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0. Contents
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1. Overview |
1-1 Bridge Dimensions and Section Views 1-2 Construction Stages for FCM and Stage Analysis 1-3 Procedure for Performing Construction Stage Analysis for FCM Bridge 1-4 Material Properties and Allowable Stresses 1-5 Loads |
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2. Setting Modeling Environment |
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3. Section and Material Property Definition |
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4. FCM Bridge Wizard Modeling |
4-1 Model Data Input 4-2 PSC Box Section Properties Input 4-3 Tendon Placement Input |
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5. Corrections to Input Data and Additional Data Input |
5-1 Checking Construction Stages 5-2 Modifications to Construction Stages 5-3 Definition and Link of Time-Dependent Material Properties 5-4 Removal of Tapered Section Groups |
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6. Perform Structural Analysis |
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7. Review of Analysis Results |
7-1 Checking Stresses and Member Forces by Graphs 7-2 Checking Stresses using Tables 7-3 Checking Prestress Losses 7-4 Checking Tendon Coordinates 7-5 Checking Tendon Elongation 7-6 Checking Tendon Arrangement 7-7 Checking Pretension Losses in Tendons 7-8 Deformation at a Specific Construction Stage 7-9 Resulting Member Forces at a Specific Construction Stage 7-10 Camber Check 7-11 Camber Control Management 7-12 Checking Element Properties by Construction Stages 7-13 Section Properties at the Last Construction Stage 7-14 Checking Member Forces Resulting from Load Combinations |
1. Overview
Some representative post-tensioned box girder bridges are constructed by ILM (Incremental Launching Method), FCM (Free Cantilever Method or Balanced Cantilever Method), MSS (Movable Scaffolding System), etc. FCM is generally used in a terrain where obstacles such as rivers, creeks and roads lie under the bridge, which present difficulties in installing conventional shoring. FCM is generally used for long span bridges, which are typically accompanied with high piers. Since it involves constructing balanced cantilevers from a pier, it is often referred to as a balanced cantilever bridge.
Similar to any other segmental construction methods, FCM presents structural system changes in each construction stage, and each structural system needs to be analyzed throughout the construction process. The analyses also must reflect time dependent material properties, tendon relaxation, tension losses in tendons, etc., whose effects are then accumulated through the various stages of construction.
In this tutorial, midas Civil FCM Wizard is used to model construction sequence; analysis is performed; and, results for stresses, prestress losses and deflections are reviewed in construction stages.
This is an example of cast-in-place bridges.
Analytical Model (Completed)
1-1 Bridge Dimensions and Section Views
The specifications of the target bridge are as follows.
Sectional Elevation View
Section Views (Variable section)
Tendon Layout
1-2 Construction Stages for FCM and Stage Analysis
The following outlines a general procedure for FCM construction
This example is a 3-span FCM bridge constructed with 4 Form Travelers (FT). As such FT will not be relocated.
1-3 Procedure for Performing Construction Stage Analysis for FCM Bridge
The concept of construction stage analysis in midas Civil entails activation and deactivation of predefined Structure Groups, Boundary Groups and Load Groups at each stage of construction.
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Step 1. |
Define Material and Section Properties |
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Step 2. |
Structural modeling |
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Step 3. |
Define Structure Groups |
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Step 4. |
Define Boundary Groups |
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Step 5. |
Define Load Groups |
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Step 6. |
Enter loads |
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Step 7. |
Place Tendon |
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Step 8. |
Apply Prestress Loads |
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Step 9. |
Define & Link Time-Dependent Material Properties |
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Step 10. |
Perform Structural Analysis |
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Step 11. |
Check Results |
FCM Wizard automatically performs steps 2 to 8 of the above procedures.
1-4 Material Properties and Allowable Stresses
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Top concrete |
Design strength |
fck = 400 kgf/cm2 |
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Initial compressive strength |
fck = 270 kgf/cm2 |
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Elastic modulus |
Ec=3,000((Wc)^1.5) √fck+ 70,000 = 3.07×105kgf/cm2 |
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Allowable stress |
Immediately after stressing |
After final losses |
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Compression |
f'ca = 0.55fci = 148.5 kgf/cm2 |
fca = 0.4fck = 160.0 kgf/cm2 |
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Tension |
f'ta = 0.8(fci)^0.5= 13.1 kgf/cm2 |
fta = 1.6(fck)^0.5= 32.0 kgf/cm2 |
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Lower concrete |
Design standard strength |
fck = 270 kgf/cm2 |
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Elastic modulus |
Ec = 2.35 x 105 kgf/cm2 |
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P.C Tendon wire (KSD 7002 SWPC 7B-Φ15.2mm (0.6˝strand) |
Yield strength |
fpy = 160 kgf/mm2 |
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Tensile strength |
fpu = 190 kgf/mm2 |
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Cross-sectional area |
Ap = 138.7 cm2 |
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Elastic modulus |
Ep = 2.0 x 106 kgf/cm2 |
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Inducted post-tension |
fpj = 0.72fpu = 137 kgf/mm2 |
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Anchorage slip |
Δs = 6mm |
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Friction loss coefficient |
μ = 0.30 / rad, k = 0.006 / m |
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Allowable stress |
Maximum stress at prestressing |
Immediately after anchoring ( fpo ) |
Service loads after losses |
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0.9fpy = 144 kgf/mm2 |
0.7fpu = 133 kgf/mm2 |
0.8fpy = 128 kgf/mm2 |
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1-5 Loads
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Dead load
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Self-weight |
Use "Self Weight" command |
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Superimposed dead load |
w = 3.432 tonf/m |
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| Prestress |
Tension materials |
ϕ 15.2 mm x 19 (ϕ 0.6'' - 19) |
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Cross-sectional area |
Ap = 1.387 x 19 = 26.353 cm2 |
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Duct Size |
100/103 mm |
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Prestress load (72% of tensile strength) |
fpi = 0.72fpu = 13680 kgf/cm2 Pj = Apfpj = 360.5 tonf |
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Loss immediately after jacking/anchoring (Calculated by the program) |
Friction loss: Top tendon: μ = 0.20, k = 0.001 Bottom tendon: μ = 0.30, k = 0.006 |
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Loss due to anchorage slip |
ΔIc = 6mm |
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Loss due to elastic shortening |
ΔPE = Δfp · Asp |
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Final loss (Calculated by the program) |
Relaxation Loss due to creep and shrinkage |
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Creep and shrinkage |
Cement |
Normal (type 1) cement |
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Concrete age when becoming subjected to the sustained loads |
t0 = 5 days |
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Concrete age when becoming exposed to ambient condition |
ts = 3 days |
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Relative humidity |
RH = 70% |
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Ambient temperature or curing temperature |
T = 20℃ |
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Code |
CEB-FIP |
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Creep coefficient |
Calculated by the program |
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Shrinkage strain of concrete |
Calculated by the program |
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Form traveler load |
Loads are as follows |
P = 80.0 tonf e = 2.50 m M = P x e = 200.0 tonf |
2. Setting Modelling Environment
Open a new file for construction stage analysis of FCM bridges ( New Project) and save it as ‘FCM Wizard.mcb’ (
Save).
Main Menu > File > New Project click
Main Menu >File > Save click
1. Enter ‘FCM Wizard’ in the file name Click the button
Save file
Set the units to ‘tonf’ & ‘m’. The units can be changed at any time depending on the type of modeling input and results.
Main Menu > [Tools] tab > [Setting] Group > Unit System
The Unit System can be changed using the unit selection button () in the Status Bar at the bottom of the screen.
1. Enter ‘m’ in the Length checkbox, and 'tonf’ in the Force (Mass) checkbox
2. Click the button
Setting Unit System
3. Section and Material Property Definition
Defines the materials of the superstructure, substructure, and tendon.
Main Menu > [Properties] tab > [Material] group > Material Properties
1. Click the button
2. Select ‘Concrete’ in the Type of Design selection box.
3. Check ‘KS-Civil (RC)’ in the Standard selection box and select ‘C400’ in the DB selection box.
If you use the CGS unit system, use KS-Civil (RC), and if you use the SI unit system, use KS01-Civil (RC). choose
4. Click the button
When defining several types of materials at once, it is convenient to use the Apply button.
5. Check ‘KS-Civil (RC)’ in the Standard selection box select ‘C270’ in the DB selection box.
6. Click the button
7. Enter ‘Tendon’ in the Name input field.
8. Select ‘User Defined’ in the Type of Design checkbox and select 'None' in the Standard selection box.
9. Enter ‘2.0e+7’ in the Modulus of Elasticity input field.
10. Enter '0.3' in the Poisson's Ratio input field.
11. Enter '1.0e-5' in the Thermal Coefficient.
12. Enter ’7.85’ in the Weight Density field.
13. Click the button
14. Click the button
Material Properties Dialog
Define the cross-sectional properties of the pier as User Type.
Section properties of PSC box sections can be specified in the FCM Wizard.
Main Menu > [Properties] tab > [Section] Group > Section Properties
1. Click the button
2. In the DB/User tab, check ‘1’ in the Section ID input field.
3. Enter ‘Pier’ in the Name input field.
4. Select ‘Solid Rectangle’ in the Section Shape selection box.
5. After selecting the ‘User’ type in the image below, enter ‘1.8’ in the H input field and '8.1' in the B input field.
6. Click the button, Click the
button
Section Properties Dialog
4. FCM Bridge Wizard Modeling
FCM Bridge Wizard in midas Civil consists of three tabs - Model, Section and Tendon.
4-1 Model Data Input
Specify material properties, geometry, construction segments, pier table dimensions, pier type and size etc. in the Model Tab of FCM Bridge Wizard. Enter 12 days for constructing one segment (12 days).
In this example, 7 day duration is assumed for installation of formwork, rebars, sheath, etc. followed by 5 days for casting and curing of concrete.
Main Menu > [Structure] tab > [Wizard]Group > FCM Bridge
1. Check ‘Type1’ in the Bridge Model Data Type selection item.
2. In the Model tab, check ‘1 : C400’ in the Material (Girder) selection, Material (Pier) Select ‘2 : C270’ in the selection field.
3. Enter ‘2’ in the Number of Piers field.
4. Check ‘1 : Pier’ in the Pier Section selection and enter Stage Duration ’12’.
5. Check ‘Cast-in’ in the Method selection box.
6. Enter P.T. ’14’, and ‘6’ in input field of B of the Pier Table.
7. Enter ‘2’ in the K1 input field and ‘2’ in the K2 input field of the Key Segment.
8. Enter ’40’ in the H field and ‘4.2’ in the C field of the Pier.
9. Enter ‘2, 4@4.25’ in the FSM(L) input field and enter ‘2, 4@4.25' FSM(R) input field.
Elements within the FSM zones are segmented to account for tendon anchors.
10. Enter ‘12@4.75’ in the Zone1 input field and Enter ‘12@4.75’ in the Zone2 input field.
Model Tab in FCM Bridge Wizard
Click the button to save the Wizard data as a *.wzd file.
Recall an existing *.wzd file by clicking button.
A Curved FCM bridge can be modeled by checking on “Radius” and entering the radius value.
A non-symmetrical FCM bridge or a FCM bridge constructed non-symmetrically, can be modeled by checking on “Advanced” and clicking the button.
Layout of construction segments
Construction Schedule (assumed)
In a typical FCM construction, not all the piers (substructures) are constructed simultaneously. As a result, the two cantilevers, which will be joined by a key segment, are not constructed at the same time, and the cantilevers have different ages at the time of erecting the Key Segment. Hence, the two cantilevers would undergo different creep, shrinkage and tendon losses, resulting in different stresses and deflections at the time of erecting the Key Segment. Such differences need to be reflected in preparing the construction stages for analysis.
midas Civil has a feature “Time Loads for Construction Stage", which is used to impose elapsed times to specific elements. The difference in ages (concrete maturity) of the two cantilevers in this example is because of the time difference in erecting the first segments of the two adjacent pier tables. The two identical piers are erected by the same schedule, but pier P2 is constructed at a later time relative to pier P1. Such a time difference can be handled by "Time Loads for Construction Stage".
Time Loads for Construction Stage are defined in Load > Construction Stage Loads > Load >Time Loads for Construction Stage.
Above figure illustrates the assumed construction schedule in which each horizontal line represents a 15-day duration. The construction of the first segment of pier P2 lags 60 days behind that of pier P1.
Click the button to enter the time difference between the construction times of the two pier tables.
1. Click the button
2. In P.T. click ‘P.T. 2’
3. Enter ’60’ in the Day input field.
4. Click the button then click the
button.
Input for time difference between 2 Pier Tables
Concrete properties change with time. Such time-dependent properties change relatively rapidly in early ages. Construction dead loads are generally applied in early ages. The initial member ages represent the time when formwork and temporary supports are removed after curing, and the members are subjected to permanent loads. Using the initial member ages, the program automatically calculates the modulus of elasticity, creep coefficient and shrinkage coefficient. The initial member ages are specified by deducting the time spent for erecting formwork and rebar placement from the stage duration, and are as follows:
| FSM zone | 60 days |
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| Key Seg | 10 days |
| Pier Table | 15 days |
| Segment | 5 days |
| Pier | 100 days |
Click the button to enter the initial age for each main member.
1. Click the button
2. Enter ’60’ in the FSM input field, ‘5’ in the Segment input field, ’10’ in the Key Seg input field, Enter ‘100’ in the Pier input field and ’15’ in the Pier Table input field.
The initial ages of the segments, whose self-weights of incompletely cured concrete are reflected in construction stages, and the initial ages of key segments, must be less than the duration for constructing one segment.
3. Click the button
Input for initial Member Ages of main members
4-2 PSC Box Section Properties Input
In a FCM bridge construction, the sections at the piers are deeper than those at the mid spans to resist high moments and shear forces for cantilevers. By specifying the sections at the supports and mid-spans, the program automatically generates variable section profiles of a second order function.
Refer to the On-line manual, “Using midas Civil > Model > Properties > Tapered Section Group”
Enter the section dimensions referring to figure below followed by selecting Drawing under View Option to verify the sections.The weight of the form traveler, which includes the formwork and its support devices, is entered with an eccentricity. This is internally converted into a vertical force and a moment, which are then applied at the end of the cantilever segment. If the “Include Wet Conc. Load” option is selected, the weight of the wet concrete is applied at the time of completing the formwork and rebar placement, which is the number of days equal to the stage duration less the member age. The member age in this case represents the curing period (in the immediately previous stage) of the member being activated in the current stage. After loading the form traveler, if the weight of the wet concrete is loaded with a time gap without changing the structural system, “Additional Steps” can be used rather than creating another construction stage.
Additional Steps are explained in the On-line manual, “Using midas Civil > Load > Construction Stage Analysis Data > Define Construction Stage”
It is recommended to include wet concrete load while defining construction stages in the FCM Wizard, as it results in more conservative stress calculations. However, if the camber control is referenced at the time of setting the form traveler, the deflection due to wet concrete should be ignored, or additional construction stages should be defined.
Main Menu > [Structure] tab > [Wizard] Group > FCM Bridge
1. In the Section tab, check ‘1 Cell’ in the Section Type selection item.
2. Enter ‘0.25’ in the H1 input field, ‘2.19’ in the H2 input field, and enter '0.26' in H3 input field.
3. Enter ‘0.35’ in the H4 field, ‘0.325’ in the H5 field, and enter '0.25' in H6 input field.
4. Enter ‘5.9’ in the H2-1 field and ‘0.85’ in the H3-1 field.
5. Enter ‘2.8’ in the B1 input field, ‘0.45’ in the B2 input field, and enter '3.1' in B3 input field.
6. Enter ‘1.75’ in the B4 field, ‘1.75’ in the B5 field, and enter '1.25' in B6 field.
7. Check on Include Wet Conc in Form Traveler Load (include form load).
8. Enter ‘80’ in the P input field and ‘2.5’ in the e input field.
9. Select ‘Drawing’ in the View Option selection.
PSC box section
Selecting the 2 Cell option provides a section with a middle web.
Section dimensions Input
The eccentricities (stiffness center location) of beam elements created in FCM Wizard are automatically referenced to the Center-Top. This is to reflect the variable PSC section. The stiffness is automatically calculated relative to the Center-Top.
4-3 Tendon Placement Input
The tendon placement and the number of tendons anchored in each stage are defined in the Tendon tab. Defining the tendon and anchorage locations in the section and the number of tendons anchored in each segment will automatically generate the tendon profile.
FCM Wizard permits only equally spaced tendons. For unequal spacings, an average spacing may be used, as it will not affect the overall construction stage analysis significantly.
Main Menu > [Structure] tab > [Wizard] Group > FCM Bridge
1. In the Tendon tab, Check On in the Tendon and Prestress section.
Tendon information can be entered using Tendon Profile even if Tendon Properties and Prestress have not been defined.
2. Check ‘1 Cell’ in the Section Type selection.
3. Enter ‘0.17’ in the H1 input field, ‘0.32’ in the H2 input field, and enter '0.29' in H3 input field.
4. Enter ‘0.14’ in the H4 input field, ‘0.1’ in the W1 input field, and enter '0.1' in W2 input field.
5. Enter ‘0.06’ in the W3 field and ‘0.175’ in the S field.
6. Enter ‘0.1’ in the DX1 input field, ‘0.3’ in the DY1 input field, and enter '0.1' in DX2 input field.
7. Enter ‘0.3’ in the DY2 input field, ‘0.3’ in the DX3 input field, and enter '0.19' in DY3 input field.
8. Click the button
9. Select 'Equal item'
10. Enter ‘7’ in the N1 input field, ‘3’ in the N2 input field, '6' in N3 input field and ‘3’ in the N4 field.
11. Enter ‘2’ in the N5 input field, ‘7’ in the N6 input field, '2' in N7 input field and ‘5’ in the N8 field.
N7 and N8 represent the numbers of tendons in the FSM zones.
Selecting “Unequal” in Tendon Number allows us to input different numbers of tendons in Top/Bottom by spans and piers.
12. Click the button
End and Center span tendon placement
Tendon placement input
Enter the tendon properties and jacking stresses. The coefficients related to tendon losses are different for the top and bottom tendons, which are defined separately. 72% of the ultimate strength is specified for the jacking stress. Bottom tendons can be anchored away from the ends of the segments in which cases the anchor locations are specified in terms of segment length ratios.
Main Menu > [Structure] tab > [Wizard] Group > FCM Bridge
1. In the Tendon tab, click Tendon Property. Click the button
2. Click the button
3. Enter ‘Top’ in the Tendon Name field.
4. Check ‘Internal (Post-Tension)’ in the Tendon Type selection box.
5. Select ‘3 : tendon’ in the Material selection box.
6. Enter ‘0.0026353’ in the Total Tendon Area field or click the button, select ‘15.2mm’ in the Strand Diameter selection box and then enter the Number of Strands as '19'.
7. Enter ‘0.103’ in the Duct Diameter input field.
8. Check On in the Relaxation Coefficient and select ‘CEB-FIP’ enter ‘5’.
Relaxation Coefficient is based on Magura’s equation. For normal tendons, it is 10, and for low relaxation tendons, it is 45. Also, CEB-FIP and JTG-04 methods are available.
9. Enter ‘190000’ in the Ultimate Strength field and enter ‘160000’ in the Yield Strength field.
10. Enter ‘0.2’ in the Curvature Friction Factor input field.
11. Enter Wobble Friction Factor ‘0.001’
12. In Anchorage Slip (Draw in), enter ‘0.006’ in the Begin input field and Enter ‘0.006’ in the End input field.
13. After checking ‘Bonded’ among the Bond Type selection items click the button
14. Enter ‘Bot’ in the Tendon Name field.
15. Repeat steps '4~10'.
16. Enter '0.3' in the Curvature Friction Factor input field.
17. Enter Wobble Friction Factor '0.001'.
18. Repeat step '13~14'.
19. Click the button.
20. In the Tendon Property, enter ‘Top’ in the Top checkbox and 'Bot' in the Bottom checkbox.
21. Enter ‘0.72 × Su’ in the Top field and Bottom field of Jacking Stress.
22. Enter ‘1’ in the x input field of Anchorage Position and in Top Tendon Grouting select ‘Every’ in the selection field and ‘1’ in the input field.
If Top tendon grouting is entered at Every 1 Stages, then the grouted section properties are calculated for the stage immediately after the grouted stage for stress calculations.
Tendon properties input
Longitudinal tendon layout
The tendon quantity increases with the increase in the cantilever length. In some segments, 2 tendons are anchored. Specify the number of tendons anchored in each segment by referring to the above figure.
Main Menu > [Structure] tab > [Wizard] Group > FCM Bridge
1. Tendon Anchorage Number, click the button
2. Select 'Equal'
3. Select ‘P.T, Seg6, Seg7, Seg8, Seg9, Seg10’ of Segment
Multiple segments can be selected while pressing the [Ctrl] key.
4. Enter ‘2’ in the Anchor. Num field
5. Click the button then
button
6. Tendon Anchorage Number, click the button
7. Select 'Equal'
8. Select ‘Seg1, Seg2, Seg3, Seg4, Seg12’ of Segment
9. Enter ‘0’ in the Anchor. Num field
10. Click the button the
button
11. Tendon Anchorage Number, click the button
12. Select 'Equal'
13. Select ‘Seg1, Seg2, Seg3, Seg4, Seg12’ of Segment
14. After entering ‘0’ in the Anchor. Num input field, click the button
15. Select ‘Seg5, Seg11’ of Segment
16. Enter ‘2’ in the Anchor. Num field
17. Click the button then
button
Input for the number of tendons anchored in each segment
After finishing the input, click to end FCM Bridge Wizard and verify the modeling. Check the modeling of the bridge and tendon layouts. Use
"Zoom Window" and
"Zoom Fit" to closely view local parts.
1. Point Grid,
Point Grid Snap,
Line Grid Snap Button Check Off
2. Node Snap,
Element Snap Button Check On
3. After clicking Display, go to the Tendon Profile Point item in the Misc tab. Check On
4. Check On in the Support, Elastic Link section of the Boundary tab.
5. Zoom Fit,
Hidden Button Check On
Bridge model generated by FCM Bridge Wizard
FCM Wizard automatically assigns roller conditions at each end of the bridge and fixed conditions for the pier supports. The Wizard also assigns infinitely stiff elastic links between the piers and the box girder sections.
5. Corrections to Input Data and Additional Data Input
5-1 Checking Construction Stages
When Construction Stage is defined, midas Civil has two operational modes (Base Stage mode and Construction Stage mode)
In the Base Stage mode, all input related to the structural model data, loading and boundary conditions is permitted. No analysis is performed for the Base Stage. Structural analysis is performed for Construction Stage. In the Construction Stage mode, no structural data is permitted to be changed or deleted other than the Boundary and Load Groups included in each stage.
Construction Stage is defined by activating and deactivating Structure (element) Groups, Boundary Groups and Load Groups, not individual elements and boundary and load conditions. In the Construction Stage Mode, boundary and load conditions included in each activated Boundary Group and Load Group can be modified and deleted.
In Construction Stage mode, nodes and elements cannot be changed or deleted. This can be done only in the Base Stage.
Construction sequence
The construction sequence shown in the above figure is summarized by relating it to activation and inactivation of Structure, Load and Boundary Groups in each construction stage.
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Construction Stage 1 |
- Activate Structure Groups for piers & pier tables |
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Construction Stage 2 |
- Activation of Segment 1 - 7th day: Activation of self-weight of wet concrete (segment 2) |
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Construction stages 3 to 12 |
Repeat construction stage 2 |
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Construction Stage 13 |
- Activation of Segment 12 - 20th day: Activation of self-weight of wet concrete (Key Seg. 1 & Key Seg. 3) |
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Construction Stage 14 |
- Activation of Key Seg. 1, 3 and FSM 1, 2 |
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Construction Stage 15 |
- Activation of self-weight of unhardened concrete of Key Seg. 2 |
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Construction Stage 16 |
- Activation of Key Seg. 2 |
Check the construction stages auto-generated by FCM Bridge Wizard. The Stage toolbar and Works Tree can be used to verify the construction stage information. From the Stage toolbar, each construction stage can be checked for activated and deactivated Structure Group, Boundary Group and Load Group in conjunction with Works Tree. The Stage toolbar also enables us to check the change of structures through the various construction stages in the Model View.
1. After clicking Display, Check On 'Load Value' among the Load Case items in the Load tab.
2. After Check On in the Nodal Load item click button
3. Go to Works tab in Tree Menu
4. Select ‘CS4’ in the Stage selection box.
After placing the cursor on the Stage Toolbar, arrows on the keyboard can be used to navigate between the stages. The wheel mouse can be used as well.
Structural system for the construction stage 4
5-2 Modifications to Construction Stages
In FCM Wizard, we have specified 12 days for constructing each segment. However, 30 days are required for constructing a Key Segment. Accordingly, after activating segment 12, preparation for the construction of Key Segment is 30-10=20 days (where 10 is the initial age of Key Segment). We then correct the construction stage duration for segment 12 to 30 days and assign an “Additional Step” of 20 days for applying the wet concrete weight of the Key Segments (KeyWC1 and KeyWC3).
Select ‘Base’ in the Stage selection box, Hidden Button Check Off
Change to Base Stage. Construction stage information can be changed in Base Stage only.
Main Menu > Load > Construction Stage Data > Define C.S
1. After selecting ‘CS13’ in Name, click the button
2. Enter ’30’ in the Duration field of Stage.
3. After selecting Step 1 of Additional Steps, click the button. After entering ’20’ in the Day input box, click the
button
4. In the Load tab, select KeyWC1 and KeyWC3 in Activation and select '20' in the Active Day selection box
Auto-generated Element, Boundary and Load Groups by Bridge Wizard is explained in “Define Structure (Boundary, Load) Group” in on-line manual.
5. Click the button
6. Click the button and then click the
button.
Corrections to Construction Stage 13 information
Similarly for Stage 13, Stage 15 is corrected. The construction duration for constructing Key Segment 2 is 30 days. The stage duration for the Stage 15 is thus changed to 30 days.
Main Menu > [Load] tab > [Construction Stage (Type)] Group > Define C.S
1. After selecting ‘CS15’ in Name, click the button
2. Enter ’30’ in the Duration field of Stage.
3. Enter ’20’ in the Day input field of Additional Steps. Click the button
4. In the Load tab, select KeyWC2-1 and KeyWC2-2 in Activation and then select '20' in the Active Day selection box.
5. Click the button
6. Click the button and then click the
button
Corrections to Construction Stage 15 information
Once all the Key Segments are constructed, the 2nd dead load (superimposed dead load - pavement, barriers, railings, etc.) is applied. It is assumed that the camber control management due to creep is carried out until 10,000 days after applying the 2nd dead load. We will apply the 2nd dead load in CS16 and assign 10,000 days for its duration. For this, a load case is defined and a Load Group is created.
Main Menu > [Load] tab > [Static Loads (Type)] Group > Static Load Cases
1. Enter ‘2nd’ in the Name input field.
2. Select ‘Construction Stage Load (CS)’ in the Type selection box.
3. Click the button and then click the
button
Main Menu > [Structure] tab> [Group] Group > Define Load Group
1. Enter ‘2nd’ in the Name input field.
2. Click the button and then click the
button
Definition of Load Case and creation of Load Group
We apply the 2nd dead load, 3.432 tonf/m, in the –Z direction
Main Menu > [Load] tab > [Static Loads (Type)] Group > Element Beam Loads
1. Click Display and go to Load tab
2. Check Off Nodal Load
3. Go to the Misc tab and Check Off the Tendon Profile section.
4. Go to the Boundary tab and Check Off the Support and Elastic Link items.
5. Click the button
6. Click Front View
7. Click Select Window and select ‘Area ①’ in the picture below.
8. Select ‘2nd’ in the Load Case Name selection box.
9. Select ‘2nd’ in the Load Group Name selection box.
10. Check ‘Add’ in the Options selection and select the Load Type as ‘Uniform Load’.
11. Select ‘Global Z’ in the Direction selection box and then select 'No' in the Projection box.
12. Check ‘Relative’ in the Value selection.
13. Enter ‘0’ in the x1 field, ‘1’ in the x2 field, and enter W in the field. Enter ‘-3.432’
14. Click the button
Applying the 2nd dead load
In Stage 16, Load Group “2nd" is activated, and its duration is changed to 10,000 days.
Main Menu > [Load] tab > [Construction Stage (Type)] Group > Define C.S
1. Select ‘CS16’ in Name
2. Enter ‘10000’ in the Duration field of Stage.
3. Move to the Load tab and select ‘2nd’ from the Group List
4. Check ‘First’ in the Active Day selection box of Activation. Click the button
5. After clicking the button, click the
button
Corrections to Construction Stage 16 information
We will now check the construction stage data input. Activation (symbol “O”) and deactivation (symbol “X”) of Structure, Boundary and Load Groups are summarized.
Main Menu > [Query] tab > Group Activation of CS
Structure Group Activation Summary
5-3 Definition and Link of Time-Dependent Material Properties
Having completed the modeling of the structure, we now define the time dependent material properties (compressive strength gain curve, creep and shrinkage coefficients) and link them to each section.
Since the creep and shrinkage coefficients are a function of physical shapes (Notational Size of Member), we will define the time dependent material properties after determining the variable section dimensions.
Based on the CEB-FIP standards, different section dimensions result in different creep and shrinkage coefficients. That is, each section must be linked to the corresponding time dependent material properties. midas Civil automatically calculates time dependent material properties based on the concrete maturity (age) and apply them to the corresponding materials. Using "Change Element Dependent Material Property", the time dependent material properties are calculated as per CEB-FIP and automatically assigned to each corresponding element.
In order to automatically link (regular) material properties and time dependent material properties, section properties must be defined by DB/User Type or PSC Type.
The procedure for applying creep and shrinkage coefficients to the tapered elements by the "Change Element Dependent Material Property" function is as follows:
1. Define creep and shrinkage material properties as per CEB-FIP
2. Link time dependent material properties to (regular) material properties
3. Using the "Change Element Dependent Material Property" function, assign "Notational Size of Member" (dimensions of elements) to the elements
When the above procedure is followed, the coefficients defined in the step 1 are not applied, and rather the creep and coefficients are calculated based on the member sizes defined in the step 3 and applied to the elements having the "Change Element Dependent Material Property" values.
Enter the time-dependent material properties by referring to the following values.
| 28 day strength |
fck = 400 kgf/cm2 (PSC box girder), 270 kgf/cm2 (pier) |
|---|---|
| Relative humidity |
RH = 70% |
| Notational Size |
specify an arbitrary value (the above step 3 overrides this) |
| Type of concrete |
Normal concrete (N.R) |
| Time at which formwork is removed |
3 days |
Main Menu > [Properties] tab > [Time Dependent Material] group > Creep / Shrinkage
1. Click the button
2. Enter ‘C400’ in the Name input box and then enter the Code selection box. Select ‘CEB-FIP (1990)’
3. Enter '4000' in the Characteristic Compressive strength of concrete at the age of 28 days.
28 days strength is converted into the current unit system.
4. Enter '70' in Relative Humidity of ambient environment (40 ~ 99) in the field.
5. Enter ‘1’ in the Notational size of member field.
6. In the Type of cement selection item, select ‘Normal or rapid hardening cement (N, R)’
7. Enter ‘3’ in the Age of concrete at the beginning of shrinkage field.
8. Click the button
9. Enter ‘C270’ in the Name input box and then enter the Code selection box. Select ‘CEB-FIP (1990)’
10. Enter '2700' in the Characteristic Compressive strength of concrete at the age of 28 days.
28 days strength is converted into the current unit system.
11. Enter '70' in Relative Humidity of ambient environment (40 ~ 99) in the field.
12. Enter ‘1’ in the Notational size of member input field.
13. In the Type of cement selection item, select ‘Normal or rapid hardening cement (N, R)’
14. Enter ‘3’ in the Age of concrete at the beginning of shrinkage field.
15. Click the button and then click the
button
Definition of creep and shrinkage material properties
The curve for gain in concrete strength is defined for each grade of concrete. Such strength changes affect the modulus of elasticity. CEB-FIP code is used. Also the values used for defining creep and shrinkage are entered for defining concrete strength.
Main Menu > [Properties] tab > [Time Dependent Material] group > Comp. Strength
1. Click the button
2. Enter ‘C400’ in the Name field and check ‘Code’ in the Type selection field.
3. Select ‘CEB-FIP (1990)’ in the Code selection box of Development of Strength.
4. Enter ‘4815.773’ in the Mean compressive strength of concrete at the age of 28 days field
5. Select ‘N, R: 0.25’ in the Cement Type(s) selection box.
6. Click the button
7. Click the button
8. Click the button
9. Enter ‘C270’ in the Name field and check ‘Code’ in the Type selection field.
10. Select ‘CEB-FIP(1990)’ in the Code selection box under Development of Strength.
11. Enter ‘3515.773’ in the Mean compressive strength of concrete at the age of 28 days field
12. Select ‘N, R: 0.25’ in the Cement Type (s) selection box.
13. Click the button
14. After clicking the button, click the
button
Definition of strength gain curve
The time dependent material properties (which are used in construction stages) are linked to the (regular) material properties (which are used in post construction stages).
Main Menu > [Properties] tab > [Time Dependent Material] group > Material Link
1. Select ‘C400’ in the Creep/Shrinkage selection box of Time Dependent Material Type.
2. Select ‘C400’ in the Comp. Strength selection box
3. After selecting ‘1 : C400’ in Materials of Select Material to Assign, click the button
4. Click the button
5. Select ‘C270’ in the Creep/Shrinkage selection box of Time Dependent Material Type.
6. Select ‘C270’ in the Comp. Strength selection box.
7. After selecting ‘2 : C270’ in Materials of Select Material to Assign, click the button
8. Click the button
Time dependent and regular material properties link
When Notational Size of Member, h, is defined in "Change Element Dependent Material Property", the “h” value that was defined in Time Dependent Material (Creep/Shrinkage) is ignored. New creep and shrinkage functions are calculated based on the “h” values defined in "Change Element Dependent Material Property" and are assigned to individual elements.
Main Menu > [Properties] tab > [Time Dependent Material] group > Change Property
1. Click on Select all
2. Check ‘Add / Replace’ in the Option selection.
3. Select ‘Notational Size of Member’ in the Element Dependent Material selection box and select ‘Auto Calculate’
Selecting “Auto Calculate” automatically calculates the “h” values for all the selected elements, which are applied to the calculation of creep and shrinkage. Selecting “Input” allows us to specify user-defined “h” values for selected elements.
4. Select ‘CEB-FIP’ in the Code selection box.
5. Click the button
Input for Notational Size of Member, h
When calculating geometric dimensions (h), select and use the applicable national standards. midas Civil provides CEB-FIP, Korea, Japanese, Chinese Standard.
5-4 Removal of Tapered Section Groups
FCM Wizard creates tapered section group for non-prismatic elements. The "Tapered Section Group" function automatically calculates the section properties of the varying element sections based on the section information at both ends of a member. midas Civil calculates all the section properties of the elements assigned in "Tapered Section Group" prior to performing analysis and retains the section data for analysis. Hence, it is recommended to remove Tapered Section Group prior to performing analysis, to save time.
Main Menu > [Properties] tab > [Section] Group > Tapered Group
1. Select ‘TSGroup1 ~ 4’ in Name
Select TSGroup1~4 in the list box at the bottom.
2. Click the button
3. Enter ‘1’ in the New Start Section Number input field
Enter the starting number for newly created tapered section data as a result of removal of Tapered Section Groups.
4. Click the button
Removal of Tapered Section Group
6. Perform Structural Analysis
Having completed defining the structural model and construction stages, we now select the options to consider time dependent material properties and tension losses in tendons for construction stage analysis. We also define the convergence and iteration conditions for creep.
Main Menu > [Analysis] tab > [Analysis Control] group > Construction Stage
1. Check ‘Last Stage’ in the Final Stage selection.
2. In the Include Time Dependent Effect item of Analysis Option Check On
3. Check On in the Creep Shrinkage item of Time Dependent Effect
4. Enter ‘Creep & Shrinkage’' in the Type selection field
5. Enter ‘5’ in the Number of Iteration field of Convergence for Creep Iteration and enter ‘0.01’ in the Tolerance input field.
6. Check On in the Auto Time Step Generation for Large Time Gap item
If “Auto Time Step Generation” for Large Time Gap is checked on, additional time steps will be generated for those stages having duration beyond the specified periods to reflect long term effects.
7. Check On Tendon Tension Loss Effect (Creep & Shrinkage)
8. Check On Variation of Comp. Strength
9. Check On Tendon Tension Loss Effect (Elastic Shortening)
10. Select ‘Change with Tendon’ in the Beam Section Property Changes selection field
If“Change with Tendon” is checked on, the stiffness change in tendons is reflected in calculating construction stage stresses.
11. Check On in the Save Output of Current Stage(Beam/Truss) selection.
If Save Output of Current Stage (Beam/Truss) is checked on, member forces at the current stage can be separately checked.
12. Click the button
Definition of control parameters for construction stage analysis
When construction stage analysis is carried out, construction stage load cases are automatically generated. The loadings that are applied in construction stages are predominantly due to self-weight. Hence, the program generates all the loads lumped into “CS: Dead”, except for creep, shrinkage and tendon loads. If there is a specific load case which needs to be separated from the “CS: Dead”, such a load case is selected and assigned to “Load Cases to be Distinguished from Dead Load for CS Output”, which is then classified as CS: Erection. For example, this function may be applied when we need to separately check the effects of form traveler loads from the total stage analysis results.
Up to this point all inputs, including structural modeling and construction stage configuration, have been completed. We will now perform analysis.
Main Menu > [Analysis] tab > [Perform] Group > Perform Analysis
7. Review Analysis Results
Construction stage analysis results can be checked in two ways. Stresses and displacements accumulated up to a specific construction stage for all the members can be checked, or the change in stresses and displacements of a specific element can be checked with the progress of each construction stage. midas Civil generates graphs and tables to check both results.
7-1 Checking Stresses and Member Forces by Graphs
We will review the stresses at the section bottom at the stage 13 where the largest compressive stress occurs.
Main Menu > [Results] tab > [Bridge] Group > Bridge Girder Diagrams
1. Select ‘CS13’ in the Stage selection box.
2. Among the Step List items in Load Cases/Combinations, check on First Step and User Step.
3. Select ‘CS : Summation’ in the Load Cases/Combination selection box.
4. Select ‘Stress’ in the Diagram Type selection and then select X-Axis Type as ‘Node’
5. Select ‘BridgeGirder’ in the Bridge Girder Elem. Group check box.
In FCM Wizards, Structure Groups for section stress checks are automatically generated. Bridge Girder is an element group to which the main girder is assigned.
6. After selecting ‘Combined’ in the Components selection field, Select ‘Maximum’
7. Check on Draw Allowable Stress Line of Allowable Stress Line section
8. Enter ‘1600’ in the Comp. input field and then enter '320' in the Tens. input field
9. Select ‘Current Stage-Step’ in the Generation Option selection.
10. Click the button
Bottom stress graph at the construction stage 13
If any specific area of the graph needs to be magnified, drag the mouse on that area, keeping the mouse button clicked. To revert back to the entire graph, right-click the mouse and select “Zoom-Out All”.
Magnifying the stress graph
Using the "Stage/Step History Graph", we will check the change of stresses with construction stages for the pier table (element 19, i-end) on a graph.
Stage/Step History Graph can be viewed only when the Model View is active.
Main Menu > [Results] tab > [Time History] Group > Stage / Step Graph
1. Select ‘Beam Force / Stress’ in the Define Function selection box.
2. Click the button
3. Enter ‘Top’ in the Name field of Beam Force/Stress.
4. Enter Element No. ’19’ in the input box and select ‘Stress’
5. Select ‘I-Node’ in the Point selection box and then select ‘Bend (+z)’ in the Components selection box.
6. After Check On in the Combine Axial item, click the button
7. Click the button
8. Enter ‘Bottom’ in the Name field of Beam Force/Stress.
9. Enter Element No. ’19’ in the input box and select ‘Stress’
10. Select ‘I-Node’ in the Point selection box and then select ‘Bend (-z)’ in the Components selection box.
11. After Check On in the Combine Axial item, click the button
12. Check ‘Multi Func.’ in the Mode selection item.
13. Select ‘All Steps’ in the Step Option selection and then select ‘Stage / Step’ in X-Axis input field.
14. Check On the Top and Bot items of Check Function to Plot.
15. Select ‘Summation’ in the Load Cases/Combinations checkbox.
16. Enter ‘Stress History’ in the Graph Title field.
17. Click the button
Graph showing the change of stresses by construction stages
Invoke the Context Menu in the "Stage/Step History Graph" by right-clicking the mouse. Select "Save Graph As Text" in the Context Menu and save the change in stresses in text form.
1. Right-click and select ‘Save Graph As Text’
2. Enter ‘Stress History’ in the file name input field.
3. Click the button
Saving stresses by construction stages as a text format
Using "Stage/Step History Graph", we will now check the change in member forces by construction stages for the pier table (element 19, i-end) on a graph
Main Menu > [Results] tab > [Time History] Group > Stage / Step Graph
1. Select ‘Beam Force / Stress’ in the Define Function selection box.
2. Click the button
3. Enter ‘Moment’ in the Name input field of Beam Force/Stress.
4. Enter Element No. ’19’ in the input box and select ‘Force’
5. Select ‘I-Node’ in the Point selection box and then select 'Moment-y' in the Components selection box.
6. Click the button
7. Select ‘Multi LCase’ in the Mode selection field.
8. Select ‘Last Steps’ in the Step Option selection and then select ‘Stage / Step’ in X-Axis
9. Check on Load Cases to Plot
Dead Load, Erection Load, Tendon Primary, Tendon Secondary, Creep Primary, Shrinkage Primary, Creep Secondary, Shrinkage Secondary, Summation
10. Select ‘Moment’ in the Defined Functions check box.
11. Enter ‘Moment’ in the Graph Title field.
12. Click the button
Graph showing the change in forces by construction stages
7-2 Checking Stresses using Tables
When construction stage analysis results are checked in tables, Records Activation Dialog is used to sort the results by elements, load cases, stages, element parts of interest, etc. We will check the change in stresses with construction stages at the end of a pier table
Main Menu > [Results] tab > [Tables] Group > Beam > Stresses (PSC)
1. Enter ’19’ in the Element input field.
2. Check On Summation(CS) in the Loadcase/Combination item
3. Check On CS1:001(first) ~ CS16:002(last) of Stage/Step
By selecting CS1 and CS16 while the Shift key is pressed, we can select all the construction stages from CS1 to CS16.
4. Check On Part i of Part Number
5. Check On Pos-3 of Section Position
6. Click the button
Table showing stresses by construction stages
7-3 Checking Prestress Losses
We will check the change in tension with construction stages due to prestress losses In the "Tendon Time Dependent Loss Graph" dialog, only the tendons which exist in the current stage, can be checked. Hence, it is necessary to revert to the construction stage in which the tendon intended to be examined is included. For viewing the change of tension in a tendon with construction stages, click the button.
Main Menu > [Results] tab > [Bridge] Group > Tendon Loss Graph
1. Select ’Top01-01’ in the Tendon selection box.
2. Click the button
Prestress loss graph
7-4 Checking Tendon Coordinates
midas Civil provides the coordinates of tendons at the quarter points of the elements to which tendons are assigned.
Main Menu > [Results] tab > [Tables] Group > Tendon > Tendon Coordinates
Table of tendon coordinates
7-5 Checking Tendon Elongation
midas Civil provides the elongation of tendons.
Main Menu > [Results] tab > [Tables] Group > Tendon > Tendon Elongation
Tendon elongation table
7-6 Checking Tendon Arrangement
The effective stress and prestress forces in the tendons are tabulated as per tendon groups and construction stages.
The distance from the center of tendon group to the section centroid, directional cosine of tendon placement, vertical and horizontal components of tendon forces, etc. are tabulated.
Main Menu > [Results] tab > [Tables] Group > Tendon > Tendon Arrangement
Tendon arrangement table
7-7 Checking Pretension Losses in Tendons
Tension losses due to friction, anchorage draw-in, elastic shortening, creep, shrinkage and relaxation are generated.
Main Menu > [Results] tab > [Tables] Group > Tendon > Tendon Loss
Tendon loss (stress and force) tables
7-8 Deformation at a Specific Construction Stage
midas Civil provides a function, which enables us to check the deformation of the structure at a specific stage. We will check the deformation at construction stage 13.
Main Menu > [Results] tab > [Results] Group > Deformations > Deformed Shape
1. Click on Front View
2. Select ‘CS13’ in the Stage selection box.
3. Select ‘CS : Summation’ in the Load Cases/Combinations selection.
4. Select ‘DXYZ’ in the Components selection.
5. Check on Legend, Current Step Displ. in Type of Display
6. Click the button
Deformation at a specific construction stage
7-9 Resulting Member Forces at a Specific Construction Stage
Use the "Beam Diagram" option to check the member forces generated in diagram format.
Main Menu > [Results] tab > [Results] Group > Forces > Beam Diagram
1. Select ‘CS13’ in the Stage selection box.
2. Check ‘CS : Summation’ in the Load Cases/Combinations selection.
3. Check ‘My’ in the Components selection.
4. Check on Contour, Legend, Current Step Force item of Type of Display checkbox
5. Click the button
Member forces at construction stage 13
Use the "Beam Stresses (PSC)" function to check the stresses of the PSC cross-sectional beam elements in diagram format. Superior and inferior margins (1 to 4), central region (7, 8) and the shear review location (5, 6, 9, 10) set when defining the PSC cross section.
Check the lower edge stress for CS:Summation at construction stage CS13.
Main Menu > [Results] tab > [Results] Group > Stresses > Beam Stresses (PSC)
1. Select ‘CS13’ in the Stage selection box.
2. Check ‘CS : Summation’ in the Load Cases/Combinations selection and then Step Select ‘Last Step’ in the checkbox
3. Select ‘Sig-xx (Summation)’ in the Components selection field.
4. Check on Contour, Legend item of Type of Display checkbox
5. Click the button
Check lower edge stress at construction stage 13
Using the User Defined Diagram, you can check different displacement/member force/stress results for each element/group.
Displacement results for the left span, bending moment for the center span, and stress results for the right span are displayed simultaneously on one screen.
Main Menu > [Results] tab > [Results] Group > Diagram > Define Diagram
1. Select ‘CS13’ in the Stage selection box.
2. Enter ‘1to35’ in the Element input field.
3. Select ‘Beam Forces / Moments’ in the Type of Result check box.
4. Select ‘My’ in the Component selection field.
5. Enter ‘Left-My’ in the Group Name field.
6. Click the button
7. Enter ‘38to72’ in the Element input field.
8. Select ‘Beam Stresses’ in the Type of Result check box.
9. Select ‘Combined’ in the Component selection and select ‘Maximum’ select
10. Enter ‘Right-Normal’ in the Group Name field.
11. Click the button
Main Menu > [Results] tab > [Results] Group > Diagram > Plot Diagram
1. Check On the Left-My, Right-Normal items of the Diagram Group
2. Click the button
User Defined Diagram output
Different types of results can be combined and generate output for the same construction stage.
7-10 Camber Check
In order to produce a camber graph, we need to select element and node groups corresponding to girders, supports and key segments. FCM Bridge Wizard automatically defines all the groups required for camber results. Select Camber Control groups to check cambers.
Main Menu > [Results] tab > [Bridge] Group > FCM Camber > FCM Camber Control
1. Select ‘Bridge Girder’ in the Bridge Girder Element Group check box.
2. Select ‘SupportNode’ in the Support Node Group selection box.
3. Select ‘KeySegAll’ in the Key-Segment Elem. Group check box.
4. Click the button
Main Menu > [Results] tab > [Bridge] Group > FCM Camber > FCM Camber Graph View
5. Check On in the Summation item of Camber Load Case
6. Click the button
Camber graph
7-11 Camber Control Management
Check the camber table, which will be used to manage cambers during construction. Camber tables are produced for each FSM zone and pier. In this example, FSM1 & FSM2 (pages 1 & 4, respectively) and Pier 1 & Pier 2 (pages 2 & 3, respectively) are generated.
Main Menu > [Results] tab > [Bridge] Group > FCM Camber > FCM Camber Table
1. Check On the Summation item of Camber Load Case
2. Click the button
Camber control table
7-12 Checking Element Properties by Construction Stages
For each construction stage, element properties (start maturity age, end maturity age, Modulus of Elasticity at start & end, accumulated shrinkage strain and accumulated Creep Coefficient are tabulated.
Main Menu > [Results] tab > [Tables] Group > Construction Stage > Element Properties at Each Stage
1. Select ‘CS14’ in the Stage selection box.
2. Click the button
Element properties at construction stage 14
7-13 Section Properties at the Last Construction Stage
When construction stage analysis is performed, transformed section properties at the last stage are tabulated.
*.out file, which is generated after analysis, contains the properties of transformed sections at each construction step.
The properties of transformed sections, which include tendons, vary with tendon properties, grouting timing and the change in modulus of elasticity of concrete.
Since the transformed section properties are generated at the last stage, it is easy to check the properties in “PostCS” (completed stage). These properties can be used to calculate stresses due to additional loads such as moving loads, temperature loads, etc.
Main Menu > [Results] tab > [Tables]Group > Construction Stage > Beam Section Prop. at Last Stage
1. Select ‘CS14’ in the Stage selection box.
2. Enter ‘1to76’ in the Beam Element input box and Check On ‘I, J’ in Part field
3. Click the button
Element properties at the last construction stage
7-14 Checking Member Forces Resulting from Load Combination
Once the PSC box bridge has been constructed, wearing surface, live load, temperature change, support settlement, etc. need to be combined with the effects of construction dead load. Structural analysis for loads other than the Construction Stage Load is carried out in the PostCS Stage (final stage). Such PostCS loads can be combined with the results of the construction stage analysis. Since we have not specified any load other than the construction stage load in this example, we will define load factors for the construction stage loads and check member forces. First, we will define the load combinations.
Select ‘PostCS’ in the Stage selection box.
Main Menu > [Results] tab > [Combination] Group > Load Combinations
1. Enter ‘Dead’ in the Name input field.
2. Select ‘Active’ in the Active check box.
3. Check ‘Add’ in the Type selection box.
4. Select ‘Dead Load (CS)’ in the Load Case selection box and enter '1.3' in the Factor input field.
5. Select ‘Erection Load (CS)’ in the Load Case selection box and enter '1.3' in the Factor input field.
6. Select ‘Tendon Secondary (CS)’ in the Load Case selection box and enter '1.0' in the Factor input field.
7. Select ‘Creep Secondary (CS)’ in the Load Case selection box and enter '1.3' in the Factor input field.
8. Select ‘Shrinkage Secondary (CS)’ in the Load Case selection box and enter '1.3' in the Factor input field.
9. Click the button
Definition of load combinations
Check bending moment diagram due to factored load combination.
Main Menu > [Results] tab > [Results] Group > Force > Beam Diagrams
1. Check ‘CB : Dead’ in the Load Cases / Combinations selection box.
2. Select ‘My’ in the Components selection field.
3. Check ‘5 Points’, ‘Line Fill’ in Display Options and enter them in the Scale input field. Confirm ‘1.0’
4. Check On the Contour and Legend items of Type of Display
5. Click the button
Bending moment diagram