Principles of Foundation Engineering, SI Edition

Name: Principles of Foundation Engineering, SI Edition
Price: 4990 ISK
Availability: InStock
Author: Braja M. Das
ISBN: 9798214352718

Höfundur: Braja M. Das (Útgáfa: 10)

Kaup valmöguleikar

Master the core concepts and applications of foundation analysis and design with Dasâ€™ best-selling PRINCIPLES OF FOUNDATION ENGINEERING, SI, 10th Edition. A must-have resource in your engineering education, this edition is specifically written for undergraduate civil engineering students like you to provide an ideal balance between today's most current research and practical field applications. Dr.

Das, a renowned author in the field of geotechnical engineering, emphasizes how to develop the critical judgment you need to properly apply theories and analysis to the evaluation of soils and foundation design. A new chapter discusses the uplift capacity of shallow foundations and helical anchors. This edition provides more worked-out examples and figures than any other book of its kind, along with new learning objectives and illustrative photos that help you focus on the skills most critical for success as a civil engineer.

Nánar um bókina

Útgefandi: Cengage Learning US

ISBN: 9798214352718

Print ISBN: 9780357684672

Format: ePub

Útgáfa: 10

Höfundar: Braja M. Das

Tungumál: English

Útgefið: 2023-02-01

Prent takmörkun á líftíma: 100

Flokkar: Verkfræði

Efnisflokkar: Tækni og verkfræði › Almennt

Kaflar

Cover Page
Title Page
Copyright Page
Dedication
Preface
Acknowledgments
Preface to the SI Edition
About the Authors
Getting Started with MindTap
Introduction to Foundation Engineering
Chapter 1. Introduction
1.1. Geotechnical Engineering
1.2. Foundation Engineering
1.3. Soil Exploration
1.4. Ground Improvement
1.5. Solution Methods
1.6. Numerical Modeling
1.7. Empiricism
1.8. Literature
References
Part 1. Geotechnical Properties and Soil Exploration
Chapter 2. Geotechnical Properties of Soil
2.1. Introduction
2.2. Grain-Size Distribution
Sieve Analysis
Hydrometer Analysis
2.3. Size Limits for Soil
2.4. Weight–Volume Relationships
2.5. Relative Density
2.6. Atterberg Limits
2.7. Liquidity Index
2.8. Activity
2.9. Soil Classification Systems
AASHTO System
Unified Soil Classification System
2.10. Hydraulic Conductivity of Soil
Correlations for Hydraulic Conductivity of Granular Soil
Correlations for Hydraulic Conductivity of Cohesive Soil
2.11. Steady-State Seepage
2.12. Effective Stress
2.13. Consolidation
Preconsolidation Pressure
Compression Index
Swelling Index
2.14. Calculation of Primary Consolidation Settlement
2.15. Time Rate of Consolidation
2.16. Range of Coefficient of Consolidation, c v
2.17. Degree of Consolidation Under Ramp Loading
2.18. Shear Strength
Direct Shear Test
Triaxial Tests
2.19. Unconfined Compression Test
2.20. Comments on Friction Angle, ϕ ′
Effective Stress Friction Angle of Granular Soil
Effective Stress Friction Angle of Cohesive Soil
2.21. Correlations for Undrained Shear Strength, c u
2.22. Sensitivity
2.23. Summary
Problems
References
Chapter 3. Natural Soil Deposits and Subsoil Exploration
3.1. Introduction
3.2. Natural Soil Deposits: Soil Origin
3.3. Natural Soil Deposits: Residual Soil
3.4. Natural Soil Deposits: Gravity-Transported Soil
3.5. Natural Soil Deposits: Alluvial Deposits
Deposits from Braided Streams
Meander Belt Deposits
3.6. Natural Soil Deposits: Lacustrine Deposits
3.7. Natural Soil Deposits: Glacial Deposits
Unstratified Drifts
Stratified Drifts
3.8. Natural Soil Deposits: Aeolian Soil Deposits
3.9. Natural Soil Deposits: Organic Soil
3.10. Natural Soil Deposits: Some Local Terms for Soil
3.11. Subsurface Exploration: Purpose of Subsurface Exploration
3.12. Subsurface Exploration: Subsurface Exploration Program
Collection of Preliminary Information
Reconnaissance
Site Investigation
3.13. Subsurface Exploration: Exploratory Borings in the Field
3.14. Subsurface Exploration: Procedures for Sampling Soil
3.15. Subsurface Exploration: Split-Spoon Sampling and Standard Penetration Test
Correlations for N 60 in Cohesive Soil
Correction for N 60 in Granular Soil
Correlation between N 60 and Relative Density of Granular Soil
Correlation between Angle of Friction and Standard Penetration Number
Correlation between Modulus of Elasticity and Standard Penetration Number
3.16. Subsurface Exploration: Sampling with a Scraper Bucket
3.17. Subsurface Exploration: Sampling with a Thin-Walled Tube
3.18. Subsurface Exploration: Sampling with a Piston Sampler
3.19. Subsurface Exploration: Observation of Water Tables
3.20. Subsurface Exploration: Vane Shear Test
3.21. Subsurface Exploration: Cone Penetration Test
Correlation between Relative Density ( D r ) and q c for Sand
Correlation between q c and Drained Friction Angle ( ϕ ′ ) for Sand
Correlation between q c and N 60
Correlations of Soil Types
Correlations for Undrained Shear Strength ( c u ) , Preconsolidation Pressure ( σ c ′ ) , and Overconsolidation Ratio (OCR) for Clays
3.22. Subsurface Exploration: Pressuremeter Test (PMT)
3.23. Subsurface Exploration: Dilatometer Test
3.24. Subsurface Exploration: Iowa Borehole Shear Test
3.25. Subsurface Exploration: K 0 Stepped-Blade Test
3.26. Subsurface Exploration: Coring of Rocks
3.27. Preparation of Boring Logs
3.28. Geophysical Exploration
Seismic Refraction Survey
Cross-Hole Seismic Survey
Resistivity Survey
3.29. Subsoil Exploration Report
3.30. Summary
Problems
References
Part 2. Soil Improvement
Chapter 4. Soil Improvement and Ground Modification
4.1. Introduction
4.2. General Principles of Compaction
4.3. Empirical Relationships for Compaction
4.4. Field Compaction
4.5. Compaction Control for Clay Hydraulic Barriers
4.6. Vibroflotation
4.7. Blasting
4.8. Precompression
Derivation of Equations for Obtaining Δ σ ( f ) ′ and t 2
Procedure for Obtaining Precompression Parameters
4.9. Sand Drains
Average Degree of Consolidation Due to Radial Drainage Only
Average Degree of Consolidation Due to Vertical Drainage Only
4.10. Prefabricated Vertical Drains
Design of PVDs
A Case History
4.11. Lime Stabilization
Properties of Cured Lime-Stabilized Soil
Lime Stabilization in the Field
4.12. Cement Stabilization
4.13. Fly-Ash Stabilization
4.14. Stone Columns
Load-Bearing Capacity of Stone Columns
4.15. Sand Compaction Piles
4.16. Dynamic Compaction
4.17. Jet Grouting
4.18. Deep Mixing
Brief History of DMM
DMM Treatment Patterns
Dry and Wet Mixing Methods
4.19. Summary
Problems
References
Part 3. Foundation Analysis
Chapter 5. Shallow Foundations: Ultimate Bearing Capacity
5.1. Introduction
5.2. General Concept
5.3. Terzaghi’s Bearing Capacity Theory
5.4. Factor of Safety
5.5. Modification of Bearing Capacity Equations for Water Table
5.6. The General Bearing Capacity Equation
Bearing Capacity Factors
Shape, Depth, and Inclination Factors
Undrained Condition
5.7. Other Solutions for Bearing Capacity, Shape, Depth, and Inclination Factors
Bearing Capacity Factor, N γ
Shape and Depth Factors
Inclination Factors
5.8. Case Studies on Ultimate Bearing Capacity
Foundation Failure of a Concrete Silo
Load Tests on Small Foundations in Soft Bangkok Clay
5.9. Effect of Soil Compressibility
5.10. Scale Effects on Ultimate Bearing Capacity
5.11. Eccentrically Loaded Foundations
5.12. Ultimate Bearing Capacity Under Eccentric Loading—One-Way Eccentricity
a. Effective Area Method (Meyerhof, 1953)
b. Prakash and Saran Theory
c. Reduction Factor Method (For Granular Soil)
5.13. Bearing Capacity—Two-Way Eccentricity
5.14. Bearing Capacity of a Continuous Foundation Subjected to Eccentrically Inclined Loading
Partially Compensated Case (Figure 5.36a)
Reinforced Case (Granular Soil) (Figure 5.36b)
Combined Case (Granular Soil)
5.15. Summary
Problems
References
Chapter 6. Ultimate Bearing Capacity of Shallow Foundations: Special Cases
6.1. Introduction
6.2. Bearing Capacity of a Foundation on Anisotropic Sand
6.3. Bearing Capacity of Inclined Continuous Foundation Subjected to Normal Load
6.4. Foundation Supported by a Soil with a Rigid Base at Shallow Depth
Continuous Foundation
Rectangular Foundation on Granular Soil
Reduction Factor Method for Ultimate Bearing Capacity Determination in Granular Soil (Circular Foundation)
Foundation on Saturated Clay
6.5. Foundations on Layered Clay
6.6. Bearing Capacity of Layered Soil: Stronger Soil Underlain by Weaker Soil ( c ′ - ϕ ′ Soil)
Special Cases
6.7. Bearing Capacity of Layered Soil: Weaker Soil Underlain by Stronger Soil
6.8. Continuous Foundation on Weak Clay with a Granular Trench
6.9. Closely Spaced Foundations—Effect on Ultimate Bearing Capacity
6.10. Bearing Capacity of Foundations on Top of a Slope
6.11. Bearing Capacity of Foundations on a Slope
6.12. Seismic Bearing Capacity and Settlement in Granular Soil
a. Theory of Richards et al. (1993)
b. Solution of Budhu and al-Karni (1993)
6.13. Foundations on Rock
6.14. Ultimate Bearing Capacity of Wedge-Shaped Foundations
6.15. Summary
Problems
References
Chapter 7. Vertical Stress Increase in Soil
7.1. Introduction
7.2. Stress Due to a Concentrated Load
7.3. Stress Due to a Circularly Loaded Area
7.4. Stress Due to a Line Load
7.5. Stress Below a Vertical Strip Load of Finite Width and Infinite Length
7.6. Stress Below a Horizontal Strip Load of Finite Width and Infinite Length
7.7. Symmetrical Vertical Triangular Strip Load on the Surface
7.8. Vertical Stress Increase Below a Flexible Circular Area—Parabolic and Conical Loading
7.9. Stress Below a Rectangular Area
7.10. Average Vertical Stress Increase Due to a Rectangularly Loaded Area
7.11. Average Vertical Stress Increase Below the Center of a Circularly Loaded Area
7.12. Stress Increase Under an Embankment
7.13. Westergaard’s Solution for Vertical Stress Due to a Point Load
7.14. Stress Distribution for Westergaard Material
Stress Due to a Circularly Loaded Area
Stress Due to a Uniformly Loaded Flexible Rectangular Area
7.15. Summary
Problems
References
Chapter 8. Settlement of Shallow Foundations
8.1. Introduction
8.2. Elastic Settlement of Shallow Foundation on Saturated Clay ( μ s = 0.5 )
8.3. Elastic Settlement in Granular Soil: Settlement Based on the Theory of Elasticity
8.4. Elastic Settlement in Granular Soil: Improved Equation for Elastic Settlement
8.5. Elastic Settlement in Granular Soil: Settlement of Sandy Soil: Use of Strain Influence Factor
Solution of Schmertmann et al. (1978)
Solution of Terzaghi et al. (1996)
8.6. Elastic Settlement in Granular Soil: Settlement of Foundation on Sand Based on Standard Penetration Resistance
Meyerhof’s Method
Burland and Burbidge’s Method
8.7. Elastic Settlement in Granular Soil: Settlement Based on Pressuremeter Test (PMT)
8.8. Elastic Settlement in Granular Soil: Settlement Estimation Using the L 1 – L 2 Method
8.9. Consolidation Settlement: Primary Consolidation Settlement Relationships
8.10. Consolidation Settlement: Three-Dimensional Effect on Primary Consolidation Settlement
8.11. Consolidation Settlement: Settlement Due to Secondary Consolidation
8.12. Consolidation Settlement: Field Load Test
8.13. Consolidation Settlement: Presumptive Bearing Capacity
8.14. Consolidation Settlement: Tolerable Settlement of Buildings
8.15. Consolidation Settlement: Improvement of Soil for Shallow Foundation Construction
A. Soil Compaction
B. Use of Geogrid Reinforcement in Soil
C. Use of Geocell Reinforcement in Soil
D. Use of Hollow Modular Block Reinforcement in Soil
8.16. Summary
Problems
References
Chapter 9. Mat Foundations
9.1. Introduction
9.2. Combined Footings
Rectangular Combined Footing
Trapezoidal Combined Footing
Cantilever Footing
9.3. Common Types of Mat Foundations
9.4. Bearing Capacity of Mat Foundations
9.5. Differential Settlement of Mats
9.6. Field Settlement Observations for Mat Foundations
9.7. Compensated Foundation
9.8. Structural Design of Mat Foundations
Conventional Rigid Method
Approximate Flexible Method
Foundations on Sandy Soil
Foundations on Clays
9.9. Summary
Problems
References
Chapter 10. Uplift Capacity of Shallow Foundations and Helical Anchors
10.1. Introduction
10.2. Shallow Foundations: Foundations on Granular Soil ( c ′ = 0 )
10.3. Shallow Foundations: Foundations in Cohesive Soil ( ϕ = 0 , c = c u )
10.4. Helical Anchors: General Dimensions of a Helical Anchor
10.5. Helical Anchors: Geometrical Parameters, Failure Mode in Sand, and Ultimate Load Determination
10.6. Helical Anchors: Subsurface Exploration: Deep Helical Anchors in Sand
10.7. Helical Anchors: Helical Anchors in Clay ( ϕ = 0 ⁢ Condition )
Deep Helical Anchors in Clay
10.8. Summary
Problems
References
Chapter 11. Pile Foundations
11.1. Introduction
11.2. Pile Materials
Steel Piles
Concrete Piles
Timber Piles
Composite Piles
11.3. Continuous Flight Auger (CFA) Piles
11.4. Estimating Pile Length
Point Bearing Piles
Friction Piles
Compaction Piles
11.5. Installation of Piles
11.6. Load Transfer Mechanism
11.7. Equations for Estimating Pile Capacity
Point Bearing Capacity, Q p
Comments on Determination of N q *
Frictional Resistance, Q s
Allowable Load, Q all
11.8. Meyerhof’s Method for Estimating Q p
Sand
Clay ( ϕ = 0 )
11.9. Janbu’s Method—Estimation of Q p
11.10. Vesic’s Method for Estimating Q p
Sand
Clay ( ϕ = 0 )
11.11. Coyle and Castello’s Method for Estimating Q p in Sand
11.12. Correlations for Calculating Q p with SPT and CPT Results in Granular Soil
11.13. Frictional Resistance ( Q s ) in Sand
Correlation with Standard Penetration Test Results
Correlation with Cone Penetration Test Results
11.14. Comparison of Theory with Field Load Test Results (Granular Soil)
11.15. Frictional (Skin) Resistance in Clay
λ Method
α Method
β Method
Correlation with Cone Penetration Test Results
11.16. Ultimate Capacity of Continuous Flight Auger Pile
Granular Soil
Cohesive Soil
11.17. Point Bearing Capacity of Piles Resting on Rock
11.18. Pile Load Tests
11.19. Elastic Settlement of Piles
Field Test Results
11.20. Laterally Loaded Piles
Elastic Solution
Ultimate Load Analysis: Method of Broms
11.21. Pile-Driving Formulas
11.22. Pile Capacity for Vibration-Driven Piles
Closed-End Pipe Piles
11.22. Wave Equation Analysis
11.24. Negative Skin Friction
Clay Fill over Granular Soil (Figure 11.50a)
Granular Soil Fill over Clay (Figure 11.50b)
11.25. Group Efficiency
Field Tests on Group Piles in Clay
Tests for Group Piles in Sand
11.26. Ultimate Capacity of Group Piles in Saturated Clay
11.27. Elastic Settlement of Group Piles
11.28. Consolidation Settlement of Group Piles
11.28. Piles in Rock
11.29. Summary
Problems
References
Chapter 12. Drilled-Shaft Foundations
12.1. Introduction
12.2. Types of Drilled Shafts
12.3. Construction Procedures
Dry Method of Construction
Casing Method of Construction
Wet Method of Construction
12.4. Other Design Considerations
Concrete Mix Design
12.5. Load Transfer Mechanism
12.6. Estimation of Load-Bearing Capacity
12.7. Load-Bearing Capacity in Granular Soil
Estimation of Q p
Estimation of Q s
Allowable Net Load, Q all ( net )
12.8. Load-Bearing Capacity in Granular Soil Based on Settlement
Touma and Reese Method
Reese and O’Neill Method
12.9. Load-Bearing Capacity in Clay
12.10. Load-Bearing Capacity in Clay Based on Settlement
12.11. Settlement of Drilled Shafts at Working Load
12.12. Lateral Load-Carrying Capacity—Characteristic Load and Moment Method
Characteristic Load
Characteristic Moment
Deflection Due to Load Q g Applied at the Ground Line
Deflection Due to Moment Applied at the Ground Line
Deflection Due to Load Applied above the Ground Line
Maximum Moment in Drilled Shaft Due to Ground Line Load Only
Maximum Moment Due to Load and Moment at Ground Line
12.13. Drilled Shafts Extending into Rock
a. Procedure of Ladanyi (1977)
Procedure of Reese and O’Neill (1988, 1989)
c. Procedure of Zhang and Einstein (1998)
12.14. Summary
Problems
References
Chapter 13. Foundations on Difficult Soil
13.1. Introduction
13.2. Collapsible Soil
13.3. Collapsible Soil
13.4. Collapsible Soil
13.5. Collapsible Soil
13.6. Collapsible Soil
Dynamic Compaction
Chemical Stabilization
Vibroflotation and Ponding
Extending Foundation Beyond Zone of Wetting
13.7. Expansive Soil
13.8. Expansive Soil
13.9. Expansive Soil
Conventional Consolidation Test
Constant Volume Test
13.10. Expansive Soil
13.11. Expansive Soil
Replacement of Expansive Soil
Changing the Nature of Expansive Soil
13.12. Expansive Soil
13.13. Sanitary Landfills
13.14. Sanitary Landfills
13.15. Summary
Problems
References
Part 4. Lateral Earth Pressure and Earth-Retaining Structures
Chapter 14. Lateral Earth Pressure
14.1. Introduction
14.2. Lateral Earth Pressure at Rest
14.3. Active Pressure
14.4. A Generalized Case for Rankine Active Pressure—Granular Backfill
Granular Backfill with Vertical Back Face of Wall
14.5. Rankine Active Pressure with Vertical Wall Backface and Inclined c ′ - ϕ ′ Soil Backfill
14.6. Coulomb’s Active Earth Pressure
14.7. Active Earth Pressure for Translation of Retaining Wall—Granular Backfill
14.8. Lateral Earth Pressure Due to Surcharge
14.9. Active Earth Pressure for Earthquake Conditions—Granular Backfill
14.10. Active Earth Pressure for Earthquake Condition (Vertical Backface of Wall and c ′ - ϕ ′ Backfill)
14.11. Passive Pressure
14.12. A Generalized Case for Rankine Passive Pressure—Granular Backfill
14.13. Coulomb’s Passive Earth Pressure
14.14. Comments on the Failure Surface Assumption for Coulomb’s Pressure Calculations
14.15. Caquot and Kerisel Solution for Passive Earth Pressure (Granular Backfill)
(a) Inclined Wall with Horizontal Backfill
(b) Vertical Wall with Inclined Backfill
14.16. Solution for Passive Earth Pressure by Shields and Tolunay (1973) (Granular Backfill)
14.17. Summary
Problems
References
Chapter 15. Retaining Walls
15.1. Introduction
15.2. Gravity and Cantilever Walls: Proportioning Retaining Walls
15.3. Gravity and Cantilever Walls: Application of Lateral Earth Pressure Theories to Design
15.4. Gravity and Cantilever Walls: Equivalent Fluid Method for Determination of Earth Pressure
15.5. Gravity and Cantilever Walls: Stability of Retaining Walls
15.6. Gravity and Cantilever Walls: Check for Overturning
15.7. Gravity and Cantilever Walls: Check for Sliding Along the Base
15.8. Gravity and Cantilever Walls: Check for Bearing Capacity Failure
15.9. Gravity and Cantilever Walls: Construction Joints and Drainage from Backfill
Construction Joints
Drainage from the Backfill
15.10. Gravity and Cantilever Walls: Comments on Design of Retaining Walls
15.11. Gravity and Cantilever Walls: Gravity Retaining-Wall Design for Earthquake Conditions
Mechanically Stabilized Retaining Walls
15.12. Mechanically Stabilized Retaining Walls: Soil Reinforcement
15.13. Mechanically Stabilized Retaining Walls: Considerations in Soil Reinforcement
Metal Strips
Nonbiodegradable Fabrics
Geogrids
15.14. Mechanically Stabilized Retaining Walls: General Design Considerations
15.15. Mechanically Stabilized Retaining Walls: Retaining Walls with Metallic Strip Reinforcement
Calculation of Active Horizontal and Vertical Pressure
Tie Force
Factor of Safety Against Tie Failure
Total Length of Tie
15.16. Mechanically Stabilized Retaining Walls: Step-by-Step-Design Procedure Using Metallic Strip Reinforcement
15.17. Mechanically Stabilized Retaining Walls: Retaining Walls with Geotextile Reinforcement
15.18. Mechanically Stabilized Retaining Walls: Retaining Walls with Geogrid Reinforcement—General
15.19. Mechanically Stabilized Retaining Walls: Design Procedure for Geogrid-Reinforced Retaining Wall
Internal Stability
External Stability
15.20. Summary
Problems
References
Chapter 16. Sheet-Pile Walls
16.1. Introduction
16.2. Construction Methods
16.3. Cantilever Sheet-Pile Walls
16.4. Cantilever Sheet Piling Penetrating Sandy Soil
Step-by-Step Procedure for Obtaining the Pressure Diagram
Calculation of Maximum Bending Moment
16.5. Special Cases for Cantilever Walls Penetrating a Sandy Soil
Sheet-Pile Wall in Dry Sand
Free Cantilever Sheet Piling
16.6. Cantilever Sheet Piling Penetrating Clay
Step-by-Step Procedure for Obtaining the Pressure Diagram
Maximum Bending Moment
16.7. Special Cases for Cantilever Walls Penetrating Clay
Sheet-Pile Wall with Dry Sand Backfill
Free Cantilever Sheet-Pile Wall Penetrating Clay
16.8. Anchored Sheet-Pile Walls
16.9. Free Earth Support Method for Penetration of Sandy Soil
16.10. Design Charts for Free Earth Support Method (Penetration into Sandy Soil)
16.11. Moment Reduction for Anchored Sheet-Pile Walls Penetrating into Sand
16.12. Computational Pressure Diagram Method for Penetration into Sandy Soil
Depth of Penetration
Anchor Force
Maximum Moment
16.13. Field Observations for Anchor Sheet-Pile Walls
Bulkhead of Pier C—Long Beach Harbor, California (1949)
Bulkhead—Toledo, Ohio (1961)
16.14. Free Earth Support Method for Penetration of Clay
16.15. Anchors
Placement of Anchors
16.16. Holding Capacity of Anchor Plates in Sand
Semi-Empirical Method
Stress Characteristic Solution
Empirical Correlation Based on Model Tests
Factor of Safety for Anchor Plates
Spacing of Anchor Plates
16.17. Holding Capacity of Anchor Plates in Clay ( ϕ = 0 Condition)
16.18. Ultimate Resistance of Tiebacks
16.19. Summary
Problems
References
Chapter 17. Braced Cuts
Learning Objectives
17.1. Introduction
17.2. Braced-Cut Analysis Based on General Wedge Theory
17.3. Pressure Envelope for Braced-Cut Design
Cuts in Clay
17.4. Pressure Envelope for Cuts in Layered Soil
17.5. Tschebotarioff’s Pressure Envelopes
17.6. Design of Various Components of a Braced Cut
Struts
Sheet Piles
Wales
17.7. Case Studies of Braced Cuts
Subway Extension of the Massachusetts Bay Transportation Authority (MBTA)
Construction of National Plaza (South Half) in Chicago
17.8. Bottom Heave of a Cut in Clay
17.9. Stability of the Bottom of a Cut in Sand
17.10. Lateral Yielding of Sheet Piles and Ground Settlement
Correlation Between δ H ( max ) and Basal Heave
17.11. Summary
Problems
References
Appendices: Conversion Factors
Appendices: Conversion Factors
Conversion Factors from English to SI Units
Conversion Factors from SI to English Units