REGIONAL GEOLOGY, GROUNDWATER FLOW SYSTEMS AND SLOPE STABILITY by ROBERT A.L. HODGE B.A.Sc, University of British Columbia, 1972 A THESIS SUBMITTED IN PARTIAL FULFILLMENT OF THE REQUIREMENTS FOR THE DEGREE OF MASTER OF APPLIED SCIENCE in THE FACULTY OF GRADUATE STUDIES Department of Geological Sciences The University of British Columbia We accept this thesis as conforming to the required standard THE UNIVERSITY OF BRITISH COLUMBIA June, 1976 0 Robert A.L. Hodge, 1976 In presenting this thesis in partial fulfilment of the requirements for an advanced degree at the University of British Columbia, I agree that the Library shall make it freely available for reference and study! I further agree that permission for extensive copying of this thesis for scholarly purposes may be granted by the Head of my Department or by his representatives. It is understood that copying or publication of this thesis for financial gain shall not be allowed without my written permission. Depa rtment The University of British Columbia 2075 Wesbrook Place Vancouver, Canada V6T 1W5 Date ii ABSTRACT The purpose of this thesis is to show, using computer simulation of flow systems in a variety of hypothetical slopes, how different geological environments affect the groundwater flow regime, which in turn is funda mental to the stability of a slope. Galerkin's method is used to derive a finite element program to model two dimensional, saturated, steady state flow through anisotropic and heterogeneous rigid porous media. An understanding of the regional geology is required in order to un derstand the regional flow system. The following points are illustrated. a. In anisotropic media, the most adverse groundwater condition for slope stability occurs when the major axis of conductivi ty lies down the dip of the slope. b. Depending on their characteristics, faults, contacts and dykes can be either detrimental or favourable in their ef fect on the flow system. Careful field investigation is required to establish that effect. c. Deep weathering commonly causes a confining zone of low conductivity, a situation very detrimental to stability. d. Stress relief fractures on valley walls can adversely in fluence the effect of groundwater on stability. e. A regional aquifer can cause high pore pressure development beneath a valley. f. Fluctuations in the regional groundwater system can cause instability in Pleistocene terraces. g. The presence of an underlying less conductive zone or unit iii can have an adverse effect on the flow system. Conductivity contrasts of less than two orders of magnitude can cause pore pressure development critical to stability. Three other points are demonstrated which have direct application to slope stability analysis and control. 1. The pressure head distribution on rock wedges can be non linear rather than the commonly assumed linear distribu tion. 2. The introduction of a reservoir at the toe of a slope can influence the groundwater regime well above the reservoir surface; even a low reservoir can cause, the change required to cause instability. 3. Piezometric measurements and drainage systems must penetrate through any less conductive unit that might be acting as a slide plane. iv CONTENTS Page CHAPTER ONE: INTRODUCTION 1 CHAPTER TWO: A REVIEW OF SLOPE STABILITY ANALYSES 3 Introduction 3 Categories of Slope Stability Analysis 5 Limit Equilibrium MethodsElastic Solutions of the Finite Element Type 9 Discrete Particle Analysis 10 Historic Development of Limit Equilibrium Methods 11 The Concept of Effective Stress 30 Groundwater and Limit Equilibrium Methods 31 CHAPTER THREE: GROUNDWATER FLOW, GALERKIN'S METHOD AND THE FINITE ELEMENT METHOD 34 Introduction 3Theory 5 Example 42 Matrix Solution 47 Heterogeneity and Anisotropy . 48 CHAPTER FOUR: LIMITING ASSUMPTIONS AND HYDRAULIC CONDUCTIVITY 51 Limiting AssumptionsHydraulic Conductivity 7 CHAPTER FIVE: MODEL RESULTS AND DISCUSSION 60 Introduction 6The Effects of Anisotropy 64 Thrusts and Interbedded Sedimentary Rocks 66 Faults, Contacts, Dykes and Weathering Profiles 69 Layered Colluvium and Buried Weathering Profiles 71 Flat Lying Weak Rocks, Fractures Due to Stress Relief and the Effects of a Regional Aquifer 74 Pleistocene Terraces 75 Deformed Metamorphic Rocks and the Effect of a Reservoir on a Deep Rock Slide 79 V CONTENTS (Cont'd) Page CHAPTER SIX: SUMMARY AND CONCLUSIONS 85 Slope Stability Analyses 8Limiting Assumptions 6 Model Results 87 REFERENCES 91 APPENDIX I: COMPUTER PROGRAM APPENDIX II: FIGURES FOR CHAPTER FIVE TABLES Page Table 2-1 Categories of Slope Stability Analysis Table 5-1 Weathering profile for igneous and metamorphic rocks . 72 Table 5-2 Results of stability analysis of a Pleistocene terrace 79 Table 5-3 Results of stability analysis of a potential rock slide in metamorphic terrain 62 vii ILLUSTRATIONS Page Figure 2-1 Schematic stress-strain curves for ideal and real materials 7 Figure 2-2 Fellenius' method of slices for a curved sliding surface through the toe of a slope 14 Figure 2-3 Force diagram 1Figure 2-1- The ^-circle method for toe failures 16 Figure 2-5 Rendulic's log-spiral method 17 Figure 2-6 Taylor's ^-circle method for complete sub mergence 18 Figure 2-7 Taylor's ^-circle analysis for capillary saturation 20 Figure 2-8 Forces used by Janbu in his Generalized Proceedure of Slices 21 Figure 2-9 Forces used in Bishop's Method 23 Figure 2-10 Forces used in the Morgenstern-Price Method 25 Figure 3-1 Descritization of region into finite triangu lar elements 33 Figure 3-2 Region of flow 4Figure 3-3 Matrix form of equation (3.19) 47 Figure 3-4 Trigonometry used in defining nodal coordin ates in terms of a local coordinate system 49 Figure 4-1 Ranges of hydraulic conductivity 58 Figure 5-1 Summary of Models 62 Figure 5-2 Hydraulic head, elevation head, and pressure head 63 viii ILLUSTRATIONS (Cont'd) Page Figure 5-3 The effects of anisotropy * Figure 5-4 Summary of piezometric lines from Figure 5-3 * Figure 5-5 Thrusts and interbedded sedimentry rocks * Figure 5-6 Faults, contacts, dykes and weathering profilesFigure 5-7 Summary of piezometric lines for Figure 5-6 * Figure 5-8 Layered colluvium and buried weathering profilesFigure 5-9 Flat lying weak rocks, fractures due to stress relief, and the effects of a re gional aquifer * Figure 5-10 Pleistocene TerracesFigure 5-11 Deformed Metamorphic Rocks and the ef fects of a reservoir or a deep rock slide * Figure 5-12 Summary of piezometric lies from Figure 5-11 * * APPENDIX ii - IS ,M rttap Cabinet^ ix ACKNOWLEDGMENTS A number of people have given much needed help and advice throughout this project. Katsayuki Fujinawa, visiting graduate student from Kyoto University, Japan, spent many hours with me patiently discussing the nu merical and computer techniques. Peter Byrne,: Department of Civil Engi neering, U.B.C. reviewed my work on slope stability analyses. Hardy Bunn, C.B.A. Engineering Ltd., and Julie Wytrwal, Department of Mathematics, U.B.C, managed to wade through my hieroglyphic writing and produce a neat ly typed manuscript. Two people in particular have influenced and guided me during the past few years: F.D. Patton, Consultant Engineering Geologist, and my supervi sor, R.A. Freeze, Department of Geological Sciences, U.B.C. Without the technical and moral assistance they have provided, this thesis would not have been possible. 1. CHAPTER ONE: INTRODUCTION The critical role that groundwater plays in the stability of slopes has long been recognized. However, for many years the mechanism that related porewater pressures to the strength of the soil or rock was not understood. In 1923 Terzaghi provided that link with his effective stress law. Using the concept of effective stress, a number of tech niques have been developed to quantitatively analyze the stresses in a slope to provide an estimate of stability. All of these methods assume that porewater pressures are a known quantity. In practice', these are usually obtained by field measurement with piezometers. Unfortunately, such measurements are both difficult to obtain and sometimes inaccurate. In 1940, Hubbert proposed the exact mathematical equations that govern steady-state groundwater flow. However, it was not until Toth (1962, 1963) introduced the method of mathematically modelling a groundwater flow system by solving a formal boundary value problem, that it became possible to obtain an estimate of the groundwater flow system by a means other than with direct measurement of the pore pressure dis tribution. With an understanding of conductivity contrasts and a know ledge of the water table configuration, flow systems could be readily modelled and an estimate of the complete pore pressure distribution obtained. The power of this technique was demonstrated by Freeze and Witherspoon (1966, 1967) who discussed in detail the theoretical analysis of regional groundwater flow systems. It is now possible to model three-dimensional, transient groundwater flow through a porous media that in cludes both saturated and unsaturated zones (Freeze, 1971a). 2. Mathematical models can provide an independent check on measured pore pressures. When anomalies arise, models can point to field conditions not previously expected and modifications to field investigations can result. Deere and Patton (1967, 1971) and Patton and Hendron (1974) have discussed the implications to slope stability of groundwater flow in a number of different slope environments. Despite the recognition of these implications, the versatile modelling techniques now available have not been applied to accurately illustrating flow systems in the complex geologic environments often associated with unstable slopes. The purpose of this thesis is to show, using computer simu lations of flow conditions in a variety of hypothetical slopes, how different geologic environments affect the groundwater flow regime which in turn is fundamental to the stability of a slope. It will be shown that to understand the distribution of pore pressures in a given slope, it is necessary to understand the regional flow system in which the slope is located. To familiarize myself with the mechanics of slope stability analyses and to establish how the effects of groundwater were factored into the analyses, a review was undertaken of all the available litera ture pertaining to the techniques of slope stability analysis. The results of this review are reported in Chapter Two. In Chapter Three, the theory underlying the computerized mathematical models is given in -detail and a simplified example is presented which illustrates the numerical technique. In any practical application of mathematical models it is critical that underlying assumptions are understood. These are presented in Chapter Four. The results of the modelling and dis cussion of their implications is found in Chapter Five and in Chapter Six the project is summarized. CHAPTER TWO: A REVIEW OF SLOPE STABILITY ANALYSES Introduction To completely document all the developments which have led to -the presently used techniques of analyzing slope stability would require a lengthy volume. The purpose of this review is twofold. Firstly, a brief description is given of the three categories of analysis: methods .based on limit equilibrium, elastic solutions of the finite element type, and Cundall's method based on discrete particle mechanics. Fol lowing this initial discussion, a more detailed account is presented of the various steps which have led to the present-day form of the limit equilibrium method. Three distinct aspects of this development can be isolated: identifying all the stresses acting, understanding the mecha nics which relate the stresses, and determining the natural properties which govern the material behaviour when the stresses are acting. The initial intent of this review was to gain insight into the ^assumptions that, various investigators have made regarding the role of groundwater. This underlying motivation remains. For this reason, the ^chapter concludes with a brief discussion of the concept of effective stress followed by a summary of different ways of handling groundwater in limit equilibrium techniques. 5. Categories of Slope Stability Analysis The three categories of slope stability analysis are summarized in Table 2-1. As well as descriptions, also listed are advantages, dis advantages, and the ability of each to account for groundwater. Limit Equilibrium Methods Limit equilibrium methods assume a failure plane, consider forces acting on the failing mass, and further assume that a critical limit occurs after which resisting forces are no longer greater than forces causing instability. Failure then occurs simultaneously every where along the failure surface. For a given slope, a factor of safety is calculated by considering the ratio of the materials shear strength (forces resisting failure) to the shear stress (forces causing failure). The critical limit referred to above is equivalent to a factor of safety of one. In relating shear strength to normal stress, materials are assumed to follow either Coulomb's Law (Coulomb, 1776): T = c + o^tannS (2.1) or the Revised Coulomb Equation (Terzaghi, 1923, 1936): x = c' + (a - u)tan<j>' (2.2) where T = shear strength c and c' = cohesion and effective cohesion = total normal stress u = porewater pressure CATEGORY OF ANALYSIS ADVANTAGES DISADVANTAGES GROUNDWATER LIMIT EQUILIBRIUM The equilibrium condition of a rigid body or a system of rigid bodies is considered. A factor of safety is cal culated by comparing the shear strength to the shear stress. ELASTIC SOLUTIONS OF THE FINITE ELEMENT TYPE The stress-strain condition of a continuous body is developed, based on the theory of elasticity. DISCRETE PARTICLE ANALYSIS A slope is mod collection of rigid blocks, librium of eac considered. U explicit time by considering static equilib (quasi-dynamic calculated as time. elled as a discrete The equi-h block is ses an integration a series of rium analyses ). Motion is a function of Results in a single factor cf safety (within confidence limits) which is easily understandable. Readily handles heterogeneous material properties. Readily handles any porewater pressure distribution. When a pre-existing, known discon tinuity controls the failure, exact modelling is possible. Results In a complete stress picture for the body. Stresses, strains, and displacements can be obtained. A failure plane need not be assumed. All the laws of mechanics are satis fied: equilibrium, compatibility, and boundary conditions. Fairly easy to handle a quasi-dynamic situation. Results *n a dynamic illustration of the slope which stands if stable or falls if unstable. Does not require the preselection of a failure surface. Systems of fractures can be modelled exactly. Allows for unlimited displacements and rotations. Can describe a progressive failure. 1. If the failure surface has not been located, the worst case must be found by trial and error. 2. No measure of strain on displacement is obtained. 3. Because only static equilibrium con ditions are considered, dynamic situations such as a progressive failure cannot be modelled. 4. Is indeterminate due to an inadequate understanding of the normal stress distribution on the base and the normal and shear stress distribution on the sides of slices. Depending on the method, different assumptions are made to render the problem determinate. 1. Limited to small strain by the theory of elasticity. (This does not pre clude large displacements.) 2. Because the body must remain a con tinuum, discontinuities cannot be truly modelled although approxima tions can be made by using highly elastic joint elements. 3. The correct stress-strain relationship for each element must be known. 4. Cannot handle a progressive failure. 1. Is written in terms of total stresses, not effective stresses. 2. Applies only to elopes which can be modelled as systems of rigid blocks. Any groundwater flow system can be readily handled. Groundwater can be handled in terms cf porewater pressures at nodes or seepage forces. However, the effect of groundwater on a materials modulus of elasticity is not generally agreed upon. Cannot at present handle porewater pressures. Table 2-1. Categories of Slope Stability Analysis 7. <(> and <J>' = angle and effective angle of internal friction Depending on which law Is used, analyses are said to be in terms of total or effective stresses. Most stability analyses involve an experimental calculation of c and $ or c' and <J>' These values are then used in the analysis, in essence replacing the real by an ideal material. Terzaghi and Peck (1967, p. 104) point out that this replacement involves the assumption that both c and <f> or c' and <{>' are independent of strain and only when the shearing stress at every point along the continuous failure surface overcomes the shear strength is., a failure generated. In fact, with the exception of ideal plastic materials, strength is dependent on strain. After an initial peak is overcome, strength decreases with further strain until a constant residual value is attained. Figure 2-1 shows schematically the stress-strain curves for an ideal plastic material (peak strength not strain dependent) and a'more real istic material (strength is strain dependent). | (a) ileal strain Figure 2-1. Schematic stress-strain curves for ideal and real materials 8. For any natural material characterized by curve (b) in Figure 2-1, the assumption of a simultaneous failure will be violated because strains along a potential failure surface will not be uniform. As a con sequence, material along parts of the failure surface will be exerting peak strength and the remainder, something less. Failure will then start at one point and propagate along the failure surface causing a "progressive failure". Progressive failures invalidate the assumptions on which limit equilibrium techniques are based. A review of all the ideas pertaining to progressive failure is beyond the scope of this project. However, for further background, the reader is referred to Bishop (1967, 1971), Bjerrum (1967), Christian and Whitman (1969), Haefeli (1965), Lo (1972), Lo and Lee (1973), Lutton (1971), Romani et al (1972), Turnbull and Hvorslev (1967), and Manfredini et al (1975). Despite the above limitations, limit equilibrium techniques remain a powerful tool. Heterogeneous material properties cause no difficulty. Any porewater pressure distribution can easily be included. The geometry of failure planes controlled by discontinuities can be modelled exactly. And finally, provided one is aware of the limita tions and assumptions underlying its calculation, the resulting factor of safety is understandable and useful for both design purposes and decision-making. Because of an inadequate understanding of the normal stress distribution along the base of the slide and the normal and shear stress distribution on the sides of slices (in the case of methods involving slices), limit equilibrium methods are indeterminate. To render the problem determinate, an assumption must be made regarding either the side or base forces. The various techniques of limit equilibrium analysis are differentiated by the assumption used to overcome this mechanics problem. Elastic Solutions of the Finite Element Type An alternate approach to the limit equilibrium methods is to use the stress-strain relationships of the. theories of elasticity and model a slope as a continuous elastic medium. Commonly, such analyses are solved numerically using the finite element technique. The result is an understanding of the stress-strain condition of the slope. No factor of safety is generated but the method is ideal for identifying zones of stress concentration. An underlying and limiting assumption required by the theory of elasticity is that strains are small, less than one percent. To overcome this difficulty and to approximate dis continuities, Goodman et al (1968) proposed the use of joint elements with properties much different than the surrounding rock. The medium is still, however, modelled as a continuum. Another limitation is that most stress-strain analyses are in terms of total stresses. Although porewater pressures can be introduced as an external force on any node, it is not clear what effect the water has on the stress-strain relationships which must be assumed for every element. (P. Byrne, personal communication). 10. Nevertheless, this approach is used for both soil and rock and is particularly useful in developing the stress-strain situation that exists around excavations such as open pits and underground openings. One advantage is that in obtaining the stress-strain pic ture, actual displacements can be measured and predicted. Examples in the literature are numerous but for a start the reader is referred to Desai (1972). Discrete Particle Analysis Cundall (1971, 1974) and Cundall et al (1975) describe another approach to slope stability utilizing the concepts of discrete particle mechanics. A computer program has been developed which models a rock slope as an assemblage of discrete and rigid blocks. Presumably if the computer capacity and data were available, smaller and smaller rock blocks could be considered until, in fact, a soil was being modelled. The program is similar to limit equilibrium analyses in that all displacements occur along joints and discontinuities, but different in that displacements, rotations, and interactions of the blocks are calculated as a function of time with failure surfaces being generated as instabilities develop. The program differs from finite element analysis in that as an instability develops the rock blocks are free to undergo large displacements and rotations. The analysis is not truly dynamic: an explicit time integra tion is used by considering a series of static equilibrium analyses. In each step the equilibrium of each block is considered. Resultant 11. forces are used with Newton's second law to calculate an acceleration. Thus, motion is calculated as a function of time. Interaction with the program is via a graphics terminal. The geometry of a slope, complete with discontinuities, is drawn on the terminal and, with program execution, instabilities can be seen to develop and failures occur. Unfortunately, Cundall's work is entirely in terms of total stresses. Because the effects of water are almost always critical to slope stability in soil or rock, it is apparent that this method has severe limitations until it can be modified to work in terms of effec tive stress. Historic Development of Limit Equilibrium Methods Without question, the first significant contribution was Coulomb's (1776) memoir presented to the Academy of Science in Paris. Heyman (1972) gives not only a copy of the original memoir but also an English translation with discussion of the principal features. In his paper, Coulomb first presented the law that now bears his name (2.1). Although since refined, this basic empirical law remains the backbone of many aspects of Applied Science. Modified to allow for effective stress (2.2), it underlies almost all presently used techniques for analyzing slope stability. In considering potential failures behind retaining walls, Coulomb used, for the "simplicity of the results obtained, the ease of their application in practice, and the wish to be useful to and unders 12. by workmen" a planar failure surface. However, he did go on to briefly describe a method to handle curved surfaces. In this technique he broke his region into vertical slices. The credit for first using curved failure surfaces and slices is usually given to much more recent investigators. Coulomb also recognized the critical role of water. He suggested that the pressure of water reduced the angle of internal friction. His reasoning was perhaps incomplete; he attributed the problem to "replacing soil forces by the frictionless pressure of a fluid" (Heyman, 1972^ p. 57), but his astute observation is neverthe less worth noting. Leggett (1962, p. 430) describes the contribution of Alexandra Collin, a little known French engineer. Collin's book (1846) describes the first shear tests on clay. These were completed to determine the mechanical properties of the soil which he might then apply in the mathematical analysis of the stability of an unsupported slope. Collin also recognized the dependence of all theoretical studies of slope stability upon the local geologic structure and conditions. In 1860, Rankine put forward his theory of earth pressure. Like Coulomb, he dealt with potential failures and forces behind retaining walls. Both Coulomb and Rankine considered "active and passive pressures and thrusts caused by a cohesionless soil not subject to seepage forces" (Taylor, 1948, p. 488). Culmann (1866) described plane failure through the toe of a slope. Forces acting on the failing wedge included only the weight of 13. the wedge and a resisting force resulting from a cohesion that was constant along the failure surface. During the early 1900's much work was conducted in Sweden because of numerous slope failures that had occurred along the Swedish railroads. A major commission on slope stability was established and several important contributions resulted. From observing many failure surfaces that approximated circular areas, several "circular arc" methods were developed, including the method of slices, cj>-circle method and the log spiral method. The method of slices was developed by Fellenius (1927, 1936). The mass above an assumed failure surface is divided into vertical slices (Figure 2-2). The forces acting on each slice include the weight "W", the cohesion "c" and a third force "P" due to the materials angle of internal friction. Figure 2-3 shows how c and P are directly related to Coulomb's law. Letting c be the resisting force due to cohesion, the total resisting force is FR = c + WNtan<j> (2.3) The frictional component of the resisting force is W tand> and can N be represented vectorially by + P where P is inclined at an. angle <{> to the normal component of the weight (w^). Because only moments are being considered, the use of P is equivalent to the use of W^tan<j> because W_T itself causes no moment. N 14. Figure 2-3. Force diagram showing a weight W acting on a slope inclined at an angle a 15. For each slice, P is tangent to a small circle with centre the same as that of the sliding surface and radius rsincj) (Figure 2-2). The basic equilibrium equation used in the derivation of the factor of safety is the summation of moments about the centre of rotation. Interslice forces are assumed to act parallel to the base of the slide and therefore cancel out in the summation. The worse case is found by trial and error after a large number of failure surfaces have been considered. The <|>-circle method was described by Taylor (1937) although he attributed an earlier origin to Professors Glennon Gilboy and Arthur Casagrande. Taylor considered both failures passing through and below the toe. The region above the failure surface is assumed to be a single free body (Figure 2-4). The forces acting on the mass are the weight "W", a cohesion "c" acting parallel to the chord joining the two ends of the failure surface, and "P" a "resultant force trans mitted from grain to grain of the soil across" the failure surface (Taylor, 1937, p. 345). "P", as before, is assumed to act at an angle <j> to the failure circle, making it tangent to a small circle (the <f>-circle) with centre at the origin of the failure circle. Moments of the mass about the origin are considered. A special case for <j> = 0 results when the material in question (for example, satu rated undrained clay) can be considered purely cohesive. This case is thoroughly reviewed by Skempton (1948). As with Fellenius' method of slices, a large number of assumed failure surfaces must be considered in order to find the most critical case. 16. rsin<)> Figure 2-4. The ^-circle method for toe failures (Taylor, 1937, p. 344) Rendulic (1935) proposed a slight variation from the <j>~circle method based on assuming the failure circle to be a log spiral. Using this assumption he avoided the basic assumption of the <j>-circle method as all radius vectors can be shown to intersect the failure curve at an angle of <fj (Figure 2-5) . Again, trial and error must be used to find the critical failure surface. All of the three "circular arc" methods initially assumed dry, homogeneous and isotropic materials. After the introduction of the con cept of effective stress they were extended to account for porewater pressures. 17. log spiral Figure 2-5. Rendulic's log-spiral method Terzaghi's development of this concept stands with Coulomb's law in importance to the understanding of slope stability. Although first suggested in his work of 1923, it was not until he published his 1936 paper, in English, that the full impact of his empirical law could be felt. His effective stress law is 0 = a - u (2.4) e t where o" = effective stress e a ••= total stress u = porewater pressure Coulomb's law (2.1) could then be restated in terms of effective stress (2.2). 18. Although commonly used in practice, the. validity of Terzaghi's empirical effective stress law has been the subject of some controversy. Some of the debated ideas will be presented in a later section. Following the introduction of his effective stress law, Terzaghi (1936(c)) went on to show how Fellenius' and Rendulic's methods could be modified for water pressures if part of the failing mass was below a static water table. For the submerged portion he simply used buoyant unit weights. He also noted that "percolating water" could be represented by flow nets. Using the porewater pressures he obtained from his flow net, he was able to use Fellenius' method for the case of steady seepage. Taylor (1937) expanded Terzaghi"s discussion in considering four cases using the ^-circle method: complete submergence (Figure. 2-6), sudden drawdown, steady seepage, and capillary saturation (Figure 2-7). Figure 2--6. Taylor's (J)-circle. analysis for complete submergence 19. For complete submergence (Figure 2-6) , Taylor used the "effec tive" weight, "Wg, defined by WS = (YT " Ywater) * V°W (2'5) where YT = total unit weight Y = unit weight of water 'water b Using Wg causes a redefinition of P because of their inter dependence. Two additional water forces are introduced, E , the resul tant of water forces acting everywhere normal to the failure circle; and E'2, the resulting "supporting" force due to the water above the failing mass. E^ will not cause a moment. The moments of the entire mass are then considered as before. The sudden drawdown case was simply calculated by removing the force E2 • For steady seepage, Taylor commented that, although flow nets could be sketched and used to obtain solutions, the work involved was long and tedious. The true solution for steady seepage would lie some where in between complete submergence and sudden drawdown. He recom mended that the sudden drawdown calculation be used for the steady seepage case. Although his approach was conservative, he doubted that "the accuracy which can be attached to stability computations was great enough to warrant the drawing of a flow net and the involved procedure that must follow" (Taylor, 1937, p. 373). Taylor considered one other case, capillary saturation (Figure 2-7). 20. Figure 2-7. Taylor's ^-circle analysis for capillary saturation For this case he used a total weight which consisted of the weight of the soil plus the weight of water retained by capillary action. This condition, he explained, could be attained by shutting off the supply of seepage water and thus eliminating seepage forces. Essentially, this would require draining to lower the water table below the failing slope. The various circular arc methods discussed so far are theore tically incorrect, satisfying only one of the three, aspects of static equilibrium, moment equilibrium; leaving unsatisfied the question of horizontal and vertical force equilibrium. In 1954, Janbu (1954, 1957, 1973) first presented his General ized Procedure of Slices. His work included the first attempt to con sider all the three aspects of equilibrium as well as providing a method that could handle failure surfaces of any shape. The forces he con sidered are shown in Figure 2-8, where dP = external load dW = slice weight 21. E and E + dE T and T + dT dS dN horizontal interslice forces vertical interslice forces resisting forces along the base normal force along the base. E + dEl T + dT dP dW Figure 2-8. Forces used by Janbu in his Generalized Procedure of Slices For each slice he considered vertical, horizontal, and moment equilibrium. Integrating the vertical and horizontal forces for the entire body, he was able to consider vertical and horizontal equilibrium for the mass as a whole. For stability criteria he used the horizontal condition of equilibrium. The resulting expression for safety factor was indeterminate without assuming a line of thrust for the interslice forces. These were then obtained by successive approximations and re introduced into his safety factor expression. Terzaghi and Peck (1967, p. 253) suggest that with Janbu's method, moment equilibrium for indi vidual slices is not satisfied by the forces derived from the solution. However, more recent summaries (for example, Wright et al, 1973; Duncan. 1975) include Janbu's method with those that satisfy all conditions of equilibrium. Bishop (1955) put Fellenius' circular arc method of slices on a more correct foundation from a statistics point of view. Figure 2-9 shows the forces he considered, where w = weight of slice X ,X ,, = vertical shear forces n n+1 E ,E ,, = resultant horizontal interslice forces n n+1 S = shear force acting on the slice base P = normal force acting on the slice base By considering the moments about the origin "0" he developed an expression for the factor of safety which included the interslice forces. The terms involving these interslice forces had been previously shown by Krey (1926) and Terzaghi (1929) to cause only minor changes if neglected. The resulting simple expression meant an easy calculation of the safety factor but was in general conservative and could lead to unenconomical design. For.this reason, Bishop went on to describe a 23. method that by successive approximations ensured that the vertical shear forces should sum to zero. Like Janbu, he had to assume a reasonable line of thrust. He also gave an expression that if satisfied would ensure that horizontal interslice forces would be in equilibrium as well. Figure 2-9. Forces used in Bishop's method However, he added that, although the gain in accuracy obtained by ensuring vertical shear forces summed to zero was significant, the same could not be said of ensuring horizontal interslice force equilibrium. Bishop's simplified method which involves satisfying overall moment equilibrium and vertical shear force equilibrium but not horizontal interslice force equilibrium is commonly used and has been shown 24. (Duncan, 1975; Morgenstern and Price, 1965; Wright et al, 1973) to give accurate results for most cases. Lowe and Karafiath (1960) proposed a graphical, modified method of slices which satisfied horizontal and vertical force equili brium but not moment equilibrium. After calculating the magnitude and direction of weight and water forces, they assumed a "reasonable" direc tion for lateral earth forces. For a trial factor of safety, "a series of force polygons were constructed, one for each slice. By plotting the force polygons contiguous with each other and in sequence, a closure polygon is obtained" (Lowe and Karafiath, 1960, p. 542). If closure is not obtained, a new factor of safety is assumed and the exercise is repeated until the appropriate factor of safety is obtained. The introduction of the computer into common usage in the 1950's revolutionized procedures for analyzing slope stability. Clearly many time-consuming and repetitive operations became simple and quick. Little and Price (1958), Horn (1960), and Whitman and Bailey (1967) discuss the application of the computer to slope stability. Until the introduction of the computer, techniques were developed to give fast, reasonably accurate answers even though Laws of Mechanics were not always satisfied. Because of the indeterminate nature of Limit Equilibrium methods, techniques which satisfied the Laws of Mechanics commonly required successive approximations to reach a solution. Without the computer such solutions were unwieldy and time-consuming. However, with the computer, this difficulty was removed and iterative methods which ensured all the Laws of Mechanics were satis fied, replaced the earlier-approximate methods. Such a method was proposed by Morgenstern and Price (1965). The forces they considered are shown in Figure 2-10 where x, x + dx = vertical interslice shear forces E', E' + dE' = lateral effective side thrusts P„, P„ + dP„ = resultant side water pressure Www dP^ = water pressure acting on the base dN1 = effective normal pressure dS = shear force acting on the base a = inclination of the base dW = weight of the slice Figure 2-10. Forces used in the Morgenstern-Price Method By taking moments about the centre of the base of the slice, summing forces perpendicular and parallel to the failure surface and subse quently simplifying, two governing differential equations in three 26. unknowns remain, a statically indeterminate problem. The remaining un knowns are the lateral side thrust E', its position of action, and the vertical interslice shear force x. A number of assumptions are possible to reduce the problem to a solvable case including assuming the position of the line of thrust or assuming a relationship between E and x. Morgenstern and Price use a form of this latter assumption by relating the total horizontal stress E (= E' + P ) and x by w x = X f(z)E (2.6) where X is a constant which depends on reasonable boundary conditions and f(z) is an arbitrary function of z, the vertical coordinate. f(z) can be estimated from available elasticity solutions or (Morgenstern and Price, 1965, pp. 87 and 88): Specified on the basis of the intuitive assumption that for most cross-sections the higher the rate of curvature of the slip surface, the greater the ratio between the shear and horizontal forces at the slip interface ... Ultimately reliable field measurements of internal stress will provide the best guide. Starting with guessed values of A and f(z) they integrate across all the slices to obtain values of E , the total horizontal stress and M , the moment; which in general will not both be zero. By modifying A and f(z) and systematically iterating, values are finally found for which En and M are zero. Morgenstern and Price (1965) introduce porewater pressure data in the form of a coefficient "^u" as defined by Bishop and Morgenstern (1960): 27. where u = pore pressure Y = specific weight of the slide material h = depth below slide surface Although can be varied from slice to slice, it would seem more reason able to develop a flow net solution and introduce directly the appropriate values of the pore pressure. (This approach is used by Fredlund (1974).) The use of r will be discussed more thoroughly in a later section. Since Morgenstern and Price published their paper, several others have described solutions which depend on different assumptions used to eliminate the indeterminacy of the problem. Spencer (1967) assumed parallel interslice forces; i.e., a constant interslice force inclination. Bell (1968) made an assumption about the variation of the normal stress acting on the potential slip surface. Interslice forces, however, did not enter into his equation of equilibrium as he considered them internal to the free body being examined. Janbu (1973) restated his method which assumes a line of thrust of interslice forces. The various methods are summarized by Duncan (1975). Thus far in this discussion, no comment has been given on the relationship between analyses for rock slope stability and soil slope stability. The first concepts and methods for analyzing slope stability originated within what is now considered the science of Soil Mechanics. The closely related science of Rock Mechanics developed some time later but is based on many of the same principles. Limit equilibrium tech niques are used for the analysis of both soil and rock slope stability. 28. If a rock slope is so highly fractured or weathered that it can be considered to act like a soil, then the techniques of soil mechanics are applicable. More commonly, the strength of a rock slope is controlled by discontinuities, faults, and fractures, and is better modelled as a system of rock blocks and wedges. In some cases, indi vidual blocks and wedges must be considered. Techniques for handling these cases are described by Goodman and Taylor (1967), John (1968) , Londe et al (1969, 1970), and Hendron et al (1971). Obviously, scale and the nature and spacing of discontinuities are critical in deciding on the most appropriate model. In summarizing the development of limit equilibrium tech niques, three distinct aspects can be isolated: identifying the dif ferent stresses acting; understanding the mechanics which relate the stresses; and determining the natural properties that govern the mate rial behaviour when the stresses are acting. The recognition of different stresses, one due to overburden load and the other due to fluid pressures, led Terzaghi to his effective stress law. His recognition of this concept was a major step forward. A further stress problem is the role of residual tectonic stresses due to past and present geologic processes. These can be grouped into local or regional residual stresses. Local stresses are often due to stress relief and rebound after removal of materials. This removal can be a result of natural processes such as rivers and glaciers or man-made excavations. Regional stresses are related to large geologic structures resulting from regional tectonic activity. The exact role of residual tectonic stresses is not•completely understood and certainly at the 29. present time is not included in limit equilibrium slope stability cal culations. Although the magnitude of these stresses is probably small, in some cases it may be significant. A second aspect of the development of limit equilibrium tech niques was arriving at a full understanding of the mechanics which relate the stresses being considered. Given the problem in terms of effective stresses and a computer to eliminate repetitive and time-consuming operations, the task was then to properly relate all the forces acting. This was achieved by application of all the laws of static equilibrium. The problem, however, is still indeterminate and the various assumptions used for solutions, result in the different methods. The final aspect is a large subject in itself and a thorough treatment is well beyond the scope of this review. However, for com pleteness I mention it here. The usefulness of any method depends on the understanding and the accurate measurement of the natural properties used in the various equations. Such properties include cohesion, internal friction angle, specific weight, permeability, porosity, and compressibility. To obtain a meaningful value or distribution of values which describe each of these properties is a difficult task. Laboratory measurements, field measurements, and back calculations can all be used but it remains a difficult problem. It is this aspect, more than the others, which limits the accuracy and usefulness of the techniques themselves. 30. The. Concept of Effective Stress The concept of effective stress may not be as simple as sug gested by Terzaghi's empirical law (2-3). In fact, Terzaghi (1923) originally proposed the. lav/ in a slightly different form: a = a - au (2.8) e t where a is a parameter, the exact value of which is controversial. Terzaghi (1923) suggested that a should equal the porosity but found experimentally that a - 1. These conclusions were repeated in his 1936(a) paper where he called a a reduction factor. Hubbert and Rubey (1959, 1960) attempted to show theoretically that tx = 1 but the validity of their proof has been questioned by Laubscher (1960). Skempton (1961) proposed that more correct expressions for effective stress in fully saturated material are for shear strength a b e for volume change a£ where a = the area of contact between particles per unit gross area of the material U> = intrinsic angle of internal friction <(>' = effective angle of internal friction cg = compressibility of the solid particles c = compressibility of the overall material and the other symbols are as defined previously. For fully saturated soils, at pressures normally encountered in engineering practice,, both "a" and "co/c" are very small and = a - (1 (1 atanif\ c —)u (2.9) (2.10) 31. (2.9) and (2.10) will degenerate to Terzaghi's empirial relationship (2.3). However for saturated rock and concrete relationships (2.9) and (2.10) should be used. Nur and Byerlee. (1971) give both experimental evidence and a, theoretical proof of (2.10). However, they note that "when the compres sibility of the aggregate is sufficiently greater than that of the grains," Terzaghi's empirical law is an excellent approximation regardless of porosity. For mechanically isotropic, elastically linear aggregates, the law (2.10) holds. They further suggest that one can determine "accurately the. strain in a porous solid with pore pressure from the measured elastic modulii of the material without pore pres sure." In practice, Terzaghi's empirical law is commonly used. It would appear from the above discussion that under certain circumstances Terzaghi's law gives an adequate approximation but in other cases more accurate relationships should be used. The problem of effective stress in unsaturated materials is1 discussed by Jennings (1960), Blight (1967), and Skempton (1961), who point out that above the saturated zone Terzaghi's empirical law does not hold. They proposed alternate forms of the effective stress law and the reader is referred to those papers for details. Groundwater and Limit Equilibrium Methods Fredlund (1974) summarized the different procedures for handling groundwater in limit equilibrium methods. He listed the fol lowing five alternatives: 32. I. total stress analysis, no porewater pressure 2o use of the coefficient r u 3. pore pressures are expressed as a ratio of overburden •pressure A. pore pressures are expressed as x and y coordinates -of a peizometric line J>. pore pressures are evaluated by interpolation between .grid of known pore pressures ^Except under very special circumstances (for example clays with ^strength due only to cohesion), a total stress analysis in which strength ;sLs not considered to be a function of pore pressures, is not appropriate .-asrfor ?slope stability analysis. In fact, the presence of water is commonly iMiie. cause of stability problems and an effective stress analysis is best. .;As.previously mentioned, Bishop and Morgenstern (I960) intro-..'u^cluced-the porewater pressure coefficient r^ defined by (2.7) or •*u ruyh (2.11) ?Xhe -pore pressure can be seen by (2.11) to be expressed as a simple function of the depth h . Although ru can be made to vary from slice 'jgto slice, it results in an approximation that can be markedly different Mrom the actual case. In reality, porewater pressures are rarely a simple SLinear function of depth. The exception is the case of a saturated static **water table where ru would simply indicate the ratio of the specific ^weight of water to that of the overburden. Such a condition is not com-^anon in nature. Because techniques are now available to accurately model ;field conditions with relative ease, it no longer makes sense to use an ^^approximation like ru and its use should be discouraged. 33. Expressing pore pressures as a ratio of overburden pressure was suggested by Hilf (1948) as a means of estimating construction pore pressures in rolled earth dams. As with the use of ru, means are now available to accurately establish conditions by numerical modelling and the use of this approximation is also no longer justified. In a situation where field measurements have established the piezometric surface, expressing pore pressures as x and y coordinates o a piezometric line may be the best way to handle groundwater. Evaluating pore pressures by interpolation between a grid of known pore pressures which have been obtained by field measurement and/or mathematical modelling is the best of the listed alternatives. Finite difference and finite element techniques are now commonly avail able to model complex groundwater flow regimes. Provided the boundary conditions have been correctly interpreted and reasonable estimates hav been obtained of natural properties, these methods give accurate solu tions of the groundwater flow problem. 34. CHAPTER THREE: GROUNDWATER FLOW, GHERKIN'S FETTIOD AND THE FINITE ELFENT fOIOD Introduction Fluid flow through porous media can be treated mathematically as a boundary value problem. For regions that are geometrically simple and that consist of homogeneous isotropic materials, one can obtain an exact analytic, solution. For more complicated regions and materials, exact solutions are not possible and numerical approximations are necessary. Galerkin's method is one of a number of procedures available for finding an approximate numerical solution to a differential equation. Others include the method of Kantorovich, Raleigh-Ritz, and Euler's Finite Difference technique (Crandall, 1956; Forray, 1968; Kantorovich and Krylov, 1964). All of these methods utilize an approximating function for the unknown quantity and involve minimizing the resulting error. The various methods are differentiated by their degree of generalization and technique of error minimization. In some cases, one method can be shown to reduce to another. For example, Crandall (1956, p 233), Kantorovich and Krylov (1964, pp 262-264) and Forray (1968, p 193) discuss the equivalence under certain condition, of the Raleigh-Ritz and Galerkin methods. The following discussion is limited to solving the equation of flow for two dimensional, saturated, steady state flow through anisotropic 35. and heterogeneous porous media. Galerkin's approach and the finite element technique are used to develop a set of solvable linear equations. The works of Pinder and Frind (1972) and of Remson, Hornberger and Molz (1971) were particularly useful in synthesizing concepts. Theory Consider a region R in which we wish to compute the hydraulic head, cj>(x,y), at certain points or nodes. Let these nodes form the vertices of small but finite triangular elements (Figure 3-1). Figure 3-1 . Descritization of region into finite triangular elements. Other more, complex (higher order) elemental shapes are possible and are desirable for more accurate solutions to geometrically complex regions. For example, Zienkiewicz (1971) and Pinder and Frind (1972) discuss the curved isoparametric quadrilateral. However, for simplicity this discussion 36. will be limited to that of the triangle. ' The solution a)(x,y) in R can be viewed as a surface with j • x ± ± ^ J, . th . th . . th . -coordinates §. , <j>. , <f> at the i , j , and k nodes respectively i 3 K The simplest approximation of this solution surface is a linear plane which for each element is of the form: <j) = Ax + By + C (3.1) We want to solve for the nodal values of cf>(x,y) therefore we solve for A, B and C knowing the plane used in approximating the element i, j, k must pass through all three points, thus: d>. = Ax. + By. + C l i l <j>. = Ax. + By. + C (3.2) 3 3 3 +k = Axk + Byk + C Equations (3.2) can be used to solve for A, B and C . The resulting expressions for A, B and C can then be substituted into equation (3.1) so (J)', the approximation within the triangular element, can be written in terms of the nodel values of <j> at the vertices and three coefficients which are functions of the node positions: <f>' = N.caS. + N.cJ). + N (j), (3.3) ii 2 3 k k where Ni • [(x/k - + (yj " yk)x 4 (xk - Xj)y]/2D Nj = C(xkyi " xiyk) + (yk " yi)x + (xi " \)y]/2T) \ = t(xiyj " xjyk} 4 (y± " yj)x + (xj " xi)y]/2D and 2D = 2 x area of the elemental triangle i, j, k = determinant 1 x. y± 1 x. y J J I1 \ yk Equation (3.3) can be re-written as n * = +* = I N.cj), i=l (3.4) (3.5) where i labels the nodes contributing to that element, n is the total number of nodes contributing, <f>.. are the heads at the nodes and N. l l are defined by equation (3.4) and are called "shape" or "basis" functions. For more complicated elements, the basis functions are linear, quadratic or cubic polynomials, depending on the element shape (Pinder and Frind, 1972, p 110). Equation (3.5) expresses the linear approximation to the real cj> values. The basis functions, N^, are chosen so that the boundary conditions imposed on the governing partial differential equation, (the equation of flow), are satisfied. Where Darcy's Law is assumed to be correct, the governing equation for two-dimensional steady-state flow through anisotropic porous media is: 38. - ^ (K v fj) + / (K . li) = 0 dx xx 3x dy yy 8y (3.6) where L is the differential operator and K and K are the xx yy hydraulic conductivities in the x and y directions. The x and y axes are chosen to correspond locally (i.e, for each element) with the principle directions of the hydraulic conductivity ellipse. Equation (3.5) will be the exact solution to (3.6) if L(<J>') = 0 (3.7) This condition is equivalent to the requirement that L(aS') be orthogonal to all the shape functions (Kantorovich and Krylov, 1964 p. 262) or, L(t})') N dx dy = 0 R and substituting in equation (3.5) : (3.8) n L( I N.cJ>.) N. dx dy = 0 R i=l 1 1 J j = 1 . . . n (3.9) Equation (3.9) results in n equations in n unknowns. Expanding equation (3.9) : 3x xx ^-R — + -—-K —-) ( 7 N. (j). ) ] N. dx dy = 0 (3.10) ^ Now, for a given triangular element, three equations will be generated, one for each node of that triangle. Assuming K and K xx yy are constant within the element in question, equation (3.10) can be re-written 39. R i=l K xx 3?'N. + K 3x2 yy 3 N. 3y2J N dx dy = 0 (3.11) This equation includes second derivatives which are difficult to handle numerically. To eliminate then, Green's Theorem is applied in the following form (Weinstock, 1952, p 13): R * + * r| dx dy 3x y 9x 9x 9y 9y i 11 j * 9^ds (3.12) 8 d> where c represents the boundary of R and —is the outward normal 9n derivative of the function tj>(x,y): 96 3d) „ . 3<J) .. 3n 9x x 9y y £ and £ are direction cosines, x y Comparing (3.11) and (3.12) we can write <Jj = N. i and rewrite Green's Theorem as 32N. N. 3x — + N 2 + Nj 92N. 9y2J dx dy = -9N. 9N. 9N. R + 3N. J. [9x 3x 9y 9y J dx dy 3N. N. -r-i ds J 3n (3.13) W± 8N± 9N± where -r— = ~— £ + -r— & 3n 3x x 3y j 40. Combining this result with equation (3.11) we can write the governing differential equation as: R i=l 3N. 9N. K ^ 'T-1 + K 3N. 3N. i. 1 [ xx 3x 3x yy 3y 3y J dx dy + N. n 3N. (3.14) 3N. 3N. 3N. where I + K 3n "xx 3x ~x ' "yy 3y ~y Equation (3.14) represents the flow over a region which in our case is a triangular element. At any given node there will be contributions from the surrounding elements. We are interested in the value of the head at each nodal point. To write the equation for a given node we must sum the contributions from each of the adjacent elements. If there adjacent elements, we can write the equation for a given node as: E I e=l 1=1 3N? 3Ne 3Ne 3N? e —i. . 1 yy 9y 3y J dx dy n 3N. J i'l 8n 1 ds = 0 (3.15) j = 1 . . . n where i labels the node in question and j identifies the nodes of the corners of the contributing elements. The last term in equation (3.15) incorporates the Neuman boundary condition (constant flux): K li = 3n (3.16) where q is the flux of water into the element per unit length of boundary. It is formed only when q is non zero in which case it takes the form (Pinder and Frind, 1972, p 112), 41. N. q ds x (3.17) According to Zienkiewicz and Cheung (1968, p 154) it reduces to J3_A 2 (3.18) where I is the length of the element on the boundary. At nodes where a Dirichlet boundary condition (constant head) is encountered, equation (3.15) is not generated as <j> is a known quantity at such nodes. Combining (3.15) and (3.18) we can rewrite the equation for a given node as: E I e=l n K 9N? 9Ne 9N? 9N6 + K [ xx 9x 9x yy 9y 9y.J dx dy q I 2 3 = 1 or in matrix form: (3.19) [P]{<|>} + {F} = 0 (3.20) where i»3 E I e=l IK 9N? 9N. 3N? l 9N. xx 9x 9x yy 9y 3y dx dy (3.21) and 42. [P] and {F} can be evaluated, and using standard techniques of matrix algebra vze can solve for {<)>} . The matrix of coefficients [P], which is often called the stiffness matrix by analogy to structural mechanics, will be mostly zeros. This results from contributions to a given nodal equation being only from those elements surrounding the node for which the equation is being written. [P] can be described as sparse and banded. The programmed solution, listed and documented in Appendix I, sweeps through the region element by element. For each element, three quantities are calculated corresponding to the contributions of that element to each of the equations of the three vertices. During program execution the equation for each node is generated as the computer sweeps all the contributing elements surrounding that node. A brief outline of the solution used in my program for the resulting matrix equation is given in a latter section of this chapter. Example To illustrate the numerical technique, an example follows. For simplicity of computation an isotropic material will be considered. We can then set K = K = K and factor accordingly. The flow region -xx yy ° J ° is bounded by constant head boundaries and is illustrated in Figure 3_2 . Figure 3-2 . Region of flow. Consider node 1 in Figure 3-2 . The contribution from element e to the equation for node 1 is: K 3N _1 3x 3N: 3N e + 3x 3N 3x 3N„ 3y 3yJ e 3N, 3x 3N, 3x 3N: + 3N® 3N!T —— + —-3x 3y 3y 3N! 3y 3N 3yJ (3.23) From element e + 1 we can write: e+1 K 3N e+1 3N e+1 3N e+1 3N e+1 3x 3y + 3y 3y + (j,. 3N e+1 3N e+1 3N e+1 3N e+1 3N 3x e+1 3x 3x 3y 3y 3N e+1 3N e+1 3N e+1 3x + 3y e+1 A = 0 3y (3.24) From element e + 2 we can write : 44. K e+2 9N e+2 3N e+2 3N .e+2 9N e+2 9N e+2 9N e+2 3N e+2 3N e+2 3x 3x + 3y 3y + A 3x 3x + 3y 9y + 4>, 3N e+2 3N e+2 3N e+2 3N e+2 3x 9x 9y 3y J A e+2 A =0 (3.25) The equation for node 1 is obtained by summing the three contributions from the three surrounding elements. Combining appropriate terms, the following equation results: 3N: 3x 3N!T 3N^ 3x 3N" + + e e K A e e K A 3N, 9JT' 3N, 3x 9y 3y e+2 e+2 + K A + K6+1Ae+1 3N e+1 9x ~„e+l ..,e+l 9N 9N __L + __L_ 9x 9y 3N® 3N^ 3x 3N^' 3N!T 3x 3N e+2 3N e+2 9N e+2 3x 3x 3N, 3y 3y 3N, 9y 9y + Ke+2Ae+2 + Ke+1Ae+1 3N 9x e+1 9N 9x 9N e+2 9y e+2 3N 9y e+2 9N .e+1 Te+2 1 2 - + 9x 9N e+1 3y e+1 3N 9x + 9y 3y 3N e+2 9N 9y e+1 3y + <>. Ke+lAe+l 3N 6+1 3Nf1 anf1 4 > 1 + 4 3x * 3x 3N e+1 3y 3y e+2 e+2 + K A 9N e+2 3x 3Nf2 3Nf2 1 + —i~ 3x 3y 3N e+2 3y = 0 (3.26) 45. For node 2 : KV 3N: 3x 3N" 9x KEAE ax" 8y 9y + K6+2AE+2 3N^ 3N!J + 3x 3N e+2 3N e+2 3N e+2 3x 3N, 3y 3y e+2 e+? + K A 3N e+2 3x 3N e+2 3x + 3Nf2 3Nf2 ~3T~ + 3y ay 3N e+2. 3y KEAE 3N, ax 3N^ 3N® + 6 3x 3N, 3y 3y e+2 e+2 K. A 3N e+2 _4 3x 3N e+2 3N e+2 3x 3y 3N e+2. 3y = 0 (3.27) For node 3 : KV 3N, 3x + <f>2i KEA6 3N^ 3N^ + 3x 3x 3y 3y e+1 e+1 + K A 3N e+1 3x 3N! 37" 3N, + 3N; ay 3y 3N e+1 3N e+1 3x ay 3N e+1 3y + <f>, KEA6 3N! ax 3N! 37" 3N; + 8N: 3y 3y e+1 e+1 + K A 3N e+1 3x 3N e+1 3N Te+1 3x + 3y 3y + <f>. ..e+1 e+1 K A 3N e+1 3N e+1 3N e+1 aN e+1 ax ax ay 3y (3.28) 46. For node 4 Ke+lAe+l 9N e+1 9N e+1 9N e+1 9N e+1 3x 3x + 9y 9y + Ke+2A64-2 9N e+2 9x + <J>, K6+2Ae+2 Ke+lAe+l 9N2 9N e+2 9N e+2 9x 9N„ 9x 9y 9N e+1 9N e+1 9x 9x + 9y + e+1 e+1 K A 9N e+1 9x 9Nf+1 3Nf+1 4 + 4 9x 9y + K6+2Ae+2 9N e+2 9N e+2 9x 9y 9N e+2 9y 9N e+1 9y 9N e+1 9y 9N e+2 9N e+2 9N e+2 9x 9x 9y = 0 9N e+2 9y 9N e+2 9y (3.29) The four equations, one for each node can be put in matrix form as follows: e, e + 1, e + 2 e, e + 2 e, e + 1 e+1, e+2 e, e + 2 e, e + 2 e e + 2 e, e + 1 e+1, e+2 •l 0 e e + 2 *2 0 e, e + 1 e + 1 *3 0 e + 1 e + 1, e + 2 *4 0 (3.30) 47. where the e, e+1, e+2 represent a contribution from the element of the same label. The i^1 row can be seen to represent the equation for the i ^ node and the jt'ri column contains entries corresponding to the coefficient of the jt*1 head value. Matrix Solution Figure 3-3 illustrates the matrix form of equation (3.19). n x n [P1:j] U.} {F.} {0} Figure 3-3 Matrix form of equation (3.19) [P], the matrix of coefficients is dimensioned m x m where m is the total number of nodes in the region. {<}>} is a vector of mostly unknown head values and {F} is a vector of constants which depend on the boundary conditions. [P] can be partitioned into two parts of which one consists of a smaller n x n matrix where n is the toal number of unknowns. In numbering the.nodes, the known values are numbered last. 48. It is then a simple matter of multiplying the known head values by the appropriate coefficients in the. part of [P^ ^ ] where 0 < i <_ n and n < j < m . For each row "i" the resulting products can be summed, added to F^ and transferred to the right hand side of the equation. The resulting equation is of the form [A] {$} = {B} (3.31) Where [A] is an n x n matrix of coefficients, {cj>} is a vector of n unknown head values and {?,} is a vector of known constants. Standard computer programs can be used to solve for {a)} . Such programs are commonly based on Cholesky Decomposition or Gaussian Elimination. The subroutine called by the program used in this study is based on Gaussian elimination (Bird, 1975, p. 42). Kreysig (1972) discusses the theory of the various numerical techniques. Heterogeneity and Anisotropy Within any element, physical properties are considered homogeneous (isotropic or anisotropic). However, from element to element, properties can vary widely allowing one to model heterogeneity. If the principle directions of any given anisotropic element coincide with the global coordinates, equation (3.19) holds. If not, a coordinate transformation is required. Zienkiewicz (1971, p. 301) point out that an important difference arises here from the structural situation. As the matrix of coefficients [P] defines relationships between scalar 49. quantities, it is equally valid whatever the orientation of the local axes. Thus, use of local axes does not require a matrix transformation or a change in the assembly technique. For any element, a local coordinate system can be defined, skewed appropriately from the global coordinate system. Within that element, equation (3.19) is valid relative to the local coordinate system and contributions to the nodal equations can be calculated and added in as before. Figure 3-4 illustrates the simple trigonometry used to define nodal coordinates relative to axes coincident with the local principal directions of hydraulic conductivity. y x / y. X. 1, Figure 3 4 Trigonometry used in defining nodal coordinates in terms of a local coordinate system. 50. The origin at (0,0) is kept fixed and the local coordinate axes are skewed an angle of 0 from the global coordinates. The following relationships hold: -1 yi a + 9 •= tan — (3.32) i -1 yl o = tan — - 0. (3.33) Xl 1 = vx± + yi cos a (3.34) 2 2 yi = ^xi + yi s7n a (3.35) Equation (3.19) is solved for the transformed element in terms of x|, x!, x/ and y!, y!, y' where the subscripts i, j, and k label the three vertices. Such a transformation imposes the restriction on data that x and y coordinates must be greater than zero. 51. CHAPTER FOUR: LIMITING ASSUMPTIONS AND HYDRAULIC CONDUCTIVITY Limiting Assumptions A number of assumptions underlie the theory presented in the previous chapter. In creating models or groundwater flow systems for studies of engineering significance, it is essential to understand these limiting assumptions. In the following paragraphs, eight assumptions are stated, underlined, and briefly discussed. The models are fully saturated with the top flow boundary corresponding to the water table. Freeze and Witherspoon (1966) point out that in the rigorous approach the. entire saturated-unsaturated system should be considered as continuous and the ground surface should be used as the upper boundary of flow. Although possible for soils (Freeze, 1971a, 1971b), the approach requires knowing the rather complex relationship between permeability and soil moisture content in the unsaturated zone. Such data are difficult to obtain and not commonly available.. Further, I know of no work that has investigated flow in unsaturated fractured rock. In any case, the assumption is often quite reasonable for regional studies because the thickness of the unsaturated zone is small compared to the total thickness of a groundwater basin and therefore the effects of the unsaturated flow are probably small. The position of the water table must be known and in most cases is chosen as the ground surface. From an engineering point of 52. view, choosing the ground surface as the water table is valid because it represents the worst case. In fact, for many situations, this condition may also be the most reasonable one to assume as stability problems often occur after heavy rains or during snow-melt when saturation would extend to the ground surface. The models are steady-state. This means that boundary con ditions and therefore the potential distribution are assumed to be time-independent. Freeze and Witherspoon (1966) rationalize the approxi mation of transient by steady-state conditions on the following basis: 1. For the regional scale of most investigations, the dif ferences of a few feet between high water and low water positions of the water table will have little effect on flow patterns. 2. The relative configuration of the water table usually remains the same throughout the cycle of fluctuations; that is, high points remain the highest and low points remain the lowest. It may be that for some slope stability problems, transient effects of water table fluctuations are important, but again, by considering the steady, fully saturated condition, the worst case is covered. The models are two-dimensional. This assumption is equivalent to assuming a negligible gradient in the third dimension. For the homogeneous isotropic case this requirement leads to the result that flow in the third dimension is also zero. However, for anisotropic media, having the gradient zero in the third dimension does not neces sarily mean that flow is zero in the third dimension. Flow in the third dimension will vanish only if the plane of the model coincides with two of the principal axes. This restriction is discussed in detail by Bear (1972 p. 142). In complex-geologies it will not always be possible to 53. fulfill this restriction and some error will be introduced into the models. I know of no sensitivity analysis which has established the magnitude of the error. The best that can be done at present is to minimize the error by taking the two-dimensional section perpendicular to the contours of the water table surface. The model boundaries are either &_ specified constant head (Dirichlet condition) or constant flux (Nejuman condition) . A special case of the Neuman condition is when the flux equals zero, corresponding to an impermeable boundary. The top flow boundary is either the assumed constant head water table or assumed flux boundary. It can be chosen to reasonably approximate field conditions. By constant head, it is not meant that the head on the water table is everywhere the same but rather the head at any point on the water table is kept constant with time. The side and bottom model boundaries cannot be observed in the field and their choice requires some explanation. The sides are usually chosen as vertical impermeable bounda ries corresponding to groundwater divides. This is an application of image theory which is valid provided the groundwater divide is indeed straight and vertical. This suggests a symmetry rarely met by field conditions, particularly in regions of complex geology. In fact, the assumption holds only under mountains or valleys exhibiting symmetric topography and underlain by a homogeneous, isotropic, porous media. A number of examples of irregular and perhaps more realistic groundwater divides can be drawn for the models described in the next chapter (Figures 5-3 to 5-11). 54. The difficulty can be overcome in two ways. Firstly a person experienced in modelling real cases may, with a knowledge of geologic conditions and resulting hydraulic properties, be able to estimate a reasonable position for a groundwater divide. The resulting irregular boundary can be easily handled by the finite element program. However, in some cases such a guess could be inaccurate. A second way, used in this project, is to model a large enough region so that incorrect boundary effects will not be felt in the local area of interest. The choice of a horizontal impermeable boundary at depth is discussed by Freeze and Witherspoon (1967). At some depth, permeabili ties will be lower than in the near surface units and at this point equipotentials become vertical. The lower boundary of the higher per meability unit acts like an impermeable boundary and the addition or deletica of the lower, less permeable unit has a negligible effect on the potential pattern. In designing a model for a given basin, they suggest that preliminary studies should probably begin with a greater basin depth than would seem necessary ... if one finds vertical equi potentials as suggested above, the basin depth can be limited accordingly. Many investigators (for example, Davis, 1969) have noted the apparent decrease in permeability of rock with depth. This observation certainly substantiates the above reasoning. However, assuming a decrease in permeability or hydraulic conductivity with depth may not always be a reasonable assumption. Snow (1968) and Brace and Martin (1968), amongst others, discuss the dependence of permeability on effec tive stress, especially In rock. Because effective stress does not 55. always decrease with depth, there may be some, perhaps many geologic situations where permeability increases rather than decreases with depth. Such a situation, however, requires a deforming media. The models used in this study are based on the assumption that the con tinuous porous media is rigid. Of all the assumptions, this may be the most difficult to defend. The models described in the next chapter illustrate a number of cases that could lead to local developments'of high pore pressures and subsequent slope failures. In fact, what may actually happen is that increases in pore pressure may be limited to the point at which the accompanying decrease in effective stress is enough to cause a small local failure. An instantaneous increase in permea bility results, pressures are relieved and effective stress is increased, which i-i turn causes an increase in stability. Snow (1968) discusses the elasticity of fractured media in response to fluid pressure changes and gives evidence for "fracture breathing". This possibility does not invalidate the results of modelling rigid media, but it may be cause for modification of some of the results. The topic of flow in deforrnable media is presently an active area of research (for example, see Gale, 1975). With greater understanding it may be possible to modify regional groundwater models accordingly. For the present, one can rationalize the rigid media assumption, particularly for engineering studies, by stating that the worst situation is being modelled and in any case the problem areas are being identified. One of the most fundamental assumptions is that groundwater flow through porous media oan be described by Darcy's Law. Bear (1972, 56. p. 127) distinguishes three types of fluid flow: linear laminar flow, nonlinear laminar flow, and nonlinear turbulent flow. Darcy's Law holds only for low velocities and head gradients when flow of the first type exists. For groundwater flow systems associated with most geologic situations, this is a reasonable assumption. For nonlinear laminar and turbulent flow, a number of power-law relationships have been proposed. These are also discussed by Bear (1972, p. 182). One final and important assumption remains to be discussed: the geologic case being modelled can be reasonably approximated by an equivalent, continuous porous media. It is clear that examples exist for which an equivalent porous media cannot be assumed and in modelling groundwater flow systems for slope stability analyses these must be recognized. Certainly models of large regions which include highly fractured or otherwise porous geologic units can be reasonably modelled as a continuous porous media, while a small slope of sound rock cut by a few fractures cannot. Louis is quoted by Londe (1971, p. 3) as sug gesting that for a given cross-section of rock, an equivalent porous media can be assumed only if the number of fissures cut by the cross-section is of the order 10,000. Although principles of flow through porous media are well established, the principles governing flow through a fractured media that cannot be approximated by an equivalent porous media are not. The problem is discussed by many investigators including Castillo (1972), Gale (1975), Londe (1971), Louis (1969), Louis and Pernot (1972), Sharp and Maini (1972), Snow (1968, 1969, 1972), Wittke (1971), Wittke and Louis (1966) and Wittke et al (1972). It is not possible at the present time to make generalizations about the validity 57. of this assumption. Rather, each model must be judged independently on the basis of the geologic conditions encountered. Hydraulic Conductivity Under the set of assumptions described above, the only mate rial property that requires specification is the hydraulic conductivity. The hydraulic conductivity "K" is the coefficient of proportionality which appears in Darcy's Law. It reflects both properties of the fluid and the solid matrix and is not to be confused with the intrinsic per meability, "k", which is a property of the matrix only. The two are related by K = k 1 (4.1) y where y is the specific weight of the fluid and u is the viscosity. Confusion has arisen in the past because the term "coefficient of per meability" has been applied to the hydraulic conductivity. Figure 4-1 gives approximate ranges of hydraulic conductivity for different rock types and unconsolidated materials. This figure was used to obtain a first estimate of relative conductivities between different geologic units. However, in some cases, hydraulic conducti vities were assigned on a basis other than lithology. Davis (1969) has pointed out that in many cases weathering history and fracturing are more significant to hydraulic characteristics than lithologies. Interestingly, it is not the absolute values of hydraulic conductivity that control the form of the potential nets described in 58. rock «rff sediments 1 ", ™* — • • -J* Hydraulic Conductivity cm./sec. ft./sec. ,2 3 r-10 hio r-l -10 •10 hio r-io -l -A hio -5 •10 -10 hio hlO 10 •10 •11 Figure 4-1. Approximate ranges of hydraulic conductivity (Freeze, 1975, personal communication). r-l0J hio r-i hio hlO -1 -2 -4 hio hio 10 hio hio '-lO •10 59. the next chapter, but rather the relative conductivities between units. For practical application, it may be more accurate to estimate order-of-magnitude differences in hydraulic conductivity rather than exact values and be able to produce a reasonable model of the flow system even though exact hydraulic conductivities are not known. 60. CHAPTER FIVE: MODEL RESULTS AMD DISCUSSION Introduction. To model the complex geologies of interest, fairly large models were required. However, because of the time required in setting up element grids and tabulating element and nodal data, the number of elements were limited to 500 and the number of nodes to 275. This resulted in a storage requirement of 162 k. Execution times were between 6 and 13 seconds, depending on the number of iterations required to achieve the desired tolerance of .001 in calculating the nodal poten tials. All models were run on the IBM 370/168 at the University of British Columbia. Gillham and Farvolden (1974) reported solution instability in their finite element flow program using single precision variables for conductivity contrasts of over 500. This required their use of double precision variables. They also found that as the number of nodes in a cross-section was increased, the solution became unstable at lower con ductivity ratios. Using the matrix solution SLIMP, programmed by the UBC Computing Centre, I encountered no such difficulties. Single preci sion variables were used with variations in conductivity of up to six orders of magnitude. For smaller computers the storage requirement of 162 k may at present cause difficulties but storage capabilities are rapidly increasing, rendering this a temporary problem, if one at all. 61. Six different topographic arrangements were modelled, each with a number of different geologies exhibiting different hydraulic conductiv ity contrasts. In all, over 75 models were run. Figure 5-1 summarizes the models and the various principles to be illustrated. Some of these hydrogeologic settings were suggested to me by the discussion of Deere and Patton (1967). To show the effect of different flow systems on slope stability, use is.made of piezometric lines which .indicate hydraulic head at the base of an arbitrary plane, perhaps a slide surface. Water would rise to the piezometric line, in an open standpipe connected only to the slide surface. The hydraulic head "<j>" consists of two parts: <j> = z + ¥ (5.1) where z is the elevation head and lis the pressure head. Figure 5-2 illustrates the different parts of the hydraulic head. The pore pressure "u" found in Terzaghi's effective stress law, (2.4), is related to the pressure head by u = YY (5.2) where y is the specific weight of water. Also shown on Figure 5-2 is a plot of pressure head at the base of the slide plane. In most slope stability analyses the slide is broken into vertical slices and the pressure head is used to calculate the pore pressure acting on each slice. In practice, it is not necessary to plot a separate pressure head diagram, as a measurement of the height of the piezometric line above the slide plane can be taken directly from the numerically simulated hydraulic 62. The effects of anisotropy. Figure 5-3 Thrusts and interbedded sedimentry rocks. Figure 5-5 Faults, contacts, dykes and weather ing profiles. Figure 5-6 Layered colluvium and weathering profiles. Figure 5-8 Flat lying weak rocks, fractures due to stress relief, and the effects of a regional aquifer. Figure 5-9 Pleistocene Terraces. Figure 5-10 Deformed metamorphic rocks, and the effect of a reservoir on a deep rock slide. Figure 5-11 Figure 5-1. Summary of Models 63. Figure 5-2. Hydraulic head, pressure head and elevation head. 64. head net. Slope stability formulae can be adapted to process this data directly. The remaining figures discussed in this chapter are found in APPENDIX II. For reader convenience they should be unfolded and kept handy while reading. The various figures can be considered dimensionless and scale is presented as a multiple of an arbitrary constant. Such models can equally well represent flow patterns for systems covering only a few acres or for those extending over many hundreds of square miles (Freeze and Witherspoon, 1967). The Effects of Anisotropy Hydraulic characteristics of both soil and rock are more commonly anisotropic than isotropic. Maasland (1957) gives an extensive discussion of anisotropy. He points out that anisotropy in soils can be caused by stratification. An apparent directional hydraulic conductivity is created in a stratified medium which is identical to that of an anisotropic medium. The stratification may be a result of the shape of mineral grains or alternating layers of different texture. In general, horizontal conductivity is greater than vertical conductivity. He also notes that in many sedimentary rocks there may be a dissemination of very thin shale or micaceous lamination through the porous bed. In common coring techniques these laminations would cause fractures between pieces of core. Testing of the core pieces would miss the thin layers and an erroneous measurement of anisotropy would be obtained. He cites laboratory 65. and field evidence of anisotropy in soils with horizontal to vertical conductivity ratios ranging from 1 to 42. Anisotropy resulting from fractures in rock is discussed by Snow (1968). He notes that "anisotropy is the rule; isotropy in frac tured rocks is a special circumstance of pressure and fracture geometry." Figure 5-3 illustrates the effects of anisotropy on the ground water regime. As will be seen in the next section, the asymmetric topographic profile could represent a variety of cases of dipping-geo logic units which have been eroded to form flatirons. The homogeneous, isotropic case is shown in Figure 5-3a, while Figures 5-3b through 5-3e illustrate an anisotropy of one order of mag nitude skewed at various angles from the global coordinates. To simulate a decrease of conductivity with depth, two isotropic units underlie the anisotropic region. Note that the equipotentials tend to follow the direction of maximum hydraulic conductivity. To consider the effect of the different orientations of aniso tropy on slope stability, an arbitrary failure surface was drawn beneath the right-hand valley wall. For each figure, the piezometric line representing the hydraulic head at the base of the slide was drawn. These lines are plotted together on Figure 5-4. It can be seen that the highest hydraulic and pressure heads occur when the maximum conductivity is parallel to the dip of the slope, while the lowest occur when the anisotropy is flatlying. If the difference in elevation between valley floor and the higher, right-hand peak is 1,000 feet, the maximum difference in pressure 66. head of the two extreme cases (5-3b and 5-3d) is approximately 100 feet. This represents a pore pressure difference of over 6,000 pounds per foot length of slide surface, assuming a one-foot-thick section! The example vividly illustrates that different orientations of anisotropy can cause very different pore pressure distributions in a slope. It shows, as will the other examples to be discussed, the impor tance of understanding the geology and hydraulic characteristics of a large area around a slide, not just the slide itself. Interestingly, a dip slope, as well as causing the most adverse groundwater conditions, is also the weakest from a strength of reck perspective. Thrusts and Interbedded Sedimentary Rocks A common geologic situation occurs when thick sedimentary units are folded or thrust up from their original horizontal position. With times the less resistant units are eroded to form valleys, while the more resistant beds form ridges or flatirons. Figure 5-5 (modified from Deere and Patton, 1967, Figure 5) shows six different models of inter bedded units with a variety of conductivity contrasts. As discussed in the previous example (Figure 5-3), the dip slope is underlain by the most adverse head distribution. To compare the effects of different conduc tivity contrasts, piezometric lines have been plotted indicating the hydraulic head at the base of Unit A beneath the dip slope on the right-hand side of the valley. Figure 5-5a shows what could be interbedded sandstones and shales with the more resistant sandstone occupying the ridges. The 67. sandstone has a. conductivity two orders of magnitude greater than the shale. It is possible that a situation could exist where the more resistant capping unit is also the less conductive unit. For example, such a situation is believed to exist on Saltspring Island in the Strait of Georgia where the shale occupying the valleys has developed a secon dary fracture permeability, making it more conductive than the sandstone. The groundwater regime for such an example is shown in Figure 5-5b. For comparison, the piezometric line from 5-5a is plotted on 5-5b. In both examples, high hydraulic heads exist beneath the dip slope, although in 5-5b the piezometric level is somewhat higher because of the thicker confining unit. With a greater conductivity contrast the results are more startling. This is seen on Figure 5-5c where Unit A has been assigned a conductivity of 10 ^, four orders of magnitude lower than the units on either side. The resulting rise in the piezometric line is very great. Unit A may represent a distinct lithology with low conductivity or it could represent a thrust surface. The thrusting, through produc tion of a fault gorge could have caused the lower conductivity; or a unit of lower conductivity could have caused the high pore pressures which in turn led to the thrust faulting. This latter possibility was proposed by Hubbert and Ruby (1959). In real examples, both mechanisms might be at work and it may not be possible to isolate cause and effect. Figure 5-5c does show, however, the high fluid potentials that could develop beneath a thrust surface. It appears that the stability of enormous thrust blocks is based on the same principles as the stability of much smaller slopes. 68. No method has yet been developed for successfully measuring anisotropic conductivities in all geologic situations, although Louis and Pernot (1972) describe a detailed field investigation they used to esta blish anisotropic hydraulic characteristics in metamorphic rocks at a potential damsite. However, such detailed work is expensive and not always possible. For that reason it is often necessary to match model results with a rather scanty amount of field information. If a fit is not obtained, the model is adjusted until a fit is found. Unfortunately, in complex geologies, more.than one combination of anisotropic and hetero geneous hydraulic conductivities can result in the same potential net. This problem is illustrated by Figure 5-5d, where Unit A has been assigned an anisotropic conductivity with the major axis (x') 10 3 and the minor axis (y'), 10 6. Even with the low conductivity across the unit, the result is a similar but slightly lower piezometric line than in 5-5a, where. Unit A has an isotropic conductivity of 10 4. With minor adjust ments to the anisotropic conductivities the two could be made the same. This results from the fact that any homogeneous anisotropic medium can be transformed into a fictitious isotropic medium (Maasland, 1957, p. 238). A general example of the transformation of an anisotropic two-layer system is described by Stevens (1936). The reader is referred to these papers for details. The lesson to be learned is that great care must be taken in adjusting models on the basis of scanty field data. Figures 5-5e and 5-5f show an anisotropic conductivity in Unit A with a contrast of two orders of magnitude. In Figure 5-5f, however, ponded water has been introduced in the valley. Both piezometric 69. lines are plotted on 5-5f. The ponded water causes a significant rise in the piezometric line. It is particularly worth noting that the effect of the ponded water is felt well above the level of the water on the valley sides. Faults, Contacts, Dykes and Weathering Profiles Where there is extensive subsidiary fracturing, faults may take the form of high permeability conduits. Conversely, movement along a fault may cause a gouge zone of very low conductivity. Contacts can also cause a wide variety of effects on the potential distribution depending on the different lithologies in contact, their respective structures, and the nature of the contact itself. Similarly a dyke, although initially much less permeable than the surrounding country rock, may be much more susceptible to weathering and with time become more permeable than the surrounding rock. Deformation of an area intruded by less ductile dyke rocks can cause the dykes to be more permeable through a higher intensity of fracturing. Clearly, careful field investigation is required to establish the significance of any one of these features. Figure 5-6 illustrates some of the diverse effects described above. For comparison, a plane has been drawn on the section beneath the left-hand valley wall and the piezometric lines representing the hydraulic head on this plane have been drawn for each of 5-6a through 5-6f. All the piezometric lines are drawn together on Figure 5-7. 70. The homogeneous isotropic case is shown in Figure 5-6a. In Figure 5-6b a less conductive unit is seen overlying another. The contact is simple. The difference is not great but the piezometric line of 5-6b is higher than 5-6a. Presumably if the conductivity contrast was greater or the orientation of the contact different, a more dramatic difference would be apparent. In Figure 5-6c a fault zone is shown with a conductivity significantly higher than the surrounding rock units. Such a fault acts as a drain and no problems related to slope stability are apparent. In Figures 5-6d and 5-6e the fault zone has been assigned a lower con-ducvitity than the surrounding rock. The two differ only in that opposite conductivities have been assigned the two major rock units. In both Figures 5--6d and 5-6e the fault zone causes a higher gradient beneath the toe of the slope in the underlying rock unit. A similar situation could result from the intrusion of a less permeable dyke along the contact. Figure 5-6f shows a situation which combines some of the features of the previous four figures. As well, a weathering profile has been added and the overlying unit has.been assigned an anisotropic conductivity. The figure could represent dipping sedimentary rocks thrust against or lying unconformably on a massive intrusive rock of much lower conductivity. A deep weathering profile has developed extending much further down the fault zone or contact between the two units. The situation is reasonable for many non-glaciated areas of the world. 71. An extensive review of weathering profiles and their effect on flow systems and slope stability is given by Deere and Patton (1971). Table 5-1 gives their description of the parts of a weathering profile for igneous and metamorphic rocks. In many sedimentary rocks the weathering profile is similar but in carbonates the saprolite (I-C) may be absent and the partly weathered rock (II--B) may not be possible to identify. The relative permeabilities and strengths are also listed in Table 5-1. Note that the low-strength residual soils are underlain by a zone of much higher permeability. Inevitably this confining situation will lead to stability problems. The relative permeabilities suggested by Deere and Patton were used as a basis for assigning conductivity values to the various zones shown in Figure 5-.6f. The toe of both slopes in the valley shows hydraulic heads detrimental to slope stabi lity. This can be seen in Figure 5-7 by the high piezometric level of 5-6f relative to the other cases. Layered Colluvium and Buried Weathering Profiles The recurrence of landslides in areas of old slide debris or colluvium is a fairly common problem. In tropical areas the problem is intensified by the development of weathering profiles both on original ground surface and in subsequent layers of colluvium. The problem of slope stability in layered colluvium is discussed in detail by Deere and Patton (1971) who point out that desiccation or consolidation of the colluvium causes complex layering and that buried weathering profiles can cause examples of the"classic confined artesian aquifer situation. 72. Zone Description Relative Permeability Relative Strength I RESIDUAL SOIL IA Topsoil, roots, organic material zone of leach ing and aluviation. May be porous. medium to high low to medium IB Characteristically clay enriched with accumula tions of Fe, Al, Si. May be cemented. No relict structures present. low commonly low, high if cemented IC Saprolite. Relict rock structures retained. Silty to sandy material with less than 10% core stones. Often micaceous. medium low to medium; relict struc tures very significant II WEATHERED ROCK IIA Transition from sapro lite to partly weath ered rock. Highly variable, soil-like to rock-like. 10% to 95% core stones with fines commonly fine to coarse sand. Spheroidal weathering common. high medium to low where weak structures and relict struc tures are present IIB Partly weathered rock. Soft to hard rock. Joints stained to altered. Some altera tion of feldspars and micas. medium to high medium to to high* III UNWEATHERED ROCK III No iron stains are apparent along joints. No weathering of feld spars and micas. low to medium very high* * Considering only intact rock masses with no adversely oriented geologic structures. Table 5-1. Weathering Profile for Igneous and Metamorphic Rocks after Deere and Patton (1971, p. 92) 73. Figure 5-8 is an attempt to illustrate the groundwater flow system in such an environment. The basis of the models is Figure 8 of Deere and Patton (1971, p. 108). Figure 5-8a is the homogeneous iso tropic case. A single layer of colluvium over a dipping anisotropic rock unit is shown in Figure 5-8b. The colluvium covers a simplified weathering profile. In the weathering profile, conductivities have been adjusted where appropriate, but the anisotropy has been maintained. In Figure 5-8c the single layer of colluvium has been split by Unit A, which represents a partial weathering profile developed on a lower layer of colluvium. Its effect is a zone of lower conductivity. Unit A con fines the lower colluvium layer and high pore pressures have developed. For comparison, the piezometric line representing the hydraulic head at the base of Unit A has been plotted for each model. Also plotted is a dashed line representing the weight of overburden above the base of Unit A. A specific weight of 130 pounds per cubic foot has-been assumed and the line plotted in terms of an equivalent height of water. If overburden weight becomes less than pore pressures the dashed line will dip below the piezometric line. An example of this is shown in Figure 5-8c and is labelled an area of instability. In real cases, failure would probably occur before such a large discrepancy between the two lines developed. However, the effect of the buried weathering profile has been clearly demonstrated. 74. Flatlying Weak Rocks, Fractures Due to Stress Relief and the Effects of a Regional Aquifer Matheson and Thomson (1973) have investigated the occurrence in central Alberta of valley rebound due to stress relief. The rebound was accompanied by interbed slip that would give rise to gouge zones in valley walls. Ferguson (1967, 1974) describes similar rebound phenomena in the Allegheny Plateau region where he found compression faults in the valley bottoms and tension fractures in the valley walls. Patton and Hendron (1974) discuss the above phenomena and further point out the effect of high fluid pressures on valleys in groundwater discharge areas. Figure 5-9 shows three models which illustrate the groundwater regime for an area which exhibits some of these features. The basis for the models is Figure 5 of Patton and Hendron (1974, p. 10). The models are of a valley cut into flatlying sandstones and shales. The position of the water table below the ground surface has been assumed. For comparison between models, the pressure head distri bution on a wedge in the valley wall is shown. The isotropic homogeneous case is shown in Figure 5-9a. In 5-9b the sandstone and shale units have been introduced with a conduc tivity contrast of two orders of magnitude. Rebound beneath the valley due to stress relief is indicated by a slight upwarping of the units. Lower conductivity zones, parallel to bedding and somewhat exaggerated from the mylonitic zones described by Patton and Hendron (1974) or the gouge zones of Matheson and Thomson (1973) are seen in the valley walls. Beneath the valley floor are faults due to heaving. Clearly the flow 75. regime is detrimental to the stability of the valley walls, particularly in the circled areas above the horizontal gouge zones which act to train the groundwater into the valley. The groundwater regime is even more detrimental to stability in Figure 5-9c where an increased head has been assigned to the left boundary of the thinner sandstone unit, giving it the role of a regional aquifer. Beneath the valley, the increase of hydraulic head with depth is much greater than in the two previous figures. Because of their orientation perpendicular to the equipotentials, the vertical faults in the base of the valley have little effect on the flow system. However, the effect of the horizontal gouge zones is pronounced. Comparison of the pressure head distribution on the wedges from the three models clearly illustrates the influence on slope stability that the various groundwater regimes would have. Also, note the non linear distribution of pressure head on the wedge, different from the commonly assumed linear distributions.- • : Pleistocene Terraces In many parts of central British Columbia distinct terraces are found on the sides of present-day river valleys. They are usually a result of glaciofluvial, glaciplacustrine, or alluvial processes and consist of a varying amount of clay, silt, sand and gravel, depend ing on their origin. Good examples are found in the Fraser Valley, 76. Thomson Valley and throughout the Okanagan. If water is available for irrigation, they provide ideal farming sites. Roads and railways take advantage of the terraces when possible, but in many places it is necessary for them to traverse a slope beneath a terrace. Stability problems in the unconsolidated terrace sediments are fairly common. Deere and Patton (1967) discuss the stability of varved clay terraces. The models presented in Figure 5-10 approximate an area adjacent to Trout Creek in Summerland, Southern Okanagan, B.C., where a slide was initiated about 60 years ago and is still moving. This "per petual landslide" has been studied in detail by Riglin (1976). For Figure 5-10, pre-slide topography was estimated. Although the details of the geology are from the Trout Creek area, the intent is to illustrate a geologic environment and associated groundwater flow system that is simi lar to many places. The isotropic, homogeneous case is shown in Figure 5-10a. Simplified versions of the geology are shown in Figures 5-10b and 5-10c. Volcanic rocks (Unit A) overlie less conductive granodiorite (Unit B). The terrace sediments consist of a lowermost group of Tertiary sediments (Unit C), a flatlying layer of less conductive till or silt (Unit D), and an upper zone of sands and gravels (Unit E). In Figure 5-10c the volcanics have been assigned an anisotropic conductivity. In Figure 5-10d, Units C and D have also been given aniso tropic conductivities, the water table in the sands and gravels has been lowered to a more realistic level, and a less conductive unit has been added representing the possible effects of a buried weathering profile on the top of the granodiorite. 77. This same case is shown in Figure 5-10e except that irrigation of a section of the terrace has been simulated by raising the water table back to the ground surface. In Figure 5-10f the unit representing the weathering profile has been assigned a conductivity higher than the surrounding rocks, perhaps representing a grus developed on the grano diorite. In the same figure, part of Unit C, the Tertiary sediments have also been given a higher conductivity. To compare the effects of the different flow systems, an arbitrary, initial slide surface was drawn, piezometric lines esta blished, and stability analyses undertaken for the models shown in Figures 5-10a, 5-10c, 5-10d and 5-10f. No attempt was made to find the most critical slide surface although the failure surface used is similar in form to the slide surface that has developed at the Trout Creek locality. Figures 5-10b and 5-10e are exactly the same, in the area of the slide, as 5-10c and 5-10f 'respectively, rendering analyses unnecessary. The technique of analysis used is a simplified limit equi librium method described by Patton and Hendron (1974). The slide is broken into slices and for each slice shearing forces parallel to the b?.se and resisting "forces parallel to the base are calculated. For the entire slide, resisting forces are summed and compared to shearing forces to calculate a factor of safety. Interslice forces are con sidered to sum to zero and moments are not considered. The method is appropriate for a first estimate of the stability. The absolute values of the factors of safety may not be exact but the relative values are useful for comparison. 78. In calculating factors of safety, it is first necessary to decide on a base model, assign it a factor of safety of one and back-calculate for the angle of internal friction, phi. This phi value is then used in the remaining factor of safety calculations. Another way of comparison is to calculate in each case the phi required for a factor of safety of one. These phi values can then be compared to each other, to laboratory data, or to values reported in the literature. In this way, both the validity of the model can be checked and the significance of the different flow systems can be judged. Results of the calculations are given in Table 5-2. For the lower water table shown in Figures 5-10e and 5-10f, a phi value of only 10.9 - 11.3° is required, while the saturated cases of Figures 5-10a and 5-10c require phi values of 15.5 - 17.3° for stability. Lab testing by Riglin (1976) of the remoulded material from the slide plane of Trout Creek resulted in a phi value of 18°. This value indicates that a more critical slide surface probably exists for which a higher phi value is required for stability than suggested by my calculations. Nevertheless, 18° is close and with changes in the flow system causing a 55% range in th-s factor of safety (.89 to 1.44), it is reasonable to conclude that changes in the pressure head due to flow system variations could cause the terrace to fail. Many similar situations probably exist in British Columbia and other parts of the world. In all cases, the nature of the regional flow system and the position of the terrace in the regional system are criti cal to understanding and improving stability. 79. Factor of Safety PHI for Factor Case for PHI =15.5° of Safety =1.0 Figure 5-10a 1.0 15.5° Figure 5--10c .89 17.3° Figure 5-10d 1.39 11.3° Figure 5-10f 1.44 10.9° Table 5-2. Results of Stability Analysis of a Pleistocene Terrace (Figure 5-10). Slice geometry is shown in the figure. A specific weight of 130 pounds per cubic foot was used. Deformed Metamorphic Rocks and the Effect of a Reservoir on a Deep Rock Slide The hydraulic characteristics of metamorphic rocks have not, to my knowledge, been studied in great detail. Polyphase deformation can cause complex fold patterns and different lithologies with very different conductivities may be arranged in patterns only understandable after detailed local and regional mapping. In some cases it may not be possible to reasonably model all the complexities. On the other hand, metamorphic rocks often exhibit a surprisingly consistent foliation defined by microfaults or fractures, preferred orientation of inequant minerals, laminar mineral aggregates or a combination of these micro-structures (Hobbs et al, 1976). In many cases the foliation is inclined to original bedding. Such a consistent foliation may be much more critical to the groundwater regime than lithologic differences and its 80. presence may make possible reasonable modelling of a seemingly complex region. The models shown in Figure 5-11 are intended to illustrate a metamorphic terrain with a consistent foliation that has itself been gently folded in a broad antiform. The groundwater regime of the dif ferent models will be compared by considering the piezometric line representing the pressure head at the base of a deep-seated potential rock slide on the dip slope of the valley. Each different geologic situation is shown with and without a reservoir covering a small portion of the toe. Each figure illustrating the reservoir case also includes the piezometric line from the non-reservoir case. Figure 5-12 is a compilation of all the piezometric lines. Figure 5-lla is the homogeneous isotropic case with no reser voir, while Figure 5-llb is the matching reservoir case. In Figure 5-11c an anisotropy has been introduced to represent the foliation. Davis (1969) notes that reliable field measurement of anisotropy in dense rocks is virtually lacking but goes on to describe a case where per meability was approximately twice as large in the direction of schisto-city as it was perpendicular. Lacking better information, tb:is anisotropy was used. The introduction of even this slight anisotropy causes a noticeable rise in the piezometric line. The effect of the reservoir, Figure 5-lld, is more pronounced than in the previous pair. In Figure 5-lle and 5-llf a more conductive zone has been introduced near the surface, representing a higher fracture frequency due to stress relief and weathering. It has a moderating influence on the piezometric line. 81. A through-going, less permeable zone is seen in Figure 5-llg. Compared to the surrounding rock., conductivity across the foliation has been reduced by ten, while along the foliation only by four. This zone represents a through-going, more schistose layer, perhaps a thrust surface, that could provide the necessary slide plane for instability to occur. The resulting rise in piezometric surface in both 5-llg and 5-llh, the matching reservoir case is dramatic. - To show the sensitivity of the groundwater flow system to conductivity contrasts, another model was run like 5-llg but with a reduction by ten of the conductivity in the schistose zone. It is shown in Figure 5-lli. The resulting piezometric line is almost twice the height of the previous pair, above the slide plane. The thrust surface and the more conductive zone representing fractures and weathering near the ground surface are combined in Figures 5-llj and 5-llk. Again, the more conductive surface zone has a moderating influence on the piezometric line. A zone three times higher in conductivity than the country rock has been added beneath the thrust surface in Figures 5-111 and 5-llm. Such a zone may be due to subsidiary fracturing or perhaps a different lithology. By comparing the piezometric line of 5-llJi to that of 5-llj (non-reservoir cases) and 5-llm to that of 5-llk (reservoir cases), on Figure 5-12 it can be seen that the confined, more conductive zone causes a small but measurable rise in the piezometric .surface. 82. To further illustrate the effect of the different groundwater flow regimes on the potential rock slide, a stability analysis was carried out for each case. The procedures outlined in the previous section were used. The results are summarized in Table 5-3. Case Factor of Safety for PHI •= 31.9° PHI for Factor of Safety = 1.0 5-lla 1.0 31.9 5-llb .99 . 32.1 5-llc .97 32.8 5-lid .94 33.6 5-lle 1.04 30.9 5-llf 1.02 31.4 5-llg .79 38.1 5-llh .74 40.0 (5-lli) (.26) (67.3) 5-llj .88 35.3 5-llk .85 36.1 5-lLc .78 38.7 5-llm .76 39.2 Table 5-3. Results of stability analysis of a potential rock slide in metamorphic terrain. Slice geometry is shown in Figure 5-12. A specific weight of 170 pounds per cubic foot was used. 83. With the exception of 5-lli, factors of safety vary from .74 to 1.04, a range of 33%. For the same models, conductivity contrasts were less than two orders of magnitude. These contrasts were chosen to be as realistic as possible based on data in the literature and my limited experience. The model shown in Figure 5-lli has a conductivity contrast of about three orders of magnitude. The results of the stabi lity analysis for this case are shown bracketed in Table 5-3 because the situation is completely unrealistic, in order for that slope to stand, the specific weight of the slide material would have to be well over 300 pounds per cubic foot. Conductivity contrasts of at least twelve orders of magnitude exist in the real world but it can be concluded from the above calcu lations that variations in geology causing conductivity contrasts of only two orders of magnitude can have a critical effect on the ground water flow regime of a slope. A fault gouge or geologic unit need not be impermeable or even of exceedingly less conductivity than the sur rounding material to adversely affect the flow regime in such a way as to cause instability. Two important practical points are demonstrated in these models. Firstly, they show that to get useful and accurate field measurements of pressure head in a slope investigation, it is critical that the piezometers penetrate through any less conductive unit that might be acting as a slide plane. The second point is that if a less per meable zone underlies a slide, for drainage to be an effective remedial measure, drain holes must penetrate beneath this less permeable zone. 84. In all reservoir cases illustrated in Figure 5-11, the effects of the ponded water are felt in the valley slope well above the level of the water surface. As small as the reservoir is, it causes a reduction in the factor of safety of from 1% to 5%. Although this reduction may seem insignificant, if a slope is already close to failure, the change in groundwater regime caused by the introduction of even a small reser voir may be. all that is required to cause instability. However, accord ing to Patton (Personal communication, 1976) the detrimental effect on stability shown by my modelling, is not general and cases can be found for which the introduction of a reserovir causes an increase in a slope's stability. The phi's calculated for a factor of safety of one should be considered to establish the reasonableness of the models. The strength parameters compiled by Deere and Patton (1971, p. 142) include a number of phi values for gneisses, schists, phyllite and granites, weathered to varying degrees, that bracket the 30.9° - 40° range listed in Table 5-3. From this comparison the models appear realistic. 85. CHAPTER SIX: SUMMARY AND CONCLUSIONS Slope Stability Analyses 1. There are three distinct aspects in the analysis of the stabi lity of a slope: identifying all the stresses acting, understanding the mechanics which relate the stresses, and determining the natural proper ties which govern the material behaviour when, the stresses are acting. 2. The three categories of analysis, limit equilibrium, elastic-finite element, and Cundall's discrete particle method each have their own advantages and limitations. For any given situation, local condi tions and the purpose of the analysis will govern the choice of category. 3. Limit equilibrium techniques have reached the stage where all the laws of static equilibrium can be satisfied. However, the resulting equations are indeterminate without some simplifying assumption. Dif ferent limit equilibrium methods utilize different assumptions. 4. Terzaghi's empirical effective stress law is valid for satu rated soils but, in some cases of saturated rock, Skempton's modified form may be more appropriate. 86. 5. To undertake a slope stability analysis in terms of effective stress, pore pressures must be known. In practice, these are approximated as a percentage of overburden pres sure, approximated with an assumed coefficient, obtained by field measure ment or obtained from mathematical models. 6. Difficulties remain in both accurate field measurement and mathematical modelling of flow systems in complex geological environ ments. The best understanding of the pore pressure distribution in a slope will be obtained if field measurement and modelling are used together. Use of the pore pressure coefficient or the assumption of pore pressures as a percentage of overburden pressure are no longer necessary methods of approximation. Limiting Assumptions The following assumptions underlie the theory used to produce the mathematical models developed in this project: 1. The models are fully saturated with the top flow boundary corresponding to the water table. 2. The position of the water table must be known and in most cases is chosen as the ground surface. 87. 3. The models are steady-state. 4. The models are two-dimensional. 5. The model boundaries are either a specified constant head (Dirichlet condition) or constant flux (Neuman condition). . 6. . The continuous porous media is rigid. 7. Darcy's Law accurately describes the groundwater flow. 8. The geologic case being modelled can be reasonably approxi mated by an equivalent continuous porous media. Model Results 1. The models developed in this study serve to rigorously verify many of the possible implications of different flow systems on slope stability, particularly those previously suggested by Deere and Patton (1967, 1971) and Patton and Hendron (1974). 2. Anisotropic hydraulic characteristics are common in both soil and rock. The models completed for this study suggest that for slope stability the worst case is when the principal axis of hydraulic conduc tivity dips down the slope, while the most stable case is when the principal axis is horizontal. 88. 3. Thick interbedded sedimentary units that have been folded or thrust up, eroded, and now stand as ridges and valleys often have as sociated complex flow systems. As in the simple anisotropic case, the flow system has a maximum adverse effect on the dip slope. 4. Faults, contacts, and dykes can cause a variety of effects on the groundwater flow system. Careful field investiagtion is required to establish the significance of any one of these features. 5. Weathering profiles can commonly result in a less conductive zone confining another with the resulting flow system extremely detri mental to stability. 6. Layers of colluvium or old landslide debris, particularly if buried weathering profiles are present, can cause complex groundwater flow patterns. Less permeable units are often present and can act as confining layers causing zones of high pore pressures which can lead to instability. 7. Stress relief fractures on valley walls, if accompanied by the production of gouge can adversely influence the effect of the ground water flow regime on stability. 8. The presence of a regional aquifer beneath a valley can cause anomalously high pore pressure development which can have a detrimental effect on the stability of valley walls. 89. 9. The pressure head distribution on rock wedges can be non linear and quite different from the commonly assumed linear distribution. 10. The stability of the Pleistocene terraces found throughout British Columbia is in part dependent on the regional groundwater flow system in which the terraces are located. Fluctuations in the ground water regime causing anomalous increases in the water table could cause a terrace to fail. lle Modelling of flow systems in highly deformed metamorphic rocks may not be possible because of the complexities of the geology. However, in many cases a through-going foliation exists which may control the flow system and allow reasonable modelling. 12. A more permeable zone near the surface, due. to a higher frac ture frequency or weathering, has a moderating influence on the ground water flow regime from a slope stability perspective. 13. The presence of a lithologic unit or thrust surface of lower conductivity than the surrounding rocks can have a major effect on the flow system. Conductivity contrasts of less than two orders of magni tude can cause pore pressure developments critical to stability. 90. 14. The introduction of a reservoir at the toe of the slope can influence the groundwater regime well up the slope from the reservoir surface. If a slope was already close to being unstable, even a low reservoir could provide the change required to cause instability. 15. Piezometers should penetrate through any less conductive unit that might be acting as a slide plane. For drainage to be an effective remedial measure, drainholes must also penetrate beneath such a less . permeable zone. 16. 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West Vancouver, B.C. 99 APPENDIX I COMPUTER PROGRAM APPENDIX I: COMPUTER PROGRAM 100 Language-: Fortran IV Purpose: To solve, using the finite element method, the steady-state equation of flow for two-dimensional, saturated, heterogeneous, anisotropic porous media. Listing: A complete listing of the program, sample output, and sample data file, is found at the end of this appendix. Flow Chart: See Figure 1-1. Subroutines: 1. NOTRAN Purpose: To calculate contributions to nodal equa tions from elements not requiring a cooordi-nate transformation. Availability: Self-contained. 2. TRANS Purpose: To calculate contributions to nodal equa tions from elements requiring a coordinate transformation. After transformation, appropriate contributions are calculated. Availability: Self-contained. 101 3. SLIMP Purpose: To solve and improve iteratively a system of linear equations of the form [A] • {x} = {B} Availability: General library, Computing Centre, University of British Columbia. 4. GRAPH 1 Purpose: To set up data appropriately and call SCATCN for plotting. Availability: Self-contained. 5. GRAPH 2 Purpose: To set up a data file for MPLOT Availability: Self-contained. 6. SCATCN Purpose: To produce a contour map from a set of scattered data points. Availability: General library, Computing Centre, University of British Columbia. 7. • MPLOT Purpose: To produce an equipotential map from the results of a finite element flow program. Availability: Department of Civil Engineering, Univer sity of British Columbia. 102 Input: Parameter N0DT0T N LTOT MCON MPLOT IND NO NIB SIZE SCA • Description Total number of nodes Total number of unknown potential values Total number of elements Number of contours to be drawn If MPLOT = 0, no plot is generated If MPLOT = 1, GRAPH 1 is called and a plot generated with SCATCN If MPLOT = 2, GRAPH 2 is,called and a plot generated with MPLOT Used by SCATCN. Indicates type of plot desired. If IND = 0, scattered data points will be plotted if there are less than 25. If IND = 1, no data points will be plotted, and if IND = 2, all data points will be plotted. Number of boundary nodes Number of the first boundary node Size in inches of the final plot made by SCATCN Scale factor used by MPLOT so y ^9 J max 103 Parameter LDAT (I, J) XCO(I), YCO(I) PERMX(NEL), PERMY(NEL) Q(NEL) EL(NEL) THETA(NEL) CN(I) Description Element data. A 2-D array containing the identity of the vertices of the triangular elements. For the jth element, LDAT (1, J) contains the nodal number of the first corner LDAT (2, J) contains the nodal number of the second corner LDAT (3, J) contains the nodal number of the third corner One-dimensional arrays containing the x (horizontal) and y (vertical) coordinate of the I nodes. One-dimensional arrays containing the x (horizontal) and y (vertical) hydraulic con ductivities for each element. One-dimensional array containing the flux into each element per unit length of element boundary. One-dimensional array containing the length of element boundary through which Q(NEL) flows. One-dimensional array containing the angle which the principal axis of hydraulic conduc tivity for any given element is skewed from the global coordinates system. One-dimensional array containing the values of the MCON contours to be drawn. 1 COMMON LDAT !3t500},XCC(275),YCO(275), PHI (275) , G{ 275)» 2 IT(275,2 75),X(275),B(275),I PERM(550),RZ(275),AR(500),C(275), 3 2P(275,275),0(500),EL(500),F(500),THETA(500),ALPHA(275),XC0T(275) 4 3YC0T(2 75),RT{275),PERNX(500),PERMY(500),BX(5 00 ),BY(500),CN{50), 5 40ATA(3,275 ) ,TITLE(20),JCCPCl),I,J,K,NEL,NODTOT,N,NP1,MCON, 6 ~t 5SIZE,IND,NG,N1B,SCA,LTOT i 8 L READ(5,99) TITLE 9 99 F0RMAT(20A4) 10 READ(5,1) NODTOT,N,LTOT,MCON,MPLOT,IND,NO,NIB,SIZ5,SCA 11 1 F0RMAT(8I6,2F10„1) 12 READ(5,2)((LDAT(I ,J),1=1,3),J = 1,LT0T) 13 2 F0RMATU8I4) 14 READ(5,4)(YCO II),XCOlI),1=1,NODTOT) 15 4 FORMAT(10F8.1) 16 READ( 5, 8 ) { PERMX(NEL) ,PER MY (NEL) »NEL=i , LTOT ) 17 8 FORMAT(8F10.6) 18 READ(5,18)(Q(NEL),NEL=1,LT0T) 19 18 F0RMAT113F6.1J 20 READ (5,29) (EL(NSL) ,NEL=1,LTOT> 21 29 FORMAT(10F8o2) 22 READ(5,2 0)(THETA(NEL),NEL = 1,LTOT) 23 20 F0RMAT(16F5ol) 24 READ(5,80) (CN(.I), I = 1,MC0N) 25 80 FORMAT ( 10F8, 1) 26 C 27 C ••COMPLETION OF DATA READ IN,WRITE OUT INPUT** 28 C 29 WRITE(6,98) TITLE 30 98 FORMAT(1H1,20A4) 3i WRITE (6, 19) NODTOT., LTOT, N 32 19 FORMAT(1HO,'NODE TOTAL IS» , I 5,5X, •ELEMENT TOTAL IS', 33 115,;X,'UNKNOWNS•,15) 34 W fi I T S { 6, 7) 35 7 FORMAT(1H0,3X,'ELEMENT NO.»,4X,•AREA«,11X, * PERMX',5X, • PERMY',9X, 36 11THETA',8X »'Q• ,9X,•£L»,1 OX , »I' , 5X , • J• ,5X,»K»//) 37 C 33 r **SET TOP FLOW BOUNDARY TO THE GROUND SURFACE** 39 c 40 NP1=N+1 41 00 6 J = NPl"fNQDT0T 42 PHI(J)=YC0{J) 43 6 CONTINUE 44 C 45 C ••INITIALIZE PARAMETERS** 46 C 47 DO 10 1=1,275 43 DO 10 J=l,275 49 P(I,J)=0.000 50 TII,J)=0.000 51 10 CONTINUE 52 DO 5 J=l,275 5 3 X{J J = Oo 000 54 B(J)=0.000 55 RZC J)=0o 000 56 5 CONTINUE 57 DO. 3 J = l ,550 53 IPERM(J)=0.000 59 3 CONTINUE 60 DO 9 1=1,500 61 F(I)=OoO 62 9 CONTINUE 63 C 64 C **CONVERT COORDINATE ANGLE TO RADIANS** 65 . C 66 DO 31 N£L=1,LT0T 67 THETA(NEL)=(THETA(NEL)/360.0)*2.0*3.14159 68 31 CONTINUE 69 C 70 C **CALCULATE MATRIX COEFFICIENTS** 71 C 72 DO 11 NE L=1,LTOT 73 I=LDAT(1,NEL) 74 J = LDAT ( 2 »NED 75 K=LDAT(3,NED • 76 c 77 AR(NEL)=({(XCO{J)*YCO(K))-{XCQ{K)*YCQ(J)i i-t{XCOU>*YCO(K) 78 1-{XC0(K)*YC0(!>))+(UCO(I)*YCO(J)J-iXC•(JJ*YCO(I))))*0.5 79 IF(AR(NEL)«LT.O.O) AR { NEL) = -AR (NEL) 80 C 81 WRITE(6, 51) NEL,AR(NEL),PERMX(NEL),PfcRMY{NEL),THETA(NEL), 82 IQ(NEL),EL(NEL),I,J,K 83 51 FORMAT(1H ,5X,I 5,4X,F10o1,5X,2F10o6,5X,F7a4,5X,F6o2,5X,F6.2, 84 15X.3I6) 85 C 86 BX(NEL)=PERMX(NEL)/(4»0*AR(NEL)) ' 87 BY(NEL) = PERMY(NEL)/14«>0*AR(NEL) ) 88 C 89 C **CALL APPROPRIATE SUBROUTINE** 90 C 91 IF(THETA(NELJ.EQoOoO) GO TO 42 92 CALL TRANS 93 GO TO 11 94 42 CALL NQTRAN 95 C 96 11 CONTINUE 97 C 98 C **SET SUBROUTINE PARAMETERS AND CALL SLIMP** 99 C 100 M=275 101 NDIMAT=M 102 ITMAX=14 103 EPS=5oE-3 104 NRHS=1 105 C 106 DO 14 1 = 1,N 107 O 14 J=NP1,NODTOT 108 PII,J)=P(I,J)*PHI(J) 109 BlI) = B( I)-P( I,J)+F(I) 110 14 CONTINUE 111 C 112 DO 12 1=1,N 113 O 12 J = NP 1,NODTOT 114 P(I,J)=0e000 115 12 CONTINUE 116 DO 39 I=NP1,NODTOT 117 O 3 9 J = l, NODTOT •p(I,.J)=0.000 J 39 CONTINUE ' "° C CALL SLI«P.P-T,B,X,RZ,IPERH.H,N0IH4T.£PS.NRHS,nMAX> 121 122 C 123 C 124 C 125 126 22 ••WRITE OUT RESULTS** WRITEC6.22 ) FORMAT(1H1,6X,«N0DE NO.'»1 OX» 'XCQORD*,9X.' YCOORD', 15X,»PHI«//) 127 DO 16 1=1,N 128 WRITE(6,15) I, XCQ{ I >, YCOU ), X (1) 129 15 FORMAT!iH ,5X,I 5,10X,F10.1,5X,F10.1,1 OX,F10•2) 130 16 CONTINUE 131 DO 17 I=NP1,N0DT0T WRITE(6,15} I,XCO(I)tYCO(I)fPHI{I) 14i 144 145 146 147 132 17 CONTINUE 133 134 C 135 C ••CA-LL PLOTTER IF REQUIRED** 136 C 137 IF(MPLOToEQ.O) GO TO 21 138 IF(MPL0ToEGo2) GO TO 23 139 CALL GRAPH1 140 GO TO 21 141 23 CALL GRAPH2 142 21 CONTINUE STOP END SUBROUTINE NOTRAN COMMON LDAT(3i500),XC0<275)fYC0(275>tPHl<275),G(275), IT( 27 5,2 75) , Xt275),B(2 75),I PERM{53 0),RZ(275),AR1500),C(275), 148 2P ( 275,275} »Ql 500) , EL( 500) ,F(500) , TH'cT A { 500 ) , ALPHA {2 75) ,XC0T{275 ), 149 3YC0T(275),RT(275),PERMX{500),PERMY( 500),3X( 500), 8Y< 500) ,CNC50) . 150 4DATA(3,2 75) »TITLE(20) , JCCP(l),I,J,K,NEL,NJQTOT,N,NP1,MCON, 151 5S IZE, IND,NO, NIB,SCA.LTOT 152 C 153 C •••••CALCULATION OF MATRIX COEFFICIENTS FOR ELEMENTS NOT 154 C REQUIRING COORDINATE TRANSFORMATION***** M 155 C . o ISA P {I , I ) = P( I , I ).+ { 8X( NEL ) *H YCO{ J)-YCO(K) )**2 ) + 157 1BY(N5U*( (XCO(K)-XCO< J) )**2) ) 158 P(IfJ)=P«I,J)+{BX(NEL)*((YCO(J)-YCQ(K))*CYCO(K)-YCO(I))) 159 1+BY(NEL)*(IXCO(K}-XCO(J))*(XCO{I)-XCO(K)})) 160 P(I,K)=P(I,K)+(BX(NEL)*{(YCO{J)-YCO(K)J*CYCO(I)-YCO(J))) 161 1+BY(NEL)*( {XCO ( K )-XCO { J ) ) * ( XCO ( J } - XCG ( 1) ) ) ) 162 C 163 PCJ,I)=P(J,I)+IBX(NEL)*CIYC01K)-YC0(I))*{YCO(J)-YCO(K))) 164 • 1 + BY(NEL)*{ (XCO{ I)-XCO(K))*{XCOIK}-XCGIJ)) ) 3 165 P(JrJ)=P(J ,J)+(BX(NEL)*((YCOIK)-YCO{I ) )**2)+ 166 18Y(NEL)*llXC0m-XC0(K))**2)} 167 P(J,K)=P( J,K)MBX(NEL)*UYCQ(K}-YCG(I ) )*(YCO{ I)-YCO(J) ) } 168 1+BY(NEL)*( (XCO< I)-XCO(K) )*(XCO(J)-XCJU)) ) ) 169 C 170 P(K,I)=P(K,I)+CBX(NEL)*((YCOII}-YCO(J))*(YCO(J)-YCO(K})) 171 1 + BY(N£L)*UXC0{ J )-XCO( I ) ) * ( XCO ( K)-XCO { J) ) ) ) 172 P(K,J)=P(K,J)+(BX(NEL)*((YCOlI)-YCO(J)J*(YCO(K)-YCO(Ij)) 173 1+BY(NEL)*((XCO(JJ-XCOU))*{XCO{ I)-XCG(K)))) 174 P(K,K)=P(K,K)+(3X{NEL>*( (YCO( D-YCOU ) )**2)+ 175 lBY(NEL)*{{XCOIJ)-XCO(I))**2)J 176 C 177 F{I)=F{I)+(0.5*Q(NEL)*EL(NEL)) 178 F{J) = F(J J + I0.5*Q(NEU*EL(NED ) 179 F(K)=F(K)+{0.5*Q{NEL)*EL(NEU) 130 C 131 RETURN 182 END 183 SUBROUTINE TRANS 184 COMMON LDAT(3,500),XCO(275),YCO(275},PHI(275),G(275), 135 17(275,2 75) ,X(275),B(275),I PERM(550),RZ(275),AR(500),C( 275), 186 2P(275,275),Q(500),EL(500),F(500),THETA(500),ALPHA{275),XCOT{275), 137 3YC0T127 5),RT1275) ,PERMX(500)>PERMY{50 0),BX(500),8Y(500),CN(50), 188 4DATA(3,2 75) ,TITLE{20),JCCP(1) ,I , J,K,He L,NODTOT,N,NP1,MCON, 189 5SIZE,IND,NO,NIB » SCA,LTOT 190 C 191 C ****COORDINATE TRANSFORMATION AND CALCULATION OF MATRIX g 192 C COEFFICIENTS FOR ELEMENTS HAVING ANISOTROPY SKEWED 0° 193 C FROM GLOBAL COORDINATES***** 194 C 195 ALP HA(I) = ATAN(YCO( I )/XCO(I))-THETA(Nc L) RT { K ) =SQRT ( (XC0{K)**2)' + {YC0(K )**2 } } XCOT(I)=COS<ALPHA( I) )*RT( I ) XCOTlJ)=COS(ALPHA(J))*RT(J) XCOT(K)=COS(ALPHA<K))*RT(K) YCOT(I)=SIN(ALPHA(I))*RT(I) YCOT(J)=SIN{ALPHA{J) )*RT(J ) YCOTiK}=SIN(ALPHA(K))*RT(K) P(I,I) = P(I,I) + (BX(N£D*((YCOTCJ)-YCOT(K)}«*2)+ 1BY(NEL)*({XCOT(K)-XCOTlJ) )**2)) 196 ALPHA(J)=ATAN(YCO(J)/XCO(J))-THETA(NcL) 197 ALPHAIK )•= ATANC YCOlKJ/XCOIKi )-THETA (NSiL) 198 C 199 RT(I)=SQRT({ XCO( I) **2 )-MYCCU)**2I) 200 RT( J)=SQRTUXC0(J)**2)+<YC0U)**2)) 202 C 203 204 205 206 C 207 208 209 210 C 211 213 P(I,J)=P(I,J)+(BXINEL)*((YC0T(J)-YCOTIK))*{YC0T(K)-YCOTtI))) 214 1+BY(NEL)*((XCOT(K)-XCOT(J))*(XCOTII)-XC0T(K)))) 215 P(I,K)=P(I,K)+{3XINEL)*((YC0T(J)-YCOT(K))*(YC0T(I)-YCOTIJ))) 216 1 +BY(NEL)*( (XCOT I K)-XCOT(J) )*(XCOT(J)-XC0T{ I)))) 217 C • 218 P(J,I)=P(J,I)+(BX(N£L)*((YC0T(K)-YC0T(I))* IYCOTlJ)-YCOT(K))) 219 1 + BY{NEL)* I (XCOT{I)-XC0T(K>)* ( X COT(K)-X COT(J ) ) ) ) 220 P(J,J}=PU,J) + (BX{NELI*({YCOTiK)-YCOT(I))**2)+ 221 1BY(NEL)*(IXC0T{I)-XC0T(K))**2)) 222 P(J,K)=P(J,K)+iBX(N£L)*{(YCOT(K)-YCOT(I)}*(YCOTtI)-YCOT{J))) 223 1 + BY(NEL)*( (XCOT( I )-XCOTlK) ) *(XCOT(J)-XCOTiI))) ) 224 C 22 5 P{K »I) = P(K »I)+(8X(NEL)H{YC0T(I)-YCOT(J))*(YC0T(J)-YCOT(K>)) 226 l+8Y(NEL)*l (XCOT(J)-XCOT(I))*(XCOT(K)-XCOT { J)))) 227 P(K,J)=P(K,Ji+(BX(NEL)*.(YCOT(I)-YCOT(J))*1YCOT(K)-YCOT(I))) 228 1 + BY •' NEL ) * ( ( XCOT (J 5 - XCOT i I ) ) £( XCOT ( I i-XCOT ( K) ) ) ) 2 29 P{K,K)=P(K,K)+(BX(NEL)*((YCOTlIi-YCOT(J))**2)* 230 1BY(N = L)*UXCOT(JJ-XCOTlI))**2)) o 231 C "° 232 F(I)=F(I)+I0.5*Q(NEL)*EL{NEL)) 233 F(J ) = FU ) + ( 0*5*0 (NEL )*?=L<NF.L) ) 234 F(K)=F(K) + (0.5*0(NEL)*EL(NED) 235 C 236 RETURN 237 END 238 SUBROUTINE GRAPH1 239 COMMON LDAT(3,500),XCO<275),YCOi275),PHI( 275),G( 275) , 240 1T(275,2 75),X(275),B(275),I PERM(550),RZ1275 ),AR(500),C{275), 241 2P (275,275) ,Q(500),EL(500) , F( 500), THsTA (.500) , AL PH A { 2 75) , XCOT { 27 5) , 24 2 * 3YC07(275) ,RT(275),PERMX(500),P5RMY(500),BX(500),BY(500),CN(50), 243 4DATA(3,275),TITLE(20), JCCPC1),I,J,K,NEL,NODTOT,N,NP1,MCON, 244 5S IZE, IND,N0,N1B,SCA,LT0T 245 C 246 C ****PLOT OF EQUIPOTENTIALS**** 247 C 243 DO 70 1=1,N 249 DATA {1,I) = XCO(I) 250 DATA(2,I)=YCO(I2 51 DATA(3,I)=X(I) 252 70 CONTINUE 253 DO 71 I=NP1,N0DT0T 254 DATA( 1,I)= XCO(I) 255 DATA(2» I ) = YCO(I) 256 DATA(3,I)=PHI(1257 71 CONTINUE 258 C 259 CALL SCATCN(DATA,NODTQT.CN,MCON,SIZE,IND) 260 CALL PLQTND 261 RETURN 262 END 263 SUBROUTINE GRAPH2 264 COMMON LDAT (3, 500),XCO(275 ),YCO(275),PHK275),G( 275) , 265 IT { 2 75,275) ,X(275),B(275),I PERM(55 0),RZ(27 5),AR(500),C(275) , 26 6 2P(275,275),0(500),EL(500),F(500),THETA(500),ALPHA(275),XC0T(275), 267 3YC07(275),R7(275),PERMXI500>,PERMY{50 0),8X1500),BY(500),CN{50), 26 8 4DATA( 3, 2 75),TITLE(20),JCC P(1) »I , J , K ,NE L,NUDTOT ,N,NP1,MCQN, 269 5SIZE,IND,N0,N1B,SCA,LT0T 27C C 271 C ****WRITE DATA IN TEMPORARY FILE IN FORMAT RGQUI RED BY MPLOT**** P 272 C • 273 NE1=1 274 NE2=LT0T 275 NN = NODTOT 276 NS= 1 277 NA=10 278 XM=1„0 279 YM = lo 0 280 IFL0W=0 231 JCCPl 1)=1 282 C 233 WRITE(8,8I) TITLE 284 81 FORMAT(20A4) 285 W,RITE(8, 82 ) LTQT,MC0N,N£1,NE2,NN, N0,.M5,NA, SCA, XM,YM,IFL0W 286 82 F0RMAT*8I6,3F3»2,I4) 287 WRITE(8,82)(JCCP(I), I = 1,NS) 283 WRITE(8,83 ) (CN( I), I=1,MCQN) 289 83 FORMAT16F12.0) 290 DO 84 N E L =' 1, L TO T 291 I=LDAT(1,NEL) 292 J = LDAT(2 »NEL) 293 K=LDAT(3,NEL) 294 WRITE (8,85) I,J,K,XCO(I),XCOtJ), XCQIK),YC0(I) »YCO( J ) , YCQ{ K) 295 85 F0RMAT(3I6,6F8. 1) 296 84 CONTINUE 297 DO 86 I=1,N 298 G(I)=X(I) 299 86 CONTINUE 300 DO 90 I=NP1,N0DT0T 301 G(I)=PHI(I) 302 90 CONTINUE 303 WRITE(8,89)tGCI),1=1,NODTOT) 304 89 FORMAK 6F12o3) 305 C 306 DO 88 I=NIB,NODTOT 307 WRITE(8,87) XCOtI),YCO<I) 308 87 F0RMAT{2F12o2) 309 88 CONTINUE 310 C 311 RETURN 312 END 1 SLOPE GROUNDWATER 6 2 253 215 446 11 2 3 215 216 1 1 216 217 217 218 4 15 220 29 29 220 221 221 29 5 223 53 224 224 53 54 54 224 6 81 226 80 80 226 227 227 30 7 103 228 229 229 103 230 230 103 8 15 2 16 16 15 29 29 3.6 9 54 41 55 55 54 62 62 54 10 214 2 3 3 2 16 16 3 11 41 18 30 30 41 42 42 41 12 4 3 7 7 3 5 5 7 13 19 17 18 18 19 21 21 18 14 33 30 42 42 33 35 35 42 15 48 43 55 55 48 57 57 55 16 64 62 61 61 64 65 65 61 17 82 72 81 81 82 83 83 81 18 90 95 93 93 90 91 101 230 19 100 107 111 lil 107 232 232 111 20 109 108 233 233 109 118 118 233 21 117 234 235 235 117 119 119 117 22 236 129 130 130 129 119 130 236 23 131 130 128' 132 237 138 138 237 24 140 238 137 137 238 239 239 137 25 148 239 240 240 148 152 152 148 26 164 152 151 164 241 159 159 241 27 160 242 158 158 242 243 243 158 28 172 170 171 171 170 169 169 170 29 181 244 179 179 244 2 45 245 179 30 4 212 6 6 4 7 7 6 31 11 10 12 12 11 19 19 12 32 23 22 24 24 23 31 31 24 33 35 34 36 36 35 46 46 35 34 49 45 48 48 49 59 59 43 35 66 56 63 63 66 67 67 63 36 77 65 75 75 77 7 6 76 75 37 35 82 83 83 85 36 86 8 3 3 8 96 95 93 93 96 94 94 93 39 104 103 101 101 104 102 102 101 2 58 196 21.0 2400.0 1 1 218 15 15 218 219 219 220 15 40 40 221 222 222 40 53 53 222 223 71 71 224 225 225 71 226 226 71 81 90 90 227 228 228 90 91 91 228 103 101 214 215 1 i 214 2 2 1 15 41 41 29 40 40 41 53 53 41 54 61 61 54 71 71 61 72 72 71 81 5 5 16 17 17 16 18 18 16 41 43 43 41 55 213 214 3 3 213 4 9 9 5 17 17 9 11 11 17 19 23 23 18 30 30 23 31 31 30 33 44 44 42 43 43 44 45 45 43 48 56 56 55 62 62 56 63 63 62 64 75 75 61 72 72 75 73 73 72 82 84 84 81 80 30 84 95 95 80 90 231 231 101 100 100 231 107 107 231 232 108 108 23 2 233 108 111 110 110 108 109 234 109 113 122 118 234 117 117 118 122 120 120 117 122 119 235 129 129 235 236 123 128 236 237 237 128 132 132 128 131 238 238 138 140 140 138 139 139 138 132 148 148 137 149 149 137 140 149 148 150 150 152 240 151 151 240 241 241 151 164 242 242 159 160 160 159 162 162 1 59 164 174 174 158 160 174 243 170 170 174 172 243 243 244 169 169 244 181 181 171 169 178 173 245 246 246 178 247 212 213 4 8 8 i 7 9 9 8 10 10 9 11 20 20 19 21 21 20 22 22 21 23 32 32 31 33 33 32 34 34 33 35 44 44 46 47 47 44 45 45 47 49 57 57 59 53 58 57 56 56 58 66 64 64 67 63 60 64 65 65 68 77 73 73 76 74 74 73 82 82 74 85 84 34 86 • 87 87 84 95 95 37 96 91 91 94 92 92 91 103 103 92 104 100 100 102 112 112 100 111. 111 112 113 40 113 111 110 110 113 114 114 110 109 109 114 124 124 109 122 122 124 123 41 123 122 120 120 123 121 121 120 119 119 121 133 133 119 130 130 133 134 42 134 130 131 131 134 135 135 131 132 132 135 143 143 132 139 139 143 142 A3 142 139 140 140 142 141 141 140 149 149 141 155 155 149 150 150 155 154 44 154 150 152 152 154 153 153 152 164 164 153 165 165, 164 162 162 165 163 45 163 162 160 160 163 161 161 160 174 174 161 175 175 174 172 172 175 173 46 173 172 171 171 173 183 183 171 181 181 183 182 182 181 179 179 182 180 47 180 179 178 178 180 187 137 178 247 247 187 248 211 212 6 6 211 8 48 8 211 13 13 8 10 10 13 12 12 13 14 14 12 20 20 14 25 49 25 20 22 22 25 24 24 25 37 37 24 32 32 37 34 34 37 38 50 38 34 36 36 38 46 46 38 50 50 46 47 -47 50 49 49 50 60 .51 60 49 59 59 60 58 58 60 69 69 58 66 66 67 69 69 67 68 52 68 69 78 78 68 77 77 78 76 76 78 74 74 78 38 88 74 85 53 85 86 88 88 86 87 87 88 97 97 87 96 96 97 94 94 97 92 . 54 92. 97 105 105 92 104 104 105 102 102 105 112 112 105 115 115 112 113 55 113 115 114 114 115 125 125 114 124 124 125 123 123 125 121 121 125 136 56 136 121 133 133 136 134 134 136 135 135 136 144 144 135 143 143 144 142 57 142 144 141 141 144 156 156 141 155 155 156 154 154 156 153 153 156 166 58 166 153 165 165 166 163 163 166 176 176 163 161 161 176 175 175 176 173 59 173 176 184 184 173 183 183 184 182 182 184 185 185 182 180 180 185 188 60 138 180 187 187 183 248 248 188 249 249 138 189 189 188 185 189 249 250 61 250 139 193 193 250 251 251 193 195 195 251 252 252 195 196 196 252 253 62 211 210 13 13 210 14 14 210 209 209 14 26 26. 14 25 25 26. 39 63 39 25 37 37 39 38 38 39 51 51 38 50 50 51 60 60 51 70 64 70 60 69 69 70 78 73 70 89 89 78 83 88 89 97 97 89 106 65 106 97 105 105 106 115 115 106 126 126 115 125 125 126 136 136 126 145 66 145 136 144 144 145 156 156 145 167 167 156 166 166 167 176 176 167 186 67 186 176 184 184 136 185 185 186 189 189 186 194 194 i89 193 193 194 197 68 197 193 195 195 197 196 209 26 27 27 26 39 39 27 52 52 39 51 69 51 52 79 79 51 70 70 79 89 89 79 98 98 89 106 106 98 127 70 127 106 126 126 127 146 146 126 145 145 146 157 157 145 167 167 157 177 71 177 167 186 186 177 190 190 186 194 194 190 198 198 194 197 208 209 27 72 27 208 28 23 27 52 52 28 206 206 52 205 205 52 79 79 205 99 73 99 79 98 98 99 116 116 98 127 127 116 147 147 127 146 146 147 157 74 147 157 168 163 157 177 177 16.8 191 191 177 190 190 191 199 199 190 198 75 207 208 28 28 207 206 205 99 204 204 99 116 116 204 203 203 116 147 76 147 203 202 202 147 168 168 202 192 192 168 191 195- 192 200 200 191 199 77 202 192 201 201 192 200 78 19800.C 3200.0 18000.0 4000.0 I6400o0 3200.0 15600.0 2400.0 15600.0 4000.0 ) J H I- (-J H H H H r1 r1 K lJ H I-1 r" HhHHH,JHHOOOOOOOOOOJ)vOO>OvO<(3>OiO>0'0(»Coa)())0)0)(I)(»CS|I)>l IXJr-'r-'t-'r-'l-'r-'i—'r-'l-' crococorocrooroo oooooooooo oooooooooo oooooooooo oooooooooo oooooooooooooo oooooooooooooo 000000*0000000 oooooooooooooo t—• t—• »—> I—• »—• H'r- t-'M !—* iV—» t—• I—• O'OCC^COOHOI-'^ONOOO oooooocnocouiooooo ooooooooooooooo ooooooooooooooo ooooooooooooooo v0C0a-^U1lsJ^HHa)O^-sl^Ul4>lv)NIJC»v0^^UlUlN^I-'Ot»>0C0(>^ OOUO(M»OO(»^(»0W60>0+NO0(MMil0)NOWO00l>0O(MV) oomoooooooooooruooooui oooooooooooooo oooooooooooooooooooooooooooooooooo „0000000»009000000000 000000000009 oooooooooaoooooooooooooooooo •4> •*> o o o 0 o o o o o o o o ^ o o o o o « a c o ro o o o a O 1—' 1—• >—• —• coooorovouico o-or\)Coo-r>oeo|No CD CT -si ^ ro o oooooooooooo ooooooooo QOOOOOQOO ooooooooo |-i r—' r—• (-• r~» r-" I-* 1—' r-* CO-JvOCK -J Ul Ul W Ul oooooooooo ooooooooooooooooooooo oooooooooooo OOOOOOOOOOOO ^^ui^w^ru^fuuJr-'ro-.jru-f'Wui 4>O4>C0OOOO OOOOOOOO OOO o o O O O o o o COOCuiOOOUJO OOOOOOOOO 00*000009 OOOOOOOOO oorv)cooooojouio>-'coo-4>uioroouij-ooiN> OOO'Jl OOOOOOOUIOOOOOOOOOOOO OOOOOOOOOOOOOOOOOOOOOOOO ooooooooo ooooooooooooooo OOOOOOOOOOOOOOOOOOOOOOOO ^ f—i Ul W N H ^ r— O O O O o o o o o o o o o o o o o o vD CO Cf- O Ul Ul -*N ro ro 4s o o o o o o o o o o o o o o o o o o o o o a o o o o o o o o o o ro ..OvOOvOCOCOvOCOCO-g OOOOOOOO OOOOOOOO o-o o (--4 f_l CO Cr* ->l ro co cr OOO O Cr Ui o o OOOOOOOO o- 4> o o o o o O O o 9 O 0 0 0 * o o o 0 OOO j co -P* ro Ul O o o o o o o 0 0 0 0 Ul CO o o 0 o o o o o o o I—• •—• t—• i—• I—' t—' —• »•—* t—» H-» »—• I—" I—* *—' I—« ooooooooooorooooo ooooooooouioooo OOOOOOOOOOOOOO oooooooooooooo UJ o o o 0 o o o 0 o WWOJWUlUiWWW^NNWWNMWrJNi-'HHr-'r'r-HI-' CC 0' N Ul ^ C lt:HOCO)0--JU'i+NWU;COO»lff'UlU!WN t-f fri\)(»aOWCOvOC^UlO'^4>OI\ICDO*OOWCON*'CO^O' oouioooooooroooooouiooooo oooooooooooooooooooo 0*000000000000000900 oooooooooooooooooooooo o o o o o o o o o o o o o o o o 9 0 0 O 0 0 O o o o o o o c o c 0 o O O vO CO W J>ONONO o o o o o ooooo 0 0 0 0 0 o o o o o o o 0 o o- a u> u> o o o ro o o o o o o o o e o o o o o o o ro o o o e o NjtDCOOvOOCOvDOJCOO1^^^ G o co o ro ro o 4> ro o cr cr o o-oooooooooooooo ooooooooooooo 0000o00000000 OOOOOOOO o 0 o o o o o o •—4 ^ ' I—' ( 1 l—* I -* O00-Crui4^4>0i^ rocoororocococr-^ o o o o o o o ooooooooo ooooooooo ooooooooo I—• (-< r-» I"4 »•* (-* k^J J—• |u4' V-J k—' f-OfflON^OP^COWOO'O-O^ OOOOOOOOOO OOOOOOOO OOOOOOOOOOOOOOO ooooooooooooooo OOOOOOOOOOOOOOO ^ ^ OJ U W U W U W W Ui N N IS) W N M N N i\) H H H H H H H H H H H -f- t-* i£> O OOOO OOOO O O o o 0 0 0 0 o o o o ^4>crrorot-<o»£>co-vlcr4>vriUJU)o OWOMCOW^O^HNUCtlCMIlCD oooooooooooooooo ooooooooooo eoooooooooo ooooooooooo covoco~iuiuiU)U>oruococr O+NO0-Oi0O+NC0OO<J'0' o o o o o o o o o o o o o o o o o o ooooo o o o o o ooooooooooo o 0 o 0 o o 0 o o o o o o o o o o o o o 0 0 o o -si O ro o o o o o 0 0 o o co cr o o o o a « o o ^1 o o o ro (-* OOO o O o ooo o o o o o o o Ov0O00«0C0C0-£" o ro o cr o ooooo ooooo ooooo o o r~4 (—• t-J r-« (-4 r—' (—• f-» r—• r—' K• -j.-j-^JUlCrUiOJ>Ul-P-Ui-f> ONOCOW04%000+N0'tM>0 ooooooooooooooo ooooooooooooooo ooooooooooooooo ooooooooooooooo UlWOWI-'WI-'NcoNUHWiO crcr04^4>crru-f-OOOOOOOO OOOOOOOO oooooooo OOOOOOOO CO Cr OOO OOO 0 0 9 O ro Cr OOO O O O 0 0 9 O O O O o o o o O 0 o +NNO^^^UlWWOOO'fl-~l0>UIUlU)UJHI-'CDi00-0a+s+N OO-OO-OCONffUlUICOO^CDOONOO^^NOiTOCOO OOOOOOOOUIUIOOOOO oooooooooooo ooooooooooooooooooooooooooo 00000000000090000000000 oooooooooooooooooooooo 0 0 9 0 ooooo r-1 vO >0 CO CO o ro ro co o o o o o o o o o 0 0 9 0 o o o o o o o o Ul Ul U) ro co o cr o o o o o o o o oooo o o o o tn 115 o o OOO o o o o o o o o o o o o o o 0 9 0 0 0 0 0 0 0 o o o o o o o o o o OOO o o o o o rH rH rH rH rH rH rH rH o o OOO o o o o o o o o o o o o o o o OOO CO o OJ OJ o o o o o o o o o vf OJ oj r- in o in rH r- o o o o o o o o o rH OJ OJ ro. ro vt 0 0 0 o 9 0 9 9 o o OOO o o o o o 0 0 0 0 0 • 0 0 0 0 o o OOO o o o o o o o o o o o o o o o o o r- o o sO in o o o o o o o o o o o O vO rH vO s0 ro in in OJ OJ OJ OJ OJ OJ OJ OJ 00 oj o o r- in r- CT-o o o o o o o o o o rH OJ OJ rH rH rH rH OJ OJ o o o o o o o o o o o o o o o o o o o o o o o o o o 0 0 o 9 9 o 9 9 0 0 • 0 0 0 0 0 0 • o o o o o o o o o o o o OOO in o o o o o o O 03 O vf o o o o o o o o o o o o »—1 CM OJ IS; vf o <r o vO o o o o o o o o rH OJ OJ m ro ro rH r-l I-l r-l rH r-l rH rH o o o o o o o o o o OOO o o o o o o o o o o o o o 0 o 0 0 0 0 0 0 9 0 o o o o o o o o o o OOO o o o o o 0 0 0 0 9 9 9 0 o o o o ro o o o in o o o vO in o rH o in ro OJ a* r- o r- m r- o o o rH OJ rH rH rH rH OJ OJ o o o o o o o o o o o o o o o o o o o o a o o o o o o OJ OJ oj OJ OJ OJ OJ OJ 0 0 9 0 0 9 9 <» 0 0 0 o o o o o o o o o a OOO o o o o o o o o o o o o o o o o OOO o o o o o o o o o o o o o o o o O O fsl o rn OJ oo -0 o 0 9 9 9 0 0 V 9 OJ .-NJ vf H o rr> <f CO <t rH OJ OJ OJ ro ro vf o a OOO o o o o o o o o o o o o o o 0 o 0 0 0 o 0 9 o 0 0 o o o o o o o o o o OOO o o o o o o rH rH rH rH rH r-l rH rH o o OOO o o o o rH in o o o o o o o o o o OOO o oo r- vf ro vf o o o o o o o o oo vO vO r-l 0> vO o Q0 o o rH o o o o o o o o rH OJ rH i-H r-l rH OJ OJ OJ 0 0 0 9 9 9 0 a o o OOO o o o o o o 0 a 9 0 0 o 0 9 0 0 0 o o OOO o o o o o o o o o o o o o o o o OOO o o o in o o o o o o o o o o o o <r o vf o OJ rH OJ OJ OJ OJ OJ OJ OJ OJ OJ o OJ OJ to 00 OJ co co CO ro o o o o o o o o rn r-l OJ OJ ro ro vf o o o o o o o o o o o o o o o o o o o o o o o o o o o 0 0 0 9 0 0 0 a 0 0 OOO a 0 a 0 0 o o OOO o o o o o o o o O O O o o o o 00 in o o vQNO m vf ro o ro vt o o o o o o o o OJ OJ in r-l o o o 00 o a rH o o o o o o o o r-l OJ OJ rH r-l rH OJ OJ OJ r-l rH rH rH rH rH rH rH o o o o o o o o o o OOO o o o o o o o o o o o o o o 0 0 0 9 0 0 0 0 0 o a o o o o o o o o o o OOO o o o o o o 0 0 a 9 9 9 0 a o o OOO o >o o o o o o o O O -0 o OJ CO vf oo vt vf 00 OJ OJ 00 r~ rH vO 04 r- rH vt rH OJ OJ ro ro vf o o o o o o o o o o o o o o o o o o OOO o o o o o o OJ OJ OJ OJ OJ OJ OJ OJ 0 a a o o o 0 0 0 o 0 o o o o o o o o o o OOO o o o o o o o o o o o o o o o o o o r- in o o ro o rH o o o o o o o o o o o rn r- o o r~ <r o 0 a 9 a 9 9 9 9 OJ vf rH O vO o co 0> o rH OJ OJ rH rH rH rH OJ OJ oo o> O rH 0-1 ro vf in vO f- co CP o rH OJ ro vf in vO rH rH OJ OJ OJ OJ OJ OJ OJ OJ OJ OJ ro ro ro ro m ro ro 'rH r-l r-l r-l .H rH r-t r-l rH r-l rH rH rH rH rH rH rH rH o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o rH rH r-l rH rH rH r-l rH rH rH rH rH rH rH rH rH rH rH rH rH o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o 0 0 9 9 9 9 0 9 9 9 9 9 9 0 9 0 9 9 9 9 o. o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o OJ OJ ro OJ OJ OJ OJ OJ OJ oo OJ OJ oo OJ OJ OJ OJ OJ oo OJ o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o 0 0 9 9 « 0 9 9 9 9 9 9 9 9 9 9 0 9 a 9 o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o rH r-l r-l rH rH rH rH rH rH rH r-l rH rH H rH rH rH rH rH rH o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o 0 a 9 0 9 0 9 9 • 9 9 9 9 0 9 4 0 9 a 0 o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o OJ OO OJ OJ OJ OJ OJ OJ OJ OJ c\J OJ OO OJ OJ OJ OJ OJ OJ OJ o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o a o o o o o o o o o o o o a o o o o o o o o 9 0 a 9 0 9 9 9 a 9 9 a 9 0 9 9 0 9 9 9 o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o rH rH rH rH rH r-l rH rH rH rH r-l rH rH rH rH rH rH rH rH o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o a 0 9 0 0 9 0 9 0 o 0 0 9 9 9 9 9 9 9 9 o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o OJ oo OJ OJ OJ oo OJ OJ oo OJ OJ oo oo OJ OJ OJ OJ OJ OJ oj o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o 9 0 9 0 9 0 0 9 s 9 0 0 9 0 a 9 9 9 9 9 o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o rH rH rH rH r-l rH r-| rH r-l rH rH rH rH rH rH /—1 rH r-i rH o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o a o o o o o o o o o o o o o o o o o o o o 9 0 9 9 9 0 0 9 0 0 0 9 9 9 9 9 9 9 9 0 o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o OJ OJ OJ OJ OJ O-l OJ OJ OJ O-l OJ oo OJ oo oo OJ O-l OJ OJ OJ o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o OOO o o o o 9 9 0 0 9 9 0 0 9 a 9 0 9 9 0 9 9 9 9 9 r- co o r-l OJ ro vt in o r- CO cr> o rH OJ ro vt in ro ro ro vf vt vt vt vt vt vf vt vt vt m in in in in m in rH rH rH rH rH rH rH rH .-1 rH rH r-l rH r-l rH rH rH r-l rH rH 116 o o o o o o o o o O o O r-4 r-l rH rH r—1 i-H r-i F-l rH rH rH rH rH rH rH I--I rH rH rH rH rH r-H rH rH rH i-H rH o o o o o o o o o o o o O o o o o o o o o o o o o o o o o O o o o o o o o o o •H rH r-l rH r-H rH rH r-l rH r-l rH rH o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o O O O o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o O O o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o. p o o o o o p o p o o o.. o •o o o o o o o o o • 0 e 0 0 e 9 e e 0 0 e 0 0 a 0 o 0 0 0 0 e 0 0 c 0 e •o 0* d '. 0 0 0 o 0 0 0 e 0 o o o o o O O O o O o O in in in in in in in in in in in in in in in in in in in in in in in in in m m o o o o o o o o o o o O o o O o o o o o o a O o o a O o o o o a o o o o o o o CM CM CM CM CM CM CM CM CM CM CM CM o o o a o o o O o o o o o o O o a o o o o o o o o o O o o O O O O O O O O O O o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o O O O O O O a O O o o o o o o o o o o o o o o o o o o o a o o o o o o o o o o O o O O o O o O O o o o o a o a o o o a o o o o o a o o c o o o o o o o • 0 « 9 a 0 0 9 » 0 e 0 0 0 e e 0 0 9 0 0 a 0 0 0 0 « 0 9 9 0 9 0 0 9 0 0 0 0 o o o o o O o O o o o o rH rH rH rH rH rH r-H rH r-H rH rH rH rH r— 1 r-l rH rH rH r-l r-4 r-l r-H r-l r-4 rH rH r-l o o o o o o o O o o o o o o o o o o o o o o o o o o o o o o o o o o o a o o o rH rH rH r-4 rH r-l r-l rH r-l r-4 a o o o o o o o o o c o o o o o o o o o o o o o o o o O O o o o O o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o a o o o o o o o o o o o o o o o o a o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o 3 o o o o o o o o o o o o o o o o o o o o o o o o o o o e 9 0 e 9 e 9 9 0 9 9 0 • 0 c 9 o 9 9 0 9 c e 0 0 9 9 o 9 0 o 0 0 9 9 9 9 0 o o o o o o o o a o o o m in in in in in in in in in in m in in in in in in in in in m tn m m m m o o o o o o o o o o a o o a o a o o o o o o o a o a o o o o o o o a o o o o o CM <M rM CM CM CM c\l CM CM CM CM CM o o o o o a o o o o a o o a o o o o o o o o o a o o o o o o o o o o o o o o o o o o o o o o o o a o o a o o o o o o o o o o o a o o o o a o o a o a o o o o o o o o o o o a o a -O a o o o a o o o o o o a o o o o o a o o o o o o o o o o o o o o o o o o o o o o o a o o o o o o o o o o o o o 0 9 9 9 0 e o 0 9 9 9 9 9 9 9 9 9 9 9 9 0 9 0 e 0 0 9 9 9 9 0 9 9 0 9 9 9 9 0 o o o o o o o o o o a o r-H rH r-H r-H r-H r-H r-H 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o o o o o o Q o o o o o o o o o o o o o o c 9 9 9 9 0 9 9 0 9 o 9 9 9 9 9 0 9 9 9 9 0 0 9 a « 0 9 0 0 9 9 9 9 0 0 o 0 9 0 o o o o o o o o o o o o o rH t-H r-H rH r-l rH r-l r-l rH r-H rH I-t r-l rH rH rH I-l r-H rH rH r-l rH r-l rH r-l o o o o o o o o o o o o o o o o o o o o o o o •o o o o o o o o o o o o o o o o rH r-H r-l —t r-H rH r-H rH r-l r-H rH r-l o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o c o o o o o o o o o o o o o o o o o o o o o a o o o o o o o o o a o o o o o o o o o o o o o o o o o o o o o o o 9 0 9 9 e 9 9 0 9 0 9 9 9 9 9 0 9 9 9 9 0 0 0 o o 9 9 9 0 9 9 9 ' 9 0 9 0 0 9 o o o o o o o o o o o o o o in tn in in in in in in in in in in in m in in in in in in tn in in in in in o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o CM CM CM CM CM CM CM CM CM CM CM CM CM o o o o o o o o o o o o o o o o o o o o o o o o o o o o 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16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0-2 5.0-2 5.0-13.0 347 -8.0 0.0 7.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 348 -25.0-10.0 10.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 349 16000.0 16500.0 17000.0 17500.0 18000.0 13500.0 19000.0 19500.0 20000.0 20500.0 ro .350 21000.0 ° 121 Start Read in data Write out input Set top flow boundary to the ground surface Initialize parameters to zero I Convert theta to radians Nel = 0 Nel = Nel + 1 I Calculate element area Yes required? Call TRANS. Calculate [contribution to nodal equation) Call NOTRAN. Calculate [contribution to nodal equation J!o_ Call SLIMP to solve matrix equation Figure 1-1 Stop Flowchart. 122 APPENDIX II FIGURES FOR CHAPTER FIVE
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Regional geology, groundwater flow systems and slope stability Hodge, Robert A.L. 1976-12-31
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Title | Regional geology, groundwater flow systems and slope stability |
Creator |
Hodge, Robert A.L. |
Date | 1976 |
Date Issued | 2010-02-09T03:14:45Z |
Description | The purpose of this thesis is to show, using computer simulation of flow systems in a variety of hypothetical slopes, how different geological environments affect the groundwater flow regime, which in turn is fundamental to the stability of a slope. Galerkin's method is used to derive a finite element program to model two dimensional, saturated, steady state flow through anisotropic and heterogeneous rigid porous media. An understanding of the regional geology is required in order to understand the regional flow system. The following points are illustrated. a. In anisotropic media, the most adverse groundwater condition for slope stability occurs when the major axis of conductivity lies down the dip of the slope. b. Depending on their characteristics, faults, contacts and dykes can be either detrimental or favourable in their effect on the flow system. Careful field investigation is required to establish that effect. c. Deep weathering commonly causes a confining zone of low conductivity, a situation very detrimental to stability. d. Stress relief fractures on valley walls can adversely influence the effect of groundwater on stability. e. A regional aquifer can cause high pore pressure development beneath a valley. f. Fluctuations in the regional groundwater system can cause instability in Pleistocene terraces. g. The presence of an underlying less conductive zone or unit can have an adverse effect on the flow system. Conductivity contrasts of less than two orders of magnitude can cause pore pressure development critical to stability. Three other points are demonstrated which have direct application to slope stability analysis and control. 1. The pressure head distribution on rock wedges can be nonlinear rather than the commonly assumed linear distribution. 2. The introduction of a reservoir at the toe of a slope can influence the groundwater regime well above the reservoir surface; even a low reservoir can cause, the change required to cause instability. 3. Piezometric measurements and drainage systems must penetrate through any less conductive unit that might be acting as a slide plane. |
Subject |
Slopes (Soil mechanics) Groundwater flow |
Genre |
Thesis/Dissertation |
Type |
Text |
Language | eng |
Collection |
Retrospective Theses and Dissertations, 1919-2007 |
Series | UBC Retrospective Theses Digitization Project |
Date Available | 2010-02-08 |
Provider | Vancouver : University of British Columbia Library |
Rights | For non-commercial purposes only, such as research, private study and education. Additional conditions apply, see Terms of Use https://open.library.ubc.ca/terms_of_use. |
DOI | 10.14288/1.0052875 |
URI | http://hdl.handle.net/2429/19889 |
Degree |
Master of Applied Science - MASc |
Program |
Geological Sciences |
Affiliation |
Science, Faculty of Earth, Ocean and Atmospheric Sciences, Department of |
Degree Grantor | University of British Columbia |
Campus |
UBCV |
Scholarly Level | Graduate |
Aggregated Source Repository | DSpace |
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