大厚度湿陷性黄土湿陷变形机理、地基处理及试验研究
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摘要
以国家电网重大科技攻关项目为依托,通过大型现场浸水试验、地基处理试验、理论研究和多个工程地基处理的实例分析,对大厚度自重湿陷性黄土地基的湿陷变形规律、湿陷变形计算方法、地基处理方法、复合地基弹性塑性理论、石灰桩复合地基热固结及温度场-渗流场-应力场耦合分析、孔内深层强夯动力固结等问题进行了深入系统的研究。主要工作和创新成果如下：
(1)对大厚度自重湿陷性黄土浸水试验的变形过程进行了理论分析,论述了黄土的成因、土层和分布,黄土湿陷的影响因素,研究了湿陷性黄土湿陷变形机理及计算方法,选取合理、简单、实用的本构模型,通过二次开发,用有限元软件ADINA计算了黄土湿陷变形,最后采用统计回归、试验和数值计算结果给出了一个简单实用的湿陷变形计算公式,结合现场试验验证了本文方法的正确性,这种计算方法给黄土的湿陷变形及评价提供了理论基础,是一种新的途径。
(2)在兰州市和平镇湿陷性土层厚度达36m的场地,进行了大规模浸水试验,在确定试坑直径、深度和水头高度的基础上进行现场大面积浸水试验,并分别在坑内和坑外竖向埋设水分计和张力计,在坑内设置分层变形沉降观测点,地表设置地表沉降观测点,进一步分析场地在饱和、非饱和、非达西渗流浸水条件下的自重湿陷特征,研究湿陷量的区域分布规律。揭示出大厚度自重湿陷性黄土的湿陷变形具有与中小厚度(小于15m)自重湿陷性黄土的湿陷变形不同的3个显著特征：①湿陷量随浸水历时的发展过程包含5个阶段,即初期平缓段、浸水陡降段、中期平缓段、停水后的陡降段和后期平缓段；②湿陷速率在浸水期间呈显“小→大→小→稳定”的变化规律,在停水后则呈显“大→小→稳定”的变化规律；③湿陷量、试坑周边裂缝的宽度和裂缝两侧地面的高差远远大于既往同类研究记录；④大厚度黄土场地的不同深度土层均会出现多次湿陷,湿陷次数随着土层深度的增加将减少；⑤体积含水率在不同深度土层中呈现不同的变化规律；25m以上范围内水分入渗较为容易,该深度以下土层,由于上部土体发生湿陷压密以及空隙中的气体压力增大导致了水分入渗缓慢。
(3)根据圆孔扩张理论,建立了石灰桩复合地基膨胀弹塑性计算模型,并进行了解析求解,获得了石灰桩挤密有效半径和桩壁膨胀压力增量的计算公式；建立了石灰桩复合地基热固结分析模型,利用Fourier变换、Laplace变换及其逆变换,给出了非等温条件下石灰挤密桩圆柱形热源周围饱和土体热固结问题的一个近似的解析求解方法；建立了石灰桩复合地基温度场-渗流场-应力场耦合控制方程,并用有限元法进行了数值求解,基于Prandtl-Reuss准则,进行了复合地基蠕变模拟；建立了孔内深层强夯动力简化计算模型,并进行了分析,获得了强夯夯锤质量与距离的函数关系,及强夯深度和桩周土体有效密度的关系；最后,采用地基处理技术对一实例设计及分析,通过理论分析与实测对比发现二者结果很接近,处理效果都达到了规范要求,而综合比较发现DDC优于石灰桩处理技术,结果说明这两种地基处理技术对大厚度湿陷性黄土是适用可靠的。
(4)设计了灰土挤密桩和DDC两种地基处理技术的现场试验,并进行了现场实测及分析,获得了一些为工程设计提供主要参考的有益结论：①经DDC桩处理后的区域,水分很难从承台周边渗入。3个处理区域承台没有发生较大沉降,冻胀作用引起的地表膨胀甚至大于由于承台下降和土体湿陷引起地表沉降；②3个不同DDC桩长处理后的地基都能抵抗20t/m2的荷载,选用DDC桩长15m可以有效节约成本,降低工程造价；③桩间距1.0m-1.4m无论从挤密系数和湿陷系数都能满足规范要求。如果选用较大的桩间距,这可以有效降低工程地基处理费用30%左右：④在大厚度自重湿陷性黄土场地上,针对涉及面广的乙、丙类建筑,地基处理要求过严,将增加建设投资；灰土和素土在处理大厚度自重湿陷性黄土地基时,两者在承载力方面表现差异不大,可在以后工程建设中直接采用素土桩,可以降低工程造价;⑤在深层注水情况下,承台、深层以及地表沉降基本呈现三段式发展规律,先期稳定,中期缓降,后期突降；⑥桩长6m、10m和12m在深层注水情况下以及20t/m2荷载作用下,承台和场地周边发生沉降较大,而15m区域则沉降稍小,但其剩余湿陷量也未能满足要求。地基处理深度达到20m-25m时,剩余湿陷量能够满足要求,同时佐证了前文关于20m-25m深度难于发生湿陷的结论。
Supported by the key scientific and technical tackling researches of the State Grid and by ways of cases studies in fields of site submerging test, pile test, theoretical research and a lot of engineering foundation treatments, profound and systematic researches were carried out on problems including the soaking deformation rules and computing methods, foundation treatment methods of large-thickness self-weight collapsible loess foundation, the elasticity and plasticity theories of composite foundation, analysis on the thermal consolidation and temperature field-seepage field-stress field coupling of lime pile composite foundation and the dynamic consolidation of down-hole dynamic compactions. Main works and innovative results are as follows:
(1)Theoretical analysis on the deformation process of the large-thickness self-weight collapsible loess submerging tests and discussed the causes, soil layers and distribution of the loess as well as the factors influencing the loess collapsibility were carried out. The mechanism and computing methods of the collapsible loess soaking deformation and selected rational, easy and practical constitutive model were studied. The loess collapsibility was calculated via the finite element method (FEM) software ADINA through the secondary development. Finally a simple and practical collapsibility calculating formula was given by using the statistical regression, test and the valued numerical calculated results and the method discussed in the paper was proven by taking reference from the on-site test. The method is a new approach and provides theoretical basis for the loess soaking deformation.
(2) Large-scale submerging tests were carried out on the site with36m thickness of collapsible soil layer in Heping Town of Lanzhou City and large-area submerging test was carried out on the condition that the diameter, depth and water-head height of the test pits have been confirmed. The moisture meter and tensiometer were buried at the vertical directions outside and inside the pits respectively. Layering deformation and settlement observation points were set inside the pit and the surface settlement points were set on the earth surface to further analyze the self-weight collapsibility features and study on the regional distribution rules of the collapsibility amount of the site when the site been immersed in saturated, unsaturated and non-Darcy flows. It proves that the soaking deformation of large-thickness self-weight collapsible loess has three features which are significantly different with the collapsibility of moderate-and-small-gauge (less than15m) self-weight collapsible loess, including①The soaking settlement amount goes through five stages along with the progress of the submerging duration, including the gentle stage at the beginning, the submerging drop-off stage, the gentle stage at the medium term, the drop-off stage after the water flow stops and the gentle stage at the later stage;②The collapsibility rate changes following the rule of "gentle-rapid-gentle-stable" during the submerging duration and then "rapid-gentle-stable" rule after the water flow stops;③The collapsibility amount, the crack width around the test pits and the height difference of cracks are greatly higher than all those in the previous similar research records;④Large-thickness loess soil layer at different depth will all go through several times of collapsibility and this quantity will decrease along with the increase of soil layer thickness;⑤Volatile water consents of soil layer of different depth changes in different rules; moisture infiltration within a depth limit of25m is easy and will slow down outside this limit due to the collapsibility of the upper soil mass and the increased gas pressure in the gap.
(3) A computation model was founded for the expansion, elasticity and plasticity of the lime pile composite foundation according to the cavity expansion theory and that model was analyzed and solved and thus computation formulas of the compaction effective radius of the lime pile and the expansion and pressure increment of pile lining were obtained; the analyzing model for the thermal consolidation of lime pile composite foundation was established and an approximate analyzing and solving method was given for the thermal consolidation of the saturated soil mass around the cylindrical heat source of the lime compaction piles; a governing equation for the temperature field-seepage field-stress field coupling of the lime pile composite foundation was established and was numerically solved by way of finite elements; the creep simulation of the composite foundation was carried out based on the Prandtl-Reuss code; the simplified dynamic computation model of down-hole dynamic compaction was founded and analyzed and the functional relationship between the mass and distance of the dynamic compaction pounder as well as the relationship between the dynamic compaction depth and the soil body around the pile were obtained; finally, design and analyze one case by using the foundation treatment technology and finally it proved that the theoretical analysis and the actual measurements were rather similar. It shows that the treatment results have met related regulations. Comprehensive comparison shows that DDC is better than the lime pile treatment technology and thus it is proved that these two foundation treatment skills are applicable and reliable for the large-thickness collapsible loess.
(4) Field tests were designed for the lime-soil compaction pile and DDC foundation treatment skills and field measuring and analysis were carried out and some conclusions which may provide major reference for the engineering design were obtained:①For areas treated with DDC piles, the moisture can hardly seep in from the periphery of pile caps. No great settlement appeared in the pile caps at the three treatment areas and the surface settlement resulted by expansion was even greater than that caused by the pile caps settlement and the soil mass collapsibility;②All the three different pile-length treated foundations can resist the load of20t/m2; using the DDC pile with length of15m can effectively reduce the engineering cost;③Pile distance between1.0m to1.4m can meet related regulation requirements both from the compaction coeffecient and the collapsibility coefficient. Choosing bigger pile distance may reduce the foundation treatment cost by approximately30%;④Construction investment on buildings on the large-thickness self-weight collapsible loess field may go rising since the foundation treatment for Grade Ⅱ and Ⅲ buildings covering large area is too strict; Lime-soil and pure soil may differ slightly in regard of load capacity when treating the large-thickness self-weight collapsible loess site and thus the pure soil pile shall be preferred directly in the future engineering construction in order to cut down the engineering price;⑤When inject water into the deep layer, all the pile cap, deep layer and the surface settlements will also develop in a three-stage development rules:stable at the initial stage. Slow down in the middle stage and drop off in the later stage;⑥When the pile is6m,10m and12m in length and inject water into the deep layer and the load is20t/m2, great settlements appear around the pile caps and the site surroundings. In the contrast, the settlement at the15m area is slightly gentle but the residual collapse amount here failed the requirements. When the foundation treatment depth reached20m-25m, the residual collapse amount may meet requirements. It agrees with the foresaid conclusion that the collapsibility can hardly appear at the20m-25m depth area.
(1)对大厚度自重湿陷性黄土浸水试验的变形过程进行了理论分析,论述了黄土的成因、土层和分布,黄土湿陷的影响因素,研究了湿陷性黄土湿陷变形机理及计算方法,选取合理、简单、实用的本构模型,通过二次开发,用有限元软件ADINA计算了黄土湿陷变形,最后采用统计回归、试验和数值计算结果给出了一个简单实用的湿陷变形计算公式,结合现场试验验证了本文方法的正确性,这种计算方法给黄土的湿陷变形及评价提供了理论基础,是一种新的途径。
(2)在兰州市和平镇湿陷性土层厚度达36m的场地,进行了大规模浸水试验,在确定试坑直径、深度和水头高度的基础上进行现场大面积浸水试验,并分别在坑内和坑外竖向埋设水分计和张力计,在坑内设置分层变形沉降观测点,地表设置地表沉降观测点,进一步分析场地在饱和、非饱和、非达西渗流浸水条件下的自重湿陷特征,研究湿陷量的区域分布规律。揭示出大厚度自重湿陷性黄土的湿陷变形具有与中小厚度(小于15m)自重湿陷性黄土的湿陷变形不同的3个显著特征：①湿陷量随浸水历时的发展过程包含5个阶段,即初期平缓段、浸水陡降段、中期平缓段、停水后的陡降段和后期平缓段；②湿陷速率在浸水期间呈显“小→大→小→稳定”的变化规律,在停水后则呈显“大→小→稳定”的变化规律；③湿陷量、试坑周边裂缝的宽度和裂缝两侧地面的高差远远大于既往同类研究记录；④大厚度黄土场地的不同深度土层均会出现多次湿陷,湿陷次数随着土层深度的增加将减少；⑤体积含水率在不同深度土层中呈现不同的变化规律；25m以上范围内水分入渗较为容易,该深度以下土层,由于上部土体发生湿陷压密以及空隙中的气体压力增大导致了水分入渗缓慢。
(3)根据圆孔扩张理论,建立了石灰桩复合地基膨胀弹塑性计算模型,并进行了解析求解,获得了石灰桩挤密有效半径和桩壁膨胀压力增量的计算公式；建立了石灰桩复合地基热固结分析模型,利用Fourier变换、Laplace变换及其逆变换,给出了非等温条件下石灰挤密桩圆柱形热源周围饱和土体热固结问题的一个近似的解析求解方法；建立了石灰桩复合地基温度场-渗流场-应力场耦合控制方程,并用有限元法进行了数值求解,基于Prandtl-Reuss准则,进行了复合地基蠕变模拟；建立了孔内深层强夯动力简化计算模型,并进行了分析,获得了强夯夯锤质量与距离的函数关系,及强夯深度和桩周土体有效密度的关系；最后,采用地基处理技术对一实例设计及分析,通过理论分析与实测对比发现二者结果很接近,处理效果都达到了规范要求,而综合比较发现DDC优于石灰桩处理技术,结果说明这两种地基处理技术对大厚度湿陷性黄土是适用可靠的。
(4)设计了灰土挤密桩和DDC两种地基处理技术的现场试验,并进行了现场实测及分析,获得了一些为工程设计提供主要参考的有益结论：①经DDC桩处理后的区域,水分很难从承台周边渗入。3个处理区域承台没有发生较大沉降,冻胀作用引起的地表膨胀甚至大于由于承台下降和土体湿陷引起地表沉降；②3个不同DDC桩长处理后的地基都能抵抗20t/m2的荷载,选用DDC桩长15m可以有效节约成本,降低工程造价；③桩间距1.0m-1.4m无论从挤密系数和湿陷系数都能满足规范要求。如果选用较大的桩间距,这可以有效降低工程地基处理费用30%左右：④在大厚度自重湿陷性黄土场地上,针对涉及面广的乙、丙类建筑,地基处理要求过严,将增加建设投资；灰土和素土在处理大厚度自重湿陷性黄土地基时,两者在承载力方面表现差异不大,可在以后工程建设中直接采用素土桩,可以降低工程造价;⑤在深层注水情况下,承台、深层以及地表沉降基本呈现三段式发展规律,先期稳定,中期缓降,后期突降；⑥桩长6m、10m和12m在深层注水情况下以及20t/m2荷载作用下,承台和场地周边发生沉降较大,而15m区域则沉降稍小,但其剩余湿陷量也未能满足要求。地基处理深度达到20m-25m时,剩余湿陷量能够满足要求,同时佐证了前文关于20m-25m深度难于发生湿陷的结论。
Supported by the key scientific and technical tackling researches of the State Grid and by ways of cases studies in fields of site submerging test, pile test, theoretical research and a lot of engineering foundation treatments, profound and systematic researches were carried out on problems including the soaking deformation rules and computing methods, foundation treatment methods of large-thickness self-weight collapsible loess foundation, the elasticity and plasticity theories of composite foundation, analysis on the thermal consolidation and temperature field-seepage field-stress field coupling of lime pile composite foundation and the dynamic consolidation of down-hole dynamic compactions. Main works and innovative results are as follows:
(1)Theoretical analysis on the deformation process of the large-thickness self-weight collapsible loess submerging tests and discussed the causes, soil layers and distribution of the loess as well as the factors influencing the loess collapsibility were carried out. The mechanism and computing methods of the collapsible loess soaking deformation and selected rational, easy and practical constitutive model were studied. The loess collapsibility was calculated via the finite element method (FEM) software ADINA through the secondary development. Finally a simple and practical collapsibility calculating formula was given by using the statistical regression, test and the valued numerical calculated results and the method discussed in the paper was proven by taking reference from the on-site test. The method is a new approach and provides theoretical basis for the loess soaking deformation.
(2) Large-scale submerging tests were carried out on the site with36m thickness of collapsible soil layer in Heping Town of Lanzhou City and large-area submerging test was carried out on the condition that the diameter, depth and water-head height of the test pits have been confirmed. The moisture meter and tensiometer were buried at the vertical directions outside and inside the pits respectively. Layering deformation and settlement observation points were set inside the pit and the surface settlement points were set on the earth surface to further analyze the self-weight collapsibility features and study on the regional distribution rules of the collapsibility amount of the site when the site been immersed in saturated, unsaturated and non-Darcy flows. It proves that the soaking deformation of large-thickness self-weight collapsible loess has three features which are significantly different with the collapsibility of moderate-and-small-gauge (less than15m) self-weight collapsible loess, including①The soaking settlement amount goes through five stages along with the progress of the submerging duration, including the gentle stage at the beginning, the submerging drop-off stage, the gentle stage at the medium term, the drop-off stage after the water flow stops and the gentle stage at the later stage;②The collapsibility rate changes following the rule of "gentle-rapid-gentle-stable" during the submerging duration and then "rapid-gentle-stable" rule after the water flow stops;③The collapsibility amount, the crack width around the test pits and the height difference of cracks are greatly higher than all those in the previous similar research records;④Large-thickness loess soil layer at different depth will all go through several times of collapsibility and this quantity will decrease along with the increase of soil layer thickness;⑤Volatile water consents of soil layer of different depth changes in different rules; moisture infiltration within a depth limit of25m is easy and will slow down outside this limit due to the collapsibility of the upper soil mass and the increased gas pressure in the gap.
(3) A computation model was founded for the expansion, elasticity and plasticity of the lime pile composite foundation according to the cavity expansion theory and that model was analyzed and solved and thus computation formulas of the compaction effective radius of the lime pile and the expansion and pressure increment of pile lining were obtained; the analyzing model for the thermal consolidation of lime pile composite foundation was established and an approximate analyzing and solving method was given for the thermal consolidation of the saturated soil mass around the cylindrical heat source of the lime compaction piles; a governing equation for the temperature field-seepage field-stress field coupling of the lime pile composite foundation was established and was numerically solved by way of finite elements; the creep simulation of the composite foundation was carried out based on the Prandtl-Reuss code; the simplified dynamic computation model of down-hole dynamic compaction was founded and analyzed and the functional relationship between the mass and distance of the dynamic compaction pounder as well as the relationship between the dynamic compaction depth and the soil body around the pile were obtained; finally, design and analyze one case by using the foundation treatment technology and finally it proved that the theoretical analysis and the actual measurements were rather similar. It shows that the treatment results have met related regulations. Comprehensive comparison shows that DDC is better than the lime pile treatment technology and thus it is proved that these two foundation treatment skills are applicable and reliable for the large-thickness collapsible loess.
(4) Field tests were designed for the lime-soil compaction pile and DDC foundation treatment skills and field measuring and analysis were carried out and some conclusions which may provide major reference for the engineering design were obtained:①For areas treated with DDC piles, the moisture can hardly seep in from the periphery of pile caps. No great settlement appeared in the pile caps at the three treatment areas and the surface settlement resulted by expansion was even greater than that caused by the pile caps settlement and the soil mass collapsibility;②All the three different pile-length treated foundations can resist the load of20t/m2; using the DDC pile with length of15m can effectively reduce the engineering cost;③Pile distance between1.0m to1.4m can meet related regulation requirements both from the compaction coeffecient and the collapsibility coefficient. Choosing bigger pile distance may reduce the foundation treatment cost by approximately30%;④Construction investment on buildings on the large-thickness self-weight collapsible loess field may go rising since the foundation treatment for Grade Ⅱ and Ⅲ buildings covering large area is too strict; Lime-soil and pure soil may differ slightly in regard of load capacity when treating the large-thickness self-weight collapsible loess site and thus the pure soil pile shall be preferred directly in the future engineering construction in order to cut down the engineering price;⑤When inject water into the deep layer, all the pile cap, deep layer and the surface settlements will also develop in a three-stage development rules:stable at the initial stage. Slow down in the middle stage and drop off in the later stage;⑥When the pile is6m,10m and12m in length and inject water into the deep layer and the load is20t/m2, great settlements appear around the pile caps and the site surroundings. In the contrast, the settlement at the15m area is slightly gentle but the residual collapse amount here failed the requirements. When the foundation treatment depth reached20m-25m, the residual collapse amount may meet requirements. It agrees with the foresaid conclusion that the collapsibility can hardly appear at the20m-25m depth area.
引文
[1]刘祖典,黄土力学与工程[M],西,陕西科学技术出版社,1997.
[2]高国瑞,黄土显微结构分类与湿陷性[J],中国科学,1 980,15(12)：1203-1208.
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