Pub Date : 2024-12-01DOI: 10.1016/j.soildyn.2024.109127
Wangxin Zhang, Jianian Wen, Huihui Dong, Qiang Han, Xiuli Du
Earthquake-induced bridge damage can disrupt transportation networks, potentially hindering emergency response and post-disaster recovery efforts, and posing public safety risks in affected areas. Rapid and accurate assessment of post-earthquake resilience of bridge networks is crucial for evaluating urban seismic performance. Traditional resilience assessment methods, constrained by complex traffic distribution processes, struggle to quickly evaluate the traffic performance of bridge networks during the post-earthquake recovery period. This paper presents a two-layer stacking ensemble model for predicting the functionality and resilience of bridge networks. The first layer integrates advantages of four base learners, including random forest (RF), artificial neural network (ANN), convolutional neural network (CNN), and extreme gradient boosting (XGBoost). The second layer completes regression of functionality based on a support vector machine (SVM). Bayesian optimization and 5-fold cross-validation are employed for hyperparameter tuning of the ensemble model. Finally, the proposed model is validated using the Sioux-Falls bridge network. Results demonstrate that the developed model provides rapid predictions of post-earthquake network functionality and resilience. Additionally, this model can guide post-earthquake repair decisions and assist in optimizing the allocation of regional repair resources.
{"title":"Post-earthquake functionality and resilience prediction of bridge networks based on data-driven machine learning method","authors":"Wangxin Zhang, Jianian Wen, Huihui Dong, Qiang Han, Xiuli Du","doi":"10.1016/j.soildyn.2024.109127","DOIUrl":"10.1016/j.soildyn.2024.109127","url":null,"abstract":"<div><div>Earthquake-induced bridge damage can disrupt transportation networks, potentially hindering emergency response and post-disaster recovery efforts, and posing public safety risks in affected areas. Rapid and accurate assessment of post-earthquake resilience of bridge networks is crucial for evaluating urban seismic performance. Traditional resilience assessment methods, constrained by complex traffic distribution processes, struggle to quickly evaluate the traffic performance of bridge networks during the post-earthquake recovery period. This paper presents a two-layer stacking ensemble model for predicting the functionality and resilience of bridge networks. The first layer integrates advantages of four base learners, including random forest (RF), artificial neural network (ANN), convolutional neural network (CNN), and extreme gradient boosting (XGBoost). The second layer completes regression of functionality based on a support vector machine (SVM). Bayesian optimization and 5-fold cross-validation are employed for hyperparameter tuning of the ensemble model. Finally, the proposed model is validated using the Sioux-Falls bridge network. Results demonstrate that the developed model provides rapid predictions of post-earthquake network functionality and resilience. Additionally, this model can guide post-earthquake repair decisions and assist in optimizing the allocation of regional repair resources.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"190 ","pages":"Article 109127"},"PeriodicalIF":4.2,"publicationDate":"2024-12-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142757039","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2024-12-01DOI: 10.1016/j.soildyn.2024.109099
Yu-Bing Wang , Xiao-Shi Huang , Chao Li
A dynamic centrifugal model test was conducted for a homogeneous sandy slope under an impulsive ground motion to investigate the relationship between seismic response and slope deformation. Firstly, the deformation characteristics and dynamic responses of the slope were analyzed. Then, the main features associated with the response truncation effect were expounded. Subsequently, the Sliding block theory was introduced to explain the mechanism of the acceleration response truncation effect. At last, an approximate calculation method for the sliding mass dynamic response was developed, considering the influence of the truncation effect. The results show the variation pattern of response differs inside the slope and near the slope surface, and the dynamic amplification coefficients calculated by different methods also exhibit significant variations. The truncation of horizontal response acceleration results from the relative sliding in slope, and the truncated response fluctuates around a limited value related to the yield acceleration.
{"title":"The truncation effect of soil slope acceleration responses","authors":"Yu-Bing Wang , Xiao-Shi Huang , Chao Li","doi":"10.1016/j.soildyn.2024.109099","DOIUrl":"10.1016/j.soildyn.2024.109099","url":null,"abstract":"<div><div>A dynamic centrifugal model test was conducted for a homogeneous sandy slope under an impulsive ground motion to investigate the relationship between seismic response and slope deformation. Firstly, the deformation characteristics and dynamic responses of the slope were analyzed. Then, the main features associated with the response truncation effect were expounded. Subsequently, the Sliding block theory was introduced to explain the mechanism of the acceleration response truncation effect. At last, an approximate calculation method for the sliding mass dynamic response was developed, considering the influence of the truncation effect. The results show the variation pattern of response differs inside the slope and near the slope surface, and the dynamic amplification coefficients calculated by different methods also exhibit significant variations. The truncation of horizontal response acceleration results from the relative sliding in slope, and the truncated response fluctuates around a limited value related to the yield acceleration.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"190 ","pages":"Article 109099"},"PeriodicalIF":4.2,"publicationDate":"2024-12-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142757040","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2024-11-30DOI: 10.1016/j.soildyn.2024.109107
Qiwu Xie , Xiaogang Qin , Pengpeng Ni
Jointed rigid pipes are vulnerable to permanent ground deformation (PGD). Compressible and lightweight materials, such as tire-derived aggregate (TDA), geofoams and straws, can be placed around buried pipes to reduce the loads from PGD and minimize the risk of pipe failures. In this study, a calibrated three-dimensional finite element model incorporating a modified Mohr-Coulomb model for simulating the strain softening behavior of surrounding soils is employed to analyze the failure modes of jointed rigid pipes under ground subsidence with various crossing scenarios, where the fault plane intersects different positions of the pipeline. Then, the efficiency of TDA mitigation in reducing the risk of pipe failure is evaluated, considering variations in geometry, size and density of TDA zone. It is found that the most detrimental fault-pipe crossing position locates at 3/4L of the pipe barrel, where excessive bending moment can lead to longitudinal cracking. TDA mitigation mainly prevents structural failure of pipelines, while its influence on the kinematics of joints is negligible. The most pronounced loading reduction for pipelines is achieved by employing TDA with a lower degree of compaction, combined with the burial configuration of full-surrounded layout pattern of TDA.
{"title":"Numerical investigation on failure modes and TDA-based mitigation measure of jointed rigid pipes under ground subsidence","authors":"Qiwu Xie , Xiaogang Qin , Pengpeng Ni","doi":"10.1016/j.soildyn.2024.109107","DOIUrl":"10.1016/j.soildyn.2024.109107","url":null,"abstract":"<div><div>Jointed rigid pipes are vulnerable to permanent ground deformation (PGD). Compressible and lightweight materials, such as tire-derived aggregate (TDA), geofoams and straws, can be placed around buried pipes to reduce the loads from PGD and minimize the risk of pipe failures. In this study, a calibrated three-dimensional finite element model incorporating a modified Mohr-Coulomb model for simulating the strain softening behavior of surrounding soils is employed to analyze the failure modes of jointed rigid pipes under ground subsidence with various crossing scenarios, where the fault plane intersects different positions of the pipeline. Then, the efficiency of TDA mitigation in reducing the risk of pipe failure is evaluated, considering variations in geometry, size and density of TDA zone. It is found that the most detrimental fault-pipe crossing position locates at 3/4<em>L</em> of the pipe barrel, where excessive bending moment can lead to longitudinal cracking. TDA mitigation mainly prevents structural failure of pipelines, while its influence on the kinematics of joints is negligible. The most pronounced loading reduction for pipelines is achieved by employing TDA with a lower degree of compaction, combined with the burial configuration of full-surrounded layout pattern of TDA.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"190 ","pages":"Article 109107"},"PeriodicalIF":4.2,"publicationDate":"2024-11-30","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142748215","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2024-11-30DOI: 10.1016/j.soildyn.2024.109119
Osman Sivrikaya , Emel Türker , Evrim Cüre , Esin Ertürk Atmaca , Zekai Angin , Hasan Basri Başağa , Ahmet Can Altunişik
Türkiye has a history full of devastating earthquakes from past to present. The February 6, 2023, earthquakes in Kahramanmaraş Pazarcık and Elbistan, with magnitudes of Mw 7.7 and Mw 7.6, were among the most destructive in recent history, impacting 11 provinces and causing severe structural damage, especially in regions close to the fault line. Within the scope of this study, the 400 reinforced concrete buildings that collapsed due to the 2023 Kahramanmaraş earthquakes in the provinces of Kahramanmaraş, Adıyaman, Hatay, Gaziantep were examined in terms of seismic codes and soil conditions. The evolution of the Codes on Buildings to be Built in Disaster Areas (1975 and 1997-8), Code on Buildings to be Built in Earthquake Zones (2007) to which the relevant reinforced concrete buildings are subject, and Türkiye Building Earthquake Code (2018) were discussed. The differences between the local soil conditions in these codes were revealed and it was evaluated how these local soil properties affect the seismic vulnerability of buildings. This study's findings highlight the critical role of the soil conditions on seismic vulnerability of buildings in earthquake-prone regions. They also offer valuable insights into developing strategies to enhance the structural resilience of similar buildings in other earthquake regions against future seismic events.
{"title":"Impact of soil conditions and seismic codes on collapsed structures during the 2023 Kahramanmaraş earthquakes: An in-depth study of 400 reinforced concrete buildings","authors":"Osman Sivrikaya , Emel Türker , Evrim Cüre , Esin Ertürk Atmaca , Zekai Angin , Hasan Basri Başağa , Ahmet Can Altunişik","doi":"10.1016/j.soildyn.2024.109119","DOIUrl":"10.1016/j.soildyn.2024.109119","url":null,"abstract":"<div><div>Türkiye has a history full of devastating earthquakes from past to present. The February 6, 2023, earthquakes in Kahramanmaraş Pazarcık and Elbistan, with magnitudes of Mw 7.7 and Mw 7.6, were among the most destructive in recent history, impacting 11 provinces and causing severe structural damage, especially in regions close to the fault line. Within the scope of this study, the 400 reinforced concrete buildings that collapsed due to the 2023 Kahramanmaraş earthquakes in the provinces of Kahramanmaraş, Adıyaman, Hatay, Gaziantep were examined in terms of seismic codes and soil conditions. The evolution of the Codes on Buildings to be Built in Disaster Areas (1975 and 1997-8), Code on Buildings to be Built in Earthquake Zones (2007) to which the relevant reinforced concrete buildings are subject, and Türkiye Building Earthquake Code (2018) were discussed. The differences between the local soil conditions in these codes were revealed and it was evaluated how these local soil properties affect the seismic vulnerability of buildings. This study's findings highlight the critical role of the soil conditions on seismic vulnerability of buildings in earthquake-prone regions. They also offer valuable insights into developing strategies to enhance the structural resilience of similar buildings in other earthquake regions against future seismic events.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"190 ","pages":"Article 109119"},"PeriodicalIF":4.2,"publicationDate":"2024-11-30","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142757038","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2024-11-30DOI: 10.1016/j.soildyn.2024.109114
Zexu Fan , Roberto Cudmani , Stylianos Chrisopoulos , Xinhang Xiong , Mingqing Sun , Yong Yuan
In this study, the liquefaction and reliquefaction behaviors of saturated sand deposits were investigated through two parallel 1-g shaking table tests, focusing specifically on the effects of loading frequency. It was observed that the sand exhibited a dilative tendency under lower-frequency excitations and liquefied in the mode of cyclic mobility, signaled by evident dilation spikes and acceleration amplifications. In contrast, under higher loading frequencies, the soil showed a contractive behavior characterized by acceleration attenuation and cyclic instability. A five-stage liquefaction model was proposed to describe the evolution of soil behavior throughout the entire liquefaction process. The investigation of the test results, which was based on the staged model, suggested that higher-frequency loading induced more extensive liquefaction across deeper zones but required more shear cycles to reach initial liquefaction. Analysis of the strain-stress response indicated that lower loading frequencies resulted in higher developed strain and increased soil stiffness. It was found that the distinct soil behaviors can be attributed to the compound effects of input motions in terms of both loading amplitudes and drainage conditions. However, despite the different field responses, trends in the evolution of liquefaction stages across different depths and shaking events were observed to be consistent under the varied loading frequencies. Additionally, the change in liquefaction resistance under multiple shakings was also in accordance for both tests, in which the resistance in the liquefied areas significantly reduced during the second shaking event but recovered in subsequent events, whereas the resistance in the unliquefied areas increased monotonically with each event. Regarding the ground settlement, the settlement rate remained relatively higher when the excess pore pressure ratio was maintained at 1.0, and the total settlement in each event continued to decrease as the field gradually densified.
{"title":"Experimental study on the reliquefaction behavior of saturated sand deposits under distinct loading frequencies","authors":"Zexu Fan , Roberto Cudmani , Stylianos Chrisopoulos , Xinhang Xiong , Mingqing Sun , Yong Yuan","doi":"10.1016/j.soildyn.2024.109114","DOIUrl":"10.1016/j.soildyn.2024.109114","url":null,"abstract":"<div><div>In this study, the liquefaction and reliquefaction behaviors of saturated sand deposits were investigated through two parallel 1-g shaking table tests, focusing specifically on the effects of loading frequency. It was observed that the sand exhibited a dilative tendency under lower-frequency excitations and liquefied in the mode of cyclic mobility, signaled by evident dilation spikes and acceleration amplifications. In contrast, under higher loading frequencies, the soil showed a contractive behavior characterized by acceleration attenuation and cyclic instability. A five-stage liquefaction model was proposed to describe the evolution of soil behavior throughout the entire liquefaction process. The investigation of the test results, which was based on the staged model, suggested that higher-frequency loading induced more extensive liquefaction across deeper zones but required more shear cycles to reach initial liquefaction. Analysis of the strain-stress response indicated that lower loading frequencies resulted in higher developed strain and increased soil stiffness. It was found that the distinct soil behaviors can be attributed to the compound effects of input motions in terms of both loading amplitudes and drainage conditions. However, despite the different field responses, trends in the evolution of liquefaction stages across different depths and shaking events were observed to be consistent under the varied loading frequencies. Additionally, the change in liquefaction resistance under multiple shakings was also in accordance for both tests, in which the resistance in the liquefied areas significantly reduced during the second shaking event but recovered in subsequent events, whereas the resistance in the unliquefied areas increased monotonically with each event. Regarding the ground settlement, the settlement rate remained relatively higher when the excess pore pressure ratio was maintained at 1.0, and the total settlement in each event continued to decrease as the field gradually densified.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"190 ","pages":"Article 109114"},"PeriodicalIF":4.2,"publicationDate":"2024-11-30","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142748214","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2024-11-29DOI: 10.1016/j.soildyn.2024.109113
Xin Zhang , Shurong Li , Yang Song , Shuming Li
In this study, an innovative method of gluing the slot and the bolt holes was proposed to enhance the seismic performance of the inorganic-bonded bamboo beam-to-column connections. Four different types of inorganic-bonded bamboo composite beam-to-column connections were designed. They included the conventional bolted connection with slotted-in L-shaped steel plates, the bolted connection with slotted-in L-shaped steel plates (the slots and the bolt holes are glued), the bolted connection with slotted-in T-shaped steel plates and bolt anchorage in column (the slots and the bolt holes are glued), and the bolted connection with slotted-in T-shaped steel plates and glued-in rods in column (the slots and the bolt holes are glued). Monotonic and cyclic loading tests were conducted to evaluate the seismic behavior of the novel inorganic-bonded bamboo beam-to-column connections. The test results showed that the bearing capacity of the connections whose holes and slots are filled with glue increased by 40%–120 %, compared with the conventional bolted connection. The initial stiffness of the glued connections was about 5–15 times that of the conventional connection. The ductility and energy dissipation capacity of the conventional bolted connection with slotted-in steel plates was lower than that of the glued connections. Under the joint action of the adhesive in bolt holes and slots, the steel plate and the bamboo composite worked together as a whole until adhesive failure occurred. Therefore, gluing the slot and the bolt holes was an effective method for improving the seismic performance of the inorganic-bonded bamboo composite connections. The bolted and glued connection with slotted-in T-shaped steel plates in the beam and glued-in rods in the column showed a better seismic performance and was found to be suitable for practical engineering after taking some measures on the end anchorage. In addition, it was conservative to estimate the bearing capacity of the bolted connection with glue-filled holes and slots according to Eurocode 5.
{"title":"Experimental seismic behavior of novel inorganic-bonded bamboo composite beam-to-column moment-resisting connections","authors":"Xin Zhang , Shurong Li , Yang Song , Shuming Li","doi":"10.1016/j.soildyn.2024.109113","DOIUrl":"10.1016/j.soildyn.2024.109113","url":null,"abstract":"<div><div>In this study, an innovative method of gluing the slot and the bolt holes was proposed to enhance the seismic performance of the inorganic-bonded bamboo beam-to-column connections. Four different types of inorganic-bonded bamboo composite beam-to-column connections were designed. They included the conventional bolted connection with slotted-in L-shaped steel plates, the bolted connection with slotted-in L-shaped steel plates (the slots and the bolt holes are glued), the bolted connection with slotted-in T-shaped steel plates and bolt anchorage in column (the slots and the bolt holes are glued), and the bolted connection with slotted-in T-shaped steel plates and glued-in rods in column (the slots and the bolt holes are glued). Monotonic and cyclic loading tests were conducted to evaluate the seismic behavior of the novel inorganic-bonded bamboo beam-to-column connections. The test results showed that the bearing capacity of the connections whose holes and slots are filled with glue increased by 40%–120 %, compared with the conventional bolted connection. The initial stiffness of the glued connections was about 5–15 times that of the conventional connection. The ductility and energy dissipation capacity of the conventional bolted connection with slotted-in steel plates was lower than that of the glued connections. Under the joint action of the adhesive in bolt holes and slots, the steel plate and the bamboo composite worked together as a whole until adhesive failure occurred. Therefore, gluing the slot and the bolt holes was an effective method for improving the seismic performance of the inorganic-bonded bamboo composite connections. The bolted and glued connection with slotted-in T-shaped steel plates in the beam and glued-in rods in the column showed a better seismic performance and was found to be suitable for practical engineering after taking some measures on the end anchorage. In addition, it was conservative to estimate the bearing capacity of the bolted connection with glue-filled holes and slots according to Eurocode 5.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"189 ","pages":"Article 109113"},"PeriodicalIF":4.2,"publicationDate":"2024-11-29","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142746313","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2024-11-29DOI: 10.1016/j.soildyn.2024.109109
Siwadol Dejphumee, Inthuorn Sasanakul
A series of dynamic centrifuge modeling tests were conducted to evaluate the volumetric threshold shear strain of loose gravel-sand mixtures composed of various ratios of gravel and sand by weight. The maximum and minimum void ratios of the mixtures were evaluated, and the optimum packing condition was determined when the mixture contained approximately 60–70 % gravel by weight. A total of six centrifuge modeling tests were performed at 50-g centrifuge gravitational acceleration. Each centrifuge model was subjected to six shaking events consisting of uniform sinusoidal motions with various amplitudes and numbers of cycles. During the entire duration of the test, the development of excess pore water pressure and settlement was monitored. Empirical relationships of pore water pressure ratio and shear strains were developed for these mixtures. The development of excess pore water pressure in the mixtures with greater than 60 % gravel exhibits transient behavior, while residual excess pore water pressure was observed in the mixtures with less than 60 % gravel. Based on the results, the volumetric threshold strain evaluated from the generation of pore water pressure and volume change during shaking is similar. The values were found to be in a range of 0.03–0.10 % and are influenced by soil composition. The threshold strain increases as the amount of gravel in the soil mixture increases.
{"title":"Evaluation of volumetric threshold shear strain of gravel-sand mixtures in centrifuge model tests","authors":"Siwadol Dejphumee, Inthuorn Sasanakul","doi":"10.1016/j.soildyn.2024.109109","DOIUrl":"10.1016/j.soildyn.2024.109109","url":null,"abstract":"<div><div>A series of dynamic centrifuge modeling tests were conducted to evaluate the volumetric threshold shear strain of loose gravel-sand mixtures composed of various ratios of gravel and sand by weight. The maximum and minimum void ratios of the mixtures were evaluated, and the optimum packing condition was determined when the mixture contained approximately 60–70 % gravel by weight. A total of six centrifuge modeling tests were performed at 50-g centrifuge gravitational acceleration. Each centrifuge model was subjected to six shaking events consisting of uniform sinusoidal motions with various amplitudes and numbers of cycles. During the entire duration of the test, the development of excess pore water pressure and settlement was monitored. Empirical relationships of pore water pressure ratio and shear strains were developed for these mixtures. The development of excess pore water pressure in the mixtures with greater than 60 % gravel exhibits transient behavior, while residual excess pore water pressure was observed in the mixtures with less than 60 % gravel. Based on the results, the volumetric threshold strain evaluated from the generation of pore water pressure and volume change during shaking is similar. The values were found to be in a range of 0.03–0.10 % and are influenced by soil composition. The threshold strain increases as the amount of gravel in the soil mixture increases.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"190 ","pages":"Article 109109"},"PeriodicalIF":4.2,"publicationDate":"2024-11-29","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142747802","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2024-11-28DOI: 10.1016/j.soildyn.2024.109117
Piguang Wang , Baoxin Wang , Xinglei Cheng , Mi Zhao , Xiuli Du
Offshore wind turbines experience environmental loads such as winds and waves throughout their operational lifespan, as well as accidental earthquakes in earthquake-prone regions. Earthquakes typically include high-frequency components in the vertical direction, which can be close to the natural frequency of offshore wind turbines. This study aims to assess the impact of the vertical seismic component on the dynamic response of monopile offshore wind turbines. A three-dimensional fully coupled finite element model is developed to realistically consider the dynamic interaction between the actual site and the structure. The method for simulating the interaction between water and soil is incorporated into the numerical model. Stochastic theory is utilized to simulate wind and wave. The model's accuracy is validated by comparing numerical predictions with centrifuge experimental results. The results of the parameters analysis indicate that the vertical seismic component significantly impacts the seismic response of offshore wind turbines and induces complex nonlinear behavior in sandy soil.
{"title":"Seismic response of monopile offshore wind turbines in liquefiable sand considering vertical ground motion","authors":"Piguang Wang , Baoxin Wang , Xinglei Cheng , Mi Zhao , Xiuli Du","doi":"10.1016/j.soildyn.2024.109117","DOIUrl":"10.1016/j.soildyn.2024.109117","url":null,"abstract":"<div><div>Offshore wind turbines experience environmental loads such as winds and waves throughout their operational lifespan, as well as accidental earthquakes in earthquake-prone regions. Earthquakes typically include high-frequency components in the vertical direction, which can be close to the natural frequency of offshore wind turbines. This study aims to assess the impact of the vertical seismic component on the dynamic response of monopile offshore wind turbines. A three-dimensional fully coupled finite element model is developed to realistically consider the dynamic interaction between the actual site and the structure. The method for simulating the interaction between water and soil is incorporated into the numerical model. Stochastic theory is utilized to simulate wind and wave. The model's accuracy is validated by comparing numerical predictions with centrifuge experimental results. The results of the parameters analysis indicate that the vertical seismic component significantly impacts the seismic response of offshore wind turbines and induces complex nonlinear behavior in sandy soil.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"189 ","pages":"Article 109117"},"PeriodicalIF":4.2,"publicationDate":"2024-11-28","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142746314","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2024-11-26DOI: 10.1016/j.soildyn.2024.109105
Wentao He, Akihiro Takahashi
Monopiles are the most widely adopted foundation type for Offshore Wind Turbines (OWTs) in shallow waters. With the expansion of the construction of OWT, the number of OWT farms in seismic regions increases globally including the coastal areas of Japan and China. It is necessary to evaluate the impact of earthquakes including the vibration and soil liquefaction on the OWTs supported by the monopile foundation, while the effects of liquefaction on offshore structures, especially for OWTs with monopiles, have not been sufficiently studied. This study investigates the seismic response of the monopile-supported OWTs with the use of an advanced soil model. A three-dimensional numerical model is built, and dynamic analyses are carried out using the OpenSees framework. The pressure-dependent multi-yield (PDMY03) constitutive model is used to simulate the dynamic soil behavior. The applicability of the large-diameter pile modeling method for proper soil-pile interaction modeling in this numerical analysis is first validated through centrifuge tests on monopiles subjected to lateral loading. The dynamic analyses are then carried out to demonstrate the seismic response of the entire OWT system. The numerical results indicate that the contribution of higher modes of vibration is becoming of increased importance for large wind turbines and soil-structure interaction plays a significant role in the dynamic response. Moreover, the monopile-supported OWT in dense sand deposits experiences substantial lateral displacement and rotation under the combined action of wind and earthquake loads when liquefaction occurs.
{"title":"Dynamic response analysis of monopile-supported offshore wind turbine on sandy ground under seismic and environmental loads","authors":"Wentao He, Akihiro Takahashi","doi":"10.1016/j.soildyn.2024.109105","DOIUrl":"10.1016/j.soildyn.2024.109105","url":null,"abstract":"<div><div>Monopiles are the most widely adopted foundation type for Offshore Wind Turbines (OWTs) in shallow waters. With the expansion of the construction of OWT, the number of OWT farms in seismic regions increases globally including the coastal areas of Japan and China. It is necessary to evaluate the impact of earthquakes including the vibration and soil liquefaction on the OWTs supported by the monopile foundation, while the effects of liquefaction on offshore structures, especially for OWTs with monopiles, have not been sufficiently studied. This study investigates the seismic response of the monopile-supported OWTs with the use of an advanced soil model. A three-dimensional numerical model is built, and dynamic analyses are carried out using the OpenSees framework. The pressure-dependent multi-yield (PDMY03) constitutive model is used to simulate the dynamic soil behavior. The applicability of the large-diameter pile modeling method for proper soil-pile interaction modeling in this numerical analysis is first validated through centrifuge tests on monopiles subjected to lateral loading. The dynamic analyses are then carried out to demonstrate the seismic response of the entire OWT system. The numerical results indicate that the contribution of higher modes of vibration is becoming of increased importance for large wind turbines and soil-structure interaction plays a significant role in the dynamic response. Moreover, the monopile-supported OWT in dense sand deposits experiences substantial lateral displacement and rotation under the combined action of wind and earthquake loads when liquefaction occurs.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"189 ","pages":"Article 109105"},"PeriodicalIF":4.2,"publicationDate":"2024-11-26","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142720610","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2024-11-26DOI: 10.1016/j.soildyn.2024.109116
Hao Zhang , Kelong Zheng , Yu Miao
The amplitude of seismic waves will be significantly amplified near the Earth's surface, and this phenomenon is known as the seismic site response. Site response prediction is of paramount importance for the seismic-resistant building design and seismic risk assessment. However, accurately predicting site response has always been a challenge due to the incomplete physical knowledge and insufficient dataset volumes. Here, we propose an approach that combines the neural networks with classical homogeneous layered model for site response prediction. This approach exploits the potential for improving the accuracy of site response prediction from both the physical and data perspectives, which reduces the requirements for the model complexity and the training data volume. Compared to the physics-driven method, this approach reduces the estimation errors by approximately 50 % on average, and corrects the correlation between the observed and predicted results. This approach firstly reproduces the four-stage characteristics of the site response in the entire seismic band, and provides a new framework for site response prediction.
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