Non-gradient probabilistic Gaussian global-best harmony search optimization for first-order reliability method
- PDF / 3,245,636 Bytes
- 12 Pages / 595.276 x 790.866 pts Page_size
- 96 Downloads / 172 Views
ORIGINAL ARTICLE
Non‑gradient probabilistic Gaussian global‑best harmony search optimization for first‑order reliability method Zaher Mundher Yaseen1 · Mohammed Suleman Aldlemy2 · Mahmoud Oukati Sadegh3 Received: 23 January 2019 / Accepted: 19 April 2019 © Springer-Verlag London Ltd., part of Springer Nature 2019
Abstract The performances of first-order reliability method (FORM) are highly important owing to its accuracy and efficiency in the structural reliability analysis. In the gradient methods-based sensitivity analysis, the iterative formula of FORM is established using the gradient vector which it may not compute for some structural problems with discrete or non-continuous performance functions. In this study, the probabilistic Gaussian global-best harmony search (GGHS) optimization is implemented to search for the most probable point in the structural reliability analysis. The proposed GGHS approach for reliability analyses is performed based on two main adjusted processes using the random Gaussian generation. The accuracy and efficiency of the GGHS are compared with original harmony search (HS) algorithm and three modified versions of HS as improved HS, global-best HS, and improved global-best HS based on a mathematical and three structural problems. The obtained results illustrated that the PGGHS is more efficient than other modified versions of HS and provides the accurate results for discrete performance functions compared to original FORM-based gradient method. Keywords First-order reliability method · Gaussian global-best harmony search · Performance function · Most probable point · Structural reliability analysis
1 Introduction Generally, the structural components involve various uncertainties in the contracture, design, and service phases that these uncertainties in applied loads, martial properties and dimensions of structural element are presented using the random variables in a mathematical relation named as limit state function (performance function) [1, 2]. By applying the limit state function, the structural components have the * Mahmoud Oukati Sadegh [email protected] Zaher Mundher Yaseen [email protected] Mohammed Suleman Aldlemy [email protected] 1
Sustainable Developments in Civil Engineering Research Group, Faculty of Civil Engineering, Ton Duc Thang University, Ho Chi Minh City, Vietnam
2
Department of Mechanical Engineering, Technical Collage of Mechanical Engineering, Benghazi, Libya
3
Department of Electrical and Electronic Engineering, University of Sistan and Baluchestan, Zahedan, Iran
allowable failure probability which is determined based on the structural reliability analysis (SRA). The main effort in SRA is to approximate the failure probability of elements for evaluating the reliable levels based on a performance function (g(X) ≤ 0) [3, 4]. In addition, the failure probability (Pf) is computed as below [5, 6]: [ ] Pf g(X) ≤ 0 =
�
…
�
( ) fX x1 , … , xn dx1 … dxn ≈ 𝛷(−𝛽)
g(X)≤0
(1) where g(X) = 0 is the limit state function, which is defined based
Data Loading...
