rm e balanced cantilever aashto

RM Bridge Professional Engineering Software for Bridges of all Types

RM Bridge V8i

October 2010

TRAINING BALANCED CANTILEVER AASHTO

RM Bridge

Training Balanced Cantilever AASHTO I

Bentley Systems Austria

Contents

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

1.1 Starting the Program ............................................................................................ 1-1

1.2 What Is To Do In This Training? ......................................................................... 1-2

2 The Example ............................................................................................................... 2-1

2.1 Structural System ................................................................................................. 2-1

2.2 Design Criteria ..................................................................................................... 2-6

2.3 Materials .............................................................................................................. 2-6

2.4 Design Loadings .................................................................................................. 2-7

2.4.1 Dead Load ..................................................................................................... 2-7

2.4.2 Live Load ...................................................................................................... 2-7

2.4.3 Wind Loads ................................................................................................... 2-8

2.4.4 Thermal Forces ............................................................................................. 2-8

2.4.5 Creep and Shrinkage ..................................................................................... 2-9

2.4.6 Earthquake .................................................................................................... 2-9

2.4.7 Pier Settlement .............................................................................................. 2-9

2.5 Load Combinations .............................................................................................. 2-9

2.6 Construction Schedule Time Stop .................................................................. 2-11

3 Modifications in Modeler ......................................................................................... 3-1

4 Temperature Definition ............................................................................................... 4-1

4.1 Definition of Temperature Points: ....................................................................... 4-2

4.2 Definition of Formulas ......................................................................................... 4-5

4.3 Updating the Segment Points ............................................................................... 4-5

5 Definition of the Sub-Structure ................................................................................... 5-1

6 Data Export ................................................................................................................. 6-1

7 System Modifications ................................................................................................. 7-1

7.1 Importing of Materials and Variables and Cross-Sections Via Defaults .......... 7-1

8 Tendon Jacking ........................................................................................................... 8-1

8.1 Definition the Tendon Groups ............................................................................. 8-3

RM Bridge

Training Balanced Cantilever AASHTO II


8.2 Assigning the Tendon Group to the Elements ..................................................... 8-3

8.3 Definition of the Cable Geometry ....................................................................... 8-4

8.4 Definition of the Tendon Stressing Schedule ...................................................... 8-9

9 Loads ........................................................................................................................... 9-1

9.1 Defining Loads .................................................................................................... 9-1

9.1.1 Definition of Load Sets for Self Weight ....................................................... 9-1

9.1.2 Definition of Load Sets for the Traveller ...................................................... 9-3

9.1.3 Definition of Load Sets for the Dead Loads ................................................. 9-5

9.1.4 Definition of Load Sets for the Wet Concrete .............................................. 9-5

9.1.5 Definition of Load Sets for the Tendon Jacking ........................................... 9-7

9.1.6 Definition of Load Cases for Creeping and Shrinkage ................................. 9-8

9.1.7 Additional Assignment of Load Set to Load Case ....................................... 9-9

9.2 Load Manager .................................................................................................... 9-10

10 Construction Stages ................................................................................................ 10-1

10.1 Stage 1 .............................................................................................................. 10-1

10.1.1 Element Activation ................................................................................... 10-1

10.1.2 Calculation (Static) ................................................................................... 10-1

10.2 Stage 2 .............................................................................................................. 10-2



10.3 Stage 3 .............................................................................................................. 10-3



10.4 Stage 4 .............................................................................................................. 10-4



10.5 Stage 5 .............................................................................................................. 10-5



10.6 Stage 6 .............................................................................................................. 10-6


RM Bridge

Training Balanced Cantilever AASHTO III



10.7 Stage 7 .............................................................................................................. 10-7



10.8 Stage 8 .............................................................................................................. 10-8



10.9 Stage 9 .............................................................................................................. 10-9

10.9.1 Element Activation ................................................................................. 10-10

10.9.2 Calculation (Static) ................................................................................. 10-10

10.10 Final Stage ................................................................................................... 10-10

10.10.1 Element Activation ............................................................................... 10-10

10.10.2 Calculation (Static) ............................................................................... 10-11

11 Camber .................................................................................................................... 11-1

12 Additional Loads ..................................................................................................... 12-1

12.1.1 Definition of Earthquake Load Case (Static Earthquake Calculation) ..... 12-1

12.1.2 Definition of Settlement Load Case .......................................................... 12-3

12.1.3 Definition of Temperature Load Case ...................................................... 12-4

12.1.4 Definition of Wind Load Case .................................................................. 12-5

13 Superposition .......................................................................................................... 13-1

14 Traffic ..................................................................................................................... 14-1

14.1 Traffic Definition ............................................................................................. 14-1

14.2 Traffic Lanes .................................................................................................... 14-6

14.3 Traffic Loads .................................................................................................... 14-7

14.4 Traffic Calculation ........................................................................................... 14-8

14.5 Traffic Superposition ..................................................................................... 14-10

15 Load Combinations ................................................................................................. 15-1

16 Fibre Stress Check .................................................................................................. 16-1

16.1 Definition of the Stress Limits ......................................................................... 16-1

16.2 Inserting the Actions into the Construction Schedule ..................................... 16-1

17 Ultimate Load Check .............................................................................................. 17-1

RM Bridge

Training Balanced Cantilever AASHTO IV


18 Shear Capacity Check ............................................................................................. 18-1

RM Bridge General

Training Balanced Cantilever AASHTO 1-1


1 General

The following items are briefly described in this introduction:

Defining the structural model (detail support conditions)

Defining loads (Wind, settlement, earthquake)

Defining temperature (gradient as per AASTHO)

Defining a traffic loading case (detail traffic load due AASHTO)

Defining loads and a construction schedule (9 construction stages)

Calculating the results

Viewing the results

Normal stress check

Ultimate load check

Shear capacity check

Working with TCL

This introduction is based on an example that the user should work through using the

program RM at the same time as following this text.

1.1 Starting the Program

The program installation must be completed before any work can be started. The instal-

lation procedure automatically creates the following icon for RM Bridge on the desk-top:

The program can be started by double-clicking the appropriate icon (shown above) or

by selecting the icons via the Windows Start menu, (usually located in the bottom left hand corner of the screen).

What Is Done In This Example?

Starting the program

The user interface

Importing material definitions

Definition of materials

Defining a cross section

Defining the structural model (curved axis in elevation and ground view)

Defining a tendon geometry

Defining loads

Defining a traffic loading case (one concentrated load plus uniform load)

Defining a loads and construction schedule (with no detail construction sche-dule)

RM Bridge General




Viewing the results

Fibre stress check

Ultimate load check


1.2 What Is To Do In This Training? Detail modelling in Modeler (temperature points + pier and support conditions)

Defining loads (for nine construction stages)

Defining a traffic loading case (detail traffic load according to AASHTO)

Defining loads and a construction scedule (nine construction stages)


Viewing the results

Fibre stress check

Ultimate load check


Working with TCL

RM Bridge The Example



2 The Example

A three span hollow box girder bridge with a curved axis built by the span by span me-

thod. The geometry of this example is the same as of training 1.

This structure is a prestressed concrete girder which consists of three spans with span

length of 40, 60 and 40m.The cross-section is a hollow box with variable dimensions.

2.1 Structural System

System axis: Horizontal plan

1.Part: Straight Line: Station: 0-20 m

2.Part: Spiral: A=100, RENDE=200m Station: 20-70 m

3.Part: Circle: R=200 Station: 70-140 m

System axis: Vertical plan

1.Part: Line: 65m dZabsolute= 1.083m Station: 0-65 m

2.Part: Line: 65m dZabsolute= -0.2924m Station: 65-140 m

Rounding with Insert parabola by intersection R=-2000m

Piers:

A2: Height: 20m (4 Elements each 5m)

A3: Height: 20m (4 Elements each 5m)

Numbering system:




Node numbers (span): 101-111-126-136

Element numbers (span) : 101-110,111-125,126-135

Active elements:

Construction Stage 1: 101-113, 1100-1102, 1200-1204

Construction Stage 2: 114-128, 1300-1304

Construction Stage 3: 129-135, 1400-1402

10x4m

40m 60m 40m

10x4m 10x4m 15x4m

A4 A1 A2

A3

40m 60m

15x4m

A1 A3

Stage 1:

Stage 9:

Stage 17:

A2

10x4m

40m 60m

15x4m

A1 A3 A2

A4

A4

40m

10x4m

40m

10x4m

Figure 2-1: Construction Stages.




Achse 1 Achse 2

1102

X

Z

1101

1402

1401

101-110

Achse 3 Achse 4

111-125 126-135

Figure 2-2: Support definition.

GP2004

Y

Z

13,0 m

6,5 m 6,5 m

3,00 m 3,00 m

5,0 m

0,20 m

1,50m 1,50m

1,0m 1,0m

0,25m

Hgestab(sg)

dUntentab(sg) dStegtab(sg)

0,40m

0,25m

0,90 m

4,0m 4,0m

0,40m 12,2 m

0,15 m

1,5m 1,5m

2,00 m 2,00 m

Figure 2-3: Cross-section.




GP2000

Node 0 Spring 1100

Node 1101 Spring 1102 Spring 1101

Y

Z

AXIS 1

2,40m 2,40m

Node 101

Figure 2-4:Definitions of bearings at axis 1.

Node 0

Spring 1400

Node 1401 Spring 1402 Spring 1401

Y

Z

AXIS 4

2,40m 2,40m

Node 136

Figure 2-5:Definitions of bearings at axis 4.

1.5m

Y

Z

5.0m

Figure 2-6: Pier cross-section.

4,0m




Table 2-1: Spring constants.

Element CX [kN/m] CY [kN/m] CZ [kN/m] CMX [kNm] CMY [kNm] CMZ [kNm]

1100 1e8 1e8 1e8 1e8 1e8 1e8

1101 1e8 1e8

1102 1e8

1400 1e8 1e8 1e8 1e8 1e8 1e8

1401 1e8 1e8

1402 1e8

1200 1e8 1e8 1e8 1e8 1e8 1e8

1300 1e8 1e8 1e8 1e8 1e8 1e8

seg

2

Pie

r 1

0

20m

Segment 1

Connection point

Start of segment 2

Axis 2

Connection point

1202

1203

Eccentric rigid connection of the pier with the main girder

1204

111 seg1

1201

seg

2

Pie

r 1

Figure 2-7: Substructure Axis 2 Pier 1 (Segment2).

0

20m

Segment 1

Connection point

Start of segment 3

Axis 3

Connection point

1302

1303

Eccentric rigid connection of the pier with the main girder

1304

126 seg1

1301

Seg

3

Pie

r 2

Seg

3

Pie

r 2

Figure 2-8:Substructure Axis 2 Pier 2 (Segment3).




NB.101 2 110 111 125 126 201 2

102 2 109 112 124 127 202 2

103 2 108 113 123 128 203 2

104 2 107 114 122 129 204 2

105 2 106 115 121 130 205 2

106 2 105 116 120 131 206 2

107 2 104 117 119 132 207 2

101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135

301 2 501 2

302 2 502 2

401 4

402 2

Figure 2-9:Cable plan.

2.2 Design Criteria

The following design criteria will be used in this example:

Material: AASHTO Bridge Design Specifications

Loads: Simple loadings only used to demonstrate the program capabilities

Checks: Simple checks only used to demonstrate the program capabilities

2.3 Materials

Reinforcement: GRADE 460

Yield Strength: 400 000 kN/m2

Modulus of Elasticity: 200 000 000 kN/m2

Concrete: Type C 45

28 day Cylinder Compressive Strength: 51 800 kN/m2

Modulus of Elasticity: 32 100 000 kN/m2

Prestressing Steel:

Strand type low-relaxation steel tendons:

Apparent Modulus of Elasticity: 197 000 000 kN/m2

Ultimate Tensile Strength 1 860 000 kN/m2

Yield Strength 1 674 000 kN/m2

Material safety factor 0.95




2.4 Design Loadings

2.4.1 Dead Load

Unit Weight of Reinforced Concrete (DC): 23.5 kN/m3

Unit Weight of Post-Tensioned Concrete (DC): 24.3 kN/m3

Traffic Barriers (DC): 6.1 kN/m each

Construction loading: 0.48 kN/m2 (=6 kN/m)

Additional dead load (after construction): 1.92 kN/m2 (=24 kN/m)

24-6=18 kN/m

2.4.2 Live Load

AASHTO - HS-25 (4 design lanes) using multiple factors.

Lane reduced factor: 0.75

Impact factor: I=50/(L+125) L[ft]

L[m] L[ft] I I[%]

60 196.850 0.155 15.535

40 131.234 0.195 19.513

Load train 1:

177.9 kN 40000 LBS

177.9 kN 40000 LBS

44.5 kN 10000 LBS

4.264-9.144m 14-30 ft

4.264m 14ft

Load train 2 (for Moment+Shear):




For Moment 100.1 kN 22500 LBS

11.7 kN/m 800 LBS/ft

For Shear 144.6 kN 32500 LBS

2.4.3 Wind Loads

Base wind of 100 MPH

Wind on Structure: 2.394 kN/m2

Wind on Live Load: 1.459 kN/m (1.83 m above the deck)

2.4.4 Thermal Forces

Thermal Coefficient: 10.8 x 10e-6 per C

Uniform temperature load: 15 C

Non-linear temperature gradient according to AASHTO.

Temperature Load:

TEMP - MINUS

F C

T1 -27 -15.0

T2 -7 -3.89

T3 -2 -1.11

T4 0 0.00

T5 0 0.00

T6 -2 -1.11

T7 -7 -3.89

T8 -14 -7.78

TEMP - PLUS

F C

T1 54 30.0

T2 19 10.55

T3 10 5.55

T4 0 0.00

T5 0 0.00

T6 5 2.78




T1

T2

T3

T5

T6

C

T1

T2

T3

T4 T5

T6

T7

T8

MINUS PLUS

d

0.45d

0.45d

0.10

0.20

0.20

0.10 0.20

T4

1.0 or d-0.20

2.4.5 Creep and Shrinkage

Time dependent effects calculated in accordance with CEB-FIP 1990 Model Code.

2.4.6 Earthquake

Acceleration coefficient: Seismic Zone 1 and Soil Type 11:

Equivalent factor for static earthquake analysis = 6.0% - 0.06

2.4.7 Pier Settlement

1 cm at each abutment and pier axis.

2.5 Load Combinations




Load factor for settlement during construction SE = 0.5.

Only AASHTO groups I, Ia, II, III, VI and VII are considered in this example.

The AASHTO combinations are allocated to the following RM comb numbers:

SLS Combination

Group I Group Ia Group II Group III Group IV Group V Group VI Group VII Group VIII Group IX Group X

Self weight during CS DC 1 1 1 1 1 1 1 1 1 1 1

Additional load during CS CLL 1 1 1 1 1 1 1 1 1 1 1

Prestressing during CS PT 1 1 1 1 1 1 1 1 1 1 1

Creep during CS CS 1 1 1 1 1 1 1 1 1 1 1

wind on structure WS 1 0.3 1 0.3

wind on live load WL 1 1

Additional load CLL 1 1 1 1 1 1 1 1 1 1 1

Support settlement ST 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5

25 years creep CR 1 1 1

25 years shrinkage SH 1 1 1

Earthquake EQ 1

Traffic TR 1 2 1 1 1 1 1

Temperatur TR 1 1 1 1 1

Stress limits % 100.00 150.00 125.00 125.00 125.00 140.00 140.00 133.00 140.00 150.00 100.00

f'c Tension 3584 3584 5376 4480 4480 4480 5017.6 5017.6 4766.72 5017.6 5376 3584

Compressiv 20720 20720 31080 25900 25900 25900 29008 29008 27557.6 29008 31080 20720

ULS Combination

Group I Group Ia Group II Group III Group IV Group V Group VI Group VII Group VIII Group IX Group X

Factor 1,3 1,3 1,3 1,3 1,3 1,25 1,25 1,3 1,3 1,2 1,3

Self weight during CS DC 1,3 1,3 1,3 1,3 1,3 1,25 1,25 1,3 1,3 1,2 1,3

Additional load during CS CLL 1,3 1,3 1,3 1,3 1,3 1,25 1,25 1,3 1,3 1,2 1,3

Prestressing during CS PT 0.9,1 0.9,1 0.9,1 0.9,1 0.9,1 0.9,1 0.9,1 0.9,1 0.9,1 0.9,1 0.9,1

Creep during CS CS 1,3 1,3 1,3 1,3 1,3 1,25 1,25 1,3 1,3 1,2 1,3

wind on structure WS 1,3 0,39 1,25 0,375

wind on live load WL 1,3 1,25

Additional load CLL 1,3 1,3 1,3 1,3 1,3 1,25 1,25 1,3 1,3 1,2 1,3

Support settlement ST 0,65 0,65 0,65 0,65 0,65 0,625 0,625 0,65 0,65 0,6 0,65

25 years creep CR 1,3 1,25 1,25

25 years shrinkage SH 1,3 1,25 1,25

Earthquake EQ 1,3

Traffic TR 2,171 2,86 1,3 1,3 1,25 1,3 1,3

Temperatur TR 1,3 1,25 1,25 1,3 1,3




AASHTO I Ia II III VI VII

SLS Comb I Comb II Comb III Comb IV Comb V Comb VI

ULS Comb VII Comb VIII Comb IX Comb X Comb XI Comb XII

2.6 Construction Schedule Time Stop

Assumption: Starting from Pier 1 (elements 110&111), each stage is constructed in 14

days.

Actual construction schedule:

This construction schedule consists of 17 construction stages.

dT TIME

Stage 0

1 14 14 110 111

2 14 28 109 112

3 14 42 108 113

4 14 56 107 114

5 14 70 106 115

6 14 84 105 116

7 14 98 104 117

8 14 112 101 102 103

9 14 126 125 126

10 14 140 124 127

11 14 154 123 128

12 14 168 122 129

13 14 182 121 130

14 14 196 120 131

15 14 210 119 132

16 14 224 133 134 135

17 14 238 118

PIER 1 PIER 2




Construction schedule simulated using TIME-STOP:

This simulated schedule has 8 construction stages and 40 loading cases (101-108,201-

208,301-307,501-508,601-608).

Although the piers 1&2 elements are shown as being constructed in the same con-struction stages, the TIME-STOP module delays the start of creep & shrinkage on the

pier 2 elements (Nos 119-135) for 112 days, thus bringing all construction times onto the correct time axis.

dT TIME

Stage 0

1 14 14 110 111

2 14 28 109 112

3 14 42 108 113

4 14 56 107 114

5 14 70 106 115

6 14 84 105 116

7 14 98 104 117

8 126 224 101 102 103

1 125 126

2 124 127

3 123 128

4 122 129

5 121 130

6 120 131

7 119 132

8 133 134 135

9 14 238 118

TIM

E S

TO

P 1

12

Da

ys

PIER 2PIER 1

dT TIME

Stage 0

1 14 14 110 111 125 126

2 14 28 109 112 124 127

3 14 42 108 113 123 128

4 14 56 107 114 122 129

5 14 70 106 115 121 130

6 14 84 105 116 120 131

7 14 98 104 117 119 132

8 14 112 101 102 103 133 134 135

9 14 126 118

PIER 1 PIER 2

RM Bridge Modifications in Modeler



3 Modifications in Modeler

The data from the Modeler Training Prestressing-Basic example will be used and extended.

Copy all the data from c:\work\Prestressing-Basic into c:\work\Balanced-Cantilever.

Open RM and start in the created directory (c:\work\Balanced-Cantilever).

The supports defined in the Modeler training session will be re-defined here.

Select the segment symbol in the navigation tree.

Highlight the first line in the table (station 0).

Select the button .

Delete the defined support at station 0.

Repeat this procedure at the station 140.

windows.

Open segment list and change to the pier cross-section P2.

Highlight the station 0 (last line).

Select the button and delete the defined support.

Select and repeat this steps with pier P3.

RM Bridge Temperature Definition



4 Temperature Definition

The following must be done:

Create construction lines at the Temperature points.

Define the Temperature points plus the temperature difference.

Create a variation table, because some location of a temperature point depends on the depth of the cross section (0.45*d).

Assign the temperature points to segment 1.

T1

T2

T3

T5

T6

C

T1

T2

T3

T4 T5

T6

T7

T8

MINUS PLUS

d

0.45d

0.45d

0.10

0.20

0.20

0.10 0.20

T4

1.0 or d-0.20

TEMP - MINUS TEMP - PLUS

F C F C

T1 -27 -15.00 T1 54 30.00

T2 -7 -3.89 T2 19 10.55

T3 -2 -1.11 T3 10 5.55

T4 0 0.00 T4 0 0.00

T5 0 0.00 T5 0 0.00

T6 -2 -1.11 T6 5 2.78

T7 -7 -3.89

T8 -14 -7.78




Select cross-section cross1. Open the cross-section window.

Create four additional variables:

Name Value Type

htemp1 0.1 Length

htemp2 0.2 Length

htemp3 1.5 Length

htemp4 1.0 Length

Change the offset value to the variable htemp1.

Select the CL construction button for parallel lines.

Construct the new temperature CL by selecting the horizontal axis and clicking be-low it (or above). Use the following picture to create the additional construction lines.

0.45d=htemp3

T1

T2

T3

T5

T6

C

T2

T3

T4 T5

T6

T7

T8

MINUS PLUS

0.45d=htemp3

0.10=htemp1

0.20

T4

1.0 or d-0.20 = htemp4

0.20=htemp2

0.10=htemp1

0.20=htemp2

0.20=htemp2

4.1 Definition of Temperature Points: Create two additional reference sets of the type temperature points and name them

TEMP_MINUS and TEMP_PLUS.




Change to reference set named TEMP_PLUS. Select INTERSECTION. Click on the first Temperature-point (shown on the right - see arrow).

Use the zoom-function to select the right intersection point!

Enter T1 in the displayed window.

Insert 30C for the Temperature.

Confirm by clicking .

Insert the other temperature points as

shown below.




Define the TEMP_MINUS points in a similar way and in accordance with the MI-NUS part of the diagram shown at the start of this chapter.

Select one defined temperature point.

Select the Edit button to enter the dT-diagram.

Press the button to view the temperature distribution in the cross section for

the group TEMP-PLUS.

T5 0.00C

T6 2.78C

T1=30.00C

T3=5.55C T2=10.55C

T4=0.00C

T5=0.00C

T6=2.78C




Close the dT-Diagram for TEMP-PLUS. Change the reference point group to TEMP-MINUS.

Press the button to view the temperatur distribution of TEMP-MINUS.

Close the dT-Diagram for TEMP-MINUS

4.2 Definition of Formulas

The defined cross section contains 3 variable dimensions. Use the hcstab(sg) table to

calculate htemp3.

Activate the table/formula window by clicking the corresponding button on the vertical right main menu.

Select the general Append button to define a new formula in the displayed table.

Select Formula and create a new formula (hcstemp-tab1) with the expression: 0.45*hcstab(sg).

Hit to confirm.

4.3 Updating the Segment Points Click the segment symbol. The additional variables htemp1-4 can be seen in the bot-

tom table. Use the recalculation-function to update the system. The variables htemp1,

2 and 4 are constant. Only the variable htemp3 needs to be assigned to a formula.




Select htemp3 and click on the edit symbol at the top of the Variables-table. Click htemp3 in the left listing. Select the arrow next to the expression window to open the defined table window.

Click on hcstemptab1 for the Expression.


Confirm on .

Insert from element 1 to element 35 (point 1 to point

36 ) step 1.

Select the Copy expression button to assign this defi-nition for both tables (Left and right side of the ele-

ment).

Hit to confirm.




Use the to update the database.

RM Bridge Definition of the Sub-Structure



5 Definition of the Sub-Structure

Substructure Axis 1 - Abutment (Axis 4 is similar)

Node 0 Spring 1100

CP0

Node 1101 Spring 1102 CP2

Spring 1101 CP1

Y

Z

AXIS 1

2,40m 2,40m

Node 101

The element start and end for the eccentric springs are defined by the directions CP0

CP1 or vice versa and CP0 CP2 or vice versa.

Note: CP1 is the position of the bearing element 1101.

CP2 Is the position of the bearing element 1102.

Add Connection

Points

Cross-Section

Reference Set

Select Reference Set and insert a new one called CONNECTIONS; choose as Type: Connections Points, and name the Attribute Set: CONNECTIONS.

Confirm with .

Define the

Connection

Points

Define a point with the reference point icons, and assign a name say CP0 (de-fine the support points CP0, CP1 and

CP2).

Y




Define the Con-

nection Between

Top of Spring

Support (Spring

1100) and

Ground

Segment-List

Choose the axis segment, change to the

segment list and select the segment point

for the spring connection.

Station 0 for example.

Connection Select connection.

Insert a New

Connection Select New Spring-0 (for connection to

ground).

Spring-0 LH Window Segment Point 1 Part 1. Check/modify the segment point and part

to be connected.

Define the 1st

Connection

Point

(LH Window)

Select CP0 (located at the spring ele-ment node) for the connection point in

Connection window.

Note: The connection node 0 is automatically assigned.

Number the

Element

Enter the Element number (1100 for the spring from ground - Node 0) to CP0 (Node 1). Select Free node at connection point for node 2 and enter 1101 as value.

Select Con-

stants

Change

Values

Change default spring and support con-

stants if necessary. Confirm with OK

twice.

Note: The default orientation for the spring is: The

local X-direction vertical: Vertical support.

Define Eccentric

Connection for

Spring 1101

Insert A New

Connection

Choose New Spring to define the con-nection for spring element 1101. (Element

1101 is located at position CP1) - Con-nect node 1101 (CP0) to node 1100 with




eccentric connections.

Spring Be-

tween Two

Nodes

LH Window Segment Point 1 Part 1.

Check/modify the segment point and part

to be connected. Select Free node at con-nection point for Node 1 and enter 1101 for the node.

Select Spring between 2 Nodes.

Define the 1st

Connection

Point

Select CP0 (located at the spring ele-ment to-ground end node) for the con-nection point in the Connection point window.

Define the 2nd

Connection

Point

Select CP1 (located at the LH bearing pos) for the connection point in the Con-nection point window. Enter the Element number 1101.

Constants Select constants to modify spring stiff-

ness, element numbers and eccentric con-

nections.

Define Eccentric

Connection for

Spring 1102 and

1103

Repeat Proce-

dure

Repeat the above procedure for RH Bear-

ing Element (number 1102):

New Spring

Conn. pnt. CP0 LH window

Free node at connection point

Insert node 1101

Conn. pnt CP2 RH window

Use as element position

Element 1102

Define spring constants

Number 1103:

Input on the left side:CP0, Use as element position, Element: 1103, Free node at connection point, Node 1: 1101


Repeat the above for the bearing element at segment 36 using the bearing numbers

1400 to 1403.




The following must be done for the connection between pier and girder:

Create a connection point.

Define the cross section for the pier.

Define two additional segments for the two piers (segment 2 and 3).

Define the connection between main girder and pier.

Define a spring connection between the pier and the foundation.

Defining the pier connection as a rigid link:

Add Column Insert Seg-

ment

Choose a name

Change type to Pier

Check/modify reference segment

Check/modify segment point

Choose the connection point (CP0)

Assign Co-

loumn CS and

Numbering

Assign the cross-section and numbering

system for the Column.

Note: The height 0 is the top of the sup-port/column! The bottom of the column is a

minus height!

Segment List

Choose the segment corresponding to the

column to be connected (P2). Change to the segment list and choose the segment

point to be connected (usually first or last

segment point) segment point 5 here.

Connection /

Insert a New

Connection

Select and then select In-

sert before and then New rigid connec-tion.

Define the

Connection

Points

Input for the 1st node (LH):

Segment P2, Before segment point 5, Part 1, Selected part.

Input for the 2nd

node (RH):

Segment seg1, After segment point 11, Part 1.




Spring-0

Define a new Spring at the bottom of the

pier 1:

Jump to Segment point 1

Hit and enter New

Spring-0

Insert Element number 1200


Repeat Proce-

dure

Repeat the above procedure for Pier 3

(P3):

New rigid connection

Segment point 5 (P3) LH

Segment point 26 (seg1) RH

Define a new spring at the bottom of pier

2:

Jump to segment point 1

New spring-0

Insert element number 1300


The pier definition is now complete.

Use the button to update all the data. The defined structure

can now be seen in plan and 3D view.

RM Bridge Data Export



6 Data Export

The structural system definition is now complete and the data should be exported.

The export-procedure can be set in the recalculation option.

Select the main Recalc button.

Set the Create-Model option in order to export the Modeler data into the Analyzer database. The default-setting can be kept.


The modeling data which are prepared in this section are also available for Analyzer.

RM Bridge System Modifications



7 System Modifications

7.1 Importing of Materials and Variables and Cross-Sections Via Defaults

An alternative to the above is to select File Load Default Properties from the main window.

Choose the material, cross-section or variable radio button.

Select the button then the arrow to open an explorer window.

Select the directory from which the desired data is to be copied into the project direc-

tory. (The user can easily use data prepared for previous projects in this way).

The structural system is now complete except for the definition of the tendon geometry.

The system can be calculated for the first time.

Hit .

The following pre-defined parameters can be accepted or modified as required.

Modify the following to suit this example (refer to the screen shot on the previous

page):

Input a project text.

Switch to AASHTO.

Only a cross section calculation and a structure check can be done at this stage.

Check Cross section calculation. Check Structure check. Uncheck all other Calculation options.

Confirm with to start the calculation.

Use the freehand symbol V to zoom all and redraw. The freehand V symbol must be drawn directly on the screen using the left mouse

button whilst simultaneously holding the key on the keyboard down.

The material safety factor of 0.95 is included in the characteristic diagram.

RM Bridge Tendon Jacking



8 Tendon Jacking

The input procedure of the tendons is not the same as in the Training 1 example. The tendons from the Getting started example can be imported or the data input repeated

here.

Define the tendon material. Strand tendons shall consist of low-relaxation steel - materi-

al properties:

Apparent Modulus of Elasticity: 197 000 000 kN/m2

Ultimate Tensile Strength 1 860 000 kN/m2

Yield Strength 1 674 000 kN/m2

Stress strain curve

Tendon: AC=0.0016m2/tendon

AH=0.0050m2/duct

Friction Coefficient: 0.25

Wobble Coefficient: 0.151 deg/m

Note: Wobble only occurs with internal tendons (0.00066*(180/(pi*)=0.151[deg/m])).

Anchor Set (Wedge Slip): 6 mm = 0.006m

Epsilon [kN/m2]

-20.00 -1860000

-7.85 -1674000

0.00 0

7.85 1674000

20.00 1860000

Prestressing Steel

-2500000

-2000000

-1500000

-1000000

-500000

0

500000

1000000

1500000

2000000

2500000

-20.00 -7.85 0.00 7.85 20.00

strain

str

ess




Allowable Stresses:

Jacking Force: 0.80 fpu

At anchorages after anchoring 0.70 fpu

At other location after anchoring 0.74 fpu

At Service limit state after losses 0.80 fpy

Define the tendon material.

Select PROPERTIES MATERIAL DATA. Select the last line of the material list.

Click the Append button. Input the data shown in the adjacent screen shot.

Confirm with .

The name of the new material is PT 1, the type is Prestr. steel.

Define the material properties.

Select the material in the material list.

Select the information button.

Input the data shown in the adjacent screen shot.

Confirm with .

The tendon material is now defined.

Factor 0.8 0.7 0.74 0.8

fpu 1860000 1488000 1302000 1376400

fpy 1674000 1339200




8.1 Definition the Tendon Groups Select STRUCTURE TENDON DATA AND PROPERTIES to open the tendon

list.

All the Tendon jacking defined in the current project are listed in the upper table and the

properties of the selected tendons are displayed in the lower table (geometric assign-

ment to elements: distance of the centre of gravity at the begin/end of the element).

Select the Append button of the top table to open the input window for tendon group definition.

Input the data shown in the table below.

Input the

Cable Proper-ties

STRUCTURE Tendon from 101 201 301 401 402 501

Tendon to 107 207 302 401 402 502

TENDON DATA Step 1 1 1 1 1 1

Tendon Type Intern Intern Intern Intern Intern Intern

Top table Tendon geom. Nor-

mal

Nor-mal

Nor-mal

Nor-mal

Nor-mal

Nor-mal

Material

AASH-TO:

PTtrend Gr 270

AASH-TO:

PTtrend Gr 270

AASH-TO:

PTtrend Gr 270

AASH-TO:

PTtrend Gr 270

AASH-TO:

PTtrend Gr 270

AASH-TO:

PTtrend Gr 270

Number 2 2 2 4 2 2

At [m2] 0.0009 0.0009 0.0016 0.0016 0.0016 0.0016

Ad [m2] 0.005 0.005 0.005 0.005 0.005 0.005

Beta [Deg/m] 0.151 0.151 0.151 0.151 0.151 0.151

Friction 0.25 0.25 0.25 0.25 0.25 0.25

Confirm with .

8.2 Assigning the Tendon Group to the Elements

The tendon groups are listed in the upper table and the elements assigned to the selected

tendon are displayed in the lower table.

Select the tendon group.

Click the lower Append button to open the assignment input window. Input the data shown in the table below.




Input the Cable As-signment

STRUCTURE TdNum 101 102 103 104 105 106 107

El from 110 109 108 107 106 105 104

TENDON DATA El to 111 112 113 114 115 116 117

El step 1 1 1 1 1 1 1

ASSIGNMENT

Bottom table

TdNum 201 202 203 204 205 206 207 301 302 401 402 501 502

El from 125 124 123 122 121 120 119 101 101 107 113 128 130

El to 126 127 128 129 130 131 132 108 106 129 123 135 135

El step 1 1 1 1 1 1 1 1 1 1 1 1 1

Confirm with .

8.3 Definition of the Cable Geometry

Input the Cable

Geometry

STRUCTURE Tendon No. 101

Ref. Elem. 110 110 111

TENDON DA-

TA CS pnt FiT FiT FiT

Global/Local Local Local Local

GEOMETRY X/L 0 1 1

eY [m] -0.5 -0.2 -0.5

Bottom table eZ [m] 0 0 0

Rel. to CS pnt CS pnt CS pnt

Alfa1 Free Value Free

Value - 0 -

Alfa2 Free Value Free

Value - 0 -

Rel. to Elem Node Elem

Straight part

Extern




TdNum 102 103

Ref. Elem. 109 109 110 112 112 108 108 110 113 113

CS pnt FiT FiT FiT FiT FiT FiT FiT FiT FiT FiT

Global/Local Local Local Local Local Local Local Local Local Local Local

X/L 0 1 1 0 1 0 1 1 0 1

eY [m] -0.5 -0.2 -0.2 -0.2 -0.5 -0.5 -0.2 -0.2 -0.2 -0.5

eZ [m] 0 0 0 0 0 0 0 0 0 0

Rel. to CS pnt CS pnt CS pnt CS pnt CS pnt CS pnt CS pnt CS pnt CS pnt CS pnt

Alfa1 Free Value Value Value Free Free Value Value Value Free

Value - 0 0 0 - - 0 0 0 -


Value - 0 0 0 - - 0 0 0 -

Rel. to Elem Node Node Node Elem Elem Node Node Node Elem

Straight part

Extern

TdNum 104 105

Ref. Elem. 107 107 110 114 114 106 106 110 115 115



X/L 0 1 1 0 1 0 1 1 0 1

eY [m] -0.5 -0.2 -0.2 -0.2 -0.5 -0.5 -0.2 -0.2 -0.2 -0.5

eZ [m] 0 0 0 0 0 0 0 0 0 0



Value - 0 0 0 - - 0 0 0 -


Value - 0 0 0 - - 0 0 0 -


Straight part

Extern

TdNum 106 107

Ref. Elem. 105 105 110 116 116 104 104 110 117 117



X/L 0 1 1 0 1 0 1 1 0 1

eY [m] -0.5 -0.2 -0.2 -0.2 -0.5 -0.5 -0.2 -0.2 -0.2 -0.5

eZ [m] 0 0 0 0 0 0 0 0 0 0



Value - 0 0 0 - - 0 0 0 -


Value - 0 0 0 - - 0 0 0 -


Straight part

Extern




TdNum 201 202

Ref. Elem. 125 125 126 124 124 125 127 127

CS pnt FiT FiT FiT FiT FiT FiT FiT FiT

Global/Local Local Local Local Local Local Local Local Local

X/L 0 1 1 0 1 1 0 1

eY [m] -0.5 -0.2 -0.5 -0.5 -0.2 -0.2 -0.2 -0.5

eZ [m] 0 0 0 0 0 0 0 0

Rel. to CS pnt CS pnt CS pnt CS pnt CS pnt CS pnt CS pnt CS pnt

Alfa1 Free Value Free Free Value Value Value Free

Value - 0 - - 0 0 0 -

Alfa2 Free Value Free Free Value Value Value Free

Value - 0 - - 0 0 0 -

Rel. to Elem Node Elem Elem Node Node Node Elem

Straight part

Extern

TdNum 203 204

Ref. Elem. 123 123 125 128 128 122 122 125 129 129



X/L 0 1 1 0 1 0 1 1 0 1

eY [m] -0.5 -0.2 -0.2 -0.2 -0.5 -0.5 -0.2 -0.2 -0.2 -0.5

eZ [m] 0 0 0 0 0 0 0 0 0 0



Value - 0 0 0 - - 0 0 0 -


Value - 0 0 0 - - 0 0 0 -


Straight part

Extern

TdNum 205 206

Ref. Elem. 121 121 125 130 130 120 120 125 131 131



X/L 0 1 1 0 1 0 1 1 0 1

eY [m] -0.5 -0.2 -0.2 -0.2 -0.5 -0.5 -0.2 -0.2 -0.2 -0.5

eZ [m] 0 0 0 0 0 0 0 0 0 0



Value - 0 0 0 - - 0 0 0 -


Value - 0 0 0 - - 0 0 0 -


Straight part

Extern




TdNum 207

Ref. Elem. 119 119 125 132 132

CS pnt FiT FiT FiT FiT FiT

Global/Local Local Local Local Local Local

X/L 0 1 1 0 1

eY [m] -0.5 -0.2 -0.2 -0.2 -0.5

eZ [m] 0 0 0 0 0

Rel. to CS pnt CS pnt CS pnt CS pnt CS pnt

Alfa1 Free Value Value Value Free

Value - 0 0 0 -

Alfa2 Free Value Value Value Free

Value - 0 0 0 -

Rel. to Elem Node Node Node Elem

Straight part

Extern

TdNum 301 302

Ref. Elem. 101 106 108 108 101 106 106

CS pnt FiB FiB FiB FiB FiB FiB FiB

Global/Local Local Local Local Local Local Local Local

X/L 0 0 0 1 0 0 1

eY [m] 2.0 0.4 0.2 0.2 2.3 0.7 0.5

eZ [m] 0 0 0 0 0 0 1

Rel. to CS pnt CS pnt CS pnt CS pnt CS pnt CS pnt CS pnt

Alfa1 Free Free Free Free Free Free Free

Value - - - - - - -


Value - - - - - - -

Rel. to Elem Elem Elem Elem Elem Elem Elem

Straight part

Extern

TdNum 401

Ref. Elem. 107 108 111 114 118 123 126 128 129

CS pnt FiB FiB FiB FiB FiB FiB FiB FiB FiB

Global/Local Local Local Local Local Local Local Local Local Local

X/L 0 1 0 0 0.5 0 0 0 1

eY [m] 0.5 0.4 1.2 0.2 0.2 0.2 1.2 0.4 0.5

eZ [m] 0 0 0 0 0 0 0 0 0

Rel. to CS pnt CS pnt CS pnt CS pnt CS pnt CS pnt CS pnt CS pnt CS pnt

Alfa1 Free Free Free Free Free Free Free Free Free

Value - - - - - - - - -

Alfa2 Free Free Free Free Free Free Free Free Free

Value - - - - - - - - -

Rel. to Elem Elem Elem Elem Elem Elem Elem Elem Elem

Straight part

Extern




TdNum 402 501

Ref. Elem. 113 115 123 128 128 130 135

CS pnt FiB FiB FiB FiB FiB FiB FiB

Global/Local Local Local Local Local Local Local Local

X/L 0 0.5 1 0 1 1 1

eY [m] 0.6 0.5 0.6 0.2 0.2 0.4 2.0

eZ [m] 0 0 0 0 0 0 0

Rel. to CS pnt CS pnt CS pnt CS pnt CS pnt CS pnt CS pnt


Value - - - - - - -


Value - - - - - - -

Rel. to Elem Elem Elem Elem Elem Elem Elem

Straight part

Extern

TdNum 502

Ref. Elem. 130 130 135

CS pnt FiB FiB FiB

Global/Local Local Local Local

X/L 0 1 1

eY [m] 0.5 0.7 2.3

eZ [m] 0 0 0

Rel. to CS pnt CS pnt CS pnt

Alfa1 Free Free Free

Value - - -

Alfa2 Free Free Free

Value - - -

Rel. to Elem Elem Elem

Straight part

Extern

The definition of the cable geometry is now complete.

Close the geometry window by selecting .

The tendon definitions are now complete and will be displayed in the main graphic

screen after calling redraw (free hand symbol +o).

Use the freehand V symbol to view the tendon profile (drawn directly on the screen

using the left mouse button whilst simultaneously holding the key on the

keyboard down).




8.4 Definition of the Tendon Stressing Schedule

All the tendon stressing actions are defined in the construction schedule.

Select CONSTRUCTION SCHEDULE STAGE ACTIONS AND ACTIVATION to start the stage definitions.

Select (lower left side) to input the tendon actions.

Input the Tendon

Schedule

CONSTR.SCHED STRESS/RELAX/WEDGE PRER WEDR PRER WEDR

Type FACT. - FACT. -

STAGE ACTIONS Tendon 101 101 201 201

Factor / Wedge [m] 1.08 0.006 1.08 0.006

TENDON Stress label STG1 STG1 STG1 STG1

Top table

STRESS/RELAX/WEDGE PREL WEDL PRER WEDR


Tendon 102 102 202 202

Factor / Wedge [m] 1.08 0.006 1.08 0.006

Stress label STG2 STG2 STG2 STG2

STRESS/RELAX/WEDGE PRER WEDR PREL WEDL


Tendon 103 103 203 203

Factor / Wedge [m] 1.08 0.006 1.08 0.006


STRESS/RELAX/WEDGE PREL WEDL PRER WEDR


Tendon 104 104 204 204

Factor / Wedge [m] 1.08 0.006 1.08 0.006


STRESS/RELAX/WEDGE PRER WEDR PREL WEDL


Tendon 105 105 205 205

Factor / Wedge [m] 1.08 0.006 1.08 0.006


STRESS/RELAX/WEDGE PRER WEDR PREL WEDL PRER WEDR PREL WEDL

Type FACT. - FACT. - FACT. - FACT. -

Tendon 106 106 106 106 206 206 206 206

Factor / Wedge [m] 1.08 0.006 1.08 0.006 1.08 0.006 1.08 0.006

Stress label STG6 STG6 STG6 STG6 STG6 STG6 STG6 STG6




STRESS/RELAX/WEDGE PRER WEDR PREL WEDL PRER WEDR PREL WEDL


Tendon 107 107 107 107 207 207 207 207

Factor / Wedge [m] 1.08 0.006 1.08 0.006 1.08 0.006 1.08 0.006


STRESS/RELAX/WEDGE PREL WEDL PREL WEDL PREL WEDL PREL WEDL


Tendon 301 301 302 302 401 401 402 402

Factor / Wedge [m] 1.08 0.006 1.08 0.006 1.08 0.006 1.08 0.006


STRESS/RELAX/WEDGE PRER WEDR PRER WEDR


Tendon 501 501 502 502

Factor / Wedge [m] 1.08 0.006 1.08 0.006


The tendon geometry definition and the tendon schedule are now complete.

RM Bridge Loads



9 Loads Every load is defined separately.

Several loads can be combined into one LOAD SET.

Several LOAD SETS can be combined to form one LOAD CASE.

The results from LOAD CASES can be combined in many ways to form envelopes.

Result envelopes can be combined with other result envelopes to form an envelope of the envelope.

All the loading cases can be individually factored before being combined into an envelope.

All the envelopes can be individually factored before being combined into another envelope.

The results from an individual loading case can be added to another loading case or added/combined into an envelope.

9.1 Defining Loads

Several loads can be combined into one LOAD SET.

Select CONSTRUCTION SCHEDULE LOAD DEFINITION to start the load-ing definition.

Select to open the load definition input window.

9.1.1 Definition of Load Sets for Self Weight

Insert Load Set

CONSTRUCTION

SCHEDULE Loading

Add to load case

Add to load case

Add to load case

Add to load case

Name SW-1 SW-2 SW-3 SW-4

LOAD DEFINIT. LCnr. SW-1 SW-2 SW-3 SW-4

LSET

Top table

Loading Add to load case

Add to load case

Add to load case

Add to load case

Add to load case

Name SW-5 SW-6 SW-7 SW-8 SW-9

LCnr. SW-5 SW-6 SW-7 SW-8 SW-9

RM Bridge Loads



Define Load Sets for

the Self Weight

CONSTR. SCHED. Name SW-1

Loading Uniform

load

Uniform load

Uniform load

Uniform load

LOAD DEFINIT. Type Self weightload&mass

Self weightload&mass



From 110 125 1201 1301

LSET To 111 126 1204 1304

Step 1 1 1 1

Bottom table Rx 0 0 0 0

Ry -1 -1 -1 -1

Rz 0 0 0 0

Gam

[kN/m3] 24.3 24.3 23.5 23.5

Position Real langth

Real langth

Real langth

Real langth


Loading Uniform

load Uniform

load Uniform

load Uniform

load Uniform

load Uniform

load Uniform

load Uniform

load

Type Self weightload&mass








From 109 124 108 123 107 122 106 121

To 112 127 113 128 114 129 115 130

Step 3 3 5 5 7 7 9 9

Rx 0 0 0 0 0 0 0 0

Ry -1 -1 -1 -1 -1 -1 -1 -1

Rz 0 0 0 0 0 0 0 0

Gam

[kN/m3] 24.3 24.3 24.3 24.3 24.3 24.3 24.3 24.3


Real langth

Real langth

Real langth

Real langth

Real langth

Real langth

Real langth


Loading Uniform

load Uniform

load Uniform

load Uniform

load Uniform

load Uniform

load Uniform

load

Type Self weightload&mass







From 105 120 104 119 101 133 118

To 116 131 117 132 103 135 118

Step 11 11 13 13 1 1 1

Rx 0 0 0 0 0 0 0

Ry -1 -1 -1 -1 -1 -1 -1

Rz 0 0 0 0 0 0 0

Gam [kN/m3]

24.3 24.3 24.3 24.3 24.3 24.3 24.3


Real langth

Real langth

Real langth

Real langth

Real langth

Real langth

RM Bridge Loads



9.1.2 Definition of Load Sets for the Traveller

Insert Load Set

CONSTR. SCHED. Loading Add to load case

Add to load case

Add to load case

Add to load case

Name TR-1 TR-2 TR-3 TR-4

LOAD DEFINIT. LCnr. TR-1 TR-2 TR-3 TR-4

LSET

Top table


Add to load case

Add to load case

Name TR-5 TR-6 TR-8

LCnr. TR-5 TR-6 TR-8


the Traveller

CONSTR. SCHED. Name TR-1

Loading Concen-trated load

Concen-trated load

Concen-trated load

Concen-trated load

LOAD DEFINIT. Type Single node

load

Single node

load

Single node

load

Single node

load

From 110 112 125 127

LSET To 110 112 125 127

Step 1 1 1 1

Bottom table Fx [kN] 0 0 0 0

Fy [kN] -650 -650 -650 -650

Fz [kN] 0 0 0 0

Mx[kNm] 0 0 0 0

My[kNm] 0 0 0 0

Mz[kNm] -100 100 -100 100

Name TR-2 TR-3


Concen-trated load

Concen-trated load

Concen-trated load

Concen-trated load

Concen-trated load

Concen-trated load

Concen-trated load

Type Single node

load

Single node

load

Single node

load

Single node

load

Single node

load

Single node

load

Single node

load

Single node

load

From 109 113 124 128 108 114 123 129

To 109 113 124 128 108 114 123 129

Step 1 1 1 1 1 1 1 1

Fx [kN] 0 0 0 0 0 0 0 0

Fy [kN] -650 -650 -650 -650 -650 -650 -650 -650

Fz [kN] 0 0 0 0 0 0 0 0

Mx[kNm] 0 0 0 0 0 0 0 0

My[kNm] 0 0 0 0 0 0 0 0

Mz[kNm] -100 100 -100 100 -100 100 -100 100

RM Bridge Loads



Name TR-4 TR-5


Concen-trated load

Concen-trated load

Concen-trated load

Concen-trated load

Concen-trated load

Concen-trated load

Concen-trated load

Type Single node

load

Single node

load

Single node

load

Single node

load

Single node

load

Single node

load

Single node

load

Single node

load

From 107 115 122 130 106 116 121 131

To 107 115 122 130 106 116 121 131

Step 1 1 1 1 1 1 1 1

Fx [kN] 0 0 0 0 0 0 0 0

Fy [kN] -650 -650 -650 -650 -650 -650 -650 -650

Fz [kN] 0 0 0 0 0 0 0 0

Mx[kNm

] 0 0 0 0 0 0 0 0

My[kNm]

0 0 0 0 0 0 0 0

Mz[kNm] -100 100 -100 100 -100 100 -100 100

Name TR-6 TR-8


Concen-trated load

Concen-trated load

Concen-trated load

Concen-trated load

Concen-trated load

Type Single node

load Single node

load Single node

load Single node

load Single node

load Single node

load

From 105 117 120 132 118 119

To 105 117 120 132 118 119

Step 1 1 1 1 1 1

Fx [kN] 0 0 0 0 0 0

Fy [kN] -650 -650 -650 -650 -325 -325

Fz [kN] 0 0 0 0 0 0

Mx[kNm]

0 0 0 0 0 0

My[kNm

] 0 0 0 0 0 0

Mz[kNm] -100 100 -100 100 -50 50

RM Bridge Loads



9.1.3 Definition of Load Sets for the Dead Loads Name SDL Name SDL

Loading Uniform

load

Loading

Uniform load

Uniform load

Type

Uniform

concentric element load

Type

Uniform

eccentric element load

Uniform

eccentric element load

From 101 From 101 101

To 135 To 135 135

Step 1 Step 1 1

Qx [kN/m] 0 Qx [kN/m] 0 0

Qy [kN/m] -18 Qy [kN/m] -6.1 -6.1

Qz [kN/m] 0 Qz [kN/m] 0 0

Direction Global Direction Global Global

Load appli-cation

Real length

Eccentricity Local+Y Elem-Ecc

Local+Y Elem-Ecc

Definition Load/Unit

length

Ey [m] 0 0

Ez [m] +6.3 -6.3

Load applica-

tion Real length Real length

Definition Load/Unit

length

Load/Unit length

9.1.4 Definition of Load Sets for the Wet Concrete

Insert Load Set

CONSTR.SCHED. Loading Add to load case

Add to load case

Add to load case

Add to load case

Name WC-1 WC-2 WC-3 WC-4

LOAD DEFINIT. LCnr. WC-1 WC-2 WC-3 WC-4

LSET

Top table


Add to load case

Name WC-5 WC-6

LCnr. WC-5 WC-6

RM Bridge Loads




the Wet Concrete

CONSTR.SCHED. Name WC-1


Concen-trated load

Concen-trated load

Concen-trated load

LOAD DEFINIT. Type Single el. load as

nodal load

Single el. load as

nodal load

Single el. load as

nodal load

Single el. load as

nodal load

From 109 112 124 127

LSET To 109 112 124 127

Step 1 1 1 1

Bottom table Nod 110 112 125 127

Gam

[kN/m3] 25.3 25.3 25.3 25.3

Ecc2 [m] 0 0 0 0

Ex [m] -3 3 -3 3

Ey [m] 0 0 0 0

Ez [m] 0 0 0 0

Name WC-2 WC-3


Concen-trated load

Concen-trated load

Concen-trated load

Concen-trated load

Concen-trated load

Concen-trated load

Concen-trated load

Type Single el. load as

nodal load

Single el. load as

nodal load

Single el. load as

nodal load

Single el. load as

nodal load

Single el. load as

nodal load

Single el. load as

nodal load

Single el. load as

nodal load

Single el. load as

nodal load

From 108 113 123 128 107 114 122 129

To 108 113 123 128 107 114 122 129

Step 1 1 1 1 1 1 1 1

Nod 109 113 124 128 108 114 123 129

Gam

[kN/m3] 25.3 25.3 25.3 25.3 25.3 25.3 25.3 25.3

Ecc2 [m] 0 0 0 0 0 0 0 0

Ex [m] -3 3 -3 3 -3 3 -3 3

Ey [m] 0 0 0 0 0 0 0 0

Ez [m] 0 0 0 0 0 0 0 0

Name WC-4 WC-5


Concen-trated load

Concen-trated load

Concen-trated load

Concen-trated load

Concen-trated load

Concen-trated load

Concen-trated load


nodal load

Single el. load as

nodal load

Single el. load as

nodal load

Single el. load as

nodal load

Single el. load as

nodal load

Single el. load as

nodal load

Single el. load as

nodal load

Single el. load as

nodal load

From 106 115 121 130 105 116 120 131

To 106 115 121 130 105 116 120 131

Step 1 1 1 1 1 1 1 1

Nod 107 115 122 130 106 116 121 131

Gam [kN/m3]

25.3 25.3 25.3 25.3 25.3 25.3 25.3 25.3

Ecc2 [m] 0 0 0 0 0 0 0 0

Ex [m] -3 3 -3 3 -3 3 -3 3

Ey [m] 0 0 0 0 0 0 0 0

Ez [m] 0 0 0 0 0 0 0 0

RM Bridge Loads



Name WC-6


Concen-trated load

Concen-trated load

Concen-trated load


nodal load

Single el. load as

nodal load

Single el. load as

nodal load

Single el. load as

nodal load

From 104 117 119 132

To 104 117 119 132

Step 1 1 1 1

Nod 105 117 120 132

Gam

[kN/m3] 25.3 25.3 25.3 25.3

Ecc2 [m] 0 0 0 0

Ex [m] -3 3 -3 3

Ey [m] 0 0 0 0

Ez [m] 0 0 0 0

9.1.5 Definition of Load Sets for the Tendon Jacking

Insert Load Set

CONSTR.SCHED. Loading Add to load case

Add to load case

Add to load case

Add to load case

Name PT-1 PT-2 PT-3 PT-4

LOAD DEFINIT. LCnr. PT-1 PT-2 PT-3 PT-4

LSET

Top table


Add to load case

Add to load case

Add to load case

Add to load case

Name PT-5 PT-6 PT-7 PT-8 PT-9

LCnr. PT-5 PT-6 PT-7 PT-8 PT-9

RM Bridge Loads



Define Load Sets for the Tendons

CONSTR.SCHED. Name PT-1 PT-2

Loading Stressing Stressing Stressing Stressing

LOAD DEFINIT. Type Tendon stressing Tendon stressing Tendon stressing Tendon stressing

From 101 201 102 202

LSET To 101 201 102 202

Step 1 1 1 1

Bottom table Type Increment

Force

Increment Force

Increment Force

Increment Force

Name PT-3 PT-4 PT-5 PT-6

Loading Tension-

ing

Tension-ing

Tension-ing

Tension-ing

Tension-ing

Tension-ing

Tension-ing

Tension-ing

Type Tendon stressing

Tendon stressing

Tendon stressing

Tendon stressing

Tendon stressing

Tendon stressing

Tendon stressing

Tendon stressing

From 103 203 104 204 105 205 106 206

To 103 203 104 204 105 205 106 206

Step 1 1 1 1 1 1 1 1

Type Incre-

ment Force

Incre-ment Force

Incre-ment Force

Incre-ment Force

Incre-ment Force

Incre-ment Force

Incre-ment Force

Incre-ment Force

Name PT-7 PT-8 PT-9

Loading Stressing Stressing Stressing Stressing Stressing

Type Tendon stressing Tendon stressing Tendon stressing Tendon stressing Tendon stressing

From 107 207 301 501 401

To 107 207 302 502 402

Step 1 1 1 1 1

Type Increment

Force

Increment Force

Increment Force

Increment Force

Increment Force

9.1.6 Definition of Load Cases for Creeping and Shrinkage

Insert Load Case

CONSTR.SCHED. Name CS-1 CS-2 CS-3 CS-4 CS-5 CS-6 CS-7

Type Perm Perm Perm Perm Perm Perm Perm

LOAD DEFINIT. Load Info - - - - - - -

LCASE

Top table

Name CS-8 CS-9 CS-SUM

Type Perm Perm Perm

Load Info - - -

It is not necessary to define Load sets for creep and shrinkage!

RM Bridge Loads



9.1.7 Additional Assignment of Load Set to Load Case

The assignment of Load set 101-107, 201-206 and 301-306 is already done, because you used the function Add to load case when you defined the Load set.

Now we add additional Load sets into the Load cases, to define special load situa-tions during the construction stages.

The following table describes the removement of the wet concrete and the addition of

the self weight of the prestressed concrete in one single load case.

E.g. Load case 102 is defined by the Load sets 102 and 301, but load case 301 use the Constant factor 1 (remove load).

Input Load Sets

CONSTR.SCHED. Name SW-1 SW-2 SW-3 SW-4

Loading Load

set

input

Load set

input

Load set

input

Load set

input

Load set

input

Load set

input

Load set

input

LOAD DEFINIT. Loadset SW-1 SW-2 WC-1 SW-3 WC-2 SW-4 WC-3

Const-Fac. 1 1 -1 1 -1 1 -1

LCASE Var-Fac. - - - - - - -

Bottom table

Name SW-5 SW-6 SW-7 SW-8 SW-9

Loading Load

set

input

Load set

input

Load set

input

Load set

input

Load set

input

Load set

input

Load set

input

Load set

input

Loadset SW-5 WC-4 SW-6 WC-5 SW-1 WC-6 SW-8 SW-9

Const-Fac. 1 -1 1 -1 1 -1 1 1

Var-Fac. - - - - - - - -

The following table describes the move of the traveller during the construction stages.

E.g. Load case 201 is defined by the load sets 201 and 202, but load case 201 use the Const-Fac. 1 (remove load).

Input Load Sets

CONSTR.SCHED. Name TR-1 TR-2 TR-3 TR-4

Loadset TR-1 TR-2 TR-1 TR-3 TR-2 TR-4 TR-3

LOAD DEFINIT. Const-Fac. 1 1 -1 1 -1 1 -1

Var-Fac. - - - - - - -

LCASE

Bottom table

RM Bridge Loads



Name TR-5 TR-6 TR-8 TR-9

Loadset TR-5 TR-4 TR-6 TR-5 TR-8 TR-6 TR-8

Const-Fac. 1 -1 1 -1 1 -1 -1

Var-Fac. - - - - - - -

9.2 Load Manager

The following actions can be made with LMANAGE:

An individual loading case can be defined so that its results are automatically added to 1,2 or 3 other loading case numbers after calculation.

An individual loading case can be defined so that its results are automatically combined into 1,2 or 3 envelopes after calculation.

The loading cases and envelopes that are being added or combined into, must have been defined prior to this Info action.

Loading cases and envelopes are set up (initialised) using the Lcinit function.

Notice: All the actions on loading cases and envelopes are started from CONSTRUCTION SCHE-

DULE STAGE ACTION AND ACTIVATION.

Open the load input with CONSTRUCTION SCHEDULE LOAD DEFINITION. Select

The displayed window has two tables the upper table contains a list of load informa-tion and the lower table lists the loads or envelop results that have been assigned to the

selected load info.

Click the Append button above the top table to open the load info input window. Insert the values by using the following table.

RM Bridge Loads



All loads assigned to this Load Info are automatically added. The assignment of loads to

Load Infos are defined during load definition in .

Select to open the load case input window.

Select the load case SW-1 in the top table. Select the Edit button. Choose the Load Info window arrow to display the load info selection window. Select SW.

Repeat this procedure to define the SW, TR, SDL, WC, PT, and CS for the other load

cases by using the table below.

Input for the Load

Manager

CONSTR.SCHED. Load Manag-

er SW TR SDL WC PT CS

Load case I SW-

SUM

TR-

SUM

SDL-

SUM

WC-

SUM

PT-

SUM

CS-

SUM

LOAD DEFINIT. State Total Total Total Total Total Total

Load case II STG-

SUM

STG-

SUM

STG-

SUM

STG-

SUM

STG-

SUM

STG-

SUM

LMANAGE State Total Total Total Total Total Total

Load case III - - - - - -

Top table State - - - - - -

Envelope I - - - - - -

Comb I - - - - - -

Envelope II - - - - - -

Comb II - - - - - -

Envelope III - - - - - -

Comb III - - - - - -

Input for the Load

Manager

CONSTR.SCHED. Name SW-1 SW-2 SW-3 SW-4 SW-5 SW-6 SW-7 SW-8 SW-9

Type Perm Perm Perm Perm Perm Perm Perm Perm Perm

LOAD DEFINIT. Load info SW SW SW SW SW SW SW SW SW

LCASE

Top table

Name TR-1 TR-2 TR-3 TR-4 TR-5 TR-6 TR-8 SDL WC-1 WC-2 WC-3 WC-4 WC-5 WC-6 PT-1 PT-2 PT-3

Type Perm Perm Perm Perm Perm Perm Perm Perm Perm Perm Perm Perm Perm Perm Perm Perm Perm

Load info TR TR TR TR TR TR TR SDL WC WC WC WC WC WC PT PT PT

Name PT-4 PT-5 PT-6 PT-7 PT-8 PT-9 CS-1 CS-2 CS-3 CS-4 CS-5 CS-6 CS-7 CS-8 CS-9

Type Perm Perm Perm Perm Perm Perm Perm Perm Perm Perm Perm Perm Perm Perm Perm

Load info PT PT PT PT PT PT CS CS CS CS CS CS CS CS CS

RM Bridge Loads



The final creep loading case CS-SUM should not be added to the general loading case

CS as it is necessary to have the final creep and shrinkage effects separate. So it is poss-

ible that the structure can be checked after construction (before final creep and shrin-

kage) with live loading and other loading combinations and at the time infinity with live

loading and other combinations.

dungttHighlight

RM Bridge Construction Stages



10 Construction Stages

10.1 Stage 1

10.1.1 Element Activation Open the CONSTRUCTION SCHEDULE STAGE ACTIONS AND ACTIVA-

TION.

Select .

The entire Activation plan for the bridge construction is summarised in this window.

The upper table displays a list of all the construction/activation stages.

The lower table lists all the elements that are activated in the selected construc-tion stage.

Construction stages have a begin time and a duration.

Select the upper Append button to open the input window for the construction stage definition.

Input STG-1 as name and Construction stage 1 as description. Confirm with .

Select .

Select the lower Append button to open the input window for element activa-tion/deactivation.

Activate elements for Construction stage 1 by using the following table.

Input Active Elements to Stage 1

CONSTR.SCHED. Activ

Deact

STAGE From 110 125 1200 1201 1300 1301

To 111 126 1200 1204 1300 1304

ACTIVATION step 1 1 1 1 1 1

Age 7 7 0 30 0 30

Bottom table ts 0 0 0 0 0 0

10.1.2 Calculation (Static) Open the construction actions input window by selecting .




The upper table contains a list of the defined construction stages.

The lower table contains a list of the actions assigned to the selected construction stage.

Select the (lower) Append button to add an action and insert the actions shown in the table below.

Input the Calculation

for the Construction Stage 1

CONSTR.SCHED. Action Load case action

Load case action

Load case action

Load case action

Load case action

Type LcInit LcInit LcInit LcInit LcInit

STAGE Inp1 - - - - -

Inp2 - - - - -

ACTION Inp3 - - - - -

Out1 SW-SUM TR-SUM WC-SUM SDL-SUM PT-SUM

Bottom table Out2 - - - - -

Delta-T - - - - -

Action Load case action

Load case action

Calculation (Static)







Type LcInit LcInit Calc Stress Calc GROUT Calc Calc Creep

Inp1 - - SW-1 - PT-1 101,201,100 TR-1 WC-1 1

Inp2 - - - STG-1 - - - - -

Inp3 - - - - - - - - -

Out1 CS-SUM STG-SUM - - - - - - CS-1

Out2 - - * * * - * * *

Delta-T - - 0 0 0 0 0 0 14

Action Load case action List/plot action

Type LcInit DoPlot

Inp1 STG-SUM PlotSet1:pl-

struct

Inp2 - -

Inp3 - -

Out1 STG1-SUM *

Out2 - -

Delta-T - -

Note: If the sequence of actions becomes scrambled, use the copy button to copy the actions in the correct order to the end of the list and then delete the scrambled action sequence.

10.2 Stage 2 Select the upper Append button to open the input window for the construction stage

definition.

Input STG-2 as name and Construction stage 2 as description.

Confirm with .




Select .


Activate and calculate elements for Construction stage 2 by using the following tables.

10.2.1 Element Activation

Input Active Elements to Stage 2

CONSTR.SCHED. Activ

Deact

STAGE From 109 124

To 112 127

ACTIVATION step 3 3

Age 7 7

Bottom table ts 0 0

10.2.2 Calculation (Static)


for the

Stage 2

CONSTR.SCHED. Action Calculation (Static)




Type Calc Stress Calc GROUT

STAGE Inp1 SW-2 - PT-2 102,202,100

Inp2 - STG7 - -

ACTION Inp3 - - - -

Out1 - - - -

Bottom table Out2 * * * -

Delta-T 0 0 0 0

Action Calculation (Static)



Load case action List/plot action

Typ Calc Calc Creep LcInit DoPlot

Inp1 TR-2 WC-2 - STG-SUM PlotSet1:pl-

struct

Inp2 - - 1 - -

Inp3 - - - - -

Out1 - - CS-2 STG7-SUM *

Out2 * * * - -

Delta-T 0 0 14 - -


definition.


Confirm with .

Select .







Input Active Elements

to Stage 3

CONSTR.SCHED. Activ

Deact

STAGE From 108 123

To 113 128

ACTIVATION step 5 5

Age 7 7

Bottom table ts 0 0


Input the Calculation for the

Stage 3






STAGE Inp1 SW-3 - PT-3 103,203,100

Inp2 - STG3 - -

ACTION Inp3 - - - -

Out1 - - - -


Delta-T 0 0 0 0




Load case action List/plot action

Type Calc Calc Creep LcInit DoPlot


struct

Inp2 - - 1 - -

Inp3 - - - - -


Out2 * * * - -

Delta-T 0 0 14 - -


definition.


Confirm with .

Select .







Input Active Elements

to Stage 4

CONSTR.SCHED. Activ

Deact

STAGE From 107 122

To 114 129

ACTIVATION step 7 7

Age 7 7

Bottom table ts 0 0



for the Stage 4






STAGE Inp1 SW-4 - PT-4 104,204,100

Inp2 - STG4 - -

ACTION Inp3 - - - -

Out1 - - - -


Delta-T 0 0 0 0




Load case action

List/plot action

Type Calc Calc Creep LcInit DoPlot


struct

Inp2 - - 1 - -

Inp3 - - - - -


Out2 * * * - -

Delta-T 0 0 14 - -


definition.


Confirm with .

Select .


Activate and calculate elements for Construction s

rm e balanced cantilever aashto

Documents

temperature definition

definition of formulas

types rm bridge v8i

dead load

live load

load combinations

system modifications

segment points