(343)310-00-99
sprut@sitis.ru
Применение
Продукция
Библиотека
Скачать
Личный кабинет
Форум
Компания
Главная » Библиотека » Виды мониторинга » Геодезический » Лазерное сканирование
Лазерное сканирование
Eurocode handbook 4. Design of bridges
Eurocode handbook 4. Design of bridges [3735]
Количество страниц: 170
Год: 2004
Аннотация[128 КБ] 
Код: 10470
Содержание
Chapter 1. Bridges - Actions and load combinations (Pages I.1 to I.76)
1. 1. Foreword
2. 2. Development of the static road traffic load models of EC1.2
2.1. 2.1. Static load model philosophy
2.2. 2.2. Statical analysis of European traffic data
2.3. 2.3. Traffic scenarios
2.4. 2.4. Extrapolation methods
2.4.1. 2.4.1. Half-normal distribution extrapolation method
2.4.2. 2.4.2. Gumbel distribution extrapolation method
2.4.3. 2.4.3. Montecarlo method extrapolation
2.5. 2.5. Definition of dynamic magnification factors
2.5.1. 2.5.1. The inherent impact factors
2.5.2. 2.5.2. The impact factors
2.6. 2.6. Setup and calibration of the EN 1991-2 traffic load models
2.7. 2.7. Other representative traffic load values
3. 3. The EN 1991-2 load traffic models
3.1. 3.1. Division of the Carriageway and numbering of notional lanes
3.2. 3.2. Load models for vertical loads
3.3. 3.3. Load model n. 1
3.4. 3.4. Load model n. 2
3.5. 3.5. Load model n. 3 - Special vehicles
3.6. 3.6. Load model n. 4 Crowd loading
3.7. 3.7. Characteristic values of horizontal actions
3.7.1. 3.7.1. Braking and acceleration forces
3.7.2. 3.7.2. 'Centrifugal force
4. 4. Combination of multi-component actions
5. 5. Design values of actions
5.1. 5.1. Persistent and transient design situations
5.2. 5.2. Accidental and seismic design situations
5.3. 5.3. Serviceability limit states
6. 6. Development of the fatigue load models of EN 1991-2
6.1. 6.1. Fatigue load modeling
6.1.1. 6.1.1. Fatigue verification methods
6.1.2. 6.1.2. Reference traffic measurements
6.2. 6.2. The fatigue load models of EN 1991-2
6.2.1. 6.2.1. Calibration method
6.2.2. 6.2.2. Reference S-N curves
6.2.3. 6.2.3. Fatigue load models
6.2.4. 6.2.4. Accuracy of fatigue load models
6.3. 6.3. The λ-coefficient method
6.4. 6.4. Partial safety factors γM
6.5. 6.5. Modeling of vehicle interactions
6.5.1. 6.5.1. Basic assumptions
6.5.2. 6.5.2. Interaction between lorries simultaneously travelling on one lane
6.5.3. 6.5.3. Interaction between lorries simultaneously travelling on several lanes
6.5.4. 6.5.4. The time independent load spectrum
6.5.5. 6.5.5. Time independent interactions
6.5.6. 6.5.6. Some relevant results
7. 7. Actions on footbridges
7.1. 7.1. Field of application
7.2. 7.2. Vertical load models
7.2.1. 7.2.1. Uniformly distributed loads
7.2.2. 7.2.2. Concentrated load
7.2.3. 7.2.3. Service vehicle
7.3. 7.3. Horizontal forces - characteristic values
7.4. 7.4. Groups of traffic loads on footbridges
7.5. 7.5. Application of the load models
7.6. 7.6. Verification regarding traffic induced deformations and vibrations for footbridges
7.6.1. 7.6.1. Bridge-traffic interaction
7.6.2. 7.6.2. Dynamic models of pedestrian loads
7.6.3. 7.6.3. Comfort criteria
7.7. 7.7. Load combinations for footbridges
8. 8. Actions on railway bridges
8.1. 8.1. Representation of actions and nature of rail traffic loads
8.2. 8.2. Vertical loads
8.2.1. 8.2.1. Load Model 71
8.2.2. 8.2.2. Load Models SW/0 and SW/2
8.2.3. 8.2.3. Load Model "unloaded train"
8.2.4. 8.2.4. Eccentricity of vertical load models 71 and SW/0
8.2.5. 8.2.5. Distribution of axle loads
8.2.6. 8.2.6. Equivalent vertical loading for earthworks and earth pressure effects
8.2.7. 8.2.7. Footpaths and general maintenance loading
8.3. 8.3. Dynamic magnification factors Ф (Ф2, Ф3)
8.3.1. 8.3.1. Definition of the dynamic factor Ф
8.4. 8.4. Application of traffic loads on railway bridges
8.5. 8.5. Horizontal forces - characteristic values
8.5.1. 8.5.1. Centrifugal forces
8.5.2. 8.5.2. Nosing force
8.5.3. 8.5.3. Actions due to traction and braking
8.6. 8.6. Multicomponent actions
8.6.1. 8.6.1. Characteristic values of multicomponent actions
8.6.2. 8.6.2. Other representative values of the multicomponent actions
8.7. 8.7. Fatigue load models
8.7.1. 8.7.1. Assumption for fatigue actions
8.7.2. 8.7.2. The λ-factor design method
8.7.3. 8.7.3. Train types for fatigue
9. References
Chapter 2. Accidental actions on bridges (Pages II.1 to II.6)
1. Summary
2. 1. Introduction
2.1. 1.1. General
2.2. 1.2. Background Documents
3. 2. Basis of applications
4. 3. Loads due to vehicle collisions
5. 4. Design examples of a bridge pier for collision
6. 5. Discussion ON Annex C
7. 6. References
Chapter 3. EN 1991-2, Traffic loads on bridges: example of concrete bridge design (Pages III.1 to III.15)
1. Summary
2. 1. Description of the bridge
2.1. 1.1. Geometric characteristics of a single longitudinal beam
3. 2. Definition of loads
3.1. 2.1. Structural self weights
3.2. 2.2. Dead loads
3.3. 2.3. Traffic loads
3.4. 2.4. Wind action
3.5. 2.5. Thermal actions
4. 3. Calculating the stresses
4.1. 3.1. Distribution of the loads on the main beams
4.2. 3.2. Calculating the maximum stresses on the main beams
Chapter 4. EN 1991-2, Traffic loads on bridges: example of steel bridge design (Pages IV.1 to IV.17)
1. Summary
2. 1. Description of the bridge
2.1. 1.1. Geometric characteristics of the structure
3. 2. Definition of loads
3.1. 2.1. Structural self-weights
3.2. 2.2. Dead loads
3.3. 2.3. Traffic loads
3.4. 2.4. Wind action
3.5. 2.5. Thermal actions
4. 3. Calculting the stresses
4.1. 3.1. Behaviour of the structure
4.2. 3.2. Local effects on the deck plate
4.3. 3.3. Calculation methods for the orthotropic deck
4.4. 3.4. Calculating the main structure
4.4.1. 3.4.1. The effects of self-weight and dead load
4.4.2. 3.4.2. The effects of traffic loads
4.4.3. 3.4.3. Wind effects
4.4.4. 3.4.4. Effects of thermal variations
4.5. 3.5. Calculating the transverse section
Chapter 5. Example of steel footbridge (Pages V.1 to V.10)
1. Summary
2. 1. Introduction
2.1. 1.1. Background materials
3. 2. Definition of the system
3.1. 2.1. The structural system
3.2. 2.2. Properties of the section
4. 3. Definition of the actions
4.1. 3.1. Permanent actions
4.1.1. 3.1.1. Self weight of structural members
4.1.2. 3.1.2. Deck cover
4.2. 3.2. Snow loads
4.3. 3.3. Wind loads
4.4. 3.4. Thermal loads
4.5. 3.5. Traffic loads
5. 4. Combination of actions
5.1. 4.1. Combination of action for the ultimate limit state verification
5.2. 4.2. Combination of action for the serviceability limit state verification
6. 5. References
Chapter 6. Examples of a composite bridge (Pages VI.1 to VI.21)
1. 1. Introduction
2. 2. Definition of the system
2.1. 2.1. Details of the system
2.2. 2.2. Load History
2.3. 2.3. Properties of the Section
2.3.1. 2.3.1. Bending Capacities
2.3.2. 2.3.2. Moments of Inertia
2.4. 2.4. Resistance of the Transversal Girder and of the Stiffeners
3. 3. Definition of loads
3.1. 3.1.1. Permanent Loads Acting on the Structural Steel
3.2. 3.1.2. Permanent Loads Acting on the Composite Beam
3.3. 3.2. Traffic Loads
3.4. 3.3. Actions on Footways
3.5. 3.4. Wind Loads
3.5.1. 3.4.1. Determination of the Relevant Gust Wind Pressure
3.5.2. 3.4.2. Horizontal Wind Forces
3.5.3. 3.4.3. Vertical Wind Forces
3.6. 3.5. Thermal Actions
3.7. 3.6. Effects due to Shrinkage
3.8. 3.7. Temporary Loads during Construction
4. 4. Calculation of internal forces
4.1. 4.1. Distributions of Characteristic Loads on the Bridge Deck
4.2. 4.2. Bending Moments in the Construction Stage (Continuous Beam)
4.2.1. 4.2.1. Moments due to permanent loads during Erection
4.2.2. 4.2.2. Moments due to Temporary Loads during Erection
4.2.3. 4.2.3. Moments due to Vertical Wind Loads during Erection
4.3. 4.3. Bending Moments in the Final Stage
4.3.1. 4.3.1. Moments due to Permanent Loads
4.3.2. 4.3.2. Moments due to Traffic Loads
4.3.3. 4.3.3. Moments due to Loads on the Footway
4.3.4. 4.3.4. Moments due to Vertical Wind Forces
4.4. 4.4. Internal Forces Acting on the Transversal Girder and the Stiffeners
4.5. 4.5. Summary of the Relevant Internal Forces
4.5.1. 4.5.1. Bending Moments in the Bridge Girder
4.5.2. 4.5.2. Internal Forces in the Transversal Girder and the Stiffenes
5. 5. Verifications
5.1. 5.1. Verification for the Ultimate Limit State
5.1.1. 5.1.1. General
5.1.2. 5.1.2. Verification of the Steel Girder in the Erection Stage
5.1.3. 5.1.3. Verification of the Composite Beam in the Final Stage
5.1.4. 5.1.4. Verification of the Transversal Girder and the Stiffeners
5.2. 5.2. Verification for the Serviceability Limit State
6. 6. References
Chapter 7. Design of composite bridges according to EN 1990 and EN 1991. Case study (Pages VII.1 to VII.14)
1. 1. Introduction
1.1. 1.1. Aims
1.2. 1.2. Scope
1.3. 1.3. Organisation of the contribution
2. 2. Constraints
2.1. 2.1. Situation
2.2. 2.2. Functionality
2.3. 2.3. Construction
3. 3. Conceptual design
3.1. 3.1. Layout of the bridge
3.2. 3.2. Bridge deck
3.3. 3.3. Construction
4. 4. Actions, influences and countermeasures
4.1. 4.1. Introduction
4.2. 4.2. Recognition of actions and influences, adoption of countermeasures
4.2.1. 4.2.1. Permanent actions
4.2.2. 4.2.2. Variable actions
4.2.3. 4.2.3. Accidental actions
4.3. 4.3. Failure mode and reliability
4.4. 4.4. Relevant design situations
4.4.1. 4.4.1. Overview
4.4.2. 4.4.2. Design situations for the verification of Ultimate Limit States
4.4.3. 4.4.3. Design situations for the verification of Serviceability Limit States
5. 5. Action models
6. 6. Calculation of actions effects
7. 7. Combination of actions
7.1. 7.1. Transient design situation Construction
7.2. 7.2. Persistent design situation Traffic
7.3. 7.3. Persistent design situation Temperature
8. 8. Concluding remarks
9. References
Appendix A. Properties of selected materials (Pages A.1 to A.4)
1. Summary
2. 1. Properties of concrete
2.1. 1.1. Introduction
2.2. 1.2. Concrete classes
2.3. 1.3. Time-dependence of concrete mechanical parameters
2.4. 1.4. Creep and shrinkage
2.5. 1.5. Durability
2.6. Example
3. 2. References