RM E Prestressing Basic Part2 EC

RM Bridge Professional Engineering Software for Bridges of all Types

RM Bridge V8i

October 2010

TRAINING PRESTRESSING BASIC - RM -

PART2: EC

RM Bridge

Training Prestressing Basic - RM - Part2: EC I

© Bentley Systems Austria

Contents

1 General ................................................................................................................... 1-1

1.1 Design Codes ................................................................................................. 1-1

1.2 Actions ........................................................................................................... 1-1

1.2.1 Permanent actions and Creep & Shrinkage ............................................... 1-1

1.2.2 Traffic loads ............................................................................................... 1-1

1.2.3 Wind loads ................................................................................................. 1-7

1.2.4 Temperature load ....................................................................................... 1-9

1.2.5 Settlements ............................................................................................... 1-10

1.3 Combinations ............................................................................................... 1-11

1.4 Design checks .............................................................................................. 1-12

1.4.1 Servicebility limit state ............................................................................ 1-12

1.4.2 Ultimate limit state ................................................................................... 1-13

2 Lesson 13: Definition of Additional Loads ......................................................... 2-14

2.1 Definition of Settlement Load Cases ........................................................... 2-14

2.2 Definition of Temperature Load Cases ........................................................ 2-15

2.3 Definition of Wind Forces ........................................................................... 2-17

2.4 Definition of Braking Forces ....................................................................... 2-19

3 Lesson 14: Calculation and Superposition of additional loads ............................ 3-20

3.1 Calculation and superposition of Settlement loads ...................................... 3-20

3.2 Calculation and superposition of temperature loads .................................... 3-23

3.3 Calculation and superposition of wind loads ............................................... 3-24

3.4 Calculation and superposition of braking loads ........................................... 3-25

4 Lesson 15: Traffic Loads ..................................................................................... 4-26

4.1 Definition of Traffic Lanes .......................................................................... 4-27

4.2 Definition of Load Trains ............................................................................ 4-29

4.3 Traffic Calculation ....................................................................................... 4-31

4.3.1 Calculation of influence lines .................................................................. 4-31

4.3.2 Calculation and superposition of the tandem system ............................... 4-32

RM Bridge

Training Prestressing Basic - RM - Part2: EC II


4.3.3 Calculation and superposition of the UDL loads ..................................... 4-34

4.3.4 Calculation and superposition of the Fatigue load models ...................... 4-35

5 Lesson 16: Load Combinations ........................................................................... 5-36

5.1 Definition of the Load Combination ............................................................ 5-36

5.2 Calculation of the load combinations .......................................................... 5-39

6 Lesson 17: Fibre Stress Check ............................................................................. 6-40

7 Reinforced concrete checks – General ................................................................. 7-42

8 Lesson 18: Crack Check ...................................................................................... 8-44

9 Lesson 19: Ultimate Load Capacity Check ......................................................... 9-46

10 Lesson 20: Shear Capacity Check ..................................................................... 10-48

11 Lesson 22: Fatigue Check .................................................................................. 11-49

12 Lesson 23: Lists and Plots ................................................................................. 12-50

Training Prestressing Basic - RM - Part2: EC 1-1


1 General

1.1 Design Codes

The bridge design is done according to the following design codes:

Table 1: Overview of used standards.

EN 1990 Basis of structural design

EN 1990 A2 Eurocode 0: Basis of structural design; Appendix A2: Application for bridges

EN 1991-1-4 Eurocode 1: Actions on structures: Part 1-4: Wind actions

EN 1991-1-5 Eurocode 1: Actions on structures: Part 1-5: Temperature actions

EN 1991-2 Eurocode 1: Actions on structures: Part 2: Traffic loads on bridges

EN 1992-1-1 Eurocode 2: Design of concrete structures: Part 1-1: General rules and rules for buildings

EN 1992-2 Eurocode 2: Design of concrete structures: Part 2: Concrete bridges - Design and detail-

ing rules

1.2 Actions

1.2.1 Permanent actions and Creep & Shrinkage

See Prestressing Basic Training – Analyzer – Part 1; Chapter 1.7.

1.2.2 Traffic loads

The traffic load application is done accordingly to EN 1991-2.

1.2.2.1 Subdivisions of the carriageway into notional lanes

According to EN 1991-2, 4.2.3.

Carriageway width w = 11.0 m (≥ 6 m)

→ Number of notional lanes: nl = Int (w / 3) = Int (11.0 m / 3) = 3

→ Width of one notional lane: wl = 3 m

→ Width of remaining area: w – 3.0 m · nl = 11.0 m – 3.0 m · 3 = 2.0 m

The lane giving the most unfavorable effect is Lane Number 1; the lane giving the

second most unfavorable effect is numbered Lane Number 2, etc.



1.2

1.2.2.2 Load Model 1


Part 1: Double-axle concentrated loads (tandem system: TS)

Each axle having the following weight: Q Qk [kN]

This load should be applied on each lane at the most unfavorable position.

Part 2: Uniformly distributed load (UDL system)

Having the following weight per square meter of notional lane: q qk [kN/m2]

This load should be applied on whole bridge length.

The factors Q and q are the adjustment factors depending on the notional lane. The

same apples for the loads Qik and qik. The live load application for each notional lane is

shown in the table below. The Figure 1-1 shows this load application and subdivision

also graphically.

Table 2: Application of Load model 1.

Location Tandem system TS UDL system

Axle loads Qik qik (or qrk) (kN/m2)

Lane Number 1 Q1 · Q1k = 1.0 · 300 kN = 300 kN q1 · q1k = 1.0 · 9.0 kN/m2 = 9.0 kN/m

2

Lane Number 2 Q2 · Q2k = 1,0 · 200 kN = 200 kN q2 · q2k = 1.0 · 2.5 kN/m2 = 2.5 kN/m

2

Lane Number 3 Q3 · Q3k = 1,0 · 100 kN = 100 kN q3 · q3k = 1.0 · 2.5 kN/m2 = 2.5 kN/m

2

Other lanes 0 0

Remaining area (qrk) 0 qr · qrk = 1.0 · 2.5 kN/m2 = 2.5 kN/m

2

Figure 1-1: Schematic presentation of Load model 1.

0.5

2.0

0.5

3.0

Lane Number 3

Lane Number 2

Lane Number 1

q1 · q1k = 9.0 kN/m2

Q1 · Q1k = 300 kN

Q2 · Q2k = 200 kN

q2 · q2k = 2.5 kN/m2

q3 · q3k = 2.5 kN/m2

Q3 · Q3k = 100 kN

Remaining area

qr · qrk = 2.5 kN/m2



1.2.2.3 Preparation of Traffic Lanes and Trains for the calculation

The wheel loads of the tandem system can be simplified into two axial loads for the

calculation on a global one-beam system. The same applies for the UDL load, in which

the load is simplified to a uniformly distributed load.

To simplify the input the following principle will be used. The UDL load will be ap-

plied over the whole carriageway width by two traffic lanes (one on each side) and one

load train with constant load of 2.5 kN/m2. The difference to the Lane number 1 (9.0

kN/m2) will be applied with an additional load train (9.0 – 2.5 = 6.5 kN/m

2) on both

outer sides of the carriageway (see Figure 1-1). For the longitudinal bending moment

and shear force the subdivision in the transversal direction is irrelevant. However, the

maximum and minimum torsion moments are covered within this subdivision.

Same applies for the positioning of the different TS Loads. They have to be positioned

only at the outermost edges (left and right) of the carriageway.

The combination of the different TS loads and different UDL loads will be done by su-

perposing of them. Different superposition rules will be used for this (see Table 3) to

determine the most unfavorable internal forces.

The UDL loads and TS loads are factored in the combinations with different factors

which is why they have to be superposed into different envelopes.

The figures from Figure 1-1: Schematic presentation of Load model 1. to Figure 1-9

show the application of the traffic lanes and load trains for UDL loads and TS loads.

11.0 m 1.0 m 1.0 m

3.0 m

5.5 m 5.5 m

3.0 m

T2: 2×200kN

L1 L2 L3

+1.00 m +4.00 m

-2.00 m

YL

ZL

T1: 2×300kN

3.0 m 2.0 m

T3: 2×100kN

Figure 1-2: TS placement A (“starting left”).



11.0 m 1.0 m 1.0 m

3.0 m

5.5 m 5.5 m

3.0 m

T2: 2×200kN

L11

-1.00 m -4.00 m

+2.00 m

YL

ZL

T1: 2×300kN

3.0 m 2.0 m

T3: 2×100kN

L12 S13

Figure 1-3: TS placement B (“starting right”).

Figure 1-4: Load Train 1: TS 2 x 300kN. Figure 1-5: Load Train 2: TS 2 x 200kN.

Figure 1-6: Load Train 1: TS 2 x 100kN.



11.0 m 1.0 m 1.0 m

3.0 m

6.5 kN/m2

5.5 m 5.5 m

3.0 m

6.5 kN/m2

2.5 kN/m2 2.5 kN/m2

T5: 13.75 kN/m

L1 L4 L14 L11 +2.75 m

+4.00 m

-2.75 m

-4.00 m

YL

ZL

T6: 19.5 kN/m

T5: 13.75 kN/m

T6: 19.5 kN/m

Figure 1-7: UDL placement.

Figure 1-8: Load Train 5: UDL 2.5kN/m2 (x5.5m).

Figure 1-9: Load Train 6: UDL 2.5kN/m2 (x3.0m).

Table 3: Live load superposition scheme.

Model Envelope Superposition rule Envelope Superposition rule Envelope

TS

LL-L1-T1 AND

LL -L2-T2 AND

LL -L3-T3 AND LM1-TS-A OR

LL -L11-T1 AND

LL -L12-T2 AND

LL -L13-T3 AND LM1-TS-B OR LM1-TS

UD

L

LL -L1-T6 OR

LL -L11-T6 OR

LL -L4-T5 AND

LL -L14-T5 AND LM1-UDL



3.00 2.00

1.20 6.00 1.20

120 kN 120 kN 120 kN 120 kN

0.400.40

1.2.2.4 Load Model 3


This load model is to be used for the Fatigue check (see Figure 1-10 to Figure 1-12).

Figure 1-10: Load model 3 for fatigue.

11.0 m 1.0 m 1.0 m

3.0 m

5.5 m 5.5 m

3.0 m

L11

-4.00 m

YL

ZL

T90

L1

T90

+4.00 m

L21

T90

0.00 m

3.0 m

Figure 1-11: Positioning of the fatigue load model (Or).

Figure 1-12: Load train Z90, 4 x 120 kN.



1.2.2.5 Braking and acceleration forces

The braking load is to be calculated according to EN 1991-2, 4.4.1 as follows:

Qlk = 0.6 · Q1 · (2 · Q1k) + 0.10 · q1 · q1k · wl · L =

= 0.6 · 1.0 · (2 · 300) + 0.10 · 1.00 · 9.0 · 3.0 · 140 = 738.0 kN.

180 · Q1 Qlk 900 kN 180 · 1.0 738.0 900 kN 180 738.0 900 kN

The braking load will be defined as a uniformly distributed load. It will be applied along

the middle line of the bridge, horizontal and in both directions

(± → Braking and Acceleration).

qlk = 738.0 kN / 140 m = ± 5,27 kN/m.

1.2.2.6 Centrifugal and other transverse forces

Centrifugal force is in this example not considered.

1.2.3 Wind loads

According to EN 1991-1-4 Section 8.

Force in x-direction (Simplified Method) according to 8.3.2 is defined as follows:

where:

1.25 kg/m3 is the density of air (According to EN 1991-1-4 Section 4.5)

vb = cdir · cseason · vb,0 - the basic wind speed (Accordingly to EN 1991-1-4 Section 4.2)

- cdir = 1.0 - the directional factor (Accordingly to EN 1991-1-4 Section 4.2)

- cseason = 1.0 - the season factor (Accordingly to EN 1991-1-4 Section 4.2)

- vb,0 = 25 m/s - the fundamental value of the basic wind velocity

vb = 1,0 · 1,0 · 25.0 m/s = 25.0 m/s



1.2.3.1 Wind without traffic

The reference area Aref,x according to EN 1991-1-4 Section 8.3.1(4)

Aref,x =dtot ∙ L = (d(max) + 2d1)1 ∙ L ≈ (5.0 + 2 ∙ 0.9) ∙ 140 = 952 m

2

Wind load factor C (Section 8.3.2 Table 8.2):

- ze = hpier + hsuperstructure-middle ≈ 20 + 5.0 / 2 = 22.5

- b/dtot ≈ 13 / (5.0 + 2 ∙ 0.9) = 1.912

With the linear interpolation C = 4.744

The resulting wind force in x-direction is:

And the wind pressure is:

1.2.3.2 Wind with traffic

The reference area Aref,x according to EN 1991-1-4 Section 8.3.1(4)

Aref,x =dtot ∙ L = (d(max) + d1) ∙ L ≈ (5.0 + 2.0) ∙ 140 = 980 m2

Wind load factor C (Section 8.3.2 Table 8.2):

- ze = hpier + hsuperstructure-middle ≈ 20 + 5.0 / 2 = 22.5

- b/dtot ≈ 13 / (5.0 + 2.0) = 1.857

With the linear interpolation C = 4.91

1 Solid safety barier on both sides therefore is the depth used for Aref,x taken as d +2 d1

w = 1.85 kN/m2

H (var)

0.9

m



The resulting wind force in x-direction is:

And the wind pressure is:

1.2.4 Temperature load

According to EN 1991-1-5 Section 6.

1.2.4.1 Uniform temperature component

According to 6.1.3

The minimum and maximum shade air temperatures will be taken as follows:

Tmin = -24°C and Tmax = +37°C (Assumption for this example)

The resulting minimum and maximum uniform bridge temperature (6.1.3.1 Figure 6.1)

are:

Te,min = -17°C and Te,max = +37°C (Type 3: Concrete deck - Concrete box girder)

Initial temperature: T0 = 10°C (Appendix A1 (3))

→ The maximum and minimum temperature differences are therefore:

ΔTN,con = Te,min – T0 = -17 – 10 = -27°C

ΔTN,exp = Te,max – T0 = +37 – 10 = 27°C

w = 1.92 kN/m2

H (var)

2.0m



1.2.4.2 Temperature difference components

According to 6.1.4.1 (Vertical linear component (Approach 1)).

For road bridges of type 3 with a concrete box girder as the superstructure and with a

depth of surfacing of 120 mm the values of linear temperature difference are as follows

(considering the table 6.1 and the corrections factors from table 6.2):

TM,cool = TM,cool,50mm · ksur,120mm = -5 °C · 1.0 = -5 °C

TM,heat = TM,heat,50mm · ksur,120mm = 10 °C · 0.62 = 6.2 °C

1.2.4.3 Combination of uniform temperature component and temperature dif-ference component

The unfavorable component has to be considered:

TM,heat (or TM,cool) + 0.35 · ΔTN,exp (or ΔTN,con)

or

0.75 · TM,heat (or TM,cool) + ΔTN,exp (or ΔTN,con)

This will be taken into account via superposition of each temperature component.

1.2.5 Settlements

For all 4 Axes a pier settlement of 1.0 cm will be assumed.



1.3 Combinations

The application of the combinations with the corresponding partial factors and reduction

factors is done according to EN 1990 including Annex A2.

The characteristic values of the multi-component action of live loads are considered

according to 1991-2, 4.5.1 (group 1a and group 2).

The effects of pre-stressing at serviceability limit state and limit state of fatigue are also

taken into account according to EN 1992-1-1, 5.10.9.

In the context of this example a detailed combination application will not be done. This

will be on one hand a bit of a conservative approach, but on the other hand it will be

very compact. Therefore it will be a clear approach which meets the purpose of this

example.

The required combinations are shown in the table below.

To save on the number of combinations the final creep and shrinkage effects are super-

posed with the (superposition) rule And for all combinations where it is not necessary to

separate creep and shrinkage at t=0 and t=∞. Using this approach the most unfavorable

case (t=0 or t=∞) is automatically considered.

SW PT C+S C+S∞ LM1-TS LM1-UDL E-LM3 Brake W-w ithoutV W-mithV Temp Settlement

SLS

Characteristic Comb.

Comb. 1 (t=0, t=∞) (Pm) 1 1 1 (AND) 1 1 1 - - - 0.6 0.6 1

Comb. 2 (t=0) (Pk) 1 0.9 / 1.1 1 - 1 1 - - - 0.6 0.6 1

Comb. 3 (t=∞) (Pk) 1 0.9 / 1.1 1 1 1 1 - - - 0.6 0.6 1

Frequent Comb.

Comb. 4 (t=0) 1 0.9 / 1.1 1 - 0.75 0.4 - - - - 0.5 1

Comb. 5 (t=∞) 1 0.9 / 1.1 1 1 0.75 0.4 - - - - 0.5 1

Quasi permanent Comb.

Comb. 6 (t=0) 1 0.9 / 1.1 1 - - - - - - - 0.5 1

Comb. 7 (t=¥) 1 0.9 / 1.1 1 1 - - - - - - 0.5 1

ULS

Basic Comb.

Comb. 8 (gr1a) 1.0 / 1.35 1 1 (AND) 1 1.35 1.35 - - - 1.5*0.6 1.5*0.6 1

Comb. 9 (gr2) 1.0 / 1.35 1 1 (AND) 1 1.35*0.75 1.35*0.4 - 1.35 - 1.5*0.6 1.5*0.6 1

Fatigue

Comb. 10 (n-zykl.) (t=0) 1 0.9 / 1.1 1 - - - - - - - 0.5 1

Comb. 11 (n-zykl.) (t=¥) 1 0.9 / 1.1 1 1 - - - - - - 0.5 1

Comb. 12 (zykl.) (t=0) 1 0.9 / 1.1 1 - - - 1 - - - 0.5 1

Comb. 13 (zykl.) (t=¥) 1 0.9 / 1.1 1 1 - - 1 - - - 0.5 1



1.4 Design checks

According to EN 1992-1-1 Section 6 and 7 and EN 1992-2 Section 6 and 7.

1.4.1 Servicebility limit state

Accordingly to EN 1992-1-1, 7.1(2) the cross-sections should be assumed to be

un-cracked if the flexural tensile stress does not exceed fctm.

1.4.1.1 Stresses

Accordingly to EN 1992-1-1, 7.2 and 1992-2 7.2.

Concrete compressive stresses

For prevention of longitudinal cracking, which can lead to reduction of durability, the

compressive stresses are limited to

|σc| 0.6 · |fck| under the characteristic combination for the exposure classes

XD, XF and XS.

Linear creep may be assumed for

|σc| 0.45 · |fck| under the characteristic combination.

Non-linear creep should be considered for

|σc| > 0.45 · |fck| under the quasi permanent combination.

Reinforcement tensile stresses

σs 0.80 · fyk for the characteristic combination.

Stress in pre-stressing tendons

σp 0.75 · fpk for the characteristic combination.



1.4.1.2 Crack control

According to EN1992-1-1, 7.3 and 1992-2, 7.3.

Limiting calculated crack

wact wmax wmax = 0.20 mm for frequent load combination

Decompression

σc 0 for the quasi-permanent load combination

The decompression limit requires that all parts of the tendons

or duct lie at least 25 mm within concrete in compression.

Minimum reinforcement area

σc ≥ fctm for the frequent load combination

1.4.2 Ultimate limit state

Accordingly to EN 1992-1-1 and 1992-2 section 6.

Design checks to be made:

Bending and axial force

Shear

Torsion

Fatigue



2 Lesson 13: Definition of Additional Loads

2.1 Definition of Settlement Load Cases

The settlement of foundations will be done for each axis. 4 separate load cases will be

created. Later the superposition of those load cases will be done to get the most unfa-

vorable case.

Definition of Load

Cases

Schedule Name Settle-A1 Settle-A2 Settle-A3 Settle-A4

Type Permanent Permanent Permanent Permanent

Load Definition Load

Manager - - - -

Descrip-

tion

Settlement of

abutment axis

1

Settlement of

abutment axis

2

Settlement of

abutment axis

3

Settlement of

abutment axis

4

Load Case

Top Table

Definition of

Settlement Load Cases

Schedule Number Settle-A1 Settle-A2 Settle-A3 Settle-A4

Loading Actions on the elements

ends

Actions on the elements

ends


ends


ends

Load Definition Type Element end

displacements

Element end

displacements

Element end

displacements

Element end

displacements

From 1100 1200 1300 1400

Load Case To 1100 1200 1300 1400

Step 1 1 1 1

Bottom Table Vx [m] 0 0 0 0

Vy [m] -0.01 -0.01 -0.01 -0.01

Vz [m] 0 0 0 0

Direction Global Global Global Global

Rx [Rad] 0 0 0 0

Ry [m] 0 0 0 0

Rz [m] 0 0 0 0

Where End End End End



2.2 Definition of Temperature Load Cases

All temperature loads, the positive and negative uniform temperature loads and gra-

dients, will be defined in separated load cases. To get the most unfavorable case the

load cases will be superposed.

Definition of Load

Cases

Schedule Name Temp-Unif-

Minus

Temp-Unif-

Plus

Temp-Grad-

Plus

Temp-Grad-

Minus

Type Non-

permanent

Non-

permanent

Non-

permanent

Non-

permanent

Load Definition Load

Manager -. - - -

Descrip-

tion

Uniform temperature

load -27°C

Uniform temperature

load +27°C

Temperature gradient

+6.2°C

Temperature gradient

-5°C

Load Case

Top Table

Uniform temperature load (-27°C and +27°C)

Definition of Tem-perature Load Cases

Schedule Number Temp-Unif-Minus Temp-Unif-Plus

Loading Initial stress/strain Initial stress/strain

Load Definition Type Uniform temperature load Uniform temperature load

From 101 101

Load Case To 135 135

Step 1 1

Bottom Table Alpha 0* 0*

DT-G [°C] -27 27

DT- Y [°C] 0 0

H-Y [m] 0 0

DT- Z [°C] 0 0

H-Z [m] 0 0

* If the input for Alpha is defined as 0, the value for the tem-

perature expansion coefficient is taken from the material defi-

nitions.



Temperature gradient (+10°C and –5°C)

Definition of Tem-perature Load Cases

Schedule Number Temp-Grad-Plus Temp-Grad-Minus

Loading Initial stress/strain Initial stress/strain

Load Definition Type Uniform temperature load Uniform temperature load

From 101 101

Load Case To 135 135

Step 1 1

Bottom Table Alpha 0* 0*

DT-G [°C] 0 0

DT- Y [°C] 6.2 -5

H-Y [m] 0 0

DT- Z [°C] 0 0

H-Z [m] 0 0

Note: For each load there is a load explanation which can be found under manuals, under F1

help or by clicking the load explanation check box located at each load input window.



2.3 Definition of Wind Forces

Definition of Load

Cases

Schedule Name Wind+T Wind-T

Type Non-

permanent

Non-

permanent

Load Definition Load Manager - -

Description Wind with

traffic

Wind without

traffic

Load Case

Top Table

Definition of Load

Cases for Wind Forces

with Traffic

Schedule

Load Definition

Load Case

Bottom Table

The load case for wind with traffic consists of two load definitions. The first one defines

the wind load directly on superstructure, and the second one defines the wind load on

the traffic.

The variation of the wind load on the superstructure due to the variable height can be

defined with the option “Load multiply with cross-section depth” where the wind pres-

sure (kN/m2) is defined. The program then internally calculates the uniform wind load

and applies it on the elements (the load is applied to the centre of gravity, and the actual

application point of the load is neglected).

For the wind load acting on the traffic, the wind pressure has to be first multiplied with

the traffic height (2.0 m) and then defined as uniform load. Load application is one me-

ter above the road surface and has to be defined accordingly. This can be done with lo-

cal Y element eccentricity (this represents the distance from the element centre of gravi-

ty to the node) and an additional eccentricity 1 m above the road way relative to the

node.

Name Wind+T

Loading Uniform load Uniform load

Type Uniform eccentric ele-

ment load

Uniform eccentric ele-

ment load

From 101 101

To 135 135

Step 1 1

Qx [kN/m] 0 0

Qy [kN/m] 0 0

Qz [kN/m] 1.92 [kN/m2] 3.84 [kN/m]

Direction Local Local

Eccentricity Local Local+Y Elem-Ecc

Ey [m] 0 1.00

Ez [m] 0 0

Load application Real length Real length

Definition Load mult. by CS

depth Load/Unit length



The definition of the wind load without traffic (together with the wind load on the con-

crete barriers) follows the same principle as the definition of the wind load with traffic.

Definition of Load

Cases for Wind Forces

without Traffic

Schedule

Load Definition

Load Case

Bottom Table

To consider wind from both sides it possible to define the same load case with a differ-

ent sign. Another possibility is to define the loads with load sets and to use these load

sets for both direction (once with positive and once with negative factor).

Within this example the third option will be used where this will be achieved with the

superposition of the above created load cases. This is done with the corresponding su-

perposition rule (AndX, AddX or OrX) which superposes the effects once with a posi-

tive sign and once with a negative sign.

Name Wind-T

Loading Uniform load Uniform load

Type Uniform eccentric ele-

ment load Uniform eccentric ele-

ment load

From 101 101

To 135 135

Step 1 1

Qx [kN/m] 0 0

Qy [kN/m] 0 0

Qz [kN/m] 1.85[kN/m2] 1.67 [kN/m]

Direction Local Local

Eccentricity Local Local+Y Elem-Ecc

Ey [m] 0 0.45

Ez [m] 0 0

Load application Real length Real length

Definition Load mult. by CS

depth Load/Unit length



2.4 Definition of Braking Forces

The braking load will be applied as a uniform load in the longitudinal (x) direction

along the whole bridge length. Both application directions will be considered using the

same principle as the wind load – by superposing the load case with corresponding su-

perposition rule.

Definition of Load Cases

Schedule Name Braking

Type Non-permanent

Load Definition Load Manager -

Description Braking forces

Load Case

Top Table

Definition of Load

Cases for Braking

Forces


Loading Uniform Load

Load Definition Type Uniform eccentric

element load

From 101

Load Case To 135

Step 1

Bottom Table Qx [kN/m] 5.27 [kN/m]

Qy [kN/m] 0

Qz [kN/m] 0

Direction Local

X/L 0

Eccentricity Local+Y Elem-

Ecc

Ey [m] 0

Ez [m] 0

Load application Real length

Definition Load/Unit length



3 Lesson 14: Calculation and Superposition of additional loads

The arrangement of the subsequent “Construction stages” can be made freely. They are

actually not real construction stages because there will be no elements activated or time

depended calculations made. They will be only recalculation stages. However, it is

recommended to group them with some logical principle.

Each type of additional load will be grouped together – this means that for each a calcu-

lation stage will be generated where the loads will be calculated and superposed into

one envelope. In this envelope the minimum and maximum results will be saved. The

same envelope will be used for the load combinations.

3.1 Calculation and superposition of Settlement loads

Definition of the

Required Construction

Stage

Schedule Name Settlement

Description Calculation and superposition

of pier settlement

Stages

Schedule Actions

Top Table

Insertion of the Calcu-

lation Actions to the

Construction Stage Settlement

Schedule Type Calcula-

tions (Static)

Calcula-

tions (Static)

Calcula-

tions (Static)

Calcula-

tions (Static)

Action Calc Calc Calc Calc

Stages Inp1 Settle-A1 Settle-A2 Settle-A1 Settle-A2

Inp2 - - - -

Inp3 - - - -

Schedule Actions Out1 - - - -

Out2 * * * *

Bottom Table Delta-T 0 0 0 0

First all settlement load cases are calculated with the Calc action. Only now can these

load cases be superposed – this will be done with following actions.

If in the output field a star is defined (*) the created list file will have the default name –

“LC Name”.lst (e.g.: Settle-A1.lst). The name of the list file can be changed by defining

the name of it in the corresponding output window.



Type LC/Envelop

e action

LC/Envelop

e action

LC/Envelop

e action

LC/Envelop

e action

LC/Envelop

e action

Action SupInit SupAddLc SupAndLc SupAndLc SupAndLc

Inp1 - Settle-A1 Settle-A2 Settle-A3 Settle-A4

Inp2 - - - - -

Inp3 - - - - -

Out1 Settle.sup - - - -

Out2 - - - - -

Delta-T 0 0 0 0 0

With the LC/Envelope action SupInit (Superposition file Initialization) an envelope file

with name defined in Output-1 will be generated. All envelope files have, unlike load

cases, an extension *.sup.

In each envelope the maximum and minimum values/results for six internal forces (Nx,

Qy, Qz, Mx, My, and Mz) and six deformations (Vx, Vy, Vz, Rx, Ry, and Rz) are saved

for each element (e.g.: MinNx, MaxNx, … MinRz, MaxRz). As it can be

seen this is a 12*12 result matrix. There is always a leading result component

(e.g.: Max and Min for Mz → MinMz and MaxMz) and other values that are corres-

ponding values (MinMz:Qy).

Therefore, in addition to the result component (e.g.: Qy or Mz), the leading (superposi-

tion) component (e.g.: MinQy or MaxMz) has to be defined when presenting envelope

results. If we want to see the maximum or minimum bending moments around the z axis

of an envelope the definition is as follows: MinMz:Mz for minimum bending moments

and MaxMz:Mz for maximum bending moments. To see the corresponding shear forces

the definition is: MinMz:Qy and MaxMz:Qy.

There are different ways of superposing certain load cases/envelopes – superposition

rules. Depending on the chosen rule the end results can be different. Therefore the en-

gineer has to chose with which rule the superposition has to be done. All superposition

rules are explained in the table below.

Rule Description Application Example

LcAdd

SupAdd

Unconditional adding/superposing – here the val-

ues/results are added/superposed without checking if the

new result is favorable or unfavorable compared to the

existing result.

Permanent loads (self weight,

pre-stressing, etc.)

Traffic etc.

SupAnd Conditional adding/superposing – here the values are

added/superposed only if the new result is unfavorable

compared to the existing value.

To get the most unfavorable

situation.

Traffic etc.

SupOr Substitution if unfavorable – using this rule the values

are compared to each other, and if the value to be added

is unfavorable it will replace the existing one. In other

cases the existing value will remain.

Exclusive loads (different tem-

perature loads, etc.)



SupAndX Both have the same functionality as their basic rules

(SupAnd and SurOr). The difference is that the values to

be added are superposed once with positive factor (+1)

and once time with negative factor (-1).

Wind loads and Braking loads

which are defined only from one

side. SupOrX

Depending on the file to be added, load case or envelope, there are different actions –

SupAndLc or SupAndSup.

For further and more detailed information about the superposition rules see the RM

Bridge Analysis User Guide, Section 7.2.5.

In this particular example (Settlement of each axis) the values are conditionally super-

posed with the actions SupAndLc (to the Settle envelope a load case will be added with

the rule And – conditional adding). This means that individual result components (Nx,

Qy, … Mz) are added only if the respective maximum or minimum result value be-

comes unfavorable.

Note: By the definition of the envelope file (Output 1) using the SupInit action the extension

doesn’t have to be defined because it will be automatically added. This doesn’t apply for all

other superposition actions – it is necessary to write the extension (or selection from the

drop down menu).

Selecting the envelope from the drop down menu is possible only if the envelope already

exists (that it was created/initialized). To avoid a complete recalculation, the action for

creating the envelope can be started separately by clicking the Run Action button on the

right side between the top and bottom table. By clicking on it a new window opens where

the Run Action button has to be clicked and the currently selected action will be performed.

Using this principle the created envelope can be selected from the drop down menu.

For easier and faster definition the action can be copied and modified. The input can also

be defined by the copy-paste function.



3.2 Calculation and superposition of temperature loads

Definition of the


Stage

Schedule Name Temperature

Description Temperature loads (Calcula-

tion and Superposition)

Stages

Schedule Actions

Top Table



Construction Stage Temperature

Schedule Type Calcula-

tions (Static) Calcula-



tions (Static)

Action Calc Calc Calc Calc

Stages Inp1 Temp-Unif-

Minus

Temp-Unif-

Plus

Temp-Grad-

Minus

Temp-Grad-

Plus

Inp2 - - - -

Inp3 - - - -


Out2 * * * *


First the temperature load cases are calculated. This must be done before they can be

superposed.

Type LC/Envelope

action

LC/Envelope

action

LC/Envelope

action

LC/Envelope

action

LC/Envel

ope action

LC/Envel

ope action

Action SupInit SupAddLc SupOrLc SupInit SupAddLc SupOrLc

Inp1 - Temp-

unif.sup Temp-

unif.sup -

Temp-grad.sup

Temp-grad.sup

Inp2 - Temp-Unif-

Minus

Temp-Unif-

Plus -

Temp-Grad-

Minus

Temp-Grad-

Plus

Inp3 - - -

Out1 Temp-

unif.sup - -

Temp-

grad.sup - -

Out2 - - - - - -

Delta-T 0 0 0 0 0 0

Both positive and negative load cases for the uniform and gradient temperature load are

superposed with the Or role into separated envelopes.

Using that principle we get two envelopes – one for the uniform temperature loads and

another one for the gradient temperature loads where the maximum and minimum val-

ues from each temperature load type are saved. Those have to be superposed (combined

with each other with different factors) according to the code into one final temperature

envelope which will be used for the combinations.

For that two intermediate envelopes will be created into which the two temperature en-

velopes will be combined using two different principles. Into the first envelope the uni-



form temperature envelope will be added with factor 1.00 and the gradient temperature

load will be added (using conditional adding – Add) with factor 0.35. For the second

intermediate envelope the same principle follows only vice versa, where the second

combination factor is not 0.35 but 0.75.

In the end the two intermediate envelopes will be superposed to one final envelope us-

ing the Or rule – substitution if unfavorable.

Type LC/Enve

lope action

LC/Enve

lope action

LC/Enve

lope action

LC/Enve

lope action

LC/Enve

lope action

LC/Enve

lope action

LC/Enve

lope action

LC/Enve

lope action

LC/Enve

lope action

Action SupInit SupAdd-

Sup SupAnd-

Sup SupInit

SupAdd-Sup

SupAnd-Sup

SupInit SupAdd-

Sup SupOrSup

Inp1 - Temp-

1.sup

Temp-

1.sup -

Temp-

2.sup

Temp-

2.sup - Temp.sup Temp.sup

Inp2 - Temp-

grad.sup Temp-

unif.sup -

Temp-unif.sup

Temp-grad.sup

- Temp-1.sup

Temp-2.sup

Inp3 - 1,1 0.35,0.35 - 1,1 0.75,0.75 - - -

Out1 Temp-1.sup

- - Temp-2.sup

- - Temp.sup - -

Out2 - - - - - - - - -

Note: The factor 1.0 for the input is defined only for clear demonstration – the input can be left as

per default (blank). In this case the factor used for the superposition is 1.0.

3.3 Calculation and superposition of wind loads

Definition of the

Required Construction Stage

Schedule Name Wind

Description Wind loads (Calculation and

Superposition)

Stages

Schedule Actions

Top Table



Construction Stage Wind

Schedule Type Calculations

(Static)

Calculations

(Static)

Action Calc Calc

Stages Inp1 Wind-T Wind+T

Inp2 - -

Inp3 - -

Schedule Actions Out1 - -

Out2 * *

Bottom Table Delta-T 0 0



Both load cases for wind with and without traffic are first calculated. Afterwards both

wind loads will be superposed into separate envelopes with the AndX rule – the load

case is once added with the positive factor and then with negative factor (-1.0). Type

LC/Envelope

action

LC/Envelope

action

LC/Envelope

action

LC/Envelope

action

Action SupInit SupAndXLc SupInit SupAndXLc

Inp1 - Wind-T.sup - Wind+T.sup

Inp2 - Wind-T - Wind+T

Inp3 -

Out1 Wind-T.sup - Wind+T.sup -

Out2 - - - -

Delta-T 0 0 0 0

3.4 Calculation and superposition of braking loads

Definition of the

Required Construction Stage


Description Braking loads (Calculation

and Superposition)

Stages

Schedule Actions

Top Table



Construction Stage Wind

Schedule Type Calculations

(Static)

LC/Envelope

action

LC/Envelope

action

Acion Calc SupInit SupAndXLc

Stages Inp1 Braking-LC - Braking.sup

Inp2 - - Braking

Inp3 - - -

Schedule Actions Out1 - Braking.sup -

Out2 * - -

Bottom Table Delta-T 0 0 0

Same principle that was used for the wind load applies also for braking load – first the

load case is calculated and then superposed to an envelope with the AndX rule.

Note: It would be possible to define the braking load as live load. For that a traffic lane and load

train (e.g.: concentrated load) have to be defined and calculated. The principle of calcula-

tion of live load is defined in next section.



4 Lesson 15: Traffic Loads

The definition and calculation of live loads is done differently than other loads. Instead

of load cases Traffic lanes and Load trains have to be defined. First the traffic lines are

evaluated in schedule actions – influence lines are calculated. Then the load trains are

combined with traffic lanes, and the results are saved into envelopes which are super-

posed into the final envelope(s).

The procedure is outlined below:

Load definition

1) Definition of traffic lanes (Schedule Load definition Traffic Lanes) via

different macros.

2) Definition of load trains (Schedule Load definition Load Trains) using

concentrated loads and uniform loads with fixed and unfixed length.

Schedule actions

3) Evaluation of Traffic Lanes – calculation of influence lines (Action Infl).

4) Initialization of envelopes used for evaluating load trains on influence lines (Ac-

tion SupInit).

5) Evaluation of load trains and influence lines (Action LiveL). The results are

saved into the previously created envelopes.

6) Superposition of envelopes where individual results of the evaluation are stored

to get the combination of (different) load trains in different positions. The final

result of the superposition is/are envelope(s) which is/are used later during the

calculation of combinations.



4.1 Definition of Traffic Lanes

Traffic lanes are defined under Menu Schedule Load definition Traffic Lanes.

Lanes to be defined were explained in section 1.2.2.

Definition of Lanes

Schedule Number 1 2 3 4

Output-File - - - -

Load Definition Info-File - - - -

Description ez = +4.0 m ez = +1.0 m ez = -2.0 m ez = +2.75 m

Traffic Lanes

Top Table

Number 11 12 13 14 21

Output-File - - - - -

Info-File - - - - -

Description ez = -4.0 m ez = -1.0 m ez = +2.0 m ez = -2.75 m ez = 0.0 m

A traffic lane is defined through an element series (normally all elements of the super-

structure). Information about the load direction and position (eccentricity) is required

for each element at least at one point. Normally it is done at two points – on the ele-

ment begin and element end. These points can be generated very easily using different

macros.

In this example Macro 2 will be used for generation of all traffic lanes (vertical load

with eccentricity).

Note: The basic direction (x,y,z → longitudinal, vertical, transversal) of the live load is defined

via the lane definition – different macros. The load intensity and orientation (positive or

negative) is defined via the definition of the load train.

In case of grillage models the transversal elements can be loaded directly (Macro3) or the

load is distributed from the transversal to the longitudinal girders (Macro4).

For more detailed information about traffic lanes please see RM Analysis user guide sec-

tion 7.2.9.

The procedure of creation of the Traffic Lanes can be different than shown here – the lane

can be created (upper table) and immediately defined (bottom table)



Definition of the

Lanes by Macros

Schedule Lane 1 2 3 4

Macro Macro2 Macro2 Macro2 Macro2

Load Definitions Eccentricity EYel EZel

EYel EZel

EYel EZel

EYel EZel

El-from 101 101 101 101

Traffic Lanes El-fo 135 135 135 135

El-step 1 1 1 1

Bottom Table ey [m] 0 0 0 0

ez [m] +4.0 +1.0 -2.0 +2.75

Phi 1.00 1.00 1.00 1.00

Ndiv 1 1 1 1

Lane 11 12 13 14 21

Macro Macro2 Macro2 Macro2 Macro2 Macro2

Eccentricity EYel

EZel

EYel

EZel

EYel

EZel

EYel

EZel

EYel

EZel

El-from 101 101 101 101 101

El-fo 135 135 135 135 135

El-step 1 1 1 1 1

ey [m] 0 0 0 0 0

ez [m] -4.0 -1.0 +2.0 -2.75 0

Phi 1.00 1.00 1.00 1.00 1.00

Ndiv 1 1 1 1 1

The lane eccentricities are defined in the local coordinate system of the element (EYel

and EZel). Lane eccentricities (ey and ez) can be referenced to the node by using the

local vertical and transversal eccentricities. For a vertical load, only the transversal load

eccentricity has an effect.

The input sequence is as follows:

Select the lane to be defined in the upper table and click on the insert after button in the

bottom table. A window with macros opens and Macro2 has to be chosen. In the newly

opened window click again on the insert after button and make the input as is shown in

the table above. With this the definition of one influence line is finished. The same has

to be repeated for all other lanes also.

The macro creates the information in the bottom table where for each element there are

4 definitions – two at the element begin (x/l = 0.00001) and two at the element end (x/l

= 0.99999). One defines the position of the lane relative to the element (eccentricities),

and the other defines the load position (which is the same as the lane position) and di-

rection. This information allows the program to calculate influence lines.



4.2 Definition of Load Trains

Load Trains are defined under menu Schedule Load definition Load Trains. Load

trains to be defined were explained in section 1.2.2.

Definition of Load Trains

Schedule Number 1 2 3

Fact-min 1 1 1

Load Definitions Fact-max 1 1 1

Description LT1: TS -

2x300 kN/m

LT2: TS -

2x200 kN/m

LT3: TS - Con-

centrated loads –

2x100 kN/m

Load Trains

Top Table

Number 5 6 90

Fact-min 1 1 1

Fact-max 1 1 1

Description

LT5: UDL -

2.5 kN/m2

(x5.5m)

LT6: UDL -

2.5 kN/m2

(x3.0m)

LT90: LM3 - 4*120 kN/m

The load trains have been created and now they have to be defined.

Definition of Load

Train Properties

Schedule LTrain 1

Q [kN/m] 0 0

Load Definitions F [kN/m] -300 -300

Free length - -

L-from 1.2 0

Load Trains L-to 0 0

L-step 0 0

Bottom Table

A certain load train is defined by a load and length to the next load. Therefore the first

input for load train 1 is defined by a concentrated load F = -300 kN (negative

y-direction) and a fixed length of 1.2 m (L-from = 1.2). The next input for the first load

train consist only of a concentrated load F = -300 kN.

Using the same principle, load train number 2, 3 and 90 have to be defined.

The load trains for uniformly distributed loads (load train number 5 and 6) are defined

as is shown in the table below. The length of the uniformly distributed load is set to free

– the program will automatically calculate the unfavorable position and length and load

the structure with it.



LTrain 2 3 5 6 90

Q [kN/m] 0 0 0 0 -13.75 -19.50 0 0 0 0

F [kN/m] -200 -200 -100 -100 0 0 -120 -120 -120 -120

Free length - - - - - - - -

L-from 1.2 0 1.2 0 - - 1.2 6 1.2 0

L-to 0 0 0 0 - - 0 0 0 0

L-step 0 0 0 0 - - 0 0 0 0

The input fields on the right side of the window for the definition of the load trains are

for two dimensional definition of the load trains and are irrelevant for the one-beam

model. This input is generally used for FEM models (it can be used also for grillage

model).

Pre-defined load train definitions according to Eurocode can be imported via Extras

Loading and Stages Load Train Definitions – EN 1991-2:2002.



4.3 Traffic Calculation

4.3.1 Calculation of influence lines

Definition of the


Stage

Schedule Name InflCalc

Description Influence line calculation

Stages

Schedule Actions

Top Table

Insertion of the Calcu-lation Actions to the

Construction Stage

InflCalc

Schedule Type Calcula-tion (Static)

Calcula-tion (Static)



Action Infl Infl Infl Infl

Stages Inp1 1 2 3 4

Inp2 - - - -

Inp3 - - - -


Out2 * * * *


Action Calcula-tion (Static)





Type Infl Infl Infl Infl Infl

Inp1 11 12 13 14 21

Inp2 - - - - -

Inp3 - - - - -

Out1 - - - - -

Out2 * * * * *

Delta-T 0 0 0 0 0

First the influence lines for the defined Traffic Lanes are calculated with the Infl action.

The results of the calculations are saved to list files and also to binary files which can be

graphically presented under Results Influence Lines Corresponding influence

line.

Note: The graphical presentation is possible only if the influence lines were actually calculated.



4.3.2 Calculation and superposition of the tandem system

Definition of the


Stage

Schedule Name Trafic-TS

Description Tandem System (Calcula-

tion and Superposition)

Stages

Schedule Actions

Top Table

The definitions in the bottom table are as follows:

Type LC/Envelope

action LC/Envelope

action LC/Envelope

action LC/Envelope

action LC/Envelope

action LC/Envelope

action

Action SupInit SupInit SupInit SupInit SupInit SupInit

Inp1 - - - - - -

Inp2 - - - - - -

Inp3 - - - - - -

Out1 VLL-L1-T1.sup VLL-L2-T2.sup VLL-L3-T3.sup VLL-L11-T1.sup VLL-L12-T2.sup VLL-L13-T3.sup

Out2 - - - - * *

Delta-T 0 0 0 0 0 0

Here the envelopes are created/initialized, which is necessary for the evaluation of load

trains and traffic lanes. It is highly recommended to use a systematic number-

ing/naming. In this example the envelopes are named with the numbers of the lanes and

trains that will be combined with each other.

When the influence lines are calculated and the envelopes initialized the load trains can

be combined with the traffic lanes.

Type Calculation

(Static)

Calculation

(Static)

Calculation

(Static)

Calculation

(Static)

Calculation

(Static)

Calculation

(Static)

Action LiveL LiveL LiveL LiveL LiveL LiveL

Inp1 1 2 3 11 12 13

Inp2 1 2 3 1 2 3

Inp3 - - - - - -

Out1 VLL-L1-T1.sup VLL-L2-T2.sup VLL-L3-T3.sup VLL-L11-T1.sup VLL-L12-T2.sup VLL-L13-T3.sup

Out2 * * * * * *

Delta-T 0 0 0 0 0 0

The action LiveL combines the chosen load train (Input2) with the selected traffic lane

(Iput1). The results of the calculation are saved not only into the previously generated

envelope (Output1) file but also to a list file.

These envelopes can be superposed to the final envelope for the tandem system.



Type LC/Envelope

action

LC/Envelope

action

LC/Envelope

action

LC/Envelope

action

Action SupInit SupAndSup SupAndSup SupAndSup

Inp1 - LM1-TS-A.sup LM1-TS-A.sup LM1-TS-A.sup

Inp2 - VLL-L1-T1.sup VLL-L2-T2.sup VLL-L3-T3.sup

Inp3 - - - -

Out1 LM1-TS-A.sup - - -

Out2 - - - -

Delta-T 0 0 0 0

Type LC/Envelope

action

LC/Envelope

action

LC/Envelope

action

LC/Envelope

action

Action SupInit SupAndSup SupAndSup SupAndSup

Inp1 - LM1-TS-B.sup LM1-TS-B.sup LM1-TS-B.sup


Inp3 - - - -

Out1 LM1-TS-B.sup - - -

Out2 - - - -

Delta-T 0 0 0 0

Type LC/Envelope

action

LC/Envelope

action

LC/Envelope

action

Action SupInit SupOrSup SupOrSup

Inp1 - LM1-TS.sup LM1-TS.sup

Inp2 - LM1-TS-A.sup LM1-TS-B.sup

Inp3 - - -

Out1 LM1-TS.sup - -

Out2 - - -

Delta-T 0 0 0

The load application A and B are superposed with And into two separate envelope files

and at the end with Or to the final envelope.



4.3.3 Calculation and superposition of the UDL loads

Definition of the


Stage

Schedule Name Traffic-UDL

Description UDL (Calculation and

Superposition)

Stages

Schedule Actions

Top Table

The definitions in the bottom table are as follows:

Type LC/Envelope

action LC/Envelope

action LC/Envelope

action LC/Envelope

action

Action SupInit SupInit SupInit SupInit

Inp1 - - - -

Inp2 - - - -

Inp3 - - - -

Out1 VLL-L1-T6.sup VLL-L4-T5.sup VLL-L11-T6.sup VLL-L14-T5.sup

Out2 - - - -

Delta-T 0 0 0 0

Type Calculation

(Static)

Calculation

(Static)

Calculation

(Static)

Calculation

(Static)

Action LiveL LiveL LiveL LiveL

Inp1 1 4 11 14

Inp2 6 5 6 5

Inp3 - - - -

Out1 VLL-L1-T6.sup VLL-L4-T5.sup VLL-L11-T6.sup VLL-L14-T5.sup

Out2 * * * *

Delta-T 0 0 0 0

Type LC/Envelope

action

LC/Envelope

action

LC/Envelope

action

LC/Envelope

action

LC/Envelope

action

Action SupInit SupOrSup SupOrSup SupAndSup SupAnd

Inp1 - LM1-UDL.sup LM1-UDL.sup LM1-UDL.sup LM1-UDL.sup

Inp2 - VLL-L1-T6.sup VLL-L11-T6.sup VLL-L4-T5.sup VLL-L14-T5.sup

Inp3 - - - - -

Out1 LM1-UDL.sup - - - -

Out2 - - - - -

Delta-T 0 0 0 0 0

First both of the outermost differential loads (6.5 kN/m2) are superposed with the Or

rule – they are exclusive because they can´t act at the same time. Both other (“missing")

differential loads (one on the left side and another on the right side; 2.5 kN/m2 on the

complete left and on the complete right side) are conditionally added afterwards with

the And rule.



4.3.4 Calculation and superposition of the Fatigue load models

Definition of the


Stage

Schedule Name Traffic-LM3

Description Fatigue (Calculation and

Superposition)

Stages

Schedule Actions

Top Table

The definitions in the bottom table are as follows.

Type LC/Envelope

action LC/Envelope

action LC/Envelope

action Calculation

(Static) Calculation

(Static) Calculation

(Static)

Action SupInit SupInit SupInit LiveL LiveL LiveL

Inp1 - - - 1 1 1

Inp2 - - - 90 90 90

Inp3 - - - - - -

Out1 VLL-L1-T90.sup VLL-L11-

T90.sup

VLL-L21-

T90.sup VLL-L1-T90.sup

VLL-L11-

T90.sup

VLL-L21-

T90.sup

Out2 - - - * * *

Delta-T 0 0 0 0 0 0

Type LC/Envelope

action

LC/Envelope

action

LC/Envelope

action

LC/Envelope

action

Action SupInit SupOrSup SupOrSup SupAndSup

Inp1 - LM3-Fatigue.sup LM3-Fatigue.sup LM3-Fatigue.sup


Inp3 - - - -

Out1 LM3-Fatigue.sup - - -

Out2 - - - -

Delta-T 0 0 0 0

All three load train positions (left, right and middle) are superposed with the action Or

into the final envelope – the load trains are exclusive of each other because they cannot

act on the structure at the same time.



5 Lesson 16: Load Combinations

5.1 Definition of the Load Combination

The results of the calculated loads are saved into load cases or envelopes. They can now

be used for the definition of the Load Combinations. The definition of load combina-

tions is done under menu Schedule Load definition Combination table.

It is possible to define up to 48 different combinations. Using the buttons on the top left

side allows you to change between different pages – 6 load combination definitions per

page.

The first column represents the load cases and/or envelopes to be combined into a cer-

tain combination. In the second column the rule of the superposition for each load case

and/or envelope is defined. Afterwards there are 2 columns for each combination that

represent the favorable and unfavorable factors.

The input of the combinations is not combination oriented but instead is load case

oriented. This means simply that the input is done for each load case separately where

favorable and unfavorable factors have to be defined for all combinations.

The load combinations to be defined are explained in section 1.3 and are again dis-

played in the table below.

LC/Envelope Rule 1 2 3 4 5 6 7 8 9 10 11 12 13

SW-SUM AddLc 1/1 1/1 1/1 1/1 1/1 1/1 1/1 1/1.35 1/1.35 1/1 1/1 1/1 1/1

SDL-SUM AddLc 1/1 1/1 1/1 1/1 1/1 1/1 1/1 1/1.35 1/1.35 1/1 1/1 1/1 1/1

PT-SUM AddLc 1/1 0.9/1.1 0.9/1.1 0.9/1.1 0.9/1.1 0.9/1.1 0.9/1.1 1/1 1/1 0.9/1.1 0.9/1.1 0.9/1.1 0.9/1.1

CS-SUM AddLc 1/1 1/1 1/1 1/1 1/1 1/1 1/1 1/1 1/1 1/1 1/1 1/1 1/1

CS-INF AddLc - - 1/1 - 1/1 - 1/1 - - - 1/1 - 1/1

CS-INF AndLc 1/1 - - - - - - 1/1 1/1 - - - -

LM1-TS.sup AndSup 1/1 1/1 1/1 0.75/0.75 0.75/0.75 - - 1.35/1.35 1.013/1.013 - - - -

LM1-UDL.sup AndSup 1/1 1/1 1/1 0.4/0.4 0.4/0.4 - - 1.35/1.35 0.54/0.54 - - - -

LM3-Fatigue.sup AndSup - - - - - - - - - - - 1/1 1/1

Braking.sup AndSup - - - - - - - - 1.35/1.35 - - - -

Wind-T.sup AndSup - - - - - - - - - - - - -

Wind+T.sup AndSup 0.6/0.6 0.6/0.6 0.6 - - - - 0.9/0.9 0.9/0.9 - - - -

Temp.sup AndSup 0.6/0.6 0.6/.06 0.6 0.5/0.5 0.5/0.5 0.5/0.5 0.5/0.5 0.9/0.9 0.9/0.9 0.5/0.5 0.5/0.5 0.5/0.5 0.5/0.5

Settle.sup AndSup 1/1 1/1 1/1 1/1 1/1 1/1 1/1 1/1 1/1 1/1 1/1 1/1 1/1

COMBINATION



Definition of

Load Case

Combinations

Schedule LC/Envelope SW-SUM SDL-SUM

Comb SupAddLc SupAddLc

Load Definitions Type F-fav. F-unfav. F-fav. F-unfav.

Comb I 1 1 1 1

Combination Table Comb II 1 1 1 1

Comb III 1 1 1 1

Top Table Comb IV 1 1 1 1

Comb V 1 1 1 1

Comb VI 1 1 1 1

Comb VII 1 1 1 1

Comb VIII 1 1.35 1 1.35

Comb IX 1 1.35 1 1.35

Comb X 1 1 1 1

Comb XI 1 1 1 1

Comb XII 1 1 1 1

Comb XIII 1 1 1 1

LC/Envelope PT-SUM CS-SUM CS-INF CS-INF

Comb SupAddLc SupAddLc SupAddLc SupAndLc

Type F-fav. F-unfav. F-fav. F-unfav. F-fav. F-unfav. F-fav. F-unfav.

Comb I 1 1 1 1 - - 1 1

Comb II 0.9 1.1 1 1 - - - -

Comb III 0.9 1.1 1 1 1 1 - -

Comb IV 0.9 1.1 1 1 - - - -

Comb V 0.9 1.1 1 1 1 1 - -

Comb VI 0.9 1.1 1 1 - - - -

Comb VII 0.9 1.1 1 1 1 1 - -

Comb VIII 1 1 1 1 - - 1 1

Comb IX 1 1 1 1 - - 1 1

Comb X 0.9 1.1 1 1 - - - -

Comb XI 0.9 1.1 1 1 1 1 - -

Comb XII 0.9 1.1 1 1 - - - -

Comb XIII 0.9 1.1 1 1 1 1 - -



LC/Envelope LM1-TS.sup LM1-UDL.sup LM3-Fatigue.sup Braking.sup

Comb SupAndSup SupAndSup SupAndSup SupAndSup

Type F-fav. F-unfav. F-fav. F-fav. F-fav. F-unfav. F-unfav. F-unfav.

Comb I 1 1 1 1 - - - -

Comb II 1 1 1 1 - - - -

Comb III 1 1 1 1 - - - -

Comb IV 0.75 0.75 0.4 0.4 - - - -

Comb V 0.75 0.75 0.4 0.4 - - - -

Comb VI - - - - - - - -

Comb VII - - - - - - - -

Comb VIII 1.35 1.35 1.35 1.35 - - - -

Comb IX 1.013 1.013 0.54 0.54 - - 1.35 1.35

Comb X - - - - - - - -

Comb XI - - - - - - - -

Comb XII - - - - 1 1 - -

Comb XIII - - - - 1 1 - -

LC/Envelope Wind-T.sup Wind+T.sup Temp.sup Settle.sup

Comb SupAndSup SupAndSup SupAndSup SupAndSup

Type F-fav. F-unfav. F-fav. F-unfav. F-fav. F-unfav. F-fav. F-unfav.

Comb I - - 0.6 0.6 0.6 0.6 1 1

Comb II - - 0.6 0.6 0.6 0.6 1 1

Comb III - - 0.6 0.6 0.6 0.6 1 1

Comb IV - - - - 0.5 0.5 1 1

Comb V - - - - 0.5 0.5 1 1

Comb VI - - - - 0.5 0.5 1 1

Comb VII - - - - 0.5 0.5 1 1

Comb VIII - - 0.9 0.9 0.9 0.9 1 1

Comb IX - - 0.9 0.9 0.9 0.9 1 1

Comb X - - - - 0.5 0.5 1 1

Comb XI - - - - 0.5 0.5 1 1

Comb XII - - - - 0.5 0.5 1 1

Comb XIII - - - - 0.5 0.5 1 1

Comb XIV - - - - 0.5 0.5 1 1



5.2 Calculation of the load combinations

Up to now the load combinations have only been defined and have not yet been calcu-

lated. To calculate them a schedule action has to be defined – SupComb. With this ac-

tion all defined load cases and envelopes with their corresponding superposition rule

and defined favorable and unfavorable factors are superposed into the final (combina-

tion) envelope.

For a better overview a separated “calculation” stage will be created where all 13 com-

binations will be calculated.

Definition of the


Stage

Schedule Name Combos

Description Load Combination calcula-

tion

Stages

Schedule Actions

Top Table

Insertion of the Calcu-lation Actions to the

Construction Stage

Combos

Schedule Type LC/Envelope

action LC/Envelope

action LC/Envelope

action

Acion SupComb SupComb SupComb

Stages Inp1 1 2 3

Inp2 - - -

Inp3 - - -

Schedule Actions Out1 Comb1.sup Comb2.sup Comb3.sup

Out2 - - -


Type LC/Envelope

action LC/Envelope

action LC/Envelope

action LC/Envelope

action LC/Envelope

action LC/Envelope

action

Acion SupComb SupComb SupComb SupComb SupComb SupComb

Inp1 4 5 6 7 8 9

Inp2 - - - - - -

Inp3 - - - - - -

Out1 Comb4.sup Comb5.sup Comb6.sup Comb7.sup Comb8.sup Comb9.sup

Out2 - - - - - -

Delta-T 0 0 0 0 0 0

Type LC/Envelope

action

LC/Envelope

action

LC/Envelope

action

LC/Envelope

action

Acion SupComb SupComb SupComb SupComb

Inp1 10 11 12 13

Inp2 - - - -

Inp3 - - - -

Out1 Comb10.sup Comb11.sup Comb12.sup Comb13.sup

Out2 - - - -

Delta-T 0 0 0 0



6 Lesson 17: Fibre Stress Check

Definition of the

Required Construc-

tion Stage

Schedule Name SLS

Description

SLS-Fibre Stress

Check - Concrete compression stresses

and decompression

Stages

Activation

Top Table

Insertion to the construction schedules:

Definition of the

Fibre Stress Check actions

Schedule Action Check

actions(SUP) Check

actions(SUP) Check

actions(SUP) Check

actions(SUP)

Type FibSup FibSup FibSup FibSup

Stages Inp1 Comb1.sup Comb2.sup Comb6.sup Comb7.sup

Inp2 1 1 2 2

Schedule Action Out1 - - - -

Out2 * * * *


The compressive stresses in concrete have to be checked to see if they exceed some

limit under a certain combination (see section 1.4.1.1.1). The compression stresses due

to load combinations 1 and 2 (Comb1.sup and Comb2.sup; characteristic combinations)

should not exceed 0.6∙fck and the compression stresses under load combinations 6 and 7

(Comb6.sup and Comb7.sup; quasi permanent action) should not exceed 0.45∙fck.

The schedule actions for various checks are separated into different menus for load cas-

es and for envelopes – Check actions (LC) and Check actions (SUP).

The schedule action for checking the stresses in predefined fibers is Fib. The suffix de-

fines for what the check is done – for load case (FibLc) or for envelope (FibSup).

The first input field (Input-1) defines for which load case or for which envelope the

check will be done.

Next input field defines the stress limit. The input is a number which references the

stress limit defined in the material data (Properties Material data Corresponding

material; stress limits are defined in the small table in the bottom right corner).

If the stress limits are not defined the stress check cannot be done. To define the stress

limits for a material the insert after button has to be chosen (it is on the right side above

the stress limit table). The stress limit number is automatically assigned (serial number),

and two other inputs represent the maximum (tension-positive) and minimum (pressure-

negative) allowed stress limit.



In this case the stress limits are already defined. The stress limit number 1 corresponds

to 0.6∙fck, and the stress limit number 2 corresponds to 0.45∙fck.

The check determines the minimum and maximum stresses under the defined load

case/envelope in all stress check points defined in the cross-sections and compares them

with stress limits. Results are saved into a list file (Output-2). Those exceeding the lim-

its (if there are any) are saved into the list file (values marked with #), and a warning is

displayed after completion of the calculation.

The same check can also be done graphically. It can be seen at which places the re-

quirements are not satisfied. This is done by creating a diagram via RMSet. On this dia-

gram certain stresses in certain fibers are plotted along with stress limits.



7 Reinforced concrete checks – General

The results of different design check actions are reinforcement areas that are saved into

their corresponding Attribute-Sets. They can be seen under menu Structure Ele-

ments Checks for each element.

In the upper table the element is selected and in the bottom table the results can be seen

by selecting one of the corresponding Attribute Set.

Some Attribute Sets have more than one result component (e.g.: Attribute Set for Shear-

Longitudinal reinforcement which has two result components – one for the top and

another for the bottom reinforcement).

The calculated reinforcement areas are stored and displayed under the A2 reinforcement

area. The A1 reinforcement area represents an input where a predefined reinforcement

area (e.g.: minimum reinforcement) can be defined (double click on the Attribute Set or

select it and click on the modify button). It is possible to define that this reinforcement

area is fixed or variable. If it is set to fixed, then the program will not increase the val-

ues even if it is necessary according to a certain design check. In the other case the rein-

forcement area will be increased by the necessary reinforcement area calculated by a

certain design check.

The reinforcement areas can be displayed also graphically via RM-Sets. The corres-

ponding elements and attribute sets have to be defined. In addition the results can be

presented numerically by creating an excel sheet or a list file.

It is also possible to specify for which elements certain design checks should not be

done (double click on an element in the upper table and check the OFF button next to a

certain design check). By default all design checks are ON for all elements. The pro-

gram distinguishes between beam elements and other elements (spring elements, stiff-

ness elements, tendons, etc.). In addition it is also possible to make a detailed list file

(export) for each design check.

In principal the reinforcement area calculated by previous design actions (depending on

the schedule sequence defined in under schedule actions) is taken into account in the

subsequent design actions.

The data of the calculated reinforcement area (A2) remains as an existing reinforcement

area even when a new recalculation of the project is run (it is also exported into TCL

files). Therefore it is necessary to initialize (delete) the A2 reinforcement areas (calcu-

lated areas) before the first design action. This is done with the ReinIni action (Rein-

forcement Initialization) where the A2 reinforcement area of a certain or all Attribute

sets is set to 0 for all elements.



For clarification and clear overview a new (calculation) stage will be created:

Definition of the

Required Construc-

tion Stage

Schedule Name ReinIni

Description Reinforcement initialization

Stages

Schedule Actions

Top Table

Initialization of the

“A2” Reinforcement areas

Schedule Action Check

actions(SUP)

Type RenIni

Stages Inp1 -

Inp2 -

Schedule Action Out1 -

Out2 -

Bottom Table Delta-T 0

The action ReinIni is located in the menu for load case check actions (Check Actions

(LC)). It is also found in the envelope check actions (Check Actions (SUP)).

If the first input (Input-1) remains empty (or a “*” is defined) all Attribute-Sets will be

initialized. To initialize a certain Attribute-Set, it has to be selected from the drop down

menu at the input field.



8 Lesson 18: Crack Check

Definition of the


Stage

Schedule Name Crack

Description Crack control

Stages

Schedule Actions

Top Table

Definition of the

Cracking Check

Schedule Action LC/Envelope

action LC/Envelope

action LC/Envelope

action

Type SupInit SupOrSup SupOrSup

Stages Inp1 - Crack-Char.sup Crack-Char.sup

Inp2 - Comb2.sup Comb3.sup

Inp3 - - -

Schedule Actions Out1 Crack-Char.sup

Out2 - - -


Action LC/Envelope action LC/Envelope action LC/Envelope action Check actions (SUP)

Type SupInit SupOrSup SupOrSup CrackSup

Inp1 - Crack-Frequent.sup Crack-Frequent.sup Crack-Frequent.sup Crack-Char.sup

Inp2 - Comb4.sup Comb5.sup 0.2 PT-SUM

Inp3 - - - - -

Out1 Crack-Frequent.sup -

Out2 - - - *

Delta-T 0 0 0 0

The check action for crack control for envelopes is CrackSup. Here two envelopes have

to be defined under Iinput-1.

According to EN 1992-1-1, 7.3.2 (4) first the stresses under the characteristic load com-

binations are checked – second envelope under Input-1. If concrete is in tension (or the

stresses are above σct,p = fct,eff) the program will calculate the minimum reinforcement

under the frequent load combination – fist envelope under Input-1.

Therefore both characteristic load combinations (load combination number 4 and 5) are

superposed into one final characteristic load combination (which is used as the second

envelope under Input-1) with the Or rule – substitute if unfavorable. The same follows

for both frequent load combinations – load combination number 2 and 3.

Furthermore, for the correct definition of the check action, the maximum allowable

crack width also has to be defined (first field of Input-2).



The last necessary input for the check action is the Initial-strain load case (for more in-

formation see section 9 because the crack check is based on the ultimate load check).

To perform the check the maximum reinforcement bar diameter has to be defined. This

diameter is referenced to the corresponding Attribute-Set. It can be defined under menu

Properties Groups / Attribute Sets.

Change into menuProperties Groups / Attribute Sets.

Select the group “GP-AttrSet” in the top table.

Modify the corresponding Attribute-Set in the bottom table by clicking on it.

Define the bar diameter Max D – 0.02 m for all Attribute-Sets which serve as

crack reinforcement (in this case for all which are defined as Longitudinal rein-

forcement).

Group AttrSet Material Type MaxD

GP-AttrSets Rein-Top En_Eurocode:St550(B) Longitudinal 0.02

GP-AttrSets Rein-Bot En_Eurocode:St550(B) Longitudinal 0.02

GP-AttrSets Reinf-Mz-Top En_Eurocode:St550(B) Longitudinal 0.02

GP-AttrSets Reinf-Mz-Bot En_Eurocode:St550(B) Longitudinal 0.02

GP-AttrSets Reinf-My-Left En_Eurocode:St550(B) Longitudinal 0.02

GP-AttrSets Reinf-My-Right En_Eurocode:St550(B) Longitudinal 0.02

In this example the same Attribute-Set is used for cracking and for bending reinforce-

ment. Therefore the results (reinforcement area) coming from both checks (crack check

and ULS check) are saved to the same Attribute-Set.

In order to distinguish between the results it is possible to make a diagram plot of the

reinforcement area immediately after the first check (or before subsequent check) – in

this case Crack check. For that a reference set has to be defined where the correspond-

ing Attribute-Set has to be chosen. The subsequent check (ULS check) will, if neces-

sary, add additional needed reinforcement to the same Attribute-Set. Now the same dia-

gram has to be plotted again – in this second plot the updated Attribute-Set will be pre-

sented. In this way it is possible to distinguish between results (reinforcement areas).

Note: The output files for the diagrams have to be named differently. If not, the subsequently

created diagram will overwrite the previously created one. For better understanding please

see the finished training example.

The results are saved/exported also to a list file.



9 Lesson 19: Ultimate Load Capacity Check

Definition of the


Stage

Schedule Name ULS-Ult

Description ULS- Ultimate Load Carrying Capacity

Stages

Schedule Actions

Top Table

Definition of the

Ultimate Load Carry-ing Capacity


action LC/Envelope

action LC/Envelope

action


Stages Inp1 - ULS.sup ULS.sup


Inp3 - - -

Schedule Actions Out1 ULS.sup - -

Out2 - - -


Action Nachweis-Aktionen LC/Envelope action Check actions (SUP)

Type UltSup SupInit UltSup

Inp1 ULS.sup - ULS.sup

Inp2 Rein * - UltMz *

Inp3 - - -

Out1 - Ult-ULS.sup Ult-ULS.sup

Out2 * - *

Delta-T 0 0 0

For the ULS check the unfavorable effects of load combinations 8 and 9 have to be con-

sidered. Therefore these combinations are superposed into the final ULS.sup envelope

with the Or rule (substitute if unfavorable).

The first check action performs the design check by selection of the Rein option (Rein-

forcement design). With this input the necessary reinforcement will be calculated and

added to the corresponding Attribute-Set. The reinforcement amount can be displayed

as was already explained (diagram creation via RM-Set). In addition, the results are

exported/saved also to a list file. Also for this check a detailed list can be made (at same

principle as already explained).

In next steps first an envelope file (Ult-ULS.sup) is initialized. Into this envelope the

results of the following ultimate load capacity check (UltSup check action with option

Ultimate load check for UltMz) are saved. This action calculates the maximum capacity

of the bending moment Mz of the cross-section (structure respectively). For this calcula-

tion both other internal force components for the ultimate load check (Nx and My) are



fixed, and only the bending moment Mz is increased until the maximum capacity of the

bending moment is reached. The iteration process varies the strain planes which are

based on the stress-strain diagram of the corresponding element (concrete, reinforce-

ment steel and pre-stressing steel). These diagrams are defined under material proper-

ties. Also these results are saved to a list file.

For pre-stressed structures the initial strain load case has to be defined to correctly con-

sider the initial strain of the pre-stressing steel caused by the primary state of pre-

stressing (V*e) when evaluating the stress-strain diagram. This state is saved in the

summation load case of pre-stressing (PT-SUM).

To consider the initial strain of creep and shrinkage and relaxation also, the total sum-

mation load case (STG-SUM) should be defined as the initial strain load case.

Furthermore, it is possible to consider the initial strain state from the envelope (load

case respectively) used for the design check. To do so, a “*” has to be defined, instead

of certain load case in the corresponding input field. This option considers also the fac-

tored initial strain of time effects. However, this is not allowed if the envelope includes

factored pre-stressing load cases and time effects and is not relevant in this form for

consideration of initial strain (see combination factors for combination used for crack

check).

If no initial strain load case is defined, then the load case defined in the recalc pad is

used as initial strain load case. If no load case is defined in the recalc pad, then the ini-

tial strain is not considered.

For more information about the ultimate load check and design of reinforced concrete

with or without pre-stressing see RM Analysis User Guide section 15.3 and 15.4.

A very instructive graphical comparison between demand moments (ULS.sup) and ul-

timate moments (Ult-SUL.sup) is done in the corresponding example.



10 Lesson 20: Shear Capacity Check

Definition of the


Stage

Schedule Name ULS-Shear

Description Shear capacity

check

Stages

Schedule Actions

Top Table

Definition of the Shear

Capacity Check

Schedule Action Check actions (SUP)

Type ShearSup

Stages Inp1 ULS.sup

Inp2 PT-SUM

Inp3 -

Schedule Actions Out1 -

Out2 *

Bottom Table Delta-T 0

To perform a check for shear force and torsion (Shear check) for an envelope, the check

action ShearSup has to be used (ShearLc for load cases). The envelope for the ULS

checks was already generated and can be used. Also for this check an initial strain load

case has to be defined.

The results are, same as for all other checks, saved to the corresponding Attribute-Set as

well as to a normal or extended list file.

If the tendon geometry is not defined in a detailed manner (the tendons are grouped to-

gether into one tendon geometry), the nominal web thickness is not calculated automati-

cally. Therefore the reduction of the web thickness has to be defined manually. This

reduction is defined via the parameters b-beg and b-end (reduction at element begin and

end) under menu Structure Elements Checks. These two parameters are refe-

renced to elements and via this to the assigned cross-sections. In case of multiple webs,

the defined values will be subdivided on the individual webs taking into account the

number and width of the web (the thinnest web will have the smallest reduction and

vice versa for thickest web).

For grouted tendons the reduction of the web thickness according to EN 1992-1-1,

6.2.3(6) is defined as 0.5∙∑Φ. In our case with arrangements of 3 tendons at same level

(parallel; side by side) with 8 cm diameter the reduction is (0.5∙2∙3∙0.08 =) 0.24 m.

To define the reduction change, go to the top table under Structure Elements

Checks and double click (or modify) one of the superstructure elements (elements

from 101 to 135). Define as follows: El-from:101; El-to:135; El-step:1; b-beg (m):0.24;

b-end (m):0.24.



11 Lesson 22: Fatigue Check

Definition of the

Required Construc-

tion Stage

Schedule Name ULS-Fatigue

Description Fatigue check

Stages

Activation

Top Table

Definition of the

Fatigue Check


action LC/Envelope

action LC/Envelope

action


Stages Inp1 - Fatigue.sup Fatigue.sup


Inp3 - - -

Schedule Actions Out1 Fatigue.sup - -

Out2 - -


Action LC/Envelope action LC/Envelope action Check actions (SUP)

Type SupOrSup SupOrSup FatigSup

Inp1 Fatigue.sup Fatigue.sup Fatigue.sup

Inp2 Comb12.sup Comb13.sup -

Inp3 - - -

Out1 - - -

Out2 - - *

Delta-T 0 0 0

All 4 load combination are superposed to one final envelope with the Or rule with

which the check will be done.

The action FitigSup performs a fatigue check only for a superposition file (envelope).

This is because only envelope can contain the maximum/minimum internal forces for

the traffic loads relevant for fatigue. The difference between maximum and minimum is

taken as a relevant stress range value Delta-sigma.

The results are saved to the list file which contains the stress difference for each element

in all stress check points, longitudinal reinforcement and tendons.



12 Lesson 23: Lists and Plots

The different possibilities of post processing (RM-Sets and Plot Conatiners) were

shown already in section 11 of Part1. In the corresponding example there are multiple

Rm-Sets and Plots for presentation of internal forces, stresses and reinforcement areas

defined and created/plotted in schedule actions. This definition can be seen directly in

the program.

In addition a new stage is created (last stage) in which additional predefined plot actions

(Schedule Stages Schedule actins; Bottom table → List/Plot actions) are defined

for plotting: working diagrams, creep and shrinkage diagrams, cross-sections, tendon

geometry, tendon scheme, tendon positions in cross-sections, stressing actions, load

trains, influence lines, etc. Also these definitions can be seen directly in the program.

RM E Prestressing Basic Part2 EC

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