressing. Several possible sources may increase or decrease the likelihood of horizontal cracking at the ends of pretensioned girders: method of detensioning, the release of the top straight or draped strands before the bottom straight strands, the order of release of bottom strands with the flame cutting method, length of the free strand in the prestressing bed, friction with the bottom form of the prestressing bed, heat concentration during flame cutting, lifting the precast member from the bed, Hoyer effect, use of large strands, unacceptable design of end zone reinforcement, concrete type, low concrete release strength, and strand distribution (3)(4)(5)(6)(7)(8)(9)(10) .…”

“…It was founded around the 1960s; horizontal cracks occur in the pretensioned member ends, Marshall and Mattock (12) investigated with an experimental study. After that, multiple researchers have done analytical studies (such as the Gergely-Sozen model, strut-and-tie models, and nonlinear finite element analysis) and experimental studies to realize the end-zone stresses or to design the end-zone reinforcements (5)(6)(7)(8)11,(13)(14)(15)(16)(17)(18) .…”

“…Considering the long span of BS18 girder, a large amount of prestressing need to be applied at the girder ends, this results in the crack formation and increase the number of crack occurring points. The most common method to reduce principal stresses at the girder ends is designing end-zone reinforcements (5)(6)(7)15,25,26) . The American Association of State Highway and Transportation Officials' AASHTO LRFD Bridge Design Specifications (27) section 5.10.10 necessitates end-zone reinforcements to control bursting and splitting stresses.…”

Acoustic Emission Sensing for Crack Monitoring in Prefabricated and Prestressed Reinforced Concrete Bridge Girders

“…NEXT beams have a double-tee beams provide for rapid PBES construction similar to box and hollow-core profiles that but has the additional benefits of ease of inspection and no void space for water to accumulate (Tuan et al, 2004;Okumus et al, 2016;Arancibia and Okumus, 2017;Ronaki et al, 2017). NEXT beams also have an integral deck such that laying sections of NEXT beams together create a bridge deck and girder system that only needs a foundation and surface finishing (PCINE-14-ABC, 2014).…”