The fifth edition of "Numerical Methods for Engineers" continues its tradition of excellence. Instructors love this text because it is a comprehensive text that is easy to teach from. Students love it because it is written for them--with great pedagogy and clear explanations and examples throughout. The text features a broad array of applications, including all engineering disciplines. The revision retains the successful pedagogy of the prior editions. Chapra and Canale's unique approach opens each part of the text with sections called Motivation, Mathematical Background, and Orientation, preparing the student for what is to come in a motivating and engaging manner. Each part closes with an Epilogue containing sections called Trade-Offs, Important Relationships and Formulas, and Advanced Methods and Additional References. Much more than a summary, the Epilogue deepens understanding of what has been learned and provides a peek into more advanced methods. Approximately 80% of the end-of-chapter problems are revised or new to this edition. The expanded breadth of engineering disciplines covered is especially evident in the problems, which now cover such areas as biotechnology and biomedical engineering. Users will find use of software packages, specifically MATLAB and Excel with VBA. This includes material on developing MATLAB m-files and VBA macros.

Numerical methods for engineers

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Elements Of Chemical Reaction Engineering

Applied Groundwater Modeling—Simulation of Flow and Advective Transport

The in-situ deep mixing technique has been established as a means to effect columnar inclusions into soft ground to enhance the bearing capacity and reduce settlement. Since the inception of this method, developments in the plant and machinery, as well as associated field techniques, have surpassed the basic understanding of strength developments in high water-content clays admixed with cementing agents.In this paper an attempt is made to identify the critical factors governing the engineering behavior of cement-stabilized clay, which helps not only to control the input of cementing agent to attain strength development with curing time and clay water content, but also to understand the subsequent engineering behavior. It is revealed that the clay-water/cement ratio, $wc/ c$ is the prime parameter for the above purposes .

Engineering Behavior of Cement Stabilized Clay at High Water Content (IS-YOKOHAMA 2000「沿岸域の地盤工学における理論と実際」特集号〔英文〕)

Clayey soils are usually stiff when they are dry and give up their stiffness as they become saturated. Soft clays are associated with low compressive strength and excessive settlement. This reduction in strength due to moisture leads to severe damages to buildings and foundations. The soil behavior can be a challenge to the designer build infrastructure plans to on clay deposits. The damage due to the expansive soils every year is expected to be $1 billion in the USA, £150 million in the UK, and many billions of pounds worldwide. The damages associated with expansive soils are not because of the lack of inadequate engineering solutions but to the failure to identify the existence and magnitude of expansion of these soils in the early stage of project planning. One of the methods for soil improvement is that the problematic soil is replaced by suitable soil. The high cost involved in this method has led researchers to identify alternative methods, and soil stabilization with different additives is one of those methods. Recently, modern scientific techniques of soil stabilization are on offer for this purpose. Stabilized soil is a composite material that is obtained from the combination and optimization of properties of constituent materials. Adding cementing agents such as lime, cement and industrial byproducts like fly ash and slag, with soil results in improved geotechnical properties. However, during the past few decades, a number of cases have been reported where sulfate-rich soils stabilized by cement or lime underwent a significant amount of heave leading to pavement failure. This research paper addressed the some fundamental and success soil improvement that used in civil engineering field.

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Fundamentals of soil stabilization

This technical note describes the derivation of an analytical expression for the total active force on the retaining wall for c-phi soil backfill considering both the horizontal and vertical seismic coefficients. The results based on this expression are compared with those obtained from earlier analytical expressions for the active force for c-phi soil backfill under seismic conditions, and found to have a similar trend of variation. The parametric study shows that the inclination of the critical failure plane with the horizontal plane decreases with the increase in values of seismic coefficients; the decrease being more for their higher values. The total active force increases with the increase in value of horizontal seismic coefficient; while it decreases with the increase in value of vertical seismic coefficient except for a very high value of horizontal seismic coefficient. Design charts are presented for various combinations of horizontal and vertical seismic coefficients (kh and kv), and values of cohesion and angle of shearing resistance for estimating the total active force on the retaining wall for c-phi soil backfill for practical applications.

Active earth pressure on retaining wall for c-phi soil backfill under seismic loading condition

This study presents a methodology for making bricks, in a cost-effective and environmentally friendly manner, using the tailings produced from iron ore mines in Western Australia (WA). The study was based on the geopolymerisation process, which is known to conserve energy by reducing the emission of greenhouse gases. The reduction is accomplished by avoiding the processes of high temperature kiln firing, traditionally utilised when making bricks from sandy soils with high clay content. In this study, the sodium silicate was added to the mine tailings in powder form, as an activator for the formulation of the geopolymer bricks. The effects of the initial setting time, curing temperature, curing time and activator content on the unconfined compressive strength (UCS), water absorption and other durability properties of the bricks were investigated. X-ray diffraction analysis was performed to investigate the phase composition of the geopolymer bricks. The bricks achieved an UCS as high as 50.53 MPa for the op...

Utilisation of iron ore mine tailings for the production of geopolymer bricks

Preface Acknowledgements Chapter 1 General Description Introduction 1.1 Geosynthetics,1.2 Basic Characteristics,1.3 Raw Materials,1.4 Manufacturing Processes,1.5 Geosynthetic Engineering, Self Evaluation Questions Chapter 2 Functions and Selection 2.1 Introduction, 2.2 Functions, 2.3 Selection, Self Evaluation Questions Chapter 3 Properties and Their Evaluation 3.1 Introduction, 3.2 Physical Properties, 3.3 Mechanical Properties, 3.4 Hydraulic Properties, 3.5 Endurance and Degradation Properties, 3.6 Test and Allowable Properties, 3.7 Description of Geosynthetics, Self Evaluation Questions Chapter 4 Application Areas 4.1 Introduction 4.2 Retaining Walls, 4.3 Embankments, 4.4 Shallow Foundations, 4.5 Roads, 4.5.1 Unpaved roads, 4.5.2 Paved roads, 4.6 Railway Tracks, 4.7 Filters and Drains, 4.8 Slopes,,4.8.1 Erosion control, 4.8.2 Stabilization, 4.9 Containment Facilities, 4.9.1 Landfills, 4.9.2 Ponds, reservoirs, and canals, 4.9.3 Earth dams,4.10 Tunnels,4.11 Installation Survivability Requirements,Self Evaluation Questions Chapter 5 Analysis and Design Concepts 5.1 Introduction, 5.2 Design Methodologies, 5.3 Retaining Walls, 5.4 Embankments, 5.5 Shallow Foundations, 5.6 Roads: 5.6.1 Unpaved roads, 5.6.2 Paved roads, 5.7 Railway Tracks, 5.8 Filters and Drains, 5.9 Slopes: 5.9.1 Erosion control, 5.9.2 Stabilization, 5.10 Containment Facilities:5.10.1 Landfills, 5.10.2 Ponds, Reservoirs, and Canals, 5.10.3 Earth Dams, 5.11 Tunnels, Self Evaluation Questions Chapter 6 Application Guidelines 6.1 Introduction, 6.2 General Guidelines, 6.2.1 Care and consideration, 6.2.2 Geosynthetic selection, 6.2.3 Identification and inspection, 6.2.4 Sampling and test methods, 6.2.5 Protection before installation, 6.2.6 Site preparation, 6.2.7 Geosynthetic installation, 6.2.8 Joints/seams, 6.2.9 Cutting of geosynthetics, 6.2.10 Protection during construction and service life, 6.2.11 Damage assessment and correction, 6.2.12 Anchorage, 6.2.13 Prestressing, 6.2.14 Maintenance, 6.2.15 Certification,6.2.16 Handling the refuse of geosynthetics, 6.3 Specific Guidelines:6.3.1 Retaining walls, 6.3.2 Embankments, 6.3.3 Shallow foundations, 6.3.4 Unpaved roads, 6.3.5 Paved roads, 6.3.6 Railway tracks, 6.3.7 Filters and drains, 6.3.8 Slopes - erosion control, 6.3.9 Slopes - stabilization, 6.3.10 Containment facilities, 6.3.11 Tunnels, Self Evaluation Questions. Chapter 7 Quality and Field Performance Monitoring 7.1 Introduction, 7.2 Concepts of Quality and Its Evaluation,7.3 Field Performance Monitoring, Self Evaluation Questions Chapter 8 Economic Evaluation 8.1 Introduction, 8.2 Concepts of Cost Analysis, 8.3 Experiences of Cost Analyses,Self Evaluation Questions Chapter 9 Case Studies 9.1 Introduction, 9.2 Selected Case Studies, 9.3 Concluding Remarks, Self Evaluation Questions Appendix A: Answers to Multiple Choice Type Questions and Selected Numerical, Problems Appendix B: Standards and Codes of Practice 1 Introduction, 2 General Information, 3 Standards on Test Methods, 4 Codes of Practice Appendix C: Some Websites Related to Geosynthetics References Subject Index

Fundamentals of Geosynthetic Engineering

Fundamentals of Fibre-Reinforced Soil Engineering

Two design charts for computing the safety factor of soil slopes are presented here. The first one is for an undrained (ϕu = 0) soil slope, similar to the one proposed by Taylor, but with significant differences. Taylor's work is based on three types of failure circles: toe circle, slope circle, and midpoint circle. It appears that there can also be compound circles that are made of two circular arcs separated by a straight line at the interface with the stiff stratum. These are incorporated in the proposed design chart. The second chart is for drained (c'-ϕ') soil slope that enables the users to compute the safety factor of the slope without any iterative procedures that are required with the Taylor's chart. In c'-ϕ' soils, Taylor assumed that the failure occurs along toe circles. The analysis presented herein shows that when the slope is very shallow, it is possible to have midpoint circles. Both charts are quite simple and straightforward to use in engineering analysis of homogeneous slopes. Numerical examples are presented to illustrate the use of the two design charts.

Sanjay Kumar Shukla

Papers

Active earth pressure on retaining wall for c-phi soil backfill under seismic loading condition

Utilisation of iron ore mine tailings for the production of geopolymer bricks

Fundamentals of Geosynthetic Engineering

Fundamentals of Fibre-Reinforced Soil Engineering

Taylor’s Slope Stability Charts Revisited