复合衬垫系统剪力传递、强度特性及安全控制
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摘要
土工合成材料广泛应用于城市固体废弃物填埋场,主要包括有:土工织物,土工膜,土工复合膨润土垫,土工复合排水网等。衬垫系统则是由以上土工合成材料与土体组成的具有封堵排功能的新型土工结构,其使用给填埋场设计和施工带来了传统方法所无法比拟的优势。由于复合衬垫系统各层材料拉伸特性及界面抗剪强度的差异造成衬垫系统内部剪力传递机理非常复杂,目前国内外研究者对斜坡上衬垫系统在垃圾体下滑力作用下各层拉伸变形性状、各界面强度软化程度以及真实滑动面位置等问题的研究还不够深入。因此,本文从以下三个方面进行了系统研究:第一部分采用万能试验机对衬垫系统材料拉伸特性进行了研究,确定各种材料的拉伸强度及拉伸刚度;第二部分采用直剪仪研究了衬垫系统内部典型界面的剪切特性,其中包括土工织物/土工膜界面,含土工复合排水网界面以及土工膜/土工复合膨润土垫界面,为剪力传递机理提供各界面剪切强度随相对位移发展的基本特性;第三部分是复合衬垫系统剪力传递机理的研究,分析了各种关键因素,包括端部是否锚固、界面强度特性(特别是界面强度的软化)、土工合成材料的拉伸特性、界面排列次序等对剪力传递的影响,并通过复合衬垫系统大型斜坡模型试验进行了验证。最后对填埋场的稳定进行了分析。取得了相应的研究成果:
(1)土工合成材料各种不同材料之间拉伸性能相差甚远。土工格栅的拉伸强度及拉伸刚度较大,而无纺土工织物拉伸强度及拉伸刚度较小。
(2)土工膜表面粗糙度是影响土工膜/土工织物界面强度的决定因素。粗糙土工膜与土工织物界面峰值强度远大于光滑土工膜与土工织物界面强度。
(3)加载速率与剪切作用影响土工膜/GCL界面膨润土挤出的关键因素。膨润土挤出严重影响土工膜/GCL界面的剪切强度。膨润土挤出造成土工膜/GCL界面的峰值摩擦角降低3.5°,造成大位移摩擦角降低7.6°,导致土工膜/GCL界面的大位移摩擦角接近10°。
(4)衬垫系统的剪力传递遵循两个原则:(1)初始以沿峰值强度最小界面破坏为原则;(2)界面传递的剪力不能大于其界面峰值强度。
(5)本文研制的衬垫系统大型斜坡试验装置具有试样尺寸大、正应力较大的特点,实现了较高正应力水平下衬垫系统界面稳定性的研究。GT/GM单界面衬垫系统的实验结果表明,当薄弱界面峰值强度大于外部剪力时,界面不会发挥出残余强度,薄弱界面上覆材料在锚固端拉力非常小;而当界面峰值强度小于外部剪力时,薄弱界面趋向于发展到残余强度。GT/GM/GCL多界面衬垫系统的实验结果显示滑移并未产生于峰值强度最小的GM/GCL界面,而产生于强度较小的GT/GM界面。
(6)MSW较大的压缩特性是导致填埋场边坡区衬垫系统易发挥其残余强度的关键因素。另外,边坡坡度,填埋高度也是影响边坡区衬垫系统是否发挥其残余强度的重要因素。随边坡坡度和填埋高度的增加,边坡区衬垫系统内部界面更易发挥其残余强度。MSW较大的压缩特性、边坡坡度及填埋高度对水平区衬垫系统内部界面强度的发挥影响较小,水平区界面一般都发挥出峰值强度。
(7)本文推荐多层衬垫系统强度参数的选择方法为边坡区采用峰值强度最小界面的残余强度而水平区采用峰值强度最小界面的峰值强度,该方法较真实地反映了填埋场实际的安全性能。
(8)渗滤液水位、水平区长度、填埋场高度、边坡坡度及界面强度是影响填埋场沿底部产生整体滑移的五个关键因素。其中,渗滤液水位的升高将较大降低填埋场沿底部产生整体滑移的安全系数;而水平区长度的增加将较大地增加安全系数;随填埋场高度的增加,安全系数减小。选择界面强度较大的衬垫系统,控制好渗滤液水位,适当增加水平区长度,选择合适的填埋高度是保障填埋场安全运行的有效措施。
Geosynthetics are widely used in municipal solid waste landfill,mainly including:geotextile(GT),geomembrane(GM),geosynthetics clay liner(GCL), geocomposite(GC) and etc.Liner systems is a new geotechnical structures consisting of the geosynthetics and soil with many features like sealing,impermeable and drainage.The use of liner systems for landfill design and construction brings many advantages.Tensile failure of geosynthetics and slide of the landfill along the liner systems may be attributed to the lower interface strength witin liner systems,the paper systematically studied the shear strength characteristics of liner system interface, as well as the shear transfer mechanism within liner systems,at last the stability of the landfill were analyzed.The main conclusion is as follows:
(1) The different geosynthetics show different tensile properties.The tensile strength and tensile stiffness of Geogrid are larger,but the tensile strength and tensile stiffness of non-woven geotextile are smaller
(2) The shear strength of GM/GT interface is affected by the surface roughness of GM.The shear strength of textured GM/GT interface is much larger than that of smooth GM/GT interface.
(3) The loading rate and shearing effect play an important role related to bentonite extrusion from the prehydrated GCL/GM specimens. Bentonite extrusion exerts a significant influence on the shear strength of the hydrated GCL/GM interfaces.The loss in the large-displacement shear strength is approximately equivalent with 7.6°in terms of interface friction angle.The influence of bentonite extrusion on the peak shear strength showed a magnitude of 3.5°in terms of interface friction angle.
(4) The shear transfer mechanism within liner systems must follow the two principles:(1)the interface with the smallest peak shear strength would be easily sliding at first;(2) The shear stress which the interface transfered can not be greater than the peak strength of the interface.
(5) In this paper,a large-scale ramp test of the liner system was developed with a higher stress level.Two group tests on the stability of liner system were studied.The experimental results of GT/GM liner system show that,when the external shear stress is less than the peak shear strength of the GT/GM liner systems,the interface would not reach a residual shear condition,and when the external shear stress is greater than the peak shear strength of the GT/GM interface,the GT/GM interface would trend to reach a residual shear condition.The experimental results of GT/GM/GCL liner systems show that when the external shear stress is greater than the peak shear strength of the GT/GM interface and GM/GCL interface,even the peak shear strength of the GM/GCL interface is less than that of GT/GM interface,slide would happen along the GT/GM interface,and the the GM/GCL interface with the minimum peak shear strength is stable.
(6) The highly compressible characteristics of MSW have a key impact on development of residual strength for the liner system on landfill slope. In addition,the slope gradient and landfill height also exert an important influence on the residual strength development.The slope gradient and height is greater,the liner system interface on the slope is easier to reach a residual shear condition,highly compressible characteristics of MSW, slope gradient and height have a less impact on the development of residual strength for the liner system on landfill base Generally the liner system on landfill base play its peak shear strength.
(7) The selection of the strength paramete for a multi-layer liner system was recommended that:(1) determine the interface in the composite liner system that exhibit the lowest peak strength for the full range of normal stresses encountered along the bottom liner system;(2) uses the peak interface shear resistance with the the lowest peak strength along the base and the residual interface shear resistance with the the lowest peak strength along the sideslope
(8) Leachate level,base length,landfill height,slope gradient and interface strength are the five key factors on the safety factor of slide along the liner system.Among them,the increase of leachate level will,landfill height and slope gradien would reduce the safety factor;but the increase of base length and the interface strength would improve the safety factor. Seleting a liner systems with a larger interface strength,controlling leachate levels,increasing the base length and choosing a suitable landfill height would keep the landfill peration of an effective measure.
(1)土工合成材料各种不同材料之间拉伸性能相差甚远。土工格栅的拉伸强度及拉伸刚度较大,而无纺土工织物拉伸强度及拉伸刚度较小。
(2)土工膜表面粗糙度是影响土工膜/土工织物界面强度的决定因素。粗糙土工膜与土工织物界面峰值强度远大于光滑土工膜与土工织物界面强度。
(3)加载速率与剪切作用影响土工膜/GCL界面膨润土挤出的关键因素。膨润土挤出严重影响土工膜/GCL界面的剪切强度。膨润土挤出造成土工膜/GCL界面的峰值摩擦角降低3.5°,造成大位移摩擦角降低7.6°,导致土工膜/GCL界面的大位移摩擦角接近10°。
(4)衬垫系统的剪力传递遵循两个原则:(1)初始以沿峰值强度最小界面破坏为原则;(2)界面传递的剪力不能大于其界面峰值强度。
(5)本文研制的衬垫系统大型斜坡试验装置具有试样尺寸大、正应力较大的特点,实现了较高正应力水平下衬垫系统界面稳定性的研究。GT/GM单界面衬垫系统的实验结果表明,当薄弱界面峰值强度大于外部剪力时,界面不会发挥出残余强度,薄弱界面上覆材料在锚固端拉力非常小;而当界面峰值强度小于外部剪力时,薄弱界面趋向于发展到残余强度。GT/GM/GCL多界面衬垫系统的实验结果显示滑移并未产生于峰值强度最小的GM/GCL界面,而产生于强度较小的GT/GM界面。
(6)MSW较大的压缩特性是导致填埋场边坡区衬垫系统易发挥其残余强度的关键因素。另外,边坡坡度,填埋高度也是影响边坡区衬垫系统是否发挥其残余强度的重要因素。随边坡坡度和填埋高度的增加,边坡区衬垫系统内部界面更易发挥其残余强度。MSW较大的压缩特性、边坡坡度及填埋高度对水平区衬垫系统内部界面强度的发挥影响较小,水平区界面一般都发挥出峰值强度。
(7)本文推荐多层衬垫系统强度参数的选择方法为边坡区采用峰值强度最小界面的残余强度而水平区采用峰值强度最小界面的峰值强度,该方法较真实地反映了填埋场实际的安全性能。
(8)渗滤液水位、水平区长度、填埋场高度、边坡坡度及界面强度是影响填埋场沿底部产生整体滑移的五个关键因素。其中,渗滤液水位的升高将较大降低填埋场沿底部产生整体滑移的安全系数;而水平区长度的增加将较大地增加安全系数;随填埋场高度的增加,安全系数减小。选择界面强度较大的衬垫系统,控制好渗滤液水位,适当增加水平区长度,选择合适的填埋高度是保障填埋场安全运行的有效措施。
Geosynthetics are widely used in municipal solid waste landfill,mainly including:geotextile(GT),geomembrane(GM),geosynthetics clay liner(GCL), geocomposite(GC) and etc.Liner systems is a new geotechnical structures consisting of the geosynthetics and soil with many features like sealing,impermeable and drainage.The use of liner systems for landfill design and construction brings many advantages.Tensile failure of geosynthetics and slide of the landfill along the liner systems may be attributed to the lower interface strength witin liner systems,the paper systematically studied the shear strength characteristics of liner system interface, as well as the shear transfer mechanism within liner systems,at last the stability of the landfill were analyzed.The main conclusion is as follows:
(1) The different geosynthetics show different tensile properties.The tensile strength and tensile stiffness of Geogrid are larger,but the tensile strength and tensile stiffness of non-woven geotextile are smaller
(2) The shear strength of GM/GT interface is affected by the surface roughness of GM.The shear strength of textured GM/GT interface is much larger than that of smooth GM/GT interface.
(3) The loading rate and shearing effect play an important role related to bentonite extrusion from the prehydrated GCL/GM specimens. Bentonite extrusion exerts a significant influence on the shear strength of the hydrated GCL/GM interfaces.The loss in the large-displacement shear strength is approximately equivalent with 7.6°in terms of interface friction angle.The influence of bentonite extrusion on the peak shear strength showed a magnitude of 3.5°in terms of interface friction angle.
(4) The shear transfer mechanism within liner systems must follow the two principles:(1)the interface with the smallest peak shear strength would be easily sliding at first;(2) The shear stress which the interface transfered can not be greater than the peak strength of the interface.
(5) In this paper,a large-scale ramp test of the liner system was developed with a higher stress level.Two group tests on the stability of liner system were studied.The experimental results of GT/GM liner system show that,when the external shear stress is less than the peak shear strength of the GT/GM liner systems,the interface would not reach a residual shear condition,and when the external shear stress is greater than the peak shear strength of the GT/GM interface,the GT/GM interface would trend to reach a residual shear condition.The experimental results of GT/GM/GCL liner systems show that when the external shear stress is greater than the peak shear strength of the GT/GM interface and GM/GCL interface,even the peak shear strength of the GM/GCL interface is less than that of GT/GM interface,slide would happen along the GT/GM interface,and the the GM/GCL interface with the minimum peak shear strength is stable.
(6) The highly compressible characteristics of MSW have a key impact on development of residual strength for the liner system on landfill slope. In addition,the slope gradient and landfill height also exert an important influence on the residual strength development.The slope gradient and height is greater,the liner system interface on the slope is easier to reach a residual shear condition,highly compressible characteristics of MSW, slope gradient and height have a less impact on the development of residual strength for the liner system on landfill base Generally the liner system on landfill base play its peak shear strength.
(7) The selection of the strength paramete for a multi-layer liner system was recommended that:(1) determine the interface in the composite liner system that exhibit the lowest peak strength for the full range of normal stresses encountered along the bottom liner system;(2) uses the peak interface shear resistance with the the lowest peak strength along the base and the residual interface shear resistance with the the lowest peak strength along the sideslope
(8) Leachate level,base length,landfill height,slope gradient and interface strength are the five key factors on the safety factor of slide along the liner system.Among them,the increase of leachate level will,landfill height and slope gradien would reduce the safety factor;but the increase of base length and the interface strength would improve the safety factor. Seleting a liner systems with a larger interface strength,controlling leachate levels,increasing the base length and choosing a suitable landfill height would keep the landfill peration of an effective measure.
引文
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