Development of Indicator for Piled Pier Health Evaluation in Vietnam Using Impact Vibration Test Approach
<p>Arrangement of filed IVT experiments for several ports.</p> "> Figure 2
<p>Procedure for assessing the health status of piled piers in the IVT method.</p> "> Figure 3
<p>Providing horizontal impact forces by: (<b>a</b>) the weight; (<b>b</b>) a mobile crane; (<b>c</b>) a tugboat; (<b>d</b>) a vessel; and (<b>e</b>) a movable gantry crane.</p> "> Figure 4
<p>Filed investigation of the wharves using the IVT method.</p> "> Figure 5
<p>Examples of measurement data for Gemarlink wharf.</p> "> Figure 6
<p>The horizontal natural frequencies for: (<b>a</b>) Tan Vu wharf; (<b>b</b>) Lach Huyen Port wharf; (<b>c</b>) Hiep Phuoc wharf; and (<b>d</b>) Gemarlink wharf.</p> "> Figure 6 Cont.
<p>The horizontal natural frequencies for: (<b>a</b>) Tan Vu wharf; (<b>b</b>) Lach Huyen Port wharf; (<b>c</b>) Hiep Phuoc wharf; and (<b>d</b>) Gemarlink wharf.</p> "> Figure 7
<p>Numerical simulation of a wharf.</p> "> Figure 8
<p>An example of IVT models with assumptions: (<b>a</b>) without erosion and (<b>b</b>) with erosion.</p> ">
Abstract
:1. Introduction
2. Research Objectives
3. Field Experimental and Numerical Simulation Work
3.1. Field Experimental Works for New Wharves
3.2. Numerical Simulation Works for All Wharves
3.3. An Initial Evaluation Based on Experiments and Numerical Simulations for New Wharves
4. Development of an Indicator for Wharf Health Evaluation in Vietnam
4.1. Evaluation Criteria of Wharf Evaluation
4.2. Health Index of Wharves
- -
- -
- If the material strength is reduced by 20% for piles and 30% for beams and slabs, according to references [25,26], the structure has already been degraded. Therefore, the structure works under poor conditions, and it belongs to group A2 according to reference [12], group 2 according to references [25,26], and type B according to references [10,11].
- -
- -
4.3. Development of an Indicator for Wharf Health Evaluation in Vietnam
5. Conclusions
- (1)
- The IVT is a highly effective method with simple theory and short experiment durations. This significantly helps with the maintenance, quality management, and safety management during the operation stage of a wharf.
- (2)
- A set of natural frequencies of twenty wharves, including both new and old structures, are provided in this work through numerical simulations. Moreover, ITV field tests are also conducted on five wharves to evaluate their correlation with the design in terms of the natural frequency and the health index with the current requirement of the classification of structures.
- (3)
- Hypothetical cases of damage are considered in the numerical simulation. Based on that, the present study develops an indicator with an adjusted health index of 1.16 to classify the health or condition of the wharf. This factor is recommended in the case of cumulative deformation due to the strength loss of material.
- (4)
- The spring stiffness in the IVT model calculated through SPT obtains a higher accuracy than that from Il.
- (5)
- Although hypothetical cases of damage are considered, several damages can occur simultaneously, or other damages can be available. Further studies on the aforementioned issues should be conducted.
Author Contributions
Funding
Data Availability Statement
Acknowledgments
Conflicts of Interest
References
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Health Index (κo) | Level of Evaluation | Situation/Solution |
---|---|---|
κo ≤ 0.70 | A1 | Structures undergo dangerous deformation due to external forces at any time. Detailed inspection needs to be conducted for repairs and reinforcement. |
0.70 < κo ≤ 0.85 | A2 | The reduction in the structure’s natural frequency needs to be monitored. |
0.85 < κo ≤ 1.00 | B | No severe damage is observed on structures. Structures work in a good health condition. |
1.00 < κo | S | Structures work in an excellent health condition. |
No | The Names of Wharves | Level by Crane | Level by Height | Load of 103 DWT Ship | Height (m) | Age (Years) | Location |
---|---|---|---|---|---|---|---|
1 | Tan Vu No.1 | II | II | 20 | 13.45 | 14 | Northern Vietnam |
2 | Tan Vu No.2 | II | II | 20 | 13.45 | 14 | |
3 | Tan Vu No.3 | II | II | 20 | 13.45 | 12 | |
4 | Tan Vu No.4 | II | II | 20 | 13.45 | 12 | |
5 | Tan Vu No.5 | II | II | 20 | 13.45 | 11 | |
6 | Nam Dinh Vu | I | II | 50 | 14.00 | 0 | |
7 | Mipex | I | I | 40 | 17.70 | 3 | |
8 | Lach Huyen | Special | I | 80 | 19.50 | 5 | |
9 | Nghi Son | II | I | 30 | 17.00 | 5 | Central Vietnam |
10 | Cua Lo | II | I | 30 | 16.5 | 5 | |
11 | Tan Cang QN | II | I | 30 | 16.7 | 19 | |
12 | Hiep Phuoc | I | I | 50 | 19.5 | 10 | Southern Vietnam |
13 | Cai Mep Ha | III | II | 10 | 12.4 | 2 | |
14 | CMIT | I | I | 60 | 19.7 | 13 | |
15 | SITV | Special | Special | 80 | 22 | 12 | |
16 | Gemarlink | Special | Special | 200 | 21.5 | 2 | |
17 | Cai Cui | II | I | 20 | 15.7 | 17 |
No. | The Names of Berths | Natural Frequency per Measurement Time (Hz) | ||
---|---|---|---|---|
1st | 2nd | 3rd | ||
1 | Tan Vu | 1.30 | 1.1342 | 1.221 |
2 | Lach Huyen | 1.049 | 1.428 | 1.135 |
3 | Hiep Phuoc | 1.709 | 1.709 | 1.831 |
4 | SITV | 1.953 | 2.014 | 1.519 |
5 | CMIT | 1.709 | 1.953 | 1.726 |
6 | GEMARLINK’s Segment No.1 (GEM 1) | 1.586 | 1.648 | 1.684 |
7 | GEMARLINK’s, Segment No.2 (GEM 2) | 1.641 | 1.641 | 1.587 |
8 | GEMARLINK’s, Segment No.3 (GEM 3) | 1.802 | 1.647 | 1.886 |
No. | The Names of Berths | Transverse Natural Frequencies of Berth Segments (Hz) | |||||
---|---|---|---|---|---|---|---|
3KSPT | 4KSPT | 4.5KSPT | 3KIL | 4KIL | 4.5KIL | ||
1 | Tan Vu, No.1 | 0.9913 | 1.0292 | 1.0444 | 0.9984 | 0.9484 | 0.9984 |
2 | Tan Vu, No.2 | 0.8834 | 0.9194 | 0.9339 | 0.9353 | 0.9373 | 0.9497 |
3 | Tan Vu, No.3 | 1.0924 | 1.1177 | 1.1278 | 1.0944 | 1.1178 | 1.1272 |
4 | Tan Vu, No.4 | 1.1751 | 1.2046 | 1.2162 | 1.1814 | 1.3266 | 1.3354 |
5 | Tan Vu, No.5 | 1.4461 | 1.5328 | 1.5693 | 0.9000 | 0.9307 | 0.8978 |
6 | Nam Dinh Vu, Stage 2 | 1.2397 | 1.2967 | 1.3197 | 1.3962 | 0.9950 | 1.3962 |
7 | Mipec | 0.9564 | 0.9928 | 1.0074 | 1.0327 | 1.0647 | 1.0770 |
8 | Lach Huyen | 1.0169 | 1.0496 | 1.0624 | 1.0204 | 1.0440 | 1.0533 |
9 | Nghi Son | 1.0924 | 1.1177 | 1.1278 | 1.0539 | 1.0872 | 1.1008 |
10 | Cua Lo | 1.1981 | 1.2373 | 1.2527 | - | - | - |
11 | Quy Nhon New | 0.7619 | 0.7786 | 0.7853 | - | - | - |
12 | Hiep Phuoc | - | - | - | 0.9363 | 0.9090 | 0.9170 |
13 | Cai Mep Ha | 2.0956 | 2.1968 | 2.2381 | 2.6439 | 2.7313 | 2.7663 |
14 | SITV | 1.4191 | 1.4191 | 1.4983 | - | - | - |
15 | CMIT | - | - | - | 0.8647 | 0.8808 | 0.8872 |
16 | GEMARLINK Berth, Segment No.1 (GEM 1) | 0.8852 | 0.9165 | 0.9295 | - | - | - |
17 | GEMARLINK Berth, Segment No.2 (GEM 2) | 0.8996 | 0.9312 | 0.9440 | - | - | - |
18 | GEMARLINK Berth, Segment No.3 (GEM 3) | 0.8769 | 0.9085 | 0.9213 | - | - | - |
19 | Cai Cui | 0.9707 | 1.0180 | 1.0377 | - | - | - |
No. | Names of Berths | Natural Frequency Based on the Official Design | Natural Frequency Measured | Health Index | |||||
---|---|---|---|---|---|---|---|---|---|
SPT | IL | Minimum (M) | Average (A) | SPT | IL | ||||
M | A | M | A | ||||||
1 | Tan Vu No.1 | 0.937 | 0.991 | 1.14 | 1.23 | 1.14 | 1.22 | 1.14 | 1.23 |
2 | Lach Huyen | 0.968 | 1.020 | 1.08 | 1.24 | 1.03 | 1.18 | 1.08 | 1.24 |
3 | Hiep Phuoc | - | 0.936 | - | - | 1.83 | 1.87 | - | - |
4 | SITV | 1.419 | - | 1.07 | 1.29 | - | - | 1.07 | 1.29 |
5 | CMIT | - | 0.865 | - | - | 1.98 | 2.08 | - | - |
6 | Gem 1 | - | 0.885 | 1.79 | 1.85 | - | - | 1.79 | 1.85 |
7 | Gem 2 | - | 0.900 | 1.76 | 1.80 | - | - | 1.76 | 1.80 |
8 | Gem 3 | - | 0.877 | 1.88 | 2.03 | - | - | 1.88 | 2.03 |
Status | Group 1: Normal Working Conditions | Group 2: Limited Working Conditions |
---|---|---|
Bottom area in front of the structure: a depth reduction due to dredging, sedimentation, and erosion. | The local depth change tolerance does not exceed 0.5 m on a section with a length of 0.25 L. | Determined through calculation of the structure’s bearing capacity. |
Reduction in the compressive strength of the concrete of the pile and reduction in the steel pile thickness (corrosion) | ≤10% | >20% |
Reduction in the compressive strength of the concrete of the beam and deck | ≤20% | >30% |
General and local deformation, slope landslides | Change the depth at the wharf location within the allowable threshold. | The soil under the wharf is eroded. |
Status | Type S | Type C | Type B | Type A |
---|---|---|---|---|
Bottom area in front of the structure: a depth reduction due to dredging, sedimentation, and erosion. | No | ≤ 0.5 m | Determined through calculation of the structure’s bearing capacity. | Dangerous defects causing collapse. |
Reduction in the compressive strength of the concrete of the pile and reduction in the steel pile thickness (corrosion). | No | ≤10% | >20% | Dangerous defects. |
Reduction in the compressive strength of the concrete of the beam and deck | No | ≤20% | >30% | Dangerous defects. |
General and local deformation, slope landslides | No | Change the depth at the wharf location within the allowable threshold. | The soil under the wharf is eroded. | Dangerous defects. |
No | Compressive Strength Loss of Concrete (%) | Ec (kN/m2) | f’c (kN/m2) |
---|---|---|---|
1 | 0 | 37,500,000 | 32,639.2 |
2 | 10 | 36,333,231 | 29,375.3 |
3 | 20 | 35,071,817 | 26,111.3 |
4 | 30 | 33,694,629 | 22,847.4 |
5 | 40 | 32,171,895 | 19,583.5 |
6 | 50 | 30,459,465 | 16,319.6 |
No. | The Name of Berth | Natural Frequency When Scour Loses Spring Support along the Outermost Row of Piles (Hz) | Natural Frequency When Concrete Strength Decreases (Hz) | ||||||||
---|---|---|---|---|---|---|---|---|---|---|---|
10% | 20% (Beam, Deck), 10% (Pile) | 20% | 30% (Beam, Deck), 20% (Pile) | 30% | 40% | 50% | 1 m | 2 m | 3 m | ||
1 | Tan Vu No.1 | 0.991 | 0.980 | 0.980 | 0.967 | 0.967 | 0.953 | 0.937 | 0.918 | 0.897 | 0.801 |
2 | Tan Vu No.2 | 0.883 | 0.874 | 0.863 | 0.863 | 0.862 | 0.850 | 0.836 | 0.820 | 0.792 | 0.726 |
3 | Tan Vu No.3 | 1.092 | 1.078 | 1.078 | 1.062 | 1.062 | 1.045 | 1.024 | 1.001 | 0.975 | 0.913 |
4 | Tan Vu No.4 | 1.175 | 1.160 | 1.160 | 1.143 | 1.143 | 1.124 | 1.103 | 1.078 | 1.030 | 0.914 |
5 | Tan Vu No.5 | 1.446 | 1.433 | 1.427 | 1.418 | 1.411 | 1.401 | 1.382 | 1.359 | 1.327 | 1.264 |
6 | Nam Dinh Vu, Stage 2 | 1.240 | 1.227 | 1.226 | 1.212 | 1.212 | 1.195 | 1.177 | 1.155 | 1.131 | 1.029 |
7 | Mipec | 0.956 | 0.945 | 0.945 | 0.933 | 0.933 | 0.919 | 0.904 | 0.886 | 0.902 | 0.857 |
8 | Lach Huyen | 1.017 | 1.009 | 1.009 | 1.001 | 1.000 | 0.991 | 0.980 | 0.967 | 0.967 | 0.911 |
9 | Nghi Son | 1.092 | 1.078 | 1.078 | 1.062 | 1.062 | 1.045 | 1.024 | 1.001 | 0.976 | 0.913 |
10 | Cua Lo | 1.198 | 1.184 | 1.183 | 1.168 | 1.167 | 1.150 | 1.129 | 1.106 | 1.074 | 1.015 |
11 | Quy Nhon New Port | 0.762 | 0.752 | 0.752 | 0.741 | 0.741 | 0.728 | 0.714 | 0.698 | 0.707 | 0.646 |
12 | Cai Mep Ha | 2.096 | 2.074 | 2.071 | 2.049 | 2.046 | 2.022 | 1.991 | 1.955 | 1.996 | 1.915 |
13 | SITV | 1.419 | 1.403 | 1.402 | 1.385 | 1.384 | 1.365 | 1.342 | 1.316 | 1.346 | 1.285 |
14 | GEM 1 | 0.885 | 0.882 | 0.882 | 0.878 | 0.878 | 0.874 | 0.869 | 0.863 | 0.855 | 0.828 |
15 | GEM 2 | 0.900 | 0.895 | 0.894 | 0.889 | 0.889 | 0.883 | 0.876 | 0.868 | 0.860 | 0.827 |
16 | GEM 3 | 0.877 | 0.873 | 0.873 | 0.869 | 0.868 | 0.864 | 0.859 | 0.852 | 0.844 | 0.815 |
17 | Cai Cui | 0.971 | 0.961 | 0.960 | 0.949 | 0.949 | 0.937 | 0.922 | 0.906 | 0.926 | 0.865 |
No | The Name of Berth | Health Index | |||||||||
---|---|---|---|---|---|---|---|---|---|---|---|
Compressive Strength Loss of Concrete | Elastic Support Loss along the Outermost Row of Piles Due to Erosion | ||||||||||
10% | 20% (Beam, Deck), 10% (Pile) | 20% | 30% (Beam, Deck), 20% (Pile) | 30% | 40% | 50% | 1 m | 2 m | 3 m | ||
1 | Tan Vu No.1 | 0.99 | 0.99 | 0.98 | 0.98 | 0.96 | 0.95 | 0.93 | 0.90 | 0.81 | 0.73 |
2 | Tan Vu No.2 | 0.99 | 0.98 | 0.98 | 0.98 | 0.96 | 0.95 | 0.93 | 0.90 | 0.82 | 0.74 |
3 | Tan Vu No.3 | 0.99 | 0.99 | 0.97 | 0.97 | 0.96 | 0.94 | 0.92 | 0.89 | 0.84 | 0.75 |
4 | Tan Vu No.4 | 0.99 | 0.99 | 0.97 | 0.97 | 0.96 | 0.94 | 0.92 | 0.88 | 0.78 | 0.70 |
5 | Tan Vu No.5 | 0.99 | 0.99 | 0.98 | 0.98 | 0.97 | 0.96 | 0.94 | 0.92 | 0.87 | 0.83 |
6 | Nam Dinh Vu, Stage 2 | 0.99 | 0.99 | 0.98 | 0.98 | 0.96 | 0.95 | 0.93 | 0.91 | 0.83 | 0.77 |
7 | Mipec | 0.99 | 0.99 | 0.98 | 0.98 | 0.96 | 0.95 | 0.93 | 0.94 | 0.90 | 0.86 |
8 | Lach Huyen | 0.99 | 0.99 | 0.98 | 0.98 | 0.97 | 0.96 | 0.95 | 0.95 | 0.90 | 0.85 |
9 | Nghi Son | 0.99 | 0.99 | 0.97 | 0.97 | 0.96 | 0.94 | 0.92 | 0.89 | 0.84 | 0.75 |
10 | Cua Lo | 0.99 | 0.99 | 0.97 | 0.97 | 0.96 | 0.94 | 0.92 | 0.90 | 0.85 | 0.81 |
11 | Quy Nhon New Port | 0.99 | 0.99 | 0.97 | 0.97 | 0.96 | 0.94 | 0.85 | 0.93 | 0.85 | 0.77 |
12 | Cai Mep Ha | 0.99 | 0.99 | 0.98 | 0.98 | 0.96 | 0.95 | 0.93 | 0.95 | 0.91 | 0.87 |
13 | SITV | 0.99 | 0.99 | 0.98 | 0.98 | 0.96 | 0.95 | 0.93 | 0.95 | 0.91 | 0.87 |
14 | GEM 1 | 1.00 | 1.00 | 0.99 | 0.99 | 0.99 | 0.98 | 0.98 | 0.97 | 0.94 | 0.91 |
15 | GEM 2 | 0.99 | 0.99 | 0.99 | 0.99 | 0.98 | 0.97 | 0.97 | 0.96 | 0.92 | 0.89 |
16 | GEM 3 | 1.00 | 1.00 | 0.99 | 0.99 | 0.99 | 0.98 | 0.97 | 0.96 | 0.93 | 0.90 |
17 | Cai Cui | 0.99 | 0.99 | 0.98 | 0.98 | 0.96 | 0.95 | 0.93 | 0.95 | 0.89 | 0.82 |
No | The Name of Berth | Level of Evaluation | |||||||||
---|---|---|---|---|---|---|---|---|---|---|---|
Compressive Strength Loss of Concrete | Elastic Support Lossy along the Outermost Row of Piles Due to Erosion | ||||||||||
10% | 20% (Beam, Deck), 10% (Pile) | 20% | 30% (Beam, Deck), 20% (Pile) | 30% | 40% | 50% | 1 m | 2 m | 3 m | ||
1 | Tan Vu No.1 | B | B | B | B | B | B | B | B | A1 | A1 |
2 | Tan Vu No.2 | B | B | B | B | B | B | B | B | A1 | A1 |
3 | Tan Vu No.3 | B | B | B | B | B | B | B | B | A1 | A1 |
4 | Tan Vu No.4 | B | B | B | B | B | B | B | B | A1 | A1 |
5 | Tan Vu No.5 | B | B | B | B | B | B | B | B | B | A1 |
6 | Nam Dinh Vu, Stage 2 | B | B | B | B | B | B | B | B | A1 | A1 |
7 | Mipec | B | B | B | B | B | B | B | B | B | B |
8 | Lach Huyen | B | B | B | B | B | B | B | B | B | B |
9 | Nghi Son | B | B | B | B | B | B | B | B | A1 | A1 |
10 | Cua Lo | B | B | B | B | B | B | B | B | A1 | A1 |
11 | Quy Nhon New Port | B | B | B | B | B | B | B | B | A1 | A1 |
12 | Cai Mep Ha | B | B | B | B | B | B | B | B | B | B |
13 | SITV | B | B | B | B | B | B | B | B | B | B |
14 | GEM 1 | B | B | B | B | B | B | B | B | B | B |
15 | GEM 2 | B | B | B | B | B | B | B | B | B | B |
16 | GEM 3 | B | B | B | B | B | B | B | B | B | B |
17 | Cai Cui | B | B | B | B | B | B | B | B | B | A1 |
No | Name | Factor K with a Compressive Strength Loss of Concrete (20% in Beam and Deck, 10% in Pile) | Compared to 0.85 |
---|---|---|---|
1 | Tan Vu No.1 | 0.988 | 1.16 |
2 | Tan Vu No.2 | 0.976 | 1.15 |
3 | Tan Vu No.3 | 0.987 | 1.16 |
4 | Tan Vu No.4 | 0.987 | 1.16 |
5 | Tan Vu No.5 | 0.986 | 1.16 |
6 | Nam Dinh Vu, Stage 2 | 0.989 | 1.16 |
7 | Mipec | 0.988 | 1.16 |
8 | Lach Huyen | 0.992 | 1.17 |
9 | Nghi Son | 0.987 | 1.16 |
10 | Cua Lo | 0.988 | 1.16 |
11 | Quy Nhon New Port | 0.987 | 1.16 |
12 | Cai Mep Ha | 0.989 | 1.16 |
13 | SITV | 0.988 | 1.16 |
14 | GEM 1 | 0.988 | 1.16 |
15 | GEM 2 | 0.996 | 1.17 |
16 | GEM 3 | 0.994 | 1.17 |
17 | Cai Cui Berth | 0.995 | 1.17 |
Health Index (κo) | Level | Situation/Solution |
---|---|---|
κo ≤ 0.81 | A1 | Structures undergo dangerous deformation due to an external force at any time. Detailed inspection needs to be conducted for repairs and reinforcement. |
0.81 < κo ≤ 0.98 | A2 | The reduction in the structure’s natural frequency needs to be monitored. |
0.98 < κo ≤ 1.16 | B | No severe damage is observed in structures. Structures work in a good health condition. |
1.16 < κo | S | Structures work in an excellent health condition. |
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Nguyen, T.B.D.; Huh, J.; Vu, T.T.; Tran, M.L.; Mac, V.H. Development of Indicator for Piled Pier Health Evaluation in Vietnam Using Impact Vibration Test Approach. Buildings 2024, 14, 2366. https://doi.org/10.3390/buildings14082366
Nguyen TBD, Huh J, Vu TT, Tran ML, Mac VH. Development of Indicator for Piled Pier Health Evaluation in Vietnam Using Impact Vibration Test Approach. Buildings. 2024; 14(8):2366. https://doi.org/10.3390/buildings14082366
Chicago/Turabian StyleNguyen, Thi Bach Duong, Jungwon Huh, Thanh Thai Vu, Minh Long Tran, and Van Ha Mac. 2024. "Development of Indicator for Piled Pier Health Evaluation in Vietnam Using Impact Vibration Test Approach" Buildings 14, no. 8: 2366. https://doi.org/10.3390/buildings14082366