PCI Bridge Design Manual

Cover
Foreword
	BACKGROUND AND REVISIONS
	OBJECTIVES
	CONTENTS
	THE REVIEW PROCESS
User Instructions
	UI 1.0 USING THIS MANUAL
	UI 1.1 LOCATION IN THE MANUAL
		UI 1.1.1 Paragraph Numbers
		UI 1.1.2 Page Header
		UI 1.1.3 Page Footer
		UI 1.1.4 Figures and Tables
		UI 1.1.5 Equations
		UI 1.1.6 Electronic Document Navigation Help
	UI 1.2 REVISIONS
		UI 1.2.1 Errors and Omissions
			UI 1.2.1.1 Your Help Needed
			UI 1.2.1.2 Dissemination of Corrections
		UI 1.2.2 Revisions Due to Specifications Changes
		UI 1.2.3 Additions
	UI 1.3 SUGGESTIONS
		UI 1.3.1 Your Suggestion
		UI 1.3.2 Our Suggestion
Table of Contents
Introduction
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 of Stresses at Transfer
			9.1a.8 CONCRETE STRESSES AT SERVICE LOADS
				9.1a.8.2 Stresses at Midspan
				9.1a.8.5 Effect of Deck Shrinkage
					9.1a.8.5.1 Total Time-Dependent Loss
					9.1a.8.5.2 Effective Prestressing Force
					9.1a.8.5.3 Concrete Stress in Bottom of Beam, Load Combination Service III:
					9.1a.8.5.4 Stresses from Deck Shrinkage
			9.1a.9 STRENGTH LIMIT STATE
			9.1a.10 LIMITS OF REINFORCEMENT
				9.1a.10.1 Maximum Reinforcement
			9.1a.11 SHEAR DESIGN
				9.1a.11.2 Contribution of Concrete to Nominal Shear Resistance
					9.1a.11.2.1 Strain in Flexural Tension Reinforcement
					9.1a.11.2.2 Values of β and θ
					9.1a.11.2.3 Compute Concrete Contribution
				9.1a.11.3 Contribution of Reinforcement to Nominal Shear Resistance
					9.1a.11.3.1 Requirement for Reinforcement
					9.1a.11.3.2 Required Area of Reinforcement
					9.1a.11.3.3 Determine Spacing of Reinforcement
					9.1a.11.3.4 Minimum Reinforcement Requirement
				9.1a.11.4 Maximum Nominal Shear Resistance
			9.1a.12 INTERFACE SHEAR TRANSFER
				9.1a.12.2 Required Nominal Resistance
				9.1a.12.3 Required Interface Shear Reinforcement
					9.1a.12.3.1 Minimum Interface Shear Reinforcement
				9.1a.12.4 Maximum Nominal Shear Resistance
				9.1a.15.1 Deflection Due to Prestressing Force at Transfer
				9.1a.15.2 Deflection Due to Beam Self Weight
				9.1a.15.3 Deflection Due to Slab and Haunch Weights
				9.1a.15.4 Deflection Due to Barrier and Future Wearing Surface Weights
				9.1a.15.5 Deflection and Camber Summary
				9.1a.15.6 Deflection Due to Live Load and Impact
	9.1b - Bulb-Tee (BT-72), Single Span with Composite Deck. Designed using Gross Section Properties, Appendix B5 Shear Procedure, and Refined Estimates of Prestress Losses
		9.1b Gross Sections, Shear Appendix B5, Refined Losses
			9.1b.1 INTRODUCTION
			9.1b.2 MATERIALS
			9.1b.3 CROSS-SECTION PROPERTIES FOR A TYPICAL INTERIOR BEAM
			9.1b.4 SHEAR FORCES AND BENDING MOMENTS
			9.1b.5 ESTIMATE REQUIRED PRESTRESS
			9.1b.6 PRESTRESS LOSSES
				9.1b.6.1 Elastic Shortening
				9.1b.6.2 Time-Dependent Losses between Transfer and Deck Placement
					9.1b.6.2.1 Shrinkage of Concrete
					9.1b.6.2.2 Creep of Concrete
					9.1b.6.2.3 Relaxation of Prestressing Strands
				9.1b.6.3 Time-Dependent Losses between Deck Placement and Final Time
					9.1b.6.3.1 Shrinkage of Concrete
					9.1b.6.3.2 Creep of Concrete
					9.1b.6.3.3 Relaxation of Prestressing Strands
					9.1b.6.3.4 Shrinkage of Deck Concrete
				9.1b.6.4 Total Time-Dependent Loss
				9.1b.6.5 Total Losses at Transfer
				9.1b.6.6 Total Losses at Service Loads
			9.1b.7 CONCRETE STRESSES AT TRANSFER
				9.1b.7.2 Stresses at Transfer Length Section
				9.1b.7.3 Stresses at Harp Points
				9.1b.7.4 Stresses at Midspan
				9.1b.7.5 Hold-Down Forces
				9.1b.7.6 Summary of Stresses at Transfer
			9.1b.8 CONCRETE STRESSES AT SERVICE LOADS
				9.1b.8.2 Stresses at Midspan
					9.1b.8.2.1Concrete Stress at Top Fiber of the Beam
					9.1b.8.2.2 Concrete Stress at the Top Fiber of the Deck
					9.1b.8.2.3 Concrete Stress in Bottom of Beam, Load Combination Service III
				9.1b.8.3 Fatigue Stress Limit
				9.1b.8.4 Summary of Stresses at Midspan at Service Loads
				9.1b.8.5 Effect of Deck Shrinkage
			9.1b.9 STRENGTH LIMIT STATE
				9.1b.10.1 Maximum Reinforcement
			9.1b.10 LIMITS OF REINFORCEMENT
			9.1b.11 SHEAR DESIGN
				9.1b.11.2 Contribution of Concrete to Nominal Shear Resistance
					9.1b.11.2.1 Strain in Flexural Tension Reinforcement
						9.1b.11.2.1.1 Calculation for Negative Strain
						9.1b.11.2.1.2 Compute Shear Stress
					9.1b.11.2.2 Values of β and θ
					9.1b.11.2.3 Compute Concrete Contribution
				9.1b.11.3 Contribution of Reinforcement to Nominal Shear Resistance
					9.1b.11.3.1 Requirement for Reinforcement
					9.1b.11.3.2 Required Area of Reinforcement
					9.1b.11.3.3 Determine Spacing of Reinforcement
					9.1b.11.3.4 Minimum Reinforcement Requirement
				9.1b.11.4 Maximum Nominal Shear Resistance
			9.1b.12 INTERFACE SHEAR TRANSFER
			9.1b.13 MINIMUM LONGITUDINAL REINFORCEMENT REQUIREMENT
			9.1b.14 PRETENSIONED ANCHORAGE ZONE
			9.1b.15 DEFLECTION AND CAMBER
	9.1c - Bulb-Tee (BT-72), Single Span with Composite Deck. Designed using Transformed Section Properties, Simplified Shear, and Approximate Prestress Losses
		9.1c Transformed Sections, Simplified Shear, Approximate Losses
			9.1c.1 INTRODUCTION
			9.1c.2 MATERIALS
			9.1c.3 CROSS-SECTION PROPERTIES FOR A TYPICAL INTERIOR BEAM
			9.1c.4 SHEAR FORCES AND BENDING MOMENTS
			9.1c.5 ESTIMATE REQUIRED PRESTRESS
			9.1c.6 PRESTRESS LOSSES
				9.1c.6.1 Elastic Shortening
				9.1c.6.2 Time-Dependent Losses between Transfer and Deck Placement
				9.1c.6.3 Time-Dependent Losses between Deck Placement and Final Time
				9.1c.6.4 Approximate Estimate of Time-Dependent Losses
				9.1c.6.5 Total Losses at Transfer
				9.1c.6.6 Total Losses at Service Loads
			9.1c.7 CONCRETE STRESSES AT TRANSFER
			9.1c.8 CONCRETE STRESSES AT SERVICE LOADS
				9.1c.8.1 Stress Limits for Concrete
				9.1c.8.2 Stresses at Midspan
				9.1c.8.3 Fatigue Stress Limit
				9.1c.8.4 Summary of Stresses at Midspan at Service Loads
				9.1c.8.5 Effect of Deck Shrinkage
			9.1c.9 STRENGTH LIMIT STATE
				9.1c.10.1 Maximum Reinforcement
				9.1c.10.2 Minimum Reinforcement
			9.1c.10 LIMITS OF REINFORCEMENT
				9.1c.10.2 Minimum Reinforcement
				9.1c.11.1 Critical Section
				9.1c.12.1 Factored Horizontal Shear
			9.1c.11 SHEAR DESIGN
				9.1c.11.1 Critical Section
				9.1c.11.2 Contribution of Concrete to Nominal Shear Resistance
					9.1c.11.2.1 Calculate Vci
					9.1c.11.2.2 Calculate Vcw
					9.1c.11.2.3 Calculate Vc
				9.1c.11.3 Contribution of Reinforcement to Nominal Shear Resistance
					9.1c.11.3.1 Requirement for Reinforcement
					9.1c.11.3.2 Required Area of Reinforcement
					9.1c.11.3.3 Determine Spacing of Reinforcement
					9.1c.11.3.4 Minimum Reinforcement Requirement
				9.1c.11.4 Maximum Nominal Shear Resistance
			9.1c.12 INTERFACE SHEAR TRANSFER
				9.1c.12.2 Required Nominal Resistance
				9.1c.12.1 Factored Horizontal Shear
				9.1c.12.3 Required Interface Shear Reinforcement
					9.1c.12.3.1 Minimum Interface Shear Reinforcement
				9.1c12.2 Required Nominal Resistance
				9.1c.12.4 Maximum Nominal Shear Resistance
			9.1c.14 PRETENSIONED ANCHORAGE ZONE
			9.1c.15 DEFLECTION AND CAMBER
	9.2 - Bulb-Tee (BT-72), Three Spans with Composite Deck. Designed using Transformed Section Properties, General Shear Procedure, and Refined Estimates of Prestress Losses
		9.2 Transformed Sections, Shear General Procedure, Refined Losses
			9.2.1 INTRODUCTION
				9.2.1.1 Terminology
			9.2.2 MATERIALS
			9.2.3 CROSS-SECTION PROPERTIES FOR A TYPICAL INTERIOR BEAM
				9.2.3.1 Noncomposite Nontransformed Beam Section
				9.2.3.2 Composite Section
					9.2.3.2.2 Modular Ratio between Slab and Beam Concrete
					9.2.3.2.3 Transformed Section Properties
			9.2.4 SHEAR FORCES AND BENDING MOMENTS
				9.2.4.1 Shear Forces and Bending Moments Due to Dead Loads
					9.2.4.1.1 Dead Loads
					9.2.4.1.2 Unfactored Shear Forces and Bending Moments
				9.2.4.2 Shear Forces and Bending Moments Due to Live Loads
					9.2.4.2.1 Live Loads
					9.2.4.2.2 Distribution Factor for a Typical Interior Beam
						9.2.4.2.2.1 Distribution Factor for Bending Moment
						9.2.4.2.2.2 Distribution Factor for Shear Force
					9.2.4.2.3 Dynamic Allowance
					9.2.4.2.4 Unfactored Shear Forces and Bending Moments
						9.2.4.2.4.2 Due To Design Lane Load; VLL and MLL
			9.2.5 ESTIMATE REQUIRED PRESTRESS
				9.2.5.1 Service Load Stresses at Midspan
				9.2.5.2 Stress Limits for Concrete
				9.2.5.3 Required Number of Strands
				9.2.5.4 Strand Pattern
			9.2.6 PRESTRESS LOSSES
				9.2.6.1 Elastic Shortening
				9.2.6.2 Time-Dependent Losses between Transfer and Deck Placement
					9.2.6.2.1 Shrinkage of Concrete
					9.2.6.2.2 Creep of Concrete
					9.2.6.2.3 Relaxation of Prestressing Strands
				9.2.6.3 Time-Dependent Losses between Deck Placement and Final Time
					9.2.6.3.1 Shrinkage of Concrete
					9.2.6.3.2 Creep of Concrete
					9.2.6.3.3 Relaxation of Prestressing Strands
					9.2.6.3.4 Shrinkage of Deck Concrete
				9.2.6.4 Total Time-Dependent Loss
				9.2.6.5 Total Losses at Transfer
				9.2.6.6 Total Losses at Service Loads
			9.2.7 CONCRETE STRESSES AT TRANSFER
				9.2.7.1 Stress Limits for Concrete
				9.2.7.2 Stresses at Transfer Length Section
				9.2.7.3 Stresses at the Harp Points
				9.2.7.4 Stresses at Midspan
				9.2.7.5 Hold-Down Forces
				9.2.7.6 Summary of Stresses at Transfer
			9.2.8 CONCRETE STRESSES AT SERVICE LOADS
				9.2.8.1 Stress Limits for Concrete
				9.2.8.2 Stresses at Midspan
				9.2.8.3 Fatigue Stress Limit
					9.2.8.3.1 Positive Moment Section
					9.2.8.3.2 Negative Moment Section
				9.2.8.4 Summary of Stresses at Service Loads
				9.2.8.5 Effect of Deck Shrinkage
			9.2.9 STRENGTH LIMIT STATE
				9.2.9.1 Positive Moment Section
				9.2.9.2 Negative Moment Section
					9.2.9.2.1 Design of the Section
					9.2.9.2.2 Fatigue Stress Limit and Crack Control
			9.2.10 LIMITS OF REINFORCEMENT
				9.2.10.1 Positive Moment Section
					9.2.10.1.1 Maximum Reinforcement
					9.2.10.1.2 Minimum Reinforcement
				9.2.10.2 Negative Moment Section
					9.2.10.2.1 Maximum Reinforcement
					9.2.10.2.2 Minimum Reinforcement
			9.2.11 SHEAR DESIGN
				9.2.11.1 Critical Section
					9.2.11.1.1 Effective Shear Depth
					9.2.11.1.2 Calculation of Critical Section
					9.2.11.1.3 Forces at the Critical Section
				9.2.11.2 Contribution of Concrete to Nominal Shear Resistance
					9.2.11.2.1 Strain in Flexural Tension Reinforcement
					9.2.11.2.2 Values of β and θ
					9.2.11.2.3 Compute Concrete Contribution
				9.2.11.3 Contribution of Reinforcement to Nominal Shear Resistance
					9.2.11.3.1 Requirement for Reinforcement
					9.2.11.3.2 Required Area of Reinforcement
					9.2.11.3.3 Determine Spacing of Reinforcement
					9.2.11.3.4 Minimum Reinforcement Requirement
				9.2.11.4 Maximum Nominal Shear Resistance
			9.2.12 INTERFACE SHEAR TRANSFER
				9.2.12.1 Factored Horizontal Shear
				9.2.12.2 Required Nominal Resistance
				9.2.12.3 Required Interface Shear Reinforcement
					9.2.12.3.1 Minimum Interface Shear Reinforcement
				9.2.12.4 Maximum Nominal Shear Resistance
			9.2.13 MINIMUM LONGITUDINAL REINFORCEMENT REQUIREMENT
			9.2.14 PRETENSIONED ANCHORAGE ZONE
				9.2.14.1 Anchorage Zone Reinforcement
				9.2.14.2 Confinement Reinforcement
			9.2.15 DEFLECTION AND CAMBER
				9.2.15.1 Deflection Due to Prestressing Force at Transfer
				9.2.15.2 Deflection Due to Beam Self Weight
				9.2.15.3 Deflection Due to Slab and Haunch and Deck Weights
				9.2.15.4 Deflection Due to Barrier and Future Wearing Surface Weights
				9.2.15.5 Deflection and Camber Summary
				9.2.15.6 Deflection Due to Live Load and Impact
	9.3 - Deck Bulb-Tee (DBT-53), Single Span with Noncomposite Surface. Designed using Transformed Section Properties, General Shear Procedure, and Refined Estimates of Prestress Losses
		9.3 Transformed Sections, Shear General Procedure, Refined Losses
			9.3.1 INTRODUCTION
				9.3.1.1 Terminology
			9.3.2 MATERIALS
			9.3.3 CROSS-SECTION PROPERTIES FOR A TYPICAL INTERIOR BEAM
			9.3.4 SHEAR FORCES AND BENDING MOMENTS
				9.3.4.1 Shear Forces and Bending Moments Due to Dead Loads
					9.3.4.1.1 Dead Loads
					9.3.4.1.2 Unfactored Shear Forces and Bending Moments
				9.3.4.2 Shear Forces and Bending Moments due to Live Loads
					9.3.4.2.1 Live Loads
					9.3.4.2.2 Live Load Distribution Factors for a Typical Interior Beam
						9.3.4.2.2.1 Distribution Factor for Bending Moments
						9.3.4.2.2.2 Distribution Factor for Shear Force
					9.3.4.2.3 Dynamic Allowance
					9.3.4.2.4 Unfactored Shear Forces and Bending Moments
						9.3.4.2.4.1 Due to Truck Load; VLT and MLT
						9.3.4.2.4.2 Due To Design Lane Load; VLL and MLL
				9.3.4.3 Load Combinations
			9.3.5 ESTIMATE REQUIRED PRESTRESS
				9.3.5.1 Service Load Stresses at Midspan
				9.3.5.2 Stress Limits for Concrete
				9.3.5.3 Required Number of Strands
				9.3.5.4 Strand Pattern
				9.3.5.5 Steel Transformed Section Properties
			9.3.6 PRESTRESS LOSSES
				9.3.6.1 Elastic Shortening
				9.3.6.2 Time-Dependent Losses between Transfer and Deck Placement
					9.3.6.2.1 Shrinkage of Concrete
					9.3.6.2.2 Creep of Concrete
					9.3.6.2.3 Relaxation of Prestressing Strands
				9.3.6.3 Time-Dependent Losses between Deck Placement and Final Time
					9.3.6.3.1 Shrinkage of Concrete
					9.3.6.3.2 Creep of Concrete
					9.3.6.3.3 Relaxation of Prestressing Strands
					9.3.6.3.4 Shrinkage of Deck Concrete
				9.3.6.4 Total Time-Dependent Loss
				9.3.6.5 Total Losses at Transfer
				9.3.6.6 Total Losses at Service Loads
			9.3.7 CONCRETE STRESSES AT TRANSFER
				9.3.7.1 Stress Limits for Concrete
				9.3.7.2 Stresses at Transfer Length Section
				9.3.7.3 Stresses at Harp Points
				9.3.7.4 Stresses at Midspan
				9.3.7.5 Hold-Down Forces
				9.3.7.6 Summary of Stresses at Transfer
			9.3.8 CONCRETE STRESSES AT SERVICE LOADS
				9.3.8.1 Stress Limits for Concrete
				9.3.8.2 Stresses at Midspan
				9.3.8.3 Fatigue Stress Limit
				9.3.8.4 Summary of Stresses at Midspan at Service Loads
			9.3.9 STRENGTH LIMIT STATE
			9.3.10 LIMITS OF REINFORCEMENT
				9.3.10.1 Maximum Reinforcement
				9.3.10.2 Minimum Reinforcement
			9.3.11 SHEAR DESIGN
				9.3.11.1 Critical Section
				9.3.11.2 Contribution of Concrete to Nominal Shear Resistance
					9.3.11.2.1 Strain in Flexural Tension Reinforcement
					9.3.11.2.2 Values of β and θ
					9.3.11.2.3 Compute Concrete Contribution
				9.3.11.3 Contribution of Reinforcement to Nominal Shear Resistance
					9.3.11.3.1 Requirement for Reinforcement
					9.3.11.3.2 Required Area of Reinforcement
					9.3.11.3.3 Determine Spacing of Reinforcement
				9.3.11.4 Maximum Nominal Shear Resistance
			9.3.12 INTERFACE SHEAR TRANSFER
			9.3.13 MINIMUM LONGITUDINAL REINFORCEMENT REQUIREMENT
				9.3.15.1 Deflection Due to Prestressing Force at Transfer
				9.3.15.2 Deflection Due to Beam Self Weight
				9.3.15.3 Deflection Due to Barrier and Future Wearing Surface Weights
				9.3.15.4 Deflection and Camber Summary
				9.3.15.5 Deflection Due to Live Load and Impact
			9.3.14 PRETENSIONED ANCHORAGE ZONE
				9.3.14.1 Anchorage Zone Reinforcement
				9.3.14.2 Confinement Reinforcement
			9.3.15 DEFLECTION AND CAMBER
				9.3.15.1 Deflection Due to Prestressing Force at Transfer
				9.3.15.2 Deflection Due to Beam Self Weight
				9.3.16.3 Deflection Due to Barrier and Future Wearing Surface Weights
				9.3.15.4 Deflection and Camber Summary
				9.3.15.5 Deflection Due to Live Load and Impact
	9.4 - Box Beam (BIII-48), Single Span with Noncomposite Surface. Designed using Transformed Section Properties, General Shear Procedure, and Refined Estimates of Prestress Losses
		9.4 Transformed Sections, Shear General Procedure, Refined Losses
			9.4.1 INTRODUCTION
				9.4.1.1 Terminology
			9.4.2 MATERIALS
			9.4.3 CROSS-SECTION PROPERTIES FOR A TYPICAL INTERIOR BEAM
			9.4.4 SHEAR FORCES AND BENDING MOMENTS
				9.4.4.1. Shear Forces and Bending Moments Due to Dead Loads
					9.4.4.1.1 Dead Loads
					9.4.4.1.2 Unfactored Shear Forces and Bending Moments
				9.4.4.2 Shear Forces and Bending Moments Due to Live Loads
					9.4.4.2.1 Live Loads
					9.4.4.2.2 Live Load Distribution Factors for a Typical Interior Beam
						9.4.4.2.2.1 Distribution Factor for Bending Moments
						9.4.4.2.2.2 Distribution Factor for Shear Forces
					9.4.4.2.3 Dynamic Allowance
					9.4.4.2.4 Unfactored Shear Forces and Bending Moments
						9.4.4.2.4.1 Due to Design Truck Load; VLT  and MLT
						9.4.4.2.4.2 Due to Design Lane Load; VLL and MLL
				9.4.4.3 Load Combinations
			9.4.5 ESTIMATE REQUIRED PRESTRESS
				9.4.5.1 Service Load Stresses at Midspan
				9.4.5.2 Stress Limits for Concrete
				9.4.5.3 Required Number of Strands
				9.4.5.4 Strand Pattern
				9.4.5.5 Steel Transformed Section Properties
			9.4.6 STRENGTH LIMIT STATE
			9.4.7 PRESTRESS LOSSES
				9.4.7.1 Elastic Shortening
				9.4.7.2 Time-Dependent Losses between Transfer and Deck Placement
					9.4.7.2.1 Shrinkage of Concrete
					9.4.7.2.2 Creep of Concrete
					9.4.7.2.3 Relaxation of Prestressing Strands
				9.4.7.3 Time-Dependent Losses between Deck Placement and Final Time
					9.4.7.3.1 Shrinkage of Concrete
					9.4.7.3.2 Creep of Concrete
					9.4.7.3.3 Relaxation of Prestressing Strands
					9.4.7.3.4 Shrinkage of Deck Concrete
				9.4.7.4 Total Time-Dependent Loss
				9.4.7.5 Total Losses at Transfer
				9.4.7.6 Total Losses at Service Loads
			9.4.8 CONCRETE STRESSES AT TRANSFER
				9.8.4.1 Stress Limits for Concrete
				9.4.8.2 Stresses at Transfer Length Section of Bonded Strands
				9.4.8.3 Stresses at Transfer Length Section of Debonded Strands
				9.4.8.4 Stresses at Midspan
				9.4.8.5 Summary of Stresses at Transfer
			9.4.9 CONCRETE STRESSES AT SERVICE LOADS
				9.4.9.1 Stress Limits for Concrete
				9.4.9.2 Stresses at Midspan
				9.4.9.3 Fatigue Stress Limit
				9.4.9.4 Summary of Stresses at Midspan at Service Loads
			9.4.10 LIMITS OF REINFORCEMENT
				9.4.10.1 Maximum Reinforcement
				9.4.10.2 Minimum Reinforcement
			9.4.11 SHEAR DESIGN
				9.4.11.1 Critical Section
				9.4.11.2 Contribution of Concrete to Nominal Shear Resistance
					9.4.11.2.1 Strain in Flexural Tension Reinforcement
					9.4.11.2.2 Values of β and θ
					9.4.11.2.3 Compute Concrete Contribution
				9.4.11.3 Contribution of Reinforcement to Nominal Shear Resistance
					9.4.11.3.1 Requirement for Reinforcement
					9.4.11.3.2 Required Area of Reinforcement
					9.4.11.3.3 Determine Spacing of Reinforcement
				9.4.11.4 Maximum Nominal Shear Resistance
				9.4.15.1 Deflection Due to Prestressing Force at Transfer
				9.4.15.2 Deflection Due to Beam Self Weight
				9.4.15.3 Deflection Due to Diaphragm Weight
			9.4.12 INTERFACE SHEAR TRANSFER
			9.4.13 MINIMUM LONGITUDINAL REINFORCEMENT REQUIREMENT
				9.4.13.1 Required Reinforcement at Face of Bearing
			9.4.14 PRETENSIONED ANCHORAGE ZONE
				9.4.14.1 Anchorage Zone Reinforcement
				9.4.14.2 Confinement Reinforcement
			9.4.15 DEFLECTION AND CAMBER
				9.4.15.1 Deflection Due to Prestressing Force at Transfer
				9.4.15.2 Deflection Due to Beam Self Weight
				9.4.15.3 Deflection Due to Diaphragm Weight
				9.4.15.4 Deflection Due to Barrier and Wearing Surface Weights
				9.4.15.5 Deflection and Camber Summary
				9.4.15.6 Deflection Due to Live Load and Impact
			9.4.16 TRANSVERSE POST-TENSIONING
	9.5 - Box Beam (BIII-48), Single Span with Composite Deck. Designed using Transformed Section Properties, General Shear Procedure, and Refined Estimates of Prestress Losses
		9.5 Transformed Sections, Shear General Procedure, Refined Losses
			9.5.1 INTRODUCTION
				9.5.1.1 Terminology
			9.5.2 MATERIALS
			9.5.3 CROSS-SECTION PROPERTIES FOR A TYPICAL INTERIOR BEAM
				9.5.3.1 Noncomposite, Nontransformed Beam Section
				9.5.3.2 Composite Section
					9.5.3.2.1 Effective Flange Width
					9.5.3.2.2 Modular Ratio between Slab and Beam Concrete
					9.5.3.2.3 Transformed Section Properties
			9.5.4 SHEAR FORCES AND BENDING MOMENTS
				9.5.4.1 Shear Forces and Bending Moments Due to Dead Loads
					9.5.4.1.1 Dead Loads
					9.5.4.1.2 Unfactored Shear Forces and Bending Moments
				9.5.4.2 Shear Forces and Bending Moments Due to Live Loads
					9.5.4.2.1 Live Loads
					9.5.4.2.2 Live Load Distribution Factors for a Typical Interior Beam
						9.5.4.2.2.1 Distribution Factor for Bending Moments
						9.5.4.2.2.2 Distribution Factor for Shear Force
					9.5.4.2.3 Dynamic Allowance
					9.5.4.2.4 Unfactored Shear Forces and Bending Moments
						9.5.4.2.4.1 Due to Truck Load; VLT and MLT
						9.5.4.2.4.2 Due to Design Lane Load; VLL and MLL
			9.5.5 ESTIMATE REQUIRED PRESTRESS
				9.5.5.1 Service Load Stresses at Midspan
				9.5.5.2 Stress Limits for Concrete
				9.5.5.3 Required Number of Strands
				9.5.5.4 Strand Pattern
				9.5.5.5 Steel Transformed Section Properties
			9.5.6 STRENGTH LIMIT STATE
			9.5.7 PRESTRESS LOSSES
				9.5.7.1 Elastic Shortening
				9.5.7.2 Time-Dependent Losses between Transfer and Deck Placement
					9.5.7.2.1 Shrinkage of Concrete
					9.5.7.2.2 Creep of Concrete
					9.5.7.2.3 Relaxation of Prestressing strands
				9.5.7.3 Time-Dependent Losses between Deck Placement and Final Time
					9.5.7.3.1 Shrinkage of Concrete
					9.5.7.3.2 Creep of Concrete
					9.5.7.3.3 Relaxation of Prestressing Strands
					9.5.7.3.4 Shrinkage of Deck Concrete
					9.5.7.3.5 Total Time-Dependent Loss
					9.5.7.3.6 Total Losses at Transfer
					9.5.7.3.7 Total Losses at Service Loads
			9.5.8 CONCRETE STRESSES AT TRANSFER
				9.5.8.1 Stress Limits for Concrete
				9.5.8.2 Stresses at Transfer Length Section
				9.5.8.3 Stresses at Transfer Length Section of Debonded Strands
				9.5.8.4 Stresses at Midspan
				9.5.8.5 Summary of Stresses at Transfer
			9.5.9 CONCRETE STRESSES AT SERVICE LOADS
				9.5.9.1 Stress Limits for Concrete
				9.5.9.2 Stresses at Midspan
				9.5.9.3 Fatigue Stress Limit
				9.5.9.4 Summary of Stresses at Service Loads
				9.5.9.5 Effect of Deck Shrinkage
			9.5.10 LIMITS OF REINFORCEMENT
				9.5.10.1 Maximum Reinforcement
				9.5.10.2 Minimum Reinforcement
			9.5.11 SHEAR DESIGN
				9.5.11.1 Critical Section
				9.5.11.2 Contribution of Concrete to Nominal Shear Resistance
					9.5.11.2.1 Strain in Flexural Tension Reinforcement
					9.5.11.2.2 Values of β and θ
					9.5.11.2.3 Compute Concrete Contribution
				9.5.11.3 Contribution of Reinforcement to Nominal Shear Resistance
					9.5.11.3.1 Requirement for Reinforcement
					9.5.11.3.2 Required Area of Reinforcement
					9.5.11.3.3 Determine Spacing of Reinforcement
				9.5.11.4 Maximum Nominal Shear Resistance
			9.5.12 INTERFACE SHEAR TRANSFER
				9.5.12.1 Factored Horizontal Shear
				9.5.12.2 Required Nominal Resistance
				9.5.12.3 Required Interface Shear Reinforcement
					9.5.12.3.1 Minimum Interface Shear Reinforcement
				9.5.12.4 Maximum Nominal Shear Resistance
			9.5.13 MINIMUM LONGITUDINAL REINFORCEMENT REQUIREMENT
				9.5.13.1 Required Reinforcement at Face of Bearing
			9.5.14 PRETENSIONED ANCHORAGE ZONE
				9.5.14.1 Anchorage Zone Reinforcement
				9.5.14.2 Confinement Reinforcement
			9.5.15 DEFLECTION AND CAMBER
				9.5.15.1 Deflection Due to Prestressing Force at Transfer
				9.5.15.2 Deflection Due to Beam Self Weight
				9.5.15.3 Deflection Due to Slab and Haunch Weights
				9.5.15.4 Deflection Due to Diaphragm Weight
				9.5.15.5 Deflection Due to Barrier and Wearing Surface Weights
				9.5.15.6 Deflection and Camber Summary
				9.5.15.7 Deflection Due to Live Load and Impact
	9.6 - U-Beam (TX-U54), Single Span with Precast Panels and Composite Deck. Designed using Transformed Section Properties, General Shear Procedure, and Refined Estimates of Prestress Losses
		9.6.1 INTRODUCTION
			9.6.1.1 Terminology
		9.6.2 MATERIALS
		9.6.3 CROSS-SECTION PROPERTIES FOR A TYPICAL INTERIOR BEAM
			9.6.3.1 Noncomposite, Nontransformed Beam Section
			9.6.3.2 Composite Section
				9.6.3.2.1 Effective Flange Width
				9.6.3.2.2 Modular Ratio between Slab and Beam Concrete
				9.6.3.2.3 Transformed Section Properties
		9.6.4 SHEAR FORCES AND BENDING MOMENTS
			9.6.4.1 Shear Forces and Bending Moments Due to Dead Loads
				9.6.4.1.1 Dead Loads
				9.6.4.1.2 Unfactored Shear Forces and Bending Moments
			9.6.4.2 Shear Forces and Bending Moments Due to Live Loads
				9.6.4.2.1 Live Loads
				9.6.4.2.2 Live Load Distribution Factors for a Typical Interior Beam
					9.6.4.2.2.1 Distribution Factor for Bending Moment
					9.6.4.2.2.2 Distribution Factor for Shear Force
				9.6.4.2.3 Dynamic Allowance
				9.6.4.2.4 Unfactored Shear Forces and Bending Moments
					9.6.4.2.4.1 Due to Truck Load; VLT and MLT
					9.6.4.2.4.2 Due to Design Lane Load; VLL and MLL
		9.6.5 ESTIMATE REQUIRED PRESTRESS
			9.6.5.1 Service Load Stresses at Midspan
			9.6.5.2 Stress Limits for Concrete
			9.6.5.3 Required Number of Strands
			9.6.5.4 Strand Pattern
			9.6.5.5 Steel Transformed Section Properties
		9.6.6 PRESTRESS LOSSES
			9.6.6.1 Elastic Shortening
			9.6.6.2 Time-Dependent Losses between Transfer and Deck Placement
				9.6.6.2.1 Shrinkage of Concrete
				9.6.6.2.2 Creep of Concrete
				9.6.6.2.3 Relaxation of Prestressing Strands
			9.6.6.3 Time-Dependent Losses between Deck Placement and Final Time
				9.6.6.3.1 Shrinkage of Concrete
				9.6.6.3.2 Creep of Concrete
				9.6.6.3.3 Relaxation of Prestressing Strands
				9.6.6.3.4 Shrinkage of Deck Concrete
			9.6.6.4 Total Time-Dependent Loss
			9.6.6.5 Total Losses at Transfer
			9.6.6.6 Total Losses at Service Loads
		9.6.7 CONCRETE STRESSES AT TRANSFER
			9.6.7.1 Stress Limits for Concrete
			9.6.7.2 Stresses at Transfer Length Section
			9.6.7.3 Stresses at Transfer Length Section of Debonded Strands
			9.6.7.4 Stresses at Midspan
			9.6.7.5 Summary of Stresses at Transfer
		9.6.8 CONCRETE STRESSES AT SERVICE LOADS
			9.6.8.1 Stress Limits for Concrete
			9.6.8.2 Stresses at Midspan
				9.6.8.2.1 Concrete Stress at Top Fiber of the Beam
				9.6.8.2.2 Concrete Stress at the Top Fiber of the Deck
				9.6.8.2.3 Concrete Stress in Bottom of Beam, Load Combination Service III
			9.6.8.3 Fatigue Stress Limit
			9.6.8.4 Summary of Stresses at Midspan at Service Loads
			9.6.8.5 Effect of Deck Shrinkage
		9.6.9 STRENGTH LIMIT STATE
		9.6.10 LIMITS OF REINFORCEMENT
			9.6.10.1 Maximum Reinforcement
			9.6.10.2 Minimum Reinforcement
		9.6.11 SHEAR DESIGN
			9.6.11.1 Critical Section
			9.6.11.2 Contribution of Concrete to Nominal Shear Resistance
				9.6.11.2.1 Strain in Flexural Tension Reinforcement
				9.6.11.2.2 Values of β and θ
				9.6.11.2.3 Compute Concrete Contribution
			9.6.11.3 Contribution of Reinforcement to Nominal Shear Resistance
				9.6.11.3.1 Requirement for Reinforcement
				9.6.11.3.2 Required Area of Reinforcement
				9.6.11.3.3 Determine Spacing of Reinforcement
				9.6.11.3.4 Minimum Reinforcement Requirement
			9.6.11.4 Maximum Nominal Shear Resistance
		9.6.12 INTERFACE SHEAR TRANSFER
			9.6.12.1 Factored Horizontal Shear
			9.6.12.2 Required Nominal Resistance
			9.6.12.3 Required Interface Shear Reinforcement
				9.6.12.3.1 Minimum Interface Shear Reinforcement
			9.6.12.4 Maximum Nominal Shear Reinforcement
		9.6.13 MINIMUM LONGITUDINAL REINFORCEMENT REQUIREMENT
			9.6.13.1 Required Reinforcement at Face of Bearing
		9.6.14 PRETENSIONED ANCHORAGE ZONE
			9.6.14.1 Anchorage Zone Reinforcement
			9.6.14.2 Confinement Reinforcement
		9.6.15 DEFLECTION AND CAMBER
			9.6.15.1 Deflection Due to Prestressing Force at Transfer
			9.6.15.2 Deflection Due to Beam Self Weight
			9.6.15.3 Deflection Due to Diaphragm Weight
			9.6.15.4 Deflection Due to Slab and Haunch Weights
			9.6.15.5 Deflection Due to Barrier and Future Wearing Surface Weights
			9.6.15.6 Deflection and Camber Summary
			9.6.15.7 Deflection Due to Live Load and Impact
	9.7 - Double-Tee Beam (NEXT 36 D), Single Span with Noncomposite Surface. Designed using Transformed Section Properties, General Shear Procedure, and Refined Estimates of Prestress Losses
		9.7.1 INTRODUCTION
			9.7.1.1 Terminology
		9.7.2 MATERIALS
		9.7.3 CROSS-SECTION PROPERTIES FOR A TYPICAL INTERIOR BEAM
		9.7.4 SHEAR FORCES AND BENDING MOMENTS
			9.7.4.1 Shear Forces and Bending Moments Due to Dead Loads
				9.7.4.1.1 Dead Loads
				9.7.4.1.2 Unfactored Shear Forces and Bending Moments
			9.7.4.2 Shear Forces and Bending Moments Due to Live Loads
				9.7.4.2.1 Live Loads
				9.7.4.2.2 Live Load Distribution Factors for a Typical Interior Beam
					9.7.4.2.2.1 Distribution Factor for Bending Moments
					9.7.4.2.2.2 Distribution Factor for Shear Force
				9.7.4.2.3 Dynamic Allowance
				9.7.4.2.4 Unfactored Shear Forces and Bending Moments
					9.7.4.2.4.1 Due to Truck Load; VLT and MLT
					9.7.4.2.4.2 Due To Design Lane Load; VLL and MLL
			9.7.4.3 Load Combinations
		9.7.5 ESTIMATE REQUIRED PRESTRESS
			9.7.5.1 Service Load Stresses at Midspan
			9.7.5.2 Stress Limits for Concrete
			9.7.5.3 Required Number of Strands
			9.7.5.4 Strand Pattern
			9.7.5.5 Steel Transformed Section Properties
		9.7.6 PRESTRESS LOSSES
			9.7.6.1 Elastic Shortening
			9.7.6.2 Time-Dependent Losses between Transfer and Deck Placement
				9.7.6.2.1 Shrinkage of Concrete
				9.7.6.2.2 Creep of Concrete
				9.7.6.2.3 Relaxation of Prestressing Strands
			9.7.6.3 Time-Dependent Losses between Deck Placement and Final Time
				9.7.6.3.1 Shrinkage of Concrete
				9.7.6.3.2 Creep of Concrete
				9.7.6.3.3 Relaxation of Prestressing Strands
				9.7.6.3.4 Shrinkage of Deck Concrete
			9.7.6.4 Total Time-Dependent Loss
			9.7.6.5 Total Losses at Transfer
			9.7.6.6 Total Losses at Service Loads
		9.7.7 CONCRETE STRESSES AT TRANSFER
			9.7.7.1 Stress Limits for Concrete
			9.7.7.2 Stresses at Transfer Length Section of Bonded Strands
			9.7.7.3 Stresses at Transfer Length Section of Debonded Strands
			9.7.7.4 Stresses at Midspan
			9.7.7.5 Summary of Stresses at Transfer
		9.7.8 CONCRETE STRESSES AT SERVICE LOADS
			9.7.8.1 Stress Limits for Concrete
			9.7.8.2 Stresses at Midspan
			9.7.8.3 Fatigue Stress Limit
			9.7.8.4 Summary of Stresses at Midspan at Service Loads
		9.7.9 STRENGTH LIMIT STATE
		9.7.10 LIMITS OF REINFORCEMENT
			9.7.10.1 Maximum Reinforcement
			9.7.10.2 Minimum Reinforcement
		9.7.11 SHEAR DESIGN
			9.7.11.1 Critical Section
			9.7.11.2 Contribution of Concrete to Nominal Shear Resistance
				9.7.11.2.1 Strain in Flexural Tension Reinforcement
				9.7.11.2.2 Values of β and θ
				9.7.11.2.3 Compute Concrete Contribution
			9.7.11.3 Contribution of Reinforcement to Nominal Shear Resistance
				9.7.11.3.1 Requirement for Reinforcement
				9.7.11.3.2 Required Area of Reinforcement
				9.7.11.3.3 Determine Spacing of Reinforcement
			9.7.11.4 Maximum Nominal Shear Resistance
		9.7.12 INTERFACE SHEAR TRANSFER
		9.7.13 MINIMUM LONGITUDINAL REINFORCEMENT REQUIREMENT
			9.7.15.1 Deflection Due to Prestressing Force at Transfer
			9.7.15.2 Deflection Due to Beam Self Weight
			9.7.15.3 Deflection Due to Joint Concrete, Barrier, and Wearing Surface Weights
			9.7.15.4 Deflection and Camber Summary
			9.7.15.5 Deflection Due to Live Load and Impact
		9.7.16 TRANSVERSE POST-TENSIONING
	9.8 - Double-Tee Beam (NEXT 36 F), Single Span with Composite Deck. Designed using Transformed Section Properties, General Shear Procedure, and Refined Estimates of Prestress Losses
		9.8.1 INTRODUCTION
			9.8.1.1 Terminology
		9.8.2 MATERIALS
		9.8.3 CROSS-SECTION PROPERTIES FOR A TYPICAL INTERIOR BEAM
			9.8.3.1 Noncomposite, Nontransformed, Beam Section
			9.8.3.2 Composite Section
				9.8.3.2.1 Effective Flange Width
				9.8.3.2.2 Modular Ratio between Slab and Beam Concrete
				9.8.3.2.3 Transformed Section Properties
		9.8.4 SHEAR FORCES AND BENDING MOMENTS
			9.8.4.1 Shear Forces and Bending Moments Due to Dead Loads
				9.8.4.1.2 Unfactored Shear Forces and Bending Moments
			9.8.4.2 Shear Forces and Bending Moments Due to Live Loads
				9.8.4.2.1 Live Loads
				9.8.4.2.2 Live Load Distribution Factors for a Typical Interior Beam
					9.8.4.2.2.1 Distribution Factor for Bending Moments
					9.8.4.2.2.2 Distribution Factor for Shear Force
				9.8.4.2.3 Dynamic Allowance
				9.8.4.2.4 Unfactored Shear Forces and Bending Moments
					9.8.4.2.4.1 Due to Truck Load; VLT and MLT
					9.8.4.2.4.2 Due To Design Lane Load; VLL and MLL
			9.8.4.3 Load Combinations
		9.8.5 ESTIMATE REQUIRED PRESTRESS
			9.8.5.1 Service Load Stresses at Midspan
			9.8.5.2 Stress Limits for Concrete
			9.8.5.3 Required Number of Strands
			9.8.5.4 Strand Pattern
			9.8.5.5 Steel Transformed Section Properties
		9.8.6 PRESTRESS LOSSES
			9.8.6.1 Elastic Shortening
			9.8.6.2 Time-Dependent Losses between Transfer and Deck Placement
				9.8.6.2.1 Shrinkage of Concrete
				9.8.6.2.2 Creep of Concrete
				9.8.6.2.3 Relaxation of Prestressing Strands
			9.8.6.3 Time-Dependent Losses between Deck Placement and Final Time
				9.8.6.3.1 Shrinkage of Concrete
				9.8.6.3.2 Creep of Concrete
				9.8.6.3.3 Relaxation of Prestressing Strands
				9.8.6.3.4 Shrinkage of Deck Concrete
			9.8.6.4 Total Time-Dependent Loss
			9.8.6.5 Total Losses at Transfer
			9.8.6.6 Total Losses at Service Loads
		9.8.7  CONCRETE STRESSES AT TRANSFER
			9.8.7.1 Stress Limits for Concrete [LRFD Art. 5.9.4]
			9.8.7.2 Stresses at Transfer Length Section
			9.8.7.3 Stresses at Transfer Length Section of Debonded Strands
			9.8.7.4 Stresses at Midspan
			9.8.7.5 Summary of Stresses at Transfer
		9.8.8 CONCRETE STRESSES AT SERVICE LOADS
			9.8.8.1 Stress Limits for Concrete
			9.8.8.2 Stresses at Midspan
			9.8.8.3 Fatigue Stress Limit
			9.8.8.4 Summary of Stresses at Midspan at Service Loads
			9.8.8.5 Effect of Deck Shrinkage
		9.8.9 STRENGTH LIMIT STATE
		9.8.10 LIMITS OF REINFORCEMENT
			9.8.10.1 Maximum Reinforcement
			9.8.10.2 Minimum Reinforcement
		9.8.11 SHEAR DESIGN
			9.8.11.1 Critical Section
			9.8.11.2 Contribution of Concrete to Nominal Shear Resistance
				9.8.11.2.1 Strain in Flexural Tension Reinforcement
				9.8.11.2.2 Values of β and θ
				9.8.11.2.3 Compute Concrete Contribution
			9.8.11.3 Contribution of Reinforcement to Nominal Shear Resistance
				9.8.11.3.1 Requirement for Reinforcement
				9.8.11.3.2 Required Area of Reinforcement
				9.8.11.3.3 Determine Spacing of Reinforcement
			9.8.11.4 Maximum Nominal Shear Resistance
		9.8.12 INTERFACE SHEAR TRANSFER
			9.8.12.1 Factored Horizontal Shear
			9.8.12.2 Required Nominal Resistance
			9.8.12.3 Required Interface Shear Reinforcement
				9.8.12.3.1 Required Interface Shear Reinforcement
			9.8.12.4 Maximum Nominal Shear Resistance
		9.8.13 MINIMUM LONGITUDINAL REINFORCEMENT REQUIREMENT
			9.8.15.1 Deflection Due to Prestressing Force at Transfer
			9.8.15.2 Deflection Due to Beam Self Weight
			9.8.15.3 Deflection Due to Slab and Haunch Weights
			9.8.15.4 Deflection Due to Barrier and Future Wearing Surface Weights
			9.8.15.5 Deflection and Camber Summary
			9.8.15.6 Deflection Due to Live Load and Impact
	9.9 - Precast Composite Slab System.
	9.10 - Precast Concrete Stay-in-Place Deck Panel System. Designed using Transformed Section Properties and Refined Estimates of Prestress Losses
		9.10 Transformed Sections, Refined Losses
			9.10.1 INTRODUCTION
				9.10.1.1 Terminology
			9.10.2 MATERIALS
			9.10.3 MINIMUM SLAB THICKNESS
			9.10.4 LOADS
				9.10.4.1 Dead Loads
				9.10.4.2 Wearing Surface and Construction Loads
				9.10.4.3 Live Loads
				9.10.4.4 Load Combination
			9.10.5 CROSS-SECTION PROPERTIES FOR A TYPICAL PANEL
				9.10.5.1 Noncomposite, Nontransformed Panel Section
				9.10.5.2 Composite Section
			9.10.6 ESTIMATE REQUIRED PRESTRESS
				9.10.6.1 Service Load Stresses at Midspan
				9.10.6.2 Stress Limits for Concrete
				9.10.6.3 Required Number of Strands
				9.10.6.4 Strand Pattern
				9.10.6.5 Steel Transformed Section Properties
			9.10.7 PRESTRESS LOSSES
				9.10.7.1 Elastic Shortening
				9.10.7.2 Time-Dependent Losses between Transfer and Deck Placement
					9.10.7.2.1 Shrinkage of Precast Concrete
					9.10.7.2.2 Creep of Precast Concrete
					9.10.7.2.3 Relaxation of Prestressing Strands
				9.10.7.3 Time-Dependent Losses between Deck Placement and Final Time
					9.10.7.3.1 Shrinkage of Precast Concrete
					9.10.7.3.2 Creep of Precast Concrete
					9.10.7.3.3 Relaxation of Prestressing Strands
					9.10.7.3.4 Shrinkage of CIP Concrete
					9.10.7.3.5 Total Time-Dependent Loss
					9.10.7.3.6 Total Losses at Transfer
					9.10.7.3.7 Total Losses at Service Loads
			9.10.8 CONCRETE STRESSES IN THE SIP PANEL AT TRANSFER
				9.10.8.1 Stress Limits for Concrete
				9.10.8.2 Stresses at Midspan
			9.10.9 CONCRETE STRESSES IN SIP PANEL AT TIME OF CASTING TOPPING SLAB
				9.10.9.1 Stress Limits for Concrete
				9.10.9.2 Stresses at Midspan after all Noncomposite Loads
			9.10.10 CONCRETE STRESSES IN SIP PANEL AT SERVICE LOADS
				9.10.10.1 Stress Limits for Concrete
				9.10.10.2 Service Load Stresses at Midspan
			9.10.11 FLEXURAL STRENGTH OF POSITIVE MOMENT SECTION
			9.10.12 LIMITS OF REINFORCEMENT FOR POSITIVE MOMENT SECTION
			9.10.13 NEGATIVE MOMENT SECTION OVER INTERIOR BEAMS
				9.10.13.1 Critical Section
				9.10.13.2 Bending Moment
				9.10.13.3 Design of Section
			9.10.14 NEGATIVE MOMENT SECTION OVER EXTERIOR BEAMS
				9.10.14.1 Critical Section
				9.10.14.2 Design of Section
			9.10.15 DISTRIBUTION REINFORCEMENT
Chapter 10 – Bearings
	NOTATION
	10.1 INTRODUCTION
	10.2 HISTORY OF ELASTOMERIC BEARINGS
	10.3 SPECIFICATIONS
	10.4 LOADS AND MOVEMENTS FOR DESIGN
		10.4.1 Rotational Movements
			10.4.1.1. Rotation Axes
			10.4.1.2 Sources of Rotation
			10.4.1.3 Accounting for Rotation in Bearing Design
		10.4.2 Translational Movements
		10.4.3 Vertical Loads
		10.4.4 Horizontal Loads
	10.5 PLANNING THE BEARING LAYOUT
		10.5.1 General
		10.5.2 Bearing Configurations
			10.5.2.1 Fixed Bearings
			10.5.2.2 Movable Bearings
				10.5.2.2.1 Flexible Bearings
				10.5.2.2.2 Sliding Bearings
			10.5.2.3 Guided bearings
			10.5.2.4 Force Control Bearings
			10.5.2.5 Special Considerations for Box Beams
			10.5.2.6 Special Considerations for Fixed and Guided Bearings.
	10.6 TYPES OF ELASTOMERIC BEARINGS
		10.6.1 Plain Elastomeric Pads
		10.6.2 Fiberglass-reinforced Pads
		10.6.3 Cotton Duck-reinforced Pads
		10.6.4 Steel-reinforced Elastomeric Bearings
	10.7 BEHAVIOR OF ELASTOMERIC BEARINGS
		10.7.1 Elastomeric Materials
			10.7.1.1 General
			10.7.1.2 Shear Modulus
			10.7.1.3 Low Temperature Grades
		10.7.2. Mechanics of Elastomeric Bearings
			10.7.2.1 Behavior of an Elastomeric Layer
			10.7.2.2 Elastic Stress-Strain Behavior in Compression
			10.7.2.3 Creep Strains
		10.7.3 Stability
		10.7.4 Tapered Bearings
	10.8 DESIGN OF ELASTOMERIC BEARINGS
		10.8.1 Applicable Specifications
		10.8.2 Testing Requirements
		10.8.3 Steel-Reinforced Elastomeric Bearings– Design using Method B
			10.8.3.1 Loads and Movements
			10.8.3.2 Design for Shear Displacements
			10.8.3.3 Design for Combined Loading
			10.8.3.4 Design for Hydrostatic Tension
			10.8.3.5 Stability
			10.8.3.6 Steel Reinforcement
			10.8.3.7 Anchorage
			10.8.3.8 Bearing Design Example–Method B
				10.8.3.8.1 Introduction
				10.8.3.8.2 Loads and Movements
				10.8.3.8.3 Elastomer Thickness for Shear Displacements
				10.8.3.8.4 Trial Bearing Size
				10.8.3.8.5 Design for Combined Loading
				10.8.3.8.6 Design for Hydrostatic Tension
				10.8.3.8.7 Stability
				10.8.3.8.8 Steel Reinforcement
				10.8.3.8.9 Anchorage
				10.8.3.8.10 Low Temperature Requirements
				10.8.3.8.11 Testing Requirements
				10.8.3.8.12 Summary
		10.8.4 Design using Method A
			10.8.4.1 General
			10.8.4.2 Material Properties.
			10.8.4.3 Testing requirements
			10.8.4.4 Loads and Movements
			10.8.4.5 Design of Plain Elastomeric Pads, Fiberglass-reinforced Pads, and Steel Reinforced Elastomeric Bearings
			10.8.4.6 Design of Cotton Duck Reinforced Pads
			10.8.4.7 Bearing Design Example―Method A
				10.8.4.7.1 Introduction
				10.8.4.7.2 Elastomer Thickness for Shear Displacements
				10.8.4.7.3 Design for Compressive Stress
				10.8.4.7.4 Steel Reinforcement
				10.8.4.7.5 Stability
				10.8.4.7.6 Low Temperature Requirements
				10.8.4.7.7 Design Shear Force and Anchorage
				10.8.4.7.8 Summary
		10.8.5 Tapered Bearings
	10.9 BEARING SELECTION GUIDE
	10.10 REFERENCES
Chapter 11 – Extending Spans
	NOTATION
	11.1 INTRODUCTION
	11.2 HIGH-PERFORMANCE CONCRETE
		11.2.1 High-Strength Concrete
			11.2.1.1 Benefits
			11.2.1.2 Costs
			11.2.1.3 Effects of Section Geometry and Strand Size
			11.2.1.4 Compressive Strength at Transfer
			11.2.1.5 Reduction of Pretensioning Force by Post-Tensioning
			11.2.1.6 Tensile Stress Limit at Service Limit State
			11.2.1.7 Prestress Losses
		11.2.2 Lightweight Aggregate Concrete
	11.3 CONTINUITY
		11.3.1 Introduction
		11.3.2 Method 1 – Conventional Deck Reinforcement
		11.3.3 Method 2 – Post-Tensioning
		11.3.4 Method 3 – Coupled High-Strength Rods
		11.3.5 Method 4 – Coupled Prestressing Strands
	11.4 SPLICED-BEAM STRUCTURAL SYSTEMS
		11.4.1 Introduction and Discussion
			11.4.1.1 Combined Pretensioning and Post-Tensioning
		11.4.2 Types of Beams
		11.4.3 Span Arrangements and Splice Location
		11.4.4 Details at Beam Splices
			11.4.4.1 Cast-In-Place Post-Tensioned Splice
				11.4.4.1.1 “Stitched” Splice
				11.4.4.1.2 Structural Steel Strong Back at Splice
				11.4.4.1.3 Structural Steel Hanger at Splice
			11.4.4.2 Match-Cast Splice
		11.4.5 System Optimization
			11.4.5.1 Minimum Web Width to Accommodate Post-Tensioning
			11.4.5.2 Pier Segments (Constant Depth and Haunched)
		11.4.6 Design and Fabrication Details
		11.4.7 Construction Methods and Techniques
			11.4.7.1 Splicing and Shoring Considerations
			11.4.7.2 Construction Sequencing and Impact on Design
				11.4.7.2.1 Single Spans
				11.4.7.2.2 Multiple Spans
		11.4.8 Grouting of Post-Tensioning Ducts
		11.4.9 Deck Removal Considerations
		11.4.10 Post-Tensioning Anchorages
	11.5 EXAMPLES OF SPLICED-BEAM BRIDGES
		11.5.1 Eddyville-Cline Hill Section, Little Elk Creek Bridges 1 through 10, Corvallis-Newport Highway (U.S. 20), Oregon. (2000)
		11.5.2 Rock Cut Bridge, Stevens and Ferry Counties, Washington (1997)
		11.5.3 US 27-Moore Haven Bridge, Florida (1999)
		11.5.4 Bow River Bridge, Calgary, Alberta (2002)
	11.6 POST-TENSIONING ANALYSIS
		11.6.1 Introduction
		11.6.2 Losses at Post-Tensioning
			11.6.2.1 Friction Loss
			11.6.2.2 Anchorage  Set Loss
			11.6.2.3 Design Example
				11.6.2.3.1 Friction Loss
				11.6.2.3.2 Anchor Set Loss
					11.6.2.3.2.1 Length Affected by Seating is within Lab
					11.6.2.3.2.2 Length Affected by Seating is Within Lac
			11.6.2.4 Elastic Shortening Loss
		11.6.3 Time-Dependent Analysis
		11.6.4 Equivalent Loads for Effects of Post-Tensioning
			11.6.4.1 Conventional Analysis Using Equivalent Uniformly Distributed Loads
			11.6.4.2 Refined Modeling Using a Series of Nodal Forces
				11.6.4.2.1 Example
			11.6.4.3 Design Consideration
		11.6.5 Shear Limits in Presence of Post-Tensioning Ducts
	11.7 POST-TENSIONING ANCHORAGES IN I-BEAMS
	11.8 DESIGN EXAMPLE: TWO-SPAN BEAM SPLICED OVER PIER
		11.8.1 Introduction
		11.8.2 Materials and Beam Cross-Section
		11.8.3 Cross-Section Properties
			11.8.3.1 Non-Composite Section
			11.8.3.2 Composite Section
		11.8.4  Shear Forces and Bending Moments
		11.8.5 Required Pretensioning
		11.8.6 Modeling of Post-Tensioning
			11.8.6.1 Post-Tensioning Profile
			11.8.6.2 Equivalent Loads
		11.8.7 Required Post-Tensioning
			11.8.7.1 Stress Limits for Concrete
			11.8.7.2 Positive Moment Section
			11.8.7.3 Negative Moment Section
		11.8.8 Prestress Losses
			11.8.8.1 Prediction Method
			11.8.8.2 Time-Dependent Material Properties
			11.8.8.3 Time Step Analysis
		11.8.9 Service Limit State at Section 0.4L
			11.8.9.1 Stress Limits for Concrete
			11.8.9.2 Stage 1 Post-Tensioning
			11.8.9.3 Stage 2 Post-Tensioning
			11.8.9.4 Compression Due to Service I Loads
			11.8.9.5 Tension Due to Service III Loads
		11.8.10 Stresses at Transfer of Pretensioning Force
			11.8.10.1 Stress Limits for Concrete
			11.8.10.2 Stresses at Transfer Length Section
			11.8.10.3 Stresses at Midspan
		11.8.11 Strength Limit State
			11.8.11.1 Positive Moment Section
			11.8.11.2 Negative Moment Section
		11.8.12 Limits of Reinforcement
			11.8.12.1 Positive Moment Section
		11.8.13 Shear Design
		11.8.14 Comments and Remaining Steps
	11.9 DESIGN EXAMPLE: SINGLE SPAN, THREE SEGMENT BEAM
		11.9.1 Input Data and Design Criteria
		11.9.2 Construction Stages
		11.9.3 Flexure at Service Limit State
		11.9.4 Flexure at Strength Limit State
		11.9.5 Discussion
	11.10 REFERENCES
Chapter 12 – Curved & Skewed Bridges
	NOTATION
	12.1 SCOPE
	12.2 SKEW AND GRADE EFFECTS
		12.2.1 General
		12.2.2 Superstructure Behavior
		12.2.3 Substructure Behavior
		12.2.4 Temperature and Volume Change Effects
		12.2.5 Response to Lateral Loads
		12.2.6 Detailing
			12.2.6.1 Effects of Grade
			12.2.6.2 Skewed Beam Ends
			12.2.6.3 Intermediate Diaphragms
			12.2.6.4 Deck Reinforcement
			12.2.6.5 Plans
	12.3 CURVED BRIDGE CONFIGURATIONS
		12.3.1 General
			12.3.1.1 Straight Beams Chorded from Pier to Pier
			12.3.1.2 Straight Segments with Spliced Joints in the Span
			12.3.1.3 Curved Beams
		12.3.2 Beam Cross-Section Considerations
			12.3.2.1 Box Beams Versus I-Beams Versus U-Beams
			12.3.2.2 Box Section Configuration
			12.3.2.3 I-Beam Configuration
			12.3.2.4 U-Beam Configuration
			12.3.2.5 Continuity
			12.3.2.6 Crossbeams
			12.3.2.7 Superelevation
	12.4 USEFUL GEOMETRIC APPROXIMATIONS
		12.4.1 Arc Offset from Chord
		12.4.2 Excess of Slant Length over Plan Length
		12.4.3 Excess of Arc Length over Chord Length
		12.4.4 Twist Resulting from Grade
		12.4.5 Center of Gravity of an Arc
		12.4.6 Curved Surfaces
	12.5 STRUCTURAL BEHAVIOR OF CURVED BRIDGES
		12.5.1 Longitudinal Flexure
			12.5.1.1 Analysis as a Straight Beam
			12.5.1.2 Loads on Outside Beam
		12.5.2 Torsion
			12.5.2.1 Torsion in Simple-Span Beams
			12.5.2.2 Torsion in Continuous Beams
			12.5.2.3 Behavior of Beam Gridworks in Segmental Spans
		12.5.3 Crossbeams
	12.6 DESIGN CONSIDERATIONS
		12.6.1 Validity of Approximations
		12.6.2 Loading Stages for Simple Span Box Beams
			12.6.2.1 Bare Beam
			12.6.2.2 Non-Composite Gridwork
			12.6.2.3 Composite Gridwork
		12.6.3 Loading Stages for Simple Span I-Beams
			12.6.3.1 Individual Segments
			12.6.3.2 Shoring Loads
			12.6.3.4 Composite Gridwork
		12.6.4 Other Design Checks
	12.7 FABRICATION
		12.7.1 Box Beams
			12.7.1.1 Chord Lengths
			12.7.1.2 Bridge Layout
			12.7.1.3 Forms
			12.7.1.4 Casting
			12.7.1.5 Post-Tensioning
		12.7.2 I-Beams and Bulb-Tee Beams
			12.7.2.1 Chord Lengths
			12.7.2.2 Bridge Layout
			12.7.2.3 Forms
			12.7.2.4 Casting
			12.7.2.5 Pretensioning
		12.7.3 U-Beams
			12.7.3.1 Beam Lengths
			12.7.3.2 Forms
			12.7.3.3 Fabrication
			12.7.3.4 Post-Tensioning
	12.8 HANDLING, TRANSPORTATION, AND ERECTION
		12.8.1 Box Beams
			12.8.1.1 Handling
			12.8.1.2 Transportation
			12.8.1.3 Erection
		12.8.2 I-Beams and Bulb-Tee Beams
			12.8.2.1 Handling and Transportation
			12.8.2.2 Erection and Post-Tensioning
		12.8.3 U-Beams
	12.9 DESIGN EXAMPLE
		12.9.1 Introduction
			12.9.1.1 Plan Geometry
			12.9.1.2 Construction
		12.9.2 Materials
		12.9.3 Cross-Section Properties for a Typical Interior Beam
			12.9.3.1 Non-Composite Non-Transformed Beam Section
			12.9.3.2 Composite Sections
				12.9.3.2.1 Effective Flange Width
				12.9.3.2.2 Modular Ratio
				12.9.3.2.3 Transformed Section Properties
		12.9.4 Loads
			12.9.4.1 Dead Loads
				12.9.4.1.1 Dead Loads Acting on the Non-Composite Structure
				12.9.4.1.2 Dead Loads Acting on the Composite Structure
				12.9.4.1.3 Total Dead Load
			12.9.4.2 Live Loads
				12.9.4.2.1 Lane Loading
				12.9.4.2.2 Truck Loading
				12.9.4.2.3 Total Live Load
		12.9.5 Correction Factors
			12.9.5.1 Additional Span Length Factor
			12.9.5.2 Shift in Center of Gravity
		12.9.6 Bending Moments – Outside Exterior Beam
		12.9.7 Stresses – Outside Exterior Beam
		12.9.8 Beam Gridwork Computer Models
			12.9.8.1 Model 1 – Beam Segments on Shores
			12.9.8.2 Model 2 – Shore Loads
			12.9.8.3 Model 3 – Weight of Deck and Haunches
			12.9.8.4 Model 4 – Weight of Barriers and Future Wearing Surface
			12.9.8.5 Model 5 – Lane Loading
			12.9.8.6 Model 6 – Truck Loading with Centrifugal Force
			12.9.8.7 Summary of Bending Moments
		12.9.9 Selection of Prestressing Force
			12.9.9.1 Pretensioning
			12.9.9.2 Post-Tensioning
			12.9.9.3 Model 7 – Post-Tensioning
		12.9.10 Results
			12.9.10.1 Stresses in Outside Exterior Beam
			12.9.10.2 Strength Limit State
			12.9.10.3 Crossbeams
			12.9.10.4 Behavior Check
			12.9.10.5 Shear and Torsion
		12.9.11 Comparison to Straight Bridge
	12.10 DETAILED FINAL DESIGN
		12.10.1 Loss of Prestress
		12.10.2 Computer Models
		12.10.3 Crossbeam Details
		12.10.4 Post-Tensioning Anchorages
	12.11 REFERENCES
Chapter 13 – Integral Bridges
	13.1 INTRODUCTION
		13.1.1 Overview
	13.2 INTEGRAL (JOINTLESS) BRIDGES
		13.2.1 Basic Characteristics
		13.2.2 Limitations
	13.3 SUPERSTRUCTURE DESIGN
		13.3.1 Superstructure Details at Integral Abutments
		13.3.2 Continuity at Piers
		13.3.3 Movements and Restraint Forces
		13.3.4 Approach Slabs
	13.4 ABUTMENT DESIGN
		13.4.1 Abutment Configurations
		13.4.2 Accommodating Superstructure Movement at Abutments
		13.4.3 Passive Pressure Reduction
		13.4.4 Details at Abutments
		13.4.5 Problems and Solutions
			13.4.5.1 Problems
			13.4.5.2 Solutions
	13.5 PIER DESIGN
		13.5.1 Introduction
		13.5.2 Accommodating Superstructure Movements at Piers
			13.5.2.1 Flexible Bents
			13.5.2.2 Isolated Rigid Piers
			13.5.2.3 Semi-Rigid Piers
			13.5.2.4 Hinged-Base Piers
		13.5.3 Analysis and Design of Semi-Rigid Piers
			13.5.3.1 Longitudinal and Transverse Load Distribution
			13.5.3.2 Equivalent Forces Due to Superstructure Movements
			13.5.3.3 Estimation of Pier Stiffness Parameters
			13.5.3.4 Load Combinations
			13.5.3.5 Slenderness Effects
	13.6 ANALYSIS CONSIDERATIONS
		13.6.1 Introduction
		13.6.2 Equivalent Cantilever Method
		13.6.3 Forces in Substructure Units
		13.6.4 Conclusions from Example
	13.7 SURVEY OF CURRENT PRACTICE
		13.7.1 Introduction
		13.7.2 Data Collection/Survey Response
		13.7.3 Lessons Learned
		13.7.4 Future Research Needs
			13.7.4.1 Design and Analysis
			13.7.4.2 Performance
	13.8 CASE STUDIES
		13.8.1 Section Description
		13.8.2 The Nebraska City Viaduct, Nebraska
		13.8.3 I-469 Bridge Over I-69, Indiana
		13.8.4 Menauhant Road Bridge, Massachusetts
		13.8.5 Deer Creek Industrial Park Access Bridge, West Virginia
		13.8.6 Tennessee State Route 50 over Happy Hollow Creek, Tennessee
	13.9. CONCLUSIONS
	13.10. CITED REFERENCES
	13.11 BIBLIOGRAPHY
Chapter 14 – Segmental Bridges
	14.1 INTRODUCTION
		14.1.1 Balanced Cantilever Method
		14.1.2 Span-by-Span Method
	14.2 PRECAST SEGMENTS
	14.3 TRANSVERSE ANALYSIS
		14.3.1 Modeling for Transverse Analysis
		14.3.2 Analysis for Uniformly Repeating Loads
		14.3.3 Analysis for Concentrated Wheel Live Loads
			14.3.3.1 Live Load Moments in Cantilever Wings.
			14.3.3.2 Negative Live Load Moments in the Top Flange.
			14.3.3.3 Positive Live Load Moments at Centerline of the Top Flange
		14.3.4 Transverse Post-Tensioning
			14.3.4.1 Transverse Post-Tensioning Tendon Layouts
			14.3.4.2 Required Prestressing Force
			14.3.4.3 Transverse Post-Tensioning Tendon Placement and Tensioning
	14.4 BALANCED CANTILEVER CONSTRUCTION
	14.5 SPAN-BY-SPAN CONSTRUCTION
	14.6 DIAPHRAGMS, ANCHOR BLOCKS AND DEVIATION DETAILS
		14.6.1 Transfer of Vertical Shear Forces to Bearings
		14.6.2 Transfer of Longitudinal Moment to Bearings
		14.6.3 Transfer of Torsion to Bearings
		14.6.4 Shear-Friction Resistance
		14.6.5 Diaphragm Face Tension
	14.7 GEOMETRY CONTROL
	14.8 PRESTRESSING WITH POST-TENSIONING
		14.8.1 Introduction
		14.8.2 Cross Section and Sign Convention
		14.8.3 Selection of Prestressing Force for a Given Eccentricity
		14.8.4 Permissible Eccentricities for a Given Prestressing Force
	14.9 CITED REFERENCES
	14.10 PCI JOURNAL SEGMENTAL BRIDGE BIBLIOGRAPHY
Chapter 15 - Seismic Design
	NOTATION
	15.1 INTRODUCTION
		15.1.1 General
		15.1.2 Objective
		15.1.3 Potential Causes of Earthquake Damage to Bridges with Precast Components
		15.1.4 Seismic Hazard Maps
		15.1.5 Performance Criteria
		15.1.6 Precast Systems and Components
			15.1.6.1 Superstructure Types
			15.1.6.2 Substructure Components
			15.1.6.3 Precast Systems and Components Not Addressed
		15.1.7 Scope
	15.2 STRUCTURAL SYSTEM CONSIDERATIONS
		15.2.1 Foundations
		15.2.2 Response Characteristics of Precast Concrete Bridge Systems
			15.2.2.1 Concept A—Simple-span Precast Beams Supported on a Drop Cap
			15.2.2.2 Concept B—Continuous Precast Beams Supported on a Drop Cap—Hinge Support
			15.2.2.3 Concept C—Continuous Precast Beams Bearing on a Partially Precast Bent Cap
			15.2.2.4 Concept D—Precast Beams Constructed Integrally with Bent Cap
		15.2.3 Bent Cap Types
			15.2.3.1 Simple-span Precast Beams on a Drop Bent Cap—Continuous for Live Load
			15.2.3.2 Partially Dropped Bent Cap
			15.2.3.3 Precast Concrete Bent Cap
			15.2.3.4 Precast Spliced Beam
		15.2.4 Advantages and Disadvantages of Various Systems
		15.2.5 Preliminary Design Considerations
	15.3 SEISMIC DESIGN CRITERIA
		15.3.1 Early Seismic Design Criteria
		15.3.2 Seismic Design Criteria of the AASHTO Specifications
			15.3.2.1 AASHTO Standard Specifications for Highway Bridges
			15.3.2.2 AASHTO LRFD Bridge Design Specifications
			15.3.2.3 LRFD Seismic Guide Specifications
		15.3.3 California Seismic Design Criteria
		15.3.4 Other Seismic Design Criteria
			15.3.4.1 Japan Criteria
			15.3.4.2 New Zealand Criteria
	15.4 SEISMIC ANALYSIS
		15.4.1 General
		15.4.2 Force Based Analysis
			15.4.2.1 Elastic Dynamic Analysis (EDA)
			15.4.2.2 Column Analysis Criteria
			15.4.2.3 Secondary Effect of Axial Loads
			15.4.2.4 Flexural Resistance
			15.4.2.5 Column–to–Superstructure Connection Design
		15.4.3 Displacement-Based Analysis
		15.4.4 Computer Modeling
	15.5 CONNECTION DETAILS
		15.5.1 Details of Current Practice
			15.5.1.1 Beam Continuity through the Deck
			15.5.1.2 Hinged Diaphragm Connection
			15.5.1.3 Fixed Diaphragm Connection
			15.5.1.4 Positive Moment Connection at Pier Diaphragms
		15.5.2 Abutment Connection for Precast, Prestressed Beam Bridges
			15.5.2.1 Introduction
			15.5.2.2 Semi-integral End Diaphragm
			15.5.2.3 Traditional L-shaped Abutment
			15.5.2.4 Support Length Requirement
				15.5.2.4.1 Support Length for Bridges Assigned to Seismic Design Category D
				15.5.2.4.2 Beam Stop Details
		15.5.3 Pile–to–Pile Cap Connection
		15.5.4 Haunched Beam–to–Cast-in-Place Inverted-Tee Bent
		15.5.5 Precast Pile–to–Partial Precast Cap
		15.5.6 Precast Segmental Columns in Seismic Applications
			15.5.6.1 Grouted Duct Connection
		15.5.7 Precast Abutments
		15.5.8 Precast Spliced Beam Superstructure with Integral Cap
	15.6 DESIGN EXAMPLES
		15.6.1 Configure Spans, Balance Stiffness, and Design Practice in California
			15.6.1.1 Adjust Dynamic Characteristics
				15.6.1.1.1 Outline of Procedure
					15.6.1.1.1.1 Determine Preliminary Member Sizes and Span Configuration
					15.6.1.1.1.2 Check for Balanced Stiffness
			15.6.1.2 Assess Preliminary Ductility—“Lollipop Model”
			15.6.1.3 Transverse Pushover Analysis
				15.6.1.3.1 Design Column Shear
				15.6.1.3.2 Design of Bent Cap
			15.6.1.4 Longitudinal Pushover Analysis
			15.6.1.5 Final Displacement Demand Assessment
		15.6.2 Precast Substructure and Superstructure Bridge with CIP Connections
			15.6.2.1 Introduction
			15.6.2.2 Design Procedure for Positive Earthquake Loading Reinforcement at Interior Pier of a Precast Beam Bridge
				15.6.2.2.1 Given
				15.6.2.2.2 Design Steps:
		15.6.3 Pushover Analysis: Two-Column Bent in the Transverse Direction
			15.6.3.1. Introduction
			15.6.3.2. General Model Information
				15.6.3.2.1 Model Description
				15.6.3.2.2 Spread Footings
				15.6.3.2.3 Concrete Material Modeling
				15.6.3.2.4 Columns
				15.6.3.2.5 Superstructure
				15.6.3.2.6 Loads
			15.6.3.3. Modal Analysis
				15.6.3.3.1 Mass Source
				15.6.3.3.2 Column Cracking
				15.6.3.3.3 Analysis Case Setup
			15.6.3.4. Response Spectrum Analysis
				15.6.3.4.1 Seismic Hazard
				15.6.3.4.2 Response Spectrum
				15.6.3.4.3 Analysis Case Setup
				15.6.3.4.4 Column Displacements
				15.6.3.4.5 Column Inflection Points
			15.6.3.5. Displacement Demand
				15.6.3.5.1 Response Spectrum Displacements
				15.6.3.5.2 Displacement Magnification
			15.6.3.6. P-Delta Effect Check
			15.6.3.7. Hinge Definitions/Assignments
				15.6.3.7.1 Hinge Lengths
				15.6.3.7.2 Assign Hinges
			15.6.3.8. Pushover Analysis
				15.6.3.8.1 Load Distribution
				15.6.3.8.2 Analysis Case Setup
			15.6.3.9. Check Displacement Capacity
			15.6.3.10 Check Hinge Ductility
			15.6.3.11. Check Column Shear Capacity
		15.6.4 Precast Concrete Bridges in Washington
			15.6.4.1 Introduction
			15.6.4.2 Geometry
			15.6.4.3 Material Properties
			15.6.4.4 Section Properties
			15.6.4.5 Stage 1 Bent Cap Design
				15.6.4.5.1 Check Flexural Capacity
				15.6.4.5.2 Check Shear Capacity
				15.6.4.5.3 Torsional Capacity
				15.6.4.5.4 Shear Interface Calculation
			15.6.4.6 Entire Bent Cap Design
				15.6.4.6.1 Superimposed Dead and Live Loads
				15.6.4.6.2 Extreme Event Load Demands
				15.6.4.6.3 Load Summary
			15.6.4.7 Additional Bent Cap Design Checks
		15.6.5 Two-Span Spliced U-Beam
			15.6.5.1 Introduction
			15.6.5.2 Description of Bridge
			15.6.5.3 Load Combinations
			15.6.5.4 Seismic Considerations
			15.6.5.5 Seismic Forces
			15.6.5.6 Joint Shear Design
			15.6.5.7 Bent Cap Torsion
			15.6.5.8 Superstructure Demands
	15.7 CITED REFERENCES
Chapter 16 – Additional Bridge Products
Chapter 17 – Railroad Bridges
	NOTATION
	17.0 INTRODUCTION
	17.1 TYPICAL PRODUCTS AND DETAILS
		17.1.1 Piles
		17.1.2 Pile Caps and Abutments
		17.1.3 Superstructures
			17.1.3.1 Slab Beams and Box Beams
			17.1.3.2 Other Products
			17.1.3.3 Connection Details
	17.2 CONSTRUCTION CONSIDERATIONS
		17.2.1 Advantages
		17.2.2 Standard Designs
		17.2.3 Train Operations
		17.2.4 Construction Methods
		17.2.5 Substructures
	17.3 THE AMERICAN RAILWAY ENGINEERING AND MAINTENANCE-OF-WAY ASSOCIATION LOAD PROVISIONS
		17.3.1 AREMA Manual
		17.3.2 AREMA Loads
			17.3.2.1 Live Load
			17.3.2.2 Impact Load
			17.3.2.4 Other Loads
			17.3.2.5 Load Combinations
	17.4 CURRENT DESIGN PRACTICE
		17.4.1 New Bridges
		17.4.2 Replacement Bridges
		17.4.3 Simple Span Bridges
		17.4.4 Skew Bridges
	17.5 CASE STUDY NO. 1 - TRUSS BRIDGE REPLACEMENT
		17.5.1 Existing Bridge
		17.5.2 New Piles
		17.5.3 New Intermediate Piers
		17.5.4 New Superstructure for Approach Spans
		17.5.5 Truss Removal
		17.5.6 New Superstructure for Truss Spans
	17.6 CASE STUDY NO. 2 - TIMBER TRESTLE REPLACEMENT
		17.6.1 Existing Bridge
		17.6.2 New Superstructure
		17.6.3 Substructure Construction
		17.6.4 Superstructure Construction
	17.7 CASE STUDY NO. 3 - THROUGH PLATE GIRDER REPLACEMENT
		17.7.1 Existing Bridge
		17.7.2 Substructure Construction
		17.7.3 Superstructure Construction
	17.8 DESIGN EXAMPLE - DOUBLE-CELL BOX BEAM, SINGLE SPAN, NONCOMPOSITE, DESIGNED IN ACCORDANCE WITH AREMA SPECIFICATIONS
		17.8.1 Background
		17.8.2 Introduction
			17.8.2.1 Geometrics
			17.8.2.2 Sign Convention
		17.8.3 Material Properties
			17.8.3.1 Concrete
			17.8.3.2 Pretensioning Strands
			17.8.3.3 Reinforcing Bars
		17.8.4 Cross-Section Properties for a Single Beam
		17.8.5 Shear Forces and Bending Moments
			17.8.5.1 Shear Forces and Bending Moments Due to Dead Load
			17.8.5.2 Shear Forces and Bending Moments Due to Superimposed Dead Load
			17.8.5.3 Shear Forces and Bending Moments Due to Live Load
			17.8.5.4 Load Combinations
		17.8.7 Estimate Required Prestressing Force
		17.8.8 Determine Prestress Losses
			17.8.8.1 Prestress Losses at Service Loads
				17.8.8.1.1 Elastic Shortening of Concrete
				17.8.8.1.2 Creep of Concrete
				17.8.8.1.3 Shrinkage of Concrete
				17.8.8.1.4 Relaxation of Prestressing Steel
				17.8.8.1.5 Total Losses at Service Loads
			17.8.8.2 Prestress Losses at Transfer
		17.8.9 Concrete Stresses
			17.8.9.1 Stresses at Transfer at Midspan
			17.8.9.2 Stresses at Transfer at End
			17.8.9.3 Stresses at Service Load at Midspan
			17.8.9.4 Stresses at Service Load at End
		17.8.10 Flexural Strength
			17.8.10.1 Stress in Strands at Flexural Strength
			17.8.10.2 Limits for Reinforcement
			17.8.10.3 Design Moment Strength
			17.8.10.4 Minimum Reinforcement
			17.8.10.5 Final Strand Pattern
		17.8.11 Shear Design
			17.8.11.1 Required Shear Strength
			17.8.11.2 Shear Strength Provided by Concrete
				17.8.11.2.1 Simplified Approach
				17.8.11.2.2 Calculate Vci
				17.8.11.2.3 Calculate Vcw
				17.8.11.2.4 Calculate Vc
			17.8.11.3 Calculate Vs and Shear Reinforcement
				17.8.11.3.1 Calculate Vs
				17.8.11.3.2 Determine Stirrup Spacing
				17.8.11.3.3 Check Vs Limit
				17.8.11.3.4 Check Stirrup Spacing Limits
		17.8.12 Deflections
			17.8.12.1 Camber Due to Prestressing at Transfer
			17.8.12.2 Deflection Due to Beam Self-Weight at Transfer
			17.8.12.3 Deflection Due to Superimposed Dead Load
			17.8.12.4 Long-Term Deflection
			17.8.12.5 Deflection Due to Live Load
	17.9 REFERENCES
Chapter 18 – Load Rating Procedures
	NOTATION
	18.1 OVERVIEW OF BRIDGE LOAD RATING
		18.1.1 Purpose
		18.1.2 Definitions
		18.1.3 Load Rating Procedure
			18.1.3.1 Collect Information on the Current Bridge Condition
			18.1.3.2 Determine Nominal Loading and Nominal Resistances
				18.1.3.2.1 Dead loads
				18.1.3.2.2 Live loads
				18.1.3.2.3 Impact loads
				18.1.3.2.4 Resistances
			18.1.3.3 Determine the Load Distribution
			18.1.3.4 Select Load and Resistance Factors
			18.1.3.5 Calculate the Rating Factor
	18.2 LOADS AND DISTRIBUTION
		18.2.1 Dead Loads
		18.2.2 Live Loads
			18.2.2.1 AASHTO 2002 Standard Specifications
			18.2.2.2 AASHTO LRFD Specifications
		18.2.3 Load Distribution for Rating
			18.2.3.1 AASHTO 2002 Standard Specifications
			18.2.3.2 AASHTO 2010 LRFD Specifications
	18.3 RATING METHODOLOGY
		18.3.1 Rating Equation
		18.3.2 Analysis Method
			18.3.2.1 Load Factors
				18.3.2.1.1 Design Loads
				18.3.2.1.2 Legal, NRL, and SHV Loads
				18.3.2.1.3 Permit Load
			18.3.2.2 Strength Resistance Factors
			18.3.2.3 Adjustments for Actual Conditions
		18.3.3 Load Rating Methods
			18.3.3.1 Working Stress Method
			18.3.3.2 Factored Load Method
			18.3.3.3 Load and Resistance Factor Method
		18.3.4 Rating Method for Prestressed Concrete Bridges
			18.3.4.1 Proper Methods for Determining the Nominal Shear Capacity
			18.3.4.2 Effects of Strand Debonding on Shear Resistance
	18.4 RATING BY LOAD TESTING
		18.4.1 Condition Assessment
		18.4.2 Test Type
			18.4.2.1 Proof Load Test
			18.4.2.2 Diagnostic Loads
		18.4.3 Computer Modeling and Analysis
		18.4.4 Required Measurements for Evaluation
		18.4.5 Instrumentation Plan
		18.4.6 Test Procedure
			18.4.6.1 Static Testing
			18.4.6.2 Dynamic Testing
		18.4.7 Analysis of Test Data
		18.4.8 Verification of Analytical Model
	18.5 LOAD RATING REPORT
	18.6 RATING EXAMPLE
		18.6.1 Introduction
		18.6.2 Materials and Other Information
		18.6.3 Section Properties
		18.6.4 Dead Load Calculations
		18.6.5 Stresses and Strength
			18.6.5.1 Prestress Losses
		18.6.5.2 Stresses and Strength
		18.6.6 Rating for Design Loading Based on Standard Specifications
			18.6.6.1 Live Loads
			18.6.6.2 Load Ratings
		18.6.7 Rating for Design Loading (HL-93) Based on the LRFD               Specifications
			18.6.7.1 Load Calculations
				18.6.7.1.1 Dead Load
				18.6.7.1.2 Prestress Loss
				18.6.7.1.3 Live Load
			18.6.7.2 Strength Calculation
			18.6.7.3 Load Rating
				18.6.7.3.1 Strength I Load Rating
				18.6.7.3.2 Service  III Load Rating
				18.6.7.3.2 Service I Load Rating
		18.6.8 Rating for Permit Loading by the LRFD Specifications
			18.6.8.1 Routine or Annual Type Permit
				18.6.8.1.1   Strength II Load Rating
				18.6.8.1.2   Service I Load Rating
			18.6.8.2 Limited Crossing Escorted with No Other Traffic (Single-Trip)
				18.6.8.2.1 Load Rating
			18.6.8.3 Limited Crossing Mixed with Traffic (Single-Trip)
				18.6.8.3.1 Load Rating
			18.6.8.4 Limited Crossing Mixed with Traffic (Multiple-Trips less than 100 crossings)
				18.6.8.4.1 Load Rating
		18.6.9 Rating by Load Testing
			18.6.9.1 Test Information
			18.6.9.2 Test Inventory Rating Factor
			18.6.9.3 Test Operating Rating Factor
		18.6.10 Summary of Ratings
	18.7 REFERENCES
Chapter 19 -Repair & Rehabilitation
	19.1 SCOPE
	19.2 REPAIR OF NEW PRODUCTS
		19.2.1 Types and Causes of Cracks
			19.2.1.1 Plastic Shrinkage Cracks
			19.2.1.2 Plastic Settlement Cracks
			19.2.1.3 Cracks Due to Restraint of Volume Change
			19.2.1.4 Differential Curing Cracks
			19.2.1.5 Accidental Impact Cracks
			19.2.1.6 Other Causes of Cracks
		19.2.2 Crack Repair
			19.2.2.1 Autogenous Healing
			19.2.2.2 Sealing Cracks
			19.2.2.3 Crack Repair by Epoxy Injection
			19.2.2.4 Crack Repair by Concrete Replacement
		19.2.3 Spalls, Voids, and Honeycombs
	19.3 REPAIR OF PRODUCTS DAMAGED DURING CONSTRUCTION AND SERVICE LIFE
		19.3.1 Introduction
		19.3.2 Strand Splicing
		19.3.3 Repair of Spalls
		19.3.4 Preloading
		19.3.5 Corrosion Damage
		19.3.6 Bearing Rehabilitation
		19.3.7 Elimination of Expansion Joints
		19.3.8 Shotcrete Repair
	19.4 STRENGTHENING TECHNIQUES
		19.4.1 Introduction
		19.4.2 External Post-Tensioning
		19.4.3 Fiber Reinforced Polymer Composites
	19.5 SPECIFICATIONS AND MANUALS
		19.5.1 AASHTO Publications
			19.5.1.1 Guidelines for Historic Bridge Rehabilitation and Replacement, 1st Edition (AASHTO, 2008)
			19.5.1.2 Inspectors’ Guide for Shotcrete Repair of Bridges (AASHTO, 1999)
			19.5.1.3 Guide Specifications for Shotcrete Repair of Highway Bridges (AASHTO, 1998)
			19.5.1.4 Guide Specification for Design of Bonded FRP Systems for Repair and Strengthening of Concrete Bridge Elements (AASHTO, 2012A)
		19.5.2 Other Key Documents
			19.5.2.1 Manual for the Evaluation and Repair of Precast, Prestressed Concrete Bridge Products (PCI Manual 137)
			19.5.2.2 Guide to Recommended Practices for the Repair of Impact-Damaged Prestressed Concrete Bridge Girders (Harries, et al., 2012)
			19.5.2.3 Concrete Repair Manual, Third Edition (ICRI, 2008)
			19.5.2.4 Concrete Repair Guide (ACI 546R, 2004)
			19.5.2.5 Guide for the Selection of Materials for the Repair of Concrete (ACI 546.3, 2006)
			19.5.2.6 Guide for the Design and Construction of Externally Bonded FRP Systems for Strengthening Concrete Structures (ACI 440.2R)
	19.6 REFERENCES
Chapter 20 – Piles
Chapter 21 - Recreational Bridges
	21.1 INTRODUCTION
	21.2 DESCRIPTION, GUIDELINES, AND EXAMPLES
		21.2.1 References Related to Pedestrian Facilities
		21.2.2 Pedestrian-Friendly Routes
		21.2.3 Considerations for Incorporating Pedestrian Bridges
			21.2.3.1 Planning
		21.2.4 Geometric Considerations and Access
			21.2.4.1 Span Capabilities
			21.2.4.2 Vertical Clearance
			21.2.4.3 Ramps and Approaches
			21.2.4.4 Width
			21.2.4.5 Grade
			21.2.4.6 Cross Slope
			21.2.4.7 Walkway Alignment
		21.2.5 Aesthetics and Amenities
			21.2.5.1 Architectural Finishes
			21.2.5.2 Manufacturing Capabilities
			21.2.5.3 Walkway Surfaces
			21.2.5.4 Aesthetic Solutions
			21.2.5.5 Thin-Set Brick Inlay Panels
			21.2.5.6 Formliner Mold Finishes
			21.2.5.7 Anti-graffiti Surfaces
			21.2.5.8 Public Art
			21.2.5.9 Lighting
		21.2.6 Railings and Screens
			21.2.6.1 Geometry
			21.2.6.2 Bicycle Railings
			21.2.6.3 ADA-Compliant Railings
			21.2.6.4 Design Live Loads
		21.2.7 Loads and Load Combinations
			21.2.7.1 Pedestrian Load
			21.2.7.2 Equestrian Load
			21.2.7.3 Vehicular Load
			21.2.7.4 Wind Load
			21.2.7.5 Fatigue Load
			21.2.7.6 Load Combinations
		21.2.8 Deflection
		21.2.9 Vibration
		21.2.10 Construction Details
			21.2.10.1 Framing and Connection Details
			21.2.10.2 Drainage
			21.2.10.3 Cable-Stayed Pedestrian Bridges
		21.2.11 Vegetation and Irrigation
			21.2.11.1 Provisions for Plantings
		21.2.12 Case Studies
			21.2.12.1 Canyon Park Freeway Station
				21.2.12.1.1 Structure Description
				21.2.12.1.2 Key Design Objectives
				21.2.12.1.3 Features
			21.2.12.2 Forty Foot Pedestrian Bridge
				21.2.12.2.1 Structure Description
				21.2.12.2.2 Key Design Objectives
				21.2.12.2.3 Features
			21.2.12.3 Pacific Coast Highway Pedestrian Bridge
				21.2.12.3.1 Structure Description
				21.2.12.3.2 Key Design Objectives
				21.2.12.3.3 Features
			21.2.12.4 Delta Ponds Pedestrian Bridge
				21.2.12.4.1 Structure Description
				21.2.12.4.2 Key Design Objectives
				21.2.12.4.3 Features
			21.2.12.5 David Kreitzer Lake Hodges Bicycle/Pedestrian Bridge
				21.2.12.5.1 Structure Description
				21.2.12.5.2 Key Design Objectives
				21.2.12.5.3 Features
			21.2.12.6 Glenmore Trail Legsby Road Pedestrian Bridge
				21.2.12.6.1 Structure Description
				21.2.12.6.2 Key Design Objectives
				21.2.12.6.3 Features
			21.2.12.7 DCR Access Road Bridge over Route 24
				21.2.12.7.1 Structure Description
				21.2.12.7.2 Key Design Objectives
				21.2.12.7.3 Features
			21.2.12.8 Lake Mary Pedestrian Bridges
				21.2.12.8.1 Structure Description
				21.2.12.8.2 Key Design Objectives
				21.2.12.8.3 Features
			21.2.12.9 Chambers Creek Properties North Deck Pedestrian Overpass
				21.2.12.9.1 Structure Description
				21.2.12.9.2 Key Design Objectives
				21.2.12.9.3 Features
	21.3 SPECIAL USE PEDESTRIAN BRIDGES
		21.3.1 Snowmobile Bridges
			21.3.1.1 Snowmobile Bridge Case Study—Paul Bunyan Trail Bridge over Excelsior Road
				21.3.1.1.1 Structure Description
				21.3.1.1.2 Key Design Objectives
				21.3.1.1.3 Features
		21.3.2 Wildlife Bridges
			21.3.2.1 Wildlife Bridge Case Study—Cross Florida Greenway Land Bridge Over I-75
				21.3.2.1.1 Structure Description
				21.3.2.1.2 Key Design Objectives
				21.3.2.1.3 Features
	21.4 CITED REFERENCES
Appendix A - Notation
Appendix B – AASHTO/PCI Standard Products
	AASHTO Solid and Voided Slab Beams
	AASHTO Box Beams
	AASHTO I-Beams
	AASHTO-PCI Bulb-Tees
	Deck Bulb-Tees
	Double Tee Beams
	AASHTO-PCI-ASBI Standard Segment For Span-By-Span Construction
	AASHTO-PCI-ASBI Standard Segment For Balanced Cantilever Construction
Appendix C – PCI Regional Products
	NEXT D BEAMS
	NEXT F BEAMS
	PCI Zone 6 (SE Region) Spliced U-Girders
Appendix D – Sample Specification
	Introduction
	Nebraska Department of Roads Specifications
		705 PRECAST/PRESTRESSED CONCRETE STRUCTURAL UNITS
	Washington Department Of Transportation Specifications
		6-02.3(25) PRESTRESSED CONCRETE GIRDERS
		6-02.3(26) Cast-In-Place Prestressed Concrete
		6-02.3(27) Concrete for Precast Units
		6-02.3(28) Precast Concrete Panels
Appendix E – Glossary
Appendix F – PCI Certification Programs