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Extrapolating residual GMX/GDC interface strength from direct shear tests 从直剪试验推断残余GMX/GDC界面强度
IF 4.5 2区 工程技术 Q2 ENGINEERING, GEOLOGICAL Pub Date : 2023-11-15 DOI: 10.1680/jgein.23.00111
J. Lin, T. D. Stark, A. Idries
The residual interface strength is mobilized along sideslopes of geosynthetic lined areas, such as landfill sideslope. Unfortunately, only a large displacement (LD) interface strength is measured in frequently used direct shear tests, which overpredicts the residual interface strength by about 40% because of limited continuous shear displacement and new geomembrane being introduced during the test. Commercial laboratories usually conduct direct shear tests in accordance with ASTM D5321 or D6243, which can only measure the LD interface strength. This paper suggests a method to estimate the residual interface strength from direct shear test results, which provides a better estimate of field interface strengths. The shear stress-displacement relationship from ring shear tests fits a power function, which can be used to extrapolate direct shear test results to a residual strength. This paper shows the power function can predict reasonable residual interface strengths from the shear stress-displacement relationship measured in direct shear tests. This method allows people to estimate the residual strength data when only direct shear test results are available and prevents overprediction of the Factor of Safety (FoS) during slope stability evaluations.
残余界面强度沿土工合成衬砌区(如填埋边坡)的边坡进行动员。不幸的是,在常用的直剪试验中,只测量了大位移(LD)界面强度,由于有限的连续剪切位移和试验中引入的新土工膜,其对残余界面强度的预测过高了约40%。商业实验室通常按照ASTM D5321或D6243进行直接剪切试验,只能测量LD界面强度。本文提出了一种从直剪试验结果中估计残余界面强度的方法,该方法能较好地估计现场界面强度。环剪试验的剪切应力-位移关系拟合幂函数,可将直剪试验结果推断为残余强度。本文表明,幂函数可以根据直剪试验中测得的剪切应力-位移关系预测合理的界面残余强度。该方法使人们能够在只有直剪试验结果的情况下估计残余强度数据,并防止在边坡稳定性评估中对安全系数(FoS)的过度预测。
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引用次数: 0
Investigation on dynamic performance of soilbag cushion using shaking table tests 用振动台试验研究土袋垫的动力性能
2区 工程技术 Q2 ENGINEERING, GEOLOGICAL Pub Date : 2023-11-09 DOI: 10.1680/jgein.23.00074
B. Fang, S. Liu, Y. Lu, S. Chen, Y. Zhang, C. Zhang, C. Zhang
Soilbag cushion is one of the promising base isolation methods to reduce seismic energy transfer from ground to building structure. In this study, a series of shaking table tests were conducted comparatively on foundation models with soilbag cushion and sand cushion to evaluate their dynamic performance. The test results indicate that soilbag cushion could significantly reduce acceleration response and accumulated settlement compared to sand cushion. And the relatively smaller amplitude of dynamic lateral earth pressure measured on contact surface of soilbags within soilbag cushion also indicates its stability during oscillation. The advantages of soilbag cushion for energy dissipation and damping are more easily highlighted under the condition of high-acceleration, high-frequency or high uniformly distributed load. The dynamic performance of soilbag cushion is dependent on embedded depth and thickness. It is most effective for soilbag cushion to be arranged near the rigid footing of building structures; it is suggested that the number of layers of soilbag cushion be controlled on the premise of the designed ratio of the thickness to the width of soilbag cushion ranging from 0.125 to 0.4 for low- or middle-rise masonry buildings in practical engineering.
土袋垫层是一种很有前途的基础隔震方法,可以减少地震能量从地面传递到建筑结构。本研究对土袋垫层和砂垫层地基模型进行了振动台对比试验,对其动力性能进行了评价。试验结果表明,与砂垫层相比,土袋垫层能显著降低土体的加速度响应和累积沉降。在土袋垫层内部土袋接触面测得的动侧土压力幅值相对较小,也说明了土袋垫层在振荡过程中的稳定性。在高加速度、高频或高均布荷载条件下,土袋垫的耗能和阻尼优势更容易凸显。土袋垫层的动力性能与埋置深度和厚度有关。土袋垫层布置在建筑结构刚性基础附近最有效;建议在实际工程中,对于中低层砌体建筑,在土袋垫层厚度与宽度的设计比为0.125 ~ 0.4的前提下,控制土袋垫层的层数。
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引用次数: 0
Durability of geogrid in a sloped reinforced soil wall after 25 years in-service 斜面加筋土墙土工格栅服役25年后耐久性分析
2区 工程技术 Q2 ENGINEERING, GEOLOGICAL Pub Date : 2023-10-18 DOI: 10.1680/jgein.22.00359
V. S. Quinteros, R. J. Fannin
The durability of geogrid reinforcement exhumed after 25 years from a sloped wall structure was examined through a comparison of the material properties of exhumed samples with technical data for the original product type. Visual and microscopic inspections found no evidence of installation damage. Analysis of strain increments in rapid loading creep tests to 10 000 h showed excellent agreement between the exhumed and original materials. The results of this study lend confidence in the use of isochronous load–strain–time data for predicting the long-term strain of geosynthetic-reinforced soil structures in design to a serviceability limit state.
通过将挖掘出的样品的材料特性与原始产品类型的技术数据进行比较,研究了25年后从倾斜墙结构中挖掘出的土工格栅加固的耐久性。目视和显微镜检查未发现安装损坏的证据。快速加载蠕变试验的应变增量分析表明,挖掘出的材料与原始材料之间具有良好的一致性。本研究的结果为使用等时荷载-应变-时间数据来预测土工合成加筋土结构在设计到使用极限状态时的长期应变提供了信心。
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引用次数: 0
Assessment of the stress crack resistance of multilayered textured HDPE geomembranes 多层织构HDPE土工膜抗应力开裂性能评价
2区 工程技术 Q2 ENGINEERING, GEOLOGICAL Pub Date : 2023-10-18 DOI: 10.1680/jgein.23.00096
F. B. Abdelaal, M. Zafari, R. K. Rowe
The stress crack resistance (SCR) of different multilayered textured geomembranes (GMBs) immersed in synthetic municipal solid waste leachate at 55°C and 85°C for 50 months was assessed using their smooth edge or smooth equivalent GMBs made from the same formulation as textured GMBs. The difference between the actual thickness of the smooth edge and the nominal thickness of the GMB was shown to result in SCR values that do not reflect the true SCR of the GMB resin when assessed based on the current ASTM standard test procedure. As such, adjustments to the current test method are presented to limit its effect on SCR, especially when comparing the performance of different GMBs based on SCR. Additionally, due to variations in formulation and thickness of the textured and smooth portions of GMB rolls, a new double-notching technique was examined to assess the SCR of the textured portion. Using this technique on samples from textured and smooth portions at different incubation times showed similar initial and stabilised SCR values but different SCR degradation rates for the two different parts of the same GMB roll. Relying solely on SCR values obtained from the smooth edge/smooth equivalent GMB may thus underestimate or overestimate the degradation of multilayered textured GMBs.
在55°C和85°C的条件下,对不同的多层土工膜(GMBs)在合成城市生活垃圾渗滤液中浸泡50个月的应力抗裂性(SCR)进行了评估,使用它们的光滑边缘或由相同配方制成的光滑等效GMBs。光滑边缘的实际厚度与GMB的标称厚度之间的差异表明,当根据当前的ASTM标准测试程序评估时,SCR值不能反映GMB树脂的真实SCR。因此,提出了对当前测试方法的调整,以限制其对可控硅的影响,特别是在比较基于可控硅的不同gmb的性能时。此外,由于GMB轧辊的织构部分和光滑部分的配方和厚度的变化,研究了一种新的双缺口技术来评估织构部分的SCR。在不同孵育时间下,对纹理部分和光滑部分的样品使用该技术表明,同一GMB卷的两个不同部分的SCR初始值和稳定值相似,但SCR降解率不同。因此,仅仅依靠光滑边缘/光滑等效GMB获得的SCR值可能会低估或高估多层纹理GMB的退化。
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引用次数: 0
Modular polymer stormwater collection structure response to one-week design truck load 模块化聚合物雨水收集结构对一周设计卡车荷载的响应
2区 工程技术 Q2 ENGINEERING, GEOLOGICAL Pub Date : 2023-10-09 DOI: 10.1680/jgein.23.00095
R. W. I. Brachman, A. Zarpeima, J. M. LeBlanc
Full-scale physical modelling is used to evaluate the response of modular polymer stormwater collection structures when subjected to design-truck loading that was sustained for one week (i.e. a parked vehicle) and when buried with minimum soil cover. Surface loading was applied on a steel load pad that simulates one-half of the AASHTO design-truck single-axle that was held constant for 1 week to assess the stability of the buried system and demand on the platen and column components of the modules to allow independent load rating of the buried structure. No collapse or limiting state occurred. The 1-week creep buckling resistance was found to be nearly 4 times the factored column demand to 1-week loading for both module types. New insight on time dependent behaviour of the soil-structure system was gained by comparing the buried response to creep tests conducted on isolated columns and platens. The response of the buried soil-structure system was less severe than unconstrained creep. Column loads were found to not increase with time. Bending deflections increased by 1.04 to 1.26 times when buried rather than by 3.0 to 3.4 times for unconstrained creep as platen creep when buried was greatly restrained by the soil.
全尺寸物理模型用于评估模块化聚合物雨水收集结构在持续一周的设计卡车装载(即停放的车辆)和埋在最小土壤覆盖下时的响应。在模拟AASHTO设计卡车单轴一半的钢加载垫上施加表面载荷,保持恒定一周,以评估埋地系统的稳定性,以及模块的压板和柱组件的需求,以允许独立的埋地结构荷载等级。未发生崩溃或限制状态。两种模块类型的1周蠕变屈曲抗力几乎是1周加载时柱需求因子的4倍。通过比较在孤立柱和台板上进行的蠕变试验的埋地响应,获得了对土-结构系统的时间依赖行为的新见解。埋土-结构体系的蠕变响应要小于无约束蠕变。柱荷载不随时间增加而增加。埋地条件下,无约束蠕变的弯曲挠度增加了1.04 ~ 1.26倍,而无约束蠕变的弯曲挠度增加了3.0 ~ 3.4倍。
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引用次数: 0
Best Geosynthetics International Paper for 2022 2022年最佳国际土工合成论文奖
2区 工程技术 Q2 ENGINEERING, GEOLOGICAL Pub Date : 2023-10-01 DOI: 10.1680/jgein.2023.30.5.449
R. J. Bathurst
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引用次数: 0
Dynamic properties of frozen rubber-reinforced expansive soils under confining pressure 围压作用下冻结橡胶加固膨胀土动力特性研究
2区 工程技术 Q2 ENGINEERING, GEOLOGICAL Pub Date : 2023-09-20 DOI: 10.1680/jgein.23.00044
Z. Yang, Z. Cheng, Y. Cui, X. Ling, W. Shi
In recent years, waste rubber has been increasingly utilized to enhance the performance of expansive soil foundations. This study aims to investigate the influence of rubber powder on the dynamic characteristics of frozen rubber-reinforced expansive soils (RRES) in permafrost regions. Temperature-controlled dynamic triaxial tests were conducted on RRES samples, varying rubber content, freezing temperatures, and confining pressures. The key findings are as follows: (1) A modified Hardin model with freezing temperature and rubber content as correction factors was established, which was verified to be useful for describing the dynamic stress-strain relationship. (2) Under the confining pressure, the dynamic shear modulus decreases with increasing rubber content. When the rubber content changes from 5% to 10%, the dynamic shear modulus decreases by about 20 MPa; the change becomes less obvious after the content exceeds 20%, and the RRES tends to show the characteristics of rubber. (3) As the rubber content increases, the damping ratio rises and shows the phenomenon of increasing and then decreasing with increasing confining pressure, and reaching a maximum at 0.4 MPa; (4) A prediction model for the maximum dynamic shear modulus with rubber content, freezing temperature and confining pressure is proposed.
近年来,废橡胶被越来越多地用于提高膨胀土地基的性能。研究了橡胶粉对冻土区橡胶加筋膨胀土动力特性的影响。在不同橡胶含量、冻结温度和围压条件下,对RRES试样进行了温控动态三轴试验。主要研究成果如下:(1)建立了以冻结温度和橡胶含量为修正因子的修正Hardin模型,验证了该模型能较好地描述动态应力-应变关系。(2)围压下,动剪切模量随橡胶掺量的增加而减小。当橡胶含量从5%变化到10%时,动剪切模量降低约20 MPa;含量超过20%后变化不明显,RRES趋于表现出橡胶的特性。(3)随着橡胶掺量的增加,阻尼比增大,并随围压的增加呈现先增大后减小的现象,在0.4 MPa时达到最大值;(4)建立了含胶量、冻结温度和围压对最大动剪切模量的影响预测模型。
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引用次数: 0
Probabilistic analysis for the reinforced fill over void problem 加筋填空问题的概率分析
IF 4.5 2区 工程技术 Q2 ENGINEERING, GEOLOGICAL Pub Date : 2023-09-04 DOI: 10.1680/jgein.23.00067
R. Bathurst, F. M. Naftchali
Analytical and numerical solutions for the problem of geosynthetic reinforced fills over a void have been the subject of investigation for the last four decades. A common feature of this prior work is that all methods have treated the analytical solutions as deterministic. While the treatment of some input parameters must be taken as deterministic, there are other parameters that have uncertainty. Furthermore, the underlying mechanistic models for load and resistance terms in the limit state equations for the reinforced fill over a void problem can be expected to have different accuracy. This paper revisits the problem of geosynthetic reinforced fills over voids from a probabilistic point of view for reinforcement tensile strain, tensile strength and geosynthetic stiffness limit states. Particular attention is paid to the method used to select the isochronous stiffness of the reinforcement and the associated uncertainty in the magnitude of that value. The paper demonstrates how the factor of safety from deterministic past practice can be linked quantitatively to reliability index used in contemporary probabilistic design. Finally, the paper demonstrates the advantage of using product-specific constant-load creep test results to maximise margins of safety for strength and stiffness limit states in both deterministic and probabilistic frameworks.
在过去的四十年里,土工合成材料加筋填充物问题的分析和数值解一直是研究的主题。这项先前工作的一个共同特点是,所有方法都将分析解视为确定性的。虽然某些输入参数的处理必须被视为确定性的,但还有其他参数具有不确定性。此外,在孔隙上加筋填土的极限状态方程中,荷载和阻力项的基本力学模型可能具有不同的精度。本文从钢筋拉伸应变、抗拉强度和土工合成材料刚度极限状态的概率角度,重新探讨了土工合成纤维填充空隙的问题。特别注意用于选择钢筋等时刚度的方法以及该值大小的相关不确定性。本文论证了如何将过去确定性实践中的安全系数与当代概率设计中使用的可靠性指标定量联系起来。最后,本文证明了在确定性和概率性框架中,使用特定产品的恒载蠕变试验结果来最大限度地提高强度和刚度极限状态的安全裕度的优势。
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引用次数: 0
Filtration behaviour of staple fibre geotextiles under unequal biaxial tensile strains 短纤维土工织物在不等双轴拉伸应变下的过滤性能
IF 4.5 2区 工程技术 Q2 ENGINEERING, GEOLOGICAL Pub Date : 2023-09-04 DOI: 10.1680/jgein.23.00056
L. Tang, W. Francey, J. Zheng, X. Wang, X. Luo
Gradient ratio tests were conducted to investigate the filtration behaviour of staple fibre needle-punched nonwoven geotextiles subjected to unequal biaxial tensile strains. Three groups of biaxial tensile strains were designed, with the ratios of the strain in the machine direction to that in the cross-machine direction set to 1, 2, and 4, respectively. The strains in the machine direction in the three groups were the same, ranging from 10% to 30%. The tested filtration properties included the gradient ratio (GR), permeability of the soil-geotextile system, mass of soil loss, and permittivity of the pure geotextiles. Comparisons were made between the filtration properties of staple fibre (SN) geotextiles and continuous filament (CN) geotextiles. It is shown that for a certain strain ratio, the GR value at the time of test termination increases with increasing strain, and the permeability of the soil-geotextile system, soil loss, and permittivity of the pure geotextiles decrease with increasing strain. The soil loss and permittivity under equal biaxial tensile strains tend to be higher than those under unequal biaxial tensile strains. The CN geotextiles have better retention capability and more clogging potential for the tested soils than the SN geotextiles for a similar mass per unit area.
采用梯度比试验研究了短纤维针刺非织造土工布在双轴拉伸应变不相等条件下的过滤性能。设计了三组双轴拉伸应变,机器方向上的应变与机器横向上的应变之比分别设置为1、2和4。三组在机器方向上的应变是相同的,从10%到30%不等。测试的过滤性能包括梯度比(GR)、土壤-土工布系统的渗透性、土壤损失质量和纯土工布的介电常数。比较了短纤维土工布和连续长丝土工布的过滤性能。研究表明,在一定的应变比下,试验终止时的GR值随着应变的增加而增加,土-土工布系统的渗透性、土壤损失和纯土工布的介电常数随着应变的增大而减小。相同双轴拉伸应变下的土壤损耗和介电常数往往高于不相等双轴拉伸应变。与单位面积质量相似的SN土工布相比,CN土工布对测试土壤具有更好的截留能力和更大的堵塞潜力。
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引用次数: 0
Modeling geogrid-stabilized aggregate base courses considering local stiffness enhancement 考虑局部刚度增强的土工格栅稳定骨料基层建模
IF 4.5 2区 工程技术 Q2 ENGINEERING, GEOLOGICAL Pub Date : 2023-09-01 DOI: 10.1680/jgein.23.00086
Y.-H. Byun, I. Qamhia, M. Kang, E. Tutumluer, M. H. Wayne
Lateral restraint is the primary stabilization mechanism associated with the interlocking of aggregate particles in the geogrid apertures. This paper presents findings from a laboratory study which quantifies the local stiffness enhancement of aggregates through micromechanical interlocking provided by two different types of geogrids. These findings are applied to model the resilient response characteristics of geogrid-stabilized base course composite systems. Using three pairs of bender elements as shear wave transducers, horizontal stiffness profiles were determined above mid-heights of aggregate specimens. For two types of geogrids with square- and triangular-shaped apertures, the shear modulus profiles decreased moving away from the geogrid location. Based on a relationship for aggregates, resilient modulus was estimated from the shear modulus. Considering the variations in resilient moduli with distance from the geogrid location, the local stiffness enhancements provided by the two geogrid types were assigned to modulus profiles of a geogrid-stabilized aggregate base course in flexible pavement mechanistic analysis and modeling. The modeling results demonstrate the effect of geogrid base stabilization on the computed pavement resilient responses for both geogrid types. The sublayering approach which properly considers modeling of the geogrid influence zone could be effectively used in mechanistic analysis of a geogrid-stabilized pavement system.
横向约束是土工格栅孔中骨料颗粒联锁的主要稳定机制。本文提出了一项实验室研究的结果,该研究量化了两种不同类型土工格栅提供的微机械联锁对聚集体局部刚度增强的影响。这些发现被应用于模拟土工格栅稳定基层复合系统的弹性响应特性。采用三对弯曲单元作为剪切波传感器,确定了集料试件中高以上的水平刚度分布。对于具有正方形和三角形孔径的两种类型的土工格栅,剪切模量曲线在远离土工格栅位置时减小。基于骨料的关系,从剪切模量估计弹性模量。考虑到弹性模量随距离土工格栅位置的变化,在柔性路面力学分析与建模中,将两种土工格栅提供的局部刚度增强分配给土工格栅稳定骨料基层的模量剖面。模拟结果表明,两种土工格栅的基础稳定对计算的路面弹性响应有影响。适当考虑土工格栅影响区建模的分层方法可以有效地用于土工格栅稳定路面系统的力学分析。
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引用次数: 0
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Geosynthetics International
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