|Table of Contents|

Frictional shear resistance and high strength bolt group shear bearing capacity of new assembled shear wall(PDF)

长安大学学报（自然科学版）[ISSN:1006-6977/CN:61-1281/TN]

Issue:
2025年03期
Page:
79-89
Research Field:
桥梁与隧道工程
Publishing date:

Info

Title:
Frictional shear resistance and high strength bolt group shear bearing capacity of new assembled shear wall
Author(s):
FAN Yu-jiang;  ZHANG Meng-ge;  ZHAO Yu-qi;  XU Zi-xuan;  LI Huan-fang
(School of Architecture, Chang'an University, Xi'an 710061, Shaanxi, China)
Keywords:
bridge engineering;  frictional shear resistance;  finite element analysis;  high strength bolt group;  new assembled shear wall
PACS:
U443.22
DOI:
10.19721/j.cnki.1671-8879.2025.03.007
Abstract:
To thoroughly investigate the frictional shear resistance mechanism of a new bolted-U channel steel assembled shear wall and the mechanical behaviors of high strength bolt group under different conditions, a finite element model was established using ABAQUS. A parametric study was conducted to analyze the frictional shear bearing capacities of the structure under different preload levels, friction coefficients, total distances, elastic moduli and steel plate thicknesses. A formula for calculating the frictional shear bearing capacity of the new assembled shear wall was fitted through the multivariate linear regression, and a corresponding error analysis was performed. The frictional shear resistance slip mechanism of the new assembled shear wall was examined based on the distinct stress states exhibited by the wall during the simulation process. The key transition boundaries between different stress states were identified, and verification formulas for the shear bearing capacity of high strength bolt group were established under different conditions. The research results show that the average error between the calculated results from the fitted formula and the finite element simulation values is within 3%, indicating that the fitted formula is applicable to the frictional shear resistance design of the new assembled shear wall. A key boundary for distinguishing two unfavorable stress states is whether the bolts on both sides of the horizontal device rotate to the limit point of the arc-shaped slot groove. At the unfavorable state Ⅰ, the central bolt has not yet contacted the limit point of the arc-shaped slot groove, and the high strength bolt groups on both sides have also not reached the limit points. The central bolt contacts the bolt hole wall earlier than others and undergoes shear failure. Therefore, only the shear bearing capacity of the central bolt needs to be checked. At the unfavorable state Ⅱ, both the central bolt and the high strength bolt groups on both sides have rotated to the limit point of the arc-shaped slot groove. They are in full contact with the bolt hole wall and produce the extrusion effect. Consequently, the shear bearing capacities of both the central bolt and the outermost bolt should be verified.2 tabs, 8 figs, 30 refs.

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Last Update: 2025-05-30