CiSTUP Indian Institute of Science Bangalore
|
|
- Silvia Angel Montgomery
- 5 years ago
- Views:
Transcription
1 EFFECT OF EMBEDMENT, PRELOAD AND CONSOLIDATION ON THE SERVICEABILITY AND BEARING CAPACITY OF SHALLOW EMBEDDED PIPELINES IN URBAN SPRAWL Final Report CiSTUP Indian Institute of Science Bangalore S.K. Valavala and T. G. Murthy Dept. of Civil Engineering Indian Institute of Science, Bangalore
2 Introduction Pipelines are a critical component in both onshore and offshore infrastructure projects, especially as the most important means of transportation of water, sewage, oil, hydrocarbons and many cases as a housing for electronic and communication channels. Pipelines that are either resting on the ground surface, or those which are embedded to shallow depths, are very frequently encountered in urban environs. Design considerations for these pipelines have very often been simplified to consideration of the pipe as a line load on the soil, largely ignoring servicebility of the pipeline. Servicebility challenges often encountered in pipelines can be broadly classified under buckling and walking (progressive axial displacement arising from cycles of expansion and contraction of the pipeline due to the temperature and pressure changes within the pipeline and its containing fluid, Carr et al 2006). These issues can be marginally controlled by using mechanical devices such as expansion joints and anchors, however such an alternative is quite expensive for both installation and maintenance (Perinet and Frazer 2006). So, an economic alternative would be to allow controlled buckling within the limits of strength and serviceability at the design stage of the pipeline (Bruton et al 2007). This report presents the highlights of a computational study which has been made on the behaviour of shallow embedded pipelines at small emdedments. Background Considering pipes of various diameters with varying ratios of embedment, Aubeny et al 2005 investigated the incerase in strength of the clay with change in soil strength profile. In this numerical study the authors infer a steady increase in the collapse load with increasing embedment of the pipeline. They draw upper and lower bound estimates of the collapse load for this problem with varying depths of embedment. In a more detailed study of the undrained resistance of partially embedded pipelines, Merifield et al 2008 present results of a detailed FE analysis with both horizontal and vertical loads applied to the pipeline. Yield envelopes with combinations of vertical (V) and horizontal (H) loading is (V-H) obtained from their research. Randolph and White (2008) propose upper bound yield envelopes for pipelines at shallow embedment in clay subjected to vertical and horizontal loads. In a recent study on the consolidation around partially embedded pipelines Krost et al 2011 study the effects of pore pressure dissipation and consolidation around pipelines. The curved 2
3 shape of the pipeline increased the rate of consolidation compared with a regular strip footing. The effect of embedment on the rate of consolidation was investigated in this paper. They also show that an overall increase in the axial resistance of the pipeline occurs due to consolidation, due to a wedging effect. Through controlled usage of the pipeline (i.e. by filling it to a fraction of its full capacity) and allowing for the consolidation of the clay (drainage at the surface) significant improvement of the bearing capacity can be achieved. This, also corresponds to the long term settlement of the pipeline, and the strength gain associated with it. Such a quantification exercise for seabed pipelines has already been made by Krost et al, This contact buit up between the pipeline and the clayey soil, can be compared to pile setup. (Krost et al 2011) The soil response to the laying of a pipeline at the short term can be regarded as undrained. With elapse of time, this excess pore pressure built up due to the undrained behaviour dissipates and the soil gains strength. The strength of the soil increases with depth and hence the bearing capacity of the soil increases with increasing embedment of the pipeline. The current study aims to quantify the concomitant effects of embedment, preload and consolidation on the bearing capacity of partially embedded pipelines. This study extends the study made by Krost et al 2011 for a pipeline that is partially embeded and examines the effect of long term strength gain due to consolidation around the pipeline. Finite Element Analysis (a) Geometry The finite element analyses was carried out with the commercially available finite-element software ABAQUS Version 6.11 (Dassault Systemes). Pipes of unit diameter embeded to different depths into a fine grained soil was modelled here. The pipe is considered to be rigid and no deflection of the pipe itself is allowed. The problem is analyzed under plane strain conditions, wherein length of the pipeline is considered to be much larger than its diameter. Pipeline embedment ratios depth of embedment to the diameter (d/d) = 0.1, 0.2, 0.3, 0.4 and 0.5 were considered in this analyses. The boundaries are placed sufficiently far away from the pipeline such that the boundaries have no effect on calculation of the ultimate bearing capacity and development of an ideal collapse mechanism is not hindered. The boundaries of the soil, are placed at about 20D on 3
4 either side of the pipeline, and about 10D underneath the pipeline, a Figure showing the schematic of the boundary condition is presented in Fig.1. (Additionally, the failure mechanism obtained from this analysis clearly shows no interaction with the boundary as inferable from Figure 13a). Fig. 1 Typical mesh for d/d = 0.1 showing the distribution of element density The pipeline is assumed to be a rigid body in this analysis, with rigid body elements used to model the pipeline. The rigid body elements are governed by a single reference point for defining all the displacement, loading and other boundary conditions that need to be applied to the clay (ABAQUS User s Manual). The soil (clay) is represented by linear strain quadrilateral pore pressure elements (library elements from ABAQUS CPE8RP), these elements have eight displacement nodes and four pore pressure nodes positioned at the corners of each element. A high density of elements is placed around the pipeline, which have an average size of about t=0.03d close the pipe-soil contact, in order to determine the shear stresses and strains with high precision; larger elements(with dimension t=1.45d) were placed in the soil mass away from the pipeline. A constant number of elements was not used in all the meshes, an optimum mesh size was obtained through a mesh sensitivity study. (b) Interface and Drainage Conditions 4
5 The interface between the pipeline and the soil is modelled to be rough so that slippage of the pipeline does not occur during loading; however no special interface elements were used in the simulations. The pipeline is assumed to be in contact with the soil at all times without any separation. A schematic of the FE model showing size and boundary conditions is presented in Fig. 2 The sides, base of the model and the pipe surface are all rendered impermeable and a drainage boundary is provided at the top surface to allow pore-pressure dissipation. The base of the model is fixed and the sides are restrained for displacement in the horizontal direction. B (or D) Drainage boundary 16B B 8B Fig. 2 Boundary Conditions used in the model (c) Soil Conditions The soil in the analysis is modeled with a Modified Cam Clay (MCC) constitutive model with shear strength linearly varying with depth. The saturated unit weight of the soil is 5
6 considered to be 17.18kN/m 3 and the soil is modeled with a surcharge on the top surface representing 1 m overburden. The shear strength profile of the soil is assumed to vary linearly with depth, as described Eq. 1 and presented in the schematic in Fig. 3 su = su0 + kz (1) where, s u0 is the undrained shear strength of the soil at the pipeline invert k is the gradient of the shear strength variation with depth. Fig. 3 A schematic of the geometry of the problem, indicating the presence of soil overburden, and shear strength profile with depth. Modified Cam Clay Model Application in ABAQUS The modified cam clay model (MCC) which is quite routinely used to model fine grained soils, is used in these simulations. A comprehensive description of the MCC model is not provided in this report, however a brief description of the MCC model and its implementation into Abaqus is provided below The modified Cam-Clay theory is an extension of the original Cam Clay formulation which effectively combines the idea of plastic flow or failure, which can be attained either through isotropic compression or shear stresses along with the attainment of a unique void ratio. The modified cam clay formulation is a slightly enhanced version of this idea. The MCC 6
7 fornulation here can be decomposed into an elastic and plastic part, the plastic part of the model is defined with a yield surface, a flow rule and a hardening rule which includes dilatancy (or volume change). The evolution of these quantities is controlled by the strain rate in the model. The numerical integration of the model is performed using backward Euler integration of the flow rule and the hardening rule. The elastic part of the model is based on a simple premise of poroelasticity, and is based on the experimental observation that in porous materials during elastic straining, the change in the void ratio e and the change in the logarithm of the mean stress p are linearly related, ( ln ( )) el de = κd p where, κ is the material parameter. In other words, the elastic part of the model follows the swelling line (or the unload-reload) line during an oedometer experiment on a soft clay. The MCC yield surface is defined by, (2) f ( p q r) p t,, = = β a Ma (3) Where, t is the deviatoric stress, M the slope of the critical state line, β and a are constants. a(θ,f α ) defines the hardening in the materia. An associated flow rule is used in the MCC model and the size of the yield surface is defined by a. The hardening or softening in the soil is controlled by the evolution of the parameter a The strain in the material, is computed from eq. 4 below ( ln ( )) de = λd p (4) The modified shape of the critical state line (from the regular Drucker Prager shape of a circle) is shown below in Fig. 3 7
8 Fig. 3 Modified shape of yield surface used for modelling MCC in ABAQUS (Ref: ABAQUS Version 6.11 User s Manual) Modified Cam Clay Parameters The parameters used for the model clay in the analyses are presented in Table.1. These are extracted from (Stewart 1992) 8
9 Table 1 Input parameters for the Modified Cam Clay Model extracted from Stewart (1992) Parameter input for analysis Magnitute 1. Parameters describing clay plasticity a. Log of Bulk Modulus (χ) b. Stress ratio at Critical State (M) c. Initial Yield Surface Size 0 d. Wet Yield Surface Size 1 e. Flow Stress Ratio 1 f. Intercept Parameters describing index and engineering properties of clay a. Mass density b. Permeability E-005 c. Void ratio Parameters describing elastic response (as a porous elastic material) a. Log of Bulk Modulus (κ) b. Poisson s ratio 0.25 c. Tensile limit 0 (d) Loading Each analysis regime in this research is carried out in 4 stages. The first stage consisted of creating the geostatic (equillibriation) stresses in the soil. This geostatic stresses in the soil ensures increase in stresses with depth. Subsequently, the excess pore water pressures was set up in the soil by applying the amount of preload to the footing (defined as a proportion of the undrained bearing capacity without preload) over a short period of time allowing no drainage. In the subsequent stage of the analysis, different periods of consolidation were permitted (total primary consolidation, T 100 ) and finally, a displacement was applied in the vertical direction on the center of the pipeline such that the soil would reach a state of continued plastic flow mechanism (or critical state). The reaction force provided by the soil is determined at the center of the footing. 1. Geostatic Step - The first step consisted of creating the geostatic stresses in the soil by providing self-weight and surcharge to the soil by considering the unit weight of the soil and the gravity load as a body force on the soil. Under equilibrium of stress conditions in the soil, a linearly varying shear strength profile of the clay is obtained. 9
10 For the case of no preload capacity or calculation of the ultimate undrained bearing capacity of the pipe embeded into clay. 2. Preload - A proportion of this ultimate undrained bearing capacity of the soil called preload - is applied at the reference point at the centre of the pipeline, for a short period of time without allowing any drainage; this sets up the pore pressures in the soil. 3. Consolidation In the subsequent step, once the pore pressures are set up due to the application of a preload, the soil is allowed to consolidate, i.e. dissipation of the excess pore pressure by permitting drainage of the pore water through the drainage boundary provided at the free surface of the soil (excluding the pipe which is considered impermeable). The pore pressures generated is allowed to dissipate completely in order to achieve a 100% primary consolidation. 4. Loading - Finally, a vertical displacement is applied to the reference point of the pipeline such that the soil would reach a state of continued plastic flow (or critical state). The diplacement is applied sufficiently quickly such that no pore pressure dissipation maybe permitted during this step, thus obtaining the undrained shear strength of the soil. The reaction force provided by the soil is determined at the reference point of the pipeline. Assessment of Stresses and Bearing Capacity Factor The ultimate bearing capacity (q) of the soil is calculated from the reaction force (RF) that the soil provides to the movement of the rigid pipeline. In order to obtain the bearing pressure, the distribution of the reaction force over the length of contact of the pipeline with the clay is considered. The bearing capacity factor, N c, is calculated from eq. 5 considering appropriate correction factors for depth, shape, inclination and strength non-homogeneity. q= F d i s s N c c c u0 c (5) S u0 is the shear strength of the soil in line with the pipeline invert, the shear strength of the clay from the MCC model is calculated as per the procedure outliend by Potts and Zdravkovic (2000). The depth factor (d c ) shape (s c ) and inclination (i c ) factors are obtained from Salgado (2008); and strength non-homogeneity factor (F) from Gourvenec et al (2003). The factors considered are provided below (eq.6-eq.10) 10
11 ' D Depth factor, d c d (6) c = B Where, D is the depth of the pipeline invert and; B is the effective width of the footing (in contact with the soil) Q Inclination factor, i c i h (7) c = Q v Qh is the stress in the horizontal direction and; Qv, the stress in the vertical direction B Shape factor, s c s (8) c = + L F κ 2 3 Factor for strength non-homogeneity, F = 1+ a (9) 1κ+ a2κ + a3κ F 0 ( ) ( ) kb where, κ is the degree of non-homogeneity, κ = (10) s Calculation of the undrained shear strength of the clay from MCC is given below, s u0 u0 NC 2 su 1+ 2K0 1+ B 2 = g ( θ) cosθ 2 σ B v κ λ (11) where, σ v is the stress in the vertical direction, K 0 NC - co-efficicent at rest for the normally consolidated clay given by, NC K0 = 1 sinφ cs (12) Critical state friction angle, ϕ 3M cs; sinφcs = 6 + M (13) M is the critical state stress ratio i.e. the slope of the critical state line in stress space (in the q- p space) 11
12 g ( θ ) sinφcs = 1 cosθ + sinθsinφcs 3 (14) g(θ) is a mathematical function that defines the shape of the plastic potential surface, θ being the Lode angle (θ = for Tri-axial compression θ = 0 for plane strain condition) NC ( K0 ) 31 B = g ( 30) K NC 0 (15) Benchmarking The accuracy and precision of the mesh, along with the boundary conditions imposed was assessed using a standard case of a shallow strip footing founded on a soft clay. The analyses was carried out for the case of a normally consolidated clay. The bearing capacity factor N c assessed from this FE simulation was compared to analytical / semi-analytical solutions available from method of characteristics and numerical limit analysis (i.e. for a rough footing soil interface and with no surcharge the bearing capacity factor is (2+π) (Salgado 2008). Mesh Sensitivity Study Convergence of the FE analyses is sensitive to the characteristics of the mesh used, additionlly, the time required for analyses also is dependent on the characteristics of the FE mesh. A mesh sensitivity study was carried out in order to accurately assess the optimum number of elements for the analysis which would satisfy criteria of both accuracy and time of analyses. Meshes with different density of elements was used and the analyses was performed, the bearing capacity factor was computed, along with the time taken for each of these analyses. The bearing capacity factors obtained from the analyses are presented in Table 2. Increase in the mesh density (i.e. number of elements) resulted in a better prediction for the Nc value i.e. 12
13 higher accuracy, based on which the number of elements in the mesh were optimised for the different embedment ratios. No. of elements Nc N c, analytical = 5.14 Results A FE study has been made here to understand the effect of embedment and preloading on a pipeline bearing on a soft normally consolidated clayey soil. The ultimate undrained vertical capacity of the clay, while the pipeline was placed on the surface of the clay was first estimated and is designated as Vult. Effects of embedment depth and preload applications are outlined here. 1. Effect of Embedment Embedment of the pipeline into the surface of the clay is examined in this simulation, The embedment ratios of d/d = 0.1 to d/d = 0.5 are simulated here. The vertical load carrying capacity increases with increase in the embedment depth of the pipeline; and there is a 95% increase in the bearing capacity from with a 5 time increase in embedment. Figure 5 shows the load versus normalised displacement (normalised with respect to diameter of the pipe) for pipelines at different embedment depths. The load carrying capacity of the soil is calculated from the resistance force (RF) on the pipeline ; 13
14 Figure 5 Load vs normalised displacement curves for pipelines with different embedment depths; inset shows the increasing trend of the normalised load, V max /s u0 D, with increasing embedment depth. The load normalised with the undrained shear strength of the soil at the level of the pipeline invert, s u0 and the width of the footing, which is the diameter of the pipeline, D - V max /s u0 D - increases with embedment of the pipeline as shown in the plot inset in figure 5. The bearing capacity factor, N c is calculated from the reaction force on the pipeline at the reference point (RP),. From figure 6, it is observed that the value of N c decreases with increase in embedment depth. 14
15 Figure 6 Bearing Capacity Factor, N c for pipeline at different embedment ratios 2. Effect of Preloading Fractions of the ultimate load bearing capacity, ranging from 10% to 70%, were applied as preload on the soil at the reference point of the pipe and the soil was allowed to consolidate. The consolidation was allowed till all the pore pressure was dissipated from the soil ensemble. The consolidation hardens the soil but also brings forth settlement in the soil, and the improvement in the strength due to this consolidation is estimated by applying an additional vertical displacement to the pipeline until failure. Figure 7 presents the load versus displacement during the loading stage after complete primary consolidation under different preloads on the pipeline with embedment ratio, d/d = 0.3. Almost a 50% increase in the bearing capacity of the soil is seen with application of a 70% preload. 15
16 Figure 7 Increase in the vertical capacity of a normally consolidated soil, with the application of various magnitudes of preload for a pipeline embedment ratio d/d = 0.3 Figure 8 shows the increase in the normalised bearing capacity load of the soil with increasing preload for various depths of embedment. The increase in depth of embedment does not change the trend or the slope of the curves. About 20% gain in the bearing capacity was increased immaterial of the depth of embedment. Figure 8 Increase in the normalised bearing force, V max /s u D with preloading 16
17 3. Consolidation Fractions of the ultimate load was applied to the pipeline as a preload, and the soil was allowed to consolidate for a time elapse sufficient enough so that all the excess pore water pressure built up due to the application of preload. The extent of consolidation is presented as a displacement vs. time elapse in days. At the end of consolidation, the displacement of the pipeline equilibrates to a constant value and correspondingly, the pore pressure values at the nodes of the soil elements are almost equal to zero (a tolerance of around 10-3 kpa is deemed acceptable). The time required for complete primary consolidation is around 10 5 days, and the displacement time cures are presented for the case of an embedment depth ratio of 0.1 for various values of preloads is presented in Figure 9(a). Figure 9(a) Time histories of consolidation settlement under different preloads on a pipeline at an embedment ratio, d/d = 0.1 From the time histories of normalised settlement due to consolidation; i.e. the ratio of settlement at any time, t, to the settlement after primary consolidation (w f ) of the footing as shown in figure 9(b), it can be observed that the plots collapse into one trajectory, with minor differences in the rate of consolidation. 17
18 Figure 9(b) Time histories of normalised consolidation settlement for consolidation under different preloads on pipeline at embedment ratio, d/d = 0.1 A similar normalized time history of settlement, with increasing d/d is shown in Figure 10. The plot indicates that the consolidation is faster for pipelines at lower embedment depths. Figure 10 Time histories of normalised consolidation settlement 18
19 Figure 11 shows time histories of excess pore pressure dissipation at the pipe invert for each of the pipe embedment ratios during consolidation under a 70% preload. The excess pore pressures are normalised by the initial excess pore pressure immediately after application of the load, u i ; and time shown is in logarithmic scale. Krost et al (2011) report similar behaviour and explain it by the Mandel Cryer effect a stress transfer phenomenon in which the dissipation process creates a local rise in total stress, leading to an increase rather than a decrease in excess pore pressure (Mandel, 1950; Cryer, 1963) which is evident for all embedment depths; but as the consolidation process stabilizes it is observed that the rate of dissipation of excess pore water pressure is faster for lower embedment depths and becomes slower with an increase in the embedment depth. Figure 11 Time histories of normalised excess pore water pressure dissipation 4. Comparison of Bearing Capacity with existing studies: The values of the bearing capacity normalised with the diameter of the pipeline and the undrained shear strength of soil obtained from the current study are compared with those obtained from previous studies. The current study estimates a higher bearing capacity over the estimates from previous studies. 19
20 Figure 12 Comparison of the increase in normalised bearing capacity, V max /s u D from the current study with existing data 5. Displacement Fields: Typical displacement fields obtained at failure for an embedment ratio (d/d=0.3) is shown in Fig. 13a, the figure shows a quiver plot showing the direction of traverse of the soil, with application of an axial load to the pipeline. The displacement field is similar in general feature to a strip footing resting on a normally consolidated clayey soil. A region of velocity right at the invert region shows an almost vertical direction with a magnitude equal to the pipe displacement, akin to a dead wedge seen in a strip footing. 20
21 Figure 13 (a) The displacement field at failure obtained from ABAQUS, for embedment ratio, d/d=0.3 Fig. 13b shows the displacment field obtained from the FE analysis and a upper bound displacement field (from Merifield et al 2008) used to calculate the upper bound limit load, qualitatively confirming the accuracy of the analyses. Figure 13 (b) Comparison of displacement fields at failure obtained from analyses to the failure envelope from upper-bound solution, for d/d =
22 Conclusion Finite element analyses has been used to investigate the improvement of the vertical bearing capacity of a pipeline founded on a soft clayey soil, with application of a long term vertical loads. These vertical loads can be envisioned as partial service of the pipeline (fractional filling of the pipeline) over long times to allow consolidation of the clay. Due to this consolidation, an increase in the bearing capacity is seen over long time periods which increases with the magnitude of preload The effect of the depth of embedment of the pipeline is also investigated in this research, with higher depths of embedment showing a substantial increase in the bearing capacity With these findings from the FE analysis, it maybe concluded that a sufficient emebedment would not only anchor the pipeline, but would also increase the bearing capacity of the clay pipeline system. Additionally, in designing the pipeline for long service periods, the long term loading, which causes settlement of the underlying clay needs to be considered. It is conservative to ignore consolidation strengthening in design, however, this may lead to a non optimal design solution. 22
23 NOMENCLATURE D Width of the footing/ Diameter of the pipeline D Depth of the pipeline invert B Effective width of the footing d Embedment depth of the pipeline N c Bearing Capacity Factor PP/u Excess pore pressure dissipated from the soil from the boundary layer at the free surface at any time instant, t PP i /u i Excess pore pressure developed in the soil at the instant immediately after loading s u Undrained shear strength of the soil s u0 Undrained shear strength of the soil at invert of the pipe V max Maximum vertical force per unit length of pipe w Displacement of the pipeline reference point at a time t w f Final displacement of the pipeline reference point at failure 23
24 REFERENCES: 1.) Aubeny, C. P., Shi, H. & Murff, J. D. (2005). Collapse load for cylinder embedded in trench in cohesive soil. Int. J. Geomech. 5, No. 4, ) Bruton, D., Carr, M. & White, D. J. (2007). The influence of pipe-soil interaction on lateral buckling and walking of pipelines: the SAFEBUCK JIP. Proc. 6th Int. Conf. Offshore Site Investigation Geotech., London, ) Carr, M., Sinclair, F. & Bruton, D. (2006). Pipeline walking understanding the field layout challenges, and analytical solutions developed for the SAFEBUCK JIP. Proceedings of the offshore technology conference, Houston, Texas, USA, Paper OTC ) Dassault Systemes. (2011). ABAQUS Users Manual, Version Providence Rhode Island. USA. 5.) Gourvenec, S. & Randolph, M. (2003). Effect of strength non-homogeneity on the shape of failure envelopes for combined loading of strip and circular foundations on clay. Geotechnique 53, No. 6, ) Hill, A. J. & Jacob, H. (2008). In-situ measurement of pipe-soil interaction in deep water. Proceedings of the offshore technology conference, Houston, Texas, USA, Paper OTC ) Krost, K., Gourvenec, S.M. & White, D. J. (2011). Consolidation around partially embedded seabed pipelines. Geotechnique 61, No. 2, ) Merifield, R., White, D. J. & Randolph, M. F. (2008). The ultimate undrained resistance of partially embedded pipelines. Geotechnique 58, No. 6, ) Murff, J. D., Wagner, D. A. & Randolph, M. F. (1989). Pipe penetration in cohesive soil. Geotechnique 39, No. 2, ) Perinet, D. & Frazer, I. (2006). Mitigation methods for deep water pipeline instability induced by temperature and pressure. Proceedings of the offshore technology conference, Houston, Texas, USA, Paper OTC ) Potts,D.M., Zdravkovic, L. (1999). Finite element analysis in geotechnical engineering: Theory. London: Thomas Telford. 24
Effect of pile sleeve opening and length below seabed on the bearing capacity of offshore jacket mudmats
NGM 2016 Reykjavik Proceedings of the 17 th Nordic Geotechnical Meeting Challenges in Nordic Geotechnic 25 th 28 th of May Effect of pile sleeve opening and length below seabed on the bearing capacity
More informationStability of Inclined Strip Anchors in Purely Cohesive Soil
Stability of Inclined Strip Anchors in Purely Cohesive Soil R. S. Merifield 1 ; A. V. Lyamin 2 ; and S. W. Sloan 3 Abstract: Soil anchors are commonly used as foundation systems for structures requiring
More informationPULLOUT CAPACITY OF HORIZONTAL AND INCLINED PLATE ANCHORS IN CLAYEY SOILS
PULLOUT CAPACITY OF HORIZONTAL AND INCLINED PLATE ANCHORS IN CLAYEY SOILS BALESHWAR SINGH Associate Professor Department of Civil Engineering Indian Institute of Technology Guwahati Guwahati 78139, India
More informationSlope stability assessment
Engineering manual No. 25 Updated: 03/2018 Slope stability assessment Program: FEM File: Demo_manual_25.gmk The objective of this manual is to analyse the slope stability degree (factor of safety) using
More informationSoil-Structure Interaction of a Piled Raft Foundation in Clay a 3D Numerical Study
388 J. Eng. Technol. Sci., Vol. 48, No. 4, 2016, 388-407 Soil-Structure Interaction of a Piled Raft Foundation in Clay a 3D Numerical Study Endra Susila 1,* & Nita Anggraini 2 1 Geotechnical Engineering
More informationNumerical Analysis of the Bearing Capacity of Strip Footing Adjacent to Slope
International Journal of Science and Engineering Investigations vol. 4, issue 46, November 25 ISSN: 225-8843 Numerical Analysis of the Bearing Capacity of Strip Footing Adjacent to Slope Mohammadreza Hamzehpour
More informationSoil-atmosphere interaction in unsaturated cut slopes
Soil-atmosphere interaction in unsaturated cut slopes Aikaterini Tsiampousi 1, Lidija Zdravkovic 1 and David M. Potts 1 1 Imperial College London, Department of Civil and Environmental Engineering, SW7
More informationEFFECT OF COMPACTION ON THE UNSATURATED SHEAR STRENGTH OF A COMPACTED TILL
EFFECT OF COMPACTION ON THE UNSATURATED SHEAR STRENGTH OF A COMPACTED TILL Vanapalli, S.K., Pufahl, D.E., and Fredlund, D.G. (University of Saskatchewan, Saskatoon, SK., Canada, S7N 5A9) Abstract An experimental
More informationASSESSMENT OF THE CONSOLIDATED BREAKOUT RESPONSE OF PARTIALLY EMBEDDED SUBSEA PIPELINES
ASSESSMENT OF THE CONSOLIDATED BREAKOUT RESPONSE OF PARTIALLY EMBEDDED SUBSEA PIPELINES Published in Géotechnique, 64 (5): 391-399. http://dx.doi.org/10.1680/geot.13.p.215 Santiram CHATTERJEE (corresponding
More informationFull Scale Model Test of Soil Reinforcement on Soft Soil Deposition with Inclined Timber Pile
Full Scale Model Test of Soil Reinforcement on Soft Soil Deposition with Inclined Timber Pile Suheriyatna 1, L. Samang 2, M. W. Tjaronge 3 and T. Harianto 4 1 Doctoral Student, Department of Civil Engineering,
More informationRESPONSE OF ANCHOR IN TWO-PHASE MATERIAL UNDER UPLIFT
IGC 29, Guntur, INDIA RESPONSE OF ANCHOR IN TWO-PHASE MATERIAL UNDER UPLIFT K. Ilamparuthi Professor and Head, Division of Soil Mechanics and Foundation Engineering, Anna University, Chennai 25, India.
More informationNUMERICAL STUDY ON STABILITY OF PLATE ANCHOR IN SLOPING GROUND
Proceedings of the 4 th International Conference on Civil Engineering for Sustainable Development (ICCESD 2018), 9~11 February 2018, KUET, Khulna, Bangladesh (ISBN-978-984-34-3502-6) NUMERICAL STUDY ON
More informationA DETAILED ANALYSIS OF SLOPE STABILITY USING FINITE ELEMENT METHOD (FEM)
A DETAILED ANALYSIS OF SLOPE STABILITY USING FINITE ELEMENT METHOD (FEM) S. Halder 1*, M. O. Imam 2 & M. S. Basir 1 1 Department of Civil & Water Resources Engineering, Chittagong University of Engineering
More informationEAT 212 SOIL MECHANICS
EAT 212 SOIL MECHANICS Chapter 4: SHEAR STRENGTH OF SOIL PREPARED BY SHAMILAH ANUDAI@ANUAR CONTENT Shear failure in soil Drained and Undrained condition Mohr-coulomb failure Shear strength of saturated
More informationCompressibility and One Dimensional Consolidation of Soil
Compressibility and One Dimensional Consolidation of Soil ONE DIMENSIONAL SETTLEMENT BEHAVIOUR Initial condition U= u0 u0 is hydrostatic pore water pressure Effective stress, σo' Undrained loading U =
More informationProf. B V S Viswanadham, Department of Civil Engineering, IIT Bombay
22 Module 5: Lecture -4 on Stability of Slopes Sudden drawdown Determination of most critical slip surface Criteria for most critical slip surface = Minimum factor of safety Trial and error approach involves
More informationPiles subject to excavation-induced soil movement in clay
Piles subject to -induced soil movement in clay Des foundations soumis au mouvement du sol du a l' dans l'argile D.E.L. Ong, C.F. Leung & Y.K. Chow Centre for Soft Ground Engineering, National University
More informationEFFECT OF CENTRAL PILE IN INCREASING THE BEARING CAPACITY OF BORED PILE GROUPS
EFFECT OF CENTRAL PILE IN INCREASING THE BEARING CAPACITY OF BORED PILE GROUPS Mohamed M. Shahin Department of Civil Engineering, 7 th October University, Misurata,, Libya, E-mail: Mohamed_zubi@yahoo.com
More informationShear Strength of Soils
Shear Strength of Soils Shear failure Soils generally fail in shear strip footing embankment failure surface mobilised shear resistance At failure, shear stress along the failure surface reaches the shear
More informationFinite Element Methods against Limit Equilibrium Approaches for Slope Stability Analysis
Finite Element Methods against Limit Equilibrium Approaches for Slope Stability Analysis H. Khabbaz 1, B. Fatahi 1, C. Nucifora 1 1 Centre for Built Infrastructure Research, School of Civil and Environmental
More informationEFFECT OF RELICT JOINTS IN RAIN INDUCED SLOPE FAILURES IN RESIDUAL SOIL
EFFECT OF RELICT JOINTS IN RAIN INDUCED SLOPE FAILURES IN RESIDUAL SOIL Neethimappiriya Tharmalingam, Student (Email: neethi_26@yahoo.com) N.W.H. Lakshamana, Student (Email: hansaka8888@yahoo.com) R.D.T.B.
More informationNUMERICAL ANALYSIS OF VERTICAL UPLIFT RESISTANCE OF HORIZONTAL STRIP ANCHOR EMBEDDED IN COHESIVE FRICTIONAL WEIGHTLESS SOIL
Proceedings of 3rd International Conference on Advances in Civil Engineering, 21-23 December 216, CUET, Chittagong, angladesh Islam, Imam, Ali, oque, Rahman and aque (eds.) NUMERICAL ANALYSIS OF VERTICAL
More informationStability analysis of slopes with surcharge by LEM and FEM
International Journal of Advanced Structures and Geotechnical Engineering ISSN 2319-5347, Vol. 04, No. 04, October 2015 Stability analysis of slopes with surcharge by LEM and FEM MD. MONIRUZZAMAN MONI,
More informationBearing Capacity Theory. Bearing Capacity
Bearing Capacity Theory Bearing Capacity 1 Bearing Capacity Failure a) General Shear Failure Most common type of shear failure; occurs in strong soils and rocks b) Local Shear Failure Intermediate between
More informationTHE ULTIMATE SKIN RESISTANCE OF CONCRETE PILE IN PARTIALLY SATURATED COHESIVE SOIL BY MODIFIED Β METHOD
International Journal of Civil Engineering and Technology (IJCIET) Volume 9, Issue 10, October 2018, pp. 1882 1891, Article ID: IJCIET_09_10_187 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=9&itype=10
More informationKeywords: slope stability, numerical analysis, rainfall, infiltration. Yu. Ando 1, Kentaro. Suda 2, Shinji. Konishi 3 and Hirokazu.
Proceedings of Slope 25, September 27-3 th 25 SLOPE STABLITY ANALYSIS REGARDING RAINFALL-INDUCED LANDSLIDES BY COUPLING SATURATED-UNSATURATED SEEPAGE ANALYSIS AND RIGID PLASTIC FINITE ELEMENT METHOD Yu.
More informationREDISTRIBUTION OF LOAD CARRIED BY SOIL UNDERNEATH PILED RAFT FOUNDATIONS DUE TO PILE SPACING AND GROUNDWATER AS WELL AS ECCENTRICITY
International Journal of Civil Engineering and Technology (IJCIET) Volume 9, Issue 3, March 2018, pp. 36 55, Article ID: IJCIET_09_03_005 Available online at http://http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=9&itype=3
More informationPILE FOUNDATIONS CONTENTS: 1.0 Introduction. 1.1 Choice of pile type Driven (displacement) piles Bored (replacement) piles. 2.
PILE FOUNDATIONS CONTENTS: 1.0 Introduction 1.1 Choice of pile type 1.1.1 Driven (displacement) piles 1.1.2 Bored (replacement) piles 2.0 Analysis 2.0.1 Driving formulae 2.0.2 Soil mechanics 2.1 Piles
More information[Gupta* et al., 5(7): July, 2016] ISSN: IC Value: 3.00 Impact Factor: 4.116
[Gupta* et al., 5(7): July, 6] ISSN: 77-9655 IC Value: 3. Impact Factor: 4.6 IJESRT INTERNATIONAL JOURNAL OF ENGINEERING SCIENCES & RESEARCH TECHNOLOGY EFFECT OF DENSITY AND MOISTURE ON THE SLOPE STABILITY
More informationA STUDY ON LOAD CAPACITY OF HORIZONTAL AND INCLINED PLATE ANCHORS IN SANDY SOILS
A STUDY ON LOAD CAPACITY OF HORIZONTAL AND INCLINED PLATE ANCHORS IN SANDY SOILS BALESHWAR SINGH Associate Professor Department of Civil Engineering Indian Institute of Technology Guwahati Guwahati 78139,
More informationEffect of Placement of Footing on Stability of Slope
Scientific Journal of Impact Factor (SJIF) : 3.134 ISSN (Print) : 2348-6406 ISSN (Online): 2348-4470 International Journal of Advance Engineering and Research Development Effect of Placement of Footing
More informationAnalysis of Pullout Resistance of Soil-Nailing in Lateritic Soil
Analysis of Pullout Resistance of Soil-Nailing in Lateritic Soil B,L.A. Isaka 1, B.C. Madushanka 1 and N.H. Priyankara 1 1 Department of Civil and Environmental Engineering Faculty of Engineering University
More informationIdentification of key parameters on Soil Water Characteristic Curve
Identification of key parameters on Soil Water Characteristic Curve A.A. Heshmati 1, M.R. Motahari 2,* 1, 2 School of Civil Engineering, Iran University of Science and Technology P.O. Box 16765-163, Narmak,
More informationA comparison of numerical algorithms in the analysis of pile reinforced slopes
175 A comparison of numerical algorithms in the analysis of pile reinforced slopes D. V. Griffiths 1, F. ASCE, Hang Lin 2 and Ping Cao 3 1 Division of Engineering, Colorado School of Mines, Golden, Colorado,
More informationLABORATORY STUDY ON THE CONSOLIDATION SETTLEMENT OF CLAY-FILLED GEOTEXTILE TUBE AND BAGS
Journal of GeoEngineering, Vol. 6, No. 1, pp. Chew 41-45, et al.: April Laboratory 2011 Study on the Consolidation Settlement of Clay-Filled Geotextile Tube and Bags 41 LABORATORY STUDY ON THE CONSOLIDATION
More informationProblems with Testing Peat for Stability Analysis
Problems with Testing Peat for Stability Analysis Dick Gosling & Peter Keeton Scottish Executive Document Published December 2006 Includes requirement for slope stability analysis using infinite slope
More informationAN ASSESSMENT OF STRENGHT PROPERTIES OF. Diti Hengchaovanich and Nimal S. Nilaweera 1
ANASSESSMENTOFSTRENGHTPROPERTIESOF VETIVERGRASSROOTSINRELATIONTOSLOPE STABILIZATION DitiHengchaovanichandNimalS.Nilaweera 1 Introduction Vetivergrass(Vetiveriazizanioides)hasbeenutilizedto reducesoilerosioninmanycountriesthroughouttheworldfora
More informationModified geotextile tube a new geotextile tube for optimized retaining efficiency and dewatering rate
Modified geotextile tube a new geotextile tube for optimized retaining efficiency and dewatering rate Hyeong-Joo Kim 1), Tae-Woong Park 2), Sung-Gil Moon 3), Hyeong-Soo Kim 4), Ri Zhang 5), and *Peter
More informationConsolidation Stress Effect On Strength Of Lime Stabilized Soil
RESEARCH ARTICLE OPEN ACCESS Consolidation Stress Effect On Strength Of Stabilized Soil K. Saranya*, Dr. M. Muttharam** *(Department of Civil Engineering, Research Scholar, Anna University, Chennai-25)
More informationA Review on Pull-Out Capacity of Helical Anchors in Clay And Sand
Quest Journals Journal of Architecture and Civil Engineering Volume 3 ~ Issue 6 (2017) pp: 24-32 ISSN(Online) : 2321-8193 www.questjournals.org Research Paper A Review on Pull-Out Capacity of Helical Anchors
More informationEXPERIMENTAL STUDY ON PULL-OUT CAPACITY OF HELICAL PILE IN CLAYEY SOIL
International Journal of Civil Engineering and Technology (IJCIET) Volume 8, Issue 4, April 217, pp. 1514 1521 Article ID: IJCIET_8_4_17 Available online at http://www.ia aeme.com/ijciet/issues.asp?jtype=ijciet&vtyp
More informationSwelling Treatment By Using Sand for Tamia Swelling Soil
Swelling Treatment By Using Sand for Tamia Swelling Soil G. E. Abdelrahman 1, M. M. Shahien 2 1 Department of Civil Engineering, Cairo University-Fayoum Branch, Fayoum, Egypt 2 Department of Civil Engineering,
More informationDam Construction by Stages
Dam Construction by Stages 1 Introduction This simple example demonstrates the simulation of staged embankment construction on soft ground. The primary objective of this example is to demonstrate the use
More informationGEOSYNTHETICS ENGINEERING: IN THEORY AND PRACTICE
GEOSYNTHETICS ENGINEERING: IN THEORY AND PRACTICE Prof. J. N. Mandal Department of Civil Engineering, IIT Bombay, Powai, Mumbai 400076, India. Tel.022-25767328 email: cejnm@civil.iitb.ac.in Module - 8
More informationLoad-Carrying Capacity of Stone Column Encased with Geotextile. Anil Kumar Sahu 1 and Ishan Shankar 2
Load-Carrying Capacity of Stone Column Encased with Geotextile Anil Kumar Sahu 1 and Ishan Shankar 2 1 Professor, Department of Civil Engineering, Delhi Technological University, Delhi, India (sahuanilkr@yahoo.co.in)
More informationBackfill Stress and Strain Information within a Centrifuge Geosynthetic-Reinforced Slope Model under Working Stress and Large Soil Strain Conditions
GeoCongress 2012 ASCE 2012 461 Yang, K-H., Zornberg, J.G., Liu, C-N. and Lin, H-D. (2012). Backfill Stress and Strain Information within a Centrifuge Geosynthetic-Reinforced Slope under Working Stress
More informationTHREE DIMENSIONAL SLOPE STABILITY
THREE DIMENSIONAL SLOPE STABILITY Timothy D. Stark, Ph.D, PE Associate Professor of Civil and Environmental Engineering University of Illinois at Urbana-Champaign 205 N. Mathews Ave. Urbana, IL 61801 (217)
More informationReinforcement with Geosynthetics
Reinforcement with Geosynthetics GEO-SLOPE International Ltd. www.geo-slope.com 1200, 700-6th Ave SW, Calgary, AB, Canada T2P 0T8 Main: +1 403 269 2002 Fax: +1 888 463 2239 Introduction Reinforced earth
More informationBase resistance of individual piles in pile group
th WSEAS Int. Conf. on ENVIRONMENT, ECOSYSTEMS and DEVELOPMENT, Tenerife, Spain, December 14-16, 27 111 Base resistance of individual piles in pile group MOHAMED M. SHAHIN Department of Civil Engineering
More informationEffect of characteristics of unsaturated soils on the stability of slopes subject to rainfall
Japanese Geotechnical Society Special Publication The 15th Asian Regional Conference on Soil Mechanics and Geotechnical Engineering Effect of characteristics of unsaturated soils on the stability of slopes
More informationDevelopment of Bearing Capacity Factor in Clay Soil with Normalized Undrained Shear Strength Behavior using The Finite Element Method
Lim ISSN 0853-2982 Jurnal Teoretis dan Terapan Bidang Rekayasa Sipil Development of Bearing Capacity Factor in Clay Soil with Normalized Undrained Shear Strength Behavior using The Finite Element Method
More informationAPPENDIX D. Slope Stability Analysis Results for Soil and Overburden Storage Mounds
Geotechnical Assessment Report APPENDIX D Slope Stability Analysis Results for Soil and Overburden Storage Mounds DABGeot/09059GA/Final Geotechnical Assessment Report STABILITY OF SOIL AND OVERBURDEN STORAGE
More informationCOMPARISON OF SHEAR STRENGTH PARAMETERS OF BLACK COTTON SOIL WITH EFFECT OF RELATIVE COMPACTION
Vol-2 Issue-4 16 COMPARISON OF SHEAR STRENGTH PARAMETERS OF BLACK COTTON SOIL WITH EFFECT OF RELATIVE COMPACTION Prof. Usha k. Patel Assistant Professor, LDCE Prof. M. G. Vanza Associate Professor, LDCE
More informationStudy on Effect of Water on Stability or Instability of the Earth Slopes
International Research Journal of Applied and Basic Sciences 2014 Available online at www.irjabs.com ISSN 2251-838X / Vol, 8 (9): 1482-1487 Science Explorer Publications Study on Effect of Water on Stability
More informationSettlement analysis of Shahid Kalantari highway embankment and assessment of the effect of geotextile reinforcement layer
3 r d International Conference on New Developments in Soil Mechanics and Geotechnical Engineering, 28-3 June 212, Near East University, Nicosia, North Cyprus Settlement analysis of Shahid Kalantari highway
More informationCHAPTER 8 SLOPE STABILITY ANALYSIS
TM 5-818-1 / AFM 88-3. Chap. 7 CHAPTER 8 SLOPE STABILITY ANALYSIS 8-1. General. This chapter is concerned with characteristics and critical aspects of the stability of excavation slopes; methods of designing
More informationA FAILURE ENVELOPE APPROACH FOR CONSOLIDATED UNDRAINED CAPACITY OF SHALLOW FOUNDATIONS
2 A FAILURE ENVELOPE APPROACH FOR CONSOLIDATED UNDRAINED CAPACITY OF SHALLOW FOUNDATIONS 3 4 5 6 7 8 9 2 3 4 5 6 7 8 9 2 2 22 23 24 25 26 27 28 29 Cristina VULPE (corresponding author) Centre for Offshore
More informationEFFECT OF BOLT CONNECTION OF SQUARE-SHAPED GEOCELL MODEL ON PULLOUT TEST RESULTS
EFFECT OF BOLT CONNECTION OF SQUARE-SHAPED GEOCELL MODEL ON PULLOUT TEST RESULTS Zelong XU 1, Takashi KIYOTA 2, Sam Ronald OLOYA 3, Christian HAUSSNER 3 1 Ph. D. student, Institute of Industrial Science,
More informationCompaction. Compaction purposes and processes. Compaction as a construction process
Compaction Compaction purposes and processes Specification and quality control Moisture condition value Compaction is a process that brings about an increase in soil density or unit weight, accompanied
More informationFLIGHT UNLOADING IN ROTARY SUGAR DRYERS. P.F. BRITTON, P.A. SCHNEIDER and M.E. SHEEHAN. James Cook University
FLIGHT UNLOADING IN ROTARY SUGAR DRYERS By P.F. BRITTON, P.A. SCHNEIDER and M.E. SHEEHAN James Cook University Paul.Britton@jcu.edu.au, Phil.Schnieder@jcu.edu.au, Madoc.Sheehan@jcu.edu.au Keywords: Drying,
More information1 Introduction. 2 General Pile Analysis Features. 2.1 Pile Internal Forces and Displacements
RSPile version 1.0 RSPile is a general pile analysis software for analyzing driven pile installation, axially loaded piles and laterally loaded piles. It is capable of computing the axial capacity for
More informationField tests on the lateral capacity of poles embedded in Auckland residual clay
Proc. 18 th NZGS Geotechnical Symposium on Soil-Structure Interaction. Ed. CY Chin, Auckland Field tests on the lateral capacity of poles embedded in Auckland residual clay Peter Rodgers Mercury Bay Civil
More informationSOIL FOUNDATION IMPROVEMENT WITH TIRE-USED TO REDUCE SETTLEMENT OF SHALLOW FOUNDATION EMBEDDED ON SATURATED DEPOK CLAY
POLITEKNOLOGI VOL.13 NO.1 JANUARI 2014 SOIL FOUNDATION IMPROVEMENT WITH TIRE-USED TO REDUCE SETTLEMENT OF SHALLOW FOUNDATION EMBEDDED ON SATURATED DEPOK CLAY ABSTRACT PUTERA AGUNG M.A 1, SONY P 2, IMAM
More informationA STUDY ON BEARING CAPACITY OF STRIP FOOTING ON LAYERED SOIL SYSTEM
International Conference on GEOTECHNIQUES FOR INFRASTRUCTURE PROJECTS 27 th & 28 th February 2017, Thiruvananthapuram A STUDY ON BEARING CAPACITY OF STRIP FOOTING ON LAYERED SOIL SYSTEM ANITHA K.S. PG
More informationDRAFT ONONDAGA LAKE CAPPING AND DREDGE AREA AND DEPTH INITIAL DESIGN SUBMITTAL H.3 STATIC SLOPE STABILITY ANALYSES
DRAFT ONONDAGA LAKE CAPPING AND DREDGE AREA AND DEPTH INITIAL DESIGN SUBMITTAL H.3 STATIC SLOPE STABILITY ANALYSES Parsons P:\Honeywell -SYR\444576 2008 Capping\09 Reports\9.3 December 2009_Capping and
More informationLaboratory Tests to Determine Shear Strength of Soils
Triaxial Testing Laboratory Tests to Determine Shear Strength of Soils Geotechnical Engineering II (ENGI 6723) Presented by Rodney P. McAffee, Ph.D., P.Eng. Laboratory Tests to Determine Shear Lecture
More informationExperimental tests for geosynthetics anchorage trenches
Experimental tests for geosynthetics anchorage trenches Girard H. Cemagref, Bordeaux, France Briançon L Cnam, Paris, France Rey E. Cnam, Paris, France Keywords: geosynthetics, anchorage trench, full-scale
More information1. Introduction. Abstract. Keywords: Liquid limit, plastic limit, fall cone, undrained shear strength, water content.
Comparison In Undrained Shear Strength Between Low And High Liquid Limit Soils Neelu Das *1, Binu Sarma 2, Shashikant Singh 3 and Bidyut Bikash Sutradhar 4 1( Assistant Professor, Department of Civil Engineering,
More information4 Slope Stabilization Using EPS Geofoam at Route 23A
Slope Stabilization Using EPS Geofoam at Route 23A 4.1 Introduction Geofoam introduced in recent years has provided solutions to a number of engineering problems. One of these problems is the slope stability
More informationThis document downloaded from vulcanhammer.net vulcanhammer.info Chet Aero Marine
This document downloaded from vulcanhammer.net vulcanhammer.info Chet Aero Marine Don t forget to visit our companion site http://www.vulcanhammer.org Use subject to the terms and conditions of the respective
More informationExperimental investigation and theoretical modelling of soft soils from mining deposits
International Symposium on Deformation Characteristics of Geomaterials, September 3,, Seoul, Korea Experimental investigation and theoretical modelling of soft soils from mining deposits Herle, Ivo Institute
More informationThe University of Iowa Department of Civil & Environmental Engineering SOIL MECHANICS 53:030 Final Examination 2 Hours, 200 points
The University of Iowa epartment of Civil & Environmental Engineering SOIL MECHNICS 53:030 Final Examination 2 Hours, 200 points Fall 1998 Instructor: C.C. Swan Problem #1: (25 points) a. In a sentence
More informationA numerical study of the effect of soil-atmosphere interaction on the. stability and serviceability of cut slopes in London clay
A numerical study of the effect of soil-atmosphere interaction on the stability and serviceability of cut slopes in London clay Tsiampousi, A., Zdravkovic, L. and Potts, D. M. Imperial College London,
More informationAdvanced Foundation Engineering. Introduction
Shahrood University of Technology Department of Geotechnical Engineering Advanced Foundation Engineering Introduction Mohsen Keramati, Ph.D. Assistant Professor 1 - Detailed Course Plan Introduction (Geotechnical
More informationSOIL STABILIZATION USING NATURAL FIBER COIR
SOIL STABILIZATION USING NATURAL FIBER COIR Pooja Upadhyay 1, Yatendra Singh 2 1M.Tech student, Department of Civil Engineering, IEC Group of Institutions, U.P, India 2Assistant Professor, Department of
More informationTransition of soil strength during suction pile retrieval
Maritime Heritage and Modern Ports 415 Transition of soil strength during suction pile retrieval S. Bang 1, Y. Cho 2 & K. Jones 1 1 Department of Civil and Environmental Engineering, South Dakota School
More informationAssessment of Geotextile Reinforced Embankment on Soft Clay Soil
Assessment of Geotextile Reinforced Embankment on Soft Clay Soil M. Siavoshnia*, F. Kalantari and A. Shakiba Corresponding author: Civil Engineering Faculty, Neyaiesh Complex, Tehran Central Branch, Islamic
More informationShear strength features of unsaturated clayey sand by lab test
Innov. Infrastruct. Solut. (2) 1:24 DOI 1.17/s42--3-y ORIGINAL PAPER Shear strength features of unsaturated clayey sand by lab test Qingyan Tian 1 Nigui Qian 2 Jiantong Zhang 3 Received: 29 May 2 / Accepted:
More informationDarcy's law 16 Deformation 23-32, 53, 98-99, ; elastic 19-20, 148-
INDEX Aeration estimation 210-213; modeling 216-217 Aggregate breakup 20, 53-56 Aggregate bulk density 13 Aggregate size distribution 109 Aggregate stability 60-70, 83-86, 89, 90, 93, 224, 231, 240; rate
More informationPipe-soil interaction for submarine pipelines
RECOMMENDED PRACTICE DNVGL-RP-F114 Edition May 2017 Pipe-soil interaction for submarine pipelines The electronic pdf version of this document, available free of charge from http://www.dnvgl.com, is the
More informationStress-Strain and Strength Behavior of Undrained Organic Soil in Kupondol, Kathmandu
TUTA/IOE/PCU Journal of the Institute of Engineering, Vol. 8, No. 1, pp. 113 118 TUTA/IOE/PCU All rights reserved. Printed in Nepal Fax: 977-1-5525830 Stress-Strain and Strength Behavior of Undrained Organic
More informationNumerical Analysis of Leakage through Geomembrane Lining Systems for Dams
The First Pan American Geosynthetics Conference & Exhibition 25 March 2008, Cancun, Mexico Numerical Analysis of Leakage through Geomembrane Lining Systems for Dams C.T. Weber, University of Texas at Austin,
More informationFine Coal Refuse 25 Years of Field and Laboratory Testing Data and Correlations
Fine Coal Refuse 25 Years of Field and Laboratory Testing Data and Correlations October 1, 2018 Blaise E. Genes Gonzalo Castro, Ph.D., P.E. Thomas O. Keller, P. E. Fatma Ciloglu, Ph.D., P. E. Presentation
More informationTHE PERFORMANCE OF STRENGTHENING SLOPE USING SHOTCRETE AND ANCHOR BY FINITE ELEMENT METHOD (FEM)
THE PERFORMANCE OF STRENGTHENING SLOPE USING SHOTCRETE AND ANCHOR BY FINITE ELEMENT METHOD (FEM) Tri Harianto 1*, Lawalenna Samang 2, Takenori Hino 3, Fakhriyah Usman 4 and Akbar Walenna 5 1 Associate
More informationCavity expansion model to estimate undrained shear strength in soft clay from Dilatometer
Cavity expansion model to estimate undrained shear strength in soft clay from Dilatometer Alan J. Lutenegger University of Massachusetts, Amherst, Massachusetts, USA Keywords: Dilatometer, clays, undrained
More informationUndrained lateral capacity of I-shaped concrete piles
Songklanakarin J. Sci. Technol. 39 (6), 751-758, Nov. - Dec. 2017 http://www.sjst.psu.ac.th Original Article Undrained lateral capacity of I-shaped concrete piles Suraparb Keawsawasvong and Boonchai Ukritchon
More informationModeling and Simulation of Axial Fan Using CFD Hemant Kumawat
Modeling and Simulation of Axial Fan Using CFD Hemant Kumawat Abstract Axial flow fans, while incapable of developing high pressures, they are well suitable for handling large volumes of air at relatively
More informationAn Experimental Study on Variation of Shear Strength for Layered Soils
An Experimental Study on Variation of Shear Strength for Layered Soils Mr. Hemantkumar Ronad 1 DCE, M.Tech in Geotechnical Engg. Department of Civil Engineering 1, Basaveshwar Engineering College, Bagalkot-587102.
More informationISO/TS TECHNICAL SPECIFICATION. Geotechnical investigation and testing Laboratory testing of soil Part 10: Direct shear tests
TECHNICAL SPECIFICATION ISO/TS 17892-10 First edition 2004-10-15 Geotechnical investigation and testing Laboratory testing of soil Part 10: Direct shear tests Reconnaissance et essais géotechniques Essais
More informationA new test procedure to measure the soil-water characteristic curves using a small-scale centrifuge
A new test procedure to measure the soil-water characteristic curves using a small-scale centrifuge R. M. Khanzode, Graduate Student, University of Saskatchewan, Saskatoon, Canada, S7N 5A9 D.G. Fredlund,
More informationENSC 388: Engineering Thermodynamics and Heat Transfer
ENSC 388: Engineering Thermodynamics and Heat Transfer Experiment 3: Free and Forced Convection Objective Determination of heat transfer coefficient for free and forced convection for different geometries.
More informationAdvanced Foundation Engineering. Soil Exploration
Shahrood University of Technology Department of Geotechnical Engineering Advanced Foundation Engineering Soil Exploration Mohsen Keramati, Ph.D. Assistant Professor 1 - Introduction The field and laboratory
More informationSimulation Of Pneumatic Drying: Influence Of Particle Diameter And Solid Loading Ratio
International Journal of ChemTech Research CODEN( USA): IJCRGG ISSN : 0974-4290 Vol.4, No.4, pp 1633-1641, Oct-Dec 2012 Simulation Of Pneumatic Drying: Influence Of Particle Diameter And Solid Loading
More informationGEOSYNTHETICS ENGINEERING: IN THEORY AND PRACTICE
GEOSYNTHETICS ENGINEERING: IN THEORY AND PRACTICE Prof. J. N. Mandal Department of civil engineering, IIT Bombay, Powai, Mumbai 400076, India. Tel.022-25767328 email: cejnm@civil.iitb.ac.in Module - 7
More informationPaper ID: GE-007. Shear Strength Characteristics of Fiber Reinforced Clay Soil. M. R. Islam 1*, M.A. Hossen 2, M. A.Alam 2, and M. K.
Paper ID: GE-7 International Conference on Recent Innovation in Civil Engineering for Sustainable Development (IICSD-2) Department of Civil Engineering DUET - Gazipur, Bangladesh 48 Shear Strength Characteristics
More informationGEOTEXTILE DEFORMATION ANALYSIS OF GEOSYNTHETIC CLAY LINERS WITH FEM
Geotextile deformation analysis of Geosynthetic Clay Liners under high hydraulic heads with Finite Element Method VII International Conference on Textile Composites and Inflatable Structures STRUCTURAL
More informationHeat Transfer in Evacuated Tubular Solar Collectors
Heat Transfer in Evacuated Tubular Solar Collectors Graham L. Morrison, Indra Budihardjo and Masud Behnia School of Mechanical and Manufacturing Engineering University of New South Wales Sydney 2052 Australia
More informationDEPTH OF EMBEDMENT OF A SHEET PILE WALL
IJRET: International Journal of Research in Engineering and Technology eissn: 319-1163 pissn: 31-738 DEPT OF EMBEDMENT OF A SEET PILE WALL M U Jagadeesha M.E.,M.I.E.,M.I.S.T.E, Lecturer, Jimma Institute
More informationLoading unsaturated soil. *Mohamed Abdellatif Ali Albarqawy 1)
The 2012 World Congress on Advances in Civil, Environmental, and Materials Research (ACEM 12) Seoul, Korea, August 26-30, 2012 Loading unsaturated soil *Mohamed Abdellatif Ali Albarqawy 1) 1) Faculty of
More informationAvailable online at ScienceDirect. Procedia Engineering 125 (2015 )
Available online at www.sciencedirect.com ScienceDirect Procedia Engineering 125 (2015 ) 331 337 The 5th International Conference of Euro Asia Civil Engineering Forum (EACEF-5) Effect of Area Development
More information