Book•
Foundation analysis and design
01 Jan 1968-
TL;DR: In this paper, Fondation de soutenagement et al. presented a reference record for Dimensionnement Reference Record created on 2004-09-07, modified on 2016-08-08.
Abstract: Keywords: Fondation ; Mur de soutenement ; Pieux ; Capacite portante ; Ancrage ; Dimensionnement Reference Record created on 2004-09-07, modified on 2016-08-08
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01 Jan 2018
TL;DR: In this paper, the critical height of unsupported vertical trenches is estimated with and without foundation stress and with BSM, and with EREPT and BSM using the limit equilibrium and finite element approaches.
Abstract: ................................................................................................................ ii ACKNOWLEDGEMENTS ............................................................................................ iii TABLE OF CONTENTS ................................................................................................ iv LIST OF TABLES ........................................................................................................... vi LIST OF FIGURES ........................................................................................................ vii LIST OF SYMBOLS & ABBREVIATIONS ............................................................... xii CHAPTER 1 Introduction ............................................................................................. 1 1.1 Problem Statement ............................................................................................... 1 1.2 Objectives of the Thesis ....................................................................................... 2 1.3 Scope of the Thesis .............................................................................................. 3 1.4 Organization of the Thesis ................................................................................... 3 CHAPTER 2 – Trenching Hazards and Regulations in Canada ................................. 5 2.1 Trench Collapse Statistics .................................................................................... 6 2.2 Trench Failure Mechanisms ................................................................................. 8 2.3 Trench Failure Modes ........................................................................................ 10 2.4 Work Protection Methods .................................................................................. 12 2.5 Trench Economics .............................................................................................. 16 CHAPTER 3 – Theoretical Background ...................................................................... 18 3.1 Properties of Unsaturated Soil ............................................................................ 18 3.2 Shear Strength of Unsaturated Soil .................................................................... 23 3.3 Critical Height of Unsupported Vertical Trenches ............................................ 29 3.3.1 Rankine’s Earth Pressure Theory (1857) .................................................... 29 3.3.2 Pufahl et al. (1983) ...................................................................................... 33 3.3.3 Vanapalli & Oh (2012) ............................................................................... 36 CHAPTER 4 – Estimating the Critical Height of Unsupported Vertical Trenches in Sand ........................................................................................................ 39 4.1 Soil Properties .................................................................................................... 40 4.2 Estimating the Critical Height with EREPT ...................................................... 44 v 4.3 Estimating the Critical Height with BSM .......................................................... 51 4.4 Comparison of Critical Heights from EREPT and BSM ................................... 58 4.5 Summary and Conclusions ................................................................................. 61 CHAPTER 5 – Estimating the Critical Height of Unsupported Trenches with Different Wall Slopes in Sand .............................................................. 62 5.1 Estimating the Critical Height with the Finite Element Approach .................... 63 5.1.1 Hydraulic Conductivity Function ............................................................... 63 5.1.2 Analysis in SIGMA/W ................................................................................ 65 5.1.3 Analysis in SLOPE/W ................................................................................ 67 5.2 Estimating the Critical Height with the Limit Equilibrium Method .................. 70 5.3 Comparison of Limit Equilibrium and Finite Element Approaches .................. 74 5.4 Summary and Conclusions ................................................................................. 86 CHAPTER 6 – Estimating the Critical Height of Unsupported Vertical Trenches Subjected to Surcharge Pressure ......................................................... 88 6.1 Soil Properties .................................................................................................... 88 6.2 Estimating the Critical Height without Foundation Stress ................................. 90 6.2.1 Estimating the Critical Height with EREPT ............................................... 90 6.2.2 Estimating the Critical Height with BSM ................................................... 95 6.2.3 Comparison of Critical Heights from EREPT and BSM ............................ 97 6.3 Estimating the Critical Height with Foundation Stress ...................................... 99 6.4 Summary and Conclusions ............................................................................... 107 CHAPTER 7 – General Conclusions........................................................................... 108 7.1 Recommendations for Future Research ........................................................... 111 REFERENCES .............................................................................................................. 112 CURRICULUM VITAE
2 citations
Cites background from "Foundation analysis and design"
...General conditions of Mohr’s circle to derive the Rankine earth pressure equations (modified after Bowles 2001) ........................................................................... 31 Figure 3.10....
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...Bowles (2001) summarized the major assumptions made in Rankine’s theory as listed below: (a) Soil is isotropic and homogeneous and has internal friction but no cohesion....
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...Soil structure system for the Rankine solution for = 90° (modified after Bowles 2001) .......................................................................................................................
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Dissertation•
01 Jun 2012
TL;DR: In this paper, a database of the engineering parameters of soils in Tuzla is formed based on in situ data reported by the Department of Geology and Mining, data from projects consulted by the Building Sciences Research Centre of the Eastern Mediterranean University, and graduate dissertations in Geotechnical Engineering.
Abstract: The magnitude of settlement, bearing capacity, and various engineering parameters should be experimentally determined or initially predicted from models, before the design of structures. In this study, a database of the engineering parameters of soils in Tuzla is formed based on in situ data reported by the Department of Geology and Mining, data from projects consulted by the Building Sciences Research Centre of the Eastern Mediterranean University, and graduate dissertations in Geotechnical Engineering. The coordinates of the 43 locations surveyed, the borelogs, and the water table depths are collected. The soil profiles for each parcel of the Tuzla area are obtained using RockWare software. The empirical data resulted from the SPT tests are used to analyze the soil behavior with related software (NovoSPT). Mat foundations are modeled in different sizes for one parcel with the lowest shear strength values using the finite element software of PLAXIS. The future aim of this work is to form a data bank using the GIS technology for building a geotechnical database for the most disputable Tuzla area, with the aim of providing a service for the practicing engineers and researchers on the island.
2 citations
Cites background or methods from "Foundation analysis and design"
...c) is applied mostly outside of the US (Bowles, 1996; Robertson., 2006; Coduto, 2001)....
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...It can affect the SPT blow count, and hence the bearing capacity which can be calculated using one of the formulae suggested in literature (Bowles 1996; Das 2011; Budhu 2008)....
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...…stressing that later Karol (1960) approximated the value of cohesion and friction angle corresponding to the type of soil and the number of blows, however, at that time over burden correction was not defined as it is presented in Table 3.2 (Bowles, 1996; Coduto, 2001; Budhu, 2008; Rogers, 2006)....
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...Hammer (Figure 3.2. c) is applied mostly outside of the US (Bowles, 1996; Robertson., 2006; Coduto, 2001)....
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...For instance AASHTO (1996), Bowles (1996) ,Bowles and Denver(1982), D’Appolonia et al. (1970), Ghahramani and Behpoor (1989) for saturated clays, Kulhawy and Mayne (1990), Mezenbach (1961), Papadopoulos (1992), Schultz and Muhs (1967), Skempton (1986), Stroud (1988) and Tan et al. (1991) could…...
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08 Dec 2013
TL;DR: A road bridge containing disused flatbed rail wagons as the primary deck superstructure was performance tested in a low volume, high axle load traffic road in Queensland, Australia; some key results are presented in this article.
Abstract: A road bridge containing disused flatbed rail wagons as the primary deck superstructure was performance tested in a low volume, high axle load traffic road in Queensland, Australia; some key results are presented in this paper. A fully laden truck of total weight 28.88 % of the serviceability design load prescribed in the Australian bridge code was used; its wheel positions were accurately captured using a high speed camera and synchronised with the real‐time deflections and strains measured at the critical members of the flat rail wagons. The strains remained well below the yield and narrated the existence of composite action between the reinforced concrete slab pavement and the wagon deck. A three dimensional grillage model was developed and calibrated using the test data, which established the structural adequacy of the rail wagons and the positive contribution of the reinforced concrete slab pavement to resist high axle traffic loads on a single lane bridge in the low volume roads network.
2 citations
Journal Article•
TL;DR: In this paper, the authors investigated the settlement behavior of weak soils which cover the middle and southern part of Iraq, and the quantity of water was calculated using the liquidity index formula with LI equal to (0.42) corresponding to undrained shear strength of (10 kPa).
Abstract: The present work investigates the settlement behaviour of weak soils which cover the middle and southern part of Iraq. Physical and chemical properties were studied for weak soil brought up from Baladroz city, Dyalah Governorate. To decrease the excessive settlement of soft soil under study, reed materials which are widespread at Iraq marshes and geogrid materials were selected as reinforcement materials. For this purpose, steel container with dimensions (500 ×250 ×20 mm) and square footing (80 × 80 mm) were used.To prepare the soil with same properties of soft soils, the quantity of water was calculated using the liquidity index formula with LI equal to (0.42) corresponding to undrained shear strength of (10 kPa). This value of liquidity index was chosen according to the previous studies which showed that the liquidity index of such soil is ranging between (0.2 – 0.5). The results of soil model under the applied stress (5, 10, 15, 20, and 25 kPa) marked that the maximum settlement reduction (S/B) is get when the reed mat or geogrid mat is used directly under the footing and this value decreases with increase of the distance between the surface layer and position of the reinforcement. Also, the settlement improvement (St/Sunt) can be clearly seemed for all cases of improvement compared with settlement of untreated soil It is worth noting, that to achieve the durability of the reed in the soil, asphalt coating must be used to prevent the reed decay.
2 citations
01 Jan 2005
TL;DR: In this paper, the authors evaluated the slope stability of a bridge bearing over highly weathered shale encountered at shallow depths, in some cases as shallow as 0.9 meters, at a bridge location in southeastern Iowa, where the proposed 120.5-meter x 12.0-meter dual bridges are part of a four-lane state highway.
Abstract: Slope stability of embankments bearing over highly weathered shale encountered at shallow depths is a major concern in roadway design. This condition was encountered at a bridge location in southeastern Iowa, where the proposed 120.5-meter x 12.0-meter creek crossing dual bridges are part of a four-lane state highway. The maximum height of the embankment at the north abutment location is approximately 12 meters and 8 meters at the south abutment location, with 3H:1V slopes in the longitudinal and transverse directions. Conventional soil borings with standard penetration testing indicated the presence of weathered shale at very shallow depths, in some cases as shallow as 0.9 meters. The subsurface profiles indicated the presence of sloping shale at both the north and south abutments overlain by sandy lean clay. The average slope ratio of the top of the shale is approximately 10H:1V at the north abutment location and 3H:1V at the south abutment location. As per Iowa DOT guidelines, a 0.3-meter-thick layer of highly weathered shale was assumed at the clay/weathered shale interface and assigned undrained shear strength of 10kPa. Slope stability analyses indicated global slope instability with failure surfaces propagating through the sloping and highly weathered shale layer. As a result, various ground improvement, retaining wall, and increased bridge length alternatives were evaluated. These alternatives were estimated to cost between $3,000,000 and $5,000,000. In view of these high costs, an additional comprehensive subsurface exploration and testing program was developed and executed at the site to verify that the shear strength parameters, especially with respect to the highly weathered shale, were reasonable. The supplemental program consisted of conducting 35 in situ Iowa borehole shear tests at various depths in the 10 boreholes, particularly at the shale-clay interface. Slope stability analyses were performed using SLIDE software, including probabilistic analyses to evaluate the probability of potential global slope instability. The analyses indicated the slopes to be stable under both short-term (end of construction) and long-term (drained) conditions. The judicious use of in situ testing in addition to conventional laboratory testing resulted in the elimination of potential high-cost alternatives and kept the project within budget limits.
2 citations
Cites background from "Foundation analysis and design"
...The test is applicable for all fine-grained soils and may be done even where a trace of gravel is present (Bowles 1997)....
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