Optimal Design of Steel-SFRC Composite Deck of Continuous Steel Girder

doi:10.12141/j.issn.1000-565X.220840

Abstract

Abstract:

In order to investigate the optimization design method of medium and large span continuous steel girder steel fiber reinforced concrete (SFRC) composite bridge deck, the study used SFRC to replace C50 concrete pavement in the original design, and established SFRC composite bridge deck steel box girder segment model by Abaqus for parameter analysis. And the influence characteristics of SFRC plate thickness, steel roof thickness and reinforcement ratio on the bending stiffness and steel structure stress of the main beam were investigated. The study is based on the cracking characteristics of SFRC obtained by the combination of SFRC composite plate partial tension test and numerical simulation and the existing continuous steel girder structural characteristics. On this basis, the main girder elastic bending stiffness and key cross-section stress were taken as the constraints, and the upper structural self-weight and material cost were taken as the optimization objectives to optimize the mid-span 50 m and 80 m continuous steel girders. Finally, based on the variable optimization results, Midas was used to establish a bar model considering SFRC cracking in the negative moment region to verify the reasonableness of the optimization results. The results show that the finite element analysis method of plastic damage introduced in the paper is reliable, and the relationship between the SFRC crack width and the tensile damage factor can characterize the SFRC cracking state. The 80~120 mm thick SFRC layer on the continuous steel girder increases the elastic bending stiffness of the main girder by 17%~24% after participating in the force; the bending stiffness of the main girder decreases by 13%~20% when the width of the SFRC crack reaches 0.20 mm; the stress of the steel roof plate decreases by 7%~12%, and the negative bending capacity of the main girder does not change significantly. Increasing the thickness of top plate and reinforcement ratio can effectively improve the stress of steel roof. Through the optimization analysis of SFRC layer thickness, reinforcement ratio, steel roof and roof stiffener size, compared with the original design, the optimized steel consumption of 50 m and 80 m continuous steel girders with SFRC deck panels is reduced by 13% and 6% respectively, the weight of the superstructure is reduced by 12% and 6% respectively, and the cost of the material is reduced by 14% and 9% respectively. The optimized design process and optimization results can be used for the design of the continuous steel girder in SFRC deck panels. The optimized design process and optimization results can provide reference for the popularization and application of SFRC composite bridge deck in continuous steel girder.

Key words: steel fiber concrete, composite bridge deck, parameter analysis, optimal design

CLC Number:

U443.33

XU Chen, XU Qindong, SUN Xuxia, et al.. Optimal Design of Steel-SFRC Composite Deck of Continuous Steel Girder[J]. Journal of South China University of Technology(Natural Science Edition), 2024, 52(1): 26-37.

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组别	模型编号	SFRC板厚/mm	配筋率/ %	钢顶板厚/mm
A （中跨50 m）	AS	0	0	14
	A-T8R2P14 （T10，T12）	80（100，120）	2	14
	A-T10R1P14（R3）	100	1（3）	14
	A-T8R2P10（P12）	80	2	10（12）
	A-T10R2P10（P12）	100	2	10（12）
	A-T12R2P10（P12）	120	2	10（12）
B （中跨80 m）	BS	0	0	16
	B-T8R2P14 （T10，T12）	80（100，120）	2	16
	B-T10R1P16（R3）	100	1（3）	16
	B-T8R2P12（P14）	80	2	12（14）
	B-T10R2P12（P14）	100	2	12（14）
	B-T12R2P14（P14）	120	2	12（14）

模型编号	K_B0/ （kN·mm^-1）	K_B0.1/ （kN·mm^-1）	K_B0.2/ （kN·mm^-1）	增长率/%
AS	561	555	549
A-T8R2P14	661	596	575	17.8
A-T10R2P14	681	609	576	21.3
A-T12R2P14	696	617	580	24.1
BS	658	648	626
B-T8R2P16	772	691	635	17.3
B-T10R2P16	789	702	636	19.9
B-T12R2P16	801	711	640	21.7

跨径/m	桥宽/m	梁高/mm	混凝土层/mm	顶板厚/mm	腹板厚/mm		底板厚/mm
跨径/m	桥宽/m	梁高/mm	混凝土层/mm	顶板厚/mm	W1	W2	B1	B2	B3
50	23	1.6	100^*	14	12	16	16	20	16
80	23	2.6	100^*	16	16	20	24	28	24

跨径/m	配筋率/%	SFRC板厚/mm	顶板厚/mm	顶板纵肋厚/mm
50	1，2，3	80~120	10，12，14	10，12
80	1，2，3	80~120	12，14，16	10，12，14

中跨跨径/m	结果类别	主梁刚度/（kN·m^-1）	增长率/%	顶板应力/MPa	增长率/%	底板应力/MPa	增长率/%
50	原设计	554		101		-142
50	优化结果	628	13	106	4	-143	1
80	原设计	664		133		-170
80	优化结果	734	14	138	4	-172	1