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1.
This paper presents the method proposed to calculate the bearing capacity of a square footing under oblique and eccentric oblique loading condition (satisfying both shear failure and settlement criteria) resting on fiber reinforced sand layer underlain by sand with geosynthetic/fabric sheet at the interface. Large direct shear tests were carried out to investigate the shear strength parameters of sand and randomly distributed fiber reinforced sand (RDFS) and soil-plastic fabric sheet bond. The ultimate bearing capacity of RDFS was determined using direct shear results. Non-dimensional charts proposed by Kumar (Behaviour of eccentrically–obliquely loaded footing on reinforced earth slab. Ph.D. thesis, University of Roorkee, Roorkee, India, 2002) were used to consider the contribution of plastic fabric sheet in increasing the bearing capacity. Also, for calculating the settlement, horizontal deformation and tilt at a given pressure the regression analysis of plate load test data have been carried out. The predicted values of ultimate bearing capacity, settlement, horizontal deformation and tilt are compared with the experimental values which are in good agreement with each other. There appeared to be an increase in the residual shear strength and angle of internal friction of RDFS. 相似文献
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3.
The characteristics of hydrocarbon-contaminated soils have been among major concerns of geotechnical engineers due to its significant frequency of event and also its influential consequences on our surroundings from various environmental and engineering viewpoints. Heretofore, the effects of diverse kinds of hydrocarbon contaminants on majority of geotechnical properties of fine- and coarse-grained soils such as grain size, hydraulic conductivity, plasticity, compressibility, internal friction, cohesion, and shear strength have been investigated. However, there has not been a concentrated research study examining shear wave velocity (\({\text{V}}_{\text{s}}\)) of hydrocarbon-contaminated soils as an important geotechnical property of soil due to this fact that, in small/very small strain levels, the maximum shear modulus of soils (\({\text{G}}_{ \hbox{max} }\)) can be determined using shear wave velocity (\({\text{G}}_{ \hbox{max} } =\uprho{\text{V}}_{\text{s}}^{2}\)). This paper aims to investigate effects of hydrocarbon contamination on shear wave velocity of sandy soils by comparing shear wave velocities in identically prepared clean and contaminated samples. To this aim, an Iranian light crude oil, a standard type of silica sand (Ottawa sand), and a bender element apparatus were used to minutely measure shear wave velocity of clean and crude oil contaminated sand samples. Moreover, dry and quasi-moist tamping methods were employed in order to provide comparable clean and contaminated specimens (containing 4, 6, 8, 10, and 12 wt% of crude oil), respectively. Firstly, a comprehensive bender element (BE) and resonant column tests were conducted on the identically prepared clean sand samples at various amounts of frequency (2–20 kHz) and under various confining pressure (50–500 kPa) to find the best methods of accurately determining shear wave travel time in BE tests. Thereafter, BE tests were conducted to examine shear wave velocity in contaminated specimens. Based on the results, it was found that there was a critical value for crude oil content with the maximum shear wave velocity so that shear wave velocity of 4 wt% contaminated sand (Vs-4 wt%) was about 1.2 times higher than clean one (Vs-clean), and contrastingly adding further crude oil up to 6 wt% made a significant reduction in value of shear wave velocity to some extent that Vs-6 wt% was slightly lower than Vs-clean (Vs-6 wt% = 0.95–0.97Vs-clean). Moreover, adding more contaminant (8–12 wt%) into sand had negligible influences on shear wave velocity. In this paper, the effects of crude oil contamination on sand microstructure were also evaluated using scanning electron microscopy. 相似文献
4.
Experimental Study of Bearing Capacity of Granular Soils,Reinforced with Innovative Grid-Anchor System 总被引：1，自引：0，他引：1
Mansour Mosallanezhad Nader Hataf Arsalan Ghahramani 《Geotechnical and Geological Engineering》2008,26(3):299-312
The pull-out resistance of reinforcing elements is one of the most significant factors in increasing the bearing capacity
of geosynthetic reinforced soils. In this research a new reinforcing element that includes elements (anchors) attached to
ordinary geogrid for increasing the pull-out resistance of reinforcements is introduced. Reinforcement therefore consists
of geogrid and anchors with cubic elements that attached to the geogrid, named (by the authors) Grid-Anchor. A total of 45
load tests were performed to investigate the bearing capacity of square footing on sand reinforced with this system. The effect
of depth of the first reinforcement layer, the vertical spacing, the number and width of reinforcement layers, the distance
that anchors are effective, effect of relative density, low strain stiffness and stiffness after local shear were investigated.
Laboratory tests showed that when a single layer of reinforcement is used there is an optimum reinforcement embedment depth
for which the bearing capacity is the greatest. There also appeared to be an optimum vertical spacing of reinforcing layers
for multi-layer reinforced sand. The bearing capacity was also found to increase with increasing number of reinforcement layer,
if the reinforcement were placed within a range of effective depth. The effect of soil density also is investigated. Finally
the results were compared with the bearing capacity of footings on non-reinforced sand and sand reinforced with ordinary geogrid
and the advantages of the Grid-Anchor were highlighted. Test results indicated that the use of Grid-Anchor to reinforce the
sand increased the ultimate bearing capacity of shallow square footing by a factor of 3.0 and 1.8 times compared to that for
un-reinforced soil and soil reinforced with ordinary geogrid, respectively. 相似文献
5.
软土地区土体工程性质较差,土体所能提供桩侧摩阻力和桩端阻力较小,预制桩桩身材料强度无法充分发挥。在预制桩压入土体过程中灌入砂石能够改善桩周土体性质,提高桩-土接触面摩擦性能,从而提高桩基的抗压极限承载力。为了研究填砂竹节桩的抗压承载性能,进行了一组现场静载试验和ABAQUS三维建模计算,通过对试验和计算结果的分析可以得出以下结论：软土地基中填砂竹节桩的抗压承载性能相比常规等截面管桩有了显著提高;填砂竹节桩桩身轴力在竹节节点处减少幅度较大,竹节节点能够提高桩侧承载性能;软土地基中填砂竹节桩桩侧承载性能相比常规等截面管桩有了显著提高,且侧阻增大系数为1.15～1.40。 相似文献
6.
在实际工程中,常见天然的或通过人工换填形成的上部砂土、下部黏土的层状地基,目前关于这种双层地基极限承载力和破坏机制研究还不够深入。通过有限差分法建立双层地基数值模型,分析基底粗糙程度、砂土剪胀角和超载对地基破坏模式及极限承载力的影响,并根据有限差分法计算结果对强度加权平均法、应力扩散法和冲剪破坏法等现有实用计算方法的估算正确性进行评价。研究结果表明,基底粗糙程度对极限承载力的影响随着砂土内摩擦角的增大而减小;当剪胀角较小时,剪胀角变化对承载力的影响更为明显;当下层黏土强度较小时,超载的作用更明显。强度加权平均法由于低估破坏面影响深度导致砂土层权重较大,计算结果偏大;应力扩散法忽略了砂土剪切强度,在砂土层较厚时出现低估;冲剪破坏法由于可较为精确地计算砂土破坏面上抗剪强度和被动土压力,是3种实用方法中计算最准确的,当砂土厚度和黏土强度较大时,建议按太沙基经验公式对下卧黏土进行局部剪切破坏修正后确定极限承载力。 相似文献
7.
断层、滑坡、液化等地质灾害引起的场地大变形对埋地管道结构安全产生严重的威胁。开展了中密砂中埋地管道−砂土水平横向相互作用的系列三维数值模拟,根据数值模拟的结果探讨了不同深径比下管−砂土横向相互作用时土体的破坏模式,研究了深径比对砂土极限承载力的影响。基于管周土体的破坏模式建立了简化计算模型,根据极限平衡理论推导了管道水平横向运动时砂土极限承载力计算公式。研究结果表明：极限状态下,浅埋管道周围土体形成延伸到地表的破裂面,轮廓线近似对数螺线;砂土的极限承载力随着深径比增加,最终在临界深径比处达到稳定;随着深径比的增加,土体发生剪切滑动破坏所需的管道位移也逐渐增大;由于横向承载力系数取值依据不同,国内外规范计算所得土体极限承载力差异较大;得到的解析解能够较好地预测中密砂土中浅埋管道水平横向运动时土体的极限承载力。 相似文献
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9.
人工合成透明土材料在支撑岩土工程可视化模型试验技术领域得到了良好的应用。然而,关于该新型材料的动力特性研究仍相对缺少,一定程度上影响了其在动力相关模型试验中的推广应用。基于共振柱、动扭剪试验仪器,开展人工合成透明砂土的动变形与动强度特性试验研究,并与天然砂土及福建标准砂的相关动变形与动强度特性进行对比分析;透明砂土由折射率一致的熔融石英砂和混合油配制而成,混合油由15号白矿物油和正12烷按比例混合而成。试验测定并分析了透明砂土的动剪切模量-应变、阻尼比-应变、动剪切模量-阻尼比等关系曲线,以及孔压、动强度特征。试验结果表明,由熔融石英砂与混合油配制而成的透明砂土的动变形和动强度特性与天然砂土相似,可以模拟天然砂土材料开展动力相关模型试验研究。 相似文献
10.
The effects of foundation width on model tests for the bearing capacity of sand with geogrid reinforcement 总被引：1，自引：0，他引：1
Summary Laboratory model test results for the ultimate bearing capacity of surface strip foundations on geogrid-reinforced sand and
unreinforced sand are presented. A fine uniform sand and one type of geogrid (Tensar BX1000(SSO)) were used for the tests.
The width of the foundation and the relative density of sand were varied to determine their effects on the bearing capacity
ratio. It was found that the bearing capacity ratio of the sand-geogrid system decreased with an increase in foundation width.
However, above a certain foundation width (130–140 mm) a practically constant value of bearing capacity ratio was observed. 相似文献
11.
加筋尾矿砂的连续增强区 总被引：2，自引：0，他引：2
为研究土工织物增强尾矿砂结构的变形、破坏机理 ,室内进行了不同铺设层数下的三轴剪切试验。试验结果表明 :当仅铺设一层土工织物时 ,试件的变形、破坏特征和纯尾矿砂相似 ;随着土工织物铺设层数的增加 ,试件中均出现数个水平连续增强区域 ,抑制剪切变形的进一步发展。试件达到峰值强度后 ,仍有较高的承载能力。最后探讨了连续增强区对加筋土结构强度增长的影响 相似文献
12.
提供了土工格栅加筋砂土上的偏心受压条形基础极限承载力的室内模型试验结果。试验中只使用了一种相对压实密度的砂土和一种土工格栅,基础深度由0变化至B（基础宽度）。基于室内试验结果,提出了一个称为折减系数的经验关系,将偏心受压基础的极限承载力与中心受压基础的极限承载力联系起来。 相似文献
13.
基坑开挖不仅改变了半无限空间体边界条件,卸载时还会引起周围地层移动,导致既有建筑物地基承载力的附加损失。在临近基坑既有建筑物地基承载力计算中,其抗剪强度参数的选取有别于斜坡上地基计算参数的常规取值方法。通过探讨临近基坑既有建筑物地基抗剪强度指标的取值问题,建议以地基土的完全软化强度与残余抗剪强度的平均值作为临近基坑既有建筑物地基抗剪强度指标,并据此估算了临近基坑既有建筑物地基承载力。所得结果与斜坡上地基承载力的试验值和理论解对比分析后显示出其具有一定的合理性。所建议的抗剪强度指标取值方法,还有待于试验的进一步验证。 相似文献
14.
Rochelle Brown Arun J. Valsangkar Allison B. Schriver 《Geotechnical and Geological Engineering》2004,22(2):187-198
The results of centrifuge modeling of surface footings on a sand layer underlain by a rigid base are presented. The primary
objective was to investigate the effect of sand layer thickness on the ultimate bearing capacity. The relative density of
the sand layer and shapes of the model footings were also varied in the test program. The data indicate that prototype size
footings are likely to experience local shear failure rather than general shear type failure. The observed values of the bearing
capacity are compared with the predictions based on the Mandel and Salencon (1972) theory. It is concluded that theoretical
predictions are conservative in relation to the experimental bearing capacity values, if appropriate values of mobilized angles
of friction are used.
This revised version was published online in July 2006 with corrections to the Cover Date. 相似文献
15.
为探究地基土体在附加应力作用下抗剪强度的变化规律,对传统剪切试验方法进行了改进。通过气压式全自动固结仪预先对试样施加多组精确的附加应力（超出原状土体上覆土重的荷载）后进行快剪试验,以淤泥质粉质黏土与粉土夹粉砂两类土体为研究对象,分析结构与状态的变化对抗剪强度指标值的影响;从受剪土体与剪切盒各层面受力与沉降关系出发,融入剪切面积动态表达式,推导出剪切正应力的修正公式,代入试验计算抗剪强度参数值。结果表明:两类土体受附加应力的影响存在明显的差异,淤泥质粉质黏土以黏聚力变化为主,粉土夹粉砂则体现在内摩擦角上;含水量及孔隙比的改变与土体抗剪强度参数值的变化之间存在反相关关系。 相似文献
16.
花岗岩残积土属区域性特殊土,一般具有较强的结构性,准确获得其力学参数是进行基坑等工程设计的前提条件。针对广州地区花岗岩残积土,开展系列力学特性试验研究,包括压板载荷试验、标贯试验以及室内侧限压缩、直剪等常规试验,基于试验结果得到工程中常用的花岗岩残积土力学参数,并进行对比分析及验证。结果表明,由花岗岩残积土室内直剪试验强度参数（黏聚力c、内摩擦角 ）计算得到的地基极限承载力以及由室内侧限压缩试验得到的花岗岩残积土变形参数均明显小于实测值;由压板载荷试验反算得到的花岗岩残积土c、 和变形模量E50计算p-s曲线结果与实测结果较为吻合;由标贯试验结果得到的花岗岩残积土E50则与由压板载荷试验得到的E50结果接近,说明压板载荷试验、标贯试验可作为花岗岩残积土力学参数的合理确定方法之一。 相似文献
17.
Bearing capacity of strip foundation on geogrid-reinforced sand 总被引：1，自引：0，他引：1
E. C. Shin B. M. Das E. S. Lee C. Atalar 《Geotechnical and Geological Engineering》2002,20(2):169-180
Results of small-scale laboratory model tests to determine the ultimate bearing capacity of a strip foundation supported by sand with multiple layers of geogrid reinforcement are presented. Tests were conducted with only one type of geogrid and a sand compacted to one relative density. The embedment ratio of the foundation was varied from zero to 0.6. It is found that, for the given reinforcement-depth ratio, the bearing capacity ratio with respect to ultimate load increases with embedment. The relationship between the bearing capacity ratio at ultimate load and at limited levels of settlement (less than or equal to 5% of foundation width) is also presented. The bearing capacity ratio at limited levels of settlement is smaller than the value at ultimate load. 相似文献
18.
复合加载情况下双层地基极限承载力研究 总被引：2，自引：0，他引：2
在复合加载情况下精确求解层状非均质地基的极限承载力,具有很强的工程实用与理论参考价值。基于土体极限平衡理论与通用有限元软件ABAQUS,针对复合加载情况下上硬下软的双层不排水饱和软黏土地基的极限承载力,进行了大量的数值计算,得出了上层土临界深度Hcr的计算公式、竖向极限承载力Pv的计算公式以及复合加载情况下地基破坏时的破坏包络面方程。研究结果表明：上层土临界深度Hcr取决于土层间强度比Su1/Su2;竖向极限承载力Pv与破坏包络面取决于土层间强度比Su1/Su2、上层土深度H1与基础型式。 相似文献
19.
The pre-bored grouted planted pile is a new type of composite pile foundation that consists of a precast concrete pile and the surrounding cemented soil. A series of shear tests were conducted in a specific shear test apparatus to investigate the shaft capacity of the different pile–soil interfaces. The test results show that the frictional capacity of the cemented soil–sand interface is controlled mainly by the sand properties, while the strength of the cemented soil slightly influences the interface properties by affecting the normalized roughness coefficient Rn. The frictional capacity of the concrete–sand interface is similar to the frictional capacity of the cemented soil–sand interface, and the existence of mud cake layer virtually hampers the frictional properties of the interface. The maximum skin friction of the concrete–cemented soil interface increases approximately linearly with the increasing cemented soil strength, and the value of the maximum skin friction is much larger than that of the cemented soil–sand interface of identical cemented soil strength, which demonstrates the integrity of the pre-bored grouted planted pile in the load transfer process. 相似文献
20.
砂土中扩体锚杆承载特性模型试验研究 总被引：1，自引：0，他引：1
在25个室内模型试验基础上,研究了均质砂土中竖向拉拔扩体锚杆的几何尺寸及埋深对其承载特性的影响。试验结果表明,根据深径比的不同,扩体锚杆可以分为浅埋与深埋扩体锚杆2种形式,它们在拉拔过程中均经历了土体弹性变形阶段、非扩体锚固段-土界面剪切破坏阶段、土体弹塑性变形阶段以及剪切破坏阶段,破坏特征分别表现为整体剪切破坏与局部剪切破坏。通过扩体锚杆与普通拉力型锚杆模型试验对比发现：与普通拉力型锚杆相比,扩体锚杆极限承载力、承载比与安全性均有大幅度提高。而通过增大扩体锚固段直径的方式提高扩体锚杆承载力的优势较为明显。此外,根据承载比分析,扩体锚杆存在最优扩体锚固段直径,因此,在实际工程中应寻找一个满足需要的最优扩体锚固段尺寸以取得较好的经济效益。 相似文献