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Frontiers of Structural and Civil Engineering

ISSN 2095-2430

ISSN 2095-2449(Online)

CN 10-1023/X

邮发代号 80-968

2019 Impact Factor: 1.68

Frontiers of Structural and Civil Engineering  2024, Vol. 18 Issue (3): 393-410   https://doi.org/10.1007/s11709-024-1060-8
  本期目录
A deep neural network based surrogate model for damage identification in full-scale structures with incomplete noisy measurements
Tram BUI-NGOC1,2, Duy-Khuong LY1,3, Tam T TRUONG4, Chanachai THONGCHOM5, T. NGUYEN-THOI2,6,7()
1. Laboratory for Computational Mechanics, Institute for Computational Science and Artificial Intelligence, Van Lang University, Ho Chi Minh City 70000, Vietnam
2. Faculty of Mechanical-Electrical and Computer Engineering, School of Technology, Van Lang University, Ho Chi Minh City 70000, Vietnam
3. Faculty of Civil Engineering, School of Technology, Van Lang University, Ho Chi Minh City 70000, Vietnam
4. Department of Computer Science, Aarhus University, Aarhus 8000, Denmark
5. Thammasat University research unit in structural and foundation engineering, Department of Civil Engineering, Thammasat University, Pathumthani 12120, Thailand
6. Laboratory for Applied and Industrial Mathematics, Institute for Computational Science and Artificial Intelligence, Van Lang University, Ho Chi Minh City 70000, Vietnam
7. Thammasat School of Engineering, Thammasat University, Pathumthani 12120, Thailand
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Abstract

The paper introduces a novel approach for detecting structural damage in full-scale structures using surrogate models generated from incomplete modal data and deep neural networks (DNNs). A significant challenge in this field is the limited availability of measurement data for full-scale structures, which is addressed in this paper by generating data sets using a reduced finite element (FE) model constructed by SAP2000 software and the MATLAB programming loop. The surrogate models are trained using response data obtained from the monitored structure through a limited number of measurement devices. The proposed approach involves training a single surrogate model that can quickly predict the location and severity of damage for all potential scenarios. To achieve the most generalized surrogate model, the study explores different types of layers and hyperparameters of the training algorithm and employs state-of-the-art techniques to avoid overfitting and to accelerate the training process. The approach’s effectiveness, efficiency, and applicability are demonstrated by two numerical examples. The study also verifies the robustness of the proposed approach on data sets with sparse and noisy measured data. Overall, the proposed approach is a promising alternative to traditional approaches that rely on FE model updating and optimization algorithms, which can be computationally intensive. This approach also shows potential for broader applications in structural damage detection.

Key wordsvibration-based damage detection    deep neural network    full-scale structures    finite element model updating    noisy incomplete modal data
收稿日期: 2023-05-27      出版日期: 2024-06-12
Corresponding Author(s): T. NGUYEN-THOI   
 引用本文:   
. [J]. Frontiers of Structural and Civil Engineering, 2024, 18(3): 393-410.
Tram BUI-NGOC, Duy-Khuong LY, Tam T TRUONG, Chanachai THONGCHOM, T. NGUYEN-THOI. A deep neural network based surrogate model for damage identification in full-scale structures with incomplete noisy measurements. Front. Struct. Civ. Eng., 2024, 18(3): 393-410.
 链接本文:  
https://academic.hep.com.cn/fsce/CN/10.1007/s11709-024-1060-8
https://academic.hep.com.cn/fsce/CN/Y2024/V18/I3/393
Fig.1  
Section (mm) Element Young’s modulus (MPa) Poisson’sratio Mass density (kg/m3)
I900 × 300 × 10 × 12 1, 2 206 0.3 7850
I600 × 300 × 10 × 12 9–16
I300 × 300 × 10 × 12 5, 6
I(900−600) × 300 × 10 × 12 3, 8
I(600−300) × 300 × 10 × 12 4, 7
Tab.1  
Fig.2  
Number of scenarios Damaged elements Description Damaged elements (% reduction of stiffness)
1 1 Damaged main frame column 2 (15%)
2 2 Damaged column and beam 11 (45%) & 13 (50%)
3 2 Damaged beam and main frame column 1 (20%) & 3 (20%)
4 3 Damaged column and two beam 2 (20%) & 9 (25%) & 15 (45%)
5 4 Multi-damage on the frame 3(48%) & 6 (30%) & 9(30%) & 14(45%)
Tab.2  
Fig.3  
Fig.4  
Architecture MSE (× 10–4) Training time (s)
Training Test
95-500-16 2.22 2.09 4285
95-500-500-16 0.49 0.80 4457
95-500-500-500-16 0.42 0.81 4894
95-500-500-500-500-16 0.13 0.68 5051
95-500-500-500-500-500-16 0.19 0.72 5246
95-500-500-500-500-500-500-16 0.57 1.15 5733
Tab.3  
Architecture MSE (× 10–5) Training time (s)
Training Test
95-100-100-100-100-16 17.97 18.32 3814
95-200-200-200-200-16 3.70 7.88 4115
95-300-300-300-300-16 4.16 7.49 4348
95-400-400-400-400-16 2.06 7.12 4821
95-500-500-500-500-16 1.50 6.81 5091
Tab.4  
Activation function Optimization algorithm MSE (× 10–5) Training time (s)
Training Test
SELU Nadam 6.27 6.18 4407
SGD 47.50 46.74 3782
Adam 1.20 1.22 3806
Adamax 0.73 0.83 4295
ReLU Nadam 1.12 2.06 4603
SGD 79.29 77.81 3993
Adam 5.22 6.69 4017
Adamax 1.22 1.27 4170
TanH Nadam 4.26 4.41 4122
SGD 64.66 63.40 3548
Adam 1.98 1.88 3695
Adamax 2.59 2.40 3568
Tab.5  
Fig.5  
Number of layers MSE (× 10–5) Accuracy (%)
Training Test
1 0.48 1.0 97.40
2 0.99 2.1 96.31
3 0.42 12.3 97.20
Tab.6  
Kernel MSE (× 10–5) Accuracy (%)
Training Test
8 0.72 21.11 95.75
16 45.65 61.8 89.25
32 4.49 20.51 95.47
64 5.27 19.4 95.54
128 0.48 1.0 97.40
Tab.7  
Size MSE (× 10–5) Accuracy (%)
Training Test
1×3 5.90 19.8 95.43
1×4 5.09 17.9 95.56
1×5 0.48 1.0 97.40
1×6 6.18 19.62 95.28
Tab.8  
Number of epochs MSE (× 10–5) Training time (s)
Training Test
5,000 4.88 8.97 2550
10,000 1.50 6.81 5091
15,000 0.76 0.59 7433
20,000 0.24 0.45 9928
Tab.9  
Model MSE (× 10–5) Ranking
Training Test
DCNN 0.48 1.0 1
DFNN 1.5 6.81 2
XGBoost 3.21 45.2 3
Catboost 53.9 69.3 4
Tab.10  
Fig.6  
Fig.7  
Fig.8  
Fig.9  
Fig.10  
Scenario Damaged element Actual damage (%) Percentages of predicted damage (%) Time (s)
Noise-free 0% 2% noisy 5% noisy
DCNN DFNN DCNN DFNN DCNN DFNN
1 2 15 15.1 15.12 14.15 13.8 16.4 12.94 0.31
2 11 45 42.7 18.5 43.2 36.7 39.09 19.3 0.44
13 50 49.6 46.4 46.3 44.8 46.28 40.8
3 1 20 19.6 20.2 20.94 21.3 18.8 22.2 0.81
3 20 20 20.8 20.78 19.4 14 22.1
4 2 25 24.5 26 24.5 24.9 24.1 23.3 0.87
9 20 19.8 23 23 17.7 18.5 18.5
15 45 45.5 31.8 44.8 41.6 44.4 41.8
5 3 48 47.9 49.4 48.3 46.94 47.4 42.4 0.64
6 30 29.4 32.4 29.5 27.08 29.1 26.8
9 30 29.8 2.08 33.3 25.13 29.6 11
14 45 45.2 8.86 42.7 38.6 44.2 0.95
Tab.11  
Fig.11  
Fig.12  
Fig.13  
Fig.14  
Fig.15  
Fig.16  
Fig.17  
Fig.18  
Fig.19  
Fig.20  
Section Element Young’s modulus (MPa) Poisson’sratio Mass density (kg/m3)
B200 × 400 1–18 35 0.2 2500
C300 × 300 19–34
F120 35–79
Tab.12  
Scenario Number of damaged element Description Damaged elements (% stiffness reduction)
1 1 damaged column 28 (20%)
2 2 damaged column and beam 7 (30%) & 21 (25%)
3 2 damaged slab and beam 41 (15%) & 30 (30%)
4 3 damaged slab, beam, and column 31 (15%) & 8 (10%) & 75 (20%)
5 4 multi-damage elements 5 (20%) & 23 (10%) & 24 (15%) & 39 (25%)
Tab.13  
Fig.21  
Fig.22  
Scenarios Damaged element Actual damage (%) Predicted percentage damage (%) Time (s)
Noise-free Noise-5%
1 28 20 20.20 20.40 2.58
2 7 30 31.40 29.60 2.07
21 25 25.10 23.40
3 30 30 30.30 30.30 1.98
41 15 14.50 13.60
4 8 10 9.36 11.30 2.25
31 15 14.60 14.80
57 20 19.10 17.70
5 5 20 18.60 21.10 1.92
23 10 9.03 8.08
24 15 15.90 15.70
39 25 24.50 21.90
Tab.14  
Fig.23  
Fig.24  
Fig.25  
Fig.26  
Fig.27  
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