Soil Dynamics and Earthquake Engineering最新文献

{"title":"Reusability of damping behavior in friction damper using brake pads: Experimental evaluation under repeated loading without intervening maintenance","authors":"Dingbin Li,&nbsp;Yun Zhou","doi":"10.1016/j.soildyn.2025.109496","DOIUrl":"10.1016/j.soildyn.2025.109496","url":null,"abstract":"<div><div>Over the past decade, friction dampers have been increasingly integrated into structural components to mitigate seismic damage and reduce post-earthquake repair costs, aiming to enhance the seismic resilience of infrastructure. A critical demand in this context is the application of optimized friction shims that could prevent wear on the contacting metallic surface and exhibit reliable reusability of damping behavior under repeated loading without requiring maintenance. Inspired by the fact that brake pads do not damage the wheel surfaces, this study investigatesd the feasibility of using three types of brake pad materials as friction shim in friction damper: (a) Phenolic resins with aramid fiber (PRAF); (b) Phenolic resins with fine iron wire/steel fiber (PRIW); (c) Iron-based powder metallurgy (PM). These brake pads were installed in a symmetric friction damper and tested under two initial average contact pressures: 8.93 MPa and 14.88 MPa. Therefore, six specimens were assembled. A loading protocol with a constant loading velocity of 5 mm/s, including 42 loading cycles, was adopted. The loading protocol was executed twice to evaluate the reusability of the damping behavior in these specimens. Notably, there was a time interval between these two loading sequences during which no maintenance operations were performed to simulate mainshock-aftershock earthquake sequences. The bolt force fluctuation, temperature variation, and stability in the friction coefficient and friction strength across both loading sequences were examined. The results showed that: (a) These brake pads did not cause wear damage to the contacted metallic surface; (b) Compared with aramid fiber, the iron wire/steel fiber was more effective in improving friction coefficient; (c) The friction coefficient and friction strength of the specimens using PM was increasing gradually during the initial sliding due to the break-in phase. The specimens using PM exhibited the highest friction strength and energy dissipation after completing the break-in phase compared to those using PRAF or PRIW; and (d) Specimens equipped with PRAF or PRIW had satisfactory reusability in terms of friction strength, fatigue resistance, and energy dissipation.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"198 ","pages":"Article 109496"},"PeriodicalIF":4.2,"publicationDate":"2025-06-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144297005","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}

{"title":"Undrained behavior and strength degradation of undisturbed marine clay under various stress levels","authors":"Weilong Zhang ,&nbsp;Bo Chen ,&nbsp;Wuwei Mao ,&nbsp;Kaikai Xu ,&nbsp;Xiong Zhang ,&nbsp;Yu Huang ,&nbsp;Hu Zheng","doi":"10.1016/j.soildyn.2025.109569","DOIUrl":"10.1016/j.soildyn.2025.109569","url":null,"abstract":"<div><div>This study investigates the undrained behavior and strength degradation of marine clay under cyclic loading, which is critical for assessing the performance of coastal and offshore structures. A series of dynamic triaxial tests were conducted on undisturbed marine clay to analyze the evolution of double amplitude strain, pore water pressure, and the degradation index under varying stress levels. Post-cyclic undrained shear tests were also performed to evaluate strength degradation. The results show that a higher cyclic stress ratio (CSR) accelerates the development of double amplitude strain and pore water pressure, with an inflection point in the double amplitude strain evolution curve at approximately 3 %. The critical CSR ranges from 0.15 to 0.20 for clay at depths of 50–60 m, whereas the clay at depths of 70–80 m exhibits a higher critical CSR ranging from 0.20 to 0.25. The cyclic loading effect leads to a reduction in the undrained shear strength of the soil samples, which shows a strong correlation with post-cyclic pore water pressure and double amplitude strain. These findings provide valuable insights for marine engineering design in clay-rich regions.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"198 ","pages":"Article 109569"},"PeriodicalIF":4.2,"publicationDate":"2025-06-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144297004","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}

{"title":"High-Fidelity numerical simulation of centrifuge tests on the superstructure-pile-liquefiable sand soil system","authors":"Degao Zou ,&nbsp;Tianju Wang ,&nbsp;Jingmao Liu ,&nbsp;Kai Chen ,&nbsp;Bin Wang ,&nbsp;Xiuyang Zhang","doi":"10.1016/j.soildyn.2025.109565","DOIUrl":"10.1016/j.soildyn.2025.109565","url":null,"abstract":"<div><div>This study develops a three-dimensional (3D) cross-scale finite element simulation approach for the entire superstructure-pile-liquefiable sand system, based on the Scaled Boundary Finite Element Method and Finite Element Method (SBFEM-FEM) coupling analysis method for saturated porous media and incorporating a state-dependent generalized plasticity model. A high-fidelity numerical reproduction of centrifuge tests is conducted to validate the approach. First, the sand soil model parameters are calibrated based on existing research. Then, a cross-scale finite element analysis model is established, incorporating Goodman interface elements to simulate pile-soil interaction. The proposed method is validated through comparisons with experimental results, while the spatiotemporal distribution of excess pore water pressure (EPWP) in the soil is further analyzed to assess the effects of sand liquefaction on the pile and superstructure. The key findings are as follows: (1) The proposed method accurately captures the EPWP evolution and dynamic response of structures in sands with different relative densities; (2) A wedge-shaped pile-soil interaction zone exists at the mudline, where the soil first experiences dilation followed by contraction, resulting in significant oscillatory pore pressure. The pile within this zone bears a considerable horizontal load; (3) Three deformation modes of the pile foundation were identified. Liquefaction intensifies pile inclination in loose sand layers while reducing the horizontal displacement of the superstructure. The pile shaft embedded in the dense sand layer reduces the inclination, but the entire shaft embedded in the dense sand layer intensifies the dynamic response of the superstructure.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"198 ","pages":"Article 109565"},"PeriodicalIF":4.2,"publicationDate":"2025-06-16","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144297216","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}

{"title":"Deformation and stress characteristics of simply supported beam bridges crossing fault under reverse fault dislocation","authors":"Yi Han,&nbsp;Cheng Peng,&nbsp;Long Zhang,&nbsp;Zhenghua Zhou,&nbsp;Jiacong He,&nbsp;Wei Liu","doi":"10.1016/j.soildyn.2025.109610","DOIUrl":"10.1016/j.soildyn.2025.109610","url":null,"abstract":"<div><div>To investigate the deformation patterns and failure mechanisms of simply supported beam bridges crossing faults subjected to reverse fault dislocation, a 1:16-scale bridge model was designed based on a national highway section in western China. Utilizing a Large Normal Gravity Strong Earthquake Ground Rupture Model Device, model experiments were conducted to analyze the deformation and stress characteristics of these bridges under reverse fault dislocation. Complementing the physical modeling, a finite element model incorporating concrete damage plasticity was developed to examine the damage characteristics of the prototype bridge under reverse fault dislocation. Experimental results indicated that reverse fault dislocation induces multiple deformation phenomena in simply supported beam bridges crossing faults, including: (1) beam displacement and inclination, (2) bearing misalignment, (3) pier inclination, and (4) beam drop failure with increased fault dislocation, ultimately leading to complete bridge collapse. Numerical simulations revealed that the damage characteristics of simply supported beam bridges over reverse faults manifest as: (1) tensile damage primarily resulting from beam displacement-induced collision and compression and (2) tensile damage occurring mainly at four critical locations—pier foundations, beam bottoms, abutment breast walls, and back walls. The data and conclusions obtained from the model experiments and numerical simulations can provide critical references for the seismic design and construction of bridges crossing active faults in seismically complex regions of western China, especially in multi-fault systems such as those in Xinjiang, China.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"198 ","pages":"Article 109610"},"PeriodicalIF":4.2,"publicationDate":"2025-06-16","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144290637","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}

{"title":"Seismic characteristics of a high-steep slope with bedrock reinforced by the anchored sheet-pile wall and frame beam in shaking table tests","authors":"Haizhou Feng ,&nbsp;Guanlu Jiang ,&nbsp;Zilei He ,&nbsp;Shenxin Pan ,&nbsp;Shengyang Yuan ,&nbsp;Hongyu Chen","doi":"10.1016/j.soildyn.2025.109562","DOIUrl":"10.1016/j.soildyn.2025.109562","url":null,"abstract":"<div><div>The paper investigates the failure mode and reinforcement efficacy of a high-steep slope reinforced with anchored sheet-pile walls and frame beams (APFB). Two sets of shaking table tests were conducted on the natural and reinforcement slope. Considering post-rainfall earthquake conditions, the rainfall was applied first, followed by seismic loads. Acceleration amplification factor (AAF) and deformation of both slopes were analyzed. Additionally, the Fourier spectrum of slope accelerations were studied. The failure mechanism of both slopes was studied through shaking table tests and numerical simulation. The tests reveal a tension-shear failure mode for both slopes, characterized by three stages in the failure process: small deformation stage, local failure stage, and large deformation stage. Considerable deformation was observed in the section of slope above the upper part of both slopes, serving as the slide section and exhibiting tension failure. Conversely, the slope foot acts as the anti-slide section, exhibiting shear failure. The soil strength decreases as water content increases, leading to a higher likelihood of local failure during post-rainfall earthquakes. The AAF increases with seismic magnitude and frequency, exhibiting “height effect” and “surface effect”. The APFB attenuates high-frequency components of seismic loads, demonstrating a clear high-frequency filtering effect. Furthermore, the APFB restricts slope deformation and reduces seismic inertia effects, thereby enhancing overall slope stability.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"198 ","pages":"Article 109562"},"PeriodicalIF":4.2,"publicationDate":"2025-06-16","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144290636","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}

{"title":"Role of ground motion characteristics in liquefaction triggering and lateral displacements of sloping grounds","authors":"Masoumeh Asgarpoor,&nbsp;Mahdi Taiebat","doi":"10.1016/j.soildyn.2025.109555","DOIUrl":"10.1016/j.soildyn.2025.109555","url":null,"abstract":"<div><div>This paper investigates the impact of ground motion characteristics on liquefaction triggering and liquefaction-induced response of sloping grounds, identifying the significance of each in predicting the system response. A three-stage harmonic waveform with varying peak ground acceleration (PGA), number of cycles at PGA (<span><math><msub><mrow><mi>N</mi></mrow><mrow><mtext>hold</mtext></mrow></msub></math></span>), and motion frequency (<span><math><mi>f</mi></math></span>) is applied at the base of mildly sloping soil columns, representing infinite sloping grounds. The soil columns are considered with different heights and slopes, each with different depth, thickness, and density of an embedded liquefiable layer. Fully coupled nonlinear dynamic analyses are conducted in OpenSees using the SANISAND-MSf v2 soil constitutive model, assessing the peak depth-averaged excess pore water pressure ratio in the liquefiable layer and the end-of-motion surface lateral displacement as engineering demand parameters (EDPs). Results show that increasing PGA enhances both EDPs, while distinct response patterns are observed at various motion frequencies, influenced by the natural frequency of the liquefied soil column. Higher <span><math><msub><mrow><mi>N</mi></mrow><mrow><mtext>hold</mtext></mrow></msub></math></span> increases excess pore water pressure generation and surface lateral displacements, as the soil remains in the post-liquefaction stage for a longer duration. An exploration of the relative significance of these characteristics on system responses reveals that PGA has a significantly greater contribution to the liquefaction triggering EDP compared to <span><math><mi>f</mi></math></span> and <span><math><msub><mrow><mi>N</mi></mrow><mrow><mtext>hold</mtext></mrow></msub></math></span>. For liquefaction-induced EDP, <span><math><mi>f</mi></math></span> is the most influential factor, followed by PGA and <span><math><msub><mrow><mi>N</mi></mrow><mrow><mtext>hold</mtext></mrow></msub></math></span>, which contribute similarly. These insights guide the selection of efficient intensity measures for predicting liquefaction triggering and liquefaction-induced response of sloping grounds.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"198 ","pages":"Article 109555"},"PeriodicalIF":4.2,"publicationDate":"2025-06-16","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144297153","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}

{"title":"A probabilistic-statistical hybrid model for dominant pulses in pulse-like ground motions (PLGMs)","authors":"Yuhe Zou ,&nbsp;Xiaoyu Chen ,&nbsp;Dongsheng Wang ,&nbsp;Lei Tong ,&nbsp;Jiancheng Dai ,&nbsp;Weijian Tang","doi":"10.1016/j.soildyn.2025.109605","DOIUrl":"10.1016/j.soildyn.2025.109605","url":null,"abstract":"<div><div>Pulse-like ground motions (PLGMs) have been shown to significantly amplify the nonlinear seismic demands of structures, critically impacting seismic design and risk assessment. The effective simulation of pulse characteristics in PLGMs is essential for achieving these purposes. In this study, a probabilistic-statistical hybrid model optimized by genetic algorithms is proposed to efficiently simulate the dominant pulses of PLGMs. A comprehensive database consisting of 194 PLGMs from 36 global earthquakes was established, enabling detailed analysis of the correlations between the simulation model parameters and the real pulse in records. By utilizing Mavroeidis’ model, probabilistic-statistical models for the pulse period (<em>T</em>_p) and pulse amplitude (<em>V</em>_p), along with probabilistic distribution models for the wave shape parameter (<em>γ</em>) and phase parameter (<em>φ</em>), were systematically developed. This provides a comprehensive framework for characterizing pulses in PLGMs. Nonlinear structural analysis further demonstrates that the synthetic records generated by the proposed hybrid model effectively reproduce structural responses, enhancing their applicability in seismic design and risk assessment within engineering applications.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"198 ","pages":"Article 109605"},"PeriodicalIF":4.2,"publicationDate":"2025-06-16","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144297007","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}

{"title":"Dynamic resilient modulus deterioration of Pisha sandstone filler under freeze-thaw cycles: Experimental and microstructural insights","authors":"Yixu Hu ,&nbsp;Xuesong Mao ,&nbsp;Qian Wu ,&nbsp;Peichen Cai ,&nbsp;Baolong Zhang ,&nbsp;Lunkun Chen","doi":"10.1016/j.soildyn.2025.109600","DOIUrl":"10.1016/j.soildyn.2025.109600","url":null,"abstract":"<div><div>The long-term mechanical stability of Pisha sandstone (PS) under freeze-thaw (FT) conditions and heavy loads remains insufficiently understood, significantly limiting its application in road engineering. To address this issue, a series of cyclic loading and microscopic tests were conducted on typical Pisha sandstone filler (PSF) from Ordos, Inner Mongolia, considering multiple influencing factors. These tests aimed to elucidate the degradation mechanism of its dynamic resilient modulus (<em>M</em>_R) under FT cycles in seasonally frozen regions. Additionally, a <em>M</em>_R prediction model was developed to account for the combined effects of heavy traffic loading and FT conditions. Furthermore, the microscopic damage mechanism of <em>M</em>_R deterioration was analyzed to provide a deeper understanding of the material's structural evolution under FT cycles. The results indicate that the <em>M</em>_R of PS increases significantly with rising confining pressure (<em>σ</em>₃) and cyclic dynamic stress (<em>σ</em>_d) and exhibits a monotonic increase with load frequency (<em>f</em>), particularly under high <em>σ</em>₃ and large <em>σ</em>_d. However, <em>M</em>_R gradually deteriorates with successive FT cycles, with the most severe damage occurring during the first cycle. The degradation process can be classified into three stages: rapid attenuation, slow attenuation, and stabilization. Additionally, <em>σ</em>_d and <em>f</em> are positively correlated with the damage factor (<em>D</em>_FT) and negatively correlated with the damage rate (<em>V</em>_FT). Microstructural analysis reveals a 47.73 % increase in porosity after the first FT cycle, leading to the fracture of cemented particles and the degradation of soil particle structure, thereby reducing <em>M</em>_R. After seven FT cycles, porosity increases by only 17.31 %, indicating that <em>M</em>_R stabilizes. This microstructural evolution closely aligns with the macroscopic degradation trend of <em>M</em>_R. Furthermore, based on the analysis of the influence of various factors, a predictive model for the <em>M</em>_R of PS under heavy loads and FT cycles was established, demonstrating high prediction accuracy. Finally, an internal mechanism explaining the strength degradation of PS under FT cycles was proposed, based on the evolution of its pore structure characteristics. The findings contribute to the sustainable design and optimization of PS subgrade in seasonally frozen regions, promoting its effective utilization as a reliable subgrade material.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"198 ","pages":"Article 109600"},"PeriodicalIF":4.2,"publicationDate":"2025-06-14","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144288884","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}

{"title":"Parametric study of tunnel fault resistance using numerical modeling and orthogonal experiment for segmental lining design","authors":"Qi Wang ,&nbsp;Yiying Chen ,&nbsp;Song Wang ,&nbsp;Ping Geng ,&nbsp;Peisong Li ,&nbsp;Huoming Shen ,&nbsp;Lin Deng","doi":"10.1016/j.soildyn.2025.109599","DOIUrl":"10.1016/j.soildyn.2025.109599","url":null,"abstract":"<div><div>Segmental linings can effectively mitigate tunnel damage caused by normal fault dislocation. To improve the tunnel's resistance to normal fault displacement, the fault resistance performance of segmental linings composed of conventional reinforced concrete segments and basalt fiber-filled concrete segments was investigated. A numerical model of the tunnel-surrounding rock system was established and verified for predicting deformation and damage evolution. Nine orthogonal experiments yielded a comprehensive six-indicator evaluation system for quantitatively assessing tunnel failure. Range analysis methodology was employed to quantify parameter sensitivity through calculation of damage index ranges across parameter levels. This systematically ranked the relative influence of: conventional segment length (6m, 9m, 12m), basalt fiber-filled segment length (0.4m, 0.6m 0.8m), and basalt fiber volume content (0.5 %, 0.4 %, 0.3 %) on the tunnel fault resistance. The results show that fiber-filled segmental linings perform well in most indicators. Shorter conventional reinforced concrete segmental length reduces plastic damage and enhance the tunnel's fault dislocation resistance. Basalt fiber-filled concrete accommodates larger fault displacements, reduces lining damage, and lowers the load utilization ratio. Increasing the fiber-filled segmental length reduces lining damage while decreasing the load utilization ratio, whereas narrowing it confines fault influence; thus, an optimal length balances these effects and modulates the load utilization ratio.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"198 ","pages":"Article 109599"},"PeriodicalIF":4.2,"publicationDate":"2025-06-14","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144280208","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}

{"title":"Kinematic response of double-lined shafts embedded in homogeneous unsaturated soil subjected to P-wave excitation","authors":"Jiale Yang,&nbsp;Honggui Di,&nbsp;Shunhua Zhou,&nbsp;Guangbei Su,&nbsp;Chao He,&nbsp;Xiaohui Zhang","doi":"10.1016/j.soildyn.2025.109591","DOIUrl":"10.1016/j.soildyn.2025.109591","url":null,"abstract":"<div><div>This paper presents a novel mathematical model to investigate the kinematic response of a double-lined (DL) shaft embedded in homogeneous unsaturated soil subjected to vertically incident P-wave excitation, developed within the framework of elasto-dynamic continuum theory. The primary and secondary linings of the DL shaft are modeled as two parallel, linear elastic, undamped rods. The surrounding soil is treated as a three-phase (solid, liquid, and gas) porous viscoelastic medium, accounting for the compressibility of each constituent, the inertial and viscous coupling effects between the liquid and solid phases, and the saturation-dependent dynamic shear modulus. Closed-form series solutions for the kinematic response of the DL shaft are obtained based on the boundary conditions of the coupled DL shaft-unsaturated soil system. The accuracy of the proposed model is validated through comparison with existing solutions. The effects of key problem parameters, including soil saturation, depth-to-radius ratio, secondary lining thickness, and DL shaft-unsaturated soil modulus ratio, on the kinematic response factor and kinematic amplification factor are systematically evaluated. Additionally, equivalent static and kinematic Winkler moduli are theoretically derived for potential applications in further modeling. This study establishes a comprehensive analytical framework that advances the understanding of soil-DL shaft interaction in unsaturated ground and offers theoretical guidance for the seismic design of underground DL shafts.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"198 ","pages":"Article 109591"},"PeriodicalIF":4.2,"publicationDate":"2025-06-14","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144280209","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}