|Table of Contents|

Transverse negative bending performance of steel-UHPC composite bridge deck with PBL shear keys(PDF)

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

Issue:
2025年2期
Page:
111-125
Research Field:
桥梁与隧道工程
Publishing date:

Info

Title:
Transverse negative bending performance of steel-UHPC composite bridge deck with PBL shear keys
Author(s):
ZHANG Yu-ping1;  TAN Li2;  LI Chuan-xi1;  HE Long-fei1;  SHI Yu2;  PAN Ren-sheng1
(1. Key Laboratory of Bridge Engineering Safety Control, Ministry of Education, Changsha University of Technology, Changsha 410114, Hunan, China; 2. School of Civil Engineering,Changsha University of Technology, Changsha 410114, Hunan, China)
Keywords:
bridge engineering;  steel-UHPC composite bridge deck;  full-scale model;  finite element simulation;  transverse bending;  interface slip;  special crack width load
PACS:
U443.32
DOI:
10.19721/j.cnki.1671-8879.2025.02.010
Abstract:
Based on the stress characteristics of the bridge deck of a super-large span composite girder cable-stayed bridge, a steel-ultra-high performance concrete(UHPC)composite bridge deck structure with longitudinal perforated plate(PBL)shear keys was proposed. To study the transverse bending performance of this structure, the static load transverse bending tests and numerical simulation of full-scale models of two steel-UHPC composite bridge deck were carried out, and the strain, mid-span deflection, relative slip, crack width, cracking morphology and its development law of the steel-UHPC composite bridge deck with longitudinalPBL shear keys(the tensile upper longitudinal reinforcement ratio was 0.89%)were obtained under bending static load at all levels. The influences of important parameters such as the thickness of compressed steel plate, the longitudinal tensile reinforcement ratio on the transverse negative bending performance of the composite bridge deck were studied.The results show that the cracking load is about 34% of the ultimate load, and cracks are mainly generated during the loading process of 0.5P-0.8P(P is the load). UHPC can still provide partial stiffness to the structure after cracking. In the process of negative bending, the PBL shear key can be firmly connected with UHPC, and the longitudinal slip between the steel plate and UHPC has little effect on the overall stiffness of the structure. Under the normal tensile longitudinal reinforcement ratio(not less than 0.89%), the load of UHPC crack width of 0.1 mm(special crack width load)of the composite bridge deck is 1.65-1.75 times of the cracking load. When the composite bridge deck reaches the state of negative moment bearing capacity, the average tensile stress of the UHPC outer layer is about 95.6% of the tensile strength. After reaching the ultimate bearing capacity, the composite bridge deck still has good ductility. After the bond between the flat steel plate and the UHPC plate, the PBL shear key can effectively prevent the longitudinal relative displacement of the two(the relative slip is very small, not exceeding 0.04 mm). The negative bending performance of the new composite bridge deck mainly depends on the tensile capacity of the UHPC layer and the tensile reinforcement, and is almost not affected by the thickness of the steel plate.7 tabs, 23 figs, 30 refs.

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Last Update: 2025-04-01