Improvement of shear capacity for precast segmental box girder dry joints by steel fiber and glass fiber

Smittakorn, Watanachai; Manavithayarak, Pattraporn; Sukmoung, Patra

doi:10.1051/matecconf/201925804006

Cited by 6 publications

(5 citation statements)

References 4 publications

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“…To simulate the transfer of prestressing force from tendon to concrete member, the confining stress of 1 MPa was applied constantly throughout. The use of the confining stress of 1 MPa is consistent with the experiments conducted in the literatures [9,26,27]. Furthermore, the confining stress of 1 MPa is the upper bound value applied as transferred posttensioning stress in adjacent box girder bridges [28,29].…”

Section: Test Setup and Instrumentationsupporting

confidence: 73%

Shear Performance of Special Dry Joints for Precast Concrete Segments

Smittakorn

Prasertsri

Pattharakorn

et al. 2021

AEJ

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The special dry joints for precast prestressed concrete segments are invented in this study toovercome the limitation of conventional dry joints. Eight specimens of special dry joints were madeand subjected to direct shear test. Test parameters comprise concrete compressive strength (normaland high strength concrete) and steel fiber volume added in the special dry joint (0%, 0.5%, and1.0%). Test results revealed that the inclusion of steel fibers remarkably enhanced the shear capacityand ductility index. Failure mode of specimens was changed from shearing off to concrete crackingaround shear key corners, defined as ductile shearing-off failure. Furthermore, the existing equationsfor predicting shear capacity of keyed joints were validated by the experimental results. Amongavailable equations from literatures, the Turmo’s equation yields better prediction of the shearcapacity for the special dry joint made with normal strength concrete.

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Section: Test Setup and Instrumentationsupporting

confidence: 73%

Shear Performance of Special Dry Joints for Precast Concrete Segments

Smittakorn

Prasertsri

Pattharakorn

et al. 2021

AEJ

Self Cite

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“…Despite such finding, after attaining the maximum load, the capacity of the conventional concrete joints is generally accepted to quickly drop off with only residual forces remaining to carry the load. The failure of the dry joints under direct shear loading always results in brittle fracture along the root of the keys 3,12–15 . Furthermore, the failure of the epoxied joints always occurs in the concrete adjacent to the epoxy layer, on the epoxy layer, or bonding layer between concrete and epoxy 1–3,16,17 .…”

Section: Introductionmentioning

confidence: 99%

“…The failure of the dry joints under direct shear loading always results in brittle fracture along the root of the keys. 3,[12][13][14][15] Furthermore, the failure of the epoxied joints always occurs in the concrete adjacent to the epoxy layer, on the epoxy layer, or bonding layer between concrete and epoxy. [1][2][3]16,17 Thus, to improve the shear capacity, load-transmission, practical construction, and ductility of joints, numerous studies have been conducted on the mechanical behavior of joints with new materials or new types.…”

Section: Introductionmentioning

confidence: 99%

Shear behavior of steel keyed joints in precast concrete segmental bridges under direct shear loading

Zou

2022

Structural Concrete

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Eight groups of “Z” joint specimens were designed for conducting direct shear tests on steel keyed joints. The shape, size, number and joint type of steel keys were taken as experimental parameters, and the cracking load, ultimate load, residual load, and the relationship between vertical loading force and vertical relative displacement of specimens were investigated. The results reveal that the joints relied on the mechanical occlusion between the steel keys and concrete to transmit the shear forces, the load–displacement curve of the joints had a long development course, and the joints could bear large relative displacement. The bearing capacity of steel shear keyed joints increased with the increase in diameter and material strength of the tenon. The ultimate bearing capacity of the epoxied joints with 1 and 2 steel keys were respectively 151.39%, and 69.68% higher than dry joints. Meanwhile, the epoxied joints were found to become brittle and fail in more sudden manner. After direct shear failure, the shear resistance of epoxied joints was completely provided by the steel shear key. The elastic stiffness and bearing capacity of the epoxied joints was not controlled by the number of the steel shear keys, while the dry joints were sensitive with the number of keys. By adding 1 or 2 steel shear keys to a flat joint, the ultimate bearing capacity could be increased by 3.81 and 6.06 times for dry joints, and 43% and 33% for epoxied joints, respectively.

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“…e experimental results of Smittakor et al [10] showed that steel fiber could improve the shear resistance of concrete keyed joints. Gopal et al [11] found that the shear bearing capacity of ultra-high-performance fiber reinforced concrete (UHPFRC) key joints increased significantly with the number of keys.…”

Section: Introductionmentioning

confidence: 99%

Mechanical Characteristics of Steel Shear Keyed Joints in the Construction and Finished States

Zou

2021

Advances in Civil Engineering

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Joints that represent locations of discontinuity were the prominent factors affecting the overall behavior of precast segmental bridges. In this study, the steel shear key was designed, which was used to transmit the shear stress of the joints. To study the mechanical characteristics of the steel shear keyed joints in the construction and finished states, direct shear experiments and numerical analysis were carried out. The experimental results showed that the steel shear keyed joints had a high bearing capacity and good ductility. Under the action of confining stress, the joints relied on the mechanical occlusion between the steel keys to transmit the shear forces. When the load-displacement curve entered the horizontal stage, it can still bore large relative deformation, and the bearing capacity did not decrease. In the construction state, the inelastic deformation of the steel shear key should be used to control the design value of the temporary load. In the finished state, the bearing capacity of joints should be controlled by the direct shear strength of the steel shear key, which can be calculated according to the shear formula. The shear strength of the material and size of the steel shear key are the main factors affecting the bearing capacity of steel shear keyed joints.

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Improvement of shear capacity for precast segmental box girder dry joints by steel fiber and glass fiber

Cited by 6 publications

References 4 publications

Shear Performance of Special Dry Joints for Precast Concrete Segments

Shear Performance of Special Dry Joints for Precast Concrete Segments

Shear behavior of steel keyed joints in precast concrete segmental bridges under direct shear loading

Mechanical Characteristics of Steel Shear Keyed Joints in the Construction and Finished States

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