交错桁架钢框架结构抗震可靠性分析

doi:10.12068/j.issn.1005-3026.2025.20239048

摘要/Abstract

摘要：

为了评估交错桁架钢框架(steel staggered truss framing，SSTF)结构体系的抗震可靠性，以结构底部总水平地震作用达到极限基底剪力作为承载能力极限状态，建立了SSTF结构极限状态函数.以用钢量相同为基准，建立了普通钢框架和6种不同桁架布置形式的SSTF结构分析模型.采用高阶矩法计算了不同地震烈度下普通钢框架和SSTF结构模型的失效概率，绘制了相应的失效概率曲线.结果表明：当地震烈度为6度、7度、8度、9度时，SSTF结构分别开始出现轻微破坏、中等破坏、严重破坏、完全破坏的失效风险；单纯采用竖腹杆不足以提高桁架结构的抗震性能，而增加斜腹杆可以显著降低失效概率；竖腹杆与弦杆之间刚接形式的抗震性能优于铰接形式，刚接形式的失效概率较铰接形式有至少10%比例的降低.

关键词: 交错桁架钢框架结构, 可靠性分析, 承载能力, 地震烈度, 高阶矩法

Abstract:

In order to evaluate the seismic reliability of steel staggered truss framing （SSTF） structural systems， the limit state function for the bearing capacity of the SSTF structure was established by taking the ultimate base shear force of the total horizontal seismic action at the bottom of the structure as the limit state. An ordinary steel frame structure model and six SSTF structure models with different truss arrangements were established under the same amount of steel usage. Higher order moment method was adopted to calculate the failure probability of established structure models under different seismic intensities， and then the failure probability curves were depicted. The results show that the SSTF structure starts to exhibit the failure risks of slight， moderate， severe， and complete damage when the seismic intensities is 6， 7， 8 and 9 degrees， respectively. The use of vertical webs alone in trusses is not sufficient to improve the seismic performance of the structure， while the addition of diagonal webs can significantly reduce the failure probability. The seismic performance of the rigid joint between the vertical web and the chord is better than that of the hinged joint， and the failure probability of the rigid form is reduced by at least 10% compared with the hinged form.

Key words: SSTF structure, reliability analysis, load-bearing capacity, seismic intensity, high-order moment method

中图分类号:

TU 318

刘慧娟, 张玄一, 赵衍刚, 卢朝辉. 交错桁架钢框架结构抗震可靠性分析[J]. 东北大学学报（自然科学版）, 2025, 46(4): 134-143.

Hui-juan LIU, Xuan-yi ZHANG, Yan-gang ZHAO, Zhao-hui LU. Seismic Reliability Analysis of Steel Staggered Truss Framing Structure[J]. Journal of Northeastern University(Natural Science), 2025, 46(4): 134-143.

图/表 13

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破坏等级	V_S
基本完好	V_S<V_S1
轻微破坏	V_S1≤V_S<V_S2
中等破坏	V_S2≤V_S<V_S3
严重破坏	V_S3≤V_S<V_S4
完全破坏	V_S≥V_S4

破坏等级	V_S
基本完好	V_S<V_S1
轻微破坏	V_S1≤V_S<V_S2
中等破坏	V_S2≤V_S<V_S3
严重破坏	V_S3≤V_S<V_S4
完全破坏	V_S≥V_S4

第k点	1	2	3	4	5	6	7
估计点u_k	-3.750 439 7	-2.366 759 4	-1.154 454	0	1.154 454	2.366 759 4	3.750 439 7
权重ω_k	5.482 69×10^-4	3.075 71×10^-2	0.240 123 3	0.457 142 7	0.240 123 3	3.075 71×10^-2	5.482 69×10^-4

第k点	1	2	3	4	5	6	7
估计点u_k	-3.750 439 7	-2.366 759 4	-1.154 454	0	1.154 454	2.366 759 4	3.750 439 7
权重ω_k	5.482 69×10^-4	3.075 71×10^-2	0.240 123 3	0.457 142 7	0.240 123 3	3.075 71×10^-2	5.482 69×10^-4

模型	层	α_i	外柱 (Q355)	弦杆 (Q355)	竖腹杆 (Q235)	斜腹杆 (Q235)
M	5	1.1	H-492×465×15×20	H-656×301×12×20	—	—
	4	2.2	H-492×465×15×20	H-656×301×12×20	—	—
	3	2.2	H-492×465×15×20	H-656×301×12×20	—	—
	2	2.1	H-502×465×15×25	H-656×301×12×20	—	—
	1	2.3	H-502×465×15×25	H-656×301×12×20	—	—
RT1 HT1	5	1.1	H-400×408×21×21	H-494×302×13×21	H-150×150×7×10	—
	4	2.2	H-400×408×21×21	H-494×302×13×21	H-150×150×7×10	—
	3	2.2	H-400×408×21×21	H-494×302×13×21	H-150×150×7×10	—
	2	2.1	H-414×405×18×28	H-588×300×12×20	H-150×150×7×10	—
	1	2.3	H-414×405×18×28	H-588×300×12×20	—	H-200×200×8×12
RT2 HT2	5	1.1	H-400×408×21×21	H-494×302×13×21	H-125×125×6.5×9	H-100×100×6×8
	4	2.2	H-400×408×21×21	H-494×302×13×21	H-125×125×6.5×9	H-100×100×6×8
	3	2.2	H-400×408×21×21	H-494×302×13×21	H-125×125×6.5×9	H-100×100×6×8
	2	2.1	H-414×405×18×28	H-588×300×12×20	H-125×125×6.5×9	H-100×100×6×8
	1	2.3	H-414×405×18×28	H-588×300×12×20	—	H-200×200×8×12
RT3 HT3	5	1.1	H-400×408×21×21	H-494×302×13×21	H-125×125×6.5×9	H-50×50×6×8
	4	2.2	H-400×408×21×21	H-494×302×13×21	H-125×125×6.5×9	H-50×50×6×8
	3	2.2	H-400×408×21×21	H-494×302×13×21	H-125×125×6.5×9	H-50×50×6×8
	2	2.1	H-414×405×18×28	H-588×300×12×20	H-125×125×6.5×9	H-50×50×6×8
	1	2.3	H-414×405×18×28	H-588×300×12×20	—	H-200×200×8×12