上覆压力和剪胀作用下土钉抗拔的有限元模拟

灌浆土钉在边坡加固工程中有着广泛的应用。土钉在不同条件下的抗拔机制仍是进一步研究的课题。通过建立一个三维有限元模型,研究土钉在不同上覆压力和剪胀作用下的土钉抗拔行为。采用摩尔-库仑模型模拟花岗岩土,土与土钉界面采用“接触对”和库仑摩擦模型描述。模型可以模拟土钉发生较大抗拔位移下发生滑移破坏的过程。模型参数通过三轴试验结果进行校正。通过与大尺寸室内抗拔试验结果相比较,验证了模型的有效性。模型展现了土钉在钻孔后和抗拔过程中土钉周围的土压力的变化。最后通过参数分析,研究了上覆压力和剪胀对土钉抗拔力的影响。结果显示,当上覆压力较小时,剪胀角对抗拔应力的影响较小。随着上覆压力的增加,剪胀角对抗拔应力的影响变得更加明显。     

土钉抗拔承载力计算方法

土钉抗拔承载力是影响土钉设计的关键指标,规范给出的计算方法具有较大的随意性。土钉的极限抗拔承载力受到钉土界面强度、土钉周围土体强度、上部土压力以及土钉杆体材料等因素的影响,本文根据不同情况把土钉拉拔的破坏方式分为4种:(1)沿钉土界面上发生的圆柱形剪切破坏;(2)沿土钉周围土体内部发生土体形剪切破坏;(3)破坏面部分位于钉土界面部分位于土钉周围土体的复合剪切破坏;(4)由于土钉杆体材料屈服发生的破坏。基于摩尔库伦准则,假定土体中侧向压力沿土钉杆体方向线性变化,本文推导了发生土体剪切破坏、复合剪切破坏时的土钉抗拔极限承载力计算公式,通过计算实例表明在大多数粘性土中土钉极限抗拔的破坏方式为土体剪切破坏。     

土钉支护体系抗拔力机理研究

对基坑土钉支护体系中抗拔力机理作用的分析与研究,提出了关于抗拔力的新观点。研究认为,土钉支护体系的抗拔力应由钉土作用抗拔力和土体自承作用抗拔力两部分来组成;土钉在支护体系中首先是作为传力构件传递土体自承作用抗拔力,而后是通过钉土作用提供抗拔力。进一步分别对两部份的抗拔力进行理论求解,确定了土钉支护体系总抗拔力。最后通过工程实例证明了所提出抗拔力机理作用及其求解的正确性。     

锚杆复合土钉支护协同作用的模型试验研究

通过室内模型试验,利用可视化追踪技术,对锚杆拉拔过程中土体位移场和对土颗粒孔隙率、颗粒轨迹的追踪等细观观测,研究锚杆和土钉的协同作用机制。研究发现,锚杆拉拔过程中颗粒的剪涨作用使土颗粒向土钉移动,由于土钉的边界约束作用,使颗粒移动发生转向,最终在锚杆和土钉之间形成压密区;压密区的形成不但减小了土体的位移,也使土钉和锚杆的极限抗拔能力得到提高,从而解释了锚杆复合土钉支护在基坑支护中能够减小土体位移的原因,可为完善锚杆复合土钉支护设计理论提供参考。     

土钉抗拔承载力的原位试验研究

根据土钉现场抗拔试验数据,分析了钉材、浆液龄期等因素对土钉抗拔承载力的影响,建议了合理的下层土钉开挖时间。最后通过试验土钉抗拔力反算土体与锚固体的极限粘结强度,并与规范推荐值进行了比较。     

膨胀土中基桩胀拔力原型试验研究

膨胀土含水率的变化直接影响基桩的工作性状,为研究实际工况条件下膨胀土中基桩的浸水胀拔特性,开展钻孔灌注桩在浸水条件下的胀拔力原型试验。试验结果表明,浸水过程中,土体位移缓慢增长,最后达到稳定,受土体密实度和含水率的影响,表层土体竖向膨胀位移总是大于深部土体位移;伴随着土体的吸水膨胀过程,桩顶胀拔力首先快速增大,之后缓慢增大,最终达到稳定。分析认为,桩顶胀拔力是浸水过程中土的胀切力、桩体自重和桩土界面摩擦力共同作用的结果,为保证建筑物的安全,应合理设置桩长,使中性点以下的桩体锚固力大于桩顶极限胀拔力。     

钻孔注浆型土钉在深基坑支护工程中的应用

在条件复杂的深基坑支护工程中钻孔注浆型土钉方案的选用，提出了土钉支挡体系的计算与稳定性验算的方法。     

膨胀土地区铁塔基础抗拔机理研究

在对高压输电线路的铁塔基础抗拔模型试验及原型试验的基础上,深入研究了膨胀土地基的抗拔性能,分析了土体位移、应力分布、承载能力以及破坏机理,指出了目前黏性土的抗拔理论计算中存在的缺陷,即土体的破坏不是只局限于破裂面的面破坏,而是整个土体内部的体破坏。提出了黏性土的抗拔承载力应由基础自重、基础上的土体重量、土的抗剪强度（破坏土体内部）以及应力重分布产生的地基承载力构成,并利用有限元进行了分析和验证。另外,对试验中的模型尺寸的影响也进行了分析。     

高摩阻超静定土工格栅在粗粒土夹层中的剪胀作用研究

在加筋土工程中,采用异型格栅和设置粗粒土夹层可以有效增强筋土相互作用。然而粗粒土夹层厚度的确定方法仍有待进一步研究。基于一种带有凸起节点结构的高摩阻超静定土工格栅（high resistance hyperstatic geogrids,简称HRHG）与砾石的直剪试验结果,建立了剪切硬化筋土界面的剪胀本构模型,并进一步研究了筋土剪胀应力在土体内引起附加应力的分布规律。通过开展不同法向压力（30、50、80 kPa）下的直剪试验,研究了不同粗粒土夹层厚度（60、100、140、180 mm）对筋土相互作用的影响,并与筋土界面剪胀应力的分布规律进行了对比分析。结果表明,筋土界面剪胀本构模型可以有效计算剪缩位移和剪胀位移,且最终剪胀位移随法向压力增加而减小。由界面剪胀应力引起的粗粒土中附加应力随着与筋土界面距离的增加而降低,但是剪胀范围逐步增大。粗粒土夹层厚度的增加可以有效提高界面剪切强度,但存在最优夹层厚度使界面剪切强度的增幅迅速降低。最优夹层厚度随着法向压力的增加而减小。通过对比分析最优夹层厚度与剪胀应力比之间的关系,提出了基于筋土界面剪胀本构模型的确定最优夹层厚度的半经验公式,可为HR...     

粗粒土的破碎耗能计算及影响因素

粗粒土的颗粒破碎直接改变了土体本身结构,对粗粒土的剪胀和内摩擦角都会产生影响。在土体剪切过程中,体积应力和剪切应力在体积应变和剪切应变上做功,这部分能量在剪切过程中转化为颗粒的弹性储能、颗粒间的摩擦耗能、颗粒剪胀时对外做功和颗粒破碎耗能4部分。准确计算剪切过程中粗粒土破碎耗能的目的是：从能量角度分析颗粒破碎对土体本构关系的影响,为建立考虑颗粒破碎的粗粒土本构关系创造条件。通过分析粗粒土的常规三轴试验数据,计算得到了剪切过程中的粗粒土破碎耗能。计算结果表明,常规三轴试验条件下粗粒土破碎耗能主要受固结应力、土体摩擦系数M等因素的影响。     

Influences of overburden pressure and soil dilation on soil nail pull-out resistance

Soil nailing is the most popular technique for stabilizing newly formed and existing sub-standard slopes in Hong Kong because of its economic and technical advantages. The nail–soil interface shear resistance is an important parameter in design of soil nailed structures. A three-dimensional finite element model was established and used for simulating soil nail pull-out tests. The finite element model was verified by comparing simulated results with measured data. The agreement between the experimental and simulated results in terms of both average pull-out shear stress and stress variation was very good. Using this finite element model, a parametric study was carried out to study the influences of the overburden pressure and soil dilation angle on the soil nail pull-out resistance. The simulated peak pull-out resistance was not directly related to the overburden pressure, which was coincident with the observations in laboratory pull-out tests. The simulated pull-out resistance increased significantly with the increase in dilation angle of the shearing zone. This analysis indicated that the constrained dilatancy of the nail–soil interface and the soil surrounding the nail contributed a lot to the development of peak pull-out resistance.     

Performance of a compaction-grouted soil nail in laboratory tests

This study proposed a new soil nail known as the compaction-grouted soil nail, and a physical model was established to investigate its pull-out behaviour with different grouting pressures. The study on scale effect of the physical model was performed subsequently via numerical modelling. Additionally, interface shear tests were performed using the same boundary conditions as the physical model test. The strength parameters obtained were used to estimate the pull-out resistance of a conventional soil nail. The merits of these two soil nail types were compared based on their pull-out resistances. The physical model test results showed that the pull-out resistance of the compaction-grouted soil nail increases with increasing grouting pressure. In addition, the pull-out resistance exhibits hardening behaviour without a yield point, indicating that the compaction-grouted soil nail enables soils to remain stable against a relatively large deformation before ultimate failure. Furthermore, a higher grouting pressure results in a higher rate of increase for pull-out resistance versus pull-out displacement, which improves the performance of the compaction-grouted soil nail in the stabilization of large deformation problems. A comparison of the two types of soil nails suggests that the new compaction-grouted soil nail is more sensitive to grouting pressure than the conventional soil nail in terms of pull-out resistance improvement. In other words, the performance (pull-out resistance) of the compaction-grouted soil nail can be markedly improved by increasing the grouting pressure without inducing any accidental or undesired cracking or soil displacement.

     

The influence of the degree of saturation on compaction-grouted soil nails in sand

A series of large-scale model tests was conducted on compaction-grouted soil nails to study the influence of the degree of saturation on the soil response to compaction grouting and pull-out. The experimental results show that the initial degree of saturation of the soil strongly influences the grout injectability, thus the formed diameter of grout bulb. Subsequently, the diameter of the grout bulb alters the pull-out force, with larger grout bulbs generating higher pull-out forces and exhibiting greater hardening behaviour. Interestingly, the initial pull-out forces are the same for the same grouting pressure, regardless of the initial degree of saturation and the subsequently grout bulb. In addition, some of the main factors influencing the pressure grouting and pull-out of the soil nail, as the initial degree of saturation varies, are as follows. First, the variations in the soil pressure and density with the initial degree of saturation are similar to that of the volume of grout injected, and the compression of the soil induced by pressure grouting exhibits a similar evolution with the initial degree of saturation at different locations. Second, the initial degree of saturation of the soil sample plays a dominant role in the change in suction during pressure grouting and pull-out of soil nail. Third, the horizontal soil pressure derived from the pull-out of soil nail propagates closely in the soil sample of lower initial degree of saturation. The vertical soil pressure induced by the vertical soil dilation and squeezing effect varies in accidence with the initial degree of saturation and the grout bulb.

     

Discussion of “A simple mathematical model for soil nail and soil interaction analysis” by Wan-Huan Zhou and Jian-Hua Yin [Computers and Geotechnics 35 (2008) 479–488]

The paper by W. H. Zhou and J. H. Yin includes a problem regarding the pull-out resistance of a soil nail within dilatant soils. They calculate the pull-out force due to soil dilatancy using cylindrical expansion in an elastic medium. However, the soil in the vicinity of the nail experiences significant local softening behavior. This discussion indicates another method for calculating the normal stress due to soil dilatancy.     

非对称荷载作用下土体劈裂注浆压力分析

为研究在非对称荷载作用下土体劈裂注浆压力,基于扩孔理论和统一强度准则并考虑非对称荷载的作用,建立基于扩孔理论的劈裂注浆启劈压力分析模型,推导出浆泡周围塑性区土体的应力场、位移场、塑性区半径以及启劈注浆压力的理论解答,并以工程算例进行论证。结果表明,考虑对称荷载作用下的启劈注浆启劈压力较考虑非对称荷载作用下的值要大,对称荷载作用下的分析方法低估了塑性区半径;无论是柱形劈裂还是球形劈裂,当 1时,启劈压力会随着 的增大而增大,塑性半径会随着 的增大而明显减小;当 1时,启劈压力会随着 的增大而减小,而塑性半径的变化是有限的。预先了解土体的初始应力条件对正确的确定劈裂注浆启劈压力至关重要,可为劈裂注浆的设计和施工会提供更加完善的理论依据。     

A simple mathematical model for soil nail and soil interaction analysis

Soil nails have been widely used to stabilize slopes and earth retaining structures in many countries and regions, especially, in Hong Kong. The analysis of the interaction between a soil nail and the surrounding soil is of great interests to both design engineers and researchers. In this paper, authors present a simple mathematical model for the interaction analysis of a soil nail and the surrounding soil considering a few key factors which are soil dilation, bending of the soil nail, vertical pressure, and non-linear subgrade reaction stiffness. The lateral subgrade reaction between the soil and the soil nail is assumed to obey a hyperbolic relation. Reported test data in the literature are used to verify the present model. The contributions of the soil-nail bending on the pull-out resistance are evaluated in two case studies.     

Study on soil–cement grout interface shear strength of soil nailing by direct shear box testing method

An important design parameter in cement-grouted soil nailed structures is the shear strength at the interface between the grouted nail and the surrounding soil. Both field and laboratory pull-out tests are normally used to investigate this interface shear strength. However, these tests have some limitations. In this study, direct shear box tests are adopted to investigate the interface shear strength behaviour between a completely decomposed granite (CDG) soil and a cement grout plate. Tests were carried out in a large direct shear test apparatus over a range of constant normal stress, soil moisture content, and soil–cement grout interface surface waviness. The laboratory test procedures are briefly described and the main test results are presented, followed by a discussion of the shear behaviour of the soil–cement grout interface. The interface shear behaviour is compared with the shear strength behaviour of the same soil tested under comparable conditions. It is shown that the shear stress–displacement behaviour of the soil–cement grout interface is similar to that of the soil alone. The test results indicate that the interface shear strength of the CDG and cement grout material depends on the normal stress level, the soil moisture content, and the interface surface waviness.     

钙质土颗粒咬合作用机制

形状不规则的钙质土在剪切应力作用下土颗粒之间存在咬合作用,从而使抗剪强度显著提高。为研究钙质土颗粒的咬合作用机制,针对不同粒径的钙质土开展三轴固结不排水和固结排水试验,并对颗粒形状进行了分析,揭示了钙质土咬合力的形成机制和表现形式。研究表明：①不规则的颗粒形状是钙质土产生咬合力的前提条件;②在不同粒径的钙质土中,因不同形状颗粒的含量存在差异导致咬合力大小也不同;③咬合力大小受应力水平影响较为明显,在低围压下咬合作用导致剪胀而提高内摩擦角;在高围压下咬合作用克服颗粒强度做功,造成颗粒破碎,提高黏聚力值而降低有效内摩擦角。钙质土颗粒之间的咬合对强度有明显增强作用,在工程设计中应充分考虑咬合力的影响。     

不同环剪方式下滑带土残余强度试验研究

以三峡库区黄土坡滑坡滑带土为研究对象,利用环剪仪研究了黄土坡滑坡滑带土在单级剪、预剪以及多级剪3种环剪方式下的残余强度特征。试验结果表明：不同环剪试验下剪切带的形成与剪切位移相关;残余强度随有效法向应力的增大而增大,对于已经存在剪切带的滑带土,环剪时能很快达到残余强度状态;滑带土环剪轴向压缩分初始剪胀、颗粒运移压密和稳定压密3个阶段,且每个阶段剪应力变化趋势不同;预剪试验和多级剪切试验得到的残余强度偏大,应该首选单级剪切试验测试滑带土残余强度指标。     

粗粒土剪胀性大型三轴试验研究

剪胀性是土体显著区别于一般弹性材料的基本特性,与土体的强度和变形特性密切相关。通过4组不同初始密度的塔城砂砾石常规大型三轴试验,研究剪胀性对粗粒土强度和变形特性的影响。试验结果表明,（1）若体变速率（体变和轴向应变均以压缩为正）先从正值减小到负值并达到最小值,随后又有所增大但仍小于0,则应力-应变曲线为软化型,在比值为最小值时土体剪胀性最大,对应于峰值强度,若体变速率从某一正值单调减小并一直大于0,则应力-应变曲线为硬化型;（2）体变变化趋势取决于剪胀性和压缩性的大小,剪切后期若剪胀速率大于压缩速率,则体变先压缩后膨胀,应力-应变曲线呈软化型,反之若剪胀速率小于压缩速率,则体变一直是压缩的,应力-应变曲线呈硬化型。研究结果对于加深认识粗粒土的强度和变形特性具有重要意义。