Pub Date : 2017-07-06DOI: 10.1061/9780784480793.014
J. Funehag, J. Claesson
For around two decades of research and development in the field of grouting in hard jointed rock, the design process has taken some leaps forward. Stille and Gustafson, 2005 and Funehag and Gustafson 2008, shows how a grouting design can be computed. A grouting design in hard rock can based on the penetration length of grout in rock fractures. The design comprises considerations of the fracture apertures in the rock mass, the type of grout and its rheological properties and how the grout is injected i.e pressure and grouting times. When knowing these parameters an optimized geometry fitting the design is made. Thorn, et al, 2014 describes a fundamental analysis with a comprehensive tool to retrieve the fracture distribution and aperture distribution of the fractures crossing a cored borehole. The data needed about the core is geological mapping and hydraulic section tests. In Gustafson, Claesson and Fransson, (2013) a full derivation of a radial Bingham flow in a slit is described for constant pressure. By optimizing with a specific pressure and an efficient grouting time (efficient time means the time when the pressure has reached the designed pressure) a prognosis a more realistic time consumption for grouting can be computed. However, the time it takes to reach a certain pressure is dependent on the capacity of the pump and the how large the fractures widths are. For poorly chosen pumps together with large fractures the time to reach the design pressure can be significant. The overall objective for this new formulation was to involve the grouting pressure as a variable rather than constant. A pressure build-up mimic more a realistic pumping scenario which enables better prognosis of grouting works. This paper brings up this new formulation of the radial Bingham flow with variable injection pressure in slit. The benefits of this new formulation is that it can easily be integrated in other computer programs. One program that uses this new formulation is a grouting simulator owned and developed by Edvirt AB. The simulator has been used to pedagogically demonstrate how a variable pressure and restrictions in grout flow (the pump capacity) affect the penetration length. Further, the results show that it can be used to predict suitable pump capacity to fit the coming grouting works.
在硬节理岩体注浆领域，经过近二十年的研究和发展，设计过程取得了长足的进步。Stille and Gustafson(2005)和Funehag and Gustafson(2008)展示了如何计算注浆设计。可根据岩体裂隙中浆液的侵彻长度进行硬岩注浆设计。该设计包括考虑岩体的裂缝孔径、注浆类型及其流变特性以及注浆方式(即压力和注浆时间)。当知道这些参数后，就进行了优化的几何拟合设计。Thorn等人，2014年描述了一种基本分析方法，该方法使用一种综合工具来检索穿过取心井眼的裂缝分布和裂缝孔径分布。岩心所需的资料是地质填图和水力断面试验。在Gustafson, Claesson和Fransson，(2013)中，描述了恒定压力下狭缝中径向宾厄姆流的完整推导。通过对特定压力和有效注浆时间(有效时间是指压力达到设计压力时的时间)进行优化，可以预测出更符合实际的注浆时间。然而，达到一定压力所需的时间取决于泵的容量和裂缝宽度的大小。对于选择不当的泵和大裂缝，达到设计压力的时间可能很长。这个新公式的总体目标是将注浆压力作为一个变量而不是常数。压力累积模拟更真实的泵送场景，可以更好地预测注浆工程。本文提出了缝内变注入压力径向宾厄姆流动的新公式。这种新公式的好处是它可以很容易地集成到其他计算机程序中。使用这种新配方的一个程序是由Edvirt AB拥有和开发的注浆模拟器。该模拟器已用于教学演示如何改变压力和注浆流量的限制(泵容量)影响渗透长度。结果表明，该模型可用于预测合适的灌浆能力，以适应即将到来的灌浆工程。
{"title":"How the Pressure Build-Up Affects the Penetration Length of Grout-New Formulation of Radial Flow of Grout Incorporating Variable Pressure","authors":"J. Funehag, J. Claesson","doi":"10.1061/9780784480793.014","DOIUrl":"https://doi.org/10.1061/9780784480793.014","url":null,"abstract":"For around two decades of research and development in the field of grouting in hard jointed rock, the design process has taken some leaps forward. Stille and Gustafson, 2005 and Funehag and Gustafson 2008, shows how a grouting design can be computed. A grouting design in hard rock can based on the penetration length of grout in rock fractures. The design comprises considerations of the fracture apertures in the rock mass, the type of grout and its rheological properties and how the grout is injected i.e pressure and grouting times. When knowing these parameters an optimized geometry fitting the design is made. Thorn, et al, 2014 describes a fundamental analysis with a comprehensive tool to retrieve the fracture distribution and aperture distribution of the fractures crossing a cored borehole. The data needed about the core is geological mapping and hydraulic section tests. In Gustafson, Claesson and Fransson, (2013) a full derivation of a radial Bingham flow in a slit is described for constant pressure. By optimizing with a specific pressure and an efficient grouting time (efficient time means the time when the pressure has reached the designed pressure) a prognosis a more realistic time consumption for grouting can be computed. However, the time it takes to reach a certain pressure is dependent on the capacity of the pump and the how large the fractures widths are. For poorly chosen pumps together with large fractures the time to reach the design pressure can be significant. The overall objective for this new formulation was to involve the grouting pressure as a variable rather than constant. A pressure build-up mimic more a realistic pumping scenario which enables better prognosis of grouting works. This paper brings up this new formulation of the radial Bingham flow with variable injection pressure in slit. The benefits of this new formulation is that it can easily be integrated in other computer programs. One program that uses this new formulation is a grouting simulator owned and developed by Edvirt AB. The simulator has been used to pedagogically demonstrate how a variable pressure and restrictions in grout flow (the pump capacity) affect the penetration length. Further, the results show that it can be used to predict suitable pump capacity to fit the coming grouting works.","PeriodicalId":360791,"journal":{"name":"Geotechnical special publication","volume":null,"pages":null},"PeriodicalIF":0.0,"publicationDate":"2017-07-06","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"116208717","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2017-07-06DOI: 10.1061/9780784480793.002
E. Kavazanjian, A. Almajed, N. Hamdan
{"title":"Bio-Inspired Soil Improvement Using EICP Soil Columns and Soil Nails","authors":"E. Kavazanjian, A. Almajed, N. Hamdan","doi":"10.1061/9780784480793.002","DOIUrl":"https://doi.org/10.1061/9780784480793.002","url":null,"abstract":"","PeriodicalId":360791,"journal":{"name":"Geotechnical special publication","volume":null,"pages":null},"PeriodicalIF":0.0,"publicationDate":"2017-07-06","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"130624190","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2017-07-06DOI: 10.1061/9780784480793.018
Edward Runslätt, J. Thörn, Å. Fransson, Sara Kvartsberg
Sweden has a long history of research within the field of rock fissure grouting in hard crystalline rock mass due to strict environmental requirements regarding allowable ground water draw down. These requirements normally implies that fractures down to aperture size between 50 to 100 μm needs to be sealed and within these ranges the size of the particles for cementitious grouting agents becomes a limiting factor. For a grouting design it is therefore of importance to consider the aperture size distribution of the rock mass in order to predict the groutability for both cementitious and non-cementitious grouting agents. Transmissivity data from hydraulic tests (water pressure tests) and number of fractures along a borehole can be assessed from core logging for further use as input for a statistical interpretation of fracture data to simulate an aperture size distribution. A methodology developed at Chalmers University of Technology in Gothenburg, Sweden, is proposed. The method is a statistical evaluation of groutability (SEG) and is based on the Pareto distribution. A computational design tool has been developed to simplify the use of the statistical evaluation and to make the research more accessible to end users, designers, in the grouting industry. The aim of this article is to present two case studies where the statistical interpretation of fracture data is performed by using the computational design tool and how the outcome can be of great use in finding a more accurate grouting design. The case studies include fracture data sets from two large infrastructure rock tunnel projects in Sweden; a road tunnel in Stockholm and a railroad tunnel in Gothenburg.
{"title":"Statistical Evaluation of Groutability Using Data from Hydraulic Tests and Fracture Mapping Case Studies from Sweden","authors":"Edward Runslätt, J. Thörn, Å. Fransson, Sara Kvartsberg","doi":"10.1061/9780784480793.018","DOIUrl":"https://doi.org/10.1061/9780784480793.018","url":null,"abstract":"Sweden has a long history of research within the field of rock fissure grouting in hard crystalline rock mass due to strict environmental requirements regarding allowable ground water draw down. These requirements normally implies that fractures down to aperture size between 50 to 100 μm needs to be sealed and within these ranges the size of the particles for cementitious grouting agents becomes a limiting factor. For a grouting design it is therefore of importance to consider the aperture size distribution of the rock mass in order to predict the groutability for both cementitious and non-cementitious grouting agents. Transmissivity data from hydraulic tests (water pressure tests) and number of fractures along a borehole can be assessed from core logging for further use as input for a statistical interpretation of fracture data to simulate an aperture size distribution. A methodology developed at Chalmers University of Technology in Gothenburg, Sweden, is proposed. The method is a statistical evaluation of groutability (SEG) and is based on the Pareto distribution. A computational design tool has been developed to simplify the use of the statistical evaluation and to make the research more accessible to end users, designers, in the grouting industry. The aim of this article is to present two case studies where the statistical interpretation of fracture data is performed by using the computational design tool and how the outcome can be of great use in finding a more accurate grouting design. The case studies include fracture data sets from two large infrastructure rock tunnel projects in Sweden; a road tunnel in Stockholm and a railroad tunnel in Gothenburg.","PeriodicalId":360791,"journal":{"name":"Geotechnical special publication","volume":null,"pages":null},"PeriodicalIF":0.0,"publicationDate":"2017-07-06","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"129076012","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2017-07-06DOI: 10.1061/9780784480809.037
R. Marte, F. Scharinger, Roland Lüftenegger
{"title":"Panels Made by the Deep Mixing Method for a Building Pit Support in a Slope","authors":"R. Marte, F. Scharinger, Roland Lüftenegger","doi":"10.1061/9780784480809.037","DOIUrl":"https://doi.org/10.1061/9780784480809.037","url":null,"abstract":"","PeriodicalId":360791,"journal":{"name":"Geotechnical special publication","volume":null,"pages":null},"PeriodicalIF":0.0,"publicationDate":"2017-07-06","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"129799476","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2017-06-01DOI: 10.1061/9780784480717.029
H. Zou, G. Cai, Song-yu Liu, T. Bheemasetti, A. Puppala
{"title":"Assessing Spatial Variability of Piezocone Penetration Resistance of Layered Soft Clays Using Geostatistics","authors":"H. Zou, G. Cai, Song-yu Liu, T. Bheemasetti, A. Puppala","doi":"10.1061/9780784480717.029","DOIUrl":"https://doi.org/10.1061/9780784480717.029","url":null,"abstract":"","PeriodicalId":360791,"journal":{"name":"Geotechnical special publication","volume":null,"pages":null},"PeriodicalIF":0.0,"publicationDate":"2017-06-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"125368971","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2017-06-01DOI: 10.1061/9780784480700.025
T. Stark, D. G. Ruffing
Geotechnical engineers understand there is uncertainty and risk in the input parameters for slope stability analyses and within the analysis methodologies themselves. Decades of research and inverse analyses of slope failures have resulted in widespread acceptance of certain factors of safety (FS) in typical situations, e.g., a static two-dimensional (2D) factor of safety of 1.3 is often used for temporary or low risk slopes and 1.5 for permanent slopes. However, these FSs are not appropriate for use with three-dimensional (3D) analyses because 3D analyses account for additional shear resistance that is generated along the sides of the slide mass. The contribution of the additional shear resistance can be significant in shallow slide masses or for translational slide masses with a width to height ratio less than six, resulting in calculated values of 3D FS that are greater than the calculated 2D FS. To achieve the same level of safety or risk as a static 2D FS of 1.3 or 1.5, the user must use a greater minimum FS for 3D analyses. This paper presents methods for calculating a suitable minimum 3D FS to achieve a similar level of safety or risk as a minimum 2D FS, such as 1.3 or 1.5, would afford.
{"title":"Selecting Minimum Factors of Safety for 3D Slope Stability Analyses","authors":"T. Stark, D. G. Ruffing","doi":"10.1061/9780784480700.025","DOIUrl":"https://doi.org/10.1061/9780784480700.025","url":null,"abstract":"Geotechnical engineers understand there is uncertainty and risk in the input parameters for slope stability analyses and within the analysis methodologies themselves. Decades of research and inverse analyses of slope failures have resulted in widespread acceptance of certain factors of safety (FS) in typical situations, e.g., a static two-dimensional (2D) factor of safety of 1.3 is often used for temporary or low risk slopes and 1.5 for permanent slopes. However, these FSs are not appropriate for use with three-dimensional (3D) analyses because 3D analyses account for additional shear resistance that is generated along the sides of the slide mass. The contribution of the additional shear resistance can be significant in shallow slide masses or for translational slide masses with a width to height ratio less than six, resulting in calculated values of 3D FS that are greater than the calculated 2D FS. To achieve the same level of safety or risk as a static 2D FS of 1.3 or 1.5, the user must use a greater minimum FS for 3D analyses. This paper presents methods for calculating a suitable minimum 3D FS to achieve a similar level of safety or risk as a minimum 2D FS, such as 1.3 or 1.5, would afford.","PeriodicalId":360791,"journal":{"name":"Geotechnical special publication","volume":null,"pages":null},"PeriodicalIF":0.0,"publicationDate":"2017-06-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"134275098","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2017-06-01DOI: 10.1061/9780784480717.019
Hong-Xin Chen, L. Zhang, Shijin Feng
{"title":"Risk Assessment of Debris Flows along a Road Considering Redistribution of Elements at Risk","authors":"Hong-Xin Chen, L. Zhang, Shijin Feng","doi":"10.1061/9780784480717.019","DOIUrl":"https://doi.org/10.1061/9780784480717.019","url":null,"abstract":"","PeriodicalId":360791,"journal":{"name":"Geotechnical special publication","volume":null,"pages":null},"PeriodicalIF":0.0,"publicationDate":"2017-06-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"117332651","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2017-06-01DOI: 10.1061/9780784480731.006
C. Reale, J. Xue, K. Gavin
{"title":"Using Reliability Theory to Assess the Stability and Prolong the Design Life of Existing Engineered Slopes","authors":"C. Reale, J. Xue, K. Gavin","doi":"10.1061/9780784480731.006","DOIUrl":"https://doi.org/10.1061/9780784480731.006","url":null,"abstract":"","PeriodicalId":360791,"journal":{"name":"Geotechnical special publication","volume":null,"pages":null},"PeriodicalIF":0.0,"publicationDate":"2017-06-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"123075782","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2017-06-01DOI: 10.1061/9780784480717.012
L. Gao, L. Zhang
{"title":"Can Empirical Rainfall-Landslide Correlations Be Extended to Future Extreme Storms?","authors":"L. Gao, L. Zhang","doi":"10.1061/9780784480717.012","DOIUrl":"https://doi.org/10.1061/9780784480717.012","url":null,"abstract":"","PeriodicalId":360791,"journal":{"name":"Geotechnical special publication","volume":null,"pages":null},"PeriodicalIF":0.0,"publicationDate":"2017-06-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"116670239","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2017-06-01DOI: 10.1061/9780784480724.037
S. Brandenberg, J. Stewart, G. Mylonakis
Solutions are formulated for seismic earth pressures acting on vertical flexible walls with the top and bottom constrained by discrete elastic stiffness elements (top constraint representing a structural constraint, bottom constraint representing foundation stiffness). Solutions are formulated using the Winkler assumption and correspond to shear waves propagating vertically through homogeneous soil. Earth pressures decrease as wall flexibility increases. Rotational and translation constraints at the top and bottom of the wall also contribute to mobilization of seismic earth pressures. Current standard-of-practice procedures are based on limit analysis methods that do not consider the influence of frequency, wall flexibility, structural constraints, or soilstructure interaction (SSI) in general. The proposed approach is more robust because wave propagation effects are considered and seismic earth pressures result from the product of relative wall-soil displacements and stiffness at the wall-soil interface.
{"title":"Influence of Wall Flexibility on Seismic Earth Pressures in Vertically Homogeneous Soil","authors":"S. Brandenberg, J. Stewart, G. Mylonakis","doi":"10.1061/9780784480724.037","DOIUrl":"https://doi.org/10.1061/9780784480724.037","url":null,"abstract":"Solutions are formulated for seismic earth pressures acting on vertical flexible walls with the top and bottom constrained by discrete elastic stiffness elements (top constraint representing a structural constraint, bottom constraint representing foundation stiffness). Solutions are formulated using the Winkler assumption and correspond to shear waves propagating vertically through homogeneous soil. Earth pressures decrease as wall flexibility increases. Rotational and translation constraints at the top and bottom of the wall also contribute to mobilization of seismic earth pressures. Current standard-of-practice procedures are based on limit analysis methods that do not consider the influence of frequency, wall flexibility, structural constraints, or soilstructure interaction (SSI) in general. The proposed approach is more robust because wave propagation effects are considered and seismic earth pressures result from the product of relative wall-soil displacements and stiffness at the wall-soil interface.","PeriodicalId":360791,"journal":{"name":"Geotechnical special publication","volume":null,"pages":null},"PeriodicalIF":0.0,"publicationDate":"2017-06-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"125605855","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
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