Seismic Reliability Analysis of Steel Staggered Truss Framing Structure

doi:10.12068/j.issn.1005-3026.2025.20239048

Abstract

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

CLC Number:

TU 318

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.

Figures/Tables 13

References 30

1	Scalzi J B. The staggered truss system-structural considerations［J］. Engineering Journal， 1971， 8（4）： 138-143.
2	周绪红，莫涛，蔡益燕，等．新型交错桁架结构体系的应用［J］．钢结构， 2000， 15（2）： 16-18.
	Zhou Xu-hong， Mo Tao， Cai Yi-yan， et al. The use of new type staggered truss structure［J］. Steel Construction， 2000， 15（2）： 16-18.
3	甘丹，周绪红，周期石．交错桁架钢框架结构抗震性能研究现状［J］．建筑钢结构进展， 2019， 21（4）： 1-10.
	Gan Dan， Zhou Xu-hong， Zhou Qi-shi. A review on the seismic behavior of steel staggered truss framing system［J］. Progress in Steel Building Structures， 2019， 21（4）： 1-10.
4	周绪红，莫涛．交错桁架结构体系的空间二阶弹塑性全过程分析［J］．土木工程学报， 2005， 38（5）： 10-14.
	Zhou Xu-hong， Mo Tao. A nonlinear analysis approach for staggered-truss structure systems of three-dimensional elasto-plasticity［J］. China Civil Engineering Journal， 2005， 38（5）： 10-14.
5	Kim J， Lee J， Kim B. Seismic retrofit schemes for staggered truss structures［J］. Engineering Structures， 2015， 102： 93-107.
6	Kim J， Kim S. Performance-based seismic design of staggered truss frames with friction dampers［J］. Thin-Walled Structures， 2017， 111： 197-209.
7	周绪红，莫涛，刘永健，等．高层钢结构交错桁架结构的试验研究［J］．建筑结构学报， 2006， 27（5）： 86-92.
	Zhou Xu-hong， Mo Tao， Liu Yong-jian， et al. Experimental study on high-rise staggered truss steel structure［J］. Journal of Building Structures， 2006， 27（5）： 86-92.
8	Hansen R J， Le Messurier W J， Paul P J. New steel framing system promises major saving in high-rise apartment［J］. Architecture Record， 1966， 139（6）： 191-196.
9	Gupta R P， Goel S C. Dynamic analysis of staggered truss framing system［J］. Journal of the Structural Division， 1972， 98（7）： 1475-1492.
10	Ionnides S A， Lindsey S D. Staggered truss adapted to high rise［J］. Civil Engineering， 1985， 6： 44-47.
11	潘英，周绪红．交错桁架体系的抗震性能动力分析［J］．土木工程学报， 2002， 35（4）： 12-16.
	Pan Ying， Zhou Xu-hong. Aseismic behavior of the staggered-truss system［J］. China Civil Engineering Journal， 2002， 35（4）： 12-16.
12	Liu Z， Zhang Z. Artificial neural network based method for seismic fragility analysis of steel frames［J］. KSCE Journal of Civil Engineering， 2018， 22（2）： 708-717.
13	Gur S， Xie Y Z， Desroches R. Seismic fragility analyses of steel building frames installed with superelastic shape memory alloy dampers： comparison with yielding dampers［J］. Journal of Intelligent Material Systems and Structures， 2019， 30（18/19）： 2670-2687.
14	Sun B Y， Zhang Y T， Huang C G. Machine learning-based seismic fragility analysis of large-scale steel buckling restrained brace frames［J］. Computer Modeling in Engineering & Sciences， 2020， 125（2）： 755-776.
15	Hasofer A M， Lind N C. Exact and invariant second-moment code format［J］. Journal of the Engineering Mechanics Division， 1974， 100（1）： 111-121.
16	Der Kiureghian A， De Stefano M. Efficient algorithm for second-order reliability analysis［J］. Journal of Engineering Mechanics， 1991， 117（12）： 2904-2923.
17	Zhao Y G， Lu Z H. Structural reliability： approaches from perspectives of statistical moments［M］. Hoboken： Wiley-Blackwell， 2021.
18	Ogawa K， Tada M. Combined non-linear analysis for plane frame （“clap”）［C］//Architectural Institute of Japan. Proceedings. of 17th Symposium on Computer Technology on Information Systems and Applications. Tokyo： Showa Intelligence Press， 1994： 79-84.
19	Omori F. Seismic experiments on the fracturing and overturning of columns［J］. Publications of the Earthquake Investigation Committe in Foreign Language， 1996， 4： 69.
20	齐怀恩，王光远. 公路桥梁抗震设防标准的研究［J］. 东北公路， 1999（4）： 48-51.
	Qi Huai-en， Wang Guang-yuan. Study of aseismatic fortify standard of highway bridge［J］. Northeastern Highway， 1999（4）： 48-51.
21	Zhao Y G， Lu Z H. Fourth-moment standardization for structural reliability assessment［J］. Journal of Structural Engineering， 2007， 133（7）： 916-924.
22	Zhang X Y， Zhao Y G， Lu Z H. Unified Hermite polynomial model and its application in estimating non-Gaussian processes［J］. Journal of Engineering Mechanics， 2019， 145（3）： 04019001.
23	Zhao Y G， Ono T. New point estimates for probability moments［J］. Journal of Engineering Mechanics， 2000， 126（4）： 433-436.
24	刘慧娟．不同桁架形式对多层SSTF结构抗震性能的影响［D］．桂林：桂林理工大学，2021．
	Liu Hui-juan. Influence of different truss forms on seismic performance of multi-story SSTF structure ［D］. Guilin： Guilin University of Technology， 2021.
25	Bao E H， Chen Y Y， Zou C L， et al. Dynamic performance of low-rise steel frame with exposed steel column base［J］. Proceedings of the Institution of Civil Engineers-Structures and Buildings， 2018， 171（12）： 979-991.
26	Kim M T. Analytical study on the effect of P-Δ effect on the response of high-rise steel buildings to long-period earthquake motion［D］. Kyoto： Kyoto University， 2010.
27	夏正中. 钢结构可靠度分析［J］. 冶金建筑， 1981， 11（12）： 43-46.
	Xia Zheng-zhong. Reliability analysis of steel structure［J］. Industrial Construction， 1981， 11（12）： 43-46.
28	宋鹏彦. 结构整体可靠度方法及RC框架非线性整体抗震可靠度分析［D］. 哈尔滨：哈尔滨工业大学， 2012.
	Song Peng-yan. Structural integral reliability method and nonlinear integral seismic reliability analysis of RC frame［D］. Harbin： Harbin Institute of Technology， 2012.
29	吕大刚，宋鹏彦，于晓辉，等. 基于矩法的结构非线性整体抗震可靠性分析［J］. 建筑结构学报， 2010， 31（sup2）： 119-124.
	Da-gang Lyu， Song Peng-yan， Yu Xiao-hui，et al. Nonlinear global seismic reliability analysis of structures based on moment methods［J］. Journal of Building Structures， 2010， 31（sup2）： 119-124.
30	Hohenbichler M， Rackwitz R. Non-normal dependent vectors in structural safety［J］. Journal of the Engineering Mechanics Division， 1981， 107（6）： 1227-1238.

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