道路软岩边坡设计研究
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摘要
现有的道路岩质边坡的设计,往往是根据以往的经验,对于不同地质条件的边坡,由经验定出设计坡度。而针对该设计方案下的边坡是否稳定和合理,对于普通的软岩边坡来说,则很少对其进行稳定性评价,因此造成了边坡设计中的不合理。本论文通过室内数值分析及野外软岩边坡的调查,对调查的数据进行统计分析,建立基于软岩边坡样本统计基础之上的软岩边坡设计方法,补充完善现行的设计理论。本文主要完成以下几方面研究工作：
1.采用UDEC软件,通过数值分析,分析了不同参数及力学参数下的边坡变形特征,确定了影响软岩边坡坡度设计的主要影响因素。
2.通过野外大量的边坡调查,对边坡的几何参数、边坡的岩体结构参数、边坡岩体强度、变形参数及边坡其他参数进行了统计分析,得到当前软岩边坡标准模型。对调查的所有参数进行归一化处理后,统计分析了边坡坡度与各边坡因素之间的关系,确定了各影响因素对坡度设计影响权重。
3.进行了大量软岩相关的波速试验研究,拟合获得软岩的单轴抗压强度与波速之间的关系：UCS=0.0154Vp-6.58和UCS=4.9e0.0008Vp；点荷载强度与波速呈带状分布,拟合关系：Vp=1348.7+719.387Is；波速值与回弹强度近似服从线性关系：R=4.97+0.0068Vp；试验结果表明：采用波速来表征单轴抗压强度、回弹强度及点荷载效果较差,但亦可以用于各指标间的初步估算。
4.基于数值分析及现场调查结果建立软岩边坡坡度设计公式：α=17.391og(γwEd)-14.58log(H),并对该公式进行了评估,探讨了重新设计后边坡的坡度及稳定性变化特征。
5.针对当前的岩体质量评价方法(SMR法)不能对软弱互层状边坡直接进行应用,增加了R1回弹值权值表,并提出了岩体强度差异调整权值项,建立了MSMR法。建立RMR法、SMR法及MSMR法与坡度统计关系,提出了a=50.3ln(RMR)-134、a=39.3ln(SMR)-80及a=31 ln(MRMR)-52,并结合工程实例进行应用,验证了其可行性,对比式5-4分析了二者各自特点及适用范围。
6.采用UDEC软件对软弱互层状边坡进行数值分析,选择边坡坡脚位移作为评价指标,研究了岩体强度差异对边坡稳定性的影响规律,建立坡脚位移、坡度及岩体强度差异三者之间的统计关系。
7.采用可拓学理论,并结合层次分析法,提出了基于开拓理论与层次分析法的软岩边坡稳定性评价方法。并对评价方法进行验证、对数据库中的所有边坡进行了稳定性回判及对采用式5-4重设后边坡的稳定性进行了评判。
8.将野外调查的所有软岩评价边坡进行整理分析,基于VB和SQLServer2000语言编制了软岩边坡数据库管理系统,系统主要包括边坡查询、边坡数据库记录添加和记录删除、边坡数据信息的统计分析、软岩各项指标转换、道路软岩边坡的坡度设计及软岩边坡的稳定性分析六大模块。
In current rock slope engineering, the slope angle is designed by experience according to different geological condtions of slope. To general weak rock slope, the stability of the slope and the rationality of the design are seldom considered, which results in the irrationality of slope design. In this thesis, according to numerical analysis and field investigation of weak rock slopes, the design method of weak rock slope is established based on statistical analysis and the present design theory is improved. In this thesis, the main researches are as following:
1. Through numerical analysis with software UDEC, the deformation properties of slope at different geometrical parameters and mechanical parameters are analyzed. The main influence factors of weak slope angle design are determined.
2. Based on numerous field investigations of rock slopes and the statistical analysis of the geometrical parameters of slopes, the rock mass structure, rock mass strength, deformation parameters and other parameters, the current standard analysis model of weak rock slope is obtained. After normalization processing of all parameters, the relation between slope angle and the influence factors is put forward. And the effect weight of each factor to slope angle design is determined.
3. Based on numerous wave velocity tests of weak rock mass, the fitting relation between uniaxial compressive strength and wave velocity is established as UCS=0.0154Vp-6.58 and UCS=4.9e0.0008Vp. And the fitting relation between point load strength and wave velocity is established as Vp=1348.7+719.387Is. The relation between wave velocity and rebound strength is approximately linear relationship as R=4.97+0.0068Vp. The result of tests show that it has poor effect to replace uniaxial compressive strength, rebound strength and point load strength with wave velocity, but wave velocity can be used to estimate those index.
4. Based on numerical analysis and field investigation, the design equation of weak rock slope angle is established as a=17.391og(γw.Ed)-14.581og(H). And the variation characteristics of slope angle and slope stability after redesign of slope are discussed.
5. Due to current rock quality evaluation method (SMR method) can not be used directly in interbedded slope, the weight of Rebound factor R1 is added in. The rock strength variation extent adjusted factor is put forward and the method of MSMR is obtained. The statistical relation of RMR, SMR, MSMR and slope angle is established as a=50.3ln(RMR)-134,a=393ln(SMR)-80, a=31 ln(MRMR)-52. Based on engineering practice, the feasibility of those relations is verified. Compared with equation 5-4, the character and applicability of those methods are discussed.
6. The interbedded weak rock slopes are analyzed with software UDEC. The deformation of toe of slope is selected as evaluation index. The influence rule of rock mass strength variance on slope stability is analyzed. The statistical relation between deformation of toe of slope, slope angle and rock mass strength variance is established.
7. Based on extension theory, combining with analytical hierarchy process, the method of weak slope stability evaluation based on extension theory and analytical hierarchy process is put forward. The evaluation method is verified. The stability of the slopes in the database are reevaluated. And the stability of the slopes after redesign based on equation 5-4 are evaluated.
8. Through data analysis of field investigation, a database management system of rock slope based on VB and SQL Server 2000 is compiled. The system includes slope query, record adding and deleting of database, statistical analysis, index transforming, slope angle design of weak rock and slope stability analysis.
1.采用UDEC软件,通过数值分析,分析了不同参数及力学参数下的边坡变形特征,确定了影响软岩边坡坡度设计的主要影响因素。
2.通过野外大量的边坡调查,对边坡的几何参数、边坡的岩体结构参数、边坡岩体强度、变形参数及边坡其他参数进行了统计分析,得到当前软岩边坡标准模型。对调查的所有参数进行归一化处理后,统计分析了边坡坡度与各边坡因素之间的关系,确定了各影响因素对坡度设计影响权重。
3.进行了大量软岩相关的波速试验研究,拟合获得软岩的单轴抗压强度与波速之间的关系：UCS=0.0154Vp-6.58和UCS=4.9e0.0008Vp；点荷载强度与波速呈带状分布,拟合关系：Vp=1348.7+719.387Is；波速值与回弹强度近似服从线性关系：R=4.97+0.0068Vp；试验结果表明：采用波速来表征单轴抗压强度、回弹强度及点荷载效果较差,但亦可以用于各指标间的初步估算。
4.基于数值分析及现场调查结果建立软岩边坡坡度设计公式：α=17.391og(γwEd)-14.58log(H),并对该公式进行了评估,探讨了重新设计后边坡的坡度及稳定性变化特征。
5.针对当前的岩体质量评价方法(SMR法)不能对软弱互层状边坡直接进行应用,增加了R1回弹值权值表,并提出了岩体强度差异调整权值项,建立了MSMR法。建立RMR法、SMR法及MSMR法与坡度统计关系,提出了a=50.3ln(RMR)-134、a=39.3ln(SMR)-80及a=31 ln(MRMR)-52,并结合工程实例进行应用,验证了其可行性,对比式5-4分析了二者各自特点及适用范围。
6.采用UDEC软件对软弱互层状边坡进行数值分析,选择边坡坡脚位移作为评价指标,研究了岩体强度差异对边坡稳定性的影响规律,建立坡脚位移、坡度及岩体强度差异三者之间的统计关系。
7.采用可拓学理论,并结合层次分析法,提出了基于开拓理论与层次分析法的软岩边坡稳定性评价方法。并对评价方法进行验证、对数据库中的所有边坡进行了稳定性回判及对采用式5-4重设后边坡的稳定性进行了评判。
8.将野外调查的所有软岩评价边坡进行整理分析,基于VB和SQLServer2000语言编制了软岩边坡数据库管理系统,系统主要包括边坡查询、边坡数据库记录添加和记录删除、边坡数据信息的统计分析、软岩各项指标转换、道路软岩边坡的坡度设计及软岩边坡的稳定性分析六大模块。
In current rock slope engineering, the slope angle is designed by experience according to different geological condtions of slope. To general weak rock slope, the stability of the slope and the rationality of the design are seldom considered, which results in the irrationality of slope design. In this thesis, according to numerical analysis and field investigation of weak rock slopes, the design method of weak rock slope is established based on statistical analysis and the present design theory is improved. In this thesis, the main researches are as following:
1. Through numerical analysis with software UDEC, the deformation properties of slope at different geometrical parameters and mechanical parameters are analyzed. The main influence factors of weak slope angle design are determined.
2. Based on numerous field investigations of rock slopes and the statistical analysis of the geometrical parameters of slopes, the rock mass structure, rock mass strength, deformation parameters and other parameters, the current standard analysis model of weak rock slope is obtained. After normalization processing of all parameters, the relation between slope angle and the influence factors is put forward. And the effect weight of each factor to slope angle design is determined.
3. Based on numerous wave velocity tests of weak rock mass, the fitting relation between uniaxial compressive strength and wave velocity is established as UCS=0.0154Vp-6.58 and UCS=4.9e0.0008Vp. And the fitting relation between point load strength and wave velocity is established as Vp=1348.7+719.387Is. The relation between wave velocity and rebound strength is approximately linear relationship as R=4.97+0.0068Vp. The result of tests show that it has poor effect to replace uniaxial compressive strength, rebound strength and point load strength with wave velocity, but wave velocity can be used to estimate those index.
4. Based on numerical analysis and field investigation, the design equation of weak rock slope angle is established as a=17.391og(γw.Ed)-14.581og(H). And the variation characteristics of slope angle and slope stability after redesign of slope are discussed.
5. Due to current rock quality evaluation method (SMR method) can not be used directly in interbedded slope, the weight of Rebound factor R1 is added in. The rock strength variation extent adjusted factor is put forward and the method of MSMR is obtained. The statistical relation of RMR, SMR, MSMR and slope angle is established as a=50.3ln(RMR)-134,a=393ln(SMR)-80, a=31 ln(MRMR)-52. Based on engineering practice, the feasibility of those relations is verified. Compared with equation 5-4, the character and applicability of those methods are discussed.
6. The interbedded weak rock slopes are analyzed with software UDEC. The deformation of toe of slope is selected as evaluation index. The influence rule of rock mass strength variance on slope stability is analyzed. The statistical relation between deformation of toe of slope, slope angle and rock mass strength variance is established.
7. Based on extension theory, combining with analytical hierarchy process, the method of weak slope stability evaluation based on extension theory and analytical hierarchy process is put forward. The evaluation method is verified. The stability of the slopes in the database are reevaluated. And the stability of the slopes after redesign based on equation 5-4 are evaluated.
8. Through data analysis of field investigation, a database management system of rock slope based on VB and SQL Server 2000 is compiled. The system includes slope query, record adding and deleting of database, statistical analysis, index transforming, slope angle design of weak rock and slope stability analysis.
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