Journal of Shandong University(Engineering Science) ›› 2022, Vol. 52 ›› Issue (3): 42-50.doi: 10.6040/j.issn.1672-3961.0.2021.004

• Civil Engineering • Previous Articles     Next Articles

Shear capacity of beams with cracks and without web reinforcement

Wenjie LIU1(),Xueying YANG2,Bo ZHANG1,*(),Zhixin FAN1,Chengxin LI1,Huiming YANG1,Jinglong LI1   

  1. 1. School of Civil Engineering, Shandong University, Jinan 250061, Shandong, China
    2. Shandong Urban Construction Vocational College, Jinan 250014, Shandong, China
  • Received:2021-01-06 Online:2022-06-20 Published:2022-06-23
  • Contact: Bo ZHANG E-mail:wenter2417@163.com;zhangbo1977@sdu.edu.cn

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Abstract:

In order to investigate the effect of the position and angle of the pre-existing cracks on the shear capacity of beams without web reinforcement, a number of experiment beams with pre-existing cracks were fabricated, the three-point bending experiment of the beam was carried out. The influence of pre-existing cracks located in the basic arch of the beam span and the beam side on the shear capacity of beams without web reinforcement and the law of crack propagation were studied. The results showed that the pre-existing cracks on the beam had a weakening effect on the shear capacity of the beam, which made the beam more prone to diagonal tensile failure. Under the same conditions, when the crack tip of the pre-existing crack in the beam span was closer to the middle point of the bottom of the beam, the greater the weakening effect on the shear bearing capacity of the beam without web reinforcement. When the coincidence degree of the angle of the pre-existing cracks on the beam side and the basic arch was higher, the greater the weakening effect on the shear bearing capacity of the beam without web reinforcement, and the cracks at the bottom of the beam propagate through the two crack tips of the pre-existing cracks was easier. Conversely, the cracks at the bottom of the beam could extend to the middle of the pre-existing cracks.

Key words: concrete, beam without web reinforcement, pre-existing crack, shear capacity, basic arch

CLC Number: 

  • TU375.1

Fig.1

Schematic diagrams of the basic arch"

Fig.2

Mold drilling layout"

Fig.3

Schematic diagrams of mold processing"

Fig.4

Schematic diagram of the existing crack position"

Table 1

Experimental conditions"

工况编号 裂隙位置 裂隙角度/(°)
工况1 — —
工况2 梁跨中(L/2处) 0
工况3 梁跨中(L/2处) 45
工况4 梁跨中(L/2处) 90
工况5 梁侧(5L/16处) 0
工况6 梁侧(5L/16处) 30
工况7 梁侧(5L/16处) 45
工况8 梁侧(5L/16处) 60
工况9 梁侧(5L/16处) 90
工况10 梁侧(5L/16处) 120
工况11 梁侧(5L/16处) 135
工况12 梁侧(5L/16处) 150

Fig.5

Load-strain curves"

Table 2

Experimental data"

工况编号 极限荷载/ kN 极限荷载值的变化幅度/% 梁底最大应变/10-6
工况1 14.78 对照组 1 392.00
工况2 12.42 -16.0 1 184.00
工况3 11.13 -24.7 988.00
工况4 9.76 -34.0 784.00
工况5 8.90 -39.8 695.00
工况6 7.41 -49.9 643.00
工况7 8.52 -42.4 728.00
工况8 10.68 -27.7 904.00
工况9 11.97 -19.0 1 195.00
工况10 14.69 -0.6 1 259.00
工况11 12.80 -13.4 1 204.00
工况12 13.98 -5.4 1 380.00

Fig.6

Destruction modes of various working conditions"

Fig.7

Numerical calculation diagrams of maximum principal stress"

Fig.8

Schematic diagrams of isolator force"

Fig.9

Schematic diagrams of the basic arch"

Fig.10

Bottleneck stress field and tension"

Fig.11

A-A section compressive stress distribution diagram"

Fig.12

B-B section tensile stress distribution diagram"

Fig.13

Force unit schematic"

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