高速铁路厚覆盖型岩溶路基地质工程问题系统研究
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摘要
厚覆盖型岩溶是指可溶岩被第四纪松散堆积物所覆盖，覆盖层厚度为10~30m的岩溶区，高速铁路穿越这种厚覆盖型岩溶区，将可能引起一系列的岩溶路基地质工程问题，严重影响了高速铁路工程的施工及运营。本文在对武广客运专线韶关至花都段环境地质条件、岩溶发育情况的调查总结基础上，对研究区岩溶路基破坏机理、厚覆盖型岩溶路基地下水动力响应、厚覆盖型岩溶路基列车荷载动力响应、覆盖型岩溶路基物理模拟及判据、基于GIS技术岩溶塌陷危险性预测评价、覆盖型岩溶路基整治技术及质量检测技术等方面做了深入的研究，建立起了一套研究厚覆盖型岩溶路基地质工程问题的理论体系，该体系的建立，既丰富了岩溶研究的理论体系，同时对于高速铁路穿越厚覆盖型岩溶区的设计、施工又具有重大的工程实践意义。通过系统的研究主要取得了以下成果：
（1）凝炼了厚覆盖型岩溶的概念，即可溶岩被第四纪松散堆积物所覆盖，覆盖层厚度范围为10~30m的区域为厚覆盖型岩溶区。
（2）在厚覆盖型岩溶区土洞、溶洞、溶蚀破碎带的发育机理与分布规律调查研究基础上，提出了基于覆盖层结构特征的研究区岩溶路基变形破坏的地质模式，即“粉质粘土＋可溶岩”型地质模式、“粉质粘土＋卵石土＋粉质粘土＋可溶岩”型地质模式、“粉质粘土＋卵石土＋可溶岩”型地质模式、“卵石土＋粉质粘土＋可溶岩”型地质模式等。
（3）从触发因素的角度研究厚覆盖型岩溶路基的地下水动力响应。在对研究区地下水水位长期观测基础上，对四种地质模式下的地下水位变化对第四系松散堆积层变形破坏的影响程度及过程进行了数值模拟。模拟结果表明，在单一模式下，水位下降同样的深度时可溶岩上方覆盖层的厚度对土洞直径的发展有直接联系，且可溶岩上部覆盖层越薄，发生地表塌陷的几率越大；在复合模式中，由于模型Ⅱ土洞发育在卵石土层，卵石土层的强度较低，在天然状态下洞顶的位移就偏大，且稍强烈的水位波动即可引起土洞直径的不断加大，若遭遇人工强降水则发生地表塌陷的几率较大。模型Ⅲ、模型Ⅳ由于土洞发育在粘土层，故水位下降过程中洞顶位移的变化规律与模型Ⅰ-1~模型Ⅰ-3相似。
（4）从触发因素的角度研究厚覆盖型岩溶路基的列车荷载动力响应。以“粉质粘土+可溶岩”结构为地质原型，建立起了研究区的概念模型，并对厚覆盖型岩溶路基列车荷载动力响应进行了数值模拟研究。模拟结果表明，在动荷载作用下拉应力主要集中在路基下方的3-5m处，大于5m埋深的土洞对应力分布没有实质影响。当土洞跨度相对土洞顶板厚度较大时，塑性区首先出现在土洞顶板顶部土体，表现为压剪屈服。随着动荷载的不断影响，塑性区逐渐向下发展延伸，土洞顶部的塑性区逐渐向上发展延伸，最后塑性区贯通。
（5）为深入研究厚覆盖层（土洞）塌陷的发育判据，建立了研究区的大型实体模拟，对第四系下部的粉质粘土在地下水长期作用下塌陷形成和演化特征进行了物理模拟。模拟结果表明，第四系水位的变化对土层的破坏作用不明显；相同土层结构条件下，第四系孔隙水含水层和岩溶水含水层关系密切的地区，发生塌陷的可能性大；土层的破坏与岩溶管道裂隙系统水水位下降速度和渗透坡度有关，可以作为塌陷发育的判据。对于原新沙口站一带，岩溶水位下降的临界速度大致为0.225m/min，临界水力坡度为0.4～1.59。
（6）运用层次分析法和GIS技术，建立岩溶塌陷预测评价模型，选取了基岩岩性、线岩溶率、土层厚度、土层结构、地下水位、地下水位与基岩面关系等6个因素作为岩溶塌陷综合评价指标。并利用该模型对研究区进行了评价，确定研究区有12段为岩溶塌陷易塌区，这些段落为岩溶塌陷重点整治段。
（7）合理的制定了岩溶整治设计原则、岩溶整治主要工程措施，并对加固深度、注浆孔距等主要设计参数进行了深入的研究。认为研究区岩溶整治最大深度以30m为宜，注浆压力在0.2～0.5MPa时，注浆孔距宜取3.5～7.0m为宜。采用电测法及面波法对厚覆盖型岩溶路基整治工程进行了检测。
（8）针对武广客运专线面临的厚覆盖型岩溶塌陷问题，通过系统研究，建立武广客运专线韶关至花都地段厚覆盖型岩溶塌陷，从勘察、预测评价到防治工程的技术体系。
Thick-covering karst refers to the soluble rock which covered by10to30metersthick loose deposit of Quaternary. Once crossing this type of karst, the high-speedrailway may cause series of geological engineering problems which threat theconstruction and operation. Based on the research of environmental geological conditionsand development condition of karst from Shaoguan to Huadu, this paper has studied thefailure mechanism, both the response of underground hydrodynamic force and train load,physical simulation and criterion, the risk analysis of collapse by GIS, and the disposalmeasure together with quality inspection of karst subgrade. Meanwhile, a theoreticalsystem about geological engineering problems of thick-covering karst subgrade has beenset up. And it enriches the study of karst and guides the design and construction ofhigh-speed railway passing through thick-covering karst. The main achievements of thispaper are as follows:
(1) Defy the notion of thick-covering karst, which means the soluble rock whichcovered by10to30meters thick loose deposit of Quaternary.
(2) Based on studied of development mechanism and distribution of soil cave, karstcave, and corroded breaking zone, geological model of failure mechanism has been raised,such as silty clay+soluble rock, silty clay+land pebble+silty clay+soluble rock, siltyclay+land pebble+soluble rock, and and pebble+silty clay+soluble rock.
(3) Focusing on trigger factors, the underground hydrodynamic force has beeninvestigated. And numerical simulation of the impact of loose deposit of Quaternarycompanion with underground water level change has been made. The results show, undersingle pattern, the diameter of soil cave is related to the thickness of covering layer withthe same decline depth of water level. The thinner of the covering layer, the biggerchance of subside. However, since the soil caves are located within land pebble layer intype Ⅱ under the combined pattern, the displacement of the top is bigger than normal in natural state because of lower strength. Besides, a little fluctuation of water level mayenlarge the diameter of soil cave constantly. Once man-made heavy precipitation happens,the subsidence was liable to take place. The caves are located within silty clay in type Ⅲand Ⅳ, therefore, change of displacement is similar to type Ⅰ-1to Ⅰ-3.
(4) Focusing on trigger factors, the train load has been studied. Taking silty clay+soluble rock as geological model, the conceptual model and numerical simulation havebeen established. According to the simulation, the tensile stresses mainly concentrate3to5meters below the subgrade, which means soil caves over5meters’ depth could not beaffected. While the span of soil caves is relatively larger than coping thickness, plasticzone appears at the top of the roof firstly, which brings shear compression failure.Affected by the constantly dynamic load, the plastic zone extends downward. And plasticzone at the top extends upward. Finally, transfixion happens.
(5) In order to explore the development criterion of the thick covering layer, a largeentity simulation has been set up. Physical simulations are made to study the formationand evolution of collapse within the silty clay. Results did not show an obvious relationbetween water level change of Quaternary and the deformation. Under the same soil layerstructure, the regions, where the pore aquifer is close to karst aquifer, are liable tocollapse. The deformation of soil has related to water decline speed and permeategradient of fissure water system within karst conduits, which can be recognized as onecriterion of collapse. At the former Xin Shakou station, the critical speed of karst waterdecline is about0.225m/min and the critical hydraulic gradient is form0.4to1.59.
(6) Using AHP and GIS, the forecast model of karst collapse has been raised. Andsix factors are chosen as index, such as lithology, rate of linear karstification, soilthickness, soil formation, underground water level, relation between underground waterlevel and bedrock surface. The analysis based on this model has defined12sections to beeasy to collapse which are focusing remediation zone.
(7) Reasonable remediation design principles and engineering measures are made.Also further study is made to the parameters, for example, reinforcement depth andgrouting pitch. A maximum of30meters is considered to be the best reinforcement depth.While grouting pressure is about0.2to0.5MPa, the grouting pitch is3.5to7.0meters.The electrometric method and surface wave method are chosen to detect the remediation.
(8) Aimed at thick-covering karst collapse, a combined system, includingreconnaissance, prediction and evaluation, and prevention and cure construction, has setup to study the collapse in Wuguang passenger dedicated line from Shaoguan to Huadu.
（1）凝炼了厚覆盖型岩溶的概念，即可溶岩被第四纪松散堆积物所覆盖，覆盖层厚度范围为10~30m的区域为厚覆盖型岩溶区。
（2）在厚覆盖型岩溶区土洞、溶洞、溶蚀破碎带的发育机理与分布规律调查研究基础上，提出了基于覆盖层结构特征的研究区岩溶路基变形破坏的地质模式，即“粉质粘土＋可溶岩”型地质模式、“粉质粘土＋卵石土＋粉质粘土＋可溶岩”型地质模式、“粉质粘土＋卵石土＋可溶岩”型地质模式、“卵石土＋粉质粘土＋可溶岩”型地质模式等。
（3）从触发因素的角度研究厚覆盖型岩溶路基的地下水动力响应。在对研究区地下水水位长期观测基础上，对四种地质模式下的地下水位变化对第四系松散堆积层变形破坏的影响程度及过程进行了数值模拟。模拟结果表明，在单一模式下，水位下降同样的深度时可溶岩上方覆盖层的厚度对土洞直径的发展有直接联系，且可溶岩上部覆盖层越薄，发生地表塌陷的几率越大；在复合模式中，由于模型Ⅱ土洞发育在卵石土层，卵石土层的强度较低，在天然状态下洞顶的位移就偏大，且稍强烈的水位波动即可引起土洞直径的不断加大，若遭遇人工强降水则发生地表塌陷的几率较大。模型Ⅲ、模型Ⅳ由于土洞发育在粘土层，故水位下降过程中洞顶位移的变化规律与模型Ⅰ-1~模型Ⅰ-3相似。
（4）从触发因素的角度研究厚覆盖型岩溶路基的列车荷载动力响应。以“粉质粘土+可溶岩”结构为地质原型，建立起了研究区的概念模型，并对厚覆盖型岩溶路基列车荷载动力响应进行了数值模拟研究。模拟结果表明，在动荷载作用下拉应力主要集中在路基下方的3-5m处，大于5m埋深的土洞对应力分布没有实质影响。当土洞跨度相对土洞顶板厚度较大时，塑性区首先出现在土洞顶板顶部土体，表现为压剪屈服。随着动荷载的不断影响，塑性区逐渐向下发展延伸，土洞顶部的塑性区逐渐向上发展延伸，最后塑性区贯通。
（5）为深入研究厚覆盖层（土洞）塌陷的发育判据，建立了研究区的大型实体模拟，对第四系下部的粉质粘土在地下水长期作用下塌陷形成和演化特征进行了物理模拟。模拟结果表明，第四系水位的变化对土层的破坏作用不明显；相同土层结构条件下，第四系孔隙水含水层和岩溶水含水层关系密切的地区，发生塌陷的可能性大；土层的破坏与岩溶管道裂隙系统水水位下降速度和渗透坡度有关，可以作为塌陷发育的判据。对于原新沙口站一带，岩溶水位下降的临界速度大致为0.225m/min，临界水力坡度为0.4～1.59。
（6）运用层次分析法和GIS技术，建立岩溶塌陷预测评价模型，选取了基岩岩性、线岩溶率、土层厚度、土层结构、地下水位、地下水位与基岩面关系等6个因素作为岩溶塌陷综合评价指标。并利用该模型对研究区进行了评价，确定研究区有12段为岩溶塌陷易塌区，这些段落为岩溶塌陷重点整治段。
（7）合理的制定了岩溶整治设计原则、岩溶整治主要工程措施，并对加固深度、注浆孔距等主要设计参数进行了深入的研究。认为研究区岩溶整治最大深度以30m为宜，注浆压力在0.2～0.5MPa时，注浆孔距宜取3.5～7.0m为宜。采用电测法及面波法对厚覆盖型岩溶路基整治工程进行了检测。
（8）针对武广客运专线面临的厚覆盖型岩溶塌陷问题，通过系统研究，建立武广客运专线韶关至花都地段厚覆盖型岩溶塌陷，从勘察、预测评价到防治工程的技术体系。
Thick-covering karst refers to the soluble rock which covered by10to30metersthick loose deposit of Quaternary. Once crossing this type of karst, the high-speedrailway may cause series of geological engineering problems which threat theconstruction and operation. Based on the research of environmental geological conditionsand development condition of karst from Shaoguan to Huadu, this paper has studied thefailure mechanism, both the response of underground hydrodynamic force and train load,physical simulation and criterion, the risk analysis of collapse by GIS, and the disposalmeasure together with quality inspection of karst subgrade. Meanwhile, a theoreticalsystem about geological engineering problems of thick-covering karst subgrade has beenset up. And it enriches the study of karst and guides the design and construction ofhigh-speed railway passing through thick-covering karst. The main achievements of thispaper are as follows:
(1) Defy the notion of thick-covering karst, which means the soluble rock whichcovered by10to30meters thick loose deposit of Quaternary.
(2) Based on studied of development mechanism and distribution of soil cave, karstcave, and corroded breaking zone, geological model of failure mechanism has been raised,such as silty clay+soluble rock, silty clay+land pebble+silty clay+soluble rock, siltyclay+land pebble+soluble rock, and and pebble+silty clay+soluble rock.
(3) Focusing on trigger factors, the underground hydrodynamic force has beeninvestigated. And numerical simulation of the impact of loose deposit of Quaternarycompanion with underground water level change has been made. The results show, undersingle pattern, the diameter of soil cave is related to the thickness of covering layer withthe same decline depth of water level. The thinner of the covering layer, the biggerchance of subside. However, since the soil caves are located within land pebble layer intype Ⅱ under the combined pattern, the displacement of the top is bigger than normal in natural state because of lower strength. Besides, a little fluctuation of water level mayenlarge the diameter of soil cave constantly. Once man-made heavy precipitation happens,the subsidence was liable to take place. The caves are located within silty clay in type Ⅲand Ⅳ, therefore, change of displacement is similar to type Ⅰ-1to Ⅰ-3.
(4) Focusing on trigger factors, the train load has been studied. Taking silty clay+soluble rock as geological model, the conceptual model and numerical simulation havebeen established. According to the simulation, the tensile stresses mainly concentrate3to5meters below the subgrade, which means soil caves over5meters’ depth could not beaffected. While the span of soil caves is relatively larger than coping thickness, plasticzone appears at the top of the roof firstly, which brings shear compression failure.Affected by the constantly dynamic load, the plastic zone extends downward. And plasticzone at the top extends upward. Finally, transfixion happens.
(5) In order to explore the development criterion of the thick covering layer, a largeentity simulation has been set up. Physical simulations are made to study the formationand evolution of collapse within the silty clay. Results did not show an obvious relationbetween water level change of Quaternary and the deformation. Under the same soil layerstructure, the regions, where the pore aquifer is close to karst aquifer, are liable tocollapse. The deformation of soil has related to water decline speed and permeategradient of fissure water system within karst conduits, which can be recognized as onecriterion of collapse. At the former Xin Shakou station, the critical speed of karst waterdecline is about0.225m/min and the critical hydraulic gradient is form0.4to1.59.
(6) Using AHP and GIS, the forecast model of karst collapse has been raised. Andsix factors are chosen as index, such as lithology, rate of linear karstification, soilthickness, soil formation, underground water level, relation between underground waterlevel and bedrock surface. The analysis based on this model has defined12sections to beeasy to collapse which are focusing remediation zone.
(7) Reasonable remediation design principles and engineering measures are made.Also further study is made to the parameters, for example, reinforcement depth andgrouting pitch. A maximum of30meters is considered to be the best reinforcement depth.While grouting pressure is about0.2to0.5MPa, the grouting pitch is3.5to7.0meters.The electrometric method and surface wave method are chosen to detect the remediation.
(8) Aimed at thick-covering karst collapse, a combined system, includingreconnaissance, prediction and evaluation, and prevention and cure construction, has setup to study the collapse in Wuguang passenger dedicated line from Shaoguan to Huadu.
引文
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