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袋装砂井超载预压法的现场试验研究 总被引:2,自引:0,他引:2
介绍厦门某高速公路软基袋装砂井超载预压大型现场试验结果,讨论了竖向排水井超载预压地基加固效果。通过对测试成果的系统分析,认为厦门某高速公路地基经过加固处理后,其地基工后沉降能满足设计对地基变形的严格要求。结果还表明:安全控制应以沉降速率和水平位移速率为主,其标准可分别采用20mm/d和10mm/d。 相似文献
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超载预压法是处理软土地基的一种有效的方法,其处理效果可以从工后沉降(后续变形)得到反映,而工后沉降与超载预压的超载比及卸载时地基达到的平均固结度有关。对于超载卸除前地基应达到的平均固结度(即卸载控制问题),目前还缺乏简单有效的计算模型。从超载预压的原理出发,基于 曲线,提出了考虑土体骨架非线性弹塑性应力-应变关系的二元件固结模型,给出了该模型的固结微分方程,并用差分法进行了求解,与传统卸载控制理论相比显示出了较理想的结果。同时,基于该模型讨论了渗透系数和土骨架的弹塑性应变的比例对卸载控制的影响。 相似文献
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试论连云港海相软土路堤沉降规律 总被引:5,自引:0,他引:5
根据连云港至徐州高速公路连云港段60多个断面的现场实测沉降资料,分析了在路堤荷载作用下连云港海相软土的沉降和固结规律。实测数据表明,在路堤荷载作用下连云港海相软土地基的沉降曲线符合双曲线形式,故可采用双曲线法预测最终沉降。由此可以分析在不同施工期的地基沉降和固结特性,得到不同地基处理条件下路堤填筑期和预压期地基平均固结度与施工时间的关系。分析亦表明,粉喷桩加固能加速地基的固结速率。最后,针对沉降和固结理论计算中计算参数的难以合理确定的局限性,对现场实测沉降数据采用数理统计方法,提出了适用于连云港地区海相软土路堤沉降和固结估算经验公式。 相似文献
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针对现有竖向排水井地基固结解析理论对影响区一律采用圆形等效假定的缺陷,研究了影响区真实形状为正六边形的按梅花形布置的竖向排水井地基的固结问题。通过建立新固结方程和引入新的边界条件,并考虑土体水平渗透系数变化,得到了相应的解析解。对于土体水平渗透系数的3种变化模式,分别给出了各种模式下的特殊解。在此基础上,分析了3种模式下3个主要的无量纲参数对地基固结性状的影响,并比较了计算结果和现有理论结果。分析结果表明,影响区和涂抹扰动区范围越大,固结越慢;土体的最大与最小水平渗透系数之比越小,固结越快;在相同条件下,考虑扰动区渗透系数线性变化的模式2固结最快,而假定扰动区渗透系数不变的模式1的解与现有理论解相当接近,验证了现有竖向排水井地基固结解析理论中对影响区采用圆形等效假定的合理性 相似文献
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以准确计算预压荷载作用下软土路基的工后沉降为目的,分析了不同预压法加固软土地基时土体的应力变化。提出了用弱化应力路径变化过程的弹黏塑性模型表示软黏土的应力-应变关系。结合经典比奥固结理论,推导了预压荷载作用下土体沉降计算的有限单元法。通过具体算例,验证了所提方法。结果表明:(1)不同预压方法的加固机制和应力路径均不相同。堆载预压法加固软基是一不等向的正压固结过程,真空预压法则是在负压作用下的等向固结过程;(2)弹黏塑性模型是不受瞬时施加应力的大小及具体应力路径变化过程影响的软土流变模型,运用于预压荷载作用下的软基时具有不考虑应力路径和不划分主次固结的优越性;(3)在比奥固结理论中,用弹黏塑性模型反映软土的物理方程时,可计算软基考虑了弹黏塑变形性质的固结沉降和工后沉降;(4)弹黏塑性模型的软土体黏性参数? /V和塑性参数? /V对竖向位移都有比较明显的影响。 相似文献
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真空排水预压下土体变形的应力路径分析 总被引:4,自引:0,他引:4
通过室内试验, 对真空排水预压下土体变形特性进行了应力路径分析, 测定软土地基在真空预压加固后应力路径的改变对沉降量的影响, 论证真空排水预压加固软土地基不能消除其剪应力引起的剪切变形, 结合实例, 计算其后期沉降量与固结沉降量的比值, 并推算软土地基在真空预压下其最终沉降量计算公式的修正系数。 相似文献
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采用Barron轴对称固结及大变形固结问题的某些简化与假定,推导建立了砂井地基大变形固结控制方程,利用建立的双层砂井地基大变形固结方程及编制的计算程序,通过引入软土渗透系数、有效应力与孔隙比之间的幂函数关系k =ced与e=a( )b,对瞬时加载下双层砂井地基固结性状进行算例计算。结果表明:(1)双层软土幂函数渗透关系及压缩关系中诸参数对双层砂井地基固结性状有重要影响:随着两层软土幂函数渗透关系中参数c1、c2的增加(渗透性增加)、或幂函数压缩关系中参数a1、a2的增加,各土层水平径向与竖向孔隙比减小更快,沉降发展速率与超静孔压消散速率也相应增加,且沉降发展速率快于孔压消散速率。(2)两层土在分界面处的孔隙比及平均超静孔压均出现明显的突变,将沿深度分布曲线分成形状不同的两段,表现出不同的固结性状。 相似文献
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Factors Affecting Consolidation Related Prediction of Singapore Marine Clay by Observational Methods
The use of prefabricated vertical drains with preloading option is the most widely-used ground improvement method for the
improvement of marine clays in land reclamation projects. The assessment of the degree of consolidation of the marine clay
is of paramount importance prior to the removal of preload in such ground improvement projects. This analysis can be carried
out by means of observational methods with the use of field settlement plates and piezometer monitoring. Field settlement
monitoring data can be used to ascertain the settlement of the reclaimed fill from the time of initial installation. The field
settlement data can be analysed by the Asaoka method to predict the ultimate settlement of the reclaimed land under the surcharge
fill. Back-analysis of the field settlement data will enable the coefficient of consolidation due to horizontal flow to be
closely estimated. Piezometer monitoring data can be analysed to obtain the degree of consolidation of the improved marine
clay. Back-analysis of the piezometer data will also enable the coefficient of consolidation due to horizontal flow to be
estimated. The aim of this paper is to highlight the significance and impact of the various factors that affect prediction
by the Asaoka and piezometer assessment methods. The authors findings of the Asaoka method reveal that the magnitude of ultimate
settlement decreases and the degree of consolidation subsequently increases as a longer period of assessment is used in the
prediction. The degree of consolidation predicted by the piezometers is found to be in good agreement with the Asaoka method
for the early period of assessment. However as the assessment period increases, the piezometer indicates lower degree of consolidation
as compared to field settlement predictions. 相似文献
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Ali Parsa-Pajouh Behzad Fatahi Philippe Vincent Hadi Khabbaz 《Geotechnical and Geological Engineering》2014,32(5):1187-1210
In this study, FLAC finite difference software has been adopted to simulate the performance of the ground improved using prefabricated vertical drains assisted preloading, considering smear zone characteristics. The numerical code has been applied to predict smear zone properties employing a back calculation procedure using the results of several case studies. The construction of a trial embankment is proposed as a reliable method to predict the smear zone characteristics. The proposed back calculation method is applied to estimate the minimum required degree of consolidation and consequently the minimum required preloading time, resulting in a reliable estimation of the smear zone permeability and extent. Three preloading case studies considering both conventional preloading and vacuum assisted preloading have been simulated to verify the numerical code and to conduct the parametric study using the back calculation procedure. According to the results, the properties of the smear zone can be back-calculated reliably, when at least 33 % degree of consolidation due to trial embankment construction is achieved. 相似文献
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A new simplified Hypothesis B method for calculating the consolidation settlement of ground improved by vertical drains 下载免费PDF全文
Vertical drains are widely used in soft ground improvements to accelerate the consolidation process. This paper develops a new simplified Hypothesis B method for calculating the consolidation settlement of a soil layer improved by vertical drains under the instant and ramp loadings. As a comparison, the traditional Hypothesis A method is also used to calculate the settlement. Then, a fully coupled finite element consolidation analysis is utilized to examine and verify this simplified method and Hypothesis A method. For the instant loading, Carrillo‐Barron method and Zhu‐Yin method are used to obtain the average degree of consolidation for vertical drain system. Typical parameters, such as over‐consolidation ratio (OCR), smear zone, and space ratio of vertical drains, are considered. It is found that the calculation results from the new simplified method in this study agree well with finite element simulations, and relative errors are in the range of 0.1% to 12.3%. Comparatively, there are obvious differences between the calculated results from Hypothesis A method and finite element results. Carrillo‐Olson method and Zhu‐Yin method are utilized to obtain the average degree of consolidation for the vertical drain system to consider the ramp loading. Equivalent time is determined from half of the construction period to calculate the creep compression under the ramp loading. The accuracy of this simplified Hypothesis B method using both Carrillo‐Olson method and Zhu‐Yin method is acceptable with the relative errors less than 9.4%. 相似文献
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成层竖向排水井地基固结分析 总被引:3,自引:0,他引:3
实际工程中竖井地基具有成层性,有时竖井也并未完全打穿软土层。在竖井打设区满足竖井等应变固结理论、下卧层满足一维太沙基固结理论假设的基础上,将现有竖井地基固结理论推广到成层未打穿竖井地基情况。利用边界条件和竖直向连续条件,确定该系统的正交关系,并给出了其固结解答,该解具有广泛的适用性。通过对竖井打设区和下卧层层数的变化,即可获得现有关于简单未打穿竖井地基的固结解答。将该解答编制成应用程序,对一算例进行了分析。结果表明,平均固结度按孔压定义和按变形定义是不相同的,硬表层的存在会加快其下土层的固结。 相似文献
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真空预压加固软土地基变形与固结计算研究 总被引:1,自引:0,他引:1
考虑真空度的衰减情况,对真空预压加固软基的变形和固结度计算方法进行了研究。先根据真空预压时砂井的真空压力状态建立了真空预压的空间轴对称变形模型,用位移法推导该模型在等应变条件下的变形及体积应变计算公式。在此基础之上结合Hansbo砂井地基固结理论和真空预压的边界条件,推导了忽略竖向渗流情况下的真空预压加固软土地基的固结解析解。比较文中计算方法与已有计算理论和现场试验实测资料结果表明,体积应变的计算对真空预压的孔压和固结度的计算有较大的影响,而直接引用传统堆载预压的体积应变计算公式计算会导致较大误差。在固结度计算中,采用Hansbo的近似方法能满足计算精度的要求,所得计算结果与实测结果吻合较好 相似文献