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1.
桩-液化土相互作用p-y关系分析 总被引：2，自引：0，他引：2
基于多工况的桩-液化土体动力相互作用振动台试验,研究地震荷载作用下液化土层中桩土间侧向相互作用力p与桩身和土体间侧向相对位移y之间的关系。将试验得到的实际p-y曲线与采用拟静力法和以API规范为基础的折减系数法计算出的p-y曲线进行对比,结果表明:(1)液化土层中试验得到的桩真实p-y响应及由拟静力法和折减系数法得到的结果都呈非线性变化,三者极限状态有接近一致的趋势,但变化过程差异明显;(2)采用拟静力法和折减系数法都会使液化土层桩基础侧向反力迅速增长,很快达到屈服极限,远远超过实际情况,会导致相当保守的结果;(3)液化进程中控制桩p-y响应的是土体位移而非惯性力,因而拟静力法和折减系数法的原理不适合桩-液化土体动力相互作用分析,不能用于液化土层中桩基础地震响应的计算。 相似文献
2.
Interpretation from large-scale shake table tests on piles undergoing lateral spreading in liquefied soils 总被引：2，自引：0，他引：2
M. Cubrinovski T. Kokusho K. Ishihara 《Soil Dynamics and Earthquake Engineering》2006,26(2-4):275-286
Results from a benchmark test on full-scale piles are used to investigate the response of piles to lateral spreading. In the experiment, two single piles, a relatively flexible pile that moves together with the surrounding soil and a relatively stiff pile that does not follow the ground movement have been subjected to large post-liquefaction ground displacement simulating piles in laterally spreading soils. The observed response of the piles is first presented and then the results are used to examine the lateral loads on the pile from a non-liquefied soil at the ground surface and to evaluate the stiffness characteristics of the spreading soils. The measured ultimate lateral pressure from the crust soil on the stiff pile was about 4.5 times the Rankine passive pressure. The back-calculated stiffness of the liquefied soil was found to be in the range between 1/30 and 1/80 of the initial stiffness of the soil showing gradual decrease in the course of lateral spreading. 相似文献
3.
The present study aims to obtain p-y curves(Winkler spring properties for lateral pile-soil interaction) for liquefied soil from 12 comprehensive centrifuge test cases where pile groups were embedded in liquefiable soil. The p-y curve for fully liquefied soil is back-calculated from the dynamic centrifuge test data using a numerical procedure from the recorded soil response and strain records from the instrumented pile. The p-y curves were obtained for two ground conditions:(a) lateral spreading of liquefied soil, and(b) liquefied soil in level ground. These ground conditions are simulated in the model by having collapsing and non-collapsing intermittent boundaries, which are modelled as quay walls. The p-y curves back-calculated from the centrifuge tests are compared with representative reduced API p-y curves for liquefied soils(known as p-multiplier). The response of p-y curves at full liquefaction is presented and critical observations of lateral pile-soil interaction are discussed. Based on the results of these model tests, guidance for the construction of p-y curves for use in engineering practice is also provided. 相似文献
4.
Two full-scale experiments using controlled blasting were conducted in the Port of Tokachi on Hokkaido Island, Japan, to assess
the behavior of piles and pipelines subjected to lateral spreading. Test specimens were extensively instrumented with strain
gauges to measure the distribution of moment during lateral spreading. This allowed us to compute the loading condition, as
well as to conduct damage and performance assessments on the piles and pipelines. This paper presents the test results and
discussions on the response of single piles and pipelines observed from the full-scale experiments. Based on the test results,
it can be concluded that using controlled blasting successfully liquefied the soil, and subsequently induced lateral spreading.
The movements of the single pile, as well as the transverse pipelines, were approximately the same as the free field soil
movement. Observed moment distribution of the single pile indicated that global translation of the liquefied soil layer provided
insignificant force to the pile. In addition, the degree of fixity at the pile tip significantly affected the moment along
the pile as well as the pile head displacement. The pile with a higher degree of fixity at the pile tip had smaller pile head
displacement but larger maximum moment. 相似文献
5.
Raked piles are believed to behave better than vertical piles in a laterally flowing liquefied ground. This paper aims at numerically simulating the response of raked pile foundations in liquefying ground through nonlinear finite element analysis. For this purpose, the OpenSees computer package was used. A range of sources have been adopted in the definition of model components whose validity is assessed against case studies presented in literature. Experimental and analytical data confirmed that the backbone force density–displacement (p–y) curve simulating lateral pile response is of acceptable credibility for both vertical and raked piles. A parametric investigation on fixed-head piles subject to lateral spreading concluded that piles exhibiting positive inclination impart lower moment demands at the head while those inclined negatively perform better at liquefaction boundaries (relative to vertical piles). Further studies reveal substantial axial demand imposed upon negatively inclined members due to the transfer of gravity and ground-induced lateral forces axially down the pile. Extra care must be taken in the design of such members in soils susceptible to lateral spreading such that compressive failure (i.e. pile buckling) is avoided. 相似文献
6.
Lateral spread of frozen ground crust over liquefied soil has caused extensive bridge foundation damage in the past winter earthquakes. A shake table experiment was conducted to investigate the performance of a model pile in this scenario and revealed unique pile failure mechanisms. The modelling results provided valuable data for validating numerical models. This paper presents analyses and results of this experiment using two numerical modeling approaches: solid-fluid coupled finite element (FE) modeling and the beam-on-nonlinear-Winkler-foundation (BNWF) method. A FE model was constructed based on the experiment configuration and subjected to earthquake loading. Soil and pile response results were presented and compared with experimental results to validate this model. The BNWF method was used to predict the pile response and failure mechanism. A p-y curve was presented for modelling the frozen ground crust with the free-field displacement from the experiment as loading. Pile responses were presented and compared with those of the experiment and FE model. It was concluded that the coupled FE model was effective in predicting formation of three plastic hinges at ground surface, ground crust-liquefiable soil interface and within the medium dense sand layer, while the BNWF method was only able to predict the latter two. 相似文献
7.
液化土中桩基础动力反应试验研究 总被引：3，自引：0，他引：3
本文设计完成了包括三种密度饱和砂土和非液化干砂的多工况桩-土相互作用振动台动力试验,研究液化对土体和桩-承台动力反应的影响。通过试验和分析,得到了液化和非液化土层中土体水平加速度、侧向位移和桩-承台的水平加速度、侧向位移、桩身弯矩等指标的反应过程和模式,对比了液化和非液化条件对这些指标的影响方式,提出了各因素影响大小的分析结果。 相似文献
8.
近岸水平场地液化侧向大变形影响因素分析 总被引：2，自引：0，他引：2
利用改进的软化模量分析方法,对近岸水平场地液化侧向大变形进行数值计算,以研究地震波波形和幅值大小、液化、竖向地震动对侧向大变形的影响。结果表明:不同的地震波作用下,即使峰值加速度相同,液化程度与侧移距离也可能有较大不同,表现了土体变形的强非线性性质,但大地震下液化导致的侧移几乎都在米的量级上;计算区域中无液化区时,岸壁侧向永久位移很小,在几公分左右,随水平峰值加速度及不同地震动输入改变不大;计算区域中有液化区时,岸壁侧向永久位移显著增大,且随输入水平峰值加速度的增大而明显增大,其机理是强地震动使液化范围加大;水平竖向两向地震动输入与单独水平地震动输入相比,前者场地液化范围增大,平均增大42%,侧移量增加,平均增加37%。 相似文献
9.
Bao Ngoc Nguyen Nghiem Xuan Tran Jin-Tae Han Sung-Ruyl Kim 《Bulletin of Earthquake Engineering》2018,16(12):5821-5842
A key issue in the design of pile-supported structures on sloping ground is soil–pile interaction, which becomes more complicated in case of dynamic loading. This study aimed to evaluate the effect of slope on the dynamic behavior of pile-supported structures by performing a series of centrifuge tests. Three models were prepared by varying the slope and soil density of dry sand grounds. The mass supported on 3 by 3 group piles was shaken applying sinusoidal wave with various amplitudes. Test results showed that the location of maximum values and distribution shape of the bending moment below the ground surface varied noticeably with the pile position in the slope case. The relationship between the soil resistance and pile deflection (p–yp loops) was carefully evaluated by applying the piecewise cubic spline method to fit the measured bending moment curves along piles. It was found that the shape of the p–yp loops was irregular due to the effect of slope, and immensely influenced by the movement of the unstable zone. In addition, the effect of the pile group in the horizontal case was evaluated by comparing with the previously suggested curves that represent the relationship between the soil resistance and pile–soil relative displacement (p–y curves) to propose the multiplier coefficients. 相似文献
10.
This paper presents the results of a large-scale shake table test at E-Defense facility on a pile group located adjacent to a gravity-type quay wall and were subjected to liquefaction-induced large ground displacements. Extensive liquefaction-induced large ground lateral spreading displaced the quay wall about 2.2 m and damaged the pile foundation. The pile foundation consisted of a six-pile group which supported a footing and a superstructure model. Large lateral soil displacements were measured by several sensors such as inclinometers and the results favorably agreed with the directly observed deformations. Soil lateral displacement decreased as the distance from the quay wall increased landward. The piles were densely instrumented and the measured bending strain records were able to explain the damage to the piles. Lateral pressures of the liquefied soil exerted on the piles were measured using earth pressure (EP) sensors. The application of two design guidelines (JRA [1] and JSWA [2]) for estimation of liquefaction-induced lateral pressure on piles is discussed and their advantages and shortcomings are addressed. Furthermore, two simplified methods (Shamoto et al. [3] and Valsamis et al. [4]) are employed to predict the extent of liquefaction-induced large ground displacements and they are compared to the measured deformations. Finally, their accuracy for predicting the liquefaction-induced lateral displacements is evaluated and practical recommendations are made. 相似文献
11.
Dynamic experimental studies on horizontal interaction factors for laterally loaded model soil–pile systems subjected to low-to-high amplitude pile head loading are reported, focusing on the effect of dynamics and local non-linearity. Results obtained from dynamic experiments with different amplitudes of harmonic lateral loading on instrumented model soil–pile systems conducted on a shaking table indicate that the resonance of soil–pile system shows a profound impact on the horizontal interaction factors. Furthermore, behavior of the soil–pile system becomes highly non-linear with increasing amplitude of loading, as the extent of local non-linearity around the pile increases. Consequently, group effects cannot be predicted by using established approximate equations based on the assumption of linear viscoelastic behavior. To this end, new semi-empirical equations are proposed for obtaining the horizontal interaction factors, as an extension of available approximate equations to incorporate the local non-linear behavior of soil–pile system for both small and large pile spacings. 相似文献
12.
13.
液化土中桩基础动力响应规律一直是工程抗震领域关注的热点问题。本文基于非液化砂土和不同厚度饱和砂土中的2×2群桩结构模型振动台试验,通过输入一定峰值加速度和频率的正弦波,对群桩在非液化土层和两种不同厚度饱和砂土层中的横向动力响应特性进行振动台试验研究。研究结果表明:在正弦波输入情况下,非液化砂土中群桩承台加速度和位移时程与台面输入时程相比,波形变化规律与峰值大小均相差不大;而对两种不同厚度饱和砂土中承台加速度和位移峰值放大较多,在相对较薄的饱和砂土中群桩承台加速度峰值较台面输入放大了1.83倍,较台面输出位移峰值放大了1.58倍;在相对较厚的饱和砂土中承台加速度和位移峰值则分别放大了2.18倍和1.91倍,说明在相同输入条件下,较厚的饱和砂土在发生液化后群桩承台的动力响应更加显著。 相似文献
14.
Numerical simulations of shake-table experiment for dynamic soil-pile-structure interaction in liquefiable soils 总被引：5，自引：4，他引：1
A shake-table experiment on pile foundations in liquefi able soils composed of liquefi able sand and overlying soft clay is studied. A three-dimensional(3D) effective stress fi nite element(FE) analysis is employed to simulate the experiment. A recently developed multi-surface elasto-plastic constitutive model and a fully coupled dynamic inelastic FE formulation(u-p) are used to model the liquefaction behavior of the sand. The soil domains are discretized using a solid-fl uid fully coupled(u-p) 20-8 noded brick element. The pile is simulated using beam-column elements. Upon careful calibration, very good agreement is obtained between the computed and the measured dynamic behavior of the ground and the pile. A parametric analysis is also conducted on the model to investigate the effect of pile-pinning, pile diameter, pile stiffness, ground inclination angle, superstructure mass and pile head restraints on the ground improvement. It is found that the pile foundation has a noticeable pinning effect that reduces the lateral soil displacement. It is observed that a larger pile diameter and fi xed pile head restraints contribute to decreasing the lateral pile deformation; however, a higher ground inclination angle tends to increase the lateral pile head displacements and pile stiffness, and superstructure mass seems to effectively infl uence the lateral pile displacements. 相似文献
15.
砂土液化是埋地管道遭受地震破坏的主要原因之一。液化土对管道产生上浮力,使管道发生上浮反应,它是随地震发生时间而变化的动态过程。将地震载荷作用下的液化区埋土管道模拟成两端弹性支承的直梁模型,考虑管-土间的相互作用和管内流体与管道之间的流固耦合作用,采用模态叠加法对液化区埋地管道进行地震响应的动态分析,探讨了管道和液化土参数对管道动态上浮反应的影响。通过数值仿真得到了管内流体的流速、流体压力、流体密度、管截面轴向力,管道黏弹系数、液化土容重和相对弹簧系数、地震加速度幅值等因素对管道上浮位移的影响情况。 相似文献
16.
《Soil Dynamics and Earthquake Engineering》2012,33(1):56-70
We present the development and calibration of a macroelement model that captures the response of piles in cohesionless soils subjected to biaxial lateral loading. The model is founded on actual physical mechanism of soil resistance and provides the framework for extending a uniaxial model to biaxial case by means of a single cross-stiffness parameter. Both upper and lower bounds for the cross-stiffness parameter are also presented. The model is calibrated and verified using three-dimensional finite element (FE) simulations of soil-pile interaction for uniformly prescribed displacement along the pile length. Comparison of predictions from uniaxial and biaxial models with the FE results for transient loading indicates that the response assuming no coupling between the two horizontal directions for biaxial loading can differ significantly from the ‘true’ response for some cases. Accounting for coupling in the lateral direction, the proposed model captures the transverse pile response with very good accuracy while retaining the simplicity and computational efficiency of macroelement formulations compared to 3D FE analyses. 相似文献
17.
Lateral deformation of liquefiable soil is a cause of much damage during earthquakes, reportedly more than other forms of liquefaction-induced ground failures. Researchers have presented studies in which the liquefied soil is considered as viscous fluid. In this manner, the liquefied soil behaves as non-Newtonian fluid, whose viscosity decreases as the shear strain rate increases. The current study incorporates computational fluid dynamics to propose a simplified dynamic analysis for the liquefaction-induced lateral deformation of earth slopes. The numerical procedure involves a quasi-linear elastic model for small to moderate strains and a Bingham fluid model for large strain states during liquefaction. An iterative procedure is considered to estimate the strain-compatible shear stiffness of soil. The post-liquefaction residual strength of soil is considered as the initial Bingham viscosity. Performance of the numerical procedure is examined by using the results of centrifuge model and shaking table tests together with some field observations of lateral ground deformation. The results demonstrate that the proposed procedure predicts the time history of lateral ground deformation with a reasonable degree of precision. 相似文献
18.
根据已经完成的液化侧向扩展场地-群桩基础-上部结构体系大型振动台试验,在有限元软件OpenSees中建立了可液化倾斜场地振动台试验的有限元模型。通过与试验结果对比,验证了数值模型的可靠性。基于此,建立了典型水平和倾斜液化场地-桩基-桥梁结构体系的数值模型,讨论了双向地震作用下水平和倾斜场地体系地震响应的差异,结果表明:相比水平场地,倾斜场地超孔隙水压力在峰值阶段波动幅度更大,土体的侧向位移增加明显,尤其是在饱和砂土中部位置;倾斜场地中桩基础的破坏程度更大,可液化层中部桩基曲率最大可增大约13倍,桩身水平位移显著增加;而水平场地桥墩曲率比倾斜场地桥墩曲率大,建议在液化场地桩基设计中应考虑场地倾斜带来的影响。 相似文献
19.
Viscous fluid characteristics of liquefied soils and behavior of piles subjected to flow of liquefied soils 总被引：5，自引：0，他引：5
Jae-Ik Hwang Chang-Yeop Kim Choong-Ki Chung Myoung-Mo Kim 《Soil Dynamics and Earthquake Engineering》2006,26(2-4):313-323
Lateral movement of sloping ground due to flow liquefaction has caused many pile foundations to fail, especially those in ports and harbor structures. Several researchers have found and verified that the behavior of liquefied soils can be simulated appropriately by modeling the liquefied soils as viscous fluid. In this study, the influence of the lateral movement of liquefied sloping ground on the behavior of piles was analyzed on the assumption that the flow of liquefied soils can be treated as viscous fluid flow. Sinking ball tests and pulling bar tests were performed to measure the viscosity of liquefied Jumoonjin sand. Then, the behavior of a single pile installed in liquefiable infinite slopes consisting of sand was investigated by numerical analyses. The liquefied sand behaved as non-Newtonian fluid, whose viscosity decreased with increasing shear strain rate. Furthermore, the flow of liquefied soils had a crucial effect on the stability of piles installed in the sloping ground. 相似文献
20.
基于u-p有限元公式模拟饱和砂土中水和土颗粒完全耦合效应,建立液化侧向流场地群桩动力反应分析的三维数值模型。模型中,砂土采用多屈服面弹塑性本构模型模拟、黏土采用多屈服面运动塑性模型模拟,群桩在计算过程中保持线弹性状态;采用20节点的六面体单元和考虑孔压效应的20-8节点分别划分黏土层和饱和砂层;选用剪切梁边界处理计算域的人工边界,模拟地震过程中土层的剪切效应;应用瑞利阻尼考虑体系的阻尼效应。随后对比分析2×2群桩中各单桩的地震反应规律,结果表明,各单桩的弯矩、位移时程规律基本一致,峰值弯矩及峰值位移出现时刻滞后于输入加速度峰值时刻,上坡向桩的弯矩和位移峰值大于下坡向的桩的反应值。接着通过改变桩间距研究群桩效应,随着桩间距增加,群桩中各单桩的弯矩最大值均出现在土层分界处,且各单桩的弯矩、桩顶位移逐渐增大。最后给出液化侧向流场地群桩效应的基本原因,得出该类场地群桩抗震设计的基本认识。 相似文献