[CIVIL NX] Train Load Analysis - EN 1991-2:2003 – MIDAS Support

Download the following files

Eurocode Train Load.zip

0. Contents

1. Railway Actions as per EN 1991-2

1-1 Relevant Eurocodes for railway bridge

1-2 Railway Actions

1-3 Vertical loads - Load Model 71

1-4 Vertical loads - Load Model SW/0 and SW/2

1-5 Eccentricity of vertical loads (Load Models 71 and SW/0)

1-6 Distribution of axle loads by the rails, sleepers and ballast

1-7 Dynamic effects

1-8 Dynamic factor Φ

1-9 Determinant length

1-10 Reduced dynamic effects

1-11 Application of traffic loads on railway bridges

1-12 Groups of Loads - Characteristic values of the multicomponent action

1-13 Load Combination

1-14 Traffic loads for fatigue

2. Tutorial

2-1 Bridge Overview

2-2 Number and track gage of notional tracks

2-3 Moving Load Cases

1. Railway Actions as per EN 1991-2

1-1 Relevant Eurocodes for railway bridge

EN 1991-2		Actions on structures - Traffic loads on bridges
	Section 6	Rail traffic actions and other actions specifically for railway bridges
	Annex C	Dynamic factors 1+Φ for real trains
	Annex D	Basis for the fatigue assessment of railway structures
	Annex E	Limits of validity of load model HSLM and the selection of the critical universal train from HSLM-A
	Annex F	Criteria to be satisfied if a dynamic analysis is not required
	Annex G	Method for determining the combined response of a structure and track to variable actions
	Annex H	Load models for rail traffic loads in transient situations
EN 1990	Annex A2	Basis of structural design - Application for bridges
Section A2.2.4		Combination rules for railway bridges
Section A2.4.4		Verifications regarding deformations and vibrations for railway bridges

1-2 Railway Actions

Actions due to railway operations :

- Vertical loads : Load Models 71, SW (SW/0 and SW/2), "unloaded train" and HSLM

- Dynamic effects

Actions to be considered separately by the user

- Vertical loading for earthworks

- Centrifugal forces

- Nosing force

- Traction and braking forces

- Aerodynamic actions from passing trains

- Actions due to overhead line equipment and other railway infrastructure and equipment

- Actions for non-public footpaths

1-3 Vertical loads - Load Model 71

• The characteristic values shall be multiplied by a factor α, on lines carrying rail traffic which is heavier or lighter than normal rail traffic. When multiplied by the factor the loads are called "classified vertical loads". This factor α shall be one of the following:

0.75 – 0.83 – 0.91 – 1.00 – 1.10 – 1.21 – 1.33 - 1.46

• The actions listed below shall be multiplied by the same factor α :

- Equivalent vertical loading for earthworks and earth pressure effects,

- centrifugal forces,

- Nosing force (multiplied by α for α≥1 only),

- traction and braking forces,

- combined response of structure and track to variable actions,

- derailment actions for Accidental Design Situations,

- Load Model SW/0 for continuous span bridges.

• For checking limits of deflection classified vertical loads and other actions enhanced by α shall be used (except for passenger comfort where shall be taken as unity).

1-4 Vertical loads - Load Model SW/0 and SW/2

• Load Model SW/0 represents the static effect of vertical loading due to normal rail traffic on continuous beams.

• Load Model SW/2 represents the static effect of vertical loading due to heavy rail traffic.

• Load Model SW/0 shall be multiplied by the factor α.

1-5 Eccentricity of vertical loads (Load Models 71 and SW/0)

• The effect of lateral displacement of vertical loads shall be considered by taking the ratio of wheel loads on all axles as up to 1,25:1.00 on any one track.

• Eccentricity of vertical loads may be neglected when considering fatigue.

Note

This eccentricity is not considered in the program.

1-6 Distribution of axle loads by the rails, sleepers and ballast

(1) Longitudinal distribution of a point force or wheel load by the rail

- A point force in Load Model 71 and HSLM (except for HSLM-B) or wheel load my be distributed over three rail support points.

(2) Longitudinal distribution of load by sleepers and ballast

Note

Not considered in the program.

(3) Transverse distribution of actions by the sleepers and ballast

Note

Not considered in the program.

(4) Equivalent vertical loading for earthworks and earth pressure effects

Note

Not considered in the program.

1-7 Dynamic effects

• Factors influencing dynamic behavior

- the speed of traffic across the bridge,

- the span L of the element and the influence line length for deflection of the element being considered,

- the mass of the structure,

- the natural frequencies of the whole structure and relevant elements of the structure and the associated mode shapes along the line of the track,

- the number of axles, axle loads and the spacing of axles,

- the damping of the structure,

- vertical irregularities in the track,

- the unsprung/sprung mass and suspension characteristics of the vehicle,

- the presence of regularly spaced supports of the deck slab and/or track(cross girders, sleepers etc.),

- vehicle imperfections (wheel flats, out of round wheels, suspension defects etc.),

- the dynamic characteristics of the track (ballast, sleepers, track components etc.).

• The dynamic enhancement of load effects shall be allowed for by multiplying the static loading by the dynamic factor Φ. If a dynamic analysis is necessary, the results of the dynamic analysis shall be compared with the result of the static analysis enhanced by Φ and the most unfavorable load effects shall be used for the bridge design.

• The dynamic effects of a Real Train may be represented by a series of travelling point forces. Vehicle/structure mass interaction effects may be neglected. For spans less than 30m dynamic vehicle/bridge mass interaction effects tend to reduce the peak response at resonance. Account may be taken of these effects by :

- carrying out a dynamic vehicle/structure interactive analysis, (*Not available in the program)

- increasing the value of damping assumed for the structure (*Available in the program)

Note

This tutorial covers the static analysis enhanced by the dynamic factor Φ.

1-8 Dynamic factor Φ

• A static analysis shall be carried out with the load models (LM71 and where required Load Models SW0/ and SW/2). The results shall be multiplied by the dynamic factor Φ (and if required multiplied by α).

• The dynamic factor takes account of the dynamic magnification of stresses and vibration effects in the structure but does not take account of resonance effects.

• Structures carrying more than one track should be considered without any reduction of dynamic factor Φ.

• Generally the dynamic factor is taken as either 2 or 3 according to the quality of track maintenance as follows :

(a) For carefully maintained track :

(b) For track with standard maintenance :

• The dynamic factor shall not be used with :

- the loading due to Real Trains,

- the loading due to Fatigue Trains,

- Load Model HSLM,

- the load model "unloaded train"

Note

Dynamic factor can automatically be calculated using user-defined determinant length in the program.

1-9 Determinant length

Structural element (Main girder)

Determinant length

Simply supported girders and slabs

Span in main girder direction

Girders and slabs continuous over n spans with

Note

Determinant length needs to be defined by the user in the program.

1-10 Reduced dynamic effects

In the case of arch bridges and concrete bridges of all types with a cover of more than 1.00m, Φ2 and Φ3 may be reduced as follows :

1-11 Application of traffic loads on railway bridges

The required number and positions(s) of the tracks may be specified for the individual project.

The minimum spacing of tracks and structural gauge clearance requirements may be specified for the individual project.

The effects of all actions shall be determined with the traffic loads and forces placed in the most unfavorable positions. Traffic actions which produce a relieving effect shall be neglected. The program provides an option for this effect, which is called 'Load Point Selection' under the 'Moving Load Analysis Control' dialog.

• Load Model 71

- any number of lengths of the uniformly distributed load qvk shall be applied to a track and up to four of the individual concentrated loads Ovk shall be applied once per track,

- for structures carrying two tracks, Load Model 71 shall be applied to one track or both tracks,

- for structures carrying three or more tracks, Load Model 71 shall be applied to one track or to two tracks or 0,75 times Load Model 71 to three or more of the tracks.

• Load Model SW/0

- the loading shall be applied once to a track,

- for structures carrying two tracks, Load Model SW/0 shall be applied to tone track or both tracks,

- for structures carrying three or more tracks, Load Model SW/0 shall be applied to on track or to two tracks on 0,75 times Load Model SW/0 to three or more of the tracks.

The program applies Multiple Presence Factor to LM71 and SW/0 only, which is considered in the 'Moving Load Case' dialog.

• Load Model SW/2

- the loading shall be applied once to a track,

- for structures carrying more than one track, Load Model SW/2 shall be applied to one track only with Load Model 71 or Load Model SW/0 applied to one other track.

• This application case can be considered by defining two sub-load cases and selecting 'Combined' option in a moving load case. One sub-load case for assigning SW/2 with Max. Number of Loaded Lanes = 1 and another sub-load case for LM71 or SW/0 with Max. Number of Loaded Lanes = 1.

step 1

step 2

step 3

Note

The 'Independent' option gives the most critical effect among two sub-load cases.

• Load Model "unloaded train"

- any number of lengths of the uniformly distributed load qvk shall be applied to a track,

- generally Load Model "unloaded train" shall only be considered in the design of structures carrying on track.

• All continuous beam structures designed for Load Model 71 shall be checked additionally for Load Model SW/0.

• Where a dynamic analysis is required all bridges shall also be designed for the loading from Real trains and Load Model HSLM where required.

• For the verification of deformations and vibrations the vertical loading to be applied shall be :

- Load Model 71 and where required load Models SW/0 and SW/2,

- Load Model HSLM where required,

- Real Trains when determining the dynamic behavior in the case of resonance or excessive vibrations of the deck where required.

• For bridge decks carrying one or more tracks the checks for the limits of deflection and vibration shall be made with the number of tracks loaded with all associated relevant traffic actions. Where required classified loads shall be taken into account.

1-12 Group of Loads - Characteristic values of the multicomponent action

Note

Horizontal forces need to be separately applied by the user.

1-13 Load Combination

Ultimate Limit States - persistent and transient design situations

γG,sup = 1.35

γQ = 1.45 when Q represents unfavorable actions due to rail traffic, for groups of loads 11 to 31 (except 16, 17, 26 and 27), load models LM71, SW/0 and HSLM and real trains, when considered as individual leading traffic actions.

γQ = 1.20 when Q represents unfavorable actions due to rail traffic, for groups of loads 16 and 17 and SW/2

For rail traffic actions for groups of loads 26 and 27 γQ = 1,20 may be applied to individual components of traffic actions associated with SW/2 and γQ = 1,45 may be applied to individual components of traffic actions associated with load models LM71, SW/0 and HSLM, etc.

Serviceability Limit States

Note

The ψ1 factor varies depending on the number of loaded tracks, which can be considered in the moving load analysis. The ψ0 factor does not rely on the number of loaded tracks, which can be considered in the Load Combination.

1-14 Traffic loads for fatigue

(1) For normal traffic based on characteristic values of Load Model 71, including the dynamic factor, the fatigue assessment should be carried out on the basis of the traffic mixes, "standard traffic", "traffic with 250kN-axles" or "light traffic mix" depending on whether the structure carries mixed traffic, predominantly heavy freight traffic or lightweight passenger traffic in accordance with the requirements specified.

(2) Each of the mixes is based on an annual traffic tonnage of 25x10⁶ ton passing over the bridge on each track.

(3) For structures carrying multiple tracks, the fatigue loading shall be applied to a maximum of two tracks in the most unfavorable positions.

(4) The fatigue damage should be assessed over the design working life. 100 years in recommended.

(5) Vertical rail traffic actions including dynamic effects and centrifugal forces should be taken into account in the fatigue assessment. Generally nosing and longitudinal traffic actions may be neglected in the fatigue assessment.

2. Tutorial

2-1 Bridge Overview

Bridge type	Straight bridge
Span length	2@24m
Carriageway width	9.3m
Spacing of cross beams	4.8m

2-2 Number and track gage of notional tracks

Carriageway width	Number of notional tracks	Track gage Center to center
9.3m	n₁ = 2	1.5m

2-3 Moving Load Cases

No	Moving Load Case	Rail Traffic Load	Load Combination	ψ1	γQ
1	LM71_ULS	Load Model 71	ULS	N/A	1.45
2	LM71_SLS C		SLS-Characteristic	N/A	N/A
3	LM71_SLS F		SLS-Frequent	0.8 one track loaded 0.7 two tracks loaded	N/A
4	SW/0_ULS	Load Model SW/0	ULS	N/A	1.45
5	SW/0_SLS C		SLS-Characteristic	N/A	N/A
6	SW/0_SLS F		SLS-Frequent	0.8 one track loaded 0.7 two tracks loaded	N/A
7	SW/2+LM71_ULS	Load Model SW/2 Load Model 71	ULS	N/A	1.2 SW/2 1.45 LM71
8	SW/2+LM71_SLS C		SLS-Characteristic	N/A	N/A
9	SW/2+LM71_SLS F		SLS-Frequent	0.8 one track loaded 0.7 two tracks loaded	N/A
10	SW/2+SW/0_ULS	Load Model SW/2 Load Model SW/0	ULS	N/A	1.2 SW/2 1.45 LM71
11	SW/2+SW/0_SLS C		SLS-Characteristic	N/A	N/A
12	SW/2+SW/0_SLS F		SLS-Frequent	0.8 one track loaded 0.7 two tracks loaded	N/A

(1) Open the model file.

From the main menu Main menu > File > Open Project

Note

This tutorial is intended to introduce the functions of Moving load analysis. Therefore the procedures of creating elements, assigning static loads and boundary conditions are omitted here. Refer to the online manual for the detailed usage.

(2) Define moving load code

First, double-click the Midas Civil icon in the relevant directory or on the background screen.

From the main menu Main menu > [Load] Tab > Moving Load

1. Moving Load Code : EUROCODE

(3) Define Traffic Line Lane (Track 1)

From the main menu Main menu > [Load] Tab > Moving Load > Traffic Line Lane

1. Click [Add]

2. Lane Name : Track 1

3. Eccentricity : -0.9m, Wheel Spacing : 1.5m

4. Vehicular Load Distribution : Cross Beam

5. Cross Beam Group : Cross Beam

6. Selection by : 2 Points

7. Click (0,0,0,).

8. Click (48,0,0).

9. Click [Add]

10. Click [OK]

Note

Wheel Spacing represents the center-to-center distance of track gage.

Note

Lane Width is not used in the analysis.

Note

Cross Beam group comprises of all the transverse elements.

(4) Define Traffic Line Lane (Track 2)

From the main menu Main menu > [Load] Tab > Moving Load > Traffic Line Lane

1. Click [Add]

2. Lane Name : Track 2

3. Eccentricity : -3.9m, Wheel Spacing : 1.5m

4. Vehicular Load Distribution : Cross Beam

5. Cross Beam Group : Cross Beam

6. Selection by : 2 Points

7. Click (0,0,0,).

8. Click (48,0,0).

9. Click [Add]

10. Click [OK]

Note

Enter the eccentricity of a traffic line lane relative to a traffic line lane element. Traffic line lane elements are defined as the reference frame elements from which the eccentricity is measured.

Note

In this tutorial, the eccentricities are calculated as shown in the right figure.

(5) Define Rail Traffic Loads(Load Model 71)

From the main menu Main menu > [Load] Tab > Moving Load > Vehicles

1. Click [Add Standard]

2. Standard Name : EN 1991-2:2003 - Rail Traffic Load

3. Vehicular Load Type : Load Model 71

4. Adjustment factor (α) :1.33

5. Click [OK]

Note

A point force in Load Model 71 and HSLM A(A1 to A10) may be distributed over three rail support points as shown below :

(6) Define Rail Traffic Loads(Load Model SW/0)

From the main menu Main menu > [Load] Tab > Moving Load > Vehicles

1. Click [Add Standard]

2. Standard Name : EN 1991-2:2003 - Rail Traffic Load

3. Vehicular Load Type : Load Model SW/0

4. Adjustment factor (α) :1.33

5. Click [OK]

(7) Define Rail Traffic Loads(Load Model SW/2)

From the main menu Main menu > [Load] Tab > Moving Load > Vehicles

1. Click [Add Standard]

2. Standard Name : EN 1991-2:2003 - Rail Traffic Load

3. Vehicular Load Type : Load Model SW/2

4. Click [OK]

(8) Define Moving Load Case - LM71 ULS

From the main menu Main menu > [Load] Tab > Moving Load > Moving Load Case

1. Click [Add]

2. Load Case Name : LM71_ULS

3. Select Load Model : Railway Bridge

4. Check on the 'Ignore ψ1 factor' option.

5. Press [Add]

Note

The ψ1 factor is not applied to the results by checking on the Ignore ψ1 Factor option. This load case will be used for the ULS combination.

Note

For the determination of the most adverse load effects from the application of Load Model 71 and SW/0, these load models shall be applied to any one track, any two tracks or 0.75 times the load model to three or more tracks.

6. Select the VL: Load Model 71

7. Scale Factor : 1.45

8. Specify the Min. no of lanes = 0 and Max. no of lanes = 2.

9. Select the Lanes Track 1 and Track 2 from the list of lanes.

10. Press [OK]

Note

Load factor γQ to be used for the ULS combination may be applied to the Moving Load Case or to the Combination. In this example, the load factor γQ is applied to the load case for all the moving load cases and the factor will not be considered in the ULS combination.

Note

The load factors γQ are 1.45 for LM71 and 1.2 for SW/2 . These different values cannot be considered in Load Combination in the program. Therefore, these factors should be entered in the Moving Load Case by using Scale Factor.

(9) Define Moving Load Case - LM71 SLS C

From the main menu Main menu > [Load] Tab > Moving Load > Moving Load Case

1. Click [Add]

2. Load Case Name : LM71_SLS C

3. Select Load Model : Railway Bridge

4. Check on the 'Ignore ψ1 factor' option.

5. Press [Add]

Note

The ψ1 factor is ignored because this load case will be used for the SLS characteristic combination.

6. Select the VL: Load Model 71

7. Scale Factor : 1.0

8. Specify the Min. no of lanes = 0 and Max. no of lanes = 2.

9. Select the Lanes Track 1 and Track 2 from the list of lanes.

10. Press [OK]

Note

Scale Factor is set to 1.0 because this load case will be used for SLS characteristic combination.

(10) Define Moving Load Case - LM71 SLS F

From the main menu Main menu > [Load] Tab > Moving Load > Moving Load Case

1. Click [Add]

2. Load Case Name : LM71_SLS F

3. Select Load Model : Railway Bridge

4. Check on the 'Ignore ψ1 factor' option.

5. Press [Add]

Note

The ψ1 factor is applied to the results by checking off the Ignore ψ1 Factor option. This load case will be used for the SLS frequent combination.

Note

The ψ1 factor can take value as 0.8, 0.7 or 0.6 depending on the number of loaded tracks. For the number of loaded tracks greater than 2, a value of ψ1=0.6 is applied. The ψ1 value is reflected on the vehicle loads while ψ0 value is reflected when the load combinations are generated using Auto Generation function.

6. Select the VL: Load Model 71

7. Scale Factor : 1.0

8. Specify the Min. no of lanes = 0 and Max. no of lanes = 2.

9. Select the Lanes Track 1 and Track 2 from the list of lanes.

10. Press [OK]

Note

Scale Factor is set to 1.0 because this load case will be used for SLS frequent combination.

(11) Define Moving Load Case - SW/0 ULS

(12) Define Moving Load Case - SW/0 SLS C

(13) Define Moving Load Case - SW/0 SLS F

(14) Define Moving Load Case - SW/2+LM71 ULS

From the main menu Main menu > [Load] Tab > Moving Load > Moving Load Case

1. Click [Add]

2. Load Case Name : SW/2+LM71_ULS

3. Select Load Model : Railway Bridge

4. Check on the 'Ignore ψ1 factor' option.

5. Select 'Combined' for loading effect.

6. Press [Add]

Note

Two sub-load cases will be defined, one for SW/2 and another for LM71. By selecting Combined option, the loading condition in which SW/2 and LM71 are applied at the same time can be considered. The Independent option does not consider two different load models applied at the same time. The Independent option tries one load model at a time and finds the most adverse condition.

7. Select the VL: Load Model SW/2

8. Scale Factor : 1.2

9. Specify the Min. no of lanes = 1 and Max. no of lanes = 1.

10. Select the Lanes Track 1 and Track 2 from the list of lanes.

11. Press [OK]

12. Select the VL: Load Model 71

13. Scale Factor : 1.45

14. Specify the Min. no of lanes = 0 and Max. no of lanes = 1.

15. Select the Lanes Track 1 and Track 2 from the list of lanes.

10. Press [OK]

Note

Different load factorγQ can be applied to each load model.

(15) Define Moving Load Case - SW/2+LM71 SLS C

From the main menu Main menu > [Load] Tab > Moving Load > Moving Load Case

1. Click [Add]

2. Load Case Name : SW/2+LM71_SLS C

3. Select Load Model : Railway Bridge

4. Check on the 'Ignore ψ1 factor' option.

5. Select 'Combined' for loading effect.

6. Press [Add]

Note

The ψ1 factor is ignored because this load case will be used for the SLS characteristic combination.

7. Select the VL: Load Model SW/2

8. Scale Factor : 1.0

9. Specify the Min. no of lanes = 1 and Max. no of lanes = 1.

10. Select the Lanes Track 1 and Track 2 from the list of lanes.

11. Press [OK]

12. Select the VL: Load Model 71

13. Scale Factor : 1.0

14. Specify the Min. no of lanes = 0 and Max. no of lanes = 1.

15. Select the Lanes Track 1 and Track 2 from the list of lanes.

16. Press [OK]

Note

Scale Factor is set to 1.0 because this load case will be used for SLS characteristic combination.

(16) Define Moving Load Case - SW/2+LM71 SLS F

From the main menu Main menu > [Load] Tab > Moving Load > Moving Load Case

1. Click [Add]

2. Load Case Name : SW/2+LM71_SLS F

3. Select Load Model : Railway Bridge

4. Check on the 'Ignore ψ1 factor' option.

5. Select 'Combined' for loading effect.

6. Press [Add]

Note

The ψ1 factor is applied to the results vy checking off the Ignore ψ1 factor option. This load case will be used for the SLS frequent combination.

7. Select the VL: Load Model SW/2

8. Scale Factor : 1.0

9. Specify the Min. no of lanes = 1 and Max. no of lanes = 1.

10. Select the Lanes Track 1 and Track 2 from the list of lanes.

11. Press [OK]

12. Select the VL: Load Model 71

13. Scale Factor : 1.0

14. Specify the Min. no of lanes = 0 and Max. no of lanes = 1.

15. Select the Lanes Track 1 and Track 2 from the list of lanes.

16. Press [OK]

Note

Scale Factor is set to 1.0 because this load case will be used for SLS frequent combination.

(17) Define Moving Load Case - SW/2+SW/0 ULS

(18) Define Moving Load Case - SW/2+SW/0 SLS C

(19) Define Moving Load Case - SW/2+SW/0 SLS F

(20) Railway Dynamic Factor

From the main menu Main menu > [Load] Tab > Moving Load > Railway Dynamic Factor

1. Determinant Length : 28.8m

2. Quality of the Track Maintenance : Standard maintenance

3. Press [OK]

Note

This factor amplifies all the results based on the dynamic factor calculation which will be dependent on the determinant length specified by the user. After the application of the global dynamic factor, element specific dynamic factors can be applied to individual elements using the Railway Dynamic Factor by Element function in order to consider different determinant lengths for different elements.

Note

A reduced value of Dynamic factor can be used for concrete bridges having cover > 1.0m

Note

Based on the quality of track maintenance the program calculates the value of Dynamic Factor based on the following formulae:

(21) Railway Dynamic Factor by Element

From the main menu Main menu > [Load] Tab > Moving Load > Railway Dynamic Factor by Element

Note

As the determinant lengths have various values based on the type of structural element, the elements in one model may have different determinant lengths. In such case a dominant value of determinant lengths is specified for the global analysis, which we specified previously and then different determinant lengths can be specified using “Railway Dynamic Factor By Element”. In this tutorial only global Dynamic Factor is applied.

Note

The Railway Dynamic Factor by Element function will amplify the element related results like forces and stresses but will not amplify the node specific results like deformations and reactions, which are amplified using global Railway Dynamic Factor.

(22) Moving Load Analysis Option

From the main menu Main menu > [Analysis] Tab > Moving Load

1. Frame : Normal

2. Reactions : All

3. Displacement : All

4. Forces/Moments : All

5. Click [OK]

Note

Number/Line Element : Assign the number of reference points on a line element for moving loads and drawing influence line in an influence line analysis. The accuracy of results increases with the increase in the number, but the analysis time may become excessive.

(23) Load Combination

	Load Case	Load Factor
	Load Case	ULS	SLS Characteristic	SLS Frequent
Permanent action	SW of Girders	1.35	1	1
	SW of CFs	1.35	1	1
	SW of Deck Slab	1.35	1	1
	SW of Haunch	1.35	1	1
	SW of Forms	1.35	1	1
	SDL Parapets	1.35	1	1
	SDL FWS	1.35	1	1
Railway action	MV ULS	1	0	0
	MV SLS C	0	1	0
	MV SLS F	0	0	1

MV ULS : Envelope of the load cases, LM71_ULS, SW/0_ULS, SW/2+LM71_ULS and SW/2+SW/0_ULS

MV SLS C : Envelope of the load cases, LM71_SLS C, SW/0_SLS C, SW/2+LM71_SLS C and SW/2+SW/0_SLS C

MV SLS F : Envelope of the load cases, LM71_SLS F, SW/0_SLS F, SW/2+LM71_SLS F and SW/2+SW/0_SLS F

There are two ways to define load combinations; they are auto-generation and manual input. For this particular tutorial, we will manually input load combinations as shown below.

Results > Load Combination

Load Combination 1

Name (ULS), Active (ON), Type (ADD)

Fill out the Load Cases and Factors field as shown below

SW of Girders	1.35
SW of CFs	1.35
SW of Deck Slab	1.35
SW of Haunch	1.35
SW of Forms	1.35
SDL Parapets	1.35
SDL FWS	1.35
LM71_ULS	1
SW/0_ULS	1
SW/2+LM71_ULS	1
SW/2+SW/0_ULS	1