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[Non-Text]
Kingdom Of Saudi Arabia
Ministry of municipal & Rural Affairs
Deputy Ministry for Technical Affairs
MOMRA
Bridges, Tunnels, Culverts and Pedestrian
Bridges Specifications in Urban Areas
Design Specifications
MA 100-D-V1/2
2013

[Non-Text]
Kingdom Of Saudi Arabia
Ministry of municipal & Rural Affairs
Deputy Ministry for Technical Affairs
Introduction
As for the importance and vitality of road constructions and the need to control them so as to perform their function in an appropriate way throughout their service age.
So many countries and Organizations had prepared specifications for design and construction these structures.
These Specifications were differed from one another according to the environment and the nature of the climate.
For instance some organizations and societies in U.S.A.
Such as the American Association of State Highway and Transportation Officials (AASHTO).
These organizations and societies have improved and updated design specification.
In the same way each state in U.S.A.
has developed its own specification mainly based on AASHTO specification and refers to them In different situations, but they will be suitable for the circumstances of the State that has improved them.
As for K.S.A.
which is one of the countries that has a large transportation network and many road structures, so the necessity arose to prepare suitable specification for these structures to suit the environmental circumstances and the transportation policy that has adopted in K.S.A.
So the Kingdom of Saudi Arabia representative in the Ministry of Municipal and Rural Affairs has taken the role of collecting the specification under the title Bridges, Tunnels, culverts, pedestrian bridges in the urban areas.
These specifications include the following:
1- Preliminary studies
2-Design specifications
3-Construction specifications
The ministry has also updated codes for both bridges and culverts manuals according to the new specifications.
[Non-Text]
Kingdom Of Saudi Arabia
Ministry of municipal & Rural Affairs
Deputy Ministry for Technical Affairs
Specifications Books
<table><tr><td>1</td><td>Preliminary studies</td><td>MA 100-P-V1/1</td></tr><tr><td>2</td><td>Construction specifications</td><td>MA 100-C-V1/1</td></tr><tr><td>3</td><td>Design specifications</td><td>MA 100- D- V1/2</td></tr><tr><td>4</td><td>Design specifications</td><td>MA 100-D- V2/2</td></tr></table>

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Kingdom Of Saudi Arabia
Ministry of municipal & Rural Affairs
Deputy Ministry for Technical Affairs

MOMRA Bridges Design Specifications
TABLE OF CONTENTS
TABLE OF CONTENTS
TABLE OF CONTENTS......I
SECTION 1.
INTRODUCTION....1
1.1.
SCOPE OF THE SPECIFICATIONS ....1
1.2.
DEFINITIONS ....2
1.3.
DESIGN PHILOSOPHY....3
1.3.1.
General....3
1.3.2.
Limit States 4
1.3.2.1.
General....4
1.3.2.2.
Service Limit State....5
1.3.2.3.
Fatigue and Fracture Limit State....5
1.3.2.4.
Strength limit state....5
1.3.2.5.
Extreme Event Limit States ....5
1.3.3.
Ductility ....5
1.3.4.
Redundancy....7
1.3.5.
Operational Importance....7
1.4.
REFERENCES....8
SECTION 2.
GENERAL DESIGN AND LOCATION FEATURES......9
2.1.
SCOPE 9
2.2.
DEFINITIONS....9
2.3.
LOCATION FEATURES....11
2.3.1.
Route Location....11
2.3.1.1.
General....11
2.3.1.2.
Waterway and Floodplain Crossings ....11
2.3.2.
Bridge Site Arrangement 12
2.3.2.1.
General....12
2.3.2.2.
Traffic Study Requirement for the intersections:....13
2.3.2.3.
Traffic Safety 14
2.3.3.
Clearances....15
2.3.3.1.
Navigational....15
2.3.3.2.
Highway Vertical 15
2.3.3.3.
Highway Horizontal....15
2.3.3.4.
Railroad Overpass....16
2.3.4.
Environment....16
2.4.
REQUIREMENTS OF UTILITIES STUDY, FUTURE AND EXISTING......17
2.5.
FOUNDATION INVESTIGATION....18
2.5.1.
General....18
i

TABLE OF CONTENTS
MOMRA Bridges Design Specifications
2.5.2.
Topographic Studies....
18
2.6.
DESIGN OBJECTIVES 18
2.6.1.
Safety....
18
2.6.2.
Serviceability....
18
2.6.2.1.
Durability 18
2.6.2.2.
Inspectability 19
2.6.2.3.
Maintainability 20
2.6.2.4.
Rideability 20
2.6.2.5.
Utilities....20
2.6.2.6.
Deformations....20
2.6.2.7.
Consideration of Future Widening 25
2.6.3.
Constructibility 25
2.6.4.
Economy....26
2.6.4.1.
General 26
2.6.4.2.
Alternative Plans 26
2.6.5.
Bridge Aesthetics 26
2.7.
HYDROLOGY AND HYDRAULICS....
27
2.7.1.
General 27
2.7.2.
Site Data 28
2.7.3.
Hydrologic Analysis....
29
2.7.4.
Hydraulic Analysis 29
2.7.4.1.
General 29
2.7.4.2.
Stream Stability 29
2.7.4.3.
Bridge Waterway....
30
2.7.4.4.
Bridge Foundations 30
2.7.4.5.
Roadway Approaches to Bridge....
33
2.7.5.
Culvert Location, Length, and Waterway Area....
33
2.7.6.
Roadway Drainage 34
2.7.6.1.
General 34
2.7.6.2.
Design Storm....
34
2.7.6.3.
Type, Size, and Number of Drains....
34
2.7.6.4.
Discharge from Deck Drains....
35
2.7.6.5.
Drainage of Structures....
35
2.8.
BRIDGE SECURITY....
35
2.8.1.
General 35
2.8.2.
Design Demand 36
2.9.
REFERENCES....
36
SECTION 3.
LOADS AND LOAD FACTORS ......
37
3.1.
SCOPE....
37
3.2.
DEFINITIONS....
37
3.3.
NOTATIONS 40
3.3.1.
General 40
3.3.2.
Load and Load Designation 46
3.4.
LOAD FACTORS AND LOAD COMBINATIONS 47
3.4.1.
Load Factors and Load Combinations....
47
3.4.2.
Load Factors for Construction Loads....
51
ii

MOMRA Bridges Design Specifications
TABLE OF CONTENTS
3.4.2.1.
Evaluation at the Strength Limit State ....51
3.4.2.2.
Evaluation of Deflection at the Service Limit State ....51
3.4.3.
Load Factors for Jacking and Post-Tensioning Forces ....51
3.4.3.1.
Jacking Forces....51
3.4.3.2.
Force for Post-Tensioning Anchorage Zones ....51
3.5.
PERMANENT LOADS....52
3.5.1.
Dead Loads: DC, DW, and EV....52
3.5.2.
Earth Loads: EH, ES, and DD....52
3.6.
LIVE LOADS....53
3.6.1.
Gravity Loads: LL and PL ....53
3.6.1.1.
Vehicular Live Load ....53
3.6.1.2.
Design Vehicular Live Load....54
3.6.1.3.
Application of Design Vehicular Live Loads ....56
3.6.1.4.
Fatigue Load ....58
3.6.1.5.
Rail Transit Load ....59
3.6.1.6.
Pedestrian Loads ....60
3.6.1.7.
Loads on Railings ....60
3.6.2.
Dynamic Load Allowance IM....61
3.6.2.1.
General....61
3.6.2.2.
Buried Components ....61
3.6.3.
Centrifugal Forces: CE....61
3.6.4.
Braking Force: BR....62
3.6.5.
Vehicular Collision Force: CT....63
3.6.5.1.
Protection of Structures....63
3.6.5.2.
Vehicle and Railway Collision with Structures ....63
3.6.5.3.
Vehicle Collision with Barriers ....63
3.7.
WATER PRESSURE....64
3.7.1.
Static Pressure....64
3.7.2.
Buoyancy 64
3.7.3.
Stream Pressure....64
3.7.3.1.
Longitudinal....64
3.7.3.2.
Lateral 64
3.7.4.
Wave Load....65
3.7.5.
Change in Foundations Due to Limit State for Scour....65
3.8.
WIND LOAD....65
3.8.1.
Horizontal Wind Pressure 65
3.8.1.1.
General....65
3.8.1.2.
Wind Pressure on Structures: WS 67
3.8.1.3.
Wind Pressure on Vehicles: WL 69
3.8.2.
Vertical Wind Pressure 69
3.8.3.
Aeroelastic Instability 70
3.8.3.1.
General....70
3.8.3.2.
Aeroelastic Phenomena....70
3.8.3.3.
Control of Dynamic Responses 70
3.8.3.4.
Wind Tunnel Tests....71
3.9.
EARTHQUAKE EFFECTS: EQ....71
3.9.1.
General....71
3.9.2.
Seismic Hazard 72
3.9.2.1.
General Procedure....72
3.9.2.2.
Site Specific Procedure....90
3.9.3.
Site Effects 90
3.9.3.1.
Site Class Definitions....91
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MOMRA Bridges Design Specifications
3.9.3.2.
Site Factors....93
3.9.4.
Seismic Hazard Characterization 94
3.9.4.1.
Design Response Spectrum....94
3.9.4.2.
Elastic Seismic Response Coefficient 95
3.9.5.
Importance Categories....96
3.9.6.
Seismic Design Categories....96
3.9.7.
Response Modification Factors 96
3.9.7.1.
General 96
3.9.7.2.
Application....97
3.9.8.
Combination of Seismic Force Effects....98
3.9.9.
Calculation of Design Forces 98
3.9.9.1.
General 98
3.9.9.2.
Seismic Design Category A 98
3.9.9.3.
Seismic Design Category B....99
3.9.9.4.
Seismic Design Categories C and D....99
3.9.9.5.
Longitudinal Restrainers 103
3.9.9.6.
Hold-Down Devices....
103
3.9.10.
Requirements for Temporary Bridges and Stage Construction....
103
3.10.
EARTH PRESSURE....
104
3.10.1.
General 104
3.10.2.
Compaction 105
3.10.3.
Presence of Water....
105
3.10.4.
Effect of Earthquake....
106
3.10.5.
Earth Pressure: EH 106
3.10.5.1.
Lateral Earth Pressure 106
3.10.5.2.
At-Rest Lateral Earth Pressure Coefficient, \( k_{o} \) 107
3.10.5.3.
Active Lateral Earth Pressure Coefficient, \( k_{a} \) 108
3.10.5.4.
Passive Lateral Earth Pressure Coefficient, \( k_{p} \) 110
3.10.5.5.
Equivalent-Fluid Method of Estimating Rankine Lateral Earth Pressures......
112
3.10.5.6.
Lateral Earth Pressures for Nongravity Cantilevered Walls 114
3.10.5.7.
Apparent Earth Pressures (AEP) for Anchored Walls....
119
3.10.5.8.
Lateral Earth Pressures for Mechanically Stabilized Earth Walls (MSE walls) ..
122
3.10.5.9.
Lateral Earth Pressures for Prefabricated Modular Walls 124
3.10.6.
Surcharge Loads: ES and LS 126
3.10.6.1.
Uniform Surcharge Loads (ES) 126
3.10.6.2.
Point, Line and Strip Loads (ES)— Walls Restrained from Movement .....
126
3.10.6.3.
Strip Loads (ES)—Flexible Walls....
129
3.10.6.4.
Live Load Surcharge (LS) 132
3.10.6.5.
Reduction of Surcharge....
133
3.10.7.
Reduction Due to Earth Pressure....
133
3.10.8.
Downdrag 133
3.11.
FORCE EFFECTS DUE TO SUPERIMPOSED DEFORMATIONS ....
134
3.11.1.
General 134
3.11.2.
Uniform Temperature....
134
3.11.2.1.
Design Thermal Movements 135
3.11.3.
Differential Shrinkage 135
3.11.4.
Creep 135
3.11.5.
Settlement....
136
3.11.6.
Secondary Forces from Post-Tensioning, PS 136
3.12.
FRICTION FORCES....
136
3.13.
VESSEL COLLISION....
136
3.13.1.
General 136
3.13.2.
Owner's Responsibility 137
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MOMRA Bridges Design Specifications
TABLE OF CONTENTS
3.13.3.
Importance Categories ....137
3.13.4.
Design Vessel....138
3.13.5.
Annual Frequency of Collapse....138
3.13.5.1.
Vessel Frequency Distribution....139
3.13.5.2.
Probability of Aberrancy....140
3.13.5.3.
Geometric Probability....142
3.13.5.4.
Probability of Collapse ....
143
3.13.6.
Design Collision Velocity....144
3.13.7.
Vessel Collision Energy....145
3.13.8.
Ship Collision Force on Pier 146
3.13.9.
Ship Bow Damage Length 146
3.13.10.
Ship Collision Force on Superstructure ....146
3.13.10.1.
Collision with Bow 146
3.13.10.2.
Collision with Deck House 147
3.13.10.3.
Collision with Mast....147
3.13.11.
Barge Collision Force on Pier....148
3.13.12.
Barge Bow Damage Length....148
3.13.13.
Damage at the Extreme Limit State 148
3.13.14.
Application of Impact Force 149
3.13.14.1.
Substructure Design 149
3.13.14.2.
Superstructure Design....151
3.13.15.
Protection of Substructures 151
3.13.16.
Security Considerations 152
3.14.
BLAST LOADING 152
3.14.1.
Introduction....152
3.15.
REFERENCES....154
3.16.
APPENDIX A3: OVERSTRENGTH RESISTANCE....159
3.16.1.
General....159
3.16.2.
Column Size and Reinforcement Configuration ....159
3.16.3.
Increase in Reinforcement Strength ....159
3.16.4.
Increase In Concrete Strength ....159
3.16.5.
Ultimate Compressive Strain ( \( \varepsilon_{c} \) )....160
3.16.6.
Over Strength Capacity....160
3.16.7.
Shear Failure 161
3.17.
APPENDIX B3: COMMENTARIES ON ARTICLES....162
3.17.1.
Commentary on Article 3.4.1 "Load Factors and Load Combinations" 162
3.17.2.
Commentary on Article 3.6.1.1.2 " Multiple Presence of Live Load"....165
3.17.3.
Commentary on Article 3.6.2.1 " Dynamic Load Allowance: IM, General"......166
3.17.4.
Commentary on Article 3.7.3.1 " Stream Pressure, Longitudinal" 167
3.17.5.
Commentary on Article 3.8.1.1 " Horizontal Wind Pressure, General" 168
3.17.6.
Commentary on Article 3.9.2.2 "Site Specific Procedure" 168
3.17.7.
Commentary on Article 3.10.5.3" Active Lateral Earth Pressure Coefficient, \(k_{a}\) " ...169
3.17.8.
Commentary on Article 3.10.8 "Downdrag" 171
3.17.9.
Commentary on Article 3.13.5.3 " Geometric Probability" 173
3.17.10.
Commentary on Article 3.13.6 " Design Collision Velocity" 173
3.17.11.
Commentary on Article 3.13.8 "Ship Collision Force on Pier" 174
3.17.12.
Commentary on Article 3.13.11" Barge Collision Force on Pier"....175
v

TABLE OF CONTENTS
MOMRA Bridges Design Specifications
SECTION 4.
STRUCTURAL ANALYSIS AND EVALUATION......177
4.1.
SCOPE....
177
4.2.
DEFINITIONS....
178
4.3.
NOTATION 184
4.4.
ACCEPTABLE METHODS OF STRUCTURAL ANALYSIS 188
4.5.
MATHEMATICAL MODELING....
189
4.5.1.
General 189
4.5.2.
Structural Material Behavior....
190
4.5.2.1.
Elastic versus Inelastic Behavior....
190
4.5.2.2.
Elastic Behavior 190
4.5.2.3.
Inelastic Behavior....
190
4.5.3.
Geometry 191
4.5.3.1.
Small Deflection Theory 191
4.5.3.2.
Large Deflection Theory 191
4.5.4.
Modeling Boundary Conditions 194
4.5.5.
Equivalent Members....
195
4.6.
STATIC ANALYSIS....
195
4.6.1.
Influence of Plan Geometry 195
4.6.1.1.
Plan Aspect Ratio....
195
4.6.1.2.
Structures Curved in Plan....
196
4.6.2.
Approximate Methods of Analysis....
198
4.6.2.1.
Decks....
198
4.6.2.2.
Beam-Slab Bridges....
204
4.6.2.3.
Equivalent Strip Widths for Slab-Type Bridges....
219
4.6.2.4.
Truss and Arch Bridges....
220
4.6.2.5.
Effective Length Factor, K 220
4.6.2.6.
Effective Flange Width 220
4.6.2.7.
Lateral Wind Load Distribution in Multi-beam Bridges....
227
4.6.2.8.
Seismic Lateral Load Distribution 228
4.6.2.9.
Analysis of Segmental Concrete Bridges 229
4.6.2.10.
Equivalent Strip Widths for Box Culverts 231
4.6.3.
Refined Methods of Analysis 232
4.6.3.1.
General 232
4.6.3.2.
Decks....
233
4.6.3.3.
Beam-Slab Bridges....
234
4.6.3.4.
Cellular and Box Bridges 235
4.6.3.5.
Truss Bridges 235
4.6.3.6.
Arch Bridges 235
4.6.3.7.
Cable-Stayed Bridges....
236
4.6.3.8.
Suspension Bridges 237
4.6.4.
Redistribution of Negative Moments in Continuous Beam Bridges 237
4.6.4.1.
General 237
4.6.4.2.
Refined Method....
237
4.6.4.3.
Approximate Procedure....
237
4.6.5.
Stability 238
4.6.6.
Analysis for Temperature Gradient....
238
4.7.
DYNAMIC ANALYSIS....
238
4.7.1.
Basic Requirements of Structural Dynamics....
238
4.7.1.1.
General 238
4.7.1.2.
Distribution of Masses 239
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MOMRA Bridges Design Specifications
TABLE OF CONTENTS
4.7.1.3.
Stiffness 239
4.7.1.4.
Damping....239
4.7.1.5.
Natural Frequencies 239
4.7.2.
Elastic Dynamic Responses 240
4.7.2.1.
Vehicle-Induced Vibration....240
4.7.2.2.
Wind-Induced Vibration 240
4.7.3.
Inelastic Dynamic Responses....241
4.7.3.1.
General....241
4.7.3.2.
Plastic Hinges and Yield Lines 241
4.7.4.
Analysis for Earthquake Loads 241
4.7.4.1.
General....241
4.7.4.2.
Single-Span Bridges 241
4.7.4.3.
Multi-span Bridges....241
4.7.4.4.
Minimum Support Length Requirements 245
4.7.4.5.
P-Δ Requirements 246
4.7.5.
Analysis for Collision Loads....247
4.7.6.
Analysis of Blast Effects....247
4.8.
ANALYSIS BY PHYSICAL MODELS 248
4.8.1.
Scale Model Testing 248
4.8.2.
Bridge Testing....248
4.9.
REFERENCES....249
4.10.
APPENDIX B4: COMMENTARIES ON ARTICLES....255
4.10.1.
Commentary on Article 4.6.1.2.4.b "I-Girders" 255
4.10.2.
Commentary on Article 4.6.2.2 "Beam-Slab Bridges Application" 256
4.10.3.
Commentary on Article 4.6.2.6.1 "Effective Flange Width" 258
4.10.4.
Commentary on Article 4.6.2.7.1 "I-Sections" 260
4.10.5.
Commentary on Article 4.6.6 "Analysis for Temperature Gradient" 261
4.10.6.
Commentary on Article 4.7.4.3.2.b "Single-Mode Spectral Method" 262
4.10.7.
Commentary on Article 4.7.4.3.2.c "Uniform Load Method" 264
4.10.8.
Commentary on Article 4.7.4.3.4.b "Acceleration Time Histories" 265
SECTION 5.
CONCRETE STRUCTURES ......
269
5.1.
SCOPE 269
5.2.
DEFINITIONS ......269
5.3.
NOTATION....275
5.4.
MATERIAL PROPERTIES 289
5.4.1.
General....289
5.4.2.
Normal Weight and Structural Low-Density Concrete....289
5.4.2.1.
Compressive Strength 289
5.4.2.2.
Coefficient of Thermal Expansion....290
5.4.2.3.
Shrinkage and Creep....290
5.4.2.4.
Modulus of Elasticity....291
5.4.2.5.
Poisson's Ratio 292
5.4.2.6.
Modulus of Rupture 292
5.4.2.7.
Tensile Strength 292
5.4.3.
Reinforcing Steel 293
5.4.3.1.
Specification 293
5.4.3.2.
Yield strength....293
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MOMRA Bridges Design Specifications
5.4.3.3.
Modulus of Elasticity 293
5.4.3.4.
Special Applications....
293
5.4.4.
Prestressing Steel....
293
5.4.4.1.
General 293
5.4.4.2.
Modulus of Elasticity 294
5.4.5.
Post-Tensioning Anchorages and Couplers....
294
5.4.6.
Ducts....
294
5.4.6.1.
General 294
5.4.6.2.
Size of Ducts 294
5.4.6.3.
Ducts at Deviation Saddles 295
5.5.
LIMIT STATES 295
5.5.1.
General 295
5.5.2.
Service Limit State 295
5.5.3.
Fatigue Limit State 295
5.5.3.1.
General 295
5.5.3.2.
Reinforcing Bars 295
5.5.3.3.
Prestressing Tendons....
296
5.5.3.4.
Welded or Mechanical Splices of Reinforcement....
296
5.5.4.
Strength Limit State 297
5.5.4.1.
General 297
5.5.4.2.
Resistance Factors....
297
5.5.4.3.
Stability 299
5.5.5.
Extreme Event Limit State 299
5.6.
DESIGN CONSIDERATIONS 300
5.6.1.
General 300
5.6.2.
Effects of Imposed Deformation 300
5.7.
DESIGN FOR FLEXURAL AND AXIAL FORCE EFFECTS....300
5.7.1.
Assumptions for Service and Fatigue Limit States 300
5.7.2.
Assumptions for Strength and Extreme Event Limit States 300
5.7.2.1.
General 300
5.7.2.2.
Rectangular Stress Distribution....
302
5.7.3.
Flexural Members 303
5.7.3.1.
Stress in Prestressing Steel at Nominal Flexural Resistance....
303
5.7.3.2.
Flexural Resistance 306
5.7.3.3.
Limits for Reinforcement 307
5.7.3.4.
Control of Cracking by Distribution of Reinforcement 310
5.7.3.5.
Moment Redistribution 312
5.7.3.6.
Deformations....313
5.7.4.
Compression Members....
314
5.7.4.1.
General 314
5.7.4.2.
Limits for Reinforcement 315
5.7.4.3.
Approximate Evaluation of Slenderness Effects 316
5.7.4.4.
Factored Axial Resistance....
317
5.7.4.5.
Biaxial Bending....
318
5.7.4.6.
Spirals and Ties 319
5.7.4.7.
Hollow Rectangular Compression Members 319
5.7.5.
Bearing 321
5.7.6.
Tension Members 322
5.7.6.1.
Factored Tension Resistance....
322
5.7.6.2.
Resistance to Combinations of Tension and Flexure 322
5.8.
SHEAR AND TORSION 322
5.8.1.
General 322
5.8.1.1.
Modifications for Lightweight Concrete 323
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5.8.1.2.
Design Yield Strength of Transverse Reinforcement 323
5.8.1.3.
Sections near Supports....323
5.8.1.4.
Regions near Discontinuities ....324
5.8.1.5.
Slabs and Footings 324
5.8.1.6.
Transfer and Development Lengths....324
5.8.1.7.
Types of Transverse Reinforcement 324
5.8.2.
Design of Sections Subjected to Shear 324
5.8.2.1.
Consideration of Shear....324
5.8.2.2.
Factored Shear Resistance 325
5.8.2.3.
Required Shear Resistance....325
5.8.2.4.
Shear Stress of Concrete due to Shear Forces....325
5.8.2.5.
Nominal Shear Resistance 327
5.8.3.
Design of Sections Subjected to Torsion 332
5.8.3.1.
Consideration of Torsion 332
5.8.3.2.
Factored Torsional Resistance 334
5.8.3.3.
Required Torsional Resistance 334
5.8.3.4.
Shear Stress on Concrete due to Torque Moments 334
5.8.3.5.
Nominal Torsional Resistance 335
5.8.4.
Design of Sections Subjected to Combined Shear and Torsion....335
5.8.5.
Proportioning of Transverse Reinforcement....336
5.8.5.1.
Minimum Amount of Transverse Reinforcement 336
5.8.5.2.
Maximum Spacing of Transverse Shear Reinforcement 337
5.8.6.
Proportioning of Longitudinal Reinforcement....338
5.8.6.1.
Extension of Longitudinal Reinforcement....338
5.8.6.2.
Longitudinal Reinforcement on the Flexural Tension Side 338
5.8.6.3.
Longitudinal Reinforcement on the Flexural Compression Side 339
5.8.7.
Interface Shear Transfer—Shear Friction 339
5.8.7.1.
General....339
5.8.7.2.
Computation of the Interface Shear Stress for Girder/Slab Bridges 341
5.8.7.3.
Minimum Area of Interface Shear Reinforcement....342
5.8.7.4.
Anchorage of Shear-Friction Reinforcement....342
5.8.8.
Principal Stresses in Webs of Segmental Concrete Bridges ....342
5.9.
PRESTRESSING AND PARTIAL PRESTRESSING ....343
5.9.1.
General Design Considerations....343
5.9.1.1.
General....343
5.9.1.2.
Specified Concrete Strengths....343
5.9.1.3.
Buckling....344
5.9.1.4.
Section Properties ....344
5.9.1.5.
Crack Control....344
5.9.1.6.
Tendons with Angle Points or Curves ....344
5.9.2.
Stresses Due to Imposed Deformation....344
5.9.3.
Stress Limitations for Prestressing Tendons ....345
5.9.4.
Stress Limits for Concrete....346
5.9.4.1.
For Temporary Stresses before Losses—Fully Prestressed Components....346
5.9.4.2.
For Stresses at Service Limit State after Losses—Fully Prestressed Components.347
5.9.4.3.
Partially Prestressed Components....349
5.9.5.
Loss of Prestress ....349
5.9.5.1.
Total Loss of Prestress ....349
5.9.5.2.
Instantaneous Losses....349
5.9.5.3.
Approximate Estimate of Time-Dependent Losses ....352
5.9.5.4.
Refined Estimates of Time-Dependent Losses ....353
5.9.5.5.
Losses for Deflection Calculations ....358
5.10.
DETAILS OF REINFORCEMENT....358
5.10.1.
Concrete Cover ....358
ix

TABLE OF CONTENTS
MOMRA Bridges Design Specifications
5.10.2.
Hooks and Bends....
359
5.10.2.1.
Standard Hooks 359
5.10.2.2.
Minimum Bend Diameters 359
5.10.2.3.
Bending 360
5.10.3.
Spacing Limits for Reinforcement 360
5.10.3.1.
Spacing Limits for Non-Prestressing Steel 360
5.10.3.2.
Spacing Limits for Prestressing Steel....
361
5.10.4.
Transverse Reinforcement for Compression Members 363
5.10.4.1.
General 363
5.10.4.2.
Spirals....
363
5.10.4.3.
Ties....
364
5.10.5.
Transverse Reinforcement for Flexural Members....
364
5.10.6.
Shrinkage and Temperature Reinforcement 364
5.10.7.
Reinforcement for Hollow Rectangular Compression Members 365
5.10.7.1.
General 365
5.10.7.2.
Spacing of Reinforcement 366
5.10.7.3.
Ties....366
5.10.7.4.
Splices 366
5.10.7.5.
Hoops 366
5.11.
TENDON CONFINEMENT....
366
5.11.1.
General 366
5.11.2.
Wobble Effect in Slabs....
366
5.11.3.
Effects of Curved Tendons....
367
5.11.3.1.
In-Plane Force Effects....
367
5.11.3.2.
Out-of-Plane Force Effects....
368
5.12.
EXTERNAL TENDON SUPPORTS....
369
5.13.
POST-TENSIONED ANCHORAGE ZONES....
369
5.13.1.
General 369
5.13.2.
General Zone and Local Zone 369
5.13.2.1.
General 369
5.13.2.2.
General Zone....370
5.13.2.3.
Local Zone 370
5.13.2.4.
Responsibilities 370
5.13.3.
Design of the General Zone....371
5.13.3.1.
Design Methods....371
5.13.3.2.
Design Principles....371
5.13.3.3.
Special Anchorage Devices....373
5.13.3.4.
Intermediate Anchorages....373
5.13.3.5.
Diaphragms 374
5.13.3.6.
Multiple Slab Anchorages....375
5.13.3.7.
Deviation Saddles....375
5.13.4.
Elastic Stress Analysis....375
5.13.5.
Approximate Stress Analyses and Design....376
5.13.5.1.
Limitations of Application 376
5.13.5.2.
Compressive Stresses 377
5.13.5.3.
Bursting Forces 378
5.13.5.4.
Edge Tension Forces 379
5.13.6.
Design of Local Zones 380
5.13.6.1.
Dimensions of Local Zone 380
5.13.6.2.
Bearing Resistance 381
5.13.6.3.
Special Anchorage Devices....
383
5.14.
PRETENSIONED ANCHORAGE ZONES....
384
5.14.1.
Splitting Resistance 384
x

MOMRA Bridges Design Specifications
TABLE OF CONTENTS
5.14.2.
Confinement Reinforcement 385
5.15.
PROVISIONS FOR SEISMIC DESIGN 386
5.15.1.
General....386
5.15.2.
Seismic Hooks 386
5.15.3.
Seismic Design Category A 386
5.15.4.
Seismic Design Category B 386
5.15.5.
Seismic Design Categories C and D 386
5.15.5.1.
Column Requirements 386
5.15.5.2.
Requirements for Wall-Type Piers 391
5.15.5.3.
Column Connections....391
5.15.5.4.
Construction Joints in Piers and Columns 392
5.16.
DEVELOPMENT LENGTH AND SPLICES OF REINFORCEMENT......392
5.16.1.
General....392
5.16.1.1.
Basic Requirements 392
5.16.1.2.
Flexural Reinforcement 392
5.16.2.
Development of Reinforcement 393
5.16.2.1.
Deformed Bars and Deformed Wire in Tension 393
5.16.2.2.
Deformed Bars in Compression....395
5.16.2.3.
Bundled Bars....395
5.16.2.4.
Standard Hooks in Tension....395
5.16.2.5.
Welded Wire Fabric....397
5.16.2.6.
Shear Reinforcement....398
5.16.3.
Development by Mechanical Anchorages ....399
5.16.4.
Development of Prestressing Strand 400
5.16.4.1.
General....400
5.16.4.2.
Bonded Strand....400
5.16.4.3.
Partially Debonded Strands....401
5.16.5.
Splices of Bar Reinforcement 401
5.16.5.1.
Detailing....401
5.16.5.2.
General Requirements....402
5.16.5.3.
Splices of Reinforcement in Tension 402
5.16.5.4.
Splices in Tension Tie Members....403
5.16.5.5.
Splices of Bars in Compression 403
5.16.6.
Splices of Welded Wire Fabric 404
5.16.6.1.
Splices of Welded Deformed Wire Fabric in Tension 404
5.16.6.2.
Splices of Welded Smooth Wire Fabric in Tension....405
5.17.
SPECIFIC MEMBERS 405
5.17.1.
Deck Slabs 405
5.17.2.
Diaphragms, Deep Beams, Brackets, Corbels, and Beam Ledges 405
5.17.2.1.
General....405
5.17.2.2.
Diaphragms 405
5.17.2.3.
Deep Beams 406
5.17.2.4.
Brackets and Corbels 408
5.17.2.5.
Beam Ledges....410
5.17.3.
Footings....415
5.17.3.1.
General....415
5.17.3.2.
Loads and Reactions 415
5.17.3.3.
Resistance Factors....416
5.17.3.4.
Moment in Footings....416
5.17.3.5.
Distribution of Moment Reinforcement....416
5.17.3.6.
Shear in Slabs and Footings....416
5.17.3.7.
Development of Reinforcement 419
5.17.3.8.
Transfer of Force at Base of Column....419
xi

TABLE OF CONTENTS
MOMRA Bridges Design Specifications
5.17.4.
Concrete Piles....
419
5.17.4.1.
General 419
5.17.4.2.
Splices 420
5.17.4.3.
Precast Reinforced Piles 420
5.17.4.4.
Precast Prestressed Piles....
420
5.17.4.5.
Cast-in-Place Piles....
421
5.17.4.6.
Seismic Requirements 422
5.18.
PROVISIONS FOR STRUCTURE TYPES 423
5.18.1.
Beams and Girders 423
5.18.1.1.
General 423
5.18.1.2.
Precast Beams 424
5.18.1.3.
Spliced Precast Girders 425
5.18.1.4.
Bridges Composed of Simple Span Precast Girders Made Continuous .....
428
5.18.1.5.
Cast-in-Place Girders and Box and T-Beams....
433
5.18.2.
Segmental Construction 434
5.18.2.1.
General 434
5.18.2.2.
Analysis of Segmental Bridges 434
5.18.2.3.
Design 435
5.18.2.4.
Types of Segmental Bridges 444
5.18.2.5.
Segmental Bridge Substructures 448
5.18.3.
Arches....
449
5.18.3.1.
General 449
5.18.3.2.
Arch Ribs 449
5.18.4.
Slab Superstructures....
450
5.18.4.1.
Cast-in-Place Solid Slab Superstructures 450
5.18.4.2.
Cast-in-Place Voided Slab Superstructures....
450
5.18.4.3.
Precast Deck Bridges 452
5.18.5.
Additional Provisions for Culverts....
454
5.18.5.1.
General 454
5.18.5.2.
Design for Flexure....
454
5.18.5.3.
Design for Shear in Slabs of Box Culverts....
454
5.19.
REFERENCES 455
SECTION 6.
STEEL STRUCTURES....457
6.1.
SCOPE....
457
6.2.
DEFINITIONS....
457
6.3.
NOTATION 468
6.4.
MATERIALS....
487
6.4.1.
Structural Steels....
487
6.4.2.
Pins, Rollers, and Rockers....
489
6.4.3.
Bolts, Nuts, and Washers 489
6.4.3.1.
Bolts 489
6.4.3.2.
Nuts 490
6.4.3.3.
Washers....490
6.4.3.4.
Alternative Fasteners....490
6.4.3.5.
Load Indicator Devices 491
6.4.4.
Stud Shear Connectors 491
6.4.5.
Weld Metal....491
xii

MOMRA Bridges Design Specifications
TABLE OF CONTENTS
6.4.6.
Cast Metal 491
6.4.6.1.
Cast Steel and Ductile Iron 491
6.4.6.2.
Malleable Castings....492
6.4.6.3.
Cast Iron....492
6.4.7.
Stainless Steel 492
6.4.8.
Cables....492
6.4.8.1.
Bright Wire 492
6.4.8.2.
Galvanized Wire 492
6.4.8.3.
Epoxy-Coated Wire 492
6.4.8.4.
Bridge Strand 492
6.5.
LIMIT STATES....493
6.5.1.
General....493
6.5.2.
Service Limit State....493
6.5.3.
Fatigue and Fracture Limit State....493
6.5.4.
Strength Limit State 493
6.5.4.1.
General....493
6.5.4.2.
Resistance Factors....493
6.5.5.
Extreme Event Limit State....495
6.6.
FATIGUE AND FRACTURE CONSIDERATIONS ......495
6.6.1.
Fatigue....495
6.6.1.1.
General....495
6.6.1.2.
Load-Induced Fatigue....495
6.6.1.3.
Distortion-Induced Fatigue....509
6.6.2.
Fracture 510
6.7.
GENERAL DIMENSION AND DETAIL REQUIREMENTS....513
6.7.1.
Effective Length of Span 513
6.7.2.
Dead Load Camber 513
6.7.3.
Minimum Thickness of Steel 514
6.7.4.
Diaphragms and Cross-Frames 515
6.7.4.1.
General....515
6.7.4.2.
I-Section Members....516
6.7.4.3.
Box Section Members....516
6.7.4.4.
Trusses and Arches 517
6.7.5.
Lateral Bracing....517
6.7.5.1.
General....517
6.7.5.2.
I-Section Members....518
6.7.5.3.
Tub Section Members....518
6.7.5.4.
Trusses 519
6.7.6.
Pins....519
6.7.6.1.
Location....519
6.7.6.2.
Resistance 519
6.7.6.3.
Minimum Size Pin for Eyebars....520
6.7.6.4.
Pins and Pin Nuts....520
6.7.7.
Heat-Curved Rolled Beams and Welded Plate Girders ....520
6.7.7.1.
Scope....520
6.7.7.2.
Minimum Radius of Curvature....521
6.7.7.3.
Camber....521
6.8.
TENSION MEMBERS....522
6.8.1.
General....522
6.8.2.
Tensile Resistance....522
6.8.2.1.
General....522
6.8.2.2.
Reduction Factor, U....523
6.8.2.3.
Combined Tension and Flexure ....523
xiii

TABLE OF CONTENTS
MOMRA Bridges Design Specifications
6.8.3.
Net Area 525
6.8.4.
Limiting Slenderness Ratio 525
6.8.5.
Builtup Members....526
6.8.5.1.
General 526
6.8.5.2.
Perforated Plates....526
6.8.6.
Eyebars 526
6.8.6.1.
Factored Resistance....526
6.8.6.2.
Proportions 526
6.8.6.3.
Packing 527
6.8.7.
Pin-Connected Plates....
527
6.8.7.1.
General 527
6.8.7.2.
Pin Plates 527
6.8.7.3.
Proportions 528
6.8.7.4.
Packing 528
6.9.
COMPRESSION MEMBERS....528
6.9.1.
General 528
6.9.2.
Compressive Resistance....528
6.9.2.1.
Axial Compression....528
6.9.2.2.
Combined Axial Compression and Flexure 529
6.9.3.
Limiting Slenderness Ratio 530
6.9.4.
Noncomposite Members....530
6.9.4.1.
Nominal Compressive Resistance 530
6.9.4.2.
Plate Buckling Coefficients and Width of Plates for Axial Compression....531
6.9.4.3.
Built-up Members 533
6.9.5.
Composite Members 535
6.9.5.1.
Nominal Compressive Resistance 535
6.9.5.2.
Limitations 536
6.10.
I-SECTION FLEXURAL MEMBERS....
537
6.10.1.
General 537
6.10.1.1.
Composite Sections 537
6.10.1.2.
Non-composite Sections....539
6.10.1.3.
Hybrid Sections....539
6.10.1.4.
Variable Web Depth Members....540
6.10.1.5.
Stiffness....540
6.10.1.6.
Flange Stresses and Member Bending Moments 541
6.10.1.7.
Minimum Negative Flexure Concrete Deck Reinforcement....542
6.10.1.8.
Net Section Fracture....543
6.10.1.9.
Web Bend-Buckling Resistance....543
6.10.1.10.
Flange-Strength Reduction Factors 545
6.10.2.
Cross-Section Proportion Limits 547
6.10.2.1.
Web Proportions....547
6.10.2.2.
Flange Proportions 548
6.10.3.
Constructibility 549
6.10.3.1.
General 549
6.10.3.2.
Flexure....549
6.10.3.3.
Shear....551
6.10.3.4.
Deck Placement....551
6.10.3.5.
Dead Load Deflections....552
6.10.4.
Service Limit State 552
6.10.4.1.
Elastic Deformations 552
6.10.4.2.
Permanent Deformations....552
6.10.5.
Fatigue and Fracture Limit State 553
6.10.5.1.
Fatigue....553
6.10.5.2.
Fracture 553
xiv

MOMRA Bridges Design Specifications
TABLE OF CONTENTS
6.10.5.3.
Special Fatigue Requirement for Webs ....554
6.10.6.
Strength Limit State 554
6.10.6.1.
General....554
6.10.6.2.
Flexure 554
6.10.6.3.
Shear 556
6.10.6.4.
Shear Connectors 556
6.10.7.
Flexural Resistance—Composite Sections in Positive Flexure ....556
6.10.7.1.
Compact Sections....556
6.10.7.2.
Noncompact Sections....558
6.10.7.3.
Ductility Requirement....559
6.10.8.
Flexural Resistance—Composite Sections in Negative Flexure and Non-composite Sections....559
6.10.8.1.
General....559
6.10.8.2.
Compression-Flange Flexural Resistance....560
6.10.8.3.
Tension-Flange Flexural Resistance....563
6.10.9.
Shear Resistance ....564
6.10.9.1.
General....564
6.10.9.2.
Nominal Resistance of Unstiffened Webs ....564
6.10.9.3.
Nominal Resistance of Stiffened Webs ....565
6.10.10.
Shear Connectors ....567
6.10.10.1.
General....567
6.10.10.2.
Fatigue Resistance ....569
6.10.10.3.
Special Requirements for Points of Permanent Load Contra-flexure....570
6.10.10.4.
Strength Limit State ....570
6.10.11.
Stiffeners....573
6.10.11.1.
Transverse Stiffeners ....573
6.10.11.2.
Bearing Stiffeners ....575
6.10.11.3.
Longitudinal Stiffeners ....577
6.10.12.
Cover Plates ....578
6.10.12.1.
General....578
6.10.12.2.
End Requirements....579
6.11.
BOX-SECTION FLEXURAL MEMBERS ....580
6.11.1.
General....580
6.11.1.1.
Stress Determinations ....580
6.11.1.2.
Bearings ....581
6.11.1.3.
Flange-to-Web Connections ....582
6.11.1.4.
Access and Drainage....582
6.11.2.
Cross-Section Proportion Limits....582
6.11.2.1.
Web Proportions ....582
6.11.2.2.
Flange Proportions....583
6.11.2.3.
Special Restrictions on Use of Live Load Distribution Factor for Multiple Box Sections....583
6.11.3.
Constructibility ....584
6.11.3.1.
General....584
6.11.3.2.
Flexure ....584
6.11.3.3.
Shear ....585
6.11.4.
Service Limit State....586
6.11.5.
Fatigue and Fracture Limit State....586
6.11.6.
Strength Limit State ....587
6.11.6.1.
General....587
6.11.6.2.
Flexure....587
6.11.6.3.
Shear....588
6.11.6.4.
Shear Connectors ....589
6.11.7.
Flexural Resistance—Sections in Positive Flexure....589
xv

TABLE OF CONTENTS
MOMRA Bridges Design Specifications
6.11.7.1.
Compact Sections....589
6.11.7.2.
Non-compact Sections....589
6.11.8.
Flexural Resistance—Sections in Negative Flexure 591
6.11.8.1.
General 591
6.11.8.2.
Flexural Resistance of Box Flanges in Compression 592
6.11.8.3.
Tension-Flange Flexural Resistance 595
6.11.9.
Shear Resistance....595
6.11.10.
Shear Connectors....596
6.11.11.
Stiffeners 597
6.11.11.1.
Web Stiffeners....597
6.11.11.2.
Longitudinal Compression-Flange Stiffeners 598
6.12.
MISCELLANEOUS FLEXURAL MEMBERS 598
6.12.1.
General 598
6.12.1.1.
Scope 598
6.12.1.2.
Strength Limit State 599
6.12.2.
Nominal Flexural Resistance....
599
6.12.2.1.
General 599
6.12.2.2.
Non-composite Members 599
6.12.2.3.
Composite Members 602
6.12.3.
Nominal Shear Resistance of Composite Members 604
6.12.3.1.
Concrete-Encased Shapes 604
6.12.3.2.
Concrete-Filled Tubes 604
6.13.
CONNECTIONS AND SPLICES....
604
6.13.1.
General 604
6.13.2.
Bolted Connections 606
6.13.2.1.
General 606
6.13.2.2.
Factored Resistance....607
6.13.2.3.
Bolts, Nuts, and Washers 608
6.13.2.4.
Holes 609
6.13.2.5.
Size of Bolts 609
6.13.2.6.
Spacing of Bolts 610
6.13.2.7.
Shear Resistance....611
6.13.2.8.
Slip Resistance 612
6.13.2.9.
Bearing Resistance at Bolt Holes 613
6.13.2.10.
Tensile Resistance 614
6.13.2.11.
Combined Tension and Shear 616
6.13.2.12.
Shear Resistance of Anchor Bolts 616
6.13.3.
Welded Connections 617
6.13.3.1.
General 617
6.13.3.2.
Factored Resistance....617
6.13.3.3.
Effective Area 619
6.13.3.4.
Size of Fillet Welds 619
6.13.3.5.
Minimum Effective Length of Fillet Welds 620
6.13.3.6.
Fillet Weld End Returns 620
6.13.3.7.
Seal Welds....620
6.13.4.
Block Shear Rupture Resistance 620
6.13.5.
Connection Elements....621
6.13.5.1.
General 621
6.13.5.2.
Tension....622
6.13.5.3.
Shear....622
6.13.6.
Splices 622
6.13.6.1.
Bolted Splices....622
6.13.6.2.
Welded Splices....627
6.13.7.
Rigid Frame Connections....628
xvi

MOMRA Bridges Design Specifications
TABLE OF CONTENTS
6.13.7.1.
General....628
6.13.7.2.
Webs 628
6.14.
PROVISIONS FOR STRUCTURE TYPES....629
6.14.1.
Through-Girder Spans 629
6.14.2.
Trusses 630
6.14.2.1.
General....630
6.14.2.2.
Truss Members 630
6.14.2.3.
Secondary Stresses....630
6.14.2.4.
Diaphragms 630
6.14.2.5.
Camber....630
6.14.2.6.
Working Lines and Gravity Axes 631
6.14.2.7.
Portal and Sway Bracing....631
6.14.2.8.
Gusset Plates 631
6.14.2.9.
Half Through-Trusses 632
6.14.2.10.
Factored Resistance 632
6.14.3.
Orthotropic Deck Superstructures....632
6.14.3.1.
General....632
6.14.3.2.
Effective Width of Deck 633
6.14.3.3.
Superposition of Global and Local Effects....633
6.14.3.4.
Transverse Flexure....634
6.14.3.5.
Diaphragms 634
6.14.4.
Solid Web Arches 634
6.14.4.1.
Moment Amplification for Deflection 634
6.14.4.2.
Web Slenderness....634
6.14.4.3.
Flange Stability 635
6.15.
PILES....635
6.15.1.
General....635
6.15.2.
Structural Resistance....635
6.15.3.
Compressive Resistance....636
6.15.3.1.
Axial Compression....636
6.15.3.2.
Combined Axial Compression and Flexure....636
6.15.3.3.
Buckling....636
6.15.4.
Maximum Permissible Driving Stresses ....636
6.16.
REFERENCES....637
6.17.
APPENDIX A6: FLEXURAL RESISTANCE OF STRAIGHT COMPOSITE I-SECTIONS IN NEGATIVE FLEXURE AND STRAIGHT NONCOMPOSITE I-SECTIONS WITH COMPACT OR NONCOMPACT WEBS ....649
6.17.1.
General....649
6.17.1.1.
Sections with Discretely Braced Tension Flanges....650
6.17.1.2.
Sections with Continuously Braced Compression Flanges....651
6.17.1.3.
Sections with Continuously Braced Tension Flanges....651
6.17.2.
Web Plastification Factors....652
6.17.2.1.
Compact Web Sections....652
6.17.2.2.
Noncompact Web Sections....654
6.17.3.
Flexural Resistance Based On The Compression Flange....656
6.17.3.1.
General....656
6.17.3.2.
Local Buckling Resistance....656
6.17.3.3.
Lateral Torsional Buckling Resistance ....658
6.17.4.
Flexural Resistance Based On Tension Flange Yielding....662
6.18.
APPENDIX B6: MOMENT DISTRIBUTION FROM INTERIOR-PIER I-SECTIONS IN STRAIGHT CONTINUOUS-SPAN BRIDGES....663
6.18.1.
GENERAL....663
xvii

TABLE OF CONTENTS
MOMRA Bridges Design Specifications
6.18.2.
SCOPE 663
6.18.2.1.
Web Proportions....664
6.18.2.2.
Compression Flange Proportions 664
6.18.2.3.
Section Transitions....665
6.18.2.4.
Lateral Bracing....665
6.18.2.5.
Shear....666
6.18.2.6.
Bearing Stiffeners....666
6.18.3.
SERVICE LIMIT STATE....666
6.18.3.1.
General 666
6.18.3.2.
Flexure....666
6.18.3.3.
Redistribution Moments....667
6.18.4.
STRENGTH LIMIT STATE....668
6.18.4.1.
Flexural Resistance 668
6.18.4.2.
Redistribution Moments....669
6.18.5.
EFFECTIVE PLASTIC MOMENT....670
6.18.5.1.
Interior-Pier Sections with Enhanced Moment-Rotation Characteristics......
670
6.18.5.2.
All Other Interior-Pier Sections 671
6.18.6.
REFINED METHOD 671
6.18.6.1.
General 671
6.18.6.2.
Nominal Moment-Rotation Curves....673
6.19.
APPENDIX C6: BASIC STEPS FOR STEEL BRIDGE SUPERSTRUCTURES...
675
6.19.1.
PLASTIC MOMENT 675
6.19.2.
YIELD MOMENT 678
6.19.2.1.
Noncomposite Sections 678
6.19.2.2.
Composite Sections in Positive Flexure 678
6.19.2.3.
Composite Sections in Negative Flexure 679
6.19.2.4.
Sections with Cover Plates....679
6.19.3.
DEPTH OF THE WEB IN COMPRESSION 679
6.19.3.1.
In the Elastic Range \((D_{c})\) 679
6.19.3.2.
At Plastic Moment \((D_{cp})\) 680
6.19.4.
LATERAL TORSIONAL BUCKLING EQUATIONS FOR \( C_{B} > 1.0 \) , WITH EMPHASIS ON UN BRACED LENGTH REQUIREMENTS FOR DEVELOPMENT OF THE MAXIMUM FLEXURAL RESISTANCE .....682
6.19.4.1.
By the Provisions of Article 6.10.8.2.3 682
6.19.4.2.
By the Provisions of Article A6.3.3 683
6.19.5.
CONCENTRATED LOADS APPLIED TO WEBS WITHOUT BEARING
STIFFENERS....684
6.19.5.1.
General 684
6.19.5.2.
Web Local Yielding 684
6.19.5.3.
Web Crippling 685
6.20.
APPENDIX D6: COMMENTARIES ON ARTICLES......
686
6.20.1.
Commentary on Article 6.7.4.2 "I-Section Members" 686
6.20.2.
Commentary on Article 6.7.4.3 "Box Section Members" 687
6.20.3.
Commentary on Article 6.7.5.3 "Tub Section Members" 689
6.20.4.
Commentary on Article 6.10.1 "I-Section Flexural Members, General" 691
6.20.5.
Commentary on Article 6.10.1.4 "Variable Web Depth Members" 692
6.20.6.
Commentary on Article 6.10.1.6 "Flange Stresses and Member Bending Moments" 693
6.20.7.
Commentary on Article 6.10.1.7 "Minimum Negative Flexure Concrete Deck Reinforcement" 695
6.20.8.
Commentary on Article 6.10.1.9.1 "Webs without Longitudinal Stiffeners" ......
696
6.20.9.
Commentary on Article 6.10.1.9.2 "Webs with Longitudinal Stiffeners" ......
698
6.20.10.
Commentary on Article 6.10.1.10.2 "Web Load-Shedding Factor, \( R_b \) " ......
699
xviii

MOMRA Bridges Design Specifications
TABLE OF CONTENTS
6.20.11.
Commentary on Article 6.10.3.2.1 "Discretely Braced Flanges in Compression" ..702
6.20.12.
Commentary on Article 6.10.3.4 "Deck Placement" 703
6.20.13.
Commentary on Article 6.10.4.2.2 "Flexure" 705
6.20.14.
Commentary on Article 6.10.6.1 "Strength Limit State, General" ......707
6.20.15.
Commentary on Article 6.10.6.2.2 "Composite Sections in Positive Flexure" .....708
6.20.16.
Commentary on Article 6.10.6.2.3 "Composite Sections in Negative Flexure and Noncomposite Sections" 709
6.20.17.
Commentary on Article 6.10.7.1.2 "Nominal Flexural Resistance" 711
6.20.18.
Commentary on Article 6.10.8.2.1 "Compression-Flange Flexural Resistance, General" 712
6.20.19.
Commentary on Article 6.10.8.2.3 "Lateral Torsional Buckling Resistance" .....713
6.20.20.
Commentary on Article 6.10.9.1 "Shear Resistance, General"....719
6.20.21.
Commentary on Article 6.10.9.3.2 "Interior Panels" 721
6.20.22.
Commentary on Article 6.10.10.1.2 "Pitch" 721
6.20.23.
Commentary on Article 6.10.10.4.2 "Nominal Shear Force" 723
6.20.24.
Commentary on Article 6.10.11.1.3 "Moment of Inertia" 723
6.20.25.
Commentary on Article 6.10.11.3.1 "Longitudinal Stiffeners General" 725
6.20.26.
Commentary on Article 6.10.11.3.3 "Moment of Inertia and Radius Gyration"....726
6.20.27.
Commentary on Article 6.11.1 "BOX-SECTION FLEXURAL MEMBERS General" 727
6.20.28.
Commentary on Article 6.11.1.1 "Stress Determinations" 729
6.20.29.
Commentary on Article 6.11.2.3 "Special Restrictions on Use of Live Load Distribution Factor for Multiple Box Sections" 731
6.20.30.
Commentary on Article 6.11.3.2 "Flexure" 732
6.20.31.
Commentary on Article 6.11.5 "Fatigue and Fracture Limit State" 734
6.20.32.
Commentary on Article 6.11.6.2.2 "Sections in Positive Flexure" 736
6.20.33.
Commentary on Article 6.11.8.2.2 "Unstiffened Flanges" 736
6.20.34.
Commentary on Article 6.11.8.2.3 "Longitudinally-Stiffened Flanges" 737
6.20.35.
Commentary on Article 6.11.11.2 "Longitudinal Compression-Flange Stiffeners" 738
6.20.36.
Commentary on Article 6.13.2.7 "Shear Resistance" 741
6.20.37.
Commentary on Article 6.13.2.8 "Slip Resistance" 741
6.20.38.
Commentary on Article 6.13.6.1.4.a "Flexural Members General" 743
6.20.39.
Commentary on Article 6.13.6.1.4.b "Web Splices" 744
6.20.40.
Commentary on Article 6.13.6.1.4.c "Flange Splices" 748
6.20.41.
Commentary on Article 6.13.6.1.5 "Fillers" 750
6.20.42.
Commentary on Article 6.15.2 "Structural Resistance" 751
xix

TABLE OF CONTENTS
MOMRA Bridges Design Specifications
xx

Scope of The Specifications
Section 1: Introduction
SECTION 1.
INTRODUCTION
1.1.
SCOPE OF THE SPECIFICATIONS
The provisions of these Specifications are intended for the design, evaluation, and rehabilitation of fixed bridges.
Mechanical, electrical, and special vehicular and pedestrian safety aspects of movable bridges, however, are not covered.
Provisions are not included for bridges used solely for railway, rail-transit, or public utilities.
For bridges not fully covered herein, the provisions of these Specifications may be applied, as augmented with additional design criteria where required.
These Specifications are not intended to supplant proper training or the exercise of judgment by the Designer, and state only the minimum requirements necessary to provide for public safety.
The Owner or the Designer may require the sophistication of design or the quality of materials and construction to be higher than the minimum requirements.
The concepts of safety through redundancy and ductility and of protection against scour and collision are emphasized.
The design provisions of these Specifications employ the Load and Resistance Factor Design (LRFD) methodology.
The factors have been developed from the theory of reliability based on current statistical knowledge of loads and structural performance.
Methods of analysis other than those included in previous Specifications and the modeling techniques inherent in them are included, and their use is encouraged.
Seismic design shall be in accordance with either the provisions in these Specifications or those given in the AASHTO Guide Specifications for LRFD Seismic Bridge Design.
Construction specifications consistent with these design specifications are the MA-100-C-V1/1.
Unless otherwise specified, the Material Specifications referenced herein are the AASHTO Standard Specifications for Transportation Materials and Methods of Sampling and Testing.
C Horizontally curved concrete girders are not fully covered and were not part of the calibration data base.
C The term "notional" is often used in these Specifications to indicate an idealization of a physical phenomenon, as in "notional load" or "notional resistance." Use of this term strengthens the separation of an engineer's "notion" or perception of the physical world in the context of design from the physical reality itself.
C The term "shall" denotes a requirement for compliance with these Specifications.
C The term "should" indicates a strong preference for a given criterion.
C The term "may" indicates a criterion that is usable, but other local and suitably documented, verified, and approved criterion may also be used in a manner consistent with the LRFD approach to bridge design.
1

Section 1: Introduction
Definitions
1.2.
DEFINITIONS
<table><tr><td>Bridge</td><td>: Any structure having an opening not less than 6.1 m that forms part of a highway or that is located over or under a highway.</td></tr><tr><td>Collapse</td><td>: A major change in the geometry of the bridge rendering it unfit for use.</td></tr><tr><td>Component</td><td>: Either a discrete element of the bridge or a combination of elements requiring individual design consideration.</td></tr><tr><td>Design</td><td>: Proportioning and detailing the components and connections of a bridge.</td></tr><tr><td>Design Life</td><td>: Period of time on which the statistical derivation of transient loads is based 75 years for these Specifications.</td></tr><tr><td>Ductility</td><td>: Property of a component or connection that allows inelastic response.</td></tr><tr><td>Engineer</td><td>: Person responsible for the design of the bridge and/or review of design-related field submittals such as erection plans.</td></tr><tr><td>Evaluation</td><td>: Determination of load-carrying capacity of an existing bridge.</td></tr><tr><td>Extreme Event Limit States</td><td>: Limit states relating to events such as earthquakes, vehicle and vessel collision, with return periods in excess of the design life of the bridge.</td></tr><tr><td>Factored Load</td><td>: The nominal loads multiplied by the appropriate load factors specified for the load combination under consideration.</td></tr><tr><td>Factored Resistance</td><td>: The nominal resistance multiplied by a resistance factor.</td></tr><tr><td>Fixed Bridge</td><td>: A bridge with a fixed vehicular or navigational clearance.</td></tr><tr><td>Force Effect</td><td>: A deformation, stress, or stress resultant (i.e., axial force, shear force, torsional, or flexural moment) caused by applied loads, imposed deformations, or volumetric changes.</td></tr><tr><td>Limit State</td><td>: A condition beyond which the bridge or component ceases to satisfy the provisions for which it was designed.</td></tr><tr><td>Load and Resistance Factor Design (LRFD)</td><td>: A reliability-based design methodology in which force effects caused by factored loads are not permitted to exceed the factored resistance of the components.</td></tr><tr><td>Load Factor</td><td>: A statistically-based multiplier applied to force effects accounting primarily for the variability of loads, the lack of accuracy in analysis, and the probability of simultaneous occurrence of different loads, but also related to the statistics of the resistance through the calibration process.</td></tr><tr><td>Load Modifier</td><td>: A factor accounting for ductility, redundancy, and the operational importance of the bridge.</td></tr><tr><td>MA-100-C-VI/I</td><td>: MOMRA Bridges Construction Specification.</td></tr></table>
2

Design Philosophy
Section 1: Introduction
<table><tr><td>Model</td><td>: An idealization of a structure for the purpose of analysis.</td></tr><tr><td>MOMRA</td><td>: Ministry of Municipal and Rural Affairs.</td></tr><tr><td>Movable Bridge</td><td>: A bridge with a variable vehicular or navigational clearance.</td></tr><tr><td>Multiple-Load-Path Structure</td><td>: A structure capable of supporting the specified loads following loss of a main Load-carrying component or connection.</td></tr><tr><td>Nominal Resistance</td><td>: Resistance of a component or connection to force effects, as indicated by the dimensions specified in the contract documents and by permissible stresses, deformations, or specified strength of materials.</td></tr><tr><td>Owner</td><td>: Person or agency having jurisdiction over the bridge.</td></tr><tr><td>Regular Service</td><td>: Condition excluding the presence of special permit vehicles, wind exceeding 90 km/h, and extreme events, including scour.</td></tr><tr><td>Rehabilitation</td><td>: A process in which the resistance of the bridge is either restored or increased.</td></tr><tr><td>Resistance Factor</td><td>: A statistically-based multiplier applied to nominal resistance accounting primarily for variability of material properties, structural dimensions and workmanship, and uncertainty in the prediction of resistance, but also related to the statistics of the loads through the calibration process.</td></tr><tr><td>Service Life</td><td>: The period of time that the bridge is expected to be in operation.</td></tr><tr><td>Service Limit States</td><td>: Limit states relating to stress, deformation, and cracking under regular operating conditions.</td></tr><tr><td>Strength Limit States</td><td>: Limit states relating to strength and stability during the design life.</td></tr></table>
1.3.
DESIGN PHILOSOPHY
1.3.1.
General
Bridges shall be designed for specified limit states to achieve the objectives of constructibility, safety, and serviceability, with due regard to issues of inspectability, economy, and aesthetics, as specified in Article 2.6.
C The limit states specified herein are intended to provide for a buildable, serviceable bridge, capable of safely carrying design loads for a specified lifetime.
Regardless of the type of analysis used, Eq.
(1.1) shall be satisfied for all specified force effects and combinations thereof.
C The resistance of components and connections is determined, in many cases, on the basis of inelastic behavior, although the force effects are determined by using elastic analysis.
This inconsistency is common to most current bridge specifications as a result of incomplete knowledge of inelastic structural action.
3

Section 1: Introduction
Design Philosophy
1.3.2.
Limit States
1.3.2.1.
General
Each component and connection shall satisfy Eq.(1.1) for each limit state, unless otherwise specified.
For service and extreme event limit states, resistance factors shall be taken as 1.0, except for bolts, for which the provisions of Article 6.5.5 shall apply, and for concrete columns in Seismic Design Categories B, C and D, for which the provisions of Article 5.15.4 and 5.15.5.1.2 shall apply.
All limit states shall be considered of equal importance.
\[
\sum \eta_ {i} \gamma_ {i} Q _ {i} \leq \Phi R _ {n} = R _ {r} \tag {1.1}
\]
In which:
For loads for which a maximum value of \( \gamma_{i} \) is appropriate
\[
\eta_ {i} = \eta_ {D} \eta_ {R} \eta_ {I} \geq 0.
9 5 \tag {1.2}
\]
For loads for which a minimum value of \( \gamma_{i} \) is appropriate:
\[
\eta_ {i} = \frac {1}{\eta_ {D} \eta_ {R} \eta_ {I}} \leq 1.
0 \tag {1.3}
\]
where:
\( \gamma_{i} \) = load factor: a statistically based multiplier applied to force effects.
\( \phi \) = resistance factor: a statistically based multiplier applied to nominal resistance.
\( \eta_{i} \) = load modifier: a factor relating to ductility, redundancy, and operational importance.
\( \eta_{D} \) = a factor relating to ductility, as specified in Article 1.3.3.
\( \eta_{R} \) = a factor relating to redundancy as specified in Article 1.3.4
\( \eta_{I} \) = a factor relating to operational importance as specified in Article 1.3.5
\( Q_{i} \) = force effect.
\( R_{n} \) = nominal resistance
\( R_{r} \) = factored resistance: \( \phi R_{n} \)
C Eq.(1.1) is the basis of LRFD methodology.
Assigning resistance factor \( \phi = 1.0 \) to all nonstrength limit states is a temporary measure; development work is in progress.
C Ductility, redundancy, and operational importance are significant aspects affecting the margin of safety of bridges.
Whereas the first two directly relate to physical strength, the last concerns the consequences of the bridge being out of service.
The grouping of these aspects on the load side of Eq.(1.1) is, therefore, arbitrary.
However, it constitutes a first effort at codification.
In the absence of more precise information, each effect, except that for fatigue and fracture, is estimated as \( \pm5 \) percent, accumulated geometrically, a clearly subjective approach.
With time, improved quantification of ductility, redundancy, and operational importance, and their interaction and system synergy, may be attained, possibly leading to a rearrangement of Eq.(1.1), in which these effects may appear on either side of the equation or on both sides.
NCHRP Project 12-36 is currently addressing the issue of redundancy.
C The influence of \( \eta \) on the reliability index; \( \beta \) , can be estimated by observing its effect on the minimum values of \( \beta \) calculated in a database of girder-type bridges.
For discussion purposes, the girder bridge data used in the calibration of these Specifications was modified by multiplying the total factored loads by \( \eta = 0.95 \) , 1.0, 1.05, and 1.10.
The resulting minimum values of \( \beta \) for 95 combinations of span, spacing, and type of construction were determined to be approximately 3.0, 3.5, 3.8, and 4.0, respectively.
4

Design Philosophy
Section 1: Introduction
C A further approximate representation of the effect of \( \eta \) values can be obtained by considering the percent of random normal data less than or equal to the mean value plus \( \lambda\sigma \) , where \( \lambda \) is a multiplier, and \( \sigma \) is the standard deviation of the data.
If \( \lambda \) is taken as 3.0, 3.5, 3.8, and 4.0, the percent of values less than or equal to the mean value plus \( \lambda\sigma \) would be about 99.865 percent, 99.977 percent, 99.993 percent, and 99.997 percent, respectively.
1.3.2.2.
Service Limit State
The service limit state shall be taken as restrictions on stress, deformation, and crack width under regular service conditions.
C The service limit state provides certain experience-related provisions that cannot always be derived solely from strength or statistical considerations.
1.3.2.3.
Fatigue and Fracture Limit State
The fatigue limit state shall be taken as restrictions on stress range as a result of a single design truck occurring at the number of expected stress range cycles.
The fracture limit state shall be taken as a set of material toughness requirements of the AASHTO Material Specifications.
C The fatigue limit state is intended to limit crack growth under repetitive loads to prevent fracture during the design life of the bridge.
1.3.2.4.
Strength limit state
Strength limit state shall be taken to ensure that strength and stability, both local and global, are provided to resist the specified statistically significant load combinations that a bridge is expected to experience in its design life.
C The strength limit state considers stability or yielding of each structural element.
If the resistance of any element, including splices and connections, is exceeded, it is assumed that the bridge resistance has been exceeded.
In fact, in multi-girder cross-sections there is significant elastic reserve capacity in almost all such bridges beyond such a load level.
The live load cannot be positioned to maximize the force effects on all parts of the cross-section simultaneously.
Thus, the flexural resistance of the bridge cross-section typically exceeds the resistance required for the total live load that can be applied in the number of lanes available.
Extensive distress and structural damage may occur under strength limit state, but overall structural integrity is expected to be maintained.
1.3.2.5.
Extreme Event Limit States
The extreme event limit state shall be taken to ensure the structural survival of a bridge during a major earthquake or flood, or when collided by a vessel, vehicle, or solids flow, possibly under scoured conditions.
C Extreme event limit states are considered to be unique occurrences whose return period may be significantly greater than the design life of the bridge.
1.3.3.
Ductility
The structural system of a bridge shall be proportioned and detailed to ensure the development of significant and visible inelastic deformations at the strength and extreme event limit states before failure.
It may be assumed that the requirements for ductility are satisfied for a concrete structure in which the resistance of a connection is not less than 1.3 times the maximum force effect imposed on the connection by the inelastic action of the adjacent components.
Energy-dissipating devices may be accepted as means of providing ductility.
For the strength limit state:
5

Section 1: Introduction
Design Philosophy
\[
\eta_ {D} \geq 1.
0 5 \quad \text { for non - ductile components and connections.
}
\]
\[
= 1.
0 0 \quad \text { for conventional designs and details complying with these Specifications.
}
\]
\[
\begin{array}{l l} \geq 0.
9 5 & \text { For components and connections for which additional ductility - enhancing } \\ & \text { measures have been specified beyond those required by these } \\ & \text { Specifications.
} \end{array}
\]
For all other limit states: \(\eta_{D} = 1.00\)
C The response of structural components or connections beyond the elastic limit can be characterized by either brittle or ductile behavior.
Brittle behavior is undesirable because it implies the sudden loss of load-carrying capacity immediately when the elastic limit is exceeded.
Ductile behavior is characterized by significant inelastic deformations before any loss of load-carrying capacity occurs.
Ductile behavior provides warning of structural failure by large inelastic deformations.
Under repeated seismic loading, large reversed cycles of inelastic deformation dissipate energy and have a beneficial effect on structural survival.
C If, by means of confinement or other measures, a structural component or connection made of brittle materials can sustain inelastic deformations without significant loss of load-carrying capacity, this component can be considered ductile.
Such ductile performance shall be verified by testing.
C In order to achieve adequate inelastic behavior the system should have a sufficient number of ductile members and either:
- Joints and connections that are also ductile and can provide energy dissipation without loss of capacity; or
- Joints and connections that have sufficient excess strength so as to assure that the inelastic response occurs at the locations designed to provide ductile, energy absorbing response.
C Statically ductile, but dynamically non-ductile response characteristics should be avoided.
Examples of this behavior are shear and bond failures in concrete members and loss of composite action in flexural components.
C Past experience indicates that typical components designed in accordance with these provisions generally exhibit adequate ductility.
Connection and joints require special attention to detailing and the provision of load paths.
C The Owner may specify a minimum ductility factor as an assurance that ductile failure modes will be obtained.
C The factor may be defined as:
\[
\mu = \frac {\Delta_ {u}}{\Delta_ {y}} \tag {1.4}
\]
C where:
\[
\Delta_ {u} = \text { deformation at ultimate }
\]
\[
\Delta_ {y} = \text { deformation at the elastic limit }
\]
C The ductility capacity of structural components or connections may either be established by full- or large scale testing or with analytical models based on documented material behavior.
The ductility capacity for a structural system may be determined by integrating local deformations over the entire structural system.
C The special requirements for energy dissipating devices are imposed because of the rigorous demands placed on these components.
6

Design Philosophy
Section 1: Introduction
1.3.4.
Redundancy
Multiple-load-path and continuous structures should be used unless there are compelling reasons not to use them.
Main elements and components whose failure is expected to cause the collapse of the bridge shall be designated as failure-critical and the associated structural system as non-redundant.
Alternatively, failure-critical members in tension may be designated fracture-critical.
Those elements and components whose failure is not expected to cause collapse of the bridge shall be designated as non-failure-critical and the associated structural system as redundant.
For the

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