(Ebook) PCI Bridge Design Manual 3rd Edition by Precast Prestressed Concrete Institute ISBN 9780979704246 0979704243

(Ebook) PCI Bridge Design Manual 3rd Edition by Precast Prestressed Concrete Institute ISBN 9780979704246 0979704243

(Ebook) PCI Bridge Design Manual 3rd Edition by Precast Prestressed Concrete Institute - Ebook PDF Instant Download/Delivery: 9780979704246 ,0979704243
Full download (Ebook) PCI Bridge Design Manual 3rd Edition after payment

Product details:

ISBN 10: 0979704243
ISBN 13: 9780979704246
Author: Precast Prestressed Concrete Institute

(Ebook) PCI Bridge Design Manual 3rd Edition Table of contents:

Chapter 1 – Sustainability
1.1 SCOPE
1.2 LIFE CYCLE
1.2.1 LIFE-CYCLE COST AND SERVICE LIFE
1.2.2 ENVIRONMENTAL LIFE-CYCLE INVENTORY AND LIFE-CYCLE ASSESSMENT
1.2.2.1 LCI Boundary
1.2.2.2 Concrete and Concrete Products LCI
1.2.2.2.1 Raw Materials
1.2.2.2.2 Fuel and Energy.
1.2.2.2.3 Emissions to Air.
1.2.2.3 Life-cycle impact assessment (LCIA)
1.3 GENERAL SUSTAINABILITY CONCEPTS
1.3.1 TRIPLE BOTTOM LINE
1.3.2 COST OF GREEN
1.3.3 HOLISTIC/INTEGRATED DESIGN
1.3.4 REDUCE, REUSE, RECYCLE
1.3.4.1 Reduce the amount of material used and the toxicity of waste materials.
1.3.4.2 Reuse products and containers; repair what can be reused.
1.3.4.3 Recycle as much as possible, which includes buying products with recycled content.
1.3.5 TERMINOLOGY
1.4 SUSTAINABILITY AND PRECAST CONCRETE BRIDGES
1.4.1 DURABILITY
1.4.1.1 Corrosion resistance
1.4.1.2 Inedible
1.4.1.3 Ultraviolet resistance
1.4.2 RESISTANCE TO NATURAL DISASTERS
1.4.2.1 Tornado, hurricane, and wind resistance
1.4.2.2 Flood resistance
1.4.2.3 Earthquake resistance
1.4.3 AESTHETICS
1.4.3.1 Section shapes, sizes, color and texture
1.4.3.2 Lighting
1.4.4 MITIGATING THE URBAN HEAT ISLAND EFFECT
1.4.4.1 Smog
1.4.4.2 Albedo (solar reflectance)
1.4.4.3 Emittance
1.4.4.4 Mitigation approaches
1.4.5 ENVIRONMENTAL PROTECTION
1.4.5.1 Context sensitive solutions
1.4.5.2 Protection of waterways
1.4.5.3 Reduced site disturbance
1.4.6 USER CONSIDERATIONS
1.4.6.1 Construction delays
1.4.6.2 Radiation and toxicity
1.4.6.3 Resistance to noise (sound barriers)
1.5 SUSTAINABLE FEATURES OF PRECAST CONCRETE
1.5.1 CONSTITUENT MATERIALS
1.5.1.1 Concrete
1.5.1.2 Portland Cement
1.5.1.3 Fly Ash, Slag Cement, and Silica Fume
1.5.1.4 Recycled Aggregates
1.5.1.5 Admixtures
1.5.1.6 Color Pigments
1.5.2 ABUNDANT MATERIALS
1.5.3 LOCAL MATERIALS
1.5.4 FACTORY CONTROL
1.5.4.1 Reduced Waste, Site Disturbance
1.6 SIMPLIFIED TOOLS AND RATING SYSTEMS
1.6.1 GREENROADS
1.6.2 GREENLITES
1.6.3 CEEQUAL
1.6.4 ENVISION
1.7 STATE-OF-THE-ART AND BEST PRACTICES
1.7.1 PCI SUSTAINABLE PLANTS PROGRAM
1.8 KEYWORDS
1.9 REFERENCES
Chapter 2 – Material Properties
NOTATION
2.1 SCOPE
2.2 PLANT PRODUCTS
2.2.1 Advantages
2.3 CONCRETE MATERIALS
2.3.1 Cement
2.3.1.1 AASHTO M85
2.3.1.2 AASHTO M240
2.3.1.3 ASTM C1157
2.3.1.4 Restrictions
2.3.2 Aggregates
2.3.3 Chemical Admixtures
2.3.3.1 Purpose
2.3.3.2 Calcium Chloride
2.3.3.3 Corrosion Inhibitors
2.3.3.4 Air–Entraining Admixtures
2.3.3.5 Shrinkage-Reducing Admixtures
2.3.4 Supplementary Cementitious Materials
2.3.4.1 Fly Ash and Natural Pozzolans
2.3.4.2 Silica Fume
2.3.4.3 Ground Granulated Blast-Furnace Slag
2.3.5 Water
2.4 SELECTION OF CONCRETE MIX REQUIREMENTS
2.4.1 Concrete Strength at Transfer
2.4.2 Concrete Strength at Service Loads
2.4.3 High-Performance Concrete
2.4.3.1 High-Strength Concrete
2.4.3.2 Low-Permeability Concrete
2.4.3.3 Self-Consolidating Concrete
2.4.3.4 Ultra-High-Performance Concrete
2.4.4 Durability
2.4.4.1 Freeze–Thaw Damage
2.4.5 Workability
2.4.6 Water-Cementitious Materials Ratio
2.4.6.1 Based on Strength
2.4.6.2 Based on Durability
2.4.7 Density
2.4.7.1 Normal Weight Concrete
2.4.7.2 Lightweight Concrete
2.4.7.3 Blended Aggregates
2.4.7.4 Unit Weight
2.4.8 Effect of Heat Curing
2.4.9 Sample Mixes
2.5 CONCRETE PROPERTIES
2.5.1 Introduction
2.5.2 Compressive Strength
2.5.2.1 Variation with Time
2.5.2.2 Effect of Accelerated Curing
2.5.3 Modulus of Elasticity
2.5.3.1 Calculations (Ec)
2.5.3.2 Variations (Ec)
2.5.4 Modulus of Rupture
2.5.5 Heat of Hydration
2.5.6 Durability
2.5.6.1 Test Methods
2.5.6.2 Alkali-Aggregate Reactivity
2.5.6.3 Delayed Ettringite Formation
2.5.7 Shrinkage
2.5.7.1 Calculation of Shrinkage
2.5.8 Creep
2.5.8.1 Calculation of Creep
2.5.9 Coefficient of Thermal Expansion
2.6 GROUT MATERIALS
2.6.1 Definitions and Applications
2.6.2 Types and Characteristics
2.6.2.1 Performance Requirements
2.6.2.2 Materials
2.6.3 ASTM Tests
2.6.4 Grout Bed Materials
2.6.5 Epoxy Resins
2.6.6 Overlays
2.6.7 Post–Tensioned Members
2.7 PRESTRESSING STRAND
2.7.1 Strand Types
2.7.1.1 Epoxy-Coated Strand
2.7.1.1.1 Effect of Heat
2.7.2 Material Properties
2.7.3 Relaxation
2.7.3.1 Epoxy–Coated Strand
2.7.4 Fatigue Strength
2.7.4.1 Stress Range
2.7.5 Surface Condition
2.7.6 Splicing
2.8 NONPRESTRESSED REINFORCEMENT
2.8.1 Deformed Bars
2.8.1.1 Specifications
2.8.1.2 Corrosion Protection
2.8.2 Mechanical Splices
2.8.2.1 Types
2.8.3 Welded Wire Reinforcement
2.8.4 Fatigue Strength of Nonprestressed Reinforcement
2.9 POST–TENSIONING MATERIALS
2.9.1 Strand Systems
2.9.2 Bar Systems
2.9.3 Splicing
2.9.4 Ducts
2.10 FIBER REINFORCED POLYMER REINFORCEMENT
2.10.1 Introduction
2.10.2 Mechanical Properties
2.10.3 Prestressed Concrete Bridge Applications
2.10.4 Specifications
2.11 REINFORCEMENT SIZES AND PROPERTIES
2.12 RELEVANT STANDARDS AND PUBLICATIONS
2.12.1 AASHTO Standard Specifications
2.12.2 AASHTO Standard Methods of Test
2.12.3 ACI Publications
2.12.4 ASTM Standard Specifications
2.12.5 ASTM Standard Test Methods and Practices
2.12.6 Cross References ASTM-AASHTO
2.12.7 Cited References
Chapter 3 – Fabrication & Construction
NOTATION
3.1 SCOPE
3.2 PRODUCT COMPONENTS AND DETAILS
3.2.1 Concrete
3.2.1.1 Cement
3.2.1.2 Aggregates
3.2.1.3 Admixtures
3.2.1.3.1 Water-Reducing Admixtures
3.2.1.3.2 Retarders and Accelerators
3.2.1.3.3 Air-Entraining Admixtures
3.2.1.3.4 Corrosion Inhibitors
3.2.1.3.5 Mineral Admixtures
3.2.2 Prestressing Steel
3.2.2.1 Pretensioning
3.2.2.2 Post-Tensioning
3.2.2.3 Strand Size and Spacing
3.2.2.4 Strand Anchors and Couplers for Pretensioning
3.2.2.5 Strand Anchors and Couplers for Post-Tensioning
3.2.2.6 Epoxy-Coated Strand
3.2.2.6.1 Types of Epoxy Coating
3.2.2.6.2 Anchorage of Epoxy-Coated Strand
3.2.2.6.3 Protection of the Epoxy Coating
3.2.2.6.4 Epoxy Coating and Elevated Temperatures
3.2.2.7 Indented Strand
3.2.2.8 Prestressing Bars
3.2.3 Nonprestressed Reinforcement
3.2.3.1 Reinforcement Detailing
3.2.3.2 Developing Continuity
3.2.3.2.1 Continuity with Post-Tensioning
3.2.3.2.2 Continuity with Nonprestressed Reinforcement
3.2.3.2.3 Continuity in Full-Depth Members
3.2.3.3 Coated Nonprestressed Reinforcement
3.2.3.3.1 Epoxy-Coated Nonprestressed Reinforcement
3.2.3.3.2 Galvanized Nonprestressed Reinforcement
3.2.3.4 Welded Wire Reinforcement
3.2.3.5 Suggested Reinforcement Details
3.2.4 Embedments and Blockouts
3.2.4.1 Embedments and Blockouts for Attachments
3.2.4.2 Embedments and Blockouts for Diaphragms
3.2.4.3 Embedments and Blockouts for Deck Construction
3.2.4.4 Lifting Devices
3.2.4.4.1 Strand Lift Loops
3.2.4.4.2 Other Lifting Embedments
3.2.4.5 Blockouts for Shipping
3.2.5 Surface Treatments
3.2.5.1 Protecting Product Ends
3.2.5.1.1 Ends Cast into Concrete
3.2.5.1.2 Exposed Ends
3.2.5.1.3 Epoxy Mortar End Patches
3.2.5.1.4 Portland Cement Mortar End Patches
3.2.5.1.5 Patching Ends with Proprietary Products
3.2.5.2 Intentionally Roughened Surfaces
3.2.5.3 Cosmetic Surface Treatments
3.2.5.4 Architectural Finishes
3.2.5.5 Durability-Related Treatments
3.2.5.6 Protection of Exposed Steel
3.3 FABRICATION
3.3.1 Forms and Headers
3.3.1.1 Self-Stressing Forms
3.3.1.1.1 Applications of Self-Stressing Forms
3.3.1.2 Non-Self-Stressing Forms
3.3.1.2.1 Design of Non-Self-Stressing Forms
3.3.1.3 Adjustable Forms
3.3.1.4 Advantages of Precast Concrete Formwork
3.3.1.5 Other Form Considerations
3.3.1.6 Headers
3.3.1.6.1 Header Configuration
3.3.1.7 Internal Void Forms
3.3.1.7.1 Mandrel Systems
3.3.1.7.2 Retractable Inner Forms
3.3.1.7.3 Sacrificial Inner Forms
3.3.2 Prestressing
3.3.2.1 Types of Pretensioning Beds
3.3.2.1.1 Abutment Beds
3.3.2.1.2 Strutted Beds
3.3.2.2 Strand Profile
3.3.2.2.1 Straight Strands
3.3.2.2.2 Harped Strands
3.3.2.2.3 Harping Devices
3.3.2.2.4 Anchorage of Harping Devices
3.3.2.3 Tensioning
3.3.2.4 Pretensioning Configuration
3.3.2.5 Tensioning Prestressing Steel
3.3.2.5.1 Tensioning Individual Strands
3.3.2.5.2 Tensioning Strands as a Group
3.3.2.6 Prestressing Strand Elongation
3.3.2.7 Variables Affecting Strand Elongation
3.3.2.7.1 Dead End and Splice Chuck Seating
3.3.2.7.2 Elongation of Abutment Anchor Rods
3.3.2.7.3 Prestressing Bed Deformations
3.3.2.7.4 Live End Chuck Seating
3.3.2.7.5 Temperature Corrections
3.3.2.7.6 Friction
3.3.2.8 Transfer
3.3.2.8.1 Hydraulic Transfer
3.3.2.8.2 Transfer by Flame Cutting
3.3.2.8.3 Transfer at Bulkheads
3.3.2.8.4 Harped Strand Considerations at Transfer
3.3.2.9 Strand Debonding
3.3.3 Nonprestressed Reinforcement and Embedments
3.3.3.1 Placement and Attachment
3.3.3.2 Installation of Lifting Devices
3.3.3.3 Concrete Cover
3.3.3.4 Steel Spacing Design
3.3.4 Concrete Batching, Mixing, Delivery, and Placement
3.3.4.1 Delivery Systems
3.3.4.2 Consolidation Techniques
3.3.4.3 Normal Weight Concrete
3.3.4.4 Lightweight Concrete
3.3.4.5 High-Performance Concrete
3.3.5 Concrete Curing
3.3.5.1 Benefits of Accelerated Curing
3.3.5.2 Preventing Moisture Loss
3.3.5.3 Methods of Accelerated Curing
3.3.5.3.1 Accelerated Curing by Convection
3.3.5.3.2 Accelerated Curing with Radiant Heat
3.3.5.3.3 Accelerated Curing with Steam
3.3.5.3.4 Accelerated Curing with Electric Heating Elements
3.3.5.4 Curing Following Stripping
3.3.5.5 Optimizing Concrete Curing
3.3.5.5.1 Determination of Preset Time
3.3.5.5.2 Rate of Heat Application
3.3.6 Removing Products from Forms
3.3.6.1 Form Suction
3.3.7 In-Plant Handling
3.3.7.1 Handling Equipment
3.3.7.2 Rigging
3.3.7.3 Handling Stresses
3.3.7.4 Lateral Stability during Handling
3.3.8 In-Plant Storage
3.3.8.1 Storage of Eccentrically Prestressed Products
3.3.8.2 Storage of Concentrically Prestressed or Conventionally Reinforced Products
3.3.8.3 Stacking
3.3.8.4 Weathering
3.3.9 Roughened Surfaces
3.3.9.1 Roughening Exposed Surfaces
3.3.9.2 Roughening Formed Surfaces
3.3.10 Match-Cast Members
3.3.10.1 Match Casting Techniques
3.3.10.2 Joining Match-Cast Members with Epoxy
3.4 PLANT QUALITY CONTROL AND QUALITY ASSURANCE
3.4.1 Plant and Inspection Agency Interaction
3.4.2 Product Evaluation and Repair
3.4.2.1 Surface Voids
3.4.2.2 Honeycomb and Spalls
3.4.2.3 Repairing Large Voids
3.4.2.4 Cracks
3.4.2.4.1 Plastic Shrinkage Cracks
3.4.2.4.2 Cracks Due to Restraint of Volume Change
3.4.2.4.3 Differential Curing Cracks
3.4.2.4.4 Accidental Impact Cracks
3.4.2.5 Crack Repair
3.4.2.5.1 Autogenous Healing
3.4.2.5.2 Crack Repair by Epoxy Injection
3.4.2.5.3 Crack Repair by Concrete Replacement
3.4.2.6 Camber
3.4.2.6.1 Measuring Camber
3.4.2.6.2 Thermal Influences on Camber
3.4.2.6.3 Mitigation of Camber Growth
3.4.2.7 Sweep
3.4.2.7.1 Mitigation of Sweep
3.4.3 Water-Cementitious Materials Ratio
3.4.3.1 Mineral Admixtures and Workability
3.4.3.2 Water-Cementitious Materials Ratio and Durability
3.4.3.3 Water-Cementitious Materials Ratio without Water-Reducing Admixtures
3.4.3.4 Water-Cementitious Materials Ratio with Water-Reducing Admixtures
3.4.3.5 Controlling Water-Cementitious Materials Ratio
3.4.3.6 Testing Water-Cementitious Materials Ratio
3.4.4 Strand Condition
3.4.5 Concrete Strength Testing
3.4.5.1 Number of Cylinders
3.4.5.2 Test Cylinder Size
3.4.5.3 Alternate Cylinder Capping Methods
3.4.5.4 Cylinder Curing Systems and Procedures
3.4.5.4.1 Cylinder Curing Cabinets
3.4.5.4.2 Self-Insulated Cylinder Molds
3.4.5.4.3 Long-Term Cylinder Curing
3.4.5.5 Concrete Cores
3.4.5.6 Non-Destructive Testing
3.4.6 Tolerances
3.5 TRANSPORTATION
3.5.1 Weight Limitations
3.5.2 Size Limitations
3.5.3 Trucking
3.5.3.1 Flat-Bed Trailers
3.5.3.2 “Low-Boy” Trailers
3.5.3.3 “Pole” Trailers
3.5.3.4 Steerable Trailers
3.5.3.5 Truck Loading Considerations
3.5.4 Rail Transportation
3.5.5 Barge Transportation
3.5.6 Lateral Stability during Shipping
3.6 INSTALLATION
3.6.1 Jobsite Handling
3.6.1.1 Single-Crane Lifts
3.6.1.2 Dual-Crane Lifts
3.6.1.3 Passing from Crane to Crane
3.6.1.4 Launching Trusses
3.6.1.4.1 Launching Trusses for Single-Piece Construction
3.6.1.4.2 Launching Trusses for Segmental Construction
3.6.2 Support Surfaces
3.6.2.1 Inspection of Support Surfaces
3.6.2.2 Temporary Support Towers
3.6.3 Abutted Members
3.6.3.1 Vertical Alignment
3.6.3.2 Shear Keys
3.6.3.2.1 Grout or Concrete in Shear Keys
3.6.3.2.2 Grouting Procedures for Shear Keys
3.6.3.3 Welded Connectors
3.6.3.4 Lateral Post-Tensioning
3.6.3.5 Skewed Bridges
3.7 DIAPHRAGMS
3.7.1 Cast-In-Place Concrete Diaphragms
3.7.2 Precast Concrete Diaphragms
3.7.2.1 Individual Precast Concrete Diaphragms
3.7.2.2 Secondary-Cast Precast Concrete Diaphragms
3.7.3 Steel Diaphragms
3.7.4 Temporary Diaphragms for Construction
3.7.5 Diaphragms in Skewed Bridges
3.8 PRECAST DECK PANELS
3.8.1 Deck Panel Systems
3.8.2 Handling Deck Panels
3.8.3 Installation of Deck Panels
3.9 PRECAST FULL-DEPTH BRIDGE DECK PANELS
3.9.1 System Description
3.9.1.1 Panels with Post-Tensioning
3.9.1.2 Panels without Post-Tensioning
3.9.2 Details and Considerations
3.10 REFERENCES
Chapter 4 – Strategies for Economy
4.0 INTRODUCTION
4.1 GEOMETRY
4.1.1 Span Length vs. Structure Depth
4.1.1.1 Shallow Sections
4.1.1.2 Deeper Sections
4.1.1.3 Water Crossings
4.1.1.3.1 Vertical Profile at Water Crossings
4.1.1.4 Grade Crossings
4.1.1.5 Wearing Surface
4.1.2 Member Spacing
4.1.2.1 Wider Spacings
4.1.3 Maximizing Span Lengths
4.1.3.1 Advantages of Maximum Spans
4.1.3.2 Limitations of Maximum Spans
4.1.4 Splicing Beams to Increase Spans
4.1.5 Special Geometry Conditions
4.1.5.1 Horizontal Curves
4.1.5.2 Vertical Curves
4.1.5.3 Skews
4.1.5.4 Flared Structures
4.1.5.5 Varying Span Lengths
4.1.6 Product Availability
4.1.6.1 Economy of Scale
4.2 DESIGN
4.2.1 Advantages of Simple Spans
4.2.2 Limitations of Simple Spans
4.2.3 Continuity
4.2.3.1 Achieving Continuity
4.2.3.2 Limitations of Continuity
4.2.4 Integral Caps and Abutments
4.2.4.1 Advantages
4.2.4.2 Disadvantages
4.2.5 Intermediate Diaphragms
4.2.5.1 Need for Intermediate Diaphragms
4.2.5.2 Steel Diaphragms
4.2.5.3 Precast Concrete Diaphragms
4.2.5.4 Temporary Diaphragms
4.2.6 Prestressing
4.2.6.1 Strand Considerations
4.2.6.2 Harped Strands
4.2.6.2.1 Harped Profiles
4.2.6.2.2 Harping Methods
4.2.6.3 Straight Strands
4.2.6.3.1 Advantages of Straight Strands
4.2.6.3.2 Debonding Strands
4.2.6.3.3 Limitations of Straight Strands
4.2.6.4 Strand Spacing
4.2.7 Nonprestressed Reinforcement
4.2.7.1 Detailing for Ease of Fabrication
4.2.7.2 Excessive Reinforcement
4.2.7.3 Welded Wire Reinforcement
4.2.8 Durability
4.2.8.1 Benefits of the Fabrication Process
4.2.8.2 Additional Protection
4.2.9 Bearing Systems
4.2.9.1 Embedded Bearing Plates
4.2.9.2 Bearing Devices
4.2.9.3 Bearing Replacement
4.2.10 Concrete Compressive Strengths
4.2.11 Lightweight Concrete
4.2.11.1 Material Properties
4.2.11.2 Major Bridges with Lightweight Concrete
4.2.12 Touch Shoring
4.2.12.1 Example Project
4.2.12.2 Limitations
4.2.13 Spliced Beams
4.3 PRODUCTION
4.3.1 Beam Top Finish
4.3.2 Side and Bottom Finishes
4.3.3 Appurtenances
4.4 DELIVERY AND ERECTION
4.4.1 Transportation
4.4.1.1 Water Delivery
4.4.1.2 Truck Delivery
4.4.1.3 Rail Delivery
4.4.2 Handling and Erection
4.4.2.1 Lifting Devices
4.4.2.2 Support and Lift Locations
4.5 OTHER PRODUCTS
4.5.1 Stay-in-Place Deck Panels
4.5.2 Full Depth Precast Decks
4.5.3 Precast Substructures
4.5.3.1 Advantages of Precast Substructures
4.5.3.2 Components
4.5.3.3 Connections
4.5.4 Barriers
4.6 ADDITIONAL CONSIDERATIONS
4.6.1 Wide Beams
4.6.2 Adjacent Members
4.6.3 High Strength Concrete
4.6.4 Contract Considerations
4.7 SUMMARY AND REFERENCES
4.7.1 Summary
4.7.2 Cited References
Chapter 5 – Aesthetics
5.1 INTRODUCTION
5.1.1 Public Involvement
5.1.2 Team Approach
5.1.2.1 Early Involvement
5.1.2.2 Team Composition
5.1.3 Collaborative Effort
5.2 AESTHETICS DESIGN CONCEPTS
5.2.1 Definitions
5.3 PROJECT AESTHETICS
5.3.1 Alignment
5.3.2 Span Arrangement
5.3.2.1 Superstructure
5.3.2.2 Substructure
5.3.3 Surface Treatments
5.3.4 Standard Designs and Details
5.3.5 Sketches and Study Models
5.4 COMPONENT AESTHETICS
5.4.1 Abutments
5.4.2 Piers
5.4.3 Pier Caps and Crossbeams
5.4.4 Beams
5.4.5 Traffic Barriers and Pedestrian Railings
5.5 APPURTENANCE AESTHETICS
5.5.1 Signs
5.5.2 Light Standards
5.5.3 Utilities
5.5.4 Slope Protection
5.5.5 Noise Walls
5.6 MAINTENANCE OF AESTHETIC FEATURES
5.6.1 Drainage
5.6.2 Maintenance Manual
5.7 COST OF AESTHETICS
5.8 SUMMARY
5.9 PUBLICATIONS FOR FURTHER STUDY
Chapter 6 – Preliminary Design
NOTATION
6.0 SCOPE
6.1 PRELIMINARY PLAN
6.1.1 General
6.1.2 Development
6.1.3 Factors for Consideration
6.1.3.1 General
6.1.3.2 Site
6.1.3.3 Structure
6.1.3.4 Hydraulics
6.1.3.5 Construction
6.1.3.6 Utilities
6.1.4 Required Details
6.2 SUPERSTRUCTURE
6.2.1 Beam Layout
6.2.2 Jointless Bridges
6.3 SUBSTRUCTURES
6.3.1 Piers
6.3.1.1 Open Pile Bents
6.3.1.2 Encased Pile Bents
6.3.1.3 Hammerhead Piers
6.3.1.4 Multi-Column Bents
6.3.1.5 Wall Piers
6.3.1.6 Segmental Precast Piers
6.3.2 Abutments
6.3.3 Hydraulics
6.3.4 Safety
6.3.5 Aesthetics
6.4 FOUNDATIONS
6.5 PRELIMINARY MEMBER SELECTION
6.5.1 Product Types
6.5.2 Design Criteria
6.5.2.1 Live Loads
6.5.2.2 Dead Loads
6.5.2.3 Composite Deck
6.5.2.4 Concrete Strength and Allowable Stresses
6.5.2.5 Strands and Spacing
6.5.2.6 Design Limits
6.5.3 High Strength Concrete
6.5.3.1 Attainable Strengths
6.5.3.2 Limiting Stresses
6.6 DESCRIPTION OF DESIGN CHARTS
6.6.1 Product Groups
6.6.2 Maximum Spans Versus Spacings
6.6.3 Number of Strands
6.6.4 Controls
6.7 PRELIMINARY DESIGN EXAMPLES
6.7.1 Preliminary Design Example No. 1
6.7.2 Preliminary Design Example No. 2
6.8 REFERENCES
6.9 PRELIMINARY DESIGN CHARTS
6.10 PRELIMINARY DESIGN DATA
Chapter 7 – Loads & Load Distribution
NOTATION
7.1 SCOPE
7.2 LOAD TYPES
7.2.1 Permanent Loads
7.2.1.1 Dead Loads
7.2.1.2 Superimposed Dead Loads
7.2.1.3 Earth Pressures
7.2.2 Live Loads
7.2.2.1 Gravity Vehicular Live Load
7.2.2.1.1 Number of Design Lanes
7.2.2.1.2 Multiple Presence of Live Load
7.2.2.1.3 Design Vehicular Live Load―LRFD Specifications
7.2.2.1.4 Dynamic Load Allowance
7.2.2.1.5 Fatigue Load
7.2.2.2 Other Vehicular Forces
7.2.2.2.1 Longitudinal (Braking) Forces
7.2.2.2.2 Centrifugal Forces
7.2.2.2.3 Vehicular Collision Forces
7.2.3 Water and Stream Loads
7.2.3.1 Stream Forces and Wave Loads
7.2.3.2 Ice Forces
7.2.4 Wind Loads
7.2.5 Earthquake Loads and Effects
7.2.5.1 Introduction
7.2.6 Forces Due to Imposed Deformations
7.3 LOAD COMBINATIONS AND DESIGN METHODS
7.4 SIMPLIFIED DISTRIBUTION METHODS
7.4.1 Background
7.4.1.1 Introduction
7.4.2 Approximate Distribution Formulas for Moments(Two Lanes Loaded)
7.4.2.1 I-Beam, Bulb-Tee, or Single or Double Tee Beams with Transverse Post-Tensioning
7.4.2.2 Open or Closed Precast Spread Box Beams with Cast-In-Place Deck
7.4.2.3 Adjacent Box Beams with Cast-In-Place Overlay or Transverse Post-Tensioning
7.4.2.4 Channel Sections, or Box or Tee Sections Connected by “Hinges” at Interface
7.4.3 Approximate Distribution Formulas for Shear (Two Lanes Loaded)
7.4.3.1 I-Beam, Bulb-Tee, or Single or Double Tee Beams with Transverse Post-Tensioning
7.4.3.2 Open or Closed Spread Box Beams with Cast-In-Place Deck
7.4.3.3 Adjacent Box Beams in Multi-Beam Decks
7.4.3.4 Channel Sections or Tee Sections Connected by “Hinges” at Interface
7.4.4 Correction Factors for Skews
7.4.4.1 Multipliers for Moments in Longitudinal Beams
7.4.4.2 Multipliers for Support Shear at Obtuse Corners of Exterior Beams
7.4.5 Lateral Bolting or Post-Tensioning Requirements
7.4.5.1 Monolithic Behavior
7.4.5.2 Minimum Post-Tensioning Requirement
7.4.5.3 Concrete Overlay Alternative
7.5 REFINED ANALYSIS METHODS
7.5.1 Introduction and Background
7.5.2 The Economic Perspective
7.5.2.1 Moment Reductions
7.5.2.2 Increasing Span Capability
7.5.3 St. Venant Torsional Constant, J
7.5.4 Related Publications
7.5.5 Modeling Guidelines
7.5.6 Finite Element Study for Moment Distribution Factors
7.6 REFERENCES
Chapter 8 – Design Theory & Procedure
NOTATION
8.0 AASHTO SPECIFICATION REFERENCES
8.1 PRINCIPLES AND ADVANTAGES OF PRESTRESSING
8.1.1 History
8.1.2 Prestressing Steel
8.1.3 Prestressing Versus Conventional Reinforcing
8.1.4 Concrete to Steel Bond
8.2 FLEXURE
8.2.1 Service Limit States
8.2.1.1 Theory
8.2.1.1.1 Stage 1 Loading
8.2.1.1.2 Stage 2 Loading
8.2.1.1.3 Stage 3 Loading
8.2.1.1.4 Stage 4 Loading
8.2.1.1.5 Stage 5 Loading
8.2.1.1.5.1 Tensile Stresses - Normal Strength Concrete
8.2.1.1.5.2 Tensile Stresses-Service III Limit-State Load Combination
8.2.1.2 Concrete Stress Limits
8.2.1.3 Design Procedure
8.2.1.4 Composite Section Properties
8.2.1.4.1 Theory
8.2.1.4.2 Procedure
8.2.1.5 Harped Strand Considerations
8.2.1.6 Debonded Strand Considerations
8.2.1.7 Minimum Strand Cover and Spacing
8.2.1.8 Design Example
8.2.1.8.1 Design Requirement 1
8.2.1.8.2 Design Requirement 2
8.2.1.8.3 Design Requirement 3
8.2.1.8.3.1 Strand Debonding
8.2.1.8.3.2 Harped Strands
8.2.1.8.3.3 Other Methods to Control Stresses
8.2.1.8.4 Design Requirement 4
8.2.1.9 Fatigue
8.2.2 Strength Limit State
8.2.2.1 Theory
8.2.2.2 Nominal Flexural Resistance
8.2.2.2.1 Required Parameters
8.2.2.2.2 Rectangular Sections
8.2.2.2.3 Flanged Sections
8.2.2.3 Maximum Reinforcement Limit
8.2.2.4 Minimum Reinforcement Limit
8.2.2.5 Flexural Strength Design Example
8.2.2.5.1 Design Requirement 1
8.2.2.5.2 Design Requirement 2
8.2.2.6 Strain Compatibility Approach
8.2.2.7 Design Example – Strain Compatibility
8.2.2.7.1 Part 1 – Flexural Capacity
8.2.2.7.2 Part 2 – Comparative Results
8.3 STRAND TRANSFER AND DEVELOPMENT LENGTHS
8.3.1 Strand Transfer Length
8.3.1.1 Impact on Design
8.3.1.2 Specifications
8.3.1.3 Factors Affecting Transfer Length
8.3.1.4 Research Results
8.3.1.5 Recommendations
8.3.1.6 End Zone Reinforcement
8.3.2 Strand Development Length
8.3.2.1 Impact on Design
8.3.2.2 LRFD Specifications
8.3.2.3 Factors Affecting Development Length
8.3.2.4 Bond Studies
8.3.2.5 Recommendations
8.4 SHEAR
8.4.1 LRFD Specifications
8.4.1.1 Shear Design Provisions
8.4.1.1.1 Nominal Shear Resistance
8.4.1.1.2 Concrete Contribution, Vc
8.4.1.1.3 Web Reinforcement Contribution, Vs
8.4.1.1.4 MCFT Model: Values of β and θ
8.4.1.1.5 Simplified Procedure: Values of Vci and Vcw
8.4.1.2 Design Procedure
8.4.1.3 Longitudinal Reinforcement Requirement
8.5 HORIZONTAL INTERFACE SHEAR
8.5.1 Theory
8.5.2 LRFD Specifications
8.6 LOSS OF PRESTRESS
8.6.1 Introduction
8.6.2 Definition
8.6.3 Significance of Losses on Design
8.6.4 Effects of Estimation of Losses
8.6.4.1 Effects at Transfer
8.6.4.2 Effect on Production Costs
8.6.4.3 Effect on Camber
8.6.4.4 Effect of Underestimating Losses
8.6.5 Methods for Estimating Losses
8.6.6 Elastic Shortening Loss at Transfer
8.6.6.1 Computation of Elastic Shortening Loss
8.6.6.2 Elastic Shortening Example
8.6.7 Time-Dependent Losses
8.6.7.1 Approximate Estimate
8.6.7.2 Refined Estimates
8.6.7.2.1 Time-Dependent Losses between Transfer and Deck Placement
8.6.7.2.1.1 Shrinkage of Concrete
8.6.7.2.1.2 Creep of Concrete
8.6.7.2.1.3 Relaxation of Prestressing Strands
8.6.7.2.2 Time-Dependent Losses between Deck Placement and Final Time
8.6.7.2.2.1 Shrinkage of Concrete
8.6.7.2.2.2 Creep of Concrete
8.6.7.2.2.3 Relaxation of Prestressing Strands
8.6.7.2.2.4 Shrinkage of Deck Concrete
8.6.7.3 Recommended Treatment of Deck Shrinkage
8.6.7.4 Prestress Loss Example
8.7 CAMBER AND DEFLECTION
8.7.1 Multiplier Method
8.7.2 Example
8.8 DECK SLAB DESIGN
8.8.1 Introduction
8.8.2 Design of Bridge Decks Using Precast Panels
8.8.2.1 Determining Prestress Force
8.8.2.2 Service Load Stresses and Flexural Strength
8.8.2.3 LRFD Specifications
8.8.2.3.1 LRFD Specifications Refined Analysis
8.8.2.3.2 LRFD Specifications Strip Method
8.8.2.3.2.1 Minimum Thickness
8.8.2.3.2.2 Minimum Concrete Cover
8.8.2.3.2.3 Live Load
8.8.2.3.2.4 Location of Critical Sections
8.8.2.3.2.5 Design Criteria
8.8.2.3.2.6 Reinforcement Requirements
8.8.2.3.2.7 Shear Design
8.8.2.3.2.8 Crack Control
8.8.3 Other Precast Bridge Deck Systems
8.8.3.1 Continuous Precast Concrete SIP Panel System, NUDECK
8.8.3.1.1 Description of NUDECK
8.8.3.2 Full-Depth Precast Concrete Panels
8.8.4 Empirical Design Method
8.9 TRANSVERSE DESIGN OF ADJACENT BOX BEAM BRIDGES
8.9.1 Background
8.9.1.1 Current Practice
8.9.1.2 Canadian Bridge Design Code Procedure
8.9.2 Empirical Design
8.9.2.1 Tie System
8.9.2.2 Production
8.9.2.3 Installation
8.9.3 Suggested Design and Construction Procedure
8.9.3.1 Transverse Diaphragms
8.9.3.2 Longitudinal Joints Between Beams
8.9.3.3 Tendons
8.9.3.4 Modeling and Loads for Analysis
8.9.3.5 Post-Tensioning Design Chart
8.9.4 Lateral Post-Tensioning Detailing for Skewed Bridges
8.10 LATERAL STABILITY OF SLENDER MEMBERS
8.10.1 Introduction
8.10.1.1 Hanging Beams
8.10.1.2 Beams Supported from Beneath
8.10.2 Suggested Factors of Safety
8.10.2.1 Conditions Affecting FSc
8.10.2.2 Effects of Creep and Impact
8.10.2.3 Effects of Overhangs
8.10.2.4 Increasing the Factor of Safety
8.10.3 Measuring Roll Stiffness of Vehicles
8.10.4 Bearing Pads
8.10.5 Wind Loads
8.10.6 Temporary King-Post Bracing
8.10.7 Lateral Stability Examples
8.10.7.1 Hanging Beam Example
8.10.7.2 Supported Beam Example
8.11 BENDING MOMENTS AND SHEAR FORCES DUE TO VEHICULAR LIVE LOADS
8.11.1 Design Truck Loading
8.11.2 Design Lane Loading, 0.640 kips/ft
8.11.3 Fatigue Truck Loading
8.12 STRUT-AND-TIE MODELING OF DISTURBED REGIONS
8.12.1 Introduction
8.12.2 Strut-and-Tie Models
8.12.2.1 Truss Geometry Layout
8.12.2.2 Nodal Zone and Member Dimensions
8.12.2.3 Strength of Members
8.12.3 LRFD Specifications Provisions for Strut-and-Tie Models
8.12.3.1 Compression Struts
8.12.3.1.1 Unreinforced Concrete Struts
8.12.3.1.2 Reinforced Concrete Struts
8.12.3.2 Tension Ties
8.12.3.2.1 Tie Anchorage
8.12.3.3 Proportioning Node Regions
8.12.3.4 Crack Control Reinforcement
8.12.4 Steps for Developing Strut-and-Tie Models
8.12.4.1 Design Criteria
8.12.4.2 Summary of Steps
8.12.5 Pier Cap Example
8.12.5.1 Flow of Forces and Truss Geometry
8.12.5.2 Forces in Assumed Truss
8.12.5.3 Bearing Stresses
8.12.5.4 Reinforcement for Tension Tie DE
8.12.5.5 Strut Capacities
8.12.5.6 Nodal Zone at Pier
8.12.5.7 Minimum Reinforcement for Crack Control
8.13 DETAILED METHODS OF TIME-DEPENDENT ANALYSIS
8.13.1 Introduction
8.13.1.1 Properties of Concrete
8.13.1.1.1 Stress-Strain-Time Relationship
8.13.1.2 Effective Modulus
8.13.1.3 Age-Adjusted Effective Modulus
8.13.1.4 Properties of Prestressing Steel
8.13.1.5 Reduced Relaxation under Variable Strain
8.13.2 Analysis of Composite Cross Sections
8.13.2.1 Initial Strains
8.13.2.2 Method for Time-Dependent Cross-Section Analysis
8.13.2.2.1 Steps for Analysis
8.13.2.2.2 Example Calculations
8.13.3 Analysis of Composite Simple-Span Members
8.13.3.1 Relaxation of Strands Prior to Transfer
8.13.3.2 Transfer of Prestress Force
8.13.3.2.1 Example Calculation (at Transfer)
8.13.3.3 Creep, Shrinkage and Relaxation after Transfer
8.13.3.3.1 Example Calculation (after Transfer)
8.13.3.4 Placement of Cast-in-Place Deck
8.13.3.5 Creep, Shrinkage and Relaxation
8.13.3.6 Application of Superimposed Dead Load
8.13.3.7 Long-Term Behavior
8.13.4 Continuous Bridges
8.13.4.1 Effectiveness of Continuity
8.13.4.2 Applying Time-Dependent Effects
8.13.4.3 Methods of Analysis
8.13.4.3.1 General Method
8.13.4.3.2 Approximate Method
8.13.4.3.2.1 Restraint Moment Due to Creep
8.13.4.3.2.2 Restraint Moment Due to Differential Shrinkage
8.14 REFERENCES
Chapter 9 - Design Examples
NOTATION
9.0 INTRODUCTION
9.0.1 Service Life
9.0.2 Sign Convention
9.0.3 Level of Precision
9.1a - Bulb-Tee (BT-72), Single Span with Composite Deck. Designed using Transformed Section Properties, General Shear Procedure, and Refined Estimates of Prestress Losses
9.1a Transformed Sections, Shear General Procedure, Refined Losses
9.1a.1 INTRODUCTION
9.1a.1.1 Terminology
9.1a.2 MATERIALS
9.1a.3 CROSS-SECTION PROPERTIES FOR A TYPICAL INTERIOR BEAM
9.1a.3.1 Noncomposite Nontransformed Beam Section
9.1a.3.2 Composite Section
9.1a.3.2.1 Effective Flange Width
9.1a.3.2.2 Modular Ratio between Slab and Beam Concrete
9.1a.3.2.3 Section Properties
9.1a.4 SHEAR FORCES AND BENDING MOMENTS
9.1a.4.1 Shear Forces and Bending Moments Due to Dead Loads
9.1a.4.1.1 Dead Loads
9.1a.4.1.2 Unfactored Shear Forces and Bending Moments
9.1a.4.2 Shear Forces and Bending Moments Due to Live Loads
9.1a.4.2.1 Live Loads
9.1a.4.2.2 Live Load Distribution Factors for a Typical Interior Beam
9.1a.4.2.2.1 Distribution Factor for Bending Moment
9.1a.4.2.2.2 Distribution Factor for Shear Force
9.1a.4.2.3 Dynamic Allowance
9.1a.4.2.4 Unfactored Shear Forces and Bending Moments
9.1a.4.2.4.1 Due To Truck Load; VLT and MLT
9.1a.4.2.4.2 Due To Design Lane Load; VLL and MLL
9.1a.5 ESTIMATE REQUIRED PRESTRESS
9.1a.5.1 Service Load Stresses at Midspan
9.1a.5.2 Stress Limits for Concrete
9.1a.5.3 Required Number of Strands
9.1a.5.4 Strand Pattern
9.1a.5.5 Steel Transformed Section Properties
9.1a.6 PRESTRESS LOSSES
9.1a.6.1 Elastic Shortening
9.1a.6.2 Time-Dependent Losses between Transfer and Deck Placement
9.1a.6.2.1 Shrinkage of Concrete
9.1a.6.2.2 Creep of Concrete
9.1a.6.2.3 Relaxation of Prestressing Strands
9.1a.6.3 Time-Dependent Losses between Deck Placement and Final Time
9.1a.6.3.1 Shrinkage of Concrete
9.1a.6.3.2 Creep of Concrete
9.1a.6.3.3 Relaxation of Prestressing Strands
9.1a.6.3.4 Shrinkage of Deck Concrete
9.1a.6.4 Total Time-Dependent Loss
9. 1a.6.5 Total Losses at Transfer
9.1a.6.6 Total Losses at Service Loads
9.1a.7 CONCRETE STRESSES AT TRANSFER
9.1a.7.2 Stresses at Transfer Length Section
9.1a.7.3 Stresses at Harp Points
9.1a.7.4 Stresses at Midspan
9.1a.7.5 Hold-Down Forces
9.1a.7.6 Summary

People also search for (Ebook) PCI Bridge Design Manual 3rd Edition:

    
bridge design guidelines
    
pci bridge design manual 4th edition pdf
    
pci bridge design manual pdf
    
pci bridge manual
    
bridge crane design standards

Tags: Precast Prestressed Concrete Institute, Bridge Design Manual