Fiber optic monitoring of an anti-slide pile in a retrogressive landslide

Anti-slide piles are one of the most important reinforcement structures against landslides,and evalu-ating the working conditions is of great significance for landslide mitigation.The widely adopted analytical methods of pile internal forces include cantilever beam method and elastic foundation beam method.However,due to many assumptions involved in calculation,the analytical models cannot be fully applicable to complex site situations,e.g.landslides with multi-sliding surfaces and pile-soil interface separation as discussed herein.In view of this,the combination of distributed fiber optic sensing(DFOS)and strain-internal force conversion methods was proposed to evaluate the working conditions of an anti-sliding pile in a typical retrogressive landslide in the Three Gorges reservoir area,China.Brillouin optical time domain reflectometry(BOTDR)was utilized to monitor the strain distri-bution along the pile.Next,by analyzing the relative deformation between the pile and its adjacent inclinometer,the pile-soil interface separation was profiled.Finally,the internal forces of the anti-slide pile were derived based on the strain-internal force conversion method.According to the ratio of calculated internal forces to the design values,the working conditions of the anti-slide pile could be evaluated.The results demonstrated that the proposed method could reveal the deformation pattern of the anti-slide pile system,and can quantitatively evaluate its working conditions.

Centrifuge and numerical modeling of h-type anti-slide pile reinforced soil-rock mixture slope

Due to the loose structure,high porosity and high permeability of soil-rock mixture slope,the slope is unstable and may cause huge economic losses and casualties.The h-type anti-slide pile is regarded as an effective means to prevent the instability of soilrock mixture slope.In this paper,a centrifuge model test was conducted to investigate the stress distribution of the h-type anti-slide pile and the evolution process of soil arching during the loading.A numerical simulation model was built based on the similar relationship between the centrifuge model and the prototype to investigate the influence factors of the pile spacing,anchored depth,and crossbeam stiffness,and some recommendations were proposed for its application.The results show that the bending moment distribution of the rear pile exhibits Wshaped,while for the front pile,its distribution resembles V-shaped.The soil arching evolution process during loading is gradually dissipated from bottom to top and from far to near.During the loading,the change of bending moment can be divided into three stages,namely,the stabilization stage,the slow growth stage,and the rapid growth stage.In engineering projects,the recommended values of the pile spacing,anchored depth,and crossbeam stiffness are 4.0d,2.0d,and 2.0EI,where d and EI are the diameter and bending stiffness of the h-type anti-slide pile respectively.

Anchoring Depth Research of Anti-Slide Piles of Anchor Bar in Soil

The model test result of earth force in the side of anti-slide pile of anchor bars was introduced.There are three groups of the tests.The loads were on the back side of the slope in two groups.The other one was loaded just behind the pile by the jack.In order to get the force of the soil,some earth-pressure boxes were used to get the earth pressure on the side of the piles.The part of the max pressure and the earth pressure was mainly focused under the slip line

Energy‐based analysis of seismic damage mechanism of multi‐anchor piles in tunnel crossing landslide area

To study the damage mechanism of multi‐anchor piles in tunnel crossing landslide area under earthquake,the damping performance of multi‐anchor piles was discussed.The energy dissipation springs were used as the optimization device of the anchor head to carry out the shaking table comparison test on the reinforced slope.The Hilbert spectrum and Hilbert marginal spectrum were proposed to analyze the seismic damage mechanism of the multi‐anchor piles,and the peak Fourier spectrum amplitude(PFSA)was used to verify the effectiveness of the method.The results show that the seismic energy is concentrated in the high‐frequency component(30-40Hz)of the Hilbert spectrum and the low‐frequency component(12-30 Hz)of the marginal spectrum.This indicates that they can be combined with the distribution law of the PFSA to identify the overall and local dynamic responses of the multi‐anchored piles,respectively.The stretchable deformation of the energy‐dissipation springs improves the coordination of the multi‐anchor piles,resulting in better pile integrity.The damage mechanism of the multi‐anchor piles is elucidated based on the energy method:local damage at the top and middle areas of the multi‐anchor piles is mainly caused by the low‐frequency component(12-30 Hz)of the marginal spectrum under the action of 0.15g and 0.20g seismic intensities.As the seismic intensity increases to 0.30g,the dynamic response of the slope is further amplified by the high‐frequency component(30-40 Hz)of the Hilbert energy spectrum,which leads to the overall damage of the multi‐anchor piles.

Shaking table test for reinforcement of soil slope with multiple sliding surfaces by reinforced double-row anti-slide piles

Despite the continuous advancements of engineering construction in high-intensity areas,many engineering landslides are still manufactured with huge thrust force,and double-row piles are effective to control such large landslides.In this study,large shaking table test were performed to test and obtain multi-attribute seismic data such as feature image,acceleration,and dynamic soil pressure.Through the feature image processing analysis,the deformation characteristics for the slope reinforced by double-row piles were revealed.By analyzing the acceleration and the dynamic soil pressure time domain,the spatial dynamic response characteristics were revealed.Using Fast Fourier Transform and half-power bandwidth,the damping ratio of acceleration and dynamic soil pressure was obtained.Following that,the Seism Signal was used to calculate the spectral displacement of the accelerations to obtain the regional differences of spectral displacement.The results showed that the overall deformation mechanism of the slope originates from tension failure in the soil mass.The platform at the back of the slope was caused by seismic subsidence,and the peak acceleration ratio was positively correlated with the relative pile heights.The dynamic soil pressure of the front row piles showed an inverted"K"-shaped distribution,but that of the back row piles showed an"S"-shaped distribution.The predominant frequency of acceleration was 2.16 Hz,and the main frequency band was 0.7-6.87 Hz;for dynamic soil pressure,the two parameters became 1.15 Hz and 0.5-6.59 Hz,respectively.In conclusion,dynamic soil pressure was more sensitive to dampening effects than acceleration.Besides,compared to acceleration,dynamic soil pressure exhibited larger loss factors and lower resonance peaks.Finally,back row pile heads were highly sensitive to spectral displacement compared to front row pile heads.These findings may be of reference value for future seismic designs of double-row piles.

New method of designing anti-slide piles——the strength reduction FEM

At present,the thrust of an anti-slide pile can be worked out with some calculation methods. However,the resistance in front of the pile,the distributions of resistance and thrust,and appropriate pile length cannot be easily obtained. In this paper,the authors applied the strength-reduction finite element method (FEM) to several design cases of anti-slide piles. Using this method,it is possible to take the pile-soil interactions into consideration,obtain reasonable resistance in front of pile and the distributions of thrust and resistance,and reasonable lengths of anti-slide piles. In particular,the thrust and resistance imposed on embedded anti-slide piles can be calculated and composite anti-slide pile structures such as anchored piles and braced piles can be optimized. It is proved through the calculation examples that this method is more reliable and economical in the design of anti-slide pile.

Dynamic response of a slope reinforced by double-row antisliding piles and pre-stressed anchor cables

Large-scale shaking table tests were conducted to study the dynamic response of a slope reinforced by double-row anti-sliding piles and prestressed anchor cables. The test results show that the reinforcement suppressed the acceleration amplification effectively. The axial force time histories are decomposed into a baseline part and a vibration part in this study. The baseline part of axial force well revealed the seismic slope stability, the peak vibration values of axial force of the anchor cables changed significantly in different area of the slope under seismic excitations. The peak lateral earth pressure acting on the back of the anti-sliding pile located at the slope toe was much larger than that acting on the back of the anti-sliding pile located at the slope waist. The test results indicate an obvious load sharing ratio difference between these two anti-slide piles, the load sharing ratio between the two anti-sliding piles located at the slope toe and the slope waist varied mainly in a range of 2-5. The anti-slide pile at the slope waist suppressed the horizontal displacement of the slope surface.

Co-Evolution Optimization of Anchored Row Piles for Deep Foundation Pit

The thinking of co evolution is applied to the optimization of retaining and protecting structure for deep foundation excavation, and the system of optimization of anchored row piles for deep foundation pit has been already developed successfully. For the co evolution algorithm providing an evolutionary mechanism to simulate ever changing problem space, it is an optimization algorithm that has high performance, especially applying to the optimization of complicated system of retaining and protecting for deep foundation pit. It is shown by many engineering practices that the co evolution algorithm has obvious optimization effect, so it can be an important method of optimization of retaining and protecting for deep foundation pit. Here the authors discuss the co evolution model, object function, all kinds of constraint conditions and their disposal methods, and several key techniques of system realization.

Pre-Stressed Rope Reinforced Anti-Sliding Pile

Pre-stressed rope reinforced anti-sliding pile is a composite anti-sliding structure. It is made up of pre-stressed rope and general anti-sliding pile. It can bring traditional anti-sliding pile＇s retaining performance into full play, and to treat with landslide fast and economically. The difference between them is that the pre-stressed rope will transfix the whole anti- sliding pile through a prearranged pipe in this structure. The working mechanics, the design method and economic benefit are studied. The results show that the pre-stressed rope reinforced anti-sliding pile can treat with the small and middle landslides or high slopes well and possess the notable advantage of technology and economic.

Study on the Horizontal Movement State of Suction Anchor Piles for Offshore Wind Power during Horizontal Pulling

The subsea anchor piles of offshore wind power floating platform structures are mainly subjected to uplift and horizontal loads, and this paper focuses on the case of horizontal loads. A three-dimensional numerical simulation study of the horizontal pullout characteristics of wind power suction anchor piles in clay layers was carried out to reveal the horizontal movement state of the anchor piles during horizontal pile pullout, the range of pile depth at the pullout point where the horizontal movement is achieved (referred to as the horizontal movement range), the relationship between the pullout load and the ultimate load during the horizontal movement, and the optimal location of the pullout point for the horizontal movement. The results show that at certain pull-out points, the anchor pile produces an overall horizontal movement state under suitable horizontal pull-out loads. The depth of the pile pull-out point for horizontal movement is in the middle and lower part of the pile, i.e. 14.2 m to 14.5 m. The horizontal pull-out load of 24,000 kN at a depth of 14.5 m within the pile horizontal movement range of 14.2m to 14.5 m is the maximum ultimate horizontal pull-out load;the optimum pull-out point depth is 14.5 m at 0.275 L (L is the pile length). For each pull-out point of the anchor pile in horizontal movement, the horizontal pull-out load in horizontal movement and the horizontal ultimate pull-out load existed and it was found that the two values were not exactly the same, the values were compared and it was found that at the optimum pull-out point the value of the ultimate horizontal pull-out load/horizontal pull-out load in horizontal movement tended to 1.

Study on distribution rule of sliding pushing force and remnant resistant sliding force acting on anti-sliding pile

Anti-slide pile is one of the important methods to administer landslide geological disaster because of its advantages.It plays important role in administering landslide.It is a premise of reasonable economy and technological advance to know the distribution rule and feature of the force between anti-sliding pile and surrounding rock.To determine the sliding force and remnant resistant sliding force,according to need of study,this paper sets up the geological model and mechanics model in term of a typical landslide,and analyzes the effect rule of sliding body distortion,strength and gravity to the pushing force and remnant resistant sliding force by use of the numerical model.The distribution rule of pushing force and remnant resistant sliding force of the type of landslide is given.

Dynamic Behavior of Double-Row Pre-stressed Anchor Piles under Earthquake Conditions

To investigate the seismic performance of the double-row pre-stressed anchor piles （DRPAPs） on the Yuxi-Mengzi railway, FLAC3D was used to construct a three-dimensional model. Using Koyna earthquake records as input motions, dynamic time-history analyses were carried out. In the analyses, we compared earth pressure on the front and back of the piles and deformation of the piles under different seismic forces with or without anchor cables. With the anchor cable present, the earth pressure on the back of the pile＇s free section increases, but that on the back of the pile＇s anchorage section decreases. Also, with anchor cables, the earth pressure on the front of the upper pile decreases, and that on the back of the lower pile decreases.

成都地铁基坑围护桩大变形原因分析及对策研究

[目的]周边环境及地质条件复杂的地铁基坑施工稍有不慎易导致基坑事故的发生。需分析基坑围护桩大变形原因,并提出针对性加固措施。[方法]以成都某近接老旧建筑物的桩锚支护结构地铁车站基坑为工程背景,分析了基坑施工过程中围护桩体发生大变形的原因,提出控制围护桩变形的加固措施。通过Harding-soil二阶高级本构模型研究了围护桩发生变形后,坑内采用反压堆载、基坑坑外坡体采用钢管桩及再次开挖前加强两道锚索措施的可行性。[结果及结论]模拟计算结果及现场实测结果表明,围护桩累计位移为77.77 mm;围护桩产生大变形后采用加固措施,可将围护桩水平位移控制在53 mm以内;根据模拟计算结果及现场实测结果,二者桩体水平位移曲线变化规律一致。实际施工结果表明,采取加固措施后,基坑变形控制效果明显,后续施工过程中未发生大范围变形。

含建筑桩基的顺层岩质边坡桩锚支护体系振动台模型试验研究

基于Bockinghamπ定理,对具有建筑桩基的顺层岩质边坡桩锚支护体系开展振动台模型试验,通过分析预应力锚索、建筑桩基的应变以及边坡坡顶加速度,研究支护体系的动力响应规律。结果表明,预应力锚索的应变在地震波加速度达到峰值时达到最大值,且上排锚索受力大于下排锚索,随着地震幅值的增大,最上排锚索锚固段率先发生滑移破坏失去锚固作用;建筑桩基应变最大值点位于滑动面以下一定深度,且远离边坡坡面的建筑桩基受力大于邻近边坡坡面的建筑桩基;坡顶各点峰值加速度随地震波幅值增大整体表现为线性增大,但在Wenchuan-Wolong波(0.55g)和Sin波(0.4g)工况时,各点峰值加速度相对有所下降,随着地震波幅值增大,各点峰值加速度放大系数在汶川波和正弦波作用下并非单调变化,而是表现为先减小后增大波动变化特点。

深基坑双排微型桩-锚-撑组合支护结构受力与变形特性

为深入研究深厚杂填土地层深基坑微型桩-锚-撑组合支护结构随基坑开挖的受力与变形演化规律,首先,依托青岛市某深基坑工程开展双排微型桩-锚-撑原位试验,分析开挖工况下前、后排桩的桩身弯矩分布规律;然后,结合ABAQUS有限元模拟方法,明确微型桩、预应力锚索与钢支撑之间的协同作用及基坑变形规律;最后,揭示微型桩桩径变化、支护结构作用对桩身受力及基坑变形的影响机制。研究结果表明:增加开挖深度引起桩身正弯矩和负弯矩不断增大,极值点位置不断下移,桩身弯矩整体呈正“S”形分布;开挖至基底,前排桩的桩身反弯点分别位于钢支撑下方0.5 m和开挖面位置,后排桩的桩身反弯点分别位于钢支撑下方0.5 m和开挖面下方1.0 m范围内;基坑开挖竖向影响范围约为1.35H(H为基坑开挖深度),桩径增加近1倍,土体水平位移仅减少约51%,且随桩径继续增加,其对于限制基坑变形效果不显著;相较于桩锚支护结构,桩-锚-撑支护结构作用下,前、后排桩的最大水平位移分别减小34.9%和27.3%,基坑土体的最大水平位移减小46.0%。

考虑冠梁的桩锚支护边坡试验与数值模拟

以兰州港务区桩锚支护边坡实例为依托,通过无线自动化监测与有限元软件数值模拟相结合的方式,研究桩锚支护在未设冠梁(填土过程)阶段和设置冠梁(运营期间)阶段的支护结构内力与边坡稳定性的变化规律.结果表明:在未设冠梁阶段,随着填土高度的增加,桩身弯矩、锚杆轴力和边坡位移逐渐增大;冠梁设置后,可有效地减小桩身弯矩和锚杆轴力并且对桩顶附近土体有较强的约束作用,对边坡顶部位移的约束效果最为显著,边坡位移的影响从坡顶至坡底逐渐减小,也明显地提高了边坡的稳定性;随着运营期内支护结构与边坡土体应力的相互调整,两者的内力与位移趋于平稳变化.该试验可为西北黄土地区桩锚支护边坡的设计、施工和监测分析提供有益的参考.

考虑多失效模式的桩锚结构鲁棒性设计及经济性优化

目的 研究岩土力学参数的不确定性对桩锚支护体系的整体影响,探究经济性和鲁棒性共同作用的优化设计。方法 选取黄土地区工程案例,考虑支护桩隆起破坏、支护桩倾覆破坏、整体稳定性破坏三类破坏形式,使用蒙特卡洛及点估计法嵌套的方式求出不同设计组合下的失效概率及标准差;同时考虑优化设计的经济性,筛选出桩锚支护结构体系的鲁棒性优化设计方案。结果 随着桩长增加,主控模式由隆起破坏向整体稳定性改变,不同的几何参数对结构鲁棒性影响不同,优化后可以获得同时满足经济性、鲁棒性及可靠度要求的最佳设计方案。结论 在桩锚结构设计中考虑经济性优化及多失效模式的鲁棒性设计是必要的。

锚索抗滑桩加固边坡震害机理分析

锚索桩板墙具有优良的抗震效果,以往研究集中于边坡位移、锚索应力和抗滑桩的变形,很少从边坡内部监测地震波入手研究,难以在时频域内清楚地表征边坡内部的损伤特征。基于此,文章设计并完成几何相似比为1∶10的大型振动台试验,结合Hilbert-Huang Transform(HHT)方法,对锚索桩板墙加固边坡进行边坡损伤诊断和震害机理研究。结果表明:边坡破坏从滑面开始,随着地震峰值加速度的增大,坡面产生破坏的时间早于坡体内部,并逐步向低高程发展;锚索桩板墙可以充分发挥锚索对地震力的传递与抗滑桩对地震力的耗散作用,靠近锚索抗滑桩一侧坡体破坏滞后于远离抗滑桩一侧,且靠近锚索桩板墙一侧土体整体性明显更好;HHT方法边际谱特征频率和特征幅值可以清晰表征坡体损伤过程,基岩与坡体之间存在动力响应不连续带,即为设计滑面位置。这为进一步认识地震波在坡体内的传播机理,研究边坡的破坏过程提供理论依据。

考虑嵌固段桩前土体弹塑性变形的锚索微型桩群计算模型研究

锚索微型桩群在中小型边坡治理及边坡紧急抢险工程中的应用越来越广泛,但现有的计算模型对嵌固段桩前土体塑性变形及桩侧土体受力变形连续性考虑较少。针对这一问题,首先根据锚索微型桩群加固土质边坡的特点,以潜在滑裂面位置为分界线,将微型桩群分为受荷段与嵌固段进行分析。对于受荷段,将桩间土简化为水平土弹簧,有效考虑桩间土力的传递作用;对于嵌固段,采用理想弹塑性p-y曲线分析桩-土相互作用。其次,将冠梁处预应力锚索简化为弹性支座,将其作用力转移至后排桩桩顶,再由桩顶冠梁重分配至各排桩桩顶处,从而达到对桩顶位移的约束作用。最后,以帕斯捷尔纳克(Pasternak)双参数地基梁法为基础,建立考虑嵌固段桩前土体弹塑性变形及桩侧土体受力变形连续性的锚索微型桩群有限差分计算模型,并迭代求解得到该结构的水平位移与内力。利用该计算模型分别对微型桩群与锚索微型桩群加固土质边坡进行算例计算,与试验、数值模拟结果对比分析,验证该模型的合理性,并探讨土体剪切刚度、锚索束及桩径对该锚索微型桩群水平位移与内力的影响。研究表明:嵌固段桩前土体塑性变形及桩侧土体受力变形连续性对微型桩的水平位移与内力有较大影响;随着锚索束的增加,桩身最大正弯矩及水平位移均不断减小,可通过增设锚索束达到控制桩身变形与内力的目的。

含软弱夹层顺层岩质边坡开挖稳定性分析

以都安高速公路某段含软弱夹层顺层岩质边坡为例,采用极限平衡法对开挖后的边坡进行稳定性分析,基于FLAC3D软件模拟分析边坡分级开挖、分级支护过程中的位移、最大剪切应变增量、应力特征及抗滑桩的承载性能。结果表明:严格条分法的安全系数为1.011,强度折减法安全系数为条分法的97.13%,当考虑岩土体变形时,传统计算方法可能会高估边坡自身的稳定性;边坡采用抗滑桩+框架锚索+框架锚杆的联合支护方式,并进行分步开挖及分级支护,对坡体扰动小,支护效果良好,能很好地控制坡体变形,避免边坡因软弱夹层塑性区贯通而发生失稳破坏。