TEMPERATURE °C = (°F – 32)/1.8 °F = (1.8 × °C) + 32 1 °F/in. = 0.22 °C/cm SPECIFIC WEIGHT

Document Outline

• MAIN MENU
• CONTENTS 
• CHAPTER 1— INTRODUCTION 
  • 1.1— Purpose and scope
  • 1.2—Work of ACI Committee 360 and other relevant committees
    • 1.2.1
    • 1.2.2
    • 1.2.3
    • 1.2.4
    • 1.2.5
    • 1.2.6
    • 1.2.7
    • 1.2.8
  • 1.3—Work of non-ACI organizations
  • 1.4—Design theories for slabs-on-ground
    • 1.4.1 Introduction
    • 1.4.2 Review of classical design theories
    • 1.4.3 Finite-element method
  • 1.5—Overview of subsequent chapters
  • 1.6—Further research
• CHAPTER 2— SLAB TYPES 
  • 2.1— Introduction
  • 2.2—Slab types
    • 2.2.1 Unreinforced concrete slab
    • 2.2.2 Slabs reinforced for crack width control
    • 2.2.3 Slabs reinforced to prevent cracking
    • 2.2.4 Structural slabs
  • 2.3—General comparison of slab types
  • 2.4—Design and construction variables
  • 2.5—Conclusion
• CHAPTER 3— SOIL SUPPORT SYSTEMS FOR SLABS- ON- GROUND 
  • 3.1— Introduction
  • 3.2—Geotechnical engineering reports
    • 3.2.1 Introduction
    • 3.2.2 Boring or test pit logs
    • 3.2.3 Report evaluations and recommendations
  • 3.3—Subgrade classification
  • 3.4—Modulus of subgrade reaction
    • 3.4.1 Introduction
    • 3.4.2 Plate load field tests
    • 3.4.3 American Association of State Highway Officials (AASHTO) approach
    • 3.4.4 Other approaches
    • 3.4.5 Influence of moisture content
    • 3.4.6 Influence of soil material on modulus of subgrade reaction
    • 3.4.7 Uniformity of support
    • 3.4.8 Influence of size of loaded area
    • 3.4.9 Influence of time
  • 3.5—Design of slab-support system
    • 3.5.1 General
    • 3.5.2 Economics and simplified design
    • 3.5.3 Bearing support
  • 3.6—Site preparation
    • 3.6.1 Introduction
    • 3.6.2 Proof rolling
    • 3.6.3 Subgrade stabilization
    • 3.6.4 Subbase and base materials
    • 3.6.5 Stabilization of base and subbase
    • 3.6.6 Grading tolerance
    • 3.6.7 Vapor retarder/barrier 
  • 3.7—Inspection and site testing of slab support
  • 3.8—Special slab-on-ground support problem
• CHAPTER 4— LOADS 
  • 4.1— Introduction
  • 4.2—Vehicular loads
  • 4.3—Concentrated loads
  • 4.4—Distributed loads
  • 4.5—Line and strip loads
  • 4.6—Unusual loads
  • 4.7—Construction loads
  • 4.8—Environmental factors
  • 4.9—Factors of safety
• CHAPTER 5— JOINTS 
  • 5.1— Introduction
    • 5.1.1 Isolation joints
    • 5.1.2 Construction joints
    • 5.1.3 Sawcut contraction joints
  • 5.2—Load-transfer mechanisms
  • 5.3—Sawcut contraction joints
  • 5.4—Joint protection
  • 5.5—Joint filling and sealing
    • 5.5.1 Time of filling and sealing
    • 5.5.2 Installation
• CHAPTER 6— DESIGN OF UNREINFORCED CONCRETE SLABS
  • 6.1—Introduction
  • 6.2—Thickness design methods
    • 6.2.1 PCA design method
      • 6.2.1.1 Wheel loads
      • 6.2.1.2 Concentrated loads
      • 6.2.1.3 Uniform loads
      • 6.2.1.4 Construction loads
    • 6.2.2 Wire Reinforcement Institute (WRI) design method
      • 6.2.2.1 Introduction
      • 6.2.2.2 Wheel loads
      • 6.2.2.3 Concentrated loads
      • 6.2.2.4 Uniform loads
      •  6.2.2.5 Construction loads—
    • 6.2.3 COE design method
  • 6.3—Shear transfer at joints
    • 6.3.1 Steel dowels
  • 6.4—Maximum joint spacing
• CHAPTER 7— DESIGN OF SLABS REINFORCED FOR CRACK- WIDTH CONTROL 
  • 7.1— Introduction
  • 7.2—Thickness design methods
  • 7.3—Reinforcement for crack-width control only
  • 7.4—Reinforcement for moment capacity
  • 7.5—Reinforcement location
• CHAPTER 8— DESIGN OF SHRINKAGE-COMPENSATING CONCRETE SLABS 
  • 8.1— Introduction
    • 8.1.1 Portland-cement and blended-cement concrete
    • 8.1.2 Shrinkage-compensating concrete compared with conventional concrete
  • 8.2—Thickness determination
  • 8.3—Reinforcement
    • 8.3.1 Restraint
    • 8.3.2 Minimum reinforcement
    • 8.3.3 Minimum reinforcement
    • 8.3.4 Maximum reinforcement
    • 8.3.5 Alternative minimum restraint levels
  • 8.4—Other considerations
    • 8.4.1 Curvature benefits
    • 8.4.2 Prism and slab expansion strains and stresses
    • 8.4.3 Expansion/isolation joints
    • 8.4.4 Construction joints
    • 8.4.5 Placing sequence
    • 8.4.6 Placing sequence
  • 8.1.1
    • Portland-cement and blended-cement concrete—
    • As
    • h
    • fs
    • As
    • h
    • fs
    • fc'
  • 8.1.2
    • Shrinkage-compensating concrete compared with
    • conventional concrete—
• CHAPTER 9—DESIGN OF POST-TENSIONED SLABS- ON- GROUND
  • 9.1—Notation
  • 9.2—Definitions
  • 9.3—Introduction
  • 9.4—Applicable design procedures
    • 9.4.1 Thickness design
    • 9.4.2 Crack-control design
    • 9.4.3 Industrial floor design
    • 9.4.4 Post-Tensioning Institute (PTI) method
  • 9.5—Slabs post-tensioned for crack control
    • 9.5.1 Design methods
    • 9.5.2 Post-tensioning force required
    • 9.5.3 Floating slab
    • 9.5.4 Tendon stressing
    • 9.5.5 Tendon layout
  • 9.6—Industrial slabs with post-tensioned reinforcement for structural support
    • 9.6.1 Design methods
    • 9.6.2 Safety factors
    • 9.6.3 Safety factors
    • 9.6.4 Joint requirements
      • 9.6.4.1 Strip placements
      • 9.6.4.2 Placement of rectangular sections
    • 9.6.5 Special considerations
  • 9.7—Residential slabs with post-tensioned reinforcement for structural action
    • 9.7.1 Soil properties
    • 9.7.2 Structural data and materials properties
    • 9.7.3 Design stresses for the concrete
  • 9.8—Design for slabs on expansive soils
    • 9.8.1 Moments
    • 9.8.2 Differential deflection
    • 9.8.3 Shear
      • 9.8.3.1 Applied service load shear stress v
    • 9.8.4 Uniform thickness conversion
    • 9.8.5 Other applications of design procedure
      • 9.8.5.1 Other applications of design procedure
      • 9.8.5.2 Design of slabs subject to frost heave
    • 9.8.6 Calculation of stress in slabs due to load-bearing partitions
  • 9.9—Design for slabs on compressible soil
    • 9.9.1 Moments
    • 9.9.2 Anticipated differential deflection
    • 9.9.3 Shear
• CHAPTER 10— FIBER-REINFORCED CONCRETE SLABS- ON- GROUND 
  • 10.1— Introduction
  • 10.2—Polymeric fiber reinforcement
    • 10.2.1 Properties of polymeric fibers
    • 10.2.2 Design principles
    • 10.2.3 Joint details
  • 10.3—Steel fiber reinforcement
    • 10.3.1 Properties of steel fibers
    • 10.3.2 Properties of steel FRC
      • 10.3.2.1 Random crack control
      • 10.3.2.2 Crack width opening
      • 10.3.2.3 Flexural toughness (ductility)
      • 10.3.2.4 Impact resistance
      • 10.3.2.5 Fatigue resistance
      • 10.3.2.6 Shear resistance
      • 10.3.2.7 Freezing-and-thawing resistance
      • 10.3.2.8 Durability in corrosive environments
    • 10.3.3 Thickness design methods
      • 10.3.3.1 PCA/WRI/COE method
      • 10.3.3.2 Elastic method
      • 10.3.3.3 Yield line method
      • 10.3.3.4 Nonlinear finite element computer modeling
      • 10.3.3.5 Steel fibers combined with bar reinforcement
    • 10.3.4 Joint details
• CHAPTER 11— STRUCTURAL SLABS-ON-GROUND SUPPORTING BUILDING CODE LOADS
  • 11.1—Introduction
  • 11.2—Design considerations
• CHAPTER 12— DESIGN OF SLABS FOR REFRIGERATED FACILITIES 
  • 12.1— Introduction
  • 12.2—Design and specification considerations
    • 12.2.1 Insulation modulus
    • 12.2.2 Compressive creep
    • 12.2.3 Reinforcement
    • 12.2.4 Joints
    • 12.2.5 Curing
    • 12.2.6 Underslab tolerance
    • 12.2.7 Forming
  • 12.3—Temperature drawdown
• CHAPTER 13— REDUCING EFFECTS OF SLAB SHRINKAGE AND CURLING 
  • 13.1— Introduction
  • 13.2—Drying and thermal shrinkage
  • 13.3—Curling and warping
  • 13.4—Factors that affect shrinkage and curling
    • 13.4.1 Effect of maximum size of coarse aggregate
    • 13.4.2 Influence of cement
    • 13.4.3 Influence of slump
    • 13.4.4 Influence of water-reducing admixtures
  • 13.5—Compressive strength and shrinkage
  • 13.6—Compressive strength and abrasion resistance
  • 13.7—Removing restraints to shrinkage
  • 13.8—Base and vapor retarders/barriers
  • 13.9—Distributed reinforcement to reduce curling and number of joints
  • 13.10—Thickened edges to reduce curling
  • 13.11—Relation between curing and curling
  • 13.12—Warping stresses in relation to joint spacing
  • 13.13—Warping stresses and deformation
  • 13.14—Effect of eliminating sawcut contraction joints with post- tensioning or shrinkage-compensating concrete
  • 13.15—Summary and conclusions
• CHAPTER 14— REFERENCES 
  • 14.1— Referenced standards and reports
  • 14.2—Cited references
• APPENDIX 1— DESIGN EXAMPLES USING PCA METHOD 
  • A1.1— Introduction
  • A1.2—PCA thickness design for single-axle load
  • A1.3—PCA thickness design for slab with post loading
  • A1.4—Other PCA design information
• APPENDIX 2— SLAB THICKNESS DESIGN BY WRI METHOD 
  • A2.1— Introduction
  • A2.2—WRI thickness selection for single-axle wheel load
  • A2.3—WRI thickness selection for aisle moment due to uniform loading
• APPENDIX 3— DESIGN EXAMPLES USING COE CHARTS 
  • A3.1— Introduction
  • A3.2—Vehicle wheel loading
  • A3.3—Heavy forklift loading
• APPENDIX 4— SLAB DESIGN USING POST- TENSIONING
  • A4.1—Design example: Residential slabs on expansive soil
    • A4.1.1 Design data including design soil values
    • A4.1.2 Design for edge lift
    • A4.1.3 Design for edge lift continued; service moments compared with design moments
    • A4.1.4 Design for center lift
  • A4.2—Design example: Using post-tensioning to minimize cracking
  • A4.3—Design example: Equivalent tensile stress design
• APPENDIX 5— DESIGN EXAMPLES USING SHRINKAGE- COMPENSATING CONCRETE 
  • A5.1— Introduction
  • A5.2—Example with amount of steel and slab joint spacing predetermined
• APPENDIX 6— DESIGN EXAMPLES FOR STEEL FRC SLABS- ON- GROUND USING YIELD LINE METHOD 
  • A6.1— Introduction
  • A6.2—Assumptions/design criteria
    • A6.2.1 Calculations for a concentrated load applied a considerable distance from slab edges
    • A6.2.2 Calculations for post load applied adjacent to sawcut contraction joint
• CONVERSION FACTORS