Mechanical Performance of Open Cross-Section Steel-Concrete Composite Beams Under Pure Torsion

doi:10.12068/j.issn.1005-3026.2024.10.015

Abstract

Abstract:

To reveal the torsional working mechanism of open cross?section steel?concrete composite beams， a calculation method for torsional bearing capacity applicable to engineering practice is proposed. A fine finite element analysis model of I?beam?concrete composite beams is established， and the influence of parameters such as concrete slab section size， concrete strength， steel beam section size， steel beam strength， reinforcement ratio， and width to span ratio on the torsional mechanical performance of composite beams under pure torsion is explored. Based on the principle of combination and superposition， a formula for calculating the torsional bearing capacity of open cross-section steel?concrete composite beams considering the contribution of concrete slab and steel beam web and flange to torsional resistance is proposed. The results show that the torsional bearing capacity of the composite beam is mainly borne by the concrete slab， and the torsional combination coefficient of the concrete slab is 1.1， which is in good agreement with the experimental results and can predict the torsional bearing capacity of the composite beam well.

Key words: steel-concrete composite beams, finite element analysis, torsional bearing capacity, maximum shear stress, combination effect

CLC Number:

TU 375.1

Fa-xing DING, Shu-dong SHU, Jing-ke ZHANG, Chang HE. Mechanical Performance of Open Cross-Section Steel-Concrete Composite Beams Under Pure Torsion[J]. Journal of Northeastern University(Natural Science), 2024, 45(10): 1485-1493.

Figures/Tables 17

Fig.1 Calculation diagram and finite element model of torsional resistance of composite beams

Fig.2 Comparison diagram of T-θ′ curves between experiment and finite element analysis

Table 1 Comparison of finite element analysis and experiment results of torsional bearing capacity

试件编号	w_c×h_c×w_s×h_s/mm	L/mm	s/mm	σ_s/MPa	σ_y/MPa	σ_cu/MPa	T_e/（kN·m）	T_a/（kN·m）	T_e/T_a
CBT-1	700×110×100×200	3 800	100	299.6	302.2	41.0	18.34	19.27	0.95
CBT-2	700×110×100×200	3 800	80	299.6	302.2	35.5	18.20	17.88	1.02
CBT-3	700×110×100×200	1 800	180	299.6	328.1	26.0	17.78	16.50	1.08
CBT-4	700×110×100×200	1 800	130	299.6	328.1	32.0	18.52	19.78	0.94
RCST-1	700×110×100×200	3 800	100	—	343.0	39.5	12.94	13.80	0.94
RCST-2	700×110×100×200	3 800	80	—	343.0	37.6	11.24	12.78	0.88
RCST-3	700×110×100×200	1 800	180	—	343.0	40.0	10.51	9.88	1.06
RCST-4	700×110×100×200	1 800	130	—	343.0	36.6	9.07	9.24	0.98

Table 2 Partial full scale calculation parameters

L/mm	w_c/mm	h_c/mm	w_s/mm	h_s/mm	d_s/mm	栓钉布置
4 000	800	120	100	200	16	单排
8 000	1 500	140	250	350	19	双排
12 000	2 200	150	400	500	19	双排

Fig.3 Parametric analysis curves for main influencing factors

Fig.4 Comparison of torsional forms of composite steel beams and steel beams

Fig.5 Comparison of change law of stress distribution with load in cross?section of composite steel beam and steel beam

Fig.6 Comparison of τ - γ and T - θ′ between composite beam concrete slab and concrete slab

Fig.7 Variation law of Tb/ Tc under different parameters conditions

Fig.8 Shear stress distribution of concrete slabs

Fig.9 Ratio of torque borne by concrete slabs and steel beams

Fig.10 Parameter analysis results of τc/τc'~ρt curves

Fig.11 Regression curve of τc/τc'~ρt

Fig.12 Regression curve of τc'~σcu

Fig.13 Regression curve analyses with different parameters

Table 3 Calculation formula for torsional bearing capacity of I?beam?concrete composite beams

序号	公式		参考文献
1	T_u=T_c+T_s=3.089w_c× $x 5 σ c 3$ +αh_c1w_c1A_svlσ_sy/s α=0.66m+w_cl/h_cl,m=0.5A_svls/[A_s1（h_c1+w_cl）]	（8）	[15]
2	T_u=αW_tpσ_t+βσ_syA_svlA_cor/s α=1.10-0.25ρ, β=0.83+5.66ρ-5.36ρ²	（9）	[17]

Table 3 Calculation formula for torsional bearing capacity of I?beam?concrete composite beams

序号	公式		参考文献
1	T_u=T_c+T_s=3.089w_c× $x 5 σ c 3$ +αh_c1w_c1A_svlσ_sy/s α=0.66m+w_cl/h_cl,m=0.5A_svls/[A_s1（h_c1+w_cl）]	（8）	[15]
2	T_u=αW_tpσ_t+βσ_syA_svlA_cor/s α=1.10-0.25ρ, β=0.83+5.66ρ-5.36ρ²	（9）	[17]

Fig.14 Comparison results of finite element values and formula values

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