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Design Specifications En2

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document_type=guide entity=format:application/pdf entity=language:ar language=en taxonomy_l1=municipal_construction taxonomy_l2=municipal_services taxonomy_l3=municipal_infrastructure validity_confidence=0.0
[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-V2/2
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>

MOMRA Bridges Design Specifications
TABLE OF CONTENTS
TABLE OF CONTENTS
TABLE OF CONTENTS......I
SECTION 7.
DECKS AND DECK SYSTEMS ....
1
7.1.
SCOPE ....
1
7.2.
DEFINITIONS ....
1
7.3.
NOTATIONS....5
7.4.
GENERAL DESIGN REQUIREMENTS....5
7.4.1.
Interface Action ....5
7.4.2.
Deck Drainage ....6
7.4.3.
Concrete Appurtenances ....6
7.4.4.
Edge Supports ....6
7.4.5.
Stay-in-Place Formwork for Overhangs ....6
7.5.
LIMIT STATES....6
7.5.1.
General....6
7.5.2.
Service Limit States ....7
7.5.3.
Fatigue and Fracture Limit State....7
7.5.4.
Strength Limit States....8
7.5.5.
Extreme Event Limit States ....8
7.6.
ANALYSIS ....8
7.6.1.
Methods of Analysis ....8
7.6.2.
Loading ....8
7.7.
CONCRETE DECK SLABS....8
7.7.1.
General....8
7.7.1.1.
Minimum Depth and Cover ....8
7.7.1.2.
Composite Action ....8
7.7.1.3.
Skewed Decks....9
7.7.1.4.
Edge Support....9
7.7.1.5.
Design of Cantilever Slabs....9
7.7.2.
Empirical Design 10
7.7.2.1.
General....10
7.7.2.2.
Application....10
7.7.2.3.
Effective Length....11
7.7.2.4.
Design Conditions....11
7.7.2.5.
Reinforcement Requirements....13
7.7.2.6.
Deck with Stay-in-Place Formwork....14
7.7.3.
Traditional Design 14
7.7.3.1.
General....14
7.7.3.2.
Distribution Reinforcement ....14
7.7.4.
Stay-in-Place Formwork 14
7.7.4.1.
General....14
7.7.4.2.
Steel Formwork....15
7.7.4.3.
Concrete Formwork....15
i

TABLE OF CONTENTS
MOMRA Bridges Design Specifications
7.7.5.
Precast Deck Slabs on Girders 16
7.7.5.1.
General 16
7.7.5.2.
Transversely Joined Precast Decks 16
7.7.5.3.
Longitudinally Post-Tensioned Precast Decks....
17
7.7.6.
Deck Slabs in Segmental Construction 17
7.7.6.1.
General 17
7.7.6.2.
Joints in Decks 17
7.8.
STEEL DECKS 17
7.8.1.
General 17
7.8.2.
Steel Grid Decks....
18
7.8.2.1.
General 18
7.8.2.2.
Open Grid Floors....
18
7.8.2.3.
Filled and Partially Filled Grid Decks....
19
7.8.2.4.
Unfilled Grid Decks Composite with Reinforced Concrete Slabs 21
7.8.3.
Orthotropic Steel Decks 22
7.8.3.1.
General 22
7.8.3.2.
Wheel Load Distribution....
22
7.8.3.3.
Wearing Surface 23
7.8.3.4.
Refined Analysis 23
7.8.3.5.
Approximate Analysis....
24
7.8.3.6.
Design 24
7.8.3.7.
Detailing Requirements....
25
7.8.4.
Corrugated Metal Decks....
27
7.8.4.1.
General 27
7.8.4.2.
Distribution of Wheel Loads 27
7.8.4.3.
Composite Action....
28
7.9.
REFERENCES....
29
SECTION 8.
FOUNDATIONS....31
8.1.
SCOPE....
31
8.2.
DEFINITIONS....
31
8.3.
NOTATION 34
8.4.
SOIL AND ROCK PROPERTIES 43
8.4.1.
Informational Needs 43
8.4.2.
Subsurface Exploration 43
8.4.3.
Laboratory Tests....
47
8.4.3.1.
Soil Tests....
47
8.4.3.2.
Rock Tests 47
8.4.4.
In-Situ Tests 47
8.4.5.
Geophysical Tests 48
8.4.6.
Selection of Design Properties 48
8.4.6.1.
General 48
8.4.6.2.
Soil Strength....50
8.4.6.3.
Soil Deformation....54
8.4.6.4.
Rock Mass Strength 56
8.4.6.5.
Rock Mass Deformation....60
8.4.6.6.
Erodibility of Rock....62
8.4.6.7.
Design for Sabkha Soils 62
ii

MOMRA Bridges Design Specifications
TABLE OF CONTENTS
8.5.
LIMIT STATES AND RESISTANCE FACTORS....62
8.5.1.
General....62
8.5.2.
Service Limit States 62
8.5.2.1.
General....62
8.5.2.2.
Tolerable Movements and Movement Criteria 63
8.5.2.3.
Overall Stability....64
8.5.2.4.
Abutment Transitions....64
8.5.3.
Strength Limit States....64
8.5.3.1.
General....64
8.5.3.2.
Spread Footings 64
8.5.3.3.
Driven Piles....65
8.5.3.4.
Drilled Shafts 65
8.5.3.5.
Micropiles 65
8.5.4.
Extreme Events Limit States....66
8.5.4.1.
Liquefaction Design Requirements....66
8.5.5.
Resistance Factors....67
8.5.5.1.
Service Limit States 67
8.5.5.2.
Strength Limit States....67
8.5.5.3.
Extreme Limit States....73
8.6.
SPREAD FOOTINGS....74
8.6.1.
General Considerations....74
8.6.1.1.
General....74
8.6.1.2.
Bearing Depth 75
8.6.1.3.
Effective Footing Dimensions 75
8.6.1.4.
Bearing Stress Distributions 76
8.6.1.5.
Anchorage of Inclined Footings....76
8.6.1.6.
Groundwater 77
8.6.1.7.
Uplift....77
8.6.1.8.
Nearby Structures....77
8.6.2.
Service Limit State Design 77
8.6.2.1.
General....77
8.6.2.2.
Tolerable Movements 77
8.6.2.3.
Loads....77
8.6.2.4.
Settlement Analyses....78
8.6.2.5.
Overall Stability....91
8.6.2.6.
Bearing Resistance at the Service Limit State 91
8.6.3.
Strength Limit State Design....92
8.6.3.1.
Bearing Resistance of Soil 92
8.6.3.2.
Bearing Resistance of Rock 104
8.6.3.3.
Eccentric Load Limitations....105
8.6.3.4.
Failure by Sliding....105
8.6.4.
Extreme Event Limit State Design....107
8.6.4.1.
General....107
8.6.4.2.
Eccentric Load Limitations....108
8.6.5.
Structural Design 108
8.7.
DRIVEN PILES 108
8.7.1.
General....108
8.7.1.1.
Application....108
8.7.1.2.
Minimum Pile Spacing, Clearance, and Embedment into Cap....108
8.7.1.3.
Piles through Embankment Fill 109
8.7.1.4.
Batter Piles....109
8.7.1.5.
Pile Design Requirements....109
8.7.1.6.
Determination of Pile Loads 110
8.7.2.
Service Limit State Design 111
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TABLE OF CONTENTS
MOMRA Bridges Design Specifications
8.7.2.1.
General 111
8.7.2.2.
Tolerable Movements....
111
8.7.2.3.
Settlement....
111
8.7.2.4.
Horizontal Pile Foundation Movement 114
8.7.2.5.
Settlement Due to Downdrag 116
8.7.2.6.
Lateral Squeeze 117
8.7.3.
Strength Limit State Design 117
8.7.3.1.
General 117
8.7.3.2.
Point Bearing Piles on Rock....
118
8.7.3.3.
Pile Length Estimates for Contract Documents 119
8.7.3.4.
Nominal Axial Resistance Change after Pile Driving 120
8.7.3.5.
Groundwater Effects and Buoyancy....
121
8.7.3.6.
Scour 121
8.7.3.7.
Downdrag 121
8.7.3.8.
Determination of Nominal Axial Pile Resistance in Compression 123
8.7.3.9.
Resistance of Pile Groups in Compression 140
8.7.3.10.
Uplift Resistance of Single Piles 142
8.7.3.11.
Uplift Resistance of Pile Groups 143
8.7.3.12.
Nominal Horizontal Resistance of Pile Foundations....
144
8.7.3.13.
Pile Structural Resistance....
145
8.7.4.
Extreme Event Limit State 147
8.7.5.
Corrosion and Deterioration....
147
8.7.6.
Determination of Minimum Pile Penetration 149
8.7.7.
Determination of \( R_{ndr} \) Used to Establish Contract Driving Criteria for Bearing .....
149
8.7.8.
Drivability Analysis 150
8.7.9.
Test Piles 151
8.8.
DRILLED SHAFTS 152
8.8.1.
General 152
8.8.1.1.
Scope 152
8.8.1.2.
Shaft Spacing, Clearance, and Embedment into Cap 152
8.8.1.3.
Shaft Diameter and Enlarged Bases 152
8.8.1.4.
Battered Shafts 153
8.8.1.5.
Drilled Shaft Resistance 153
8.8.1.6.
Determination of Shaft Loads 154
8.8.2.
Service Limit State Design....
155
8.8.2.1.
Tolerable Movements....
155
8.8.2.2.
Settlement....
155
8.8.2.3.
Horizontal Movement of Shafts and Shaft Groups 158
8.8.2.4.
Settlement Due to Downdrag 158
8.8.2.5.
Lateral Squeeze 158
8.8.3.
Strength Limit State Design 158
8.8.3.1.
General 158
8.8.3.2.
Groundwater Table and Buoyancy....
158
8.8.3.3.
Scour 158
8.8.3.4.
Downdrag 158
8.8.3.5.
Nominal Axial Compression Resistance of Single Drilled Shafts .....
158
8.8.3.6.
Shaft Group Resistance 168
8.8.3.7.
Uplift Resistance 169
8.8.3.8.
Nominal Horizontal Resistance of Shaft and Shaft Groups 171
8.8.3.9.
Shaft Structural Resistance....
171
8.8.4.
Extreme Event Limit State 172
8.9.
MICROPILES 172
8.9.1.
General 172
8.9.1.1.
Scope....
174
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MOMRA Bridges Design Specifications
TABLE OF CONTENTS
8.9.1.2.
Minimum Micropile Spacing, Clearance, and Embedment into Cap ....174
8.9.1.3.
Micropiles through Embankments Fill 174
8.9.1.4.
Battered Micropiles....174
8.9.1.5.
Micropile Design Requirements ....174
8.9.1.6.
Determination of Micropile Load 175
8.9.2.
Service Limit State Design 175
8.9.2.1.
General....175
8.9.2.2.
Tolerable Movement....175
8.9.2.3.
Settlement 175
8.9.2.4.
Horizontal Micropile Foundation Movement 175
8.9.2.5.
Settlement Due to Downdrag....175
8.9.2.6.
Lateral Squeeze....176
8.9.3.
Strength Limit State Design....176
8.9.3.1.
General....176
8.9.3.2.
Ground Water Table and Bouyancy 176
8.9.3.3.
Scour 176
8.9.3.4.
Downdrag....176
8.9.3.5.
Nominal Axial Compression Resistance of a Single Micropile....176
8.9.3.6.
Resistance of Micropile Groups in Compression ....179
8.9.3.7.
Nominal Uplift Resistance of a Single Micropile....179
8.9.3.8.
Nominal Uplift Resistance of Micropile Groups ....179
8.9.3.9.
Nominal Horizontal Resistance of Micropiles and Micropile Groups....179
8.9.3.10.
Structural Resistance....180
8.9.4.
Extreme Event Limit State....183
8.9.5.
Corrosion and Deterioration....183
8.10.
REFERENCES....185
8.11.
APPENDIX A8: SEISMIC ANALYSIS AND DESIGN OF FOUNDATIONS......191
8.11.1.
Investigation....191
8.11.2.
Foundation Design....196
8.11.3.
Special Pile Requirements ....200
8.12.
APPENDIX B8: COMMENTARY ON ARTICLE 8.5.5.2.3 ......201
8.13.
APPENDIX C8: COMMENTARY ON ARTICLE 8.5.5.2.4 ......205
SECTION 9.
ABUTMENTS, PIERS AND WALLS....207
9.1.
SCOPE ......207
9.2.
DEFINITIONS ......207
9.3.
NOTATION....209
9.3.1.
General....209
9.4.
SOIL PROPERTIES AND MATERIALS......214
9.4.1.
General....214
9.4.2.
Determination of Soil Properties....215
9.5.
LIMIT STATES AND RESISTANCE FACTORS....215
9.5.1.
General....215
9.5.2.
Service Limit States 215
9.5.3.
Strength Limit State 216
9.5.4.
Resistance Requirement....216
9.5.5.
Load Combinations and Load Factors 217
v

TABLE OF CONTENTS
MOMRA Bridges Design Specifications
9.5.6.
Resistance Factors....218
9.5.7.
Extreme Event Limit State 219
9.6.
ABUTMENTS AND CONVENTIONAL RETAINING WALLS......
220
9.6.1.
General Considerations 220
9.6.1.1.
General 220
9.6.1.2.
Loading 220
9.6.1.3.
Integral Abutments 221
9.6.1.4.
Wingwalls 221
9.6.1.5.
Reinforcement 222
9.6.1.6.
Expansion and Contraction Joints 222
9.6.2.
Movement and Stability at the Service Limit State 222
9.6.2.1.
Abutments 222
9.6.2.2.
Conventional Retaining Walls 222
9.6.2.3.
Overall Stability 222
9.6.3.
Bearing Resistance and Stability at the Strength Limit State 223
9.6.3.1.
General 223
9.6.3.2.
Bearing Resistance 223
9.6.3.3.
Overturning 225
9.6.3.4.
Subsurface Erosion....
225
9.6.3.5.
Passive Resistance....
226
9.6.3.6.
Sliding 226
9.6.4.
Safety against Structural Failure 226
9.6.5.
Seismic Design 226
9.6.6.
Drainage 227
9.7.
PIERS 227
9.7.1.
Load Effects in Piers 227
9.7.2.
Pier Protection 228
9.7.2.1.
Collision 228
9.7.2.2.
Collision Walls....
228
9.7.2.3.
Scour 228
9.7.2.4.
Facing 228
9.8.
NONGRAVITY CANTILEVERED WALLS....
228
9.8.1.
General 228
9.8.2.
Loading....
228
9.8.3.
Movement and Stability at the Service Limit State 228
9.8.3.1.
Movement 228
9.8.3.2.
Overall Stability 229
9.8.4.
Safety against Soil Failure at the Strength Limit State....
229
9.8.4.1.
Overall Stability 229
9.8.5.
Safety against Structural Failure 230
9.8.5.1.
Vertical Wall Elements 230
9.8.5.2.
Facing 231
9.8.6.
Seismic Design 232
9.8.7.
Corrosion Protection 232
9.8.8.
Drainage 232
9.9.
ANCHORED WALLS 232
9.9.1.
General 232
9.9.2.
Loading....
233
9.9.3.
Movement and Stability at the Service Limit State 234
9.9.3.1.
Movement 234
9.9.3.2.
Overall Stability 235
9.9.4.
Safety against Soil Failure....
235
9.9.4.1.
Bearing Resistance 235
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MOMRA Bridges Design Specifications
TABLE OF CONTENTS
9.9.4.2.
Anchor Pullout Capacity....235
9.9.4.3.
Passive Resistance 238
9.9.5.
Safety against Structural Failure 238
9.9.5.1.
Anchors....238
9.9.5.2.
Vertical Wall Elements 240
9.9.5.3.
Facing....240
9.9.6.
Seismic Design....240
9.9.7.
Corrosion Protection 240
9.9.8.
Construction and Installation 240
9.9.8.1.
Anchor Stressing and Testing 240
9.9.9.
Drainage 241
9.10.
MECHANICALLY STABILIZED EARTH WALLS 242
9.10.1.
General 242
9.10.2.
Structure Dimensions....245
9.10.2.1.
Minimum Length of Soil Reinforcement....245
9.10.2.2.
Minimum Front Face Embedment 246
9.10.2.3.
Facing....247
9.10.3.
Loading 249
9.10.4.
Movement and Stability at the Service Limit State 249
9.10.4.1.
Settlement 249
9.10.4.2.
Lateral Displacement 249
9.10.4.3.
Overall Stability 250
9.10.5.
Safety against Soil Failure (External Stability)....251
9.10.5.1.
General....251
9.10.5.2.
Loading 251
9.10.5.3.
Sliding....252
9.10.5.4.
Bearing Resistance....252
9.10.5.5.
Overturning....253
9.10.6.
Safety against Structural Failure (Internal Stability) 253
9.10.6.1.
General....253
9.10.6.2.
Loading 253
9.10.6.3.
Reinforcement Pullout 257
9.10.6.4.
Reinforcement Strength 260
9.10.7.
Seismic Design....270
9.10.7.1.
External Stability 270
9.10.7.2.
Internal Stability....272
9.10.7.3.
Facing Reinforcement Connections....275
9.10.8.
Drainage....276
9.10.9.
Subsurface Erosion 276
9.10.10.
Special Loading Conditions 276
9.10.10.1.
Concentrated Dead Loads 276
9.10.10.2.
Traffic Loads and Barriers 278
9.10.10.3.
Hydrostatic Pressures....279
9.10.10.4.
Obstructions in the Reinforced Soil Zone....280
9.10.11.
Abutments on MSE Walls....281
9.11.
PREFABRICATED MODULAR WALLS....282
9.11.1.
General....282
9.11.2.
Loading....283
9.11.3.
Movement at the Service Limit State....283
9.11.4.
Safety against Soil Failure 284
9.11.4.1.
General....284
9.11.4.2.
Sliding....284
9.11.4.3.
Bearing Resistance....284
9.11.4.4.
Overturning....284
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TABLE OF CONTENTS
MOMRA Bridges Design Specifications
9.11.4.5.
Subsurface Erosion....284
9.11.4.6.
Overall Stability 285
9.11.4.7.
Passive Resistance and Sliding 285
9.11.5.
Safety against Structural Failure 285
9.11.5.1.
Module Members 285
9.11.6.
Seismic Design 285
9.11.7.
Abutments 285
9.11.8.
Drainage 286
9.12.
REFERENCES 287
9.13.
APPENDIX A9: SEISMIC DESIGN OF ABUTMENTS AND GRAVITY RETAINING STRUCTURES....
291
9.13.1.
General 291
9.13.1.1.
Free-Standing Abutments....291
9.13.1.2.
Monolithic Abutments....
302
9.14.
APPENDIX B9: COMMENTARY ON ARTICLE 9.10.6.4.4.B 303
SECTION 10.
BURIED STRUCTURES....305
10.1.
SCOPE....
305
10.2.
DEFINITIONS....
305
10.3.
NOTATION 306
10.4.
SOIL AND MATERIAL PROPERTIES 311
10.4.1.
Determination of Soil Properties 311
10.4.1.1.
General 311
10.4.1.2.
Foundation Soils....
312
10.4.1.3.
Envelope Backfill Soils 312
10.4.2.
Materials....
312
10.4.2.1.
Aluminum Pipe and Structural Plate Structures....
312
10.4.2.2.
Concrete 312
10.4.2.3.
Precast Concrete Pipe....
312
10.4.2.4.
Precast Concrete Structures....
313
10.4.2.5.
Steel Pipe and Structural Plate 313
10.4.2.6.
Steel Reinforcement 313
10.4.2.7.
Thermoplastic Pipe....
313
10.5.
LIMIT STATES AND RESISTANCE FACTORS 313
10.5.1.
General 313
10.5.2.
Service Limit State 314
10.5.3.
Strength Limit State 314
10.5.4.
Load Modifiers and Load Factors 315
10.5.5.
Resistance Factors 315
10.5.6.
Flexibility Limits and Construction Stiffness....
317
10.5.6.1.
Corrugated Metal Pipe and Structural Plate Structures 317
10.5.6.2.
Spiral Rib Metal Pipe and Pipe Arches 317
10.5.6.3.
Thermoplastic Pipe....
318
10.5.6.4.
Steel Tunnel Liner Plate....
318
10.6.
GENERAL DESIGN FEATURES....
318
10.6.1.
Loading....
318
10.6.2.
Service Limit State 319
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MOMRA Bridges Design Specifications
TABLE OF CONTENTS
10.6.2.1.
Tolerable Movement....319
10.6.2.2.
Settlement 319
10.6.2.3.
Uplift....322
10.6.3.
Safety against Soil Failure 322
10.6.3.1.
Bearing Resistance and Stability 322
10.6.3.2.
Corner Backfill for Metal Pipe Arches 322
10.6.4.
Soil Envelope 322
10.6.4.1.
Trench Installations....322
10.6.4.2.
Embankment Installations....323
10.6.4.3.
Minimum Soil Cover 323
10.6.5.
Minimum Spacing between Multiple Lines of Pipe 324
10.6.6.
End Treatment....325
10.6.6.1.
General....325
10.6.6.2.
Flexible Culverts Constructed on Skew....325
10.6.7.
Corrosive and Abrasive Conditions 325
10.7.
HYDRAULIC DESIGN....326
10.7.1.
General....326
10.7.2.
Design Criteria....326
10.7.2.1.
General....326
10.7.2.2.
Normal Design Flood....326
10.7.2.3.
Check Flood....326
10.7.2.4.
Regulatory Floods and Relief Flow 326
10.7.2.5.
Design Flood Discharge....326
10.7.2.6.
High-Water Levels....327
10.7.3.
Investigations 327
10.7.4.
Location and Alignment....327
10.7.5.
Estimation of Scour....327
10.7.5.1.
General....327
10.7.5.2.
Scour Calculations 327
10.7.5.3.
Soils Data....328
10.7.5.4.
General Scour 328
10.7.5.5.
Local Scour 328
10.7.5.6.
Total Scour....328
10.7.5.7.
Degradation....328
10.7.5.8.
Artificial Deepening....328
10.7.5.9.
Allowance for Degradation or Artificial Deepening....328
10.7.6.
Protection against Scour....329
10.7.6.1.
General....329
10.7.6.2.
Spread Footings ....329
10.7.6.3.
Piles....330
10.7.6.4.
Sheet Piling....330
10.7.6.5.
Protective Aprons....330
10.7.6.6.
Paved Inverts and Revetments....331
10.7.6.7.
Special Protection against Degradation....331
10.7.7.
Backwater ....331
10.7.7.1.
General....331
10.7.7.2.
High-Water Level ....331
10.7.7.3.
Assumed Depth of Scour ....331
10.7.7.4.
Waterway Modification ....331
10.7.7.5.
Reduction of Backwater by Relief Flow....331
10.7.8.
Soffit Elevation ....332
10.7.8.1.
Clearance ....332
10.7.8.2.
High-Water Level for Establishing Soffit Elevation....332
10.7.9.
Approach Grade Elevation....332
ix

TABLE OF CONTENTS
MOMRA Bridges Design Specifications
10.7.9.1.
General 332
10.7.9.2.
Freeboard....332
10.7.9.3.
High-Water Level for Establishing Approach Grade 332
10.7.9.4.
Freeboard for Routes under Structures Crossing Water 333
10.7.10.
Channel Erosion Control 333
10.7.10.1.
Slope Protection 333
10.7.10.2.
Stream Banks....
333
10.7.10.3.
Slope Revetments....
333
10.7.10.4.
Storm Sewer and Channel Outlets....
333
10.7.11.
Stream Stabilization Works and Realignment....
333
10.7.11.1.
Stream Stabilization Works....
333
10.7.12.
Stream Realignment 334
10.7.13.
Culverts 334
10.7.13.1.
General 334
10.7.13.2.
Culvert End Treatment 334
10.7.13.3.
Culvert Extensions 334
10.7.13.4.
Alignment of Non-Linear Culverts 334
10.7.13.5.
Open-Footing Culverts....
334
10.7.13.6.
Closed-Invert Culverts 334
10.8.
METAL PIPE, PIPE ARCH, AND ARCH STRUCTURES ....
335
10.8.1.
General 335
10.8.2.
Safety against Structural Failure 337
10.8.2.1.
Section Properties....
337
10.8.2.2.
Thrust 337
10.8.2.3.
Wall Resistance....
337
10.8.2.4.
Resistance to Buckling 337
10.8.2.5.
Seam Resistance....
338
10.8.2.6.
Handling and Installation Requirements 338
10.8.3.
Smooth Lined Pipe 338
10.8.4.
Stiffening Elements for Structural Plate Structures....
338
10.8.5.
Construction and Installation....
339
10.9.
LONG-SPAN STRUCTURAL PLATE STRUCTURES....
339
10.9.1.
General 339
10.9.2.
Service Limit State 340
10.9.3.
Safety against Structural Failure 340
10.9.3.1.
Section Properties....
340
10.9.3.2.
Thrust 341
10.9.3.3.
Wall Area 341
10.9.3.4.
Seam Strength 341
10.9.3.5.
Acceptable Special Features....
342
10.9.4.
Safety against Structural Failure-Foundation Design....
342
10.9.4.1.
Settlement Limits 342
10.9.4.2.
Footing Reactions in Arch Structures 343
10.9.4.3.
Footing Design 345
10.9.5.
Safety against Structural Failure-Soil Envelope Design 345
10.9.5.1.
General 345
10.9.5.2.
Construction Requirements 345
10.9.5.3.
Service Requirements....
345
10.9.6.
Safety against Structural Failure-End Treatment Design 347
10.9.6.1.
General 347
10.9.6.2.
Standard Shell End Types 347
10.9.6.3.
Balanced Support 349
10.9.6.4.
Hydraulic Protection 350
10.9.7.
Concrete Relieving Slabs 351
x

MOMRA Bridges Design Specifications
TABLE OF CONTENTS
10.9.8.
Construction and Installation ....351
10.10.
STRUCTURAL PLATE BOX STRUCTURES ....351
10.10.1.
General....351
10.10.2.
Loading 351
10.10.3.
Service Limit State....352
10.10.4.
Safety against Structural Failure 352
10.10.4.1.
General....352
10.10.4.2.
Moments Due to Factored Loads ....353
10.10.4.3.
Plastic Moment Resistance ....354
10.10.4.4.
Crown Soil Cover Factor, \(C_H\) 355
10.10.4.5.
Footing Reactions ....
355
10.10.4.6.
Concrete Relieving Slabs....356
10.10.5.
Construction and Installation ....357
10.11.
REINFORCED CONCRETE PIPE 358
10.11.1.
General....358
10.11.2.
Loading 358
10.11.2.1.
Standard Installations....358
10.11.2.2.
Pipe Fluid Weight 362
10.11.2.3.
Live Loads 362
10.11.3.
Service Limit State....362
10.11.4.
Safety against Structural Failure 362
10.11.4.1.
General....362
10.11.4.2.
Direct Design Method....363
10.11.4.3.
Indirect Design Method ....371
10.11.4.4.
Development of Quadrant Mat Reinforcement....374
10.11.5.
Construction and Installation ....374
10.12.
REINFORCED CONCRETE CAST-IN-PLACE AND PRECAST BOX CULVERTS AND REINFORCED CAST-IN-PLACE ARCHES ....375
10.12.1.
General....375
10.12.2.
Loads and Live Load Distribution ....375
10.12.2.1.
General....375
10.12.2.2.
Modification of Earth Loads for Soil-Structure Interaction....375
10.12.2.3.
Distribution of Concentrated Loads to Bottom Slab of Box Culvert....378
10.12.2.4.
Distribution of Concentrated Loads in Skewed Box Culverts....378
10.12.3.
Service Limit State....378
10.12.4.
Safety against Structural Failure....379
10.12.4.1.
General....379
10.12.4.2.
Design Moment for Box Culverts....379
10.12.4.3.
Minimum Reinforcement....379
10.12.4.4.
Minimum Cover for Precast Box Structures....379
10.12.5.
Construction and Installation ....380
10.13.
THERMOPLASTIC PIPES....380
10.13.1.
General....380
10.13.2.
Service Limit States ....380
10.13.3.
Safety against Structural Failure ....380
10.13.3.1.
General....380
10.13.3.2.
Section Properties ....381
10.13.3.3.
Chemical and Mechanical Requirements....381
10.13.3.4.
Thrust....382
10.13.3.5.
Wall Resistance....385
10.13.3.6.
Handling and Installation Requirements....390
10.14.
STEEL TUNNEL LINER PLATE....390
xi

TABLE OF CONTENTS
MOMRA Bridges Design Specifications
10.14.1.
General 390
10.14.2.
Loading....
390
10.14.2.1.
Earth Loads 391
10.14.2.2.
Live Loads....
391
10.14.2.3.
Grouting Pressure....
391
10.14.3.
Safety against Structural Failure 392
10.14.3.1.
Section Properties....
392
10.14.3.2.
Wall Area 392
10.14.3.3.
Buckling 392
10.14.3.4.
Seam Strength 392
10.14.3.5.
Construction Stiffness 392
10.15.
PRECAST REINFORCED CONCRETE THREE-SIDED STRUCTURES......
394
10.15.1.
General 394
10.15.2.
Materials 394
10.15.2.1.
Concrete 394
10.15.2.2.
Reinforcement 394
10.15.3.
Concrete Cover for Reinforcement 394
10.15.4.
Geometric Properties....
394
10.15.5.
Design....
394
10.15.5.1.
General 394
10.15.5.2.
Distribution of Concentrated Load....
395
10.15.5.3.
Distribution of Concentrated Loads in Skewed Culverts 395
10.15.5.4.
Shear Transfer in Transverse Joints between Culvert Sections....
395
10.15.5.5.
Span Length 395
10.15.5.6.
Resistance Factors 395
10.15.5.7.
Crack Control 395
10.15.5.8.
Minimum Reinforcement 395
10.15.5.9.
Deflection Control at the Service Limit State 395
10.15.5.10.
Footing Design 395
10.15.5.11.
Structural Backfill 396
10.15.5.12.
Scour Protection and Waterway Considerations 396
10.16.
REFERENCES....397
10.17.
APPENDIX A10 399
SECTION 11.
RAILINGS....407
11.1.
SCOPE....
407
11.2.
DEFINITIONS....
407
11.3.
NOTATION 409
11.4.
GENERAL 411
11.5.
MATERIALS....
412
11.6.
LIMIT STATES AND RESISTANCE FACTORS 413
11.6.1.
Strength Limit State 413
11.6.2.
Extreme Event Limit State 413
11.7.
TRAFFIC RAILING....
413
11.7.1.
Railing System 413
11.7.1.1.
General 413
xii

MOMRA Bridges Design Specifications
TABLE OF CONTENTS
11.7.1.2.
Approach Railings ....414
11.7.1.3.
End Treatment....414
11.7.2.
Test Level Selection Criteria....415
11.7.3.
Railing Design 416
11.7.3.1.
General....416
11.7.3.2.
Height of Traffic Parapet or Railing 417
11.8.
PEDESTRIAN RAILING 417
11.8.1.
Geometry....417
11.8.2.
Design Live Loads 418
11.9.
BICYCLE RAILINGS....418
11.9.1.
General....418
11.9.2.
Geometry....419
11.9.3.
Design Live Loads 419
11.10.
COMBINATION RAILINGS....420
11.10.1.
General....420
11.10.2.
Geometry....420
11.10.3.
Design Live Loads 420
11.11.
CURBS AND SIDEWALKS 420
11.11.1.
General....420
11.11.2.
Sidewalks 420
11.11.3.
End Treatment of Separation Railing....420
11.12.
REFERENCES....421
11.13.
APPENDIX A11 422
11.13.1.
Geometry and Anchorages 422
11.13.1.1.
Separation of Rail Elements....422
11.13.1.2.
Anchorages 424
11.13.2.
Traffic Railing Design Forces....424
11.13.3.
Design Procedure for Railing Test Specimens....426
11.13.3.1.
Concrete Railings....426
11.13.3.2.
Post-and-Beam Railings....429
11.13.3.3.
Concrete Parapet and Metal Rail 430
11.13.4.
Deck Overhang Design 433
11.13.4.1.
Design Cases....433
11.13.4.2.
Decks Supporting Concrete Parapet Railings 433
11.13.4.3.
Decks Supporting Post-and-Beam Railings....434
SECTION 12.
JOINTS AND BEARINGS....437
12.1.
SCOPE 437
12.2.
DEFINITIONS 437
12.3.
NOTATION....440
12.4.
MOVEMENTS AND LOADS....446
12.4.1.
General 446
12.4.2.
Design Requirements 449
12.4.2.1.
Elastomeric Pads and Steel Reinforced Elastomeric Bearings .....449
12.4.2.2.
High Load Multi-rotational (HLMR) Bearings 449
12.5.
DECK JOINTS....450
xiii

TABLE OF CONTENTS
MOMRA Bridges Design Specifications
12.5.1.
Requirements....
450
12.5.1.1.
General 450
12.5.1.2.
Structural Design....
450
12.5.1.3.
Geometry 451
12.5.1.4.
Materials....
451
12.5.1.5.
Maintenance 452
12.5.2.
Selection 452
12.5.2.1.
Number of Joints 452
12.5.2.2.
Location of Joints 453
12.5.3.
Design Requirements 453
12.5.3.1.
Movements during Construction 453
12.5.3.2.
Design Movements....
454
12.5.3.3.
Protection 454
12.5.3.4.
Bridging Plates 454
12.5.3.5.
Armor 455
12.5.3.6.
Anchors 455
12.5.3.7.
Bolts 455
12.5.4.
Fabrication....
456
12.5.5.
Installation....
456
12.5.5.1.
Adjustment 456
12.5.5.2.
Temporary Supports....
456
12.5.5.3.
Field Splices 457
12.5.6.
Considerations for Specific Joint Types....
457
12.5.6.1.
Open Joints....
457
12.5.6.2.
Closed Joints 457
12.5.6.3.
Waterproofed Joints 458
12.5.6.4.
Joint Seals....
458
12.5.6.5.
Poured Seals 459
12.5.6.6.
Compression and Cellular Seals....
459
12.5.6.7.
Sheet and Strip Seals....
459
12.6.
REQUIREMENTS FOR BEARINGS....
460
12.6.1.
General 460
12.6.2.
Characteristics 460
12.6.3.
Force Effects Resulting from Restraint of Movement at the Bearing 462
12.6.3.1.
Horizontal Force and Movement....
462
12.6.3.2.
Moment 464
12.6.4.
Fabrication, Installation, Testing, and Shipping....
465
12.6.5.
Seismic and Other Extreme Event Provisions for Bearings 466
12.6.5.1.
General 466
12.6.5.2.
Applicability 466
12.6.5.3.
Design Criteria 466
12.6.6.
Special Design Provisions for Bearings 467
12.6.6.1.
Metal Rocker and Roller Bearings 467
12.6.6.2.
PTFE Sliding Surfaces 470
12.6.6.3.
Bearings with Curved Sliding Surfaces....
474
12.6.6.4.
Pot Bearings 477
12.6.6.5.
Steel-Reinforced Elastomeric Bearings—Method B....
483
12.6.6.6.
Elastomeric Pads and Steel-Reinforced Elastomeric Bearings—Method A.....
493
12.6.6.7.
Bronze or Copper Alloy Sliding Surfaces 503
12.6.6.8.
Disc Bearings 504
12.6.6.9.
Guides and Restraints....
507
12.6.6.10.
Other Bearing Systems....
509
12.6.7.
Load Plates and Anchorage for Bearings 509
12.6.7.1.
Plates for Load Distribution 509
xiv

MOMRA Bridges Design Specifications
TABLE OF CONTENTS
12.6.7.2.
Tapered Plates....510
12.6.7.3.
Anchorage and Anchor Bolts....510
12.6.8.
Corrosion Protection....512
12.7.
REFERENCES....513
SECTION 13.
TUNNELS ....
515
13.1.
SCOPE 515
13.2.
PURPOSE....515
13.3.
DEFINITIONS AND ABBREVIATIONS ....515
13.4.
PLANNING ....516
13.4.1.
Assessment between Options....516
13.4.2.
Basis of Tunnel Operation ....516
13.4.3.
Financial Planning ....516
13.4.4.
Procurement Issues Related to Planning....516
13.4.5.
Reliability of Forecasting....517
13.5.
SAFETY....518
13.5.1.
Incidents and Emergencies....518
13.5.2.
Risk Analysis and Management....518
13.5.3.
Classification and Decisions on Safety Facilities ....521
13.5.4.
Traffic Management....521
13.5.5.
Restriction on Tunnel Use....521
13.5.6.
Speed Limits 521
13.5.7.
Establishment of Tunnel Profile ....522
13.5.8.
Consideration of Future Widening and Maintenance Lanes....525
13.5.9.
Service Tunnels, Space Requirements ....526
13.5.10.
Driven Tunnels Profiles ....526
13.5.11.
Cut and Cover Tunnel Profiles....526
13.5.12.
Immersed Tube Tunnel Profiles....526
13.5.13.
Space for Equipment....526
13.5.14.
Ventilation Space Requirements....527
13.5.15.
Lighting Space Requirements ....
527
13.5.16.
Signs and Signals Space Requirements ....528
13.5.17.
Toll Booth Space Requirements ....
528
13.5.18.
Secondary Cladding Function and Space Requirements ....528
13.5.19.
Cabling and Ducted Services Space Requirements ....528
13.5.20.
Utilities....529
13.6.
OPERATIONAL CLASSIFICATION OF SAFETY FACILITIES FOR THE ROAD USER....529
13.6.1.
General....529
13.6.2.
Basic Requirements ....530
13.6.3.
Classification of Facilities....530
13.6.4.
Tunnel Layout and Structural Features....531
13.6.4.1.
Emergency Points ....531
13.6.4.2.
Vehicle Refuges for Tunnel Incidents ....531
13.6.4.3.
Emergency Stopping Lanes ....531
13.6.4.4.
Emergency Walkways ....531
13.6.4.5.
Escape Routes....532
13.6.4.6.
Tunnel Cross Connections:....532
xv

TABLE OF CONTENTS
MOMRA Bridges Design Specifications
13.6.4.7.
Vehicle Cross Overs....532
13.6.4.8.
Turning Bays....532
13.6.4.9.
Emergency Services Parking....532
13.6.4.10.
Toll Booths....532
13.6.4.11.
Drainage Sumps 533
13.6.5.
Tunnel Communications and Emergency Facilities....533
13.6.5.1.
Communications....533
13.6.5.2.
Traffic Controls....533
13.6.5.3.
Tunnel Systems – Emergencies....533
13.6.5.4.
Fire Alarm, Extinguishers, Smoke Control 533
13.6.5.5.
Emergency Lighting and Power....533
13.6.6.
Value Engineering....533
13.7.
STUDIES & INVESTIGATIONS....535
13.7.1.
General 535
13.7.2.
Site Condition Investigation....535
13.7.3.
Obstacle Investigation 535
13.7.4.
Geological & Geotechnical Investigations....535
13.7.5.
Investigation for Environmental Protection 536
13.8.
DESIGN CONSIDERATIONS 537
13.8.1.
Highway Requirements 537
13.8.1.1.
General 537
13.8.1.2.
Urban Underpasses....
537
13.8.1.3.
Urban Highway Tunnels 537
13.8.1.4.
Sub aqueous Tunnels....
538
13.8.1.5.
Mountain Tunnels 538
13.8.2.
Geometry of Center Line....
538
13.8.2.1.
Approaches....
538
13.8.2.2.
Geology 538
13.8.2.3.
Clearance from External Obstacles 538
13.8.2.4.
Gradients 538
13.8.2.5.
Vertical Curves....
538
13.8.2.6.
Horizontal Curves 539
13.8.3.
Cross Section....
539
13.8.3.1.
General 539
13.8.3.2.
Traffic Space 539
13.8.3.3.
Other Space 539
13.8.3.4.
Cyclists and Pedestrians 539
13.8.3.5.
Construction Requirements 539
13.8.4.
Fundamental Approach to Ground Support Design 540
13.8.5.
Seismic Effects on Tunnels 541
13.9.
SOFT GROUND TUNNELING....
542
13.9.1.
General 542
13.9.2.
Soil Stabilization & Groundwater Control 542
13.9.3.
Soft Ground Tunneling Machines 544
13.9.4.
NATM/SEM 545
13.9.5.
Soft Ground Tunnel Support & Lining 546
13.9.5.1.
Two-pass Lining Scheme 547
13.9.5.2.
One-pass Lining Scheme 547
13.9.6.
Surface Effects of Tunnel Construction 547
13.9.7.
Building Protection Methods....
549
13.9.8.
Design of Tunnel Lining for Shield Tunnels....550
13.9.8.1.
Terminology 550
13.9.8.2.
Notation....552
xvi

MOMRA Bridges Design Specifications
TABLE OF CONTENTS
13.9.8.3.
Basis of Design ....554
13.9.8.4.
Design Loads ....554
13.9.8.5.
Classification of Loads ....555
13.9.8.6.
Vertical and Horizontal Earth Pressure....555
13.9.8.7.
Applicability of Loosening Pressure....555
13.9.8.8.
Water Pressure ....556
13.9.8.9.
Dead Weight ....556
13.9.8.10.
Surcharge ....556
13.9.8.11.
Soil Reaction....556
13.9.8.12.
Construction Loads ....556
13.9.8.13.
Internal Loads ....557
13.9.8.14.
Effects of Earthquake....557
13.9.8.15.
Effects of Two or more Tunnels ....559
13.9.8.16.
Effects of Vicinity Construction ....560
13.9.8.17.
Effects of Ground Settlement....560
13.9.8.18.
Other Loads....560
13.9.8.19.
Structural Calculation of Segment ....560
13.9.8.20.
Design Detail for Segment....564
13.9.9.
Tunnel Jacking....566
13.9.9.1.
Introduction....566
13.9.9.2.
Technique Selection....566
13.9.9.3.
Basic Jacking Sequence ....567
13.9.9.4.
Design ....567
13.10.
ROCK TUNNELS....569
13.10.1.
General....569
13.10.2.
Rock Discontinuities....570
13.10.3.
Rock Movement....570
13.10.4.
Rock Reinforcement ....570
13.10.5.
Design of Initial Support....571
13.10.5.1.
Empirical Rules....571
13.10.5.2.
Theoretical & Semi-Theoretical Methods....571
13.10.5.3.
Fundamental Approach – Design Of Steel Ribs & Lattice Girders ....572
13.10.6.
Geomechanical Analysis....576
13.10.6.1.
General Concepts....576
13.10.6.2.
Convergence-Confinement Method....584
13.10.6.3.
Stress Analysis....585
13.10.6.4.
Continuum Analyses Using Finite Difference, Finite Element, or Boundary Element Methods ....591
13.10.6.5.
Discontinuum Analyses ....598
13.10.7.
Design of Permanent, Final Linings ....600
13.10.7.1.
Lining Selection:....600
13.10.7.2.
Failure Modes for Concrete Linings ....602
13.10.7.3.
Following Loads ....603
13.10.7.4.
Linings subject to bending and distortion....603
13.10.8.
Excavation Methods....608
13.10.8.1.
TBM Excavation....608
13.10.8.2.
Drill and blast Excavation....609
13.10.8.3.
Advancing the Face....609
13.10.8.4.
Heading and Bench....609
13.10.8.5.
Multi-drift Advance ....609
13.10.8.6.
NATM....610
13.10.9.
Effect of Excavation Method on Design....610
13.11.
MIXED-FACE OR DIFFICULT GROUND ....610
xvii

TABLE OF CONTENTS
MOMRA Bridges Design Specifications
13.12.
SHAFTS 615
13.12.1.
General 615
13.12.2.
Shaft Excavation in Soft Ground....615
13.12.2.1.
Installation Rate: 615
13.12.2.2.
Shaft Configuration: 615
13.12.2.3.
Shaft Support System: 615
13.12.2.4.
Excavation in Soft Wet Ground: 615
13.12.3.
Shaft Excavation in Rock 618
13.12.3.1.
Temporary Supports 618
13.12.4.
Final Lining of Shafts....619
13.12.5.
The New Vertical Shield Tunnel....619
13.13.
CUT-AND-COVER TUNNEL STRUCTURES 619
13.13.1.
Tunnel Design - Structural 619
13.13.1.1.
General 619
13.13.2.
Dead Load 619
13.13.3.
Live Load, Impact and Other Dynamic Forces 619
13.13.4.
Horizontal Earth Pressure....620
13.13.5.
Buoyancy....621
13.13.6.
Flood....621
13.13.7.
Shrinkage and Thermal Forces....621
13.13.8.
Loading Cases 621
13.13.9.
Frame Analysis....622
13.13.10.
Reinforced Concrete Design 624
13.13.11.
Shoring Systems 624
13.13.12.
Decking 625
13.13.13.
Excavation and Groundwater Control 625
13.13.13.1.
Internally Braced Excavations....625
13.13.13.2.
Tied-back Excavations 627
13.13.13.3.
Groundwater Control....628
13.13.14.
Permanent Shoring Walls and Support....628
13.13.15.
Water-tightness....628
13.14.
LIGHTING 629
13.14.1.
General 629
13.14.2.
Tunnel Classification....629
13.14.2.1.
Underpasses....629
13.14.2.2.
Short Tunnels 630
13.14.2.3.
Long Tunnels....630
13.14.3.
Entrance Lighting 630
13.14.4.
Luminance in the Tunnel Interior....630
13.14.5.
Exit Lighting 630
13.14.6.
Lighting of Short Tunnels 631
13.14.7.
Lighting of Long Tunnels....631
13.14.8.
Tunnel Lining 633
13.14.9.
Emergency Lighting 634
13.14.9.1.
Dual Utility Power Sources....634
13.14.9.2.
Single Utility Service and Standby Generator 634
13.14.10.
Design Computations 634
13.15.
TUNNEL SURVEILLANCE, MANAGEMENT, AND SECURITY ......
634
13.15.1.
General 634
13.15.2.
Design and Implementation....635
13.15.2.1.
Traditional Design Approach 635
13.15.2.2.
System Manager Approach 635
13.15.3.
Tunnel Security 635
xviii

MOMRA Bridges Design Specifications
TABLE OF CONTENTS
13.16.
VENTILATION....635
13.16.1.
General....635
13.16.2.
Ventilation techniques....635
13.16.2.1.
Natural longitudinal ventilation 636
13.16.2.2.
Fans....636
13.16.2.3.
Semi-transverse ventilation....636
13.16.2.4.
Transverse ventilation....637
13.16.3.
Control of ventilation....638
13.16.3.1.
Temperature....639
13.16.3.2.
Air opacity 639
13.16.3.3.
CO-concentration....639
13.17.
FIRE PROTECTION....639
13.17.1.
Fire detectors and extinguishers....640
13.17.1.1.
Heat sensors....641
13.17.1.2.
Gas sensors 641
13.17.1.3.
Smoke sensors....641
13.17.1.4.
Flame sensors....641
13.17.1.5.
Video control 641
13.17.1.6.
Firefighting 642
13.18.
DRAINAGE SYSTEM 642
13.18.1.
General....642
13.18.2.
Drainage Design Criteria 642
13.18.3.
Drainage....642
13.18.4.
Dewatering....642
13.18.5.
Basins....643
13.18.6.
Water Supply 643
13.18.7.
Preconditions....643
13.18.7.1.
Drainage....643
13.18.7.2.
Dewatering....644
13.18.7.3.
Basins....644
13.18.7.4.
Water Supply 644
13.18.8.
Design 644
13.18.9.
Materials 645
13.19.
PUMP STATION AND MECHANICAL REQUIREMENTS......645
13.19.1.
Need for Stormwater Pump Station 645
13.19.2.
Pump Station Components....645
13.19.2.1.
Introduction....645
13.19.2.2.
Collection System 645
13.19.2.3.
Storage Unite 646
13.19.2.4.
Wells 646
13.19.2.5.
Pumps....646
13.19.2.6.
Pump Controls 646
13.19.2.7.
Pump Divers 646
13.19.2.8.
Station Housing....646
13.19.2.9.
Sump Pump 646
13.19.2.10.
Power Supply 647
13.19.2.11.
Security and Access Features....647
13.19.2.12.
Other Features....647
13.19.3.
Pump Station Types 647
13.19.3.1.
Wet-Pit Stations 647
13.19.3.2.
Dry-Pit Stations....653
13.19.4.
Comparison of Pit Types....654
13.19.4.1.
Dry-Pit Station 654
xix

TABLE OF CONTENTS
MOMRA Bridges Design Specifications
13.19.4.2.
Wet-Pit Station 655
13.19.5.
Pump Station Design Process....655
13.19.5.1.
Layouts and Details....655
13.19.5.2.
Specifications, Provisions and General Notes....655
13.19.5.3.
Design Review 656
13.19.6.
Construction and Testing....656
13.19.7.
Operation and Maintenance Phase 656
13.19.8.
Retrofitting Stage 656
13.20.
DESIGN OF CONSTRUCTION....
656
13.20.1.
Construction Process 656
13.20.1.1.
Prediction 656
13.20.1.2.
Execution....657
13.20.1.3.
Observation 658
13.20.2.
Bidding Strategy....658
13.20.3.
Choice of Method....659
13.21.
REFERENCES....661
xx

Scope
Section 7: Decks and Deck Systems
SECTION 7.
DECKS AND DECK SYSTEMS
7.1.
SCOPE
This Section contains provisions for the analysis and design of bridge decks and deck systems of concrete, metal or combinations thereof subjected to gravity loads.
For monolithic concrete bridge decks satisfying specific conditions, an empirical design, requiring no analysis, is permitted.
Continuity in the deck and its supporting components is encouraged.
Composite action between the deck and its supporting components is required where technically feasible.
C Implicit in this Section is a design philosophy that prefers jointless, continuous bridge decks and deck systems to improve the weather and corrosion-resisting effects of the whole bridge, reduce inspection efforts and maintenance costs, and increase structural effectiveness and redundancy.
7.2.
DEFINITIONS
Appurtenance : Curbs, parapets, railings, barriers, dividers, and sign and lighting posts attached to the deck.
Arching : A structural phenomenon in which wheel loads are transmitted Action primarily by compressive struts formed in the slab.
Band : A strip of laminated wood deck within which the pattern of butt joints is not repeated.
Bolster : A spacer between a metal deck and a beam.
Bulkhead : A steel element attached to the side of stress laminated timber decks to distribute the prestressing force and reduce the tendency to crush the wood.
Cellular Deck : A concrete deck with void-ratio in excess of 40 percent.
Clear Span : The face-to-face distance between supporting components.
Closed Rib : A rib in an orthotropic deck consisting of a plate forming a trough, welded to the deck plate along both sides of the rib.
Closure Joint : A cast-in-place concrete fill between precast components to provide continuity.
Compatibility : The equality of deformation at the interface of elements and/or components joined together.
Component : A structural element or combination of elements requiring individual design consideration.
Composite : A condition in which two or more elements or components are made to act together by preventing relative movement at their interface.
1

Section 7: Decks and Deck Systems
Definitions
<table><tr><td>Continuity</td><td>: In decks, both structural continuity and the ability to prevent water penetration without the assistance of nonstructural elements.</td></tr><tr><td>Core Depth</td><td>: The distance between the top of top reinforcement and the bottom of bottom reinforcement in a concrete slab.</td></tr><tr><td>Deck</td><td>: A component, with or without wearing surface that supports wheel loads directly and is supported by other components.</td></tr><tr><td>Deck Joint</td><td>: A complete or partial interruption of the deck to accommodate relative movement between portions of a structure.</td></tr><tr><td>Deck System</td><td>: A superstructure, in which the deck is integral with its supporting components, or in which the effects or deformation of supporting components on the behavior of the deck is significant.</td></tr><tr><td>Design Span</td><td>: For decks, the center-to-center distance between the adjacent supporting components, taken in the primary direction.</td></tr><tr><td>Effective Length</td><td>: The span length used in the empirical design of concrete slabs defined in Article 7.7.2.3.</td></tr><tr><td>Elastic</td><td>: A structural response in which stress is directly proportional to strain and no deformation remains upon removal of loading.</td></tr><tr><td>Equilibrium</td><td>: A state where the sum of forces parallel to any axis and the sum of moments about any axis in space are 0.0.</td></tr><tr><td>Equivalent Strip</td><td>: An artificial linear element, isolated from a deck for the purpose of analysis, in which extreme force effects calculated for a line of wheel loads, transverse or longitudinal, will approximate those actually taking place in the deck.</td></tr><tr><td>Extreme</td><td>: Maximum or minimum.</td></tr><tr><td>Flexural Continuity</td><td>: The ability to transmit moment and rotation between components or within a component.</td></tr><tr><td>Floor beam</td><td>: The traditional name for a cross-beam.</td></tr><tr><td>Footprint</td><td>: The specified contact area between wheel and roadway surface.</td></tr><tr><td>Frame Action</td><td>: Transverse continuity between the deck and the webs of cellular cross-section or between the deck and primary components in large bridges.</td></tr><tr><td>Glued Laminated Deck Panel</td><td>: A deck panel made from wood laminations connected by adhesives.</td></tr><tr><td>Governing Position</td><td>: The location and orientation of a transient load to cause extreme force effects.</td></tr><tr><td>Inelastic</td><td>: The structural response in which stress is not directly proportional to strain and deformation may remain upon removal of loading.</td></tr></table>
2

Definitions
Section 7: Decks and Deck Systems
<table><tr><td>Interface</td><td>: The location where two elements and/or components are in contact.</td></tr><tr><td>Internal Composite Action</td><td>: The interaction between a deck and a structural overlay.</td></tr><tr><td>Isotropic Plate</td><td>: A plate having essentially identical structural properties in the two principal directions.</td></tr><tr><td>Isotropic Reinforcement</td><td>: Two identical layers of reinforcement, perpendicular to and in touch with each other.</td></tr><tr><td>Lateral</td><td>: Any horizontal or close to horizontal direction.</td></tr><tr><td>Laminated Deck</td><td>: A deck consisting of a series of laminated wood elements that are tightly abutted along their edges to form a continuous surface.</td></tr><tr><td>Local Analysis</td><td>: An in-depth study of strains and stresses in or among components using force effects obtained from global analysis.</td></tr><tr><td>Net Depth</td><td>: `The depth of concrete, excluding the concrete placed in the corrugations of a metal formwork.</td></tr><tr><td>Open Grid Floor</td><td>: A metal grid floor not filled or covered with concrete.</td></tr><tr><td>Open Rib</td><td>: A rib in an orthotropic deck consisting of a single plate or rolled section welded to the deck plate.</td></tr><tr><td>Orthotropic</td><td>: A plate having significantly different structural properties in the two principal directions.</td></tr><tr><td>Overfill</td><td>: The concrete above the top of the steel grid of filled or partially filled steel grid deck systems.</td></tr><tr><td>Partial Composite Action</td><td>: A condition in which two or more elements or components are made to act together by decreasing, but not eliminating, relative movement at their interface, or where the connecting elements are too flexible to fully develop the deck in composite action.</td></tr><tr><td>Primary Direction</td><td>: In isotropic decks: direction of the shorter span; in orthotropic decks: direction of the main load carrying elements.</td></tr><tr><td>Secondary Direction</td><td>: The direction normal to the primary direction.</td></tr><tr><td>Segmental Construction</td><td>: A method of building a bridge utilizing match-cast, prefabricated, or cast-in-place concrete segments joined together by longitudinal post-tensioning.</td></tr><tr><td>Shear Connector</td><td>: A mechanical device that prevents relative movements both normal and parallel to an interface.</td></tr></table>
3

Section 7: Decks and Deck Systems
Definitions
<table><tr><td>Shear Continuity</td><td>: A condition where shear and displacement are transmitted between components or within a component.</td></tr><tr><td>Shear Key</td><td>: A preformed hollow in the side of a precast component filled with grout or a system of match-cast depressions and protrusions in the face of segments that is intended to provide shear continuity between components.</td></tr><tr><td>Skew Angle</td><td>: The angle between the axis of support relative to a line normal to the longitudinal axis of the bridge, i.e., a 0° skew denotes a rectangular bridge.</td></tr><tr><td>Spacing</td><td>: Center-to-center distance of elements or components, such as reinforcing bars, girders, bearings, etc.</td></tr><tr><td>Stay-in-Place Formwork</td><td>: Permanent metal or precast concrete forms that remain in place after construction is finished.</td></tr><tr><td>Stiffener Beam</td><td>: An unsupported beam attached to the underside of a wood deck to enhance lateral continuity.</td></tr><tr><td>Stress Range</td><td>: The algebraic difference between extreme stresses.</td></tr><tr><td>Structural Overlay</td><td>: An overlay bonded to the deck that consists of concretes other than asphaltic concretes.</td></tr><tr><td>Tandem</td><td>: Two closely spaced and mechanically interconnected axles of equal weight.</td></tr><tr><td>Tie-Down</td><td>: A mechanical device that prevents relative movement normal to an interface.</td></tr><tr><td>Void</td><td>: An internal discontinuity of the deck by which its self-weight is reduced.</td></tr><tr><td>Voided Deck</td><td>: Concrete deck in which the area of the voids does not constitute more than 40 percent of the gross area.</td></tr><tr><td>Wheel</td><td>: One tire or a pair of tires at one end of an axle.</td></tr><tr><td>Wheel Load</td><td>: One-half of a specified design axle load.</td></tr><tr><td>Wearing Surface</td><td>: An overlay or sacrificial layer of the structural deck to protect the structural deck against wear, road salts, and environmental effects.
The overlay may include waterproofing.</td></tr><tr><td>Yield Line</td><td>: A plastic hinge line.</td></tr><tr><td>Yield Line Analysis</td><td>: A method of determining the load-carrying capacity of a component on the basis of the formation of a mechanism.</td></tr><tr><td>Yield Line Method</td><td>: A method of analysis in which a number of possible yield line patterns of concrete slabs are examined in order to determine minimum load-carrying capacity.</td></tr></table>
4

Notations
Section 7: Decks and Deck Systems
7.3.
NOTATIONS
\(A_{B} =\) effective bearing area of anchorage bulkhead \((\mathrm{mm}^2)\)
\(A_{s} =\) area of steel bar or strand \((\mathrm{mm}^2)\)
a = larger of the spacing of the rib webs (mm)
c = depth of the bottom cutout to accommodate a rib in an orthotropic deck (mm)
d = effective depth: distance between the outside compressive fiber and the center of gravity of the tensile reinforcement (mm)
e = clear spacing between closed ribs in orthotropic steel decks (mm)
\(F =\) nominal bearing resistance of wood across the grain (MPa)
\(F_{r}\) = the out-of-plane flexural stresses in rib webs (MPa)
h = depth of deck (mm)
\(h^{\prime} =\) length of the inclined portion of the rib web (mm)
k = factor representing a distribution of bending moment along a rib
L = span length from center-to-center of supports
\(P_{BU} =\) factored compressive resistance of the wood under the bulkhead (N)
\(P_{pt} =\) prestressing force per prestressing element (N)
\(q = \text{load intensity (MPa)}\)
\(R_{sw} =\) steel-wood ratio
S = effective span length (mm)
s = spacing of prestressing bars (mm)
t = thickness of slab or plate (mm)
\( t_{d},_{eff} = \) effective depth of deck plate, including the stiffening effect of surfacing (mm)
\( t_{r} \) = thickness of rib web (mm)
\(\phi =\) resistance factor
7.4.
GENERAL DESIGN REQUIREMENTS
7.4.1.
Interface Action
Decks and open grid floors shall be made composite with their supporting components, unless there are compelling reasons to the contrary.
Non-composite decks shall be connected to their supporting components to prevent vertical separation.
C Composite action is recommended to enhance the stiffness and economy of structures.
C Some decks without shear connectors have historically demonstrated a degree of composite action due to chemical bond and/or friction that cannot be accounted for in structural design.
5

Section 7: Decks and Deck Systems
Limit States
Shear connectors and other connections between decks, other than open grid floors, and their supporting members shall be designed for force effects calculated on the basis of full composite action, whether or not that composite action is considered in proportioning the primary members.
The details for transmitting shear across the interface to metal supporting components shall satisfy the applicable provisions of Article 6.6.
Force effects between the deck and appurtenances or other components shall be accommodated.
C It is difficult to design and detail a tie-down device that does not attract shear forces due to transient loads, temperature changes, and fluctuation in moisture content.
These forces may loosen and/or break such devices, and cause fatigue damage in other parts of the floor system and its connections to main members and to floorbeams in particular.
7.4.2.
Deck Drainage
With the exception of unfilled steel grid decks, cross and longitudinal slopes of the deck surface shall be provided as specified in Article 2.7.6.
Structural effects of drainage openings shall be considered in the design of decks.
7.4.3.
Concrete Appurtenances
Unless otherwise specified by the Owner, concrete curbs, parapets, barriers, and dividers should be made structurally continuous.
Consideration of their structural contribution to the deck should be limited in accordance with the provisions of Article 7.5.1.
C Experience indicates that the interruption of concrete appurtenances at locations other than deck joints does not serve the intended purpose of stress relief.
Large cracks, only a foot or so away from open joints, have been observed in concrete parapets.
The structural participation of these components is usually but not always beneficial.
One possible negative aspect of continuity is increased cracking in the appurtenance.
7.4.4.
Edge Supports
Unless the deck is designed to support wheel loads in extreme positions with respect to its edges, edge supports shall be provided.
Nonintegral edge beams shall conform to the provisions of Article 7.7.1.4.
C If the deck joint hardware is integrated with the deck, it may be utilized as a structural element of the edge beam.
7.4.5.
Stay-in-Place Formwork for Overhangs
Stay-in-place formwork, other than that in filled steel decks, shall not be used in the overhang of concrete decks.
7.5.
LIMIT STATES
7.5.1.
General
The structural contribution of a concrete appurtenance to the deck may be considered for service and fatigue but not for strength or extreme event limit states.
C Exclusion of contribution of an appurtenance at strength limit state is a safety measure in that advantage is not taken of a component that may be damaged, disconnected, or destroyed by a collision.
6

Limit States
Section 7: Decks and Deck Systems
For other than the deck overhang, where the conditions specified in Article 7.7.2 are met, a concrete deck may be assumed to satisfy service, fatigue, and fracture and strength limit state requirements and need not meet the other provisions of Article 7.5.
C Article 7.7.2.2 states that the empirical design method does not apply to overhangs.
7.5.2.
Service Limit States
At service limit states, decks and deck systems shall be analyzed as fully elastic structures and shall be designed and detailed to satisfy the provisions of Section 5 and Section 6.
The effects of excessive deck deformation \( ^{1} \) , including deflection, shall be considered for metal grid decks and other lightweight metal and concrete bridge decks..
For these deck systems, the deflection caused by live load plus dynamic load allowance, shall not exceed the values in Table 7.1.
Table 7.1: Limits of Deflection in Decks Caused by Live Load plus Dynamic Load Allowance
<table><tr><td>Description</td><td>Limit</td></tr><tr><td>Decks with no pedestrian traffic</td><td>L/800</td></tr><tr><td>Decks with limited pedestrian traffic</td><td>L/1000</td></tr><tr><td>Decks with significant pedestrian traffic</td><td>L/1200</td></tr></table>
where: L = span length from center-to-center of supports.
C Deck deformation refers to local dishing at wheel loads, not to overall superstructure deformation.
C The primary objective of curtailing excessive deck deformation is to prevent breakup and loss of the wearing surface.
No overall limit can be specified because such limit is a function of the composition of the wearing surface and the adhesion between the deck and the wearing surface.
The limits should be established by testing.
C Substantial work has been done relating accelerations to user comfort.
Acceleration is a function of the fundamental frequency of vibration of the deck on a particular span, and the magnitude of dynamic deflection due to live load.
Dynamic deflections are typically 15 percent to 20 percent of static deflections.
Analysis shows that static deflections serve well as a proxy for acceleration levels for deck systems.
7.5.3.
Fatigue and Fracture Limit State
Fatigue need not be investigated for concrete decks.
C The provisions that do not require fatigue investigation of certain types of decks are based exclusively on observed performance and laboratory testing.
Metal grid, filled grid, partially filled grid and unfilled grid decks composite with reinforced concrete slabs shall comply with the provisions of Article 4.6.2.1.8 and Article 6.5.3.
Steel grid and steel orthotropic decks shall comply with the provisions of Article 6.5.3.
Concrete decks, other than those in multi-girder application, shall be investigated for the fatigue limit states as specified in Article 5.5.3.
C A series of 35 pulsating load fatigue tests of model slabs indicate that the fatigue limit for the slabs designed by the conventional AASHTO moment methods was approximately three times the service level.
Decks based on the isotropic reinforcement method specified in Article 7.7.2 had fatigue limits of approximately twice the service level (deV Batchelor et al., 1978).
\( ^{1} \) Deck deformation refers to local dishing at wheel loads, not to overall superstructure deformation.
7

Section 7: Decks and Deck Systems
Analysis
7.5.4.
Strength Limit States
At strength limit states, decks and deck systems may be analyzed as either elastic or inelastic structures and shall be designed and detailed to satisfy the provisions of Section 5 and Section 6.
C These Specifications do not permit an unlimited application of inelastic methods of analysis due to the lack of adequate background research.
There are, however, well-established inelastic plate analyses whose use is allowed.
7.5.5.
Extreme Event Limit States
Decks shall be designed for force effects transmitted by traffic and combination railings using loads, analysis procedures, and limit states specified in Section 11.
Acceptance testing, complying with Section 11, may be used to satisfy this requirement.
7.6.
ANALYSIS
7.6.1.
Methods of Analysis
Approximate elastic methods of analysis specified in Article 4.6.2.1, refined methods specified in Article 4.6.3.2, or the empirical design of concrete slabs specified in Article 7.7 may be used for various limit states as permitted in Article 7.5.
C Analytical methods presented herein should not be construed as excluding other analytical approaches, provided that they are approved by the Owner.
7.6.2.
Loading
Loads, load positions, tire contact area, and load combinations shall be in accordance with the provisions of Section 3.
7.7.
CONCRETE DECK SLABS
7.7.1.
General
7.7.1.1.
Minimum Depth and Cover
Unless approved by the Owner, the depth of a concrete deck, excluding any provision for grinding, grooving, and sacrificial surface, should not be less than 175 mm.
C For slabs of depth less than 1/20 of the design span, consideration should be given to prestressing in the direction of that span in order to control cracking.
C Construction tolerances become a concern for thin decks.
Minimum cover shall be in accordance with the provisions of Article 5.10.1.
C Minimum cover requirements are based on traditional concrete mixes and on the absence of protective coating on either the concrete or the steel inside.
A combination of special mix design, protective coatings, dry or moderate climate, and the absence of corrosion chemicals may justify a reduction of these requirements provided that the Owner approves.
7.7.1.2.
Composite Action
Shear connectors shall be designed in accordance with the provisions of Section 5 for concrete beams and Section 6 for steel beams.
8

Concrete Deck Slabs
Section 7: Decks and Deck Systems
7.7.1.3.
Skewed Decks
If the skew angle of the deck does not exceed \( 25^{\circ} \) , the primary reinforcement may be placed in the direction of the skew; otherwise, it shall be placed perpendicular to the main supporting components.
C The intent of this provision is to prevent extensive cracking of the deck, which may result from the absence of appr

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