Structural Bridge Design Uk 1nh5

Example Manual British Standards

November 2013

Legal Notices ®

Autodesk Structural Bridge Design 2014 © 2013 Autodesk, Inc. All Rights Reserved. Except as otherwise permitted by Autodesk, Inc., this publication, or parts thereof, may not be

reproduced in any form, by any method, for any purpose. Certain materials included in this publication are reprinted with the permission of the copyright holder. Trademarks The following are ed trademarks or trademarks of Autodesk, Inc., and/or its subsidiaries and/or s in the USA and other countries: 123D, 3ds Max, Algor, Alias, AliasStudio, ATC, AutoCAD LT, AutoCAD, Autodesk, the Autodesk logo, Autodesk 123D, Autodesk Homestyler, Autodesk Inventor, Autodesk MapGuide, Autodesk Streamline, AutoLISP, AutoSketch, AutoSnap, AutoTrack, Backburner, Backdraft, Beast, BIM 360, Burn, Buzzsaw, Cep, CAiCE, CAMduct, CFdesign, Civil 3D, Cleaner, Combustion, Communication Specification, Constructware, Content Explorer, Creative Bridge, Dancing Baby (image), DesignCenter, DesignKids, DesignStudio, Discreet, DWF, DWG, DWG (design/logo), DWG Extreme, DWG TrueConvert, DWG TrueView, DWGX, DXF, Ecotect, ESTmep, Evolver, FABmep, Face Robot, FBX, Fempro, Fire, Flame, Flare, Flint, FMDesktop, ForceEffect, FormIt, Freewheel, Fusion 360, Glue, Green Building Studio, Heidi, Homestyler, HumanIK, i-drop, ImageModeler, Incinerator, Inferno, InfraWorks, Instructables, Instructables (stylized robot design/logo), Inventor LT, Inventor, Kynapse, Kynogon, LandXplorer, Lustre, MatchMover, Maya, Maya LT, Mechanical Desktop, MIMI, Mockup 360, Moldflow Plastics Advisers, Moldflow Plastics Insight, Moldflow, Moondust, MotionBuilder, Movimento, MPA (design/logo), MPA, MPI (design/logo), MPX (design/logo), MPX, Mudbox, Navisworks, ObjectARX, ObjectDBX, Opticore, Pipeplus, Pixlr, Pixlr-o-matic, Productstream, RasterDWG, RealDWG, ReCap, Remote, Revit LT, Revit, RiverCAD, Robot, Scaleform, Showcase, ShowMotion, Sim 360, SketchBook, Smoke, Socialcam, Softimage, Sparks, SteeringWheels, Stitcher, Stone, StormNET, TinkerBox, ToolClip, Topobase, Toxik, TrustedDWG, T-Splines, ViewCube, Visual LISP, Visual, VRED, Wire, Wiretap, WiretapCentral, XSI. All other brand names, product names or trademarks belong to their respective holders. Disclaimer THIS PUBLICATION AND THE INFORMATION CONTAINED HEREIN IS MADE AVAILABLE BY AUTODESK, INC. "AS IS." AUTODESK, INC. DISCLAIMS ALL WARRANTIES, EITHER EXPRESS OR IMPLIED, INCLUDING BUT NOT LIMITED TO ANY IMPLIED WARRANTIES OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE REGARDING THESE MATERIALS.

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Table of Contents

v.

Introduction

1.

Setup and Configuration

2.

Section Definition

3.

Section Analysis

4.

Beam Definition

5.

Beam Design

6.

Analysis - Model Definition

7.

Analysis - Load Definition & Solution

8.

Transfer of Data

9.

Specialist Analysis Techniques

10. Complete Examples

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Introduction This manual is intended to act as a general guide to the solution of typical examples that are applicable to Autodesk® Structural Bridge Design 2014. There are ten sections, each containing a number of workshop examples that the can work through using the program, by following the described procedures. Most workshops are simple and intended for relatively new s to the system but there are also some more detailed examples providing an insight into some of the more advanced capabilities of the software. The document is provided as a pdf file which can be accessed through the help menu in the software and is generally displayed through a pdf reader such as Adobe ® Reader®. The main contents page gives the headings of the main sections. These are hyperlinked in the document so “clicking” on a title will take the directly to the appropriate section. The first page of each section shows the contents for that section, listing the workshops included. This is also a hyperlinked page.

Files Some of the examples require data files to be loaded or opened. All these files can be found in a compressed zip file located in the SBD\Examples\Version 6\BS Data Files folder of the software installation. To use these files you must copy the BS Examples.zip file to a suitable folder on your local hard drive and extract the files to this location. At the end of some examples the is asked to save a data file which may be used in a subsequent example. To prevent the overwriting of the supplied files different file names have been used. These files can optionally be used as input instead of the supplied data files if required.

Projects An example of setting up a project is given in section 1 and this project template is saved. All other examples assume that this project is used throughout, giving default materials, units, titles etc. If you carry out example 1 in section 1 then the “Version 6 Examples” project will always be available in the list of projects when starting new problems. If this is not the case or you wish to work on an example without setting up your own examples project template then this can be loaded from the supplied file “Version 6 Examples.spj” when in the Project Templates form.

Semantics The procedure for each example is given as a series of step by step instructions, making reference to data form names, field names, input, menu items etc. To enhance the readability of these instructions some basic rules have been followed when preparing these instructions. 1. Text in Bold with a vertical bar separating words indicates a menu item (eg Options | Project Templates...) v

2. Form names ,data field labels and drop down lists are indicated as coloured italic text such as Define Beam Loading 3. Text in double quotation marks generally indicates a button found on a data form or input (eg ...click on the “OK” button)

Other Useful Information Having “Auto Redraw” switched on will mean that the graphics displayed in the graphics window will be updated automatically as you progress your work.

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1. Setup and Configuration Contents 1.1. 1.2.

Project Setup ............................................................................................................. 1-3 Templates for Multiple Design Codes ........................................................................ 1-7

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1.1. Project Setup Subjects Covered: Design Code; Company Identity; Project Template Titles; Project Template Units; Project Template Materials; Preferences; Material Properties

Outline Autodesk® Structural Bridge Design 2014 may be used numerous times within a project and certain data will be common to all jobs within this project. In fact some data will be common to all projects. Much of this data can be set up as a default by defining project templates and completing company information which will stored in the system registry for each . In this example we set up the default company information and create two project templates. One called Version 6 Examples with all the necessary titles, units and materials and another with no settings for title and materials but with default units.

Procedure 1. Start the program. 2. Use the menu item Options|Design Code to select “British Standards” 3. Open the Set Company Identity form by using the menu item Options|Company Identity.

4. Enter your Organisation Name and your Office address 5. Click on the “Load…” button to select a bitmap to display as a logo in the heading of any output that is produced by the program. Browse to the examples folder and select the “Autodesk” logo. Alternatively use your own logo bitmap.

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6. Click on “OK” and confirm that the changes should be saved 7. Open the Preferences form using the menu item Options|Preferences and on the general tab ensure that the box for Display Overview form when file is opened is ticked and the other boxes are unticked.

8. On the Graphics tab of the Preferences form, tick the box for Reverse direction of plotted Bending Moments , so that BM diagrams are plotted with sagging moments (Positive) below the beam and switch on Auto Redraw so that graphics displays are automatically updated. Note that the colours used for the chart data series can be defined by the on this tab. 9. Click on “OK” to close this form 10. Open the Project Template form using the menu item Options|Project Templates…. Create a new template by clicking the “+” button. This brings up a secondary data form which should be set to “Default settings” before clicking on “OK”. Rename the project template to “Version 6 Examples” by highlighting the generated name in the “Project Template” field and re-typing it.

11. Use the same name in the Job Title field and set the Job Number to “1” 12. Select the Units tab. Change the units for velocity to “m/s” and ensure that units for acceleration are set to “m/s2”. 13. Select the Materials tab. Create a BS5400 concrete material by clicking on the dropdown list in the first row of the Type column and select “Concrete 1-4

BS5400”. By default this concrete has a characteristic strength of 40 N/mm 2 which is grade 40 concrete. Click on the “OK” button to accept this material. 14. Click in the Type column in the second row to create a second BS5400 concrete material, but change the characteristic strength to “50N/mm 2”. Click on “OK” to accept. 15. Create a BS5400 reinforcement material using the default values. Click on “OK” to accept. 16. Create a Prestressing Strand material for BS5400, again using the default values. Click on “OK” to accept. 17. Create a Structural Steel material using the default values. Click on “OK” to accept.

18. Click on the “Export Template” button and save the file as “My Version 6 Examples – BS.spj”. 19. Click on the “OK” button of the Project Templates form. 20. Close the program.

Summary The data created in this example will be used as default values when any new job is started. Of course this data may be changed at any time to reflect local requirements without affecting the project settings. For example, the default value for the SLS compressive stress limit factor is 0.5, which is ok for RC bending sections. However, we would need to alter this if the section under consideration was a compression or pre-stressed section. 1-5

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1.2. Templates for Multiple Design Codes Subjects Covered: Default materials for different design codes; Templates from existing templates; Saving templates.

Outline Autodesk Structural Bridge Design 2014 may be used for projects that require design checks to more than one design standard. It is convenient to set up a project template that contains material data relating to design parameters pertaining to specific codes of practice. In this way, when a structure, beam or section is defined using one design code, and then the design code changes, the appropriate materials are automatically re-assigned. In this example we use the project template created in example 1.1, called “Version 6 Examples”, to provide the defaults for a new project template called “Multiple Codes”. This contains materials relating to British Standards only. We then add additional materials for Eurocode design. It is important to have the same number of materials for each design code and they must be in the same order. Finally we export this template to an external file so that it can be loaded by other s checking our work, or as a backup.

Procedure 1. Start the program. 2. Use the menu item Options|Design Code to select “British Standards” 3. Click on “OK” on the information form. 4. Open the “Project Template” form using the menu item Options|Project Templates…. and make sure the current template is set to “Version 6 Examples”. Create a new template by clicking the “+” button. This brings up a secondary data form which should be set to “A Copy of Version 6 Examples” before clicking on “OK”. Rename the project template to “Version 6 Examples Multiple Codes” by highlighting the generated name in the “Project Template” field and re-typing it. Also, change the Job Title to “Multiple Codes” in the Job Title field.

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5. Use the same name in the “Job Title” field and set the “Job Number” to 1.2. 6. Select the “Materials” tab and make sure the Design Code field in this form is set to “Eurocode” then create a concrete material by clicking on the dropdown list in the first row of the “type” column and select “Concrete Parabolic Rectangle”. By default this concrete has a rect/parabolic stress strain relationship and has a characteristic cube strength, fck, of 50 N/mm2. Change the cube strength to 40N/mm2. Ensure that the “Design Code Section” button is set to “EN 1992-2” and then click on the “OK” button to accept this material.

7. Create a second concrete material the same as the first but accept the default characteristic cube strength of 50N/mm2. Click on “OK” to accept. 8. Create a (horizontal) reinforcing material using the default values. Click on “OK” to accept. 9. Create a (horizontal) Prestressing Steel material, again using the default values. Click on “OK” to accept.

10. Create a Structural Steel material using the default values. Click on “OK” to accept. 1-8

11. Click on the Design Code drop down menu and select Australian and New Zealand Standards from the list. 12. Create a concrete material and change the Characteristic Strength to 31.875N/mm2. Click on “OK” to accept. Create another concrete property and change the Characteristic Strength to 40N/mm2. Click on “OK” to accept. 13. Create a Reinforcement material using the default values. Click on “OK” to accept. 14. Create a Prestress Strand material using the default values. Click on “OK” to accept. 15. Create a Structural Steel material using the default values. Click on “OK” to accept. 16. Click on the Design Code drop down menu and select AASHTO from the list. 17. Create a concrete material with a Characteristic Strength to 31.875N/mm 2. Click on “OK” to accept. Create another concrete property and change the Characteristic Strength to 40N/mm2. Click on “OK” to accept. 18. Create a Reinforcing Steel material using the default values. Click on “OK” to accept. 19. Create a Prestressing Steel material using the default values. Click on “OK” to accept. 20. Create a Structural Steel material using the default values. Click on “OK” to accept. 21. To save this project template for use by other s click on the “Export Template...” button and save as a file called “Multiple Codes.spj” in a suitable location. 22. Click on the “OK” button of the project templates form. 23. Close the program.

Summary The data created in this example is just an illustration of how project templates can be used for multi-code projects. It also shows how project templates can be saved and used by other s. This is particularly important when our work is being checked by others as they may not have the same projects set up. This does not cause a problem as all data is local to the data file but warning messages will be displayed warning that the assigned project template could not be found.

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2. Section Definition Contents 2.1. 2.2. 2.3. 2.4. 2.5. 2.6. 2.7.

Simple Edge Section .................................................................................................. 2-3 Voided Slab................................................................................................................ 2-7 Reinforced Concrete Column ................................................................................... 2-11 Plate Girder .............................................................................................................. 2-15 Encased Steel Column............................................................................................. 2-19 Composite Section ................................................................................................... 2-23 Pre-stressed section ................................................................................................ 2-27

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2.1. Simple Edge Section Subjects Covered: Titles; Material property changes; Section Definition; Parametric Shapes; Define shapes; Inserting points; Arcs

Outline The shape below is created by using a parametric ‘L’ section and then modify by inserting points, changing vertex coordinates and changing segments to arcs. Grade 40 concrete is assigned to the section

Procedure 1. Start the program and ensure that the current Project Template: is set to “Version 6 Examples” using the Options|Projects Templates menu item. 2. Begin a new section using the menu item File|New Section. 3. Use the menu item Data|Titles... to set the title as “Grillage Edge Section” with a sub-title of “Example 2.1”. Also add your initials to the Calculated by data item. Click on “OK” to close the titles form. 4. Open the Define Material Properties data form using the menu item Data|Define Material Properties... Delete the structural steel (Redundant Property) and prestress properties (Prestress Strand) by clicking twice in the Name field and then using the delete key. Click on “OK” to close the form. 5. Open the Define Section form using the menu item Data| Define Section...

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6. In the first row of the Library column select Parametric Shape from the dropdown list. This will display a secondary form (with graphic) showing a rectangular shape. Use the dropdown list to change the shape from “rectangle” to “L” and set the width to “1000mm”, the height to “750mm”, the thickness of horizontal to “200mm” and vertical to “250mm”. 7. Click on “OK” to close this secondary form.

8. Using the dropdown list, change the “Parametric Shape” to “Define Shape”. This will display a secondary form and a graphic showing all the vertices and coordinates. 9. Click on the second point in the vertices (Y) list and notice that the circle around the point at the bottom right of the “L” has turned red. This is the current point. Select the “+” button to insert a point midway along the bottom edge of the “L”. 10. Now click on the fifth point in the vertices list and use the “+” button to add a point midway along the top of the bottom flange. 11. Now click on the eighth point in the vertices list and use the “+” button to add a point midway along the top edge of the vertical. 12. Change the coordinates in the table to the following;

13. Double click on the Arc tick box for the point (as shown) at the centre of the top of the vertical to create the curve on the top. Change the Name field to “Edge Section”. 2-4

14. Click on “OK” to close the Define Element Shape form and then select the grade 40 material from the dropdown list of properties in the Define Section form.

15. Click on “OK” to close the Define Section form. 16. Used the menu item File|Save as to save the section with a file name “My BS Example 2_1.sam”. 17. Close the program.

Summary Section shapes can be created in a number of ways. There are many predefined parametric shapes and standard beams stored in the program library, which can be used unaltered. These can be converted to a general defined shape and modified. This example shows how to do this and how to assign a particular material to a section component.

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2.2. Voided Slab Subjects Covered: Creating Voids, Continuous faces, Reinforcing faces, Manipulation of hook points

Outline A hole can be created in a section by defining a second component, entirely contained within the first component and asg it a “void” property. If a section is part of a larger section then the torsion property calculations need to know this, so the continuous faces must be identified. Reinforcement can be defined relative to a face with a specific diameter, spacing and cover. The section below can be created to illustrate all these aspects.

Procedure 1. Start the program and ensure that the current Project Template: is set to “Version 6 Examples” using the Options|Projects Templates menu item. 2. Begin a new section using the menu item File|New Section.... 3. Use the menu item Data|Titles... to set the title as “Voided Slab Section” with a sub-title of “Example 2.2”. Also add your initials to the Calculated by data item. Click on “OK” to close the titles form. 4. Open the Define Material Properties form using the menu item Data|Define Material Properties... Delete the structural steel (Redundant property) and prestress properties (Prestress Strand) by clicking twice in the Name field and then using the delete key. Click on “OK” to close the Define Material Properties form.

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Click twice and press the delete key to delete this entry

5. Open the Section Definition data form using the menu item Data| Define Section... 6. In the first row of the Library column select “Parametric Shape” from the dropdown list. This will display a secondary form (with graphic) showing a rectangular shape. Use the dropdown list to select “Rectangle” (if it is not selected automatically) and set the width to “1200mm” and depth to “900mm”. Click on “OK” to close this secondary form. 7. Assign Grade 40 concrete to this component by using the drop down selection of the Property field. 8. Click on the two vertical edges (once) and the solid lines change to dashed lines. This signifies that these are continuous faces.

Click once to make dashed 9. Create a second parametric component using the drop down list in the field and change the shape to “Circle” (in the “Shape Reference” field) with a diameter of “550mm”. Close this form using the “OK” button. 10. Change the Hook point number for both components to “0”. 11. Change the X Coord and Y Coord of both components to “0”.

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12. Leave the Property of the second component as “Void” as this will form the hole and then close the Define Section form using the “OK” button. 13. Open the Define Bars and Tendons form from the Data|Define Bars... menu item. 14. Change the Generate option to “Reinforce Faces” and change Position By to “Exact Spacing” with a spacing of “100mm”. 15. Set the Bar diameter to “40mm” and then click on the bottom face of the rectangle in the graphics window to display a data form allowing the definition of the reinforcement cover. Set this cover to “50mm” and then close the form using ”OK”.

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16. Note that the reinforcement material property is automatically selected (but could be changed if a second reinforcement property is defined). 17. Close the Define Bars and Tendons form using “OK”. 18. Save the data file using the File|Save as... menu item as “My BS Example 2_2.sam”. 19. Close the program.

Summary Voided slab sections are often used to represent the longitudinal stiffness of a grillage beams. It is important that the torsion properties are calculated correctly and that if “Cracked” section properties are required then the reinforcement is correctly defined.

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2.3. Reinforced Concrete Column Subjects Covered: Reinforcement to two covers; Snapping to reinforcement; editing reinforcement cover and size

Outline A simple reinforced concrete section is required to represent a section of a column – as shown below. Initially 25mm bars are placed in the positions shown below. This is done by placing a bar in each corner, with the appropriate cover, and then using these bars as “snap” points drawing a number of bars between them. This creates duplicate bars in the corners but these are automatically deleted when the form is closed.

It is then realised that 32mm bars should have been used instead. The bars are edited to change the diameter but then the cover needs adjusting back to 46mm.

Procedure 1. Start the program and ensure that the current Project Template: is set to “Version 6 Examples” using the Options|Projects Templates menu item. 2. Begin a new section using the menu item File|New Section.... 3. Use the menu item Data|Titles... to set the title as “RC Column Section” with a sub-title of “Example 2.3”. Also add your initials to the Calculated by data item. Click on “OK” to close the titles form 4. Open the materials data form using the menu item Data|Define Material Properties... Delete the structural steel and prestress properties by clicking twice in the name field and then using the delete key. Click on “OK” to close the Define Material Properties form 2-11

5. Open the Define Section form using the menu item Data| Define Section... 6. In the first row of the Library column select “Parametric Shape” from the dropdown list. This will display a secondary form (with graphic) showing a rectangular shape. Use the dropdown list to select “Rectangle” and set the width to “500mm” and depth to “400mm”. Click on “OK” to close this secondary form. 7. Assign Grade 40 concrete to this component by using the drop down selection of the Property field. 8. Open the Define Bars... form from the Data|Define Bars... menu item. 9. Change the Generate option to “1 bar by 2 covers” and change Diameter to “25mm”.

10. Click on one of the corners of the rectangle in the graphics window to display a data form allowing the definition of the reinforcement cover. Set this cover to “46mm” on both faces and then close the form using ”OK”.

11. Repeat step 9 for the other three corners noting that the cover is automatically set to the last defined. 12. Change the Generate option to “Draw Bars” and set Position By to “Number”. Set the No. of bars to “4” and leave the Diameter as “25mm”. 13. In the graphics window toolbar, set the snap option to “Bar/tendon” then click on the bottom left hand bar in the graphics window followed by the bottom right 2-12

hand bar. This will create an extra 4 bars, 2 of which will be superimposed on the corner bars.

First click Second click

Snap mode

14. Repeat this with the two top corner bars. 15. Change the No. of bars to “3” and draw in the bars along the remaining two vertical edges in the same way. 16. Close the Define Bars and Tendons form using the “OK” button and a message should be displayed saying “Superimposed bars have been deleted”. 17. Re-open the Define Bars and Tendons form using the menu item Data|Define Bars... 18. Click on the “Edit bars..” button and then draw a window around all bars in the graphics window by clicking once in one corner and then clicking again in the opposite corner of the rectangular section. The bars should turn red and a secondary Edit Reinforcement form should be displayed. Change the Edit Option to “Change bar diameter” and set the Bar Diameter to 32mm. Close the Edit Reinforcement form using the “OK” button and the bars are updated.

19. The cover to these bars has then been reduced to 42.5mm so we need to move the bars to re-establish 46mm cover. This can also be done using the “Edit Bars...” button but can only be done one face at a time. Click on “Edit Bars...” and then window round the topmost row of bars. Change the Edit 2-13

Option to “Reset Cover” in the Edit Reinforcement data form and set the cover to “46mm” before closing the form with the “OK” button. The cover to these bars has now been adjusted. 20. This can be repeated for the bottom row of bars and each side row, ing to click on the “Edit Bars...” button each time before selecting the appropriate bars. Close the Define Bars & Tendons form using the “OK” button. 21. The data can then be saved, using the menu item File|Save as..., to a file called “My BS Example 2_3.sam”. 22. Close the program.

Summary This is a simple example that illustrates the creation of a reinforced section which is then needed to be modified. This is a process that can happen frequently in a real design cycle. For this simple section it would probably be just as simple to delete the bars and re-specify them but for more complex sections this may be time consuming.

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2.4. Plate Girder Subjects Covered: Multiple components; ing components; copying components; rotating components; using “Shove” to locate components accurately; defined library shapes.

Outline The shape below is created by using a parametric ‘I’ section and then adding four parametric “Angle” shapes as the cleats. Standard structural steel properties are applied to all components. The section is edited using the facility to combine the components into one defined shape.

Procedure 1. Start the program and ensure that the current Project Template: is set to “Version 6 Examples” using the Options|Projects Templates menu item. 2. Begin a new section using the menu item File|New Section. 3. Use the menu item Data|Titles... to set the title as “Cleated Plate Girder Section” with a sub-title of “Example 2.4”. Also add your initials to the Calculated by data item. Click on “OK” to close the Titles form. 4. Open the Section Definition data form using the menu item Data| Define Section... 2-15

5. In the first row of the Library column select “Parametric Shape” from the dropdown list. This will display a secondary form (with graphic) showing a rectangular shape. Use the dropdown list to change the shape from “Rectangle” to “I” and set the width of both flanges to “500mm”, the overall height to “900mm”, the thickness of top & bottom flanges to “40mm” and the thickness of the web to “20mm”. Click on “OK” to close this secondary form. 6. Resize the graphics window to a reasonable size by clicking on the corner of the window and with the mouse button held down, drag to the new position. Zoom the graphics so that the shape fits the new screen size by clicking on the “fit view” button in the toolbar of the graphics window.

“Fit View” 7. In the second row of the Library column select “Parametric Shape” from the dropdown list. Use the dropdown list to change the shape from “rectangle” to “L” and set the width and height to “75mm” and the thicknesses of both horizontal and vertical to “12mm”. Click on “OK” to close this secondary form. 8. The angle will appear in red with a circle shown at the reference point. Click once on this little circle, releasing the mouse button, and drag the shape to a new location beneath the top flange and to the right of the web, as show below. Place the angle at this location by clicking the left mouse button again.

“Copy”

“Shove Left”

“Rotate” 9. Use the “rotate” edit button to orientate the angle with the arms pointing to the right and vertically down (This could be achieved by entering the angle in the correct column in the table). 10. Now use the “Shove Up” and “Shove Left” edit buttons to locate the angle in its final position. 11. Now use the “Copy” icon in the graphics toolbar to create a second angle component and repeat 8, 9 and 10 to place it in the top left internal corner. 12. This can be repeated twice more to place angles into the bottom internal corners.

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13. At the moment, all components have a material property “void”, so apply the “Steel” property to all components. 14. Although this section can be left as five separate components it may sometimes be desirable to these components into one shape. This is done by selecting one of the angle components and then using the “” edit toolbar button to combine it with the component touching or overlapping with it. This is then repeated with the other three angles to give the one “define shape” component. (The may find that clicking just once on the “” button simultaneously s all of the components together). “Rotate”

“Shove” “”

15. Open up the Define shape form by clicking on “define shape” and re-selecting it from the drop down list. Change the name to “500 by 900 plate girder” then click on the “Add” button to add it to a library file. This will open a file browser form which will allow you to choose an existing library file, if it exists, or to create a new one. We will create a new one by entering a library file name of “My Useful_Sections.lib” and then clicking on the “save” button. 16. Close the Define Element Shape data form using the “OK” button. 17. Click on “OK” to close the Define Section form. 18. Use the menu item File|Save as... to save the section with a file name “My BS Example 2_4.sam”. 19. Close the program.

Summary Sections can be built by combining many different simple components to create more complicated shapes. For composite sections where the components have different material properties then the components will remain as individual entities but if the material is the same they may be ed to form a single shape. This will allow the section to be stored as a single defined library section. The edit toolbar on the graphics window provides many tools for manipulating components of a section.

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2.5. Encased Steel Column Subjects Covered: Enclosing one section in another, adjusting material properties; Universal Columns; Import shape from Autodesk® AutoCAD®; Copying components

Outline An oval shaped concrete column casing, with major axis 800mm and minor axis 600mm is cast concentrically around a steel Universal Column (356x368x202) as shown below. The concrete is grade 30 and the structural steel has a yield strength of 355N/mm2 and elastic modulus 205kN/mm2. The oval outline has previously been created in AutoCAD and saved in a dxf file. This can be imported into the program before adding the standard steel shape. This shape is added twice, once with void properties (to create a hole in the concrete) and a second time with steel properties.

Procedure 1. Start the program and ensure that the current Project Template: is set to “Version 6 Examples” using the Options|Projects Templates menu item. 2. Begin a new section using the menu item File|New Section. 3. Use the menu item Data|Titles... to set the title as “Encased steel section” with a sub-title of “Example 2.5”. Also add your initials to the Calculated by data item. Click on “OK” to close the titles form. 4. Open the Define Material Properties form using the menu item Data| Define Material Properties... and then open the Property Details for the grade 40 concrete by clicking on it in the table. Change the Characteristic Strength to 2-19

“30N/mm2” and then click the “OK” button on both the Define Property Details and Define Properties form to close the forms and ensure that any changes are saved. 5. Open the Define Section data form using the menu item Data| Define Section... . In the first row of the Library column select Import Shapes from the dropdown list which will open a file browser. Navigate to the file called “BS Example 2_5 Elipse.dxf” and open it. Click the “Next” button on the “Import Shapes” form which has appeared on the screen. This will display the general define shape in the graphics window and show the coordinates in the data form. Enter a Name for this component as “Encased Concrete” in the Define Element Shape form and close it with the “OK” button. 6. Assign a material property from the Property column drop down list as the 30N/mm2 concrete. 7. In the second row of the Library column select “Steel Sections” from the dropdown list which will open a secondary form in which “British Sections” are chosen and a “Universal Column” is selected from the choice of Steel Section Range. The serial size is set to “356x368” with a weight of “202kg”. Close the Define Section Details form with the “OK” button. 8. For both the section components change the hook point to number “0” and set the coordinates to (0,0). Zoom the image in the graphics window to fit the screen using the “Fit View” toolbar button. 9. If the steel section is not already set, then set the focus on the steel section by clicking on it (it will turn red – if a line becomes a dashed line then click on it again to make it a solid line). Use the “Copy” toolbar button to create a second instance of this shape . Set the Property of this second shape to be that of Steel and again set the Hook point to 0 and the coordinates to (0,0).

10. Close the Define Section form using the “OK” button and then use the menu item File|Save as... to save the section with a file name “My BS Example 2_5.sam”.

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11. Close the program.

Summary This method is the easiest way of enclosing one shape within another as the “Merge” facility used in example 2.7 only works when boundaries overlap with each other. This process can be repeated several times to create sections such as a concrete tube enclosed between two concentric steel tubes of different radii. A second method, which may be necessary in some circumstances, is to create the encasing component as a single component, without a void component, by applying a split between the external and internal surfaces (look at the parametric shape of an annulus as an example). Alternatively the encasement can be made up of a number of separate components, touching at the boundaries (e.g. a box section made up from two rectangular webs and two rectangular flanges), although this would not represent the torsion properties correctly.

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2.6. Composite Section Subjects Covered: Multiple components with different materials; Standard steel library shapes; Reinforce faces; Hook Points

Outline A composite steel girder and concrete slab is shown below. The slab is 200mm thick and the effective width is 1500mm. Reinforcement is placed in the bottom of the slab using 12 no. 25mm diam. Bars, equally spaced with 50mm cover to the bottom face. The steel girder is a standard steel universal beam section classified as UB 914x419x388. Grade 40 concrete is used for the slab and the standard steel and reinforcement materials are applied respectively. The slab is part of a wider continuous slab.

Procedure 1. Start the program and ensure that the current Project Template: is set to “Version 6 Examples” using the Options|Projects Templates menu item. 2. Begin a new section using the menu item File|New Section. 3. Use the menu item Data|Titles... to set the title as “Composite steel/concrete Section” with a sub-title of “Example 2.6”. Also add your initials to the Calculated by data item. Click on “OK” to close the titles form. 4. Open the Section Definition data form using the menu item Data| Define Section... 5. In the first row of the Library column select Parametric Shape from the dropdown list. This will display a secondary form (with graphic) showing a rectangular shape. Set the width to be “1500mm” and the height to “200mm”, and then click on “OK” to close this secondary form. The slab is to be positioned so that the midpoint of the bottom face is to be at the origin. This is 2-23

done by changing the Hook Point to be “-1” and then setting the coordinates to (0,0). 6. The two short edges of the slab are identified as continuous faces by clicking once on each (they turn to dashed lines) and the material for the slab is set to grade 40 concrete by using the drop down list in the Property column. 7. In the second row of the Library column select Steel Sections from the dropdown list. Use the dropdown list to ensure that the Steel Sections Library is set to “British Sections” and the Steel section range to “Universal Beam”. Then select the Serial size as “914x419” and the weight to “388kg”. Select “Steel” from the Property dropdown menu. Close the form by clicking on the “OK” button. 8. To locate the top of the flange at the centre of the underside of the slab, change the Hook Point of the steel section to “-5” and set the coordinates to (0,0). The material of the steel beam should be set to the structural steel property.

9. Close the Define Section form by clicking on the “OK” button. 10. Open the Define Bars form using the menu bar item Data|Define Bars. Set the Generate field to “Reinforce face(s)”, set the number of bars to “12”, set the bar diameter to be “25mm” and then click on the bottom edge of the slab, which will open a secondary data form.

Click on Bottom Face

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11. In this form set the cover to be “50mm” and the number of faces to be “1” and then click on “OK” to draw the bars.

12. Close the Define Bars and Tendons data form using the “OK” button. 13. Use the menu item File|Save as to save the section with a file name “My BS Example 2_6.sam”. 14. Close the program.

Summary Sections can be built by combining many different simple components to create more complicated shapes. Special libraries have been built containing the major shapes for steel sections which can be used to build up the section. This covers UK, American, Australian, European and Japanese standard sections

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2.7. Pre-stressed section Subjects Covered: Precast concrete beams; Tendon definition and placement; Section outline from text file; Initial Prestress forces; Arcs; Merging; Hook points;

Outline It is required to generate a section of a precast edge beam comprising of a standard YE3 precast beam (Grade 50 concrete) and an insitu slab and edge detail (Grade 40 concrete) as shown below. The section is created using 3 components, 1) a standard precast section from a built in library, 2) a parametric rectangular section for the slab and 3) a general defined shape with specific coordinates for the edge detail. These sections will overlap so they must be merged to eliminate the duplicated material.

Two rows of tendons are placed in the bottom of the beam (11 in the bottom row and 14 in the second) together with two tendons in the top. The bottom row is placed 60mm from the bottom face of the beam with the end tendons 100mm from the vertical faces. The second row is placed 110mm from the bottom face of the beam with the edge tendons 60mm from the vertical faces. The top two tendons are placed 800mm from the bottom face and 72mm from the edge faces. Each tendon (Grade 1776) consists of one strand of 15.2mm diameter and is initially stressed to 225kN.

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X

Y

1

-100

1350

2

-350

1350

3

-400

1100

4

-550

850

5

-554

753

6

-450

690

7

-100

690

8

-100

1350

Procedure 1. Start the program and ensure that the current Project Template: is set to “Version 6 Examples” using the Options|Projects Templates menu item. 2. Begin a new section using the menu item File|New Section.... 3. Use the menu item Data|Titles... to set the title as “Prestressed Section” with a sub-title of “Example 2.7”. Also add your initials to the Calculated by data item. Click on “OK” to close the titles form. 4. Open the Define Material Properties data form using the menu item Data|Define Material Properties... Delete the structural steel by clicking twice in the name field and then using the delete key. Open the data form for the prestress material and set the characteristic strength to 1776N/mm 2. (This gives a force of 225kN when 70% is applied to a 15.2mm diameter strand).

5. Click the “OK” button on both the Define Property Details and the Define Material Properties form to close both forms and ensure that any changes are saved. 6. Open the Define Section data form using the menu item Data| Define Section... 7. In the first row of the Library column select “Concrete Beams” from the dropdown list. This will display a secondary form (with graphic showing a standard bridge beam). Use the dropdown list Concrete beam range to select a “YE beam” and set the Shape no. to “YE3”. Click on “OK” to close this secondary form.

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8. Assign Grade 50 concrete to this component by using the drop down selection of the Property field. 9. In the second row of the Define Section form create a second component by picking “Parametric Shape” from the dropdown list. Set the width to “600mm” and the depth to “160mm”. Assign Grade 40 concrete to this component. 10. Now manipulate the positions of the components so that the origin is at the midpoint of the bottom face of the beam. This is done by setting the hook point of the concrete beam section to “-1” and setting the coordinates to (0,0). The insitu slab can be positioned by also setting the hook point to -1 and the coordinates to (200,870) (allowing 20mm for permanent formwork above the rebate).

Merge

11. The two components overlap, so, to cut out the insitu slab around the beam, select the slab in the list of components and, in the graphics window toolbar, click on the Merge button. 12. The insitu edge detail now needs to be defined. Create a third component, using the dropdown list in the Library column, as a “define shape”. The coordinates, as defined in the table above, can be entered by either typing the coordinates directly into the shape coordinates table (using the “+” button to add a row), or by entering the coordinates into a text file such as notepad, copying them to the clipboard (Control/C) and then using the right mouse button menu option in the coordinate table, pasting them in. Set the section name to “Edge Detail”.

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13. A more accurate shape can be given by fitting arcs where appropriate. Tick the arc box in rows 3 & 5 and click on “OK” to close the Define Shape form. A form appears telling you that the sections intersect. Click the “OK” button on this form.

14. Assign Grade 40 concrete to this component. 15. Again the two components overlap, so, to cut out the edge detail around the beam, select the “Edge Detail” in the list of components and, in the graphics window toolbar, click on the Merge button. Click on the “OK” button to close the Define Section form. 16. Click ‘No’ on the confirm form. To define the tendons select the menu item Data|Define Bars. 17. Select “1 tendon by 2 covers” from the dropdown list in the Generate field and set the area of strand to “181mm2” (the area of a 15.2mm diameter strand). In the graphics window click on the left vertical face of the precast beam (becomes bold) and then on the bottom face which displays a secondary form. Set the Cover to face 1 to “100mm” and Cover to face 2 to “60mm”. Click “OK” on the Locate Tendons form. Notice that the force in the tendon is 225kN (but this could be changed as necessary). Repeat this for the bottom right corner of the beam. Repeat on the bottom right corner with covers to face 1 and 2 “60mm” and “110mm” respectively and then again on the bottom left.

Face 1

Face 2

18. Select “Draw tendons” from the dropdown list in the Generate field and change the snap option in the graphics window toolbar to “bar/tendon”. Set Position By to “Number” and No. of tendons to “11”. Now click on the bottom left hand tendon in the graphics window and then again on the bottom right (generating 2-30

11 extra tendons with superimposed tendons in the corners). Repeat this for the second row but setting the No. of tendons to 14.

19. The top two tendons are created by using “1 tendon by 2 covers” option and selecting the vertical and bottom edges with covers of “72mm” and “800mm” for both corners. 20. Close the Define Bars and Tendons form using the “OK” button. An information message is displayed informing that superimposed tendons have been automatically removed. 21. Use the menu data item File|Save As to save the data file as “My BS Example 2_7.sam”. 22. Close the program.

Summary This section is now ready for section property calculations and stress analysis. The example shows the build up of components, using merge, arc, and hook point facilities as well as illustrating the use of standard library shapes. The edge detail illustrates the ability to cut and paste geometry from a spread sheet or text file. Inserting tendons demonstrated that a tendon could be placed with respect to two faces (which don’t have to be contiguous). The default tendon force is calculated from the characteristic strength, the initial percentage and the tendon area, although this will generally be adjusted to take care of losses.

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3. Section Analysis Contents 3.1. 3.2. 3.3. 3.4. 3.5. 3.6. 3.7. 3.8. 3.9. 3.10.

General Section Properties ..................................................................................... 3-3 Torsion & Shear Section Properties ...................................................................... 3-13 Differential Temperature ....................................................................................... 3-19 Early Thermal Cracking Calculations .................................................................... 3-23 ULS Capacity and stresses of an RC Section ....................................................... 3-29 Crack Width & Stress Calcs of an RC Section ...................................................... 3-41 General Stress Strain Analysis.............................................................................. 3-47 Stresses at transfer of a prestress section ............................................................ 3-53 Staged Construction of a Composite Section ........................................................ 3-59 Interaction Curves for Columns ............................................................................. 3-65

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3-2

3.1. General Section Properties Subjects Covered: Gross section properties; Transformed section properties; Net Transformed section properties; Full plastic moments; Moving the section origin; Reinforcement bar translation.; Results viewer; PDF results viewer

Outline The calculation of section properties for three of the sections defined in section 2 will be considered as follows: Calculate 

Section properties of the gross section (neglecting any difference between material properties).



Section Properties of the transformed section (transformed to grade 40 concrete).



Transformed bending Inertia Ixx about an axis 200mm below the bottom of the slab (the global centroid axis of the complete bridge deck cross section).

Example 2.6

Calculate 

Net transformed Ixx (cracked section properties) transformed to grade 40 concrete.

Example 2.2

Calculate 

Full plastic moment of the section according to BS5400 Part 3.

Example 2.4

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Procedure 1. Start the program and use the menu item File |Open to open the file “BS Example 2_6.sam” created in example 2.6. 2. Use the menu item Data Titles to open the Titles form. Change the Sub-title to “Example 3.1a and the Job Number to “3.1a”. Click on “OK” to close the Titles form. 3. Ensure that Analysis Type is set to “Section Properties” by using the menu item Data |Analysis Type then use the menu Calculate |Analyse to open the Calculate Section Properties form.

Gross Section Properties 4. Click on the Section properties for drop down and select “Gross Section” from the list. This will display the results shown below.

5. Click on the Results button to see the detailed results as a text file. This can be saved as a Rich Text Format (rtf) file if required 6. Click on the “PDF View” tab at the bottom of the results viewer to display the results with the graphics in the form of a PDF document. This can then be saved as a PDF file if required. Page numbering, defined titles and margins can be configured using the “Preferences” button at the top of the viewer.

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7. Close the results viewer using the green “EXIT” Button at the top.

Transformed Section Properties 8. Click on the Section properties for drop down and select “Transformed section”. This will display the results shown below.

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9. Click on the Results button to see the detailed results. 10. Close the results viewer. 11. Click on “OK” to close the Calculate Section Properties form.

Section Properties about a specified axis For properties about a specific axis we need to define the origin of the section at the level of the required axis. One set of properties calculated are about the global axes. 12. Use the Data |Define Section... menu to open the Define Section form. 13. In the first row, change the Y coordinate to “200”. 14. In the second row, change the Y coordinate to “200”.

15. Click “OK” to close the Define Section form. 16. Use the Data |Define bars menu to open the Define Bars and Tendons form. 17. Click on the “Edit bars...” button. 18. Click once on the graphics window to the bottom left of the section, then move the mouse until the selection box contains all the bars. Click again to select the bars which will be highlighted in red. The Edit Reinforcement form will open.

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19. Click on the Edit Option drop down menu and select X-Y Translation.

20. Change the value in the Translation dimensions – y field to “200”. 21. Click on “OK” to move the tendons and close the Edit Reinforcement form. 22. Click on “OK” to close the Define Bars and Tendons form. 23. Use the Calculate |Analyse menu to open the Calculate Section Properties form. 24. Click on the Section properties for drop down and select “Transformed section”. This will display the results shown below.

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25. Click on the Results button to see the detailed results and scroll down the page until the table for Transformed Section area & Properties about global axes (through x=0,y=0): is shown

26. Close the results viewer. 27. Click on “OK” to close the Calculate Section Properties form. 28. Use the File |Save As... menu to open the Save As form. 29. Change the filename to “My BS Example3_1a.sam” And click on the “Save” button.

Net Transformed Section Properties 30. Use the menu item File |Open to open the file “BS Example 2_2.sam” created in example 2.2. 31. Use the menu item Data |Titles to open the Titles form. Change the Sub-title to “Example 3.1b” and the Job Number to “3.1b”. Click on “OK” to close the Titles form. 32. Select the menu item Data |Analysis type |Section Properties. 33. Use the menu Calculate |Analyse to open the Calculate Section Properties form.

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34. Click on the Section properties for drop down list and select “Net transformed Section (BS5400)”. 35. Click on the Transformed to drop down list and select “MP1: C40 Es 31.0 fcc 0.5”. This will display the results shown below:

36. Click “OK” to close the Calculate Section Properties form. 37. Use the File |Save As... menu to open the Save As form. 38. Change the filename to “My BS Example 3_1b.sam” And click on the “Save” button.

Plastic Section Properties 39. Use the menu item File |Open to open the file “BS Example 2_4.sam” created in example 2.4 40. Use the menu item Data |Titles to change the Sub-title to “Example 3.1c” and the Job Number to “3.1c”. Click on “OK” to close the Titles form. 41. Select the menu item Data |Analysis type |Section Properties. Use the Calculate |Analyse menu to open the Calculate Section Properties form. 42. Click on the Section properties for: drop down and select “Plastic section”. Also set the Transformed to: field to the Structural Steel material. The form will now display the results shown below.

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43. Click on the “Results” button to see the detailed results for the Plastic Modulus of the Section. The top of the results file is shown below

This indicates that to obtain the correct results for Plastic Moment and Plastic Modulus, according to the rules in BS5400 part 3 (9.7.1), we should change the gamma value for structural steel in the defined material properties from 1.05 to 1.0 44. Close the results viewer and the Calculate Section Properties form by clicking the “OK” button on the Calculate Section Properties form. 45. Use Data |Define Material properties... to open the Define Material Properties form and click on the Structural Steel property. Change the Material Partial Factor to “1.0” and then close both of the open forms with the “OK” button on each form. 46. Click on the Calculate |Analyse menu to open the Calculate Section Properties form. The form now displays the correct results.

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47. Click on “OK” to close the Calculate Section Properties form. 48. Use the File |Save As... menu to open the Save As form. 49. Change the filename to “My BS Example 3_1c.sam” And click on the “Save” button. 50. Close the program.

Summary The calculation of section properties is very easy, but very powerful as gross, transformed and cracked section properties can be obtained. The choice of which property to use will depend on the type of analysis to be performed using these properties. Reinforced concrete sections for Ultimate Limit State calculations will generally use gross properties whereas Composite steel and Prestressed concrete sections will normally be transformed. Net transformed properties (cracked) are most useful when considering the deflections of a reinforced concrete structure. Fully Plastic Moments and Modulus of a steel section are useful as input to a plastic hinge analysis of a structure and would be applied as “Member Limits” to a the program structural analysis.

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3.2. Torsion & Shear Section Properties Subjects Covered: Torsion Constant; Shear Area; Shear Centre;

Outline It is required to calculate torsion and shear section properties for three of the sections defined in section 2 as follows: Calculate 

The torsion constant for this voided slab section (taking 50% of the beam value as it is to be used in a grillage)



The torsion constant as above but ignore the continuous edges (Use a torsion grid of 20 by 20)

Calculate 

The transformed torsion constant for this encased column (transformed to concrete units) (Use a torsion grid of 100 by 50 for the concrete and 100 by 200 for the steel column)

Calculate 

The shear areas in both x and y direction



The shear centre coordinates (Use a grid of 100 by 100) Poissons Ratio = 0.3

3-13

Procedure 1. Start the program and use the menu item File|Open to open the file “BS Example 2_2.sam” created in example 2.2.

Voided Slab 2. Use the menu item Data|Titles to open the Titles form. Change the Sub-title to “Example 3.2a” and the Job Number to “3.2a”. Click on “OK” to close the Titles form. 3. Use the menu Data|AnalysisType to set the analysis type to “Torsion and shear”. 4. Use the menu item Calculate|Analyse to open the Calculate Torsion and Shear form. 5. Click in the Divisions in X direction field and enter a value of “20”. Click in the Y direction field and enter a value of “20”. 6. Click on the Display results for drop down menu and select “Torsion Stress Function” from the list. Click on the “Analyse” button.

7. Click on the Results button to display the Results Viewer. Note that 50% of C = 1.3069E11mm4. Close the viewer. 8. Click the “OK” button to close the Calculate Torsion And Shear form. 9. Use the menu item Data|Define section… to open the Define Section form. 10. On the first row of the table, click in the Library column and select “Parametric Shape” from the drop down list. This will open the Define Section Details form. Click on the “OK” button to automatically change the section to a discontinuous section. 11. Click on the “OK” button to close the Define Section form.

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12. Use the Calculate|Analyse menu to open the Calculate Torsion And Shear form. Click on the “Analyse” button. Click on the “Results” button to display the Results Viewer. Note that 50% of C = 0.66865E11mm4

13. Click on the “OK” button to close the Calculate Torsion And Shear form. 14. Use the File |Save As... menu to open the Save File form. 15. Change the filename to “My BS Example 3_2a.sam” and click on the “Save” button to save the data file.

Elliptically Encased Steel Column 16. Use the menu item File |Open to open the file “BS Example 2_5.sam” created following the steps in example 2.5. 17. Use the menu item Data |Titles to change the Sub-title to “Example 3.2b” and the Job Number to “3.2b”. Click on the “OK” button to close the Titles form. 18. Use the Data |Analysis Type menu item to set the analysis type to “Torsion and Shear”. 19. Use the Calculate |Analyse menu to open the Calculate Torsion And Shear form. 20. Click in the Divisions in X direction field and enter a value of “100”. Click in the Y direction field and enter a value of “50”. 21. Click on the “Analyse” button. Note that the value of C in Concrete units is 1.89E10mm4.

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22. Click in the Y direction field and enter a value of “200”. Click in the Element to be analysed field and enter a value of “3” (this is the steel column). 23. Click on the “Analyse” button. Note that the value of C in Steel units is 5.57E6mm4. To convert this to concrete units we multiply by the modular ratio of the elastic modulus’ = 205/28 = 7.32 Therefore C of steel section in concrete units is 4.08E7 The combined C is the sum of the two components = 1.89E10 This is a lower bound value as it is assumed that in torsion, the two components are not acting compositely and warping is not constrained. 24. Click on the “OK” button to close the Calculate Torsion and Shear form. 25. Use the File |Save As... menu to open the Save File form. 26. Change the filename to “My BS Example 3_2b.sam” and click on the “Save” button to save the data file.

Shear Centre & Area of RC Edge Section 27. Use the menu item File |Open to open the file “BS Example 2_1.sam” created following the steps in example 2.1. 28. Use the menu item Data |Titles to change the Sub-title to “Example 3.2c” and the Job Number to “3.2c”. Click on the “OK” button to close the Titles form. 29. Use the menu Data |Analysis Type to set the analysis type to “Torsion and shear”. 30. Use the menu item Calculate |Analyse, to open the Calculate Torsion and Shear form. 31. Click in the Divisions in X direction field and enter a value of “100”. Click in the Y direction field and enter a value of “100”. 3-16

32. Click on the Display results for drop down menu and select “Shear Stress Function” from the list. Click on the “Analyse” button.

Note that the shear centre is given on the analysis form at coordinates (209, 207) and is shown by a symbol on the graphic display. The shear area calculated, 63139mm2, is that associated with a shear force applied parallel to the y (vertical) axis. The shear stress distribution due to a vertical force of 1kN can be shown graphically by changing Display results for: to Shear stress YZ (for vertical shear stresses) or Shear Stress XZ (for horizontal shear stresses) and clicking the “Analyse” button. Close the Calculate Torsion And Shear data form with the “OK” button To calculate the shear area in the X (Horizontal) direction, the section must be rotated around by 90 degrees. This is simply done by opening up the Define Section form using the menu Data | Define Section.... and entering “90” degrees in the Rotation column of the single component. The Hook point coordinates should also be set to (250, 0) so that the origin is in the same relative place. Close the Define Section form with the “OK” button. 33. Open up the Analysis form again, set Display results for: to “Shear Stress Function” and click on the “Analyse” button.

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Note that the shear centre is given as (207, -209) which is the same as before except rotated by 90 degrees. The shear area is, 92476mm2, and is that associated with a shear force applied parallel to the horizontal axis in the original section orientation. Click on the “OK” button to close the Calculate Torsion and Shear form. Use the File|Save As... menu to open the Save File form. Change the filename to “My BS Example 3_2c.sam” and click on the “Save” button to save the data file. 34. Close the program.

Summary The first example shows the effect on the torsion constant of including the specification of continuous edges. This almost doubles the value. The 50% value would be used in a grillage analysis because the transverse would also have a torsion stiffness so the total torsion stiffness is split between longitudinal and transverse (hence 50%). The second example illustrates how to deal with sections made up from multiple components having different material properties. (If they were of the same material we could have just ed them). The program cannot deal with composite sections directly in one but if we make a few assumptions, many sections can be analysed by considering both sections separately and using a modular ratio to combine them into one torsion constant transformed to one of the materials. The third example illustrates how to obtain shear stress distribution in a section with the shear centre coordinates and shear areas.

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3.3. Differential Temperature Subjects Covered: BS5400 Temperature Profile; Restraining Moments; Primary differential temperature stresses; defined profile.

Outline

The composite section shown above has been defined and saved in example 2.6 with a slight modification to include a 200mm by 200mm upstand on the left hand edge constructed with grade 40 concrete. The previously defined continuous face on this edge is made non-continuous. A standard temperature gradient, according to appendix C of BS5400, is applied to the section but it requires modifying it to take of the upstand, as shown above. It is assumed that the temperature in the upstand will be constant and at the same value as that at the top of the slab. The effect of the reinforcement is to be included in the calculations. It is required to determine: 

The overall restraining moments and axial forces for both positive and negative cases.



The unrestrained (self equilibrating) primary stresses at the top and bottom of each of the three components for both positive and negative cases.

Procedure 1. Start the program and click on the menu item File |Open... to open the file “BS Example 2_6.sam” created in section 2.6 of this guide. 2. Use the menu item Data |Titles to change the Sub-title to “Example 3.3 Differential Temperature” and the Job Number to “3.3”. Click on “OK” to close the Titles form.

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3. Open the Define Section form using the menu item Data | Define Section...

Add Upstand Edge Detail 4. In the third row of the Library column select “Parametric Shape” from the dropdown list. This will display a secondary form (with graphic) showing a rectangular shape. Set the width and depth to “200mm” then click on “OK” to close the form. The edge detail is positioned by setting Hook point 1 coordinates to (-750,200). 5. The material for the edge detail is set to grade 40 concrete using the drop down list in the Property column. 6. The left hand edge of the slab is made non-continuous by clicking on the slab component in the table, to get focus, then clicking on the left hand edge of the slab. This will change it from a dashed to a solid line. Click on “OK” to close the Define Section form. 7. Use the menu item Data |Analysis Type to set the analysis type to “Differential Temperature”.

Apply Temperature Profile 8. Select the menu item Data |Define Loads |Temperature |BS 5400 Part 2 Appendix C... 9. Click on the Group drop down and select “Concrete deck on steel box, truss or plate girders”. Set the Surfacing thickness to “0.05m”. Click on “OK” to close the BS 5400 Part 2 Appendix C Temperature Profile form.

This shows a profile as defined in BS5400 Appendix C but the program assumes the top of the section is the top of the upstand. We therefore need to lower this profile so the top of it is aligned to the top of the slab. We also need to add a constant temperature portion from the top of the slab to the top of the upstand. 10. Select the menu item Data |Define Loads |Temperature |Defined Profile... This allows the temperature profile to be modified. 3-20

11. In the Positive Temperature Diff and Reverse Temperature Diff columns, change the height and temperature values to those shown below. It is easiest to start at the bottom of the list and work your way up.

Click on “OK” to close the Define Differential Temperature Profile form. 12. Select the menu item Calculate |Analyse and the program will automatically calculate the Relaxing moments and Axial loads, showing them on the displayed form. Untick the Ignore reinforcement? check box to include the effect of reinforcement in the calculations.

13. Click on the Results button to see all the results including the self equilibrating stresses.

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14. Close the results viewer and click on “OK” on the Calculate Temperature Stresses form to close it. 15. Select the File |Save As... option and change the filename to “My BS Example 3_3.sam” then click on the “Save” button to save the updated section file. 16. Close the program.

Summary This example shows how to define a specific temperature profile on a composite steel/concrete section. If a beam, made up from this section and temperature profile, was fully constrained along its length then the following forces and moments would be induced along the span: Temp rise Temp fall M Sagging F Comp M Sagging F Tension 370kNm 1228kN 269kNm -798kN The self equilibrating Primary Stresses at the top and bottom of each component can be seen in the results shown above.

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3.4. Early Thermal Cracking Calculations Subjects Covered: Thermal Strains; Restraint Factor; BD28/87; Reinforce faces on an elliptical surface; Short & Long term Temperature Fall.

Outline The RC column section below is required to resist early thermal cracking stresses according to BD28/87.

The section is the outline of the encased column generated in Example2.5. It is necessary to remove the steel column (and void) before adding the 16 no 25mm reinforcing bars equally spaced around the perimeter with 50mm cover. To position the reinforcement symmetrically about the X axis, as shown, it is necessary to reinforce faces with 16 equally spaced bars, choosing the first face as one with a vertex on the x axis. Early thermal cracking calculations are to be done according to design guide BD 28/87 with the following parameters: 

Short term temperature fall to represent that which would occur using 350Kg/m3 cement content and forming the section with 18mm plywood in the winter (Use the help file here)



Long term temperature fall in the winter



A restraint factor of 0.5 (Internal restraint)



Permissible Crack width for severe environment (Table 1 BS5400 part 4)



Ribbed bars are used for all reinforcement (Type 2 Deformed)



Shrinkage strain (modified by creep) has been calculated as -0.000085



Use recommended values for Ultimate tensile strain (-0.0002)

What is the reinforcement requirement to resist early thermal cracking? 3-23

Procedure 1. Start the program and click on the menu item File |Open to open the file “BS Example 2_5.sam” created in Example 2.5 of this guide. 2. Use the menu item Data |Titles to change the Section Title to “Elliptical Reinforced Column”, the Sub-title to “Example 3.4 - Early Thermal Cracking” and the Job Number to “3.4”. Click on “OK” to close the Titles form.

Modify section and check vertex locations 3. Open the Define Section form using the menu item Data| Define Section... 4. Click on the second row in the Library column and press the “Delete” key on your keyboard to delete the void. Press the “Delete” key again to remove the steel beam. 5. Click on the first row in the Library column and select “Define Shape” from the drop down list. This opens up the Define Element Shape sub-form. Note the location of the vertex on the x axis.

6. Click on “Cancel” to close the Define Element Shape sub-form. 7. Click on “OK” to close the Define Section form.

Define Bars Around Perimeter 8. Use the Data|Define Bars... menu item to open the Define Bars and Tendons form. 9. Click on the Generate drop down and select “Reinforce face(s)”. Put “16” in the No. of bars field and set the Diameter to “25mm”. 10. Click on the graphics window where there is a vertex on the x axis as shown below. Enter a value greater than the no. of segments in the boundary (“100” say) in the No. of Faces field. Click on the “OK” button and a symmetrical pattern of reinforcement is created. Click on “OK” to close the Define Bars and Tendons form. 3-24

11. Use the Data |Analysis Type menu to set the analysis type to “Early Thermal Cracking”. The program displays the following warning message:

Click “OK” to close the warning message. Remove Unused Material Properties 12. Use the Data |Define Material Properties menu to open the Define Material Properties form. 13. Double click on the fifth row in the Name column and press the “Delete” key on your keyboard to delete the structural steel material property. Click the “OK” button to close the Define Material Properties form. 14. Use the Data |Analysis Type menu to set the analysis type to “Early Thermal Cracking”.

Set the Analysis Parameters 15. Use the Calculate |Analyse menu to open the Early Thermal Cracking form. 16. Click on the Design Code drop down and select “BD 28/87” from the list of available design codes. 17. Click on the “Help” button to open the help page for the form.

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18. Click on the “Locate Field Help” button and select “Short Term temp. fall T1” from the list. This will display the table below:

The value of T1 for 18mm plywood in winter with a cement content of 350kg/m 3 is 27. 19. Look at the next section of the Help headed Long term temp. fall T2. It is recommended to use 10 degrees for winter concreting. 20. The field help for Permissible crack width suggests that Table 1 in BS5400 part 4 will give values for appropriate environmental conditions. For severe conditions the value is 0.25mm. 21. Close the Help window 22. Enter “27” in the Short term temp. Fall T1 field. 23. Enter “10” in the Long term temp. Fall T2 field. 24. Enter “0.5” in the Restraint Factor R field. 25. Enter “-0.000085” in the Shrinkage Strain: field. 26. Enter “0.25” in the Permissible Crack Width: field. 27. All other values should be left at the default values. 28. The reinforcement area required is automatically calculated and shown on the Early Thermal Cracking form. The value is 1430mm2 as shown on the Early Thermal Cracking analysis form below. More detailed results can be obtained by clicking on the “Results” button and these can be printed or saved

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29. Click on the “OK” button to close the Early Thermal Cracking form. 30. Use the File|Save As... menu to open the Save File form. 31. Change the filename to “My BS Example 3_4.sam” and click on the “Save” button to save the data file. 32. Close the program.

Summary The area of reinforcement calculated here is based upon the recommendations of DMRB document BD 28/37 and assumes a basic core of concrete 250mm from the surface of the section. This value can be changed if necessary. The restraint factor R has been chosen for an internal restraint (0.5) but this is not strictly correct as the least dimension of the column is greater than 1.0m, but if we assume it is correct for this exercise the process shows the basic principles that may be adopted. As this is an internal restraint the calculated reinforcement should be provided in both horizontal and vertical directions, but this can be provided by the reinforcement designed for other reasons. The vertical reinforcement is provided adequately by the main bars in the column. The horizontal bars would be provided in the form of links. If the column is 4.0m high and 10mm diameter links are used then the minimum link spacing required would be 4000/(1430/(pi*25)) = 220mm.

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3.5. ULS Capacity and stresses of an RC Section Subjects Covered: Reinforce faces; 1 bar by 2 covers; Nominal Load; Gamma factors; Biaxial bending; ULS Shear design; Iterations fail to converge

Outline Ultimate limit state section capacities, for moments and axial force, are to be calculated for two of the sections defined in section 2 as follows: 

This precast section has 7no. 25mm bars in the bottom faces with 50mm cover. The end bars have 50mm cover to the vertical faces. Additionally, 2no. 16mm bars are placed in the top of the upstand with 50mm cover to both faces.



The precast beam is lifted at its ends through the centroid of the section which generates a nominal Mx bending moment of 218kNm due to its self weight (fl = 1.2 f3 = 1.1). Check that the Mx ULS capacity of the section exceeds this. What is the angle of the neutral axis?



The precast beam is stitched to a continuous insitu slab which forces the neutral axis to be horizontal. What is the Mx ULS capacity now?



By keeping the neutral axis horizontal there is an out of balance My moment which is resisted by a transverse membrane force in the slab. What is the value of this force if the beam is 10m long?



Save this section for use in other examples.



This column has a nominal concentric axial load of 1000kN together with a nominal My moment of 100kNm. What is the maximum additional nominal Mx moment that can be applied at ULS. (fl = 1.2 f3 = 1.1)



The design moments and forces at ULS are  Mx = 350kNm  Axial = 1320kN  Shear along y = 180kN What links of 10mm diameter are required? At what value of shear force will it be necessary to have additional links?





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Procedure 1. Start the program and use the menu item File |Open to open the file “BS Example 2_1.sam” created in section 2.1 of this manual.

Section 1 2. Use the menu item Data |Titles to change the Section Title to “Grillage Edge Section with Reinforcement”, the Sub-title to “Example 3.5a” and the Job Number to “3.5a”. Click on “OK” to close the Titles form. 3. Change the analysis type using the Data |Analysis Type |Bending, Axial and Shear menu item.

Define Reinforcement 4. Open the Define Bars and Tendons form using the menu item Data |Define Bars...

5. Click on the Generate drop down menu and select “Reinforce Face(s)” from the list. 6. Click in the No. Of bars field and enter a value of “7”. 7. Click in the Diameter field and enter a value of “25mm”. 8. Click on the sloping bottom face of the section on the graphics window. The face will be highlighted in black and the Reinforcement along face(s) form will open.

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9. Click in the No. of faces field and enter a value of “2” (the default cover of 50mm is assumed) then click “OK”. 10. Click on the Generate drop down menu and select “1 bar by 2 covers” from the list. 11. Click in the Diameter field and enter a value of “16mm”. 12. Click on the left hand vertical and the top curved faces of the section on the graphics window. Both faces will be highlighted in black and the Locate bar by 2 covers form will open. 13. Enter values of “50mm” in both the Cover to face 1 and Cover to face 2 fields then click “OK”. 14. Repeat 12 and 13 for the top right hand corner. 15. Click on “OK” to close the Define Bars and Tendons form.

Define Applied Forces 16. Open the Define loads form using the Data Define Loads |Applied Forces... menu item. 17. Click on the “Insert record” button to add a load case. Then click on the other “Insert record” button near the bottom of the form to add a row to the table at the bottom of the form. 18. On the first row of the table, click in the Type column and select “X Moment” from the drop down list. 19. Enter a value of “218kNm” in the Nominal Load column. 20. Enter a value of “1.1” in the Ultimate γ f3 column. 21. Enter a value of “1.2” in the Ultimate γ fL column. 3-31

22. Click on “OK” to close the Define loads form.

Calculate Capacity 23. Use the Calculate |Analyse menu to open the Bending, Axial and Shear form. The program displays the following “Reinforcement is not fully yielded” warning message:

This suggests that the section is over reinforced and the section fails at ULS by the crushing of the concrete 24. Click on the “OK” button to close this message. 25. Ensure that the Analysis type field is set to “BS 5400 Ultimate Limit State”. Click on the Loadcase drop down menu and select “Loadcase: 1” from the list. 26. Click on the Capacity drop down menu and select “X Moment – Positive” from the list. 27. Click on the Neutral Axis angle drop down menu and select “Free” from the list. 28. The limiting additional load is 177.417kNm. The neutral angle axis is 35.3527°.

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29. Click on the Neutral Axis angle drop down menu and select “Fixed horizontal” from the list. The “Reinforcement is not fully yielded” warning message will appear again. Click on the “OK” button. 30. The limiting additional load is now 493.424kNm. 31. The associated My moment is -552.37kNm but this bending will be restrained by the membrane action in the ading slab. If the beam is 10m long and we assume a uniformly distributed membrane force acting in the interface between the edge beam and slab it will be 8* My/L2 = 44.2kN/m and will be compressive. 32. Click on the “OK” button to close the Bending, Axial and Shear form. 33. Use the File |Save As… menu to open the Save File form. 34. Change the filename to “My BS Example 3_5a.sam” and click on the “Save” button to save the data file.

Section 2 35. Use the menu item File |Open to open the file “BS Example 2_3.sam” created in section 2.3 of this manual. 36. Use the menu item Data |Titles to change the the Sub-title to “Example 3.5b” and the Job Number to “3.5b”. Click on “OK” to close the Titles form. 37. Change the analysis type to “Bending, Axial and Shear” using the Data |Analysis Type | Bending, Axial and Shear menu item.

Define Applied Forces 38. Open the Define loads form using the Data |Define Loads |Applied Forces... menu item.

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39. Click on the “Insert record” button to add a load case. Click on the other “Insert record” button near the bottom of the form to add a row to the table at the bottom of the form. 40. On the first row of the table, click in the Type column and select “Axial” from the drop down list. This will display the Eccentric Axial Loads form. 41. Click in the Axial load value: field and enter a value of “1000kN”. For this exercise we are going to assume a short column with effective length of 0.0 so that no slenderness moments are generated. No eccentricity moments will be applied either.

42. Click on the “OK” button to close the Eccentric Axial Loads form. It can be seen that applying an axial load also generates moment in both direction (0.0 in this case) to represent the slenderness and eccentricity moments. 43. Click on the “Insert record” button near the bottom of the form to add a fourth row to the table at the bottom of the form. On the new fourth row of the table on the Define loads form, click in the Type column and select “Y Moment” from the drop down list. Enter a value of “100kNm” in the Nominal Load column. 44. For all rows in the table, enter values of “1.1” in the Ultimate γ f3 column and “1.2” in the Ultimate γ fL column. 45. Click on “OK” to close the Define loads form. 46. Use the Calculate |Analyse menu to open the Bending, Axial and Shear form. Ensure that the Analysis type field is set to “BS 5400 Ultimate Limit State”. The “Reinforcement is not fully yielded” warning message will appear again. Click on the “OK” button. 47. Click on the Loadcase drop down menu and select “Loadcase: 1” from the list. Click the “OK” button on the warning message. 48. Click on the Capacity drop down menu and select “X Moment – Positive” from the list. Click the “OK” button on the warning message.

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49. The maximum additional Design Mx moment that can be applied is 441.21kNm. The max nominal moment is therefore 441.21/1.1/1.2 = 334.25kNm 50. Click on the “OK” button to close the Bending, Axial and Shear form. 51. Open the Define loads form using the Data|Define Loads|Applied Forces menu item. 52. Click on the “Insert record” button near the top of the form to add a load case and decline to copy the active load case. 53. The ULS design moment (as opposed to nominal moments) are entered directly into the top part of the table. In the second row, in the Mx column (under the Ultimate group) enter “350”. Enter “1320” in the Ax column and enter “180” in the Vy column.

54. Click on “OK” to close the Define loads form. 55. Use the Calculate |Analyse menu to open the Bending, Axial and Shear form. Click the “OK” button on the warning message. 56. Click on the Capacity drop down menu and select “*Not used*” from the list. Click the “OK” button on the warning message. 57. Tick the Shear Force Calcs check box. 58. Click on the “Results” button to display the Results Viewer. 59. Scroll to the bottom of the Results Viewer to find the Link arrangement. The links of 10mm diameter that are required are 314.316 for 2 legs and 628.633mm for 4 legs.

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The output shows the maximum spacing for columns is 384mm so we would use single links at 300mm spacing. 60. The links defined above are minimum reinforcement requirements as the actual shear stress v (1.0651N/mm2) is less than the value of vcrit (1.5372N/mm2). This value of vcrit corresponds to a shear force of 259.78KN as shown on the Bending, Axial and Shear form. If the actual shear force exceeds this value then additional links will be required. The shear force must always be below 801.64kN no matter how much shear reinforcement is required

61. Click on the ”OK” button to close the Bending, Axial and Shear form. 62. Use the File|Save As... menu to open the Save File form. 63. Change the filename to “My BS Example 3_5b” and click on the “Save” button to save the data file.

Section 3 64. Use the menu item File | Open to open the pre-prepared data file “BS Example 3_5c.sam”. 65. Ensure that the analysis type is set to “Bending, Axial and Shear” using the Data | Analysis Type menu item. 66. Use the Calculate | Analyse menu to open the Bending, Axial and Shear form. Ensure that Analysis type is set to “BS 5400 Ultimate Limit State”.

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67. Click on the Capacity field and set it to “Y Moment-Positive”. Click on the Loadcase drop down and select “Loadcase 1”. 68. The iterative procedure fails to converge and a warning message is displayed.

69. Click on the “OK” button in the warning window and the Control Iterations form is displayed. In some cases the iterations process is unable to converge to a solution using the strain compatibility methods. A close approximation can be achieved by manually controlling the iterations as follows. 70. We need to reduce the out of balance Mx bending moment and axial force to values that are as close to zero as possible in order to give the iterations process a point to start from. Input a value of “0.01” in the N.A. Angle / Spin Increment field and click on the arrowed buttons to increase the N.A Angle / Reset value. You will see the section rotating and the residual Mx bending moment reducing. Continue with this until the Mx bending moment just changes sign as shown below.

71. Click on the arrowed buttons to reduce the minimum strain until the residual axial force changes sign as shown below.

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72. The increment needs to be reduced so that more refined adjustments can be made to the residual Mx bending moment. Input a value of “0.001” in the N.A. Angle / Spin Increment field and click on the arrowed buttons to increase the neutral axis angle and reduce the residual Mx bending moment until it changes sign as shown below.

73. The increment needs to be reduced so that more refined adjustments can be made to the residual axial force. Input a value of “0.000001” in the Strain / Min / Spin Increment field and click on the arrowed buttons to reduce the axial force until it changes sign as shown below.

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74. Input a value of “0.0001” in the N.A. Angle / Spin Increment field and click on the arrowed buttons to decrease the neutral axis angle and reduce the residual Mx bending moment until it is within 5kNm of zero as shown below.

75. Ideally the residual axial internal force would be reduced to a value closer to zero, such that is within the default tolerance of 2kN. However, for this example we will accept that we have reduced the residual Mx bending moment to within 5kNm of zero and the axial internal force to within 5kN of zero and adjust the convergence tolerance. Select the menu item Options | Tolerance to open the Convergence Tolerance form. Set the value in the X Moment and Axial fields to “5” and click “OK” to close the form. 76. We now have a starting point for the iterations to begin from. Click on the “Analyse” button. The iterations converge to a solution. The remaining My capacity, in addition to that required to resist the applied loadcase, is the Limiting additional load. We can click “OK” on the Bending, Axial and Shear form when we have finished looking at the results.

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77. Close the program.

Summary This example illustrates four techniques a. How to calculate section capacities of a non symmetrical section where natural bending occurs about a principle axis. b. How to restrain a section so that bending occurs about a given axis and the resultant (out of balance) moments about a perpendicular axis can be determined. c. Consideration of biaxial bending combined with axial forces when applying a given set of forces and moments to a section and being able to calculate the allowable addition forces and moments. d. How to design shear link requirements in a column. e. The control iterations process.

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3.6. Crack Width & Stress Calcs of an RC Section Subjects Covered: SLS Limiting stresses; Defining Load Effects; BS5400 part 4 Equation 24 and 26; Interpolation between long and short term modulus; Maximum crack widths; Crack widths between specific bars.

Outline The calculation of Serviceability limit state stresses and maximum crack widths are to be calculated for the edge section, with reinforcement defined in section 3, under two load/design situations.

Design situation 1  The precast beam is lifted at its ends through the centroid of the section which generates a nominal Mx bending moments of 218kNm due to the dynamic effect on its self weight (fl = 1.0 and it is a live load). Check that the concrete and steel stresses do not exceed the SLS limits 

Check the crack widths for this design situation (not normally a requirement for this design situation but shown for completeness)

Design situation 2  When the section is attached to the insitu slab the Neutral axis is forced to be horizontal. The dead load nominal moment is 126kNm (fl = 1.0) and the live load moment is 254kNm (fl = 1.2). What are the concrete & reinforcement stresses for this case if an interpolated elastic modulus is used? 

What is the max crack width (Equ. 24) for this case.



What is the crack width (Equ. 24) between the two left most bars in the bottom face.

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Procedure 1. Start the program and use the menu item File |Open to open the file “BS Example 3_5a.sam” created in section 3.5 of this manual. 2. Use the menu item Data |Titles to change the Sub-title to “Example 3.6” and the Job Number to “3.6”. Click on “OK” to close the Titles form. 3. Use the Data |Analysis Type menu to set the analysis type to “Bending, Axial and Shear”.

Design Situation 1 Define Load Effects 4. Use the Data |Define Loads |Applied Forces menu to open the Define loads form. 5. Double-click in the Serviceability γ fL field and enter a value of “1.0”. Click “OK” to close the Define loads form.

Calculate Stresses 6. Use the Calculate |Analyse menu to open the Bending, Axial and Shear form. The program will produce a warning. Click on the “OK” button to close the message. Set the Analysis type to “BS 5400 Serviceability Limit State”. Click on the “OK” button to close the message. 7. Click on the Loadcase drop down and select “Loadcase: 1” from the list. Click “OK” on the warning message form. 8. Click on the Capacity drop down and select “Not used” from the list. The program will produce a warning message saying “No permanent load – tension stiffening ignored”. Click on the “OK” button to close the message. 9. Click on the Neutral Axis angle drop down menu and select “Free” from the list. Again, click “OK” on the messages form.

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10. Untick the Crack Width Calcs tick box (if it is already ticked) and then click on the “Results” button. The tables of Maximum and Minimum Strains show the concrete and steel stresses to be 19.65N/mm2 and -220.96N/mm2 respectively. This is less than the allowable limits of 20N/mm 2 and -375N/mm2

Crack Width Checks 11. Tick the Crack Width Calcs tick box and note that the crack widths are 0.287mm using equation 24 and 0.337mm using equation 26. Click “OK” to close the Bending, Axial and Shear form.

Design Situation 2 12. Use the Data|Define Loads|Applied Forces menu to open the Define loads form.

13. Click on the “Insert record” button to add a load case. A Confirm form will open asking if you want to copy the active loadcase. Click on “No” to create a new loadcase. 14. Click on the other “Insert record” button near the bottom of the form twice to add 2 rows to the table at the bottom of the form. On the first row of the table, click in the Type column and select “X Moment” from the drop down list. 15. Enter a value of “126kNm” in the Nominal Load column. 16. Click on the Perm/Live drop down and select “Perm” from the list. 17. Enter a value of “1.0” in the Serviceability γ fL column. 18. On the second row of the table, click in the Type column and select “X Moment” from the drop down list. 3-43

19. Enter a value of “254kNm” in the Nominal Load column. 20. Enter a value of “1.2” in the Serviceability γ fL column. Click “OK” on the message. 21. Leave the Perm/Live drop down set to “Live”. 22. Click on “OK” to close the Define Loads form.

Stress Checks 23. Use the Calculate| Analyse menu to open the Bending, Axial and Shear form. Ensure that “BS 5400 Serviceability Limit State” is selected in the Analysis type field. 24. An error message saying “Section capacity exceeded – overstress factors given in stress analysis Results printout” may appear. Click on the “OK” button. 25. Click on the Capacity drop down and select “*Not used*” from the list. Click “OK” on the warning message form. 26. Click on the Loadcase drop down and select “Loadcase: 2” from the list. Click “OK” on the warning message form. 27. Click on the Neutral Axis angle drop down and select “Fixed horizontal” from the list. 28. Click on the Set Parameters for drop down and select “Serviceability Calculations – BS 5400” from the list. This will open the Design Data for Serviceability Calculations form. 29. Confirm that the Elastic modulus used field is set to “Interpolated”. Click “OK” to close the form. 30. Untick the Crack Width Calcs tick box and click on the “Results” button to open the Results Viewer. 31. The concrete and reinforcement stresses are shown in the MAXIMUM and MINIMUM Strains table. The concrete stress is 19.751N/mm2 and the reinforcement stress is -237.797N/mm2. Close the Results Viewer using the green “Exit” button.

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Crack Width Checks 32. Go to the Bending, Axial and Shear form and tick the Crack Width Calcs tick box. The crack widths calculated according to equations 24 and 26 are shown on the form. The maximum crack width according to equation 24 is 0.302mm.

33. It is also possible to find the crack width between specified bars. We want to find out the crack width between the two outermost bars at the left hand side of the beam. To do this draw a box around the two bars. The Results Viewer will automatically open to show the crack width calculations for those bars. The maximum crack width using equation 24 for those bars is 0.197mm.

34. Close the Results Viewer and click “OK” to close the Bending, Axial and Shear form. 35. Use the File |Save As... menu to open the Save File form.

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36. Change the filename to “My BS Example 3_6.sam” and click on the “Save” button to save the data file. 37. Close the program.

Summary The first design situation considers the lifting of the beam where it will bend about the principle axis. The value of the bending moment is greater than just the dead load bending moment to take into the dynamic effects of the lifting. The max concrete stresses can be obtained from the graphics, but the steel stresses can only be obtained from the results output. The second design situation illustrates the calculation of stresses and crack widths at SLS when some of the load is long term permanent load and the rest is instantaneous live load. The method used is an interpolation between the long and short term modulus so the stresses calculated are those that would occur at the end of the structure life. To check the stresses just after construction, the long term modulus would need to be modified, so as to represent the correct amount of creep, or the can choose to use the short term modulus only.

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3.7. General Stress Strain Analysis Subjects Covered: General stress strain materials

Outline For the Steel/Concrete composite beam, defined in section 2, it is required to calculate the section capacity for bending (sagging and hogging) about the horizontal axis and to examine the stress distribution due to an axial tensile load of -4000kN and a sagging bending moment of 4000kNm.

This is done using the “General Stress Strain” analysis type, but, before this can be carried out the material properties need to be defined as “general stress strain” type material with specific strain limits. The concrete has the same configuration and strain limits as BS5400 concrete. The structural steel is defined as elastic-plastic with a stress limit set to 355/1.05 = 338N/mm2 and a strain limit of 0.01. The yield strain is set to give an elastic modulus of 205kN/mm2. The reinforcement is set as an elastic-plastic with offset and the stress and strain limits should be set as the same as BS5400 reinforcement but with a strain limit of 0.01.

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Procedure 1. Open the program and open the data file “BS Example 2_6” saved in section 2.6, using the File |Open menu item. 2. Use the menu item Data |Titles to change the Section Title to “General Stress Strain Analysis”, the Sub-title to “Example 3.7” and the Job Number to “3.7”. Click on “OK” to close the Titles form. 3. Using the Data |Analysis Type menu item select “General Stress / Strain”. Open the Define Material Properties form using the Data |Define Material Properties menu item. Add an additional material property in the next available row as a “Defined Stress-Strain” type. This should open the Defined Property Details form. 4. Change the Factored Strength to “26.6666” (ie 40.0/1.5) and choose “Parabolic-Rectangular” from the dropdown in the Defined Stress-Strain Type field. This opens a secondary form in which the Set Curve Default to: field should be set to “BS5400”. Close this secondary form and note that the Modulus of Elasticity-Short Term is automatically set to “14.1798”. Now change value of Modulus of Elasticity-Short Term to “31”. Set the Property Name to be “Defined grade 40 Concrete” before closing the Define Property Details form with the “OK” button.

5. Add another material in the next available row as a “Defined Stress-Strain” type. Set the Factored strength to “338N/mm2” (ie 355/1.05) and the Defined Stress-Strain Type to “Elastic Plastic”. Note the default strain at yield is +/0.00169 ( giving an elastic modulus of 200N/mm2.) Change both tension and compression values to +/- 0.00164878 to give an elastic modulus of 205kN/mm2. Close the secondary form and ensure the Strain Limit is set to “0.01”. Set the Property Name to “Defined Structural Steel” before closing the Define Property Details form with the “OK” button.

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6. Add a third new material in the next available row as a “Defined Stress-Strain” type. Set the Factored strength to “434.783N/mm2” (ie 500/1.15) and the Defined Stress-Strain Type to “Elastic-Plastic with offset”. For reinforcement to BS5400 the compressive full yield stress is reduced to 357.143 at a strain of 0.002. Enter this information in the Define Stress-Strain Relation data sub form and then close this sub form using the “OK” button. Note that when the sub form is closed the Factored Strength automatically changes to a value of “357.143”. Now set the Strain Limit to 0.01 and the Property Name to “Defined Reinforcement” before closing the Define Property Details form. Click “OK” on the Define Property Details form.

7. This has now completed the new material property definition so close the Define Material Properties form with the “OK” button. 8. Open the Project Templates form using the menu item Options |Project Templates… Click on the “Create new Project Template” button. This will display the New Project Template form, check the “Copied current model settings” radio button and click on “OK” to close the form. 9. Click in the Project Template field and type “Version 6 Examples 3.7”. Click on the “Export Template…” button to open the Export the program Project Template File form. Change the filename to “Version 6 Examples 3.7.spj” and 3-49

click on the “Save” button to save the Project Template file. Click “OK” on the Project Templates form. 10. Open the Define Section form using the menu item Data |Define Section... and set the parametric shape to have the “Defined Grade 40 Concrete” property and the Steel Sections to have the “Defined-Structural Steel” property. Close this form with the “OK” button.

11. Open the Define Bars and Tendons form using the menu item Data |Define Bars... and click on the “Edit bars...” button. Click in the graphics screen to place a window around all the bars (they will turn red) and a secondary Edit Reinforcement data form will be displayed. Change the Edit Option to “Change Property” and set the Bar property to “Defined-Reinforcement”. Close both forms with the “OK” button. 12. Change the Analysis type to “General Stress/Strain” using the Data |Analysis Type menu item. 13. Open the Define Loads data form using the Data |Define Loads |Applied Forces… menu item. Click on “Insert Record” button to create a new load case. Then enter “4000” and “-4000” in the MX and AX fields in the Ultimate LS sections of the top table. Close the Define Loads data form using the “OK” button.

14. Use the Calculate |Analyse menu item to open the General Stress / Strain form. Ensure that the Analysis type field is set to “General Stress/Strain”. Set the Loadcase to “Loadcase 1” and Capacity to “*Not used*”. The maximum and minimum stresses can be obtained from the results viewer by clicking on the “Results” button. Produce a print preview of the combined text output and graphics by using the Print Preview menu item on the Results Viewer. Alternatively, it may be found under the “More Buttons” tab located immediately to the right of the “Save as...” button on the Results Viewer form. Both the print Preview and results viewer windows can be closed. 3-50

15. To obtain the sagging bending moment capacity set the Loadcase field to “None” and the Capacity to “X Moment – Positive”. The capacity will be shown as the Limiting Additional Load on the Bending, Axial and Shear form.

16. Close all the data forms and save this data file as “My BS Example 3_7.sam” using the File |Save As... menu item. 17. Close the program.

Summary This example shows how any material with a known stress strain relationship can be defined. These materials can then be assigned to components of a section and a general strain compatibility analysis carried out to obtain limiting capacities or stresses for a given set of loads.

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3.8. Stresses at transfer of a prestress section Subjects Covered: Prestress Tendons; Relaxation loss; Elastic Loss; Interpolated/short term Modulus; Notes; Stress/Strain calculation Reports; Inverted Neutral Axis for Hogging.

Outline The pre stressed section defined in Chapter 2 is opened and the slab and edge section are removed from the section definition. The section represents the mid span section of a 25m long beam which has been cast and stressed and is about to be released from its mould. The concrete strength at this stage is based on grade 40 concrete and the relaxation loss in the tendon force is assumed to be 1.25%. The self weight moment is calculated based upon a weight density of 23.6kN/m3 and applied in the load table. An SLS stress analysis is carried out assuming that the neutral axis remains horizontal, and the elastic modulus is set to the short term modulus. The stress results are the stresses in the concrete taking into the losses in the tendons due to the elastic deformation of the concrete. By temporarily setting the elastic modulus of the concrete to a very high value (say 10000kN/mm 2) the resulting stresses are those without elastic deformation losses.

Procedure 1. Start the program and use the menu item File |Open to open the file “BS Example 2_7.sam” created in Chapter 2 of this manual. If an “Information” form appears containing information about the project template, then click “OK” on this form.

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2. Use the menu item Data |Titles to change the Section Title to “Prestressed Section Analysis”, the Sub-title to “Example 3.8” and the Job Number to “3.8”. Click on “OK” to close the Titles form. 3. Open the Section Definition data form using the menu item Data |Define Section... Delete the edge detail by clicking in the Library field of the third row and using the delete key. Delete the slab section by clicking in the Library field of the second row and using the delete key. 4. Assign Grade 40 concrete to concrete beam component by using the drop down selection of the Property field. Click on the “OK” button to close the Define Section form. 5. To find the cross-sectional area of the beam, use the Data |Analysis Type menu to set the analysis type to “Section Properties”. Use the Calculate |Analyse menu to open the Calculate Section Properties form.

6. The cross-sectional area is 0.522m2. The weight density is 23.6kN/m3 and the length of the beam is 25m, therefore an Mx bending moment of 962.4375kNm (i.e 0.522×23.6×25x25/8) must be applied to the beam. 7. Click on the “OK” button to close the Calculate Section Properties form. 8. Delete the Structural Steel Material using the Define Material Properties form (if it is still present). 9. Use the Data |Analysis Type menu to set the analysis type to “Bending, Axial and Shear”. 10. Use the Data |Define Loads |Applied Forces menu to open the Define loads form. 11. Click on the “Insert record” (+) button to add a load case. Click on the other “Insert record” button near the bottom of the form to add a row to the table at the bottom of the form. On the first row of the table, click in the Type column 3-54

and select “X Moment” from the drop down list. Enter a value of “962.4375kNm” in the Nominal Load column. Set the Perm/Live field to “Perm”. Change all serviceability Gamma γ factors to 1 by clicking in relevant fields and entering a value of “1.0”.

12. Click on the “OK” button to close the Define Loads form. 13. The relaxation loss in the tendon force must be ed for before analysing. Open the Define Bars and Tendons form using the menu item Data | Define Bars... 14. The tendon forces are 225kN and must be reduced by 1.25%. Click on the “Edit Tendons” button. Window around the whole section in the graphics window to select all of the tendons. This will open the Edit Reinforcement sub form. On the sub form set the Edit Option field to “Change force” and enter a value of “222kN” in the Tendon Force field. Click “OK” on the sub form. 15. Click on the “OK” button to close the Define Bars and Tendons form. 16. It is useful to make a note of this in the Notes form which can be opened up using the menu item Data | Notes... Enter the following text “Tendon forces have been reduced from 225kN to 222kN to represent relaxation losses at transfer.” Then close the form with the “OK” button. 17. Use the Calculate |Analyse menu to open the Bending, Axial and Shear form. 18. Click on the “No” button. Set the Analysis type field to “BS 5400 Serviceability Limit State”. 19. Click on the Neutral Axis angle drop down and select “Set angle to” from the list. Click in the corresponding edit box and enter a value of “180°”. 20. By default the elastic modulus used in the calculations will be interpolated between the long and short term values and as the load is totally “Permanent” the modulus will be equal to the long term value. To force the short term value 3-55

to be used we use the Set Parameter for: field to “Serviceability Calculations – BS5400” and in the displayed sub-form set Elastic Modulus used: to “Short Term”. Close the sub-form with the “OK” button.

21. The iterations now converge and the graphic display is shown as:

22. Click on the “Results” button to display the Results Viewer.

23. The maximum stress in the tendons is -1123.779N/mm2. The minimum stress is -1194.24N/mm2.

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The full stress in the tendon should be the tendon force divided by the tendon area = 222000/181 = 1226.5N/mm2. The difference in these values is due to elastic deformation losses. 24. Click on the “OK” button to close the Bending, Axial and Shear form. 25. Use the Data |Define Material Properties menu to open the Define Material Properties form. Open the data form for the Grade 40 concrete by clicking on the Name field in the first row of the table. On the Define Property Details form, click in the Elastic Modulus – Short Term field and enter a value of 10000kN/mm2. The program will display a warning message saying “Outside expected range”. Click on the “OK” button. 26. Click on “OK” on both the Define Property Details and the Define Material Properties forms to close both forms and save the changes.

27. Use the Calculate |Analyse menu to open the Bending, Axial and Shear form. Click on the “Results” button to display the Results Viewer. 28. The maximum and minimum stresses without elastic deformation losses are now -1226.155N/mm2 and -1226.432N/mm2 respectively. 29. Close the Results Viewer and click on the “OK” button to close the Bending, Axial and Shear form. 30. Change the material back to default grade 40 concrete by opening the Define Material Properties form, clicking on the grade 40 concrete and then clicking on the “Default” button on the Define Property Details form. Confirm that you want to reset to default values by clicking on “Yes” on the form that appears. Close both material forms with the “OK” button. 31. Use the File|Save As... menu to open the Save File form. 32. Change the filename to “MY BS Example 3_8.sam” and click on the “Save” button to save the data file. 33. Close the program.

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Summary This example demonstrates the effect of including prestress tendons in a section. The resultant stresses are due to the prestress force and the moments from the dead weight of the beam. If it was required to see the stresses from the prestress only, then a very small dead load could be applied. It should be noted that although relaxation losses are included in the material form for pre-stressing tendons, this data is not used as the section analysis is not fixed to a given time. This is why the tendon forces were modified manually to set the relaxation loss to 1.25%. The stress diagrams are always produced with compressive forces at the top. If a hogging moment is applied to a section it automatically inverts the section. In the prestress case the applied moment is sagging but the prestress provides higher compressive stress at the bottom of the beam. This is why the neutral axis needed to be inverted manually.

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3.9. Staged Construction of a Composite Section Subjects Covered: Section Stages; Saving Intermediate Files; Initial Strains; General Stress/Strain Analysis

Outline A 30m long composite beam is constructed in two stages. 1) The steel beam s its own weight plus the weight of the wet concrete (23.6kN/m3 density of concrete – 77kN/m3 density of steel). 2) The beam becomes composite and s an additional mid-span design moment of 1500kNm due to surfacing. Determine the as-built stresses due to this loading. Use the composite section saved in the General stress strain example. Determine the areas of both beam and slab so that the dead load mid-span moments can be determined. Delete the slab and reinforcement element from the section and apply the dead load moment. Carry out a general stress strain analysis to determine the strains in the steel beam. Add back the slab and reinforcement elements and apply the strains from the first analysis as initial strains. An additional bending moment of 1500kNm is then applied before carrying out a second general stress strain analysis of the whole section to determine the stresses.

Procedure 1. Start the program and use the menu item File |Open to open the file “BS Example3_7.sam” created in section 3.7 of this manual. If an “Information” form appears containing information about the project template, then click “OK” on this form. 2. Use the menu item Data |Titles to change the Section Title to “Composite Section Staged Construction”, the Sub-title to “Example 3.9” and the Job Number to “3.9”. Click on “OK” to close the Titles form.

Determine and Define Dead Loads 3. To find the cross-sectional area of the beam and slab, use the Data |Analysis Type menu to set the analysis type to “Section Properties”. Use the Calculate |Analyse menu to open the Calculate Section Properties form. Click on the 3-59

“Results” button to open the Results Viewer. The area of the slab is 0.3m2. The area of the beam is 0.04942m2.

4. Click on the “OK” button to close the Calculate Section Properties form. 5. The dead load moment to be applied for the concrete slab is 796.5kNm (0.3×23.6×302/8). The dead load moment to be applied for the steel beam is 428.1kNm (0.04942×77×302/8). 6. Use the Data |Analysis Type menu to set the analysis type to “General Stress/Strain”. 7. Use the Data |Define Loads |Applied Forces… menu to open the Define Loads form. Click on the “Clear All” button and confirm that you want to clear all loads by clicking “Yes” on the form that appears. Click on the “Insert Record” button to add a new load case. Click twice on the other “Insert Record” button near the bottom of the form to add 2 new rows to the table at the bottom of the form. On the first row of the table, click in the Type column and select “X Moment” from the drop down list. Enter a value of “796.5kNm” in the Nominal Load field. On the second row of the table, click in the Type column and select “X Moment” from the drop down list. Enter a value of “428.1kNm” in the Nominal Load field. Select “Perm” from the Perm/Live drop down list in both rows. Change all the Gamma γ factors to 1 by entering “1.0” in the relevant fields. Click on the “OK” button to close the Define Loads form.

8. Use the File |Save As... menu to open the Save File form. Change the filename to “My BS Example 3_9 Stage 2.sam” and click on the “Save” button to save the data file. 3-60

Remove Slab & Reinforcement 9. Open the Define Section form using the menu item Data| Define Section... Click anywhere on the first row of the table and use the delete key to remove the concrete slab. Click on the “OK” button to close the Define Section form. 10. Open the Define Bars and Tendons form using the menu item Data |Define Bars... Click on the “Clear” button to remove all the bars. Click “Yes” on the confirm form. Click on the “OK” button to close the Define Bars and Tendons form.

Determine strains on Steel Beam 11. Use the Calculate |Analyse menu to open the General Stress/Strain form. Click on the “Results” button to open the Results Viewer. The maximum and minimum strains in the beam are 0.0003841 and -0.0003841 respectively. Close the Results Viewer and click on the “OK” button to close the Calculate General Stress/Strain form.

12. Use the File |Save As... menu to open the Save File form. Change the filename to “My BS Example 3_9 Stage 1.sam” and click on the “Save” button to save the data file.

Apply Stage 1 Strains as Initial Strains in Stage 2 13. To apply the strains from the first stage to the components in the second we must first open the second stage file saved in step 8 above. Use File |Open... to do this. 14. Use the Data |Define Loads |Initial Strain… menu to open the Define Loads form. On the first row of the table, click in the Maximum field and enter a value of “0.00038411”. Click in the Minimum field and enter a value of “-0.00038411”. To assign these values to the steel beam, click in the Element field and enter a value of “2”. If the “Enter” key is pressed the graphics displays the applied strains and resultant stresses.

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15. Click on the “OK” button to close the Define Loads form.

Apply Moment Due To Surfacing 16. Use the Data |Define Loads |Applied Forces… menu to open the Define Loads form. Click on the “Insert record” button near the bottom of the form to add a third row to the table at the bottom of the form. On the third row of the table, click in the Type column and select “X Moment” from the drop down list. Enter a value of “1500kNm” in the Characteristic Effect field. Select “Perm” from the Perm/Live drop down list. Change all the Gamma factors to 1 by entering “1.0” in the relevant fields. NB. Although, strictly speaking, the strains resulting from the first two loads have already been added, the loads must remain in the table for the program to perform the calculations correctly. 17. Click on the “OK” button to close the Define Loads form.

Calculate Final Stresses/Strains 18. Use the Calculate |Analyse menu to open the General Stress/Strain form. The general stress strain distribution can be seen on the graphics.

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19. Click on the “Results” button to open the Results Viewer. The maximum and minimum stresses for the concrete slab are 5.22799N/mm2 and 2.7192N/mm2 respectively. The maximum and minimum stresses for the steel beam are 99.2097N/mm 2 and -153.076N/mm2 respectively. 20. Close the Results Viewer and click on the “OK” button to close the General Stress/Strain form. 21. Use the File |Save As... menu to open the Save File form. 22. Change the filename to “My BS Example 3_9.sam” and click on the “Save” button to save the data file.

Compare with Non-Staged Construction Analysis 23. To compare the as-built stresses to those that result from applying the load cases to the whole section at once, use the Data |Define Loads |Initial Strain… menu to open the Define Loads form. Click on the “Clear” button to remove the initial strains. Click the “Yes” button in the confirmation box that appears. Click on the “OK” button to close the Define Loads form. 24. Use the Calculate |Analyse menu to open the General Stress/Strain form. Click on the “Results” button to open the Results Viewer. The tables below show the comparative stresses: In Stages

Composite

Max Stress

5.22799N/mm2

9.1N/mm2

Min Stress

2.7192N/mm2

5.02N/mm2

Stress comparison table for Defined grade 40 Concrete

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In Stages

Composite

Max Stress

99.2097N/mm2

39.3N/mm2

Min Stress

-153.076N/mm2

-136.2N/mm2

Stress comparison table for Defined Structural Steel

25. Close the Results Viewer and click on the “OK” button to close the General Stress/Strain form. 26. Save this data file as “My BS Example 3_9.sam” using the File |Save As... menu item. 27. Close the program.

Summary A staged construction must be carried out as two or more separate analyses. The first analysis considers the first stage section components only and a load applied to represent the total load at this stage. From this analysis the max & min strains of the first stage components can be determined. The second analysis includes stage 1 and stage 2 section components and the full load at this stage applied. Stresses and strains at this stage are then available. If required, the strains at this stage can be used as input to further stages. Also note that the strains shown on the graphic are the additional strains due to the additional load – not the total strains – these are shown in the text results. The stresses on the graphics are the total stresses but can also obtained from the printed results.

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3.10. Interaction Curves for Columns Subjects Covered: Reinforced concrete column; General Stress/Strain Sections; Effective lengths; slenderness moments

Outline Using two sections defined in Chapter 2 of this manual, shown below, produce bending/axial interaction curves for each, using 50 points on each curve, as follows:

Example 2.3



Using BS5400 ULS calculation determine the design MY bending capacity of the section.



Create Interaction curves for the section assuming an effective length of 0.0 in both directions. This assumes the section is a beam and that no slenderness or tolerance moments will be considered.



The curves should be for MX (hor) against AXIAL (vert) for values of MY ranging from 0.0 to just below MY capacity in increments of 50kNm.



Examine the effect on the interaction diagrams when an effective length of 3.0m is used.



Using General stress strain calculations and materials determine the ultimate axial capacity of the section.



Create an interaction curve of MX (hor) against MY (vert) for axial ranging from 0.0 to capacity so that there are 10 curves.

Example 2.5

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Procedure RC Column 1. Start the program and use the File |Open menu item to open the file “BS Example 2_3.sam” created in Chapter 2 of this manual. If an “Information” form appears containing information about the project template, then click “OK” on this form. 2. Use the Data |Titles menu item to change the Section Title to “Interaction Curves for RC Column”, the Sub-title to “Example 3.10a” and the Job Number to “3.10a”. Click on the “OK” button to close the Titles form. 3. Use the Data |Analysis Type menu item to set the analysis type to “Bending, Axial and Shear”. 4. Use the Calculate |Analyse menu item to open the Bending, Axial and Shear form. Click on the Capacity drop down menu and select “Y Moment – Positive” from the list. Click on the Analysis type drop down menu and select “BS 5400 Ultimate Limit State” from the list.

5. The design MY bending capacity of the section is 564.811kNm. 6. Click the “OK” button to close the Bending, Axial and Shear form. 7. Use the menu item Calculate |Interaction Curves… to open the Interaction Curves form. 8. Click on the Required Curves y-axis drop down menu and select “Axial” from the list. Click on the Required Curves x-axis drop down menu and select “Mx” from the list.

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9. On the Tab Increments , click on the From field and enter a value of “0kNm”. Click on the To field and enter a value of “550kNm”. Click on the Increment field and enter a value of “50kNm”. 10. Click on the “Add Tab by Increments” button. 11. Click on the Points per Curve field and enter a value of “50”. 12. Click on the Effective column length about X= field and enter a value of “0.0m”. Repeat for the Y= field. 13. Click on the “My=0” tab of the “Interaction Curves” form. Click on the “Analyse All” button. Click the “OK” button on any warning messages that appear.

14. Click on the “Results” button to display the Results Viewer. 15. Click on the tab “My = 500” on the Interaction Curves form and then the “My = 550” tab and examine the graphics displayed.

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We can see that the bottom part of the curve for both My =500 and My = 550 are unusually shaped . Sometimes this indicates that the results in these regions of the curves are not correct and are not useable. This is because that when My tends towards its capacity the solution becomes unstable at a number of points, especially at small values of Mx. To examine where points on the curves may be unstable we can inspect the results file and determine which part of the curve is usable.

If we scroll to the bottom of the results file we can see that in the case of this particular example there are no interpolated points. In those files where a does encounter interpolated points, then such points indicate that a solution has failed to converge at that point. Such areas would be unreliable and should not be used. The procedure for a case where a solution has failed to converge for small values of Mx and high values of My would be to consider a change in the axes and plot My against Axial for a range of small Mx values. Such a procedure is demonstrated in the following steps. Close the Results Viewer. 16. Change the x axis to “My” ( all the My tabs should disappear) and then create tabs for Mx = 0 to 20 in increments of 1. (See steps 9 and 10). 17. Click on the “Analyse All” button to produce the curves. Click “OK” on any warning message that appears. We can see from the graphics that this has then produced stable results in this region of the 3D interaction.

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18. Click in the Mx = 0 tab and note the Critical value of Y on the Interaction Curve form when X = 0. The value shown on the Interaction curves form is 6301.954kN.

19. Change the effective column length to “3.0m” in both the X: and Y: directions and then click on the “Analyse All” button. Click “OK” on any warning message that appears. The same critical value is now 5679.166kN which is less than the 6301.954kN value above. This is because a non-zero effective length indicates the section is a column and that both tolerance and slenderness moments will be considered in the analysis, thus reducing the design axial capacity for a given set of design moments 20. Close the Results Viewer and click the “OK” button to close the Interaction Curves form. 21. Use the File |Save As... menu item to open the Save File form. 22. Change the filename to “My BS Example 3_10a.sam” and click on the “Save” button to save the data file.

Encased Column 23. Use the File |Open menu item to open the file “BS Example 2_5.sam” created in Chapter 2 of this manual. 24. Use the Data |Titles menu item to change the Section Title to “Interaction Curves for Encased Column”, the Sub-title to “Example 3.10b” and the Job Number to “3.10b”. Click on the “OK” button to close the Titles form. 25. Use the Data |Analysis Type menu item to set the analysis type to “General Stress/Strain”. 26. Use the Options| Project Templates… menu item to open the Project Templates form. Click on the “Import Template…” button and open the file “Version 6 Examples 3.7.spj” created in section 3.7 of this guide. Click the “Yes” button on any “Confirm” forms that appear. Click on the “OK” button to close the Project Templates form. 3-69

27. Use the Data |Define Material Properties menu item to open the Define Material Properties form. Click on the “Apply Template…” button. The Project Template Materials form will appear, click on the “Replace current ones” radio button and then click the “OK” button to close the form. Click on the “OK” button to close the Define Material Properties form. 28. Use the Data |Define Section menu item to open the Define Section form. 29. Click in the Property field on the first row of the table and select “Defined grade 40 Concrete” from the drop down menu. 30. Click in the Property field on the second row of the table and select “Defined Structural Steel” from the drop down menu. The third row is the void section to make the hole in the concrete to take the steel. 31. Click on the “OK” button to close the Define Section form. 32. In order for the program to perform the calculations, some nominal reinforcing bars must be included in the section. Use the Data |Define Bars… menu item to open the Define Bars and Tendons form. 33. Click on the Generate drop down menu and select “Draw Bars” from the list. Click in the Diameter field and enter a value of “1mm”. A warning message appears saying this is a non standard size. Click on “OK” to close this. 34. On the Define Bars and Tendons graphic display, click on the 4 grid points nearest the edge of the concrete section that lie on the X or Y axis as shown below.

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35. Click on the “OK” button to close the Define Bars and Tendons form. 36. Use the Calculate |Analyse menu item to open the General Stress / Strain form. Ensure that the Analysis type field is set to “General Stress/Strain”. Click on the Capacity drop down menu and select “Axial” from the list.

37. The ultimate axial capacity of the section is 14951.2kN. 38. Click the “OK” button to close the General Stress / Strain form. 39. Use the menu item Calculate |Interaction Curves… to open the Interaction Curves form. 40. Click on the Required Curves y-axis drop down menu and select “My” from the list. Click on the Required Curves x-axis drop down menu and select “Mx” from the list. 41. On the Tab Increments , click on the From field and enter a value of “0kNm”. Click on the To field and enter a value of “14500kNm”. Click on the Increment field and enter a value of “1600kNm”. Click on the “Add Tab by Increments” button. 3-71

42. Click on the Points per Curve field and enter a value of “50”. 43. Click on the “Analyse All” button to produce the curves. Click “OK” on any error messages that may appear. 44. Click on the “OK” button to close the Interaction Curves form. 45. Use the File |Save As... menu item to open the Save File form. 46. Change the filename to “My BS Example 3_10b.sam” and click on the “Save” button to save the data file. 47. Close the program.

Summary This example shows how multiple interaction curves can be created in one analysis and that the interaction variables can be changed. It also highlights that you need to be careful when interpreting the results, especially when large slenderness moments exist due to the effective lengths of columns, as failure to converge at some points may occur. It was demonstrated that when the tabbed value approached the section capacity for that component alone then the solution for the other two components becomes unstable. In this case it is better to change the tabbed component to a different component and investigate the interaction between the others. The second example shows that by using general stress strain methods, interaction curves can be drawn for any section, not just RC sections.

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4. Beam Definition Contents 4.1. 4.2. 4.3. 4.4. 4.5. 4.6.

Steel Composite Beam Definition .............................................................................. 4-3 Steel Composite Beam Definition (Advanced) ........................................................... 4-7 Prestress Beam Definition (Simple) ......................................................................... 4-15 Prestress Beam Definition (Advanced) .................................................................... 4-19 Reinforced Concrete Beam Definition ...................................................................... 4-27 Post-Tensioned Beam Definition (Simple) ............................................................... 4-37

4-1

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4.1. Steel Composite Beam Definition Subjects Covered: Steel composite beam; outer beam; rolled steel UB; concrete haunch; concrete edge; edge cast with slab;

Outline Create a simply ed composite steel/concrete beam 26m long with a uniform section as shown below.

The steel beam is a standard Universal beam 914x419x388 and has standard default steel material properties. The 200mm thick concrete slab is grade 40 concrete. The concrete edge geometry has been pre-defined and is stored in a section library, which can be imported. It is structural and it is cast separately from the slab. The edge will need offsetting to place it in the correct position. Save the file as “My BS Example 4_1.sam” for use in a later example

Procedure 1. Start the program and ensure that the current Project Template: is set to “Version 6 Examples” using the Options |Projects Templates menu item. 2. Begin a new section using the menu item File |New Beam. 3. Set the Beam type to “Steel Composite” using the Data |Beam Type menu item. 4. Use the menu item Data |Titles... to set the Section title as “Composite steel/concrete Beam - Simple” with a sub-title of “Example 4.1” and a Job Number of “4.1”. Also add your initials to the Calculated by data item. Click on “OK” to close the titles form.

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Define Beam 5. Use the Data |Define Beam… menu item to open the Define Composite Beam form. 6. Click in the Span field and enter a value of “26m”. Click on the Location is drop down menu and select “Outer beam” from the list. 7. Click on the Define drop down menu and select “Section” from the list to open the Composite Beam Section Definition form. Click in the Component drop down menu on the first row of the table and select “Rolled Steel UB” from the list. This will open the Define Composite Beam Component form. Click on the Serial size within range drop down menu and select “914×419” from the list. Click on the “OK” button to close the Define Composite Beam Component form.

8. Click in the Component drop down menu on the second row of the table and select “Concrete Slab” from the list. This will open the Define Composite Beam Component form. Click in the width field and enter a value of “2000mm”. Click in the depth field and enter a value of “200mm”. Click on the “OK” button to close the Define Composite Beam Component form. Click in the Slab Details X offset field and enter a value of “0.5m”.

Add Haunch and Edge Detail 9. Click in the Component drop down menu on the third row of the table and select “Concrete Haunch” from the list. This will open the Define Composite 4-4

Beam Component form. Click in the width at top field and enter a value of “600mm”. Click in the width at bottom field and enter a value of “420mm”. Click in the depth field and enter a value of “75mm” Click on the “OK” button to close the Define Composite Beam Component form.

10. Click in the Component drop down menu on the fourth row of the table and select “Concrete Edge” from the list. This will open the Define Edge Detail form.

11. Click on the “Retrieve” button and open the supplied file “BS Example 4_1 Edge Details.lib”. There is only one shape in this library file so select it and click on the “OK” button. The edge detail is not located correctly in the section but this can be done by setting the offsets in the Composite Beam Section Definition form. 12. Close the Define Edge Detail form with the “OK” button. 13. Enter an X offset: of “-0.5” and a Y offset: of “0.996”. 14. Uncheck the Edge detail cast with slab? check box.

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15. Ensure that the C40 grade concrete is assigned to three concrete components in the Property column (see above). Click on the “OK” button to close the Composite Beam Section Definition form. 16. Click on the “OK” button to close the Define Composite Beam form. 17. Use the File |Save As... menu item to open the Save File form. 18. Change the filename to “My BS Example 4_1.sam” and click on the “Save” button to save the data file. 19. Close the program.

Summary In this example we have defined a steel composite beam which includes a concrete haunch and a concrete edge detail. The edge detail was imported from a library file but could easily have been generated by entering the coordinates of the shape vertices directly into the table. Note that the materials for each section component were not explicitly defined but default values were used as these were the correct values. Different materials could have been selected here if they had been previously defined.

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4.2. Steel Composite Beam Definition (Advanced) Subjects Covered: Steel composite beam; span type; end span type; slab reinforcement; section locations; soffit profile; construction stages;

Outline A composite steel girder and concrete slab is shown below.

The beam is a steel plate girder with a nominal yield strength of 355N/mm2. The top and bottom flanges are 500mm wide and 40mm thick. The web is 20mm thick. The overall depth of the girder is 1000mm at the deepest section. The 200mm thick slab is grade 40 concrete and is 2000mm wide. It is required to create two beams: 1. A 30m internal span which has a curved bottom flange (circular arc) such that the mid-span point is raised by 400mm. The concrete slab is cast in its length in two stages, as shown, and has longitudinal structural reinforcement of 25mm diameter bars at 200mm centres top and bottom. This reinforcement has 50mm cover and is placed in the slab only over the s, extending 8m into the span from both ends.

2. A 20m end span which has a curved bottom flange (circular arc) such that the simply ed end and a point 7m from this end are raised by 400mm. The concrete slab is cast in its length in two stages, as shown, and has the same reinforcement as the first beam. This reinforcement has 50mm cover and is 4-7

placed in the slab only over the continuous , extending 6m into the span.

Procedure 1. Start the program and ensure that the current Project Template: is set to “Version 6 Examples” using the Options |Projects Templates menu item. 2. Begin a new section using the menu item File |New Beam. 3. Set the Beam type to “Steel Composite” using the Data |Beam Type menu item. 4. Use the menu item Data |Titles... to set the Beam title as “Composite steel/concrete Beam – Advanced 1” with a sub-title of “Example 4.2a”. Set the Job Number to “4.2a” and add your initials to the Calculated by data item. Click on “OK” to close the Titles form.

Define Beam 5. Use the Data |Define Beam… menu item to open the Define Composite Beam form. 6. Click on the Type drop down menu and select “Continuous – internal span” from the list. Enter a value of “30m” in the corresponding Span field. Select the item “End span” from the SIDE SPANS – LEFT Type and RIGHT Type drop down menus and enter values of “20m” in the corresponding Span fields. 7. Click on the Cross section is drop down menu and select “Varying” from the list. Click on the Location is drop down menu and select “Inner beam” from the list. Enter a value of “2” in the No. of different sections field.

Define Cross Section and Reinforcement 8. Click on the Define drop down menu and select “Section 1” from the list to open the Composite Beam Section Definition form. Click in the Component drop down menu on the first row of the table and select “Plate Girder” from the list. This will open the Define Composite Beam Component form. Enter a value of “500mm” in the top flange width and bottom flange width fields. Enter a value of “40mm” in the top flange thickness and bottom flange thickness fields. Enter a value of “1000mmm” in the overall height field and a value of “20mm” in the web thickness field. Click on the “OK” button to close the Define Composite Beam Component form.

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9. Click in the Component drop down menu on the second row of the table and select “Concrete Slab” from the list. This will open the Define Composite Beam Component form. Click in the width field and enter a value of “2000mm”. Click in the depth field and enter a value of “200mm”. Click on the “OK” button to close the Define Composite Beam Component form. Ensure that the C40 grade concrete is assigned to the slab. 10. Click in the Component drop down menu on the third row of the table and select “Reinforcement” from the list. This will open the Composite Beam Reinforcement form. Enter values of “25mm” in the Top Diameter and Bottom Diameter fields. Enter values of “200mm” in the Top Spacing and Bottom Spacing fields. Enter values of “50mm” in the Top Cover and Bottom Cover fields. Click on the “OK” button to close the Composite Beam Reinforcement form.

11. Click on the “OK” button to close the Composite Beam Section Definition form. 12. Click on the Define drop down menu and select “Section 2” from the list to open the Composite Beam Section Definition form. Click in the third row of the table and press the delete key on the keyboard to remove the “Reinforcement” component. 13. Click on the “OK” button to close the Composite Beam Section Definition form.

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Define Section Locations and Soffit Profile 14. Click on the Define drop down menu and select “Section Locations” from the list to open the Beam Feature Definition form. On the first row of the table, click in the Section name drop down menu and select “Section 1” from the list. On the second row, select “Section 1” and enter a value of “8m” in the Position along span field. On the third row, select “Section 2” and enter a value of “8m”. On the fourth row, select “Section 2” and enter a value of “22m”. On the fifth row, select “Section 1” and enter a value of “22m”. On the sixth row, select “Section 1” and enter a value of “30m”. Clicking on the icon will show the side elevation shown below. Click on the “OK” button to close the Beam Feature Definition form.

15. Click on the Define drop down menu and select “Soffit Profile” from the list to open the Define Soffit Profile form. On the second row of the table, click in the Position along span field and enter a value of “15m”. On the same row, click in the Offset from datum field and enter a value of “400mm”. On the first row, click in the Profile to next point drop down menu and select “Arc” from the list. Click on the “OK” button to close the Define Soffit Profile form.

Define Construction Stages 16. Enter a value of “2” in the No. of construction stages field. Click on the Define and locate span features drop down menu and select “Construction Stages” from the list to open the Beam Feature Definition form.

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17. On the first row of the table, click in the Construction stage drop down menu and select “Insitu stage 1” from the list. On the second row, select “Insitu stage 1” and enter a value of “8m” in the Position along span field. On the third row, select “Insitu stage 2” and enter a value of “8m”. On the fourth row, select “Insitu stage 2” and enter a value of “22m”. On the fifth row, select “Insitu stage 1” and enter a value of “22m”. On the sixth row, select “Insitu stage 1” and enter a value of “30m”. Click on the “OK” button to close the Beam Feature Definition form.

18. Click on the “OK” button to close the Define Composite Beam form. 19. Use the File |Save As... menu item to open the Save File form. 20. Change the filename to “My BS Example 4_2a.sam” and click on the “Save” button to save the data file.

Create Second Beam 21. Use the menu item Data |Titles... to set the Beam Title as “Composite steel/concrete Beam – Advanced 2” with a sub-title of “Example 4.2b”. Set the Job Number to “4.2b” and then click on “OK” to close the Titles form. 22. Use the Data |Define Beam… menu item to open the Define Composite Beam form. 23. Click on the MAIN SPAN Type drop down menu and select “Continuous – end span” from the list. Enter a value of “20m” in the corresponding Span field and press ‘Enter’ on the keyboard. A confirmation box will appear with the message “Beam span features will be modified. Continue?”. Click on the “Yes” button. A second confirmation box will appear with the message “Beam section locations and elevation profile will be modified. Continue?”. Click on the “Yes” button. Select the item “Internal span” from the SIDE SPANS – LEFT Type drop down menu and enter a value of “30m” in the corresponding Span field. 24. Click on the Define drop down menu and select “Section Locations” from the list to open the Beam Feature Definition form. Click on the “Clear” button to delete the current data. On the first row of the table, click in the Section name 4-11

drop down menu and select “Section 1” from the list. On the second row, select “Section 1” and enter a value of “5.3m” in the Position along span field. On the third row, select “Section 2” and enter a value of “5.3m”. On the fourth row, select “Section 2” and enter a value of “20m”. Click on the “OK” button to close the Beam Feature Definition form.

Change Soffit Profile and Construction Stages 25. Click on the Define drop down menu and select “Soffit Profile” from the list to open the Define Soffit Profile form. Click on the “Clear” button to delete the current data and click on “Yes” on a “Confirm” form that may appear. On the second row of the table, click in the Position along span field and enter a value of “13m”. On the same row, click in the Offset from datum field and enter a value of “400mm”. On the third row of the table, click in the Position along span field and enter a value of “20m”. On the same row, click in the Offset from datum field and enter a value of “400mm”. On the first row, click in the Profile to next point drop down menu and select “Arc” from the list. Click on the “OK” button to close the Define Soffit Profile form.

26. Click on the Define and locate span features drop down menu and select “Construction Stages” from the list to open the Beam Feature Definition form. Click on the “Clear” button to delete the current data. 27. On the first row of the table, click in the Construction stage drop down menu and select “Insitu stage 1” from the list. On the second row, select “Insitu stage 1” and enter a value of “5.3m” in the Position along span field. On the third row, select “Insitu stage 2” and enter a value of “5.3m”. On the fourth row, select 4-12

“Insitu stage 2” and enter a value of “20m”. Click on the “OK” button to close the Beam Feature Definition form.

28. Click on the “OK” button to close the Define Composite Beam form. 29. Use the File |Save As... menu item to open the Save File form. 30. Change the filename to “My BS Example 4_2b.sam” and click on the “Save” button to save the data file. 31. Close the program.

Summary In this example we have created a steel composite beam for an internal span with a soffit profile and defined construction stages. We then use this file as a basis for a second steel composite beam, this time for an end span with a different soffit profile and construction stage locations. It is important to realise that if the reinforcement had been the same for the full length of the beam the section could have been described as “Uniform” and only one section defined – despite the web varying in depth due to the bottom flange profile. The section variation is used to model sudden changes in section such as flange and web thickness changes and curtailment of reinforcement. The reason for defining span arrangements and adjacent span lengths in the Define Composite Beam form is that the program needs this information when calculating the effective breadth of the concrete flange, used in stress calculations. The Location definition of whether the beam is an “Inner” or “Outer” beam is needed for the same reason.

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4.3. Prestress Beam Definition (Simple) Subjects Covered: Prestress beam; Define material properties; Define beam; Sizing prestress beam; Define prestress beam section;

Outline The section of a 21m long prestressed concrete beam and insitu concrete slab is shown below.

The prestressed beam is a standard Y beam the size of which is to be determined and is cast using grade 50 concrete. The 200mm thick insitu slab is 2m wide and constructed using grade 40 concrete. Standard 7 wire pre-stressing strands are used; each having an effective area of 139mm2 and a nominal radius of 15.2 mm. The characteristic strength of each tendon is 1861MPa and they are initially stressed at 75% with a full relaxation of 2.5% (of which ½ occurs at transfer). Tendons are initially located in all default manufacturers’ locations as shown above. Save the file as “My BS Example 4_3.sam” for use in a later example.

Procedure 1. Start the program and ensure that the current Project Template: is set to “Version 6 Examples” using the Options |Projects Templates menu item. 2. Begin a new beam using the menu item File |New Beam. 3. Use the menu item Data |Titles... to set the title as “Prestress Beam - Simple” with a sub-title of “Example 4.3”. Also set the Job Number to “4.3” and add your initials to the Calculated by data item. Click on “OK” to close the Titles form. 4-15

4. Use the menu item Data |Beam Type to set the beam type as “Pre-tensioned Prestressed”.

Modify Materials Loaded from the Template 5. Next we will change the material properties loaded from the template. Click on the Data |Define Material Properties... menu to open the Define Material Properties form. Double-click in the Name column on row 5 (Structural Steel material) then press the Delete key on your keyboard to delete the redundant material property. Click in the Name column on row 4 to open the prestress material properties. Change the Characteristic strength, fpu to “1861MPa”, the Initial Prestress Force to “75%”, Maximum Relaxation After 1000 Hours to “2.5%” and the Relaxation at Transfer to “50%”.

Click “OK” on both forms to save the new material properties. 6. The next step is to define the geometry of the beam. Click on the Data|Define Beam... menu item to open the Pre-tensioned Beam Definition form. In the Beam length field, enter a value of “21m”. Make sure Cross section is is set to “Uniform” and Location is is set to “Interior beam”.

Suggest Section Size 7. Next we will get the program to suggest a sizing for the beam cross section. Click on the Suggest size of drop down and select “Y beam” from the list of options. This will open the Pre-tensioned Beam Initial Sizing form.

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Click on the Beams at drop down and select “2000 centres”. The graph will update to show Y7 as the best initial size for the cross section. Click “OK” to select this size.

Define Slab 8. The next step is to define the slab. Click on the Define drop down and select “Section” from the list of options. This will open the Pre-tensioned Beam Section Definition form where you will see the Y7 cross section defined in the previous step. Click on the Component column in the second row of the table and select “In situ – regular”. This will open the Define Precast Beam Component form. The Shape Reference will be set to “Rectangle” already so enter “2000mm” in the width field and “200mm” in the depth field then click “OK”. Ensure the Y offset for the slab is set to “1270”, (input this data and press ‘Enter’ on the keyboard if it is not). Click on the “Merge by stage #” button. The program will remove the overlapping material for the two section components.

Check that the Transfer Property for the beam and the Final Property for the slab are both set to grade 40 and the Final Property for the beam is set to 4-17

grade 50, then click on the “OK” button to close the Pre-tensioned Beam Section Definition form. Click on “OK” to close the Pre-tensioned Beam Definition form. 9. Clicking on the icon when the Pre-tensioned Beam Tendon Definition or Define Pre-tensioned Beam Reinforcement forms are open shows an isometric view in which a three dimensional representation of the reinforcement and tendons can be seen. Parameters for this view can be controlled on the orange “General” tab at the side of the graphics window.

10. Finally we will save the beam file. Click on the File |Save as... menu item and save the file as “My BS Example 4_3.sam”. 11. Close the program.

Summary This example shows how to enter a simple pretensioned prestressed beam into Autodesk® Structural Bridge Design 2014. Particular emphasis is placed on the suggested initial beam size based on the span and spacing of the beam. It should be noted that the suggested size is just a recommendation and need not be used. In this case the precast beam section shape is defined by selecting from the full list or defining the shape manually.

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4.4. Prestress Beam Definition (Advanced) Subjects Covered: Prestress beam; Edge beam; Exterior beam; Varying cross section; Merge by stage; Edge upstand; Section locations; Remove unwanted tendons; Debond tendons; Define reinforcement; Curtailment of reinforcement; Change reinforcement properties;

Outline A Prestressed concrete edge beam and insitu concrete slab, upstand and Infill are shown below. The precast beam is a YE5 standard beam with just 4 tendons in the top of the beam and two rows of tendons in the bottom. The positions of the tendons are in the manufacturers default locations and the centre four tendons of the second row are debonded along the first 3.5m from the beam ends

The precast beam is 19m long but, when the insitu diaphragm is cast, the composite beam spans 20m between the centre lines of the integral s. It is constructed using grade 60 concrete and prestressed with standard 7 wire strands, each having an effective area of 139mm2 and a nominal radius of 15.2 mm. The characteristic strength of each tendon is 1861MPa and they are initially stressed at 75% with a full relaxation of 2.5% (of which ½ occurs at transfer). The concrete strength at transfer is 45N/mm2 The slab is cast in two stages: the first (stage 1a) being the central 11m portion and the second (stage 1b) being the two ends together with the infill between adjacent beams (which extends 2.0m along the beam from each end). The upstand (stage 2) is then added as an additional stage and is cast along the complete length. All insitu concrete is grade 40.

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Reinforcement is placed in the slab at each end of the beam, as shown, to resist the hogging moment due to the integral abutments. This reinforcement extends 5.0m into the slab from both ends. Standard grade 500 reinforcement is used.

Procedure 1. Start the program and ensure that the current Project Template: is set to “Version 6 Examples” using the Options |Projects Templates menu item. 2. Begin a new section using the menu item File |New Beam.

Define Materials and Beam 3. Open the Define Material Properties form using Data |Define Material Properties... from the menu. Delete any redundant material by clicking on the material and then using the Delete Key on the keyboard. Change the Grade 50 concrete to grade 60 by changing the characteristic strength in the data form and then create an additional concrete property with a characteristic strength of 45N/mm2. Change the Characteristic Strength of the Prestress Strand material from 1670 to “1861”. Close the Define Property Details form using the ”OK” button. Close the Define Material Properties form using the “OK” button.

4. Select the menu item Data |Titles... to set the Beam Title as “Prestress Beam Advanced” with a sub-title of “Example 4.4”. Also set the Job Number to “4.4” and add your initials to the Calculated by data item. Click on “OK” to close the titles form. 5. Open the Pre-tensioned Beam Definition form using the Data |Define Beam Menu item. Set the Beam Length to “19” and the to beam end face to 4-20

“-0.5” at both ends and press ‘Enter’ on the keyboard. Note the c/c is shown as 20m.

6. In the Location is: field select “Exterior beam” from the drop down list and set Cross section is: to “varying”. The No. of different sections: should be set to “3”. The first section is that at the centre of the beam with a precast beam and stage 1a insitu concrete representing the slab. The second section is that section where there is no infill but the slab is stage 1b. The third section is the same as section 2 but the slab is now extended to include the infill concrete. The upstand (Stage 2 concrete) is present in all three sections.

Define Cross Sections and Locations 7. To create section 1, open the Pre-tensioned Beam Section Definition form by selecting “Section 1” from the drop down list in the Define: field. In the Component column of the first row of the table, select “PC beam – standard” to open the Define Precast Beam Component form. Here set the Concrete beam range: to “YE Beam” and the Shape no. within range: to “YE5” and then close the form using the “OK” button. Change the Transfer Property to the grade 45 material and ensure the Final Property is grade 60 concrete In the Component column of the second row of the table select “Insitu – regular”. In the Define Precast Beam Component form set the Shape reference to “Rectangle”, the width to “1600” and the depth to “200”; then close the form with the “OK” button. Stage should be set to “Stage 1A” and the x & y offsets to 200 and 1070 respectively (and press ‘Enter’ on the keyboard). To cut the concrete out around the precast beam use the Merge by Stage button. If you cannot see the full section on the 4-21

graphics use the F4 function key on the keyboard (after getting focus on the graphics window) to Fit the view. To define the chamfer on the bottom left corner of the slab we need to change the regular shape to a defined shape, add a point, and then edit the coordinates to suit. Change the second row Component: to “In-situ – define” which will display the Define In Situ form. Click on the first coordinate (the bottom left corner of the slab should be highlighted with a red circle) and then click the small “+” button at the bottom of this table to add a point halfway up the left edge of the slab. Change the Y coordinate of this point to “1120”.

Click on the first coordinate again and set the X coordinate of the point to “-550”. Change Name: to “Slab” and then close the Define In Situ data form using the “OK” button. Ensure that the Property is set to Grade 40 Concrete. The last component to add is the upstand which is done by adding an additional defined shape. In the Component column of the third row of the table select “Insitu – define”. Create a shape by clicking the small “+” button at the bottom of the table 5 times and then editing the coordinates to (0,0) (350,0) (250,400) (0,400) (0,0), and naming the shape “Edge”. Close this form with the “OK” button. Set the X offset to “-425” (which is the centre of the bottom edge) and the Y offset to “1270”. Also check that the material property is grade 40 concrete and that Stage is set to “Stage 2” This completes the definition of section 1 so Change the Name: to “Stage1A” and close the Section Definition form with the “OK” button. 4-22

8. To create section 2 select “Section 2” from the drop down list in the Define: field. By default this will be the same as Section 1. All we need to do is change the Stage for the Slab component to “Stage1B” and change the Name: to “Stage1B”. Close the Section Definition form with the “OK” button. 9. To create section 3 select “Section 3” from the drop down list in the Define: field. By default this will be the same as Section 1. To define the Infill concrete, which is cast together with the slab, around the shape of the precast beam we modify the coordinates of the slab and then use Merge by Stage to remove any overlapping portion. In the Component column of the second row of the table re-select “Insitu – define” to open up the insitu slab data form. In the graphics window, click on the bottom right corner of the slab to make the circle marker turn red. This highlights the coordinates in the table. Change the y coordinate of this point to 0. Click on the coordinate immediately before the coordinate we have just edited and change them to (0,0). Enter “Slab + Infill” into the Name: field and then close the form using the “OK” button (say no to the prompt for updating the other sections). Click on the button “Merge by Stage” to remove the overlapping concrete then change the Stage to “Stage 1B” (if it is not already set to “Stage 1B”) and ensure the Property is set to grade 40 concrete.

All we need to do now is ensure the Stage for the Slab + Infill component is set to “Stage1B” and change the Name: to “Stage1B + Infill”. Close the Section Definition form with the “OK” button. 10. The sections now need to be located at positions along the span. This is done by selecting “Section Locations” in the Define: field and filling out the data as shown below in the resulting data form. Please note that the first column values are selected from a drop down; entering the second column values will automatically fill the third column values; the last row is hidden in the scrollable table but should be “Stage1B + Infill” and “19”. Click “OK” to close the Beam Feature Definition form.

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Define Tendons 11. To define pre-stressing tendons open the Pre-tensioned Beam Tendon Definition form by selecting Tendons in the Define: field of the Pre-tensioned Beam Definition form. 12. By default all available tendon locations have a fully stressed tendon applied. To remove the tendons not required (but not the locations) set the Edit Mode: field to “Insert/Remove” and then select the unwanted tendons in the graphics window by boxing around the group as shown – this will turn the small dots red. The tendons will be deleted when the “delete” key on the keyboard is pressed. The tendons can be replaced by doing the same but using the “Insert” key rather than “Delete”. 13. The 4 middle tendons in the second row need to be debonded which is done by selecting “debond” in the Edit Mode: field. Tick the Symmetrical Elevation box, set the Left: field to “3.5” (when the “enter” key is pressed it automatically updates the right end) and then window round the 4 tendons, which turns them red. The tendons are debonded beyond these locations when the “Insert” key on the keyboard is pressed and are indicated graphically as orange dots. 14. To see how the tendons and sections change along the beam length click on the green arrow in the elevation graphics and drag the pointer from one end to the other. The section graphics changes accordingly. Moving the blue handles will alter the debond points. Close the Tendon Definition form using the “OK” button.

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Define Reinforcement 15. To define the reinforcement, select “Reinforcement” in the Define: field of the Pre-tensioned Beam Definition form which opens the Define Pre-tensioned Beam Reinforcement form. To create the bar positions click on the Insert Bar “+” button near the bottom of the form which opens the Define Reinforcement form. Reinforcement is required at both ends of the beam with a gap in the middle. This is achieved by defining two bars, one for each end of the beam, and setting the start and end points of each accordingly. The two bars can be located in the same position in the section. The bars will be created initially with the bars at one end below the bars at the other end so that we can window round the group. Once the curtailments have been set we can easily translate the bar positions to the correct positions. 16. Set the Diameter: field to “25mm”, the Position by: field to “Equal Spacing < value” and the Spacing: field to “150mm”. Select “Reinforce face(s)” in the Generate: field and then click on the top face of the slab which will open a secondary form. Accept the default value of “50mm” cover by closing this form with the “OK” button and the bars will then be displayed in the graphics window. Click on the top face again but this time change the cover to “100mm” before closing the form, which will create a second layer of reinforcement.

By default the reinforcement runs from one end of the beam to the other, so each layer needs curtailing. This is done by first closing the Define Reinforcement form using the “OK” button. Highlight the top 11 rows in the Define Pre-tensioned Beam Reinforcement form as shown below. Click on the icon near the bottom of the form to open the Edit Reinforcement Attributes sub-form. Tick the Modify tickbox, set the End: Dimension to “5” and click “OK” to close the sub-form. Follow a similar procedure to set the Start: Dimension to “14” for the bottom 11 rows.

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17. The lower layer of reinforcement now needs moving to have 50mm cover. This could be done by again editing data directly in the Define Pre-tensioned Beam Reinforcement form. However, in this example we will use an alternative method. Click on the green arrow in the graphics window and drag it to the bars at the right hand end of the beam. Click on the “+” button again, but instead of defining additional bars we will click on the Edit bars button. Window round the lower layer of reinforcement and an Edit Reinforcement form will be displayed. Set the Edit Option: field to “X-Y Translation” then set the y: value to “50” before closing the form with the “OK” button. 18. The Define Reinforcement form can now be closed with the “OK” button to complete the reinforcement definition. To see graphically how the reinforcement varies along the beam span, with the Define Pre-tensioned Beam Reinforcement form open, click on the green arrow in the elevation graphics and move it along the beam to display the reinforcement. (The bars can be seen by following the same procedure with the tendon definition form open). 19. Close all forms using the “OK” button and then save the file using the File |Save as... menu item as “My BS Example 4_4.sam”. 20. Close the program.

Summary In this example we have defined a pretensioned prestressed beam with three different cross sections. We have also defined tendons along the length of the beam and debonded them at various positions. Finally we looked at a special technique for defining curtailed reinforcement. 4-26

4.5. Reinforced Concrete Beam Definition Subjects Covered: Reinforced concrete beam; Parametric shape; button; X and Y offset; Soffit face; Soffit profile; Define reinforcement; Locate bar by 2 covers; Snap mode; Superimposed bars; Reinforcing bar shape;

Outline Create a uniform RC beam 30m long using the section shown below. The material for the beam is grade 50 concrete. Ensure that the soffit is defined

The beam has a soffit profile as shown below

A B C D

Soffit Point Coordinates 0.00 0.00 7.00 0.60 15.00 0.80 30.00 0.80

Place 4 rows of 40mm diameter bars in the bottom face

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Procedure 1. Start the program and ensure that the current Project Template: is set to “Version 6 Examples” using the Options |Projects Templates menu item 2. Begin a new section using the menu item File |New Beam. 3. Set the beam type to “Reinforced Concrete” using the menu item Data |Beam Type 4. Use the menu item Data |Titles... to set the title as “Reinforced concrete Beam” with a sub-title of “Example 4.5”. Also set the Job Number to “4.5” and add your initials to the Calculated by data item. Click on “OK” to close the titles form 5. Use the Data |Define Beam… menu item to open the Reinforced Concrete Beam Definition form. Enter a value of “30m” in the Beam Span field. Click on the Define drop down menu and select “Section” from the list. This will open the RC Beam Section Definition form.

Define Cross Section 6. On the first row of the table, click in the Component drop down menu and select “Parametric shapes” from the list. This will open the Define Reinforced Concrete Beam Component form. Select “Rectangle” from the Shape Reference drop down menu. Enter a value of “1700mm” in the width field and “2800mm” in the depth field. Click on the “OK” button to close the Define Reinforced Concrete Beam Component form. 7. On the second row of the table, click in the Component drop down menu and select “Parametric shapes” from the list. Using the Define Reinforced Concrete Beam Component form, create a “Rectangle” of 550mm width and 350mm height. Click on the “OK” button to close the Define Reinforced Concrete Beam Component form. 8. On the second row of the table, enter a value of “2800mm” in the Y Coord field and press ‘Enter’ on the keyboard. Click on the “” button in the graphics window toolbar.

9. On the second row of the table, click in the Component drop down menu and select “Parametric shapes” from the list. Using the Define Reinforced Concrete 4-28

Beam Component form, create a “Rectangle” of 350mm width and 350mm height. Click on the “OK” button to close the Define Reinforced Concrete Beam Component form. 10. On the second row of the table, change the X Coord value to “1350mm” and the Y Coord value to “2800mm” and press ‘Enter’ on the keyboard. Click on the “” button in the graphics window toolbar.

11. On the second row of the table, create another “Rectangle” of 515mm width and 600mm height using the same method as step 6. Change the X Coord value to “1700mm” and the Y Coord value to “1525mm” and press ‘Enter’ on the keyboard. Click on the “” button in the graphics window toolbar.

12. Click on the bottom face of the section in the graphics window. The face will change to a dashed line. This line type is used to indicate a continuous face. Click on the bottom face again to change it to a solid, bold line. This tells the program that the face is a soffit face and will follow the soffit profile of the beam.

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Finally, select Grade 50 concrete from the Property drop down menu. Click on the “OK” button to close the RC Beam Section Definition form.

Define Soffit Profile 13. Click on the Define drop down menu and select “Soffit Profile” from the list. This will open the Define Soffit Profile form. 14. On the second row of the table, click in the Position along span field and enter a value of “7.0m”. On the same row, click in the Offset from datum field and enter a value of “600mm”. On the third row, enter a value of “15.00m” in the Position along span field and “800mm” in the Offset from datum field. On the fourth row enter a value of “800mm” in the Offset from datum field. On the first row, click in the Profile to next point drop down menu and select “Arc” from the list. Click on the “OK” button to close the Define Soffit Profile form.

Define Reinforcement 15. Click on the Define drop down menu and select “Reinforcement” from the list. This will open the Define RC Beam Reinforcement form together with two graphics views, one showing the elevation and one the cross section of the beam. We need to define 6 rows of reinforcement, 4 rows at the bottom and 2 rows at the top of the section. 16. Click on the green arrow marker in the graphics window and drag it to the at the left hand end of the beam. Click on the “+” button near the bottom of the form to open the Define Reinforcement form. First we need to define the outermost bars in each row of reinforcement. Click on the Generate drop down and select “1 bar by 2 covers”. Set the Diameter field to “40mm” then click on the bottom and left hand faces of the 4-30

cross section. This opens the Locate bar by 2 covers form. Leave both covers set to “50mm” and click “OK”. Repeat the process, this time clicking on the bottom and the right faces.

Next click on the bottom and left hand faces and enter covers of “50mm” and “140mm”. Click on the bottom and right hand faces, entering covers of “140mm” and “50mm”. Repeat these steps, entering covers of “50mm” and “230mm”, and “230mm” and “50mm”. Finally repeat these steps, entering covers of “50mm” and “320mm, and “320mm” and “50mm”. You will now have 8 bars defined for the bottom of the section.

17. We now need to repeat this process for the top two rows of bars. Click on the left hand face and the lower middle face on the top of the section and set both covers to “50mm”.

Next, click on the lower middle face and the right hand face and set both covers to “50mm”.

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Repeat these steps, entering covers of “140mm” and “50mm” for the left hand side and “50mm” and “140mm” for the right hand side. You will now have 4 bars defined at the top of the section.

18. The next step is to define the remaining bottom bars. Click on the Generate drop down and select “Draw bars” from the list. Set No. Of bars to “15”, then click on the Snap drop down on the graphics toolbar and select “Bar/Tendon. Click on the bottom left bar then click on the bottom right bar on the cross section. The program will draw 15 equally spaced bars between the two end bars. Repeat this process for the other 5 rows of bars. The cross section will now look like this:

Click on “OK” on the Define Reinforcement form. The program will produce the following warning message:

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This is because the program defines bars at each of the locations where the mouse was clicked. These 12 bars need to be removed so click “OK” to remove them and define the beam reinforcement. 19. The program assumes reinforcing bars are horizontal. The side elevation will look like this:

We want the bottom bars to run parallel with the soffit. To do this, draw a box around all the bottom bars in the cross section view and click on the Edit reinforcement attributes button . Click on the “Set Bar Shape” button on the form that opens. This opens the Reinforcing Bar Shape form:

Click on the Shape drop down and select “Parallel to soffit”. The elevation will automatically update to show the reinforcement in the correct location. Click “OK” to close the Reinforcing Bar Shape and Edit Reinforcement Attributes forms.

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Click “OK” to close the Define RC Beam Reinforcement form.

Click “OK” to close the Reinforced Concrete Beam Definition form. 20. Clicking on the icon when the Define RC Beam Reinforcement form is open shows an isometric view in which a three dimensional representation of the reinforcement can be seen. Parameters for this view can be controlled on the orange “General” tab at the side of the graphics window.

21. The beam definition is now complete so we will save the beam for use in a later example. Click on the File |Save As... menu item to open the Save File form. Change the filename to “My BS Example 4_5.sam” and click on the “Save” button to save the data file. 4-34

22. Close the program.

Summary In this example we have defined a reinforced concrete section making extensive use of the command to create a complex section shape from a series of rectangles. We then defined the soffit profile of the beam. Finally, we defined 6 layers of reinforcement with the reinforcement at the bottom following the soffit profile.

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4.6. Post-Tensioned Beam Definition (Simple) Subjects Covered: Post tensioned beam; decrement hook point; merge section shapes; define tendons; tendon location; tendon profile;

Outline A Post-tensioned concrete beam is shown below

The 20m long, simply ed beam is constructed using a standard “I6” beam (with no pre-tensioning) acting compositely with a 200mm thick slab. An 80mm diameter cable duct is cast into the slab with a parabolic profile, as shown on the elevation below.

Create this beam in Autodesk Structural Bridge Design 2014 assuming the beam is cast in one length and the insitu slab is also cast in one stage at a later time. Grade 40 concrete is used for the insitu slab and grade 60 for the beam. Define an 18 strand tendon ing through the duct with an external diameter of 50mm. The tendon has a Characteristic strength of 1600N/mm 2 and is initially stressed to 75% fpu. Use default values for all other material properties.

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Procedure 1. Start the program and ensure that the current Project Template: is set to “Version 6 Examples” using the Options |Projects Templates menu item. 2. Begin a new beam using the menu item File |New |Beam. 3. Use the menu item Data |Beam Type... to set the beam type to “PostTensioned Concrete”. 4. Use the menu item Data |Titles... to set the title as “Post-Tensioned concrete Beam - Simple” with a sub-title of “Example 4.6”. Also set the Job Number to “4.6” and add your initials to the Calculated by data field. Click on “OK” to close the titles form.

Define Materials 5. Open the Define Material Properties form using the menu item Data |Define Material Properties... Click on “Apply Template” if the materials are not shown in the table. Remove the redundant (Structural steel) property using the “Delete” key on the keyboard. Click on the Grade 50 concrete and in the Define Property Details form change the Characteristic strength to “60N/mm2”. Close this form with the “OK” button and note the change in material name.

6. Click on the Prestress Strand material and change the Characteristic Strength to “1600Nmm2” and the Initial prestress force to “75%”. Close this form with the “OK” button. Close the Define Material Properties form with the “OK” button 7. Open the Post-tensioned Concrete Beam Definition form using the Data |Define Beam... menu item. The Number of spans: is “1” the Length: 20m and the No. of Segments: “1”. The Cross section is: uniform and the Location is: “Interior beam”.

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Define Cross Section 8. Select “Section” from the Define: field to open the Post Tensioned Beam Section Definition data form. In the first row of the Component column select “Concrete Beams” to open a Beam Component form. Select a British Section with a Concrete beam range: “I Beam” and a Shape no: “I6”. Close this form with the “OK” button. Set the Property to the grade 60 concrete. 9. In the second row of the Component column select “Parametric Shape” to open a Beam Component form. The Shape Reference: is “Rectangle”, the width: ”2000mm” and the depth: “200mm”. Close this form with the “OK” button. 10. Click on the “Fit View” graphics toolbar button and then click on the beam in this widow to highlight it (red). Click on the “Decrement hook” graphics toolbar button and repeat this until the small red circle is at the centre of the top of the beam. In the data form change the X Coord to “0”.

11. Now click on the slab in the graphics window to highlight it (red). Click on the “Decrement hook” graphics toolbar button and repeat this until the small red circle is at the centre of the bottom of the slab. In the data form change the X Coord to “0” and the Y Coord to “1020” (press ‘Enter’ on the keyboard after altering the co-ordinates) to move the slab into position. Now click on the “Merge” graphics toolbar button to cut out the concrete in the slab where the two components overlap. (If you are unsure which is the Merge toolbar button 4-39

then hold the mouse pointer over each button and the tool tip displayed indicates the function).

12. Change the Stage for the instu slab to “Stage2”. 13. Close the Post Tensioned Beam Section Definition data form with the “OK” button.

Define Tendons 14. Open the Define Post-Tensioned Tendons data form by selecting “Tendons” in the Define: field. 15. Add a tendon by clicking on the small “+” button at the bottom of the table (this opens the location data form). Set the No. of strands: to “18” (and press ‘Enter’ on the keyboard) and note the duct diameter changes to 80mm. With the external dimension of the tendon being 50mm the Strand Offset: must be set to 15mm. Now click anywhere on the graphics window to create a location. Change the x and y coordinates to “0” and “700” respectively and then close the location form with the “OK” button.

16. To set the parabolic profile, click on the “Define Profile” button.

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17. Click on the Profile tab and set the coordinates to Relative to Reference Axis using the radio button control. Change the dz coordinate of the middle profile point to “-0.5” which changes the profile to two straight lines. To make this a parabola untick the Fix checkbox for the middle profile point.

18. Close all data forms with the “OK” button.

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19. Clicking on the icon when the Define RC Beam Reinforcement or Define Unstressed Reinforcement forms are open shows an isometric view in which a three dimensional representation of the reinforcement and tendons can be seen. Parameters for this view can be controlled on the orange “General” tab at the side of the graphics window. 20. Save the data file, using the menu item File |Save as... , with the name “My BS Example 4_6.sam” 21. Close the program.

Summary In this example we have defined a simple post tensioned beam with a single tendon consisting of 18 strands.

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5. Beam Design Contents 5.1. 5.2. 5.3. 5.4.

Steel Composite Beam Design .................................................................................. 5-3 Prestressed Beam Design ....................................................................................... 5-15 Reinforced Concrete Beam Design .......................................................................... 5-27 Post-tensioned Beam Design................................................................................... 5-41

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5.1. Steel Composite Beam Design Subjects Covered: Steel composite beam; construction stage loads; generate loads; import loads; differential temperature profile; shrinkage and creep; shrinkage strain; design for construction stages; design for BS 5400 live load; design for vertical shear; combined bending and shear; longitudinal shear;

Outline A composite steel girder and concrete slab is shown below. The beam forms a simply ed span and the concrete slab (with haunch) is cast in one. The concrete edge is cast (defined as the “string course”) after the slab concrete has hardened.

The bending and shear effects due to dead load and superimposed dead load (3.2kN/m) are created at 21 points along the span using the “Generate” feature in the program. There is a temporary construction load of 1.0kN/m which is applied during the beam construction but removed once the concrete has hardened. Max live load bending (with associated shears) and shear effects (with associated moments) have been prepared in an external ASCII file as envelopes. There are no secondary effects due to differential temperature and shrinkage, as the beam is statically determinate, but the primary stresses need to be included for both, where appropriate. The temperature profile to be applied to the section is in accordance with Appendix C of BS 5400 part 2, using a 75mm thick finishing. The profile will need adjusting, as described in example 3.3, so that the edge detail is at a constant temperature and the actual profile starts at the top of the slab. The shrinkage strain for the concrete, for the calculation of differential shrinkage, is to be set to -0.00025.

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It is required to check the applied effects of bending and shear against ultimate limit state capacity during erection and normal use, and to design a suitable shear stud arrangement with transverse reinforcement to resist the longitudinal shear forces.

Procedure 1. Start the program and open the data file “BS Example 4_1.sam” created in section 4.1. 2. Use the menu item Data|Titles... to set the title as “Composite steel/concrete Beam Design” with a sub-title of “Example 5.1”. Also add your initials to the Calculated by data item. Click on to close the titles form.

Defining Load Effects 3. To define the loading effects open the Define Composite Beam Loads form using the Data|Define Loading... menu item. The construction loading is defined first.

4. Set the Loading Description field to Construction Stage 1A. As the beam is simply ed we can use the “Generate” button to create the bending moments and shears for this case. This will open up the Generate Beam Loads data form, after the display of an information message explaining the limitations of the method.

5. The steel and concrete dead loads have been automatically calculated using the material density and areas defined. An additional component representing 5-4

the temporary construction load is added by clicking on the “+ Add Load Component” button. Click on the tab of this additional component and set the Component Ref: field to “Temp Const Load”. Then enter “1.0” into both the Start and End Fields of the UDL Intensity. The load factor for both ULS and SLS can be changed to “1.0”. The ULS load factor for the Steel dead load should be changed to “1.05”. Set the Beam span equally divided by field to “20”. Click on the “OK” button to save this data and close the Generate Beam Loads form. 6. Set the Loading Description field to “String course dead load” and use the “Generate” button to create the bending moments and shears for this case. Again, the program automatically calculates the dead load intensity of the edge section. Set the Beam span equally divided by field to “20” and accept the defaults by clicking on . 7. Set the Loading Description field to “SDL non-structural concrete etc”. This will be used to represent the removal of the temporary construction loading by applying a negative factor to the load. Use the “Generate” button to open the data form then enter “1.0” into the Start and End fields of the UDL intensity. The ULS and SLS Load factors are changed to “-1”. The component ref field can be changed to “Temp const load rem” to make it clear what this represents. Set the Beam span equally divided by field to “20” before clicking on to accept the data. 8. Set the Loading Description field to “Superimposed dead load” (The ID no. is left at “1” as there is only one SDL load case to consider). An information message may be displayed warning that there are hogging moments, for the previous case, where sagging moments are expected. This is of course intended so can be accepted. Use the “Generate” button to open the data form then enter “3.2” into the Start and End fields of the UDL intensity. The ULS and SLS load factors are left at the default values. Set the Beam span equally divided by field to “20” before clicking on to accept the data. 9. The effects for two live load cases need to be considered: Sagging Bending Moments with associated Shear Max Shears with associated Bending moments These are loaded from an ASCII file which has been prepared using a standard text editor. This file has a file extension “.sld” and can be imported by using the “Interface” button on the Define Composite Beam Loads form. Select the Direct ASCII File Import radio button option before clicking on which will then display a standard file browser allowing the selection of the file called “BS_Composite_Beam_Simple.SLD”. The imported effects can be inspected by selecting the appropriate option in the Loading Description field. It should be noted that there are values for both combination 1 and 3 and these can be viewed by changing the Load Combination field accordingly. 10. All main loading effects are now defined so the Define Composite Beam Loads form can be closed by clicking on . An information message is displayed 5-5

indicating that dead load shears are actual values whereas the live load envelopes are all absolute values. Answer “Yes” to the question about converting the dead load shears to absolute values as this will enable them to be combined correctly.

Design Checks Setting the Differential Temperature Profile and Shrinkage strains and calculating the primary stresses 11. Open the Composite Beam Analysis form by using the Calculate|Analyse... menu item. Change the Set parameters for: field to “Differential temp. Appx C”. Set the field Surfacing: to “Surfaced” and the Surfacing Thickness: to “0.075”. Also set the Depth of concrete above steel: to “0.275” (the slab plus the haunch). From the graphical representation of the profile it can be seen that the program takes the top of the concrete as the top of the edge detail, whereas it should be the top of the slab. It can be assumed that the temperature in the upstand is constant at the top of slab temperature. We therefore need to modify the temperature profile to move it down by the height of the upstand. 12. Close the Appendix C profile form by clicking on and then change the Set parameters for: field to “Differential temp. defined”. The initial profile shown is that previously defined, but this can be edited to the following values. Change the values and then close this form by clicking on to set the correct profile.

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13. Set the Set parameters for: field to “Shrinkage and Creep” which will display the Data for Shrinkage & Creep data form. The Shrinkage strain: should be set to “-0.00025” and all the other values left as the default settings. Close the parameters forms by clicking on . 14. To determine the primary stresses in the section due to differential temperature and differential shrinkage set the Analyse for: field to “Diff temp primary stress”.

This will produce a graphical result of the stresses. More details can be found by using the “Results” button.

The same process can be carried out for differential shrinkage. 15. Close the Composite Beam Analysis form by clicking on

to save this data.

Construction stages 16. The first design check will be to ensure the ULS capacity of the steel girder, on its own, is greater than the applied load effects during construction. Open the Composite Beam Analysis form by using the Calculate|Analyse... menu item

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and set the Analyse for: field to “BM’s during construction”. The calculation is done automatically. 17. It can be seen from the graphics that the actual mid span construction moment just exceeds the bending capacity of this compact section.

18. The resulting calculation for this can be seen by first moving the vertical red line on the beam elevation to the mid span point and then clicking on the “Results” button. The vertical red line is moved by using the direction buttons at the end of the field Result Point of Interest.

19. Inspection of the results shows that the slenderness of the girder has reduced the bending capacity of the section by virtue of lateral torsional buckling of the top flange. This could be improved by supplying a torsional restraint to the mid span point of the beam. To do this, change the Set parameter for: to “Bending and Buckling calculations” which displays the appropriate data form.

20. Set the current tab to “Effective Length – Erection” and set the Restraint Type: to “torsional restraints”. The Number of equally spaced restraints is left as “1” to enable a restraint at mid-span. The graphics shows that the section is still just failing at mid span. 5-8

21. Reduce the value of Rotation of restraint per kNm of torque, R from “1.0” to “0.8”. We can see that the section then works (note that the BM diagram turns green). This indicates that a transverse restraint is required at mid-span with sufficient bending stiffness so that the restraint end will not rotate by more than 0.8 degrees if a moment of 1.0kNm is applied at the end. The beam therefore es this design check. 22. Close the Design Data for Bending & Buckling form by clicking on the “OK“ button and then click on the “Results” button on the Composite Beam Analysis form which will open the Results Viewer window displaying the full calculations for the current section. These can be printed if required.

Close the Results Viewer using the ‘Exit’ button.

Bending Moments under BS 5400 Combination Loading 23. Only sagging moments need to be considered as the beam is simply ed. Change Analyse for: data field to “BM’s for sagging load case 1 load comb 1”. Limit State should be set to “Ultimate” and Display: set to “Moments”. The graphics clearly shows that the design moments are less than the resistance moments along the whole of the beam length.

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By changing the Display field to “Steel” or “Slab Stresses” a message indicates that due to the section being compact, stress checks are not required. 24. Now set the Limit State to “Serviceability” and the Display: to “Steel stresses”. Both top and bottom flange design stresses, shown in the graphics, are below the maximum allowable stresses. The same can be shown for the concrete slab stresses by clicking on the “Slab stresses” radio button (a warning message about adding local to global effects will appear – click “OK” on this message). The section therefore es this design check. Full calculations can be viewed/printed by using the “Results” button as required. 25. It should be noted that the stress calculations are based upon the use of the correct section modulus taking into the effect of shear lag. Shear lag is represented by using an effective breadth of concrete flange which is determined by the program in accordance with the code of practice. The parameters affecting these calculations are defined in the Criteria for SLS calculations form which can be displayed by selecting “SLS Criteria” in the Set parameters for: field. In most cases the default values are acceptable. The form is closed using the “OK” button. 26. Repeat the above exercise for combination 3, by selecting “...load case 1 comb 3” in the Analyse for: field and that the beam es. Also that temperature stresses are being added by viewing the results.

Vertical Shear under BS 5400 Combination Loading 27. In the Analyse for: data field, select “Shear Force load case 1 load comb 1” from the dropdown selection; it can be seen that only Ultimate Limit State is available for checking. The graphics clearly shows that the design shears are less than the permissible shear along the whole of the beam length.

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The section therefore es this design check and full calculations of these can be viewed/printed by using the “Results” button as before.

Combined Bending and Shear Design Checks 28. The combined effect of bending and shear are checked using the unity equations of 9.9.3.1 in BS 5400. In the Analyse for: data field, select “Combined Bending and Shear” from the dropdown selection to display the graphical results. Both Max Moments with Associated shears and Max Shears with associated moments are checked giving two lines on the diagram.

Design for Longitudinal Shear Longitudinal shear resistance is checked along two planes. The first is the plane of the interface between the steel and concrete and is resisted by shear connectors welded to the top flange and cast into the concrete slab. The second is the vertical plane through the slab adjacent to the edge of the top flange and is resisted by the dowel action of the transverse reinforcement. Before the design checks can be carried out it is first necessary to specify a default shear connector arrangement and transverse reinforcement. The arrangements and reinforcement quantities can then be adjusted to fit the requirements. 29. First close the Composite Beam Analysis form by clicking on and then open the Define Composite Beam form using the toolbar button.

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30. To define the shear connectors, use the drop down list in the Define and locate span features: field to select “Longitudinal Shear Connectors” which will display the Location of Shear Connectors form. Accept the default arrangement by closing the form by clicking on . (Note that the slab reinforcement is shown in the graphics view – zoom in to see this in greater detail). 31. The same thing can be done with transverse slab reinforcement before closing the Define Composite Beam form by clicking on . 32. To check the adequacy of the default shear connectors and transverse reinforcement open the Composite Beam Analysis form using the Calculate|Analyse... menu item and change Analyse for: to “Longitudinal shear 1 load comb. 1” and Display: to “Shear connectors”.

The graphics display shows that the default shear stud type and spacing is not quite satisfactory at the places of max shear flow. Hence, we would install additional shear links near the ends of the beam in this case. 33. Now change the Display radio button to “Transverse reinforcement” and the graphic display now shows that the permissible shear flow is several times the actual resistance at the critical shear plane, so the reinforcement can be reduced.

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34. Close the Composite Beam Analysis form by clicking and return to the Location of Shear Connectors form (see 29... above). The shear connector type and size will remain the same but the spacing can be increased toward the centre of the beam. Additional rows of data can be added in the form by selecting, in the next available row, the same connector type as the previous lines. This will display a Shear Connector Details form to define the stud size and strength. Accept the defaults by clicking on then edit the data in the other columns as shown below.

Close the form by clicking on and then open the Transverse Reinforcement in Slab form using Define and locate span features. Change the bar diameters to 16mm and the spacing to 225 in top, bottom and haunch locations and then close the form by clicking on . 35. Open the Composite Beam Analysis form and check that the effects of the changes made to the shear connectors and transverse reinforcement are acceptable. When the analysis form is open the results graphs can be displayed in a 3D isometric window by clicking on the icon on the graphics window (see below).

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Also, it is worth noting that when the print preview window is opened by clicking on the icon at the top of the graphic window, a pdf of the graphic window can be generated by clicking on the icon at the top of the print preview window. 36. Click on the File|Save As... menu item and save the file as “My BS Example 5_1.sam”. 37. Close the program.

Summary In this example we have taken a steel composite beam created in a previous example and applied load to it for a series of design load cases. We have also applied a differential temperature profile and shrinkage strain to the beam, then checked the beam for a series of design criteria.

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5.2. Prestressed Beam Design Subjects Covered: Prestressed beam design; Erection loads; Generate beam loads; Beam dead load; Temporary loads; Apply negative loads to beams; Temporary construction loads; Beam span increments; Constructions loads; Remove loads; Superimposed dead loads; Import live loads; Absolute shears; BS 5400 temperature profiles; Tendon layout optimisation; Shear resistance; Shear width; Shear link requirements; Transverse reinforcement requirements.

Outline A composite pre-tensioned pre-cast beam and concrete slab is shown below. The beam is an internal beam of a simply ed bridge deck of 21m span and the 2m wide concrete slab is cast in one. The dimensions of the beam can be found in example 4.3

The bending and shear effects due to dead load and superimposed dead load (2.5kN/m) are created by using the “Generate” feature in the program. During construction the beam is initially ed on temporary s at 1m from the beam ends. There is also a temporary construction load of 1.0kN/m over the length of the beam. This load and the temporary s are removed once the concrete has hardened. Max live load bending (with associated shears) and shear effects (with associated moments) have been prepared in an external ASCII file as envelopes. There are no secondary effects due to differential temperature and shrinkage, as the beam is statically determinate, but the primary stresses need to be included for both, where appropriate. The temperature profile to be applied to the section is in accordance with Appendix C of BS 5400 part 2, using a waterproofing as a finish. The shrinkage strain for the concrete is to be set to -0.00025 with 20% of this occurring before the insitu slab is cast. The differential shrinkage strain should be 0.0001 and the creep reduction factor set to 0.43. Use the default creep strain 5-15

calculated by the program and assume 20% of this strain occurs before the insitu slab is cast. It is required to design the required tendon layout with appropriate debonding so that SLS and ULS design criteria for bending moments and stresses are met during transfer, beam erection and during normal use. Shear link spacing in the beam also needs to be determined to resist both transverse and longitudinal shear forces. The reinforcement grade for the shear links is the same as that for the main reinforcement and the vertical shear is resisted by the precast beam only. For longitudinal shear it can be assumed that the interface surface is Type 2. All design is to BS 5400.

Procedure 1. Start the program and open the data file “BS Example 4_3.sam” created in section 4. 2. Use the menu item Data|Titles... to set the title as “Prestressed Concrete Beam” with a sub-title of “Example 5.2”. Also add your initials to the Calculated by data item. Click on “OK” to close the titles form.

Define Erection Loads 3. Next we will define erection of beam loads using “Generate” to include two extra components; one for the temp 1kN/m and the other for the loads (upwards). Use the menu item Data|Define Loading... to open the Define Pre-tensioned Beam Loads form. Click on the Loading Description drop down and select “Erection of beam” from the list of design load cases then click on the “Generate” button. Click on “Yes” on the confirmation form that appears. The Generate Beam Loads form will now open. The program automatically calculates the dead load for the beam and adds it as the first component of the generated load, called “Beam dead load”.

This load needs to be applied equally to the two temporary locations. The UDL intensity is 12.67853kN/m which applies a total load of 266.24913kN to the beam. Since the program can’t apply a point load to a beam, this needs 5-16

to be applied using two, 100mm long UDLs. The equivalent applied UDL intensity over a 100mm length is 1331.24565kN/m. Click on the “Add Load Component” button and enter the UDL Intensity Start and End as “1331.24565kN/m”. Set Start Dimension to “0.95m” and the End Dimension to “1.05m”. Change the ULS and SLS Load Factors to “-1.265” and “-1” respectively to make this an upward load and set the Component Ref. to “Left Temp ”.

Click on the “Add Load Component” button and repeat the process (ing to make ULS and SLS Load Factors negative), this time setting the Start Dimension to “19.95m”, the End Dimension to “20.05m” and the Component Ref. to “Right Temp ”.

Finally we need to define the temporary construction load. Click on the “Add Load Component” button again and enter the UDL Intensity Start and End as “1kN/m”. Leave all the other fields at their default values and set the Component Ref. to “Temp Construction”.

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In the Increments section, set Beam span equally divided by to “50” then click “OK” to close the Generate Beam Loads form. The Define Pre-tensioned Beam Loads form will now show the total load applied by the four load components.

Define Construction Stage 1 Loads 4. The next step is to define the loads for construction stage 1. Click on the Loading Description drop down on the Define Pre-tensioned Beam Loads form and select “Construction Stage 1A” from the list of design load cases then click on the “Generate” button. The Generate Beam Loads form will now open. The program automatically calculates the UDL intensity for the construction loads. Click “OK” to close the form.

Remove Temporary Loads and s 5. Next we will define a load case to remove the effects of the temporary loads and s. Click on the Loading Description drop down on the Define Pre-tensioned Beam Loads form and select “SDL non-structural concrete etc” from the list of design load cases then click on the “Generate” button. The Generate Beam Loads form will now open. Set the UDL Intensity Start and End as “1331.24565kN/m”. Set Start Dimension to “0.95m” and the End Dimension to “1.05m”. Change the ULS and SLS Load Factors to “1.265” and “1” respectively and set the Component Ref. to “Rm Left Temp Sup”. 5-18

Click on the “Add Load Component” button and repeat the process, this time setting the Start Dimension to “19.95m”, the End Dimension to “20.05m” and the Component Ref. to “Rm Right Temp Sup”. Finally we need to remove the temporary construction load. Click on the “Add Load Component” button again and enter the UDL Intensity Start and End as “1kN/m”. Change the ULS and SLS Load Factors to “-1.265” and “-1” respectively and set the Component Ref. to “Rm Temp Const”. In the Increments section, set Beam span equally divided by to “50” then click “OK” to close the Generate Beam Loads form. The Define Pre-tensioned Beam Loads form will now show the total load applied by the three load components.

Define Surfacing and Live Loads 6. The next step is to define the SDL surfacing loads. Click on the Loading Description drop down on the Define Pre-tensioned Beam Loads form and select “Superimposed dead load” from the list of design load cases then click on the “Generate” button. The Generate Beam Loads form will now open. Set the UDL Intensity Start and End as “2.5kN/m” then click “OK”. 7. Next we will import some results from a separate live load analysis. Click on the “Interface” button, select Direct ASCCI File Import and click “OK”. Select the supplied file “BS Live Loads.sld” and click “Open”. This will import loads into the Live load BM and Live load SF + associated BM design load cases. Click “OK” to close the Define Pre-tensioned Beam Loads form. The program will display the following confirmation dialog:

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When you export enveloped live load results from the analysis module, it exports the absolute values of shear, i.e. all negative shears are converted to positive values. The dead load shears created using the Generate option in this example are actual shears. This means the program can’t add the dead and live load shears together. By answering yes on this form, you force the program to convert the dead load shears into absolute values so they can be combined with the live loads. Click on “Yes” to close the dialog.

Enter Temperature Profile and Shrinkage and Creep Parameters 8. We now need to create a temperature profile and enter values in the shrinkage and shear parameters. Click on the Calculate|Analyse... menu option to open the Pre-tensioned Beam Analysis form. Click on the Set parameters for drop down and select “Differential temp. Appx C” from the list of options. The program will open the BS 5400 Part 2 Appendix C Temperature Profile form and display the default positive and reverse temperature profiles.

Click on “OK” to use this temperature profile. Next, click on the Set parameters for drop down and select “Shrinkage and creep” from the list of options. This will open the Data for Shrinkage & Creep form.

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Set the Shrinkage strain to “-0.00025”, the Shrinkage before in situ cast to “20%”, the Differential shrinkage strain to “-0.0001” and the Creep reduction factor to “0.43”.

Click “OK” to save the parameters.

Tendon Optimisation 9. The next step is to design the required tendon layout. To do this, click on the “Tendon Optimisation” button on the Pre-tensioned Beam Analysis form. This will open the Tendon Optimisation form. Tick both the Applied Load tick boxes and the Straight and Debond tick boxes. For this example we will set the Locations / Limit field to “4”. Use the default values for all the other fields on the form. Click on the “Design Optimised Layout” button. The program will now consider a series of tendon arrangements to come up with the optimised layout for the beam. At the end of the optimisation, the program produces an error message and provides a summary on the right hand side of the form.

Click “OK” to close the error message then click on the “OK” button to close the optimisation form. Click “OK” to close the Pre-tensioned Beam Analysis form. 5-21

10. In order to resolve this error we need to change the material properties used on the beam. Click on the Data|Define Material Properties... to open the Define Material Properties form. Click on the 2nd row in the Name column to increase the grade of concrete for the precast beam to grade 60. Click “OK” on the Define Property Details form to save the change. Click in the 5th row in the Type column and select “Concrete – BS 5400” from the list. Enter a value of “45N/mm2“ in the Characteristic Strength fcu field for the strength at transfer. Close both forms (using both “OK” buttons to ensure that the changes are saved) then click on the Data|Define Beam... menu to open the Pre-tensioned Beam Definition form. Click on the Define drop down and select “Section” from the list to open the Pre-tensioned Beam Section Definition form. Change the Transfer Property for the PC beam to grade 45 concrete. You will see the Final Property is already set to grade 60 concrete. Click on the “OK” button twice to close both forms then click on the Calculate|Analyse... menu to re-analyse the beam. 11. Click on the “Tendon Optimisation” button then click on the “Design Optimised Layout” button to re-run the tendon optimisation with the new material properties. This time the tendon optimisation will complete without an error message. A small summary is produced at the bottom of the report at the end of the tendon optimisation process. Click “OK” to close the Tendon Optimisation form.

Design for Shear 12. The next step is to check the beam for shear. Click on the Analyse for drop down and select “Shear force + BM 1 load comb. 1”. You will see that the beam just fails at the left hand end.

In order to prevent this failure we need to change the shear resistance of the beam. To do this, click “OK” to close the analysis form then click on the Data|Define beam... menu item. Click on the Define drop down and select “Section” from the list of options. In the Shear resistance section of the form,

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change Width to “300mm”. This is roughly the width of the beam where the shear stress is at its maximum. Click on the “OK” button twice to close both forms then click on the Calculate|Analyse... menu to re-analyse the beam. You will see that the beam now es when the “Shear force + BM 1 load comb. 1” load case is applied.

Shear Link and Transverse Reinforcement Requirements Now that the beam design es for the shear force case, the next step is to design the shear links in the beam. We are going to design the shear links at 5 locations. These are:     

0m 5.25m 10.5m 15.75m 21m

Click on the “Results” button to view the shear calculations. Scroll down to the bottom of the results to see summary of link requirements.

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Use the arrows by the Design section for results printout field to select point 1 at 0m then click on the “Results” button. Scroll to the bottom of the results and look at the table for link arrangement.

From the table we can see that there are several possible arrangements that could be used. The best arrangement would be 2 legs of 12mm links at 100mm spacing. 13. We can repeat this for the other locations to get the following results: Location

Diameter

Legs

Spacing

0m

12mm

2

100mm

5.25m

6mm

4

150mm

10.50m

6mm

2

150mm

15.75m

6mm

4

150mm

21m

12mm

2

100mm

14. Finally we will use the results to define the transverse reinforcement requirement to resist longitudinal shear at shear plane 2-2. Click on the Analyse for field and select “Longitudinal shear 1 load comb 1” from the drop down list. Set the design section location to the left hand end (point 1) and click on the “Results” button. Scroll down to the bottom of the results so you can see the reinforcement requirement across shear plane 2-2:

Repeat this for the other locations then close the results viewer and click “OK” to close the Pre-tensioned Beam Analysis form. 15. When the analysis form is open the results graphs can be displayed in a 3D isometric window by clicking on the icon on the graphics window:

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Also, it is worth noting that when the print preview window is opened by clicking on the icon at the top of the graphic window, a pdf of the graphic window can be generated by clicking on the icon at the top of the print preview window. 16. Click on the File|Save As... menu item. Set the file name to “My BS Example 5_2.sam” and click on the “Save” button. 17. Close the program.

Summary In this example we have taken a prestressed beam created in a previous example and applied load to it for a series of design load cases. We have also carried out a tendon optimisation then checked the beam for a series of design criteria.

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5.3. Reinforced Concrete Beam Design Subjects Covered: Reinforced concrete; Modify length; Import loads; ULS design; Minimise reinforcement; Curtail bars; SLS design; Shear link design; BS 5400 Part 4 Table 5

Outline A reinforced concrete beam is shown below:

The dimensions of the original beam can be found in Example 4.5. The beam will be modified to reduce the length from 30m to 29.82m. We will then import some loads from an external file and carry out a detailed design of the beam in the following order: 1. Check the beam at ULS for both sagging and hogging cases. 2. Modify the reinforcement to allow the beam to . 3. Curtail the reinforcement and remove bars to minimise the quantity of reinforcement whilst still ing for both sagging and hogging at ULS. 4. Design the shear links 5. Check the beam at SLS for both sagging and hogging cases. 6. Check the beam with the concrete fcu set to 60% in accordance with Table 5 of BS 5400 Part 4.

Procedure 1. Start the program and open the data file “BS Example 4_5.sam” in section 4.5. 2. Use the menu item Data|Titles... to set the title as “Reinforced Concrete Beam Design” with a sub-title of “Example 5.3”. Also add your initials to the Calculated by data item. Click on “OK” to close the titles form.

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Modify Beam Length The beam file which was put together in Example 4.5 is 30m long as a generic beam for use on a scheme. In this example we are going to use the same beam profile for a span of 29.82m. 3. Click on the Data|Define Beam... menu to open the Reinforced Concrete Beam Definition form. Change the value in the Beam span field from “30m” to “29.82m” and press ‘Enter’ on the keyboard. The program opens the following confirmation form:

Click “Yes” and the program will modify the length of the beam and move the soffit locations to the same proportional position. Click “OK” to close the beam definition form.

Import Loads 4. Next we will import some loads created in a line beam analysis. Click on the Data|Define Loading... menu to open the Define Reinforced Concrete Beam Loads form. 5. Click on the “Interface” button to open the Interface form. Make sure the Direct ASCII File Import option is selected and click “OK”. The program will open a file browser. Select the file “BS 29.82m beam right span.sld” and click on the “Open” button.

The program will import the loads in the file into the following design load cases:     

Construction stage 1 Superimposed dead load Live load BM load combination 1 (ID 1) Live load BM load combination 1 (ID 2) Live load SF + associated BM load combination 1

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You can review the loads imported from the file by selecting the appropriate design load case from the Loading Description drop down list. Click “OK” to close the Define Reinforced Concrete Beam Loads form.

Design for ULS 6. Now that we have the loads imported into our beam, we will carry out a design check for ULS. Click on the Calculate|Analyse... menu item to open the Reinforced Concrete Beam Analysis form.

7. Click on the Analyse for drop down and select “BM for live load 1 load comb 1” from the list. Make sure the Limit State option is set to “Ultimate”. The graphical results show the design moment line in green which means the beam design es for the sagging case. Looking at the top right of the form, we can see that this design of beam requires 26.49 tonnes of reinforcement.

8. Next we will check for the hogging case. Click on the Analyse for drop down and select “BM for live load 2 load comb 1” from the list. The graphical results will update and show the following plot:

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The design moment curve is shown in red, indicating that the design has failed for the hogging case. 9. We now need to modify the reinforcement to get the beam to the hogging case. Click anywhere on the beam side elevation to open the Define RC Beam Reinforcement form together with the associated graphics windows. We will start by adding a third layer to reinforcement to the top of the beam. Click on the “+” button near the bottom of the form. This will open the Define Reinforcement form. Click on the Generate drop down and select “1 bar by 2 covers”. Set the Diameter field to “40mm” then click on the left hand face and the lower middle face on the top of the section. This opens the Locate bar by 2 covers form. Set the covers to “230mm” and “50mm” then click “OK”.

Next, click on the lower middle face on the top of the section and the right hand face and set both covers to “50mm” and “230mm” then click “OK”.

10. The next step is to define the remaining bars in the new layer. 5-30

Click on the Generate drop down and select “Draw bars” from the list. Set No. Of bars to “15” then click on the Snap drop down on the graphics toolbar and select “Bar/Tendon”. Click on the bottom left bar then click on the bottom right bar on the cross section. The program will draw 15 equally spaced bars between the two end bars.

Click “OK” to close the Define Reinforcement form then click “OK” on the warning message which appears. Finally, click “OK” to close the Define RC Beam Reinforcement form and return to the beam analysis. 11. The graphical results show that the beam still fails for the hogging case.

This means we need to add a further layer of reinforcement at the top of the beam. 12. Click anywhere on the beam side elevation to open the Define RC Beam Reinforcement form together with the associated graphics windows. Click on the “+” button near the bottom of the form. This will open the Define Reinforcement form. Click on the Generate drop down and select “1 bar by 2 covers”. Set the Diameter field to “40mm” then click on the left hand face and the lower middle face on the top of the section. This opens the Locate bar by 2 covers form. Set the covers to “320mm” and “50mm” then click “OK”. 5-31

Next, click on the lower middle face on the top of the section and the right hand face and set both covers to “50mm” and “320mm” then click “OK”.

13. The next step is to define the remaining bars in the new layer. Click on the Generate drop down and select “Draw bars” from the list. Set No. Of bars to “15” then click on the Snap drop down on the graphics toolbar and select “Bar/Tendon”. Click on the bottom left bar then click on the bottom right bar on the cross section. The program will draw 15 equally spaced bars between the two end bars. Click “OK” to close the Define Reinforcement form then click “OK” on the warning message which appears. Finally, click “OK” to close the Define RC Beam Reinforcement form and return to the beam analysis. The graphical results show that the beam now es for the hogging case.

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14. The next stage in the design is to optimise the reinforcement arrangement to reduce the quantity of steel. This initial, working arrangement has 35.32 tonnes of reinforcement. We can see that there is excess capacity in the sagging case so we need to reduce the quantity of sagging reinforcement. Click anywhere on the beam side elevation to open the Define RC Beam Reinforcement form. Draw a box around the top layer of sagging reinforcement (this will turn the bars red). Click on the “-“ button near the bottom of the form. This will remove the layer of bars.

Click “OK” on both the Define Reinforcement and Define RC Beam Reinforcement forms. Checking the results for both sagging and hogging cases, we can see the beam still es and the reinforcement quantity has reduced to 30.9 tonnes.

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15. Now that we have a better arrangement of reinforcement, we can begin to curtail the bars to reduce the required reinforcement still further. Click anywhere on the beam side elevation to open the Define RC Beam Reinforcement form. Draw a box around the top row of sagging reinforcement. Click on the ‘Edit reinforcement attributes’ button near the bottom of the form. This will open the Edit Reinforcement Attributes form. Tick the Modify check box and enter proportions of “0.4” and “0.85” in the form.

Click “OK” on both forms and check the results for both cases again. The beam still es and the reinforcement has been reduced to 28.47 tonnes.

16. We can reduce the sagging reinforcement still further. Click anywhere on the beam side elevation to open the Define RC Beam Reinforcement form. Draw a box around the middle row of sagging reinforcement. Click on the ‘Edit reinforcement attributes’ button near the bottom of the form. This will open the Edit Reinforcement Attributes form. Tick the Modify check box and enter proportions of “0.2” and “1” in the form. Click “OK” on both forms and check the results for both cases again. The beam still es and the reinforcement has been reduced to 27.58 tonnes.

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17. Next we will truncate the hogging reinforcement. Click anywhere on the beam side elevation to open the Define RC Beam Reinforcement form. Draw a box around the bottom row of hogging reinforcement and click on the ‘Edit reinforcement attributes’ button near the bottom of the form. This will open the Set Reinforcement Attributes form. Tick the Modify check box and enter proportions of “0” and “0.1” in the form. Click “OK” on both forms and check the results for both cases again. The beam still es and the reinforcement has been reduced to 23.61 tonnes.

18. We can reduce the hogging reinforcement still further. Click anywhere on the beam side elevation to open the Define RC Beam Reinforcement form. Draw a box around the second from bottom row of hogging reinforcement and click on the ‘Edit reinforcement attributes’ button near the bottom of the form. This will open the Set Reinforcement Attributes form. Tick the Modify check box and enter proportions of “0” and “0.2” in the form then click “OK”. Draw a box around the next row of reinforcement upwards and change the locations along the beam to “0” and “0.35”. Click “OK” on both forms and check the results for both cases again. The beam still es and the reinforcement has been reduced to 17.21 tonnes.

19. Now that the beam has been optimised for both hogging and sagging ULS load cases, the next step is to design the shear links in the beam. Click on the Analyse for drop down and select “Shear force + BM 1 load comb 1” from the list. The plot of results will now show the design shear together with the maximum allowable shear force and the shear force resistance with nominal links. 5-35

Click on the “Results” button to view the shear calculations. Scroll down to the bottom of the results to see summary of link requirements.

Looking at the results, we can see that there are 5 areas in which we need to carry out link design. These are:     

0m to 2m 2m to 3m 3m to 10m 10m to 27m 27m to 29.82m

The best way to carry out this design is to introduce additional points of interest (POI) along the length of the beam. 20. Close the Results Viewer and go to the Reinforced Concrete Beam Analysis form and click on the “Points of Interest” button. This will open the Add Points of Interest form. Click on the point after the location where you want to insert a POI and press the “+” button near the bottom of the form. This will add a new point half way between the two points either side of it. The new point will have a ticked tickbox next to it. Double click in the Position along span column and enter a value of “2m”. The new point will now be shown in the table.

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Repeat this process to add points at 3m, 10m and 27m then click on “OK” to close the form. 21. Use the arrows by the Result Point of Interest field to select point 3 at 2m then click on the “Results” button. Scroll to the bottom of the results and look at the table for link arrangement.

From the table we can see that there are several possible arrangements that could be used. The best arrangement would be 4 legs of 12mm links at 125mm spacing. 22. We can repeat this for the other POI locations to get the following results: Location

Diameter

Legs

Spacing

0m

10mm

4

125mm

2m

12mm

4

125mm

3m

12mm

6

75mm

10m

12mm

6

100mm

27m

12mm

6

125mm

29.82m

10mm

4

125mm

23. We also need to check the beam at Serviceability. Go to the Reinforced Concrete Beam Analysis form and click on the Analyse for drop down and select “BM for live load 1 load comb 1” from the list. Make sure the Limit State option is set to “Serviceability”. The graphical results show 5-37

the design stress line in green which means the beam design es for the sagging case. Repeating this for the hogging case shows that the beam still es.

24. Finally, we need to check the beam with the concrete fcu set to 60% in accordance with Table 5 of BS 5400 Part 4. Click “OK” to close the Reinforced Concrete Beam Analysis form then click on the Data|Define Material Properties menu. This will open the Define Material Properties form. Click in the Name column on the first row of the table to open the Define Property Details form. Change Characteristic Strength, fcu to 24N/mm2 then click “OK” twice to close both forms. Click on the Calculate|Analyse menu to open the Reinforced Concrete Beam Analysis form. You will see that the beam still es for hogging at SLS. Set the Limit State option to “Ultimate” to confirm that it also es. Change the load case to “BM for live load 1 load comb. 1”. The beam es for sagging at ULS. Set the Limit State option to “Serviceability” to confirm that it also es. Finally, change the load case to “Shear force + BM 1 load comb 1”. Once again, the beam es. 25. When the analysis form is open the results graphs can be displayed in a 3D isometric window by clicking on the icon on the graphics window:

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Also, it is worth noting that when the print preview window is opened by clicking on the icon at the top of the graphic window, a pdf of the graphic window can be generated by clicking on the icon at the top of the print preview window. 26. Click “OK” to close the Reinforced Concrete Beam Analysis form then click on the File|Save As... menu item. Set the file name to “My BS Example 5_3.sam” and click on the “Save” button. 27. Close the program.

Summary In this example we have changed the length of a standard beam to fit a specific structure then carried out a detailed design. During the design process we have modified the reinforcement by adding, removing and curtailing bars. We have also checked the design in accordance with Table 5 of BS 5400 Part 4.

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5.4. Post-tensioned Beam Design Subjects Covered: Post Tensioned; Pre-stressed; Tendon definition; Prestress losses;

Outline A Composite post-tensioned concrete beam is shown below.

The dimensions and details for the construction of this beam can be found in Example 4.6. The nominal loads applied to the beam will be: 1. Dead load using a density of 24kN/m3 2. Superimposed Dead Load of 6.0kN/m 3. A live load UDL of 12.4kN/m. 4. For Shear a UDL of 10Kn/m with a point load of 200kN at mid span During erection, tensile stresses will develop in the bottom of the beam so it will be necessary to pre-stress the beam with single strand, straight tendons, placed with the centres of the tendons at 60mm above the soffit of the beam. These tendons will be grade 1670 and will be initially stressed to 80% fpu. Each added tendon will have an area of 139mm2. Although we can only model these tendons as “post-tensioned” the various parameters such as duct diameter and various loss values can be adjusted to give a very good approximation of the pre-tensioned effects. The main profiled tendon will have a 3mm anchorage slip when fully stressed and the jack friction is estimated at 10kN. For the design situation considered the creep loss

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and shrinkage loss in this tendon is calculated to be 10% and 3.333% respectively. All other values are assumed as default values The construction sequence will be as follows. 1. The precast beam is cast with the duct and a number of single strand prestressing tendons. 2. Mark the tendons as grouted (even though the duct diameter is set to zero) to make them bonded tendons. 3. The beam is placed on its bearings and the profiled tendon is stressed to 50% to resist the moments induced by the insitu slab construction. 4. The insitu concrete is cast. 5. The profiled tendon is re-stressed to 100%. 6. The profiled tendon is grouted before the application of SDL and live loading. Determine the number of pre-stressing tendons required to ensure the tensile stresses are below the max allowable values at all stages and check both ULS and SLS conditions in all cases, including the application of live load.

Procedure General & Additional Material 1. Start the program and set the project template to “Version 6 Examples” from the Options|Project Templates menu item. 2. Open the data file “BS Example 4_6.sam” created in section 4. 3. Use the menu item Data|Titles... to set the title as “Post Tensioned concrete Beam” with a sub-title of “Example 5.4 Beam Design”. Also add your initials to the Calculated by data item. Click on “OK” to close the titles form. 4. Open the Define Material Properties form using the menu item Data|Define Material Properties... Add an additional prestress strand material as grade 1670 and set the initial Prestess Force to 79% in the same way as described in example 4.6. It is set to 79 rather than 80 as we are assuming a 1% loss due to elastic shortening during transfer and this loss is not represented in a post tensioned beam.

Extra Tendon Data 5. Open the Post-tensioned Concrete Beam Definition form using the Data|Define Beam... menu item and in the Define: field select “Tendons”. By considering the applied moments at mid span, it is estimated that two tendons will be required to resist the self weight of the beam.

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6. Add two additional tendons by clicking on the “+” button at the bottom of the table to open the Define Tendon Locations form. Set the No. of tendons and No. of strands to “1”, the Area of strand to “139mm2” and Duct Diameter and Strand Offset to “0”. Click twice at different locations on the graphics screen at approximately 60mm above the soffit of the beam, once to the left of the y axis and again on the right. The coordinates of these two additional tendons can then be edited to (-100,60) and (100,60) before closing this form with the “OK” button. 7. If necessary, the prestressing properties for these tendons may need to be changed to Grade 1670. Window round the two additional tendons on the graphics screen, in the normal way, and click on the button near the bottom of the form. Set the Tendon property: to “grade 1670” in the displayed form before closing it with the “OK” button.

8. To change the prestressing loss details for these tendons click on the “Define Profile” button. Click on Tendon: 2 in the table and open the Loss of Prestress tab. Set all fields to “0” except the Relaxation Loss: which should be set to “1.25”% but choose “No to All” when the program asks if you wish to apply this to all tendons.

Repeat this for Tendon: 3. 9. For Tendon: 1 set the Anchorage Slip: to “3mm” and the Jack Friction: to “10kN”, while the Duct Friction Coefficient and Wobble factors remain as

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default. The Concrete Creep Loss: should be set to “9.9”% and the Shrinkage Loss: to “3.333”%, while the Relaxation Loss: remains at “2.5”%. 10. Close all forms in sequence with the “OK” button.

Define Loading Effects 11. The UDL value for the precast dead load and the insitu dead loads can be determined using the area of each component and the density of 24kN/m3. To obtain these areas open up the Analysis form using the Calculate|Analyse menu item, set the Analyse for: field to “Geometry Check & Section Properties” and click on the “Results” button. The data displayed shows that the PC Beam area is 283250mm2 and the insitu slab area is 392800mm2. This equates to UDLs of 6.798kN/m and 9.427kN/m respectively. Close the Results Viewer and Analysis form. 12. Open the Define Post-tensioned Beam Loads form using the Data|Define Loading... menu item and set the Loading Description to “Construction Sequence Loading”. The I.D. should be “1”. This will represent the self weight simply ed moments of the precast beam. 13. Use the “Generate” button (clicking “Yes” on the confirm message) to open the Generate Beam Loads data form. The UDL intensity of “6.798” is entered for both ends of the beam and all other data remains the default as this is a simply ed beam. The form is closed using the “OK” button allowing the table of effects for this loading to be filled in automatically. 14. For the insitu dead loads change the I.D. to “2” by clicking on the “+” button next to the I.D field and repeat the procedure above using a load intensity of “9.427”. ( to click “OK” to close the form to ensure that changes are saved). 15. For SDL select “Superimposed dead load” from the Loading Description: field (I.D. set to 1) and use the “Generate” button to enter the load intensity of “6.0kN/m”. 16. For live load select “Live Load BM” from the Loading Description: field (I.D. set to 1 and Load Combination: set to 1) as it is the bending moments and bending stresses that will be designed for. Use the “Generate” button to enter the load intensity of “12.4kN/m”. 17. For the Shear Force design case select “Live Load SF + associated BM” from the Loading Description: field (I.D. set to 1 and Load Combination: set to 1). Use the “Generate” button to enter the load intensity of “10kN/m” and in this form click on the “+ Add Load Component” button to add a component for the point load. In this component tab enter an intensity of “2000kN/m” at start and end, but set the Dimensions: to “9.95” and “10.05” respectively. Set the Beam span equally divided by field to “50” and then close the form with the “OK” button.

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18. Close the Define Post-tensioned Beam Loads form using the “OK” button.

Define Construction Sequence 19. Select the Data|Define Construction Sequence menu item. This will open the Define Construction Sequence form. 20. There are 6 stages to define so click on the “+” button at the bottom of the table until there are 6 stages shown. 21. The first stage is pre-stressing the precast beam so in the first row of the table set Span-Segment to “1-1”, Section Stage to “Precast”, Action to “Stress”, % to “100”, Tendons to 2,3, Action to “Add” and Loading to “Construct. Seq. Loading 1”. 22. Change the data in the other rows to reflect the stages in construction as shown below:

23. This means that stresses and moments can be checked at each of these stages as well as the maximum live load bending case. 24. Close the Define Construction Sequence form using the “OK” button.

Design Checks 25. Open the Post-tensioned Concrete Beam Analysis form using the Calculate|Analyse... menu item and select “Construction Sequence 1” in the Analyse for: field. With the Limit state radio control set to “Ultimate” it can be 5-45

seen in the graphics display that the design moment exceeds the permissible sagging moment in the middle of the beam. If the Limit State: control is set to “Serviceability” then the mid span stresses slightly exceed the tensile stress limit at mid span. This indicates that there is insufficient pre-stress.

26. Click on the “Green” elevation of the beam in the graphics and this will directly open the Define Post-Tensioned Tendons: form. Add a third straight pre-stress tendon, mid way between the other two, with exactly the same properties and parameters by following the same procedure as in section 5... above. When the Define Post-Tensioned Tendons: form is closed it will take you back to the analysis but the effect of the new tendon will not be evident as it has not been included in any construction stage. 27. Close the analysis form and open the Construction Sequence form as defined in 19 above. Add the new tendon to stages 1 and 2 and close the form using the “OK” button. 28. When we return to the analysis form for “Construction Sequence 1” we now have plenty of capacity at Ultimate limit state and the mid span stresses for SLS are positive. The top stresses are slightly negative at the ends but this can be catered for with appropriate debonding. 29. Check all construction sequence cases 1 to 6 now show acceptable stresses and moment capacity. 30. The BM for live load case is also acceptable for both ULS and SLS checks.

31. The Analysis for shear force shows that the shear capacity at the ends of the beams is below the design shear.

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32. The drop in shear capacity at the ends of the beams is due to the calculated breadth of the beam at these locations. As the tendon duct moves into the web the section breadth is calculated as the effective breadth at the tendon level minus 2/3rds of the diameter of the grouted duct (as specified in BS5400). The tendon capacity also falls off due to the vertical component of the tendon force. 33. By inspection of the bending results, there is excessive capacity at the beam ends so it would be preferable to move the tendon ends down by 300mm which will reduce the vertical component and reduce the section with the tendon in the web to a small length. In reality the end diaphragm will cover this area. 34. To achieve this click on the beam elevation to open the Define Post-Tensioned Tendons form and click on the “Define Profile” button. Click on the “Profile” tab of the resultant form and set the dZ values of both ends of Tendon: 1 to “-0.3” before closing both forms with the “OK” button which will take us back to the Analysis form. 35. The Shear capacity at the beam ends is now greater than the applied shear but shear reinforcement above nominal will have to be provided

36. And an inspection of all other design cases provides an adequate design. 37. When the analysis form is open the results graphs can be displayed in a 3D isometric window by clicking on the icon on the graphics window (see below).

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Also, it is worth noting that when the print preview window is opened by clicking on the icon at the top of the graphic window, a pdf of the graphic window can be generated by clicking on the icon at the top of the print preview window. 38. Click on File|Save as... 5_4.sam”.

menu item and save the file as “My BS Example

39. Close the program.

Summary In this example we have added tendons to an existing post-tensioned beam, applied load to the beam then defined the construction sequence for the beam. Once this was done we went on to carry out a series of design checks for the beam to confirm that it is an adequate design.

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6. Analysis - Model Definition Contents 6.1. 6.2. 6.3. 6.4. 6.5.

Line Beam Definition .................................................................................................. 6-3 Portal Frame Definition .............................................................................................. 6-7 3D Truss footbridge ................................................................................................. 6-19 Simple Grillage......................................................................................................... 6-33 Finite Element Slab .................................................................................................. 6-47

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6.1. Line Beam Definition Subjects Covered: Line Beam Analysis; Line Beam Geometry; Drop In Span; Parametric Shapes

Outline It is required to form a five span line beam analysis model to represent a reinforced concrete “T” beam, with dimensions as shown below. The first span is an 8m cantilever and the third span consists of two cantilevers at each end ing a 15m drop in span. The beam is constructed of grade 50 concrete (Elastic modulus 34kN/mm2). To model the drop in span we specify the line beam to have 7 spans and specify the s at the internal bearing locations accordingly.

Each span is split into 1m segments which will define the results output locations. Once the beam is defined, produce a full data summary report in pdf format and save the data file for use in another example.

Procedure 1. Start the program and ensure that the current Project Template: is set to “Version 6 Examples” using the Options |Project Templates menu item. 2. Begin a new structure using the menu item File |New |Structure

Create line beam geometry 3. Use the menu item Data |Structure Type |Line Beam to start a line beam analysis. 4. Set the title to “5 Span Line Beam” with a sub title of “Example 6.1” using the Data |Titles menu option. Also set the Job Number: to “6.1” and put your initials in the Calculations by: field. 5. Click on the Structure Geometry icon to open the Line Beam Geometry form. 6-3

6. Set the Number of Spans: field to “7” and press the Enter key. The graphics will update to show the new configuration. 7. In the table, double-click on the Span Length field in row 1 and type in a value of “8”. Enter appropriate span lengths in the other rows as shown in the table below. (rows 7&8 are hidden but the last span length is “10”)

8. Specify the conditions such that all span ends are fixed in displacement but free to rotate (the default), but then free the displacement at the end of the cantilever (row 1) and each end of the drop in span (rows 4 & 5). This will be shown in the graphics as:

9. Finally, change the value in Divide Shortest Span into: to 5, which will split the smallest span into 1m segments. The longest span is updated automatically. Close the form using the “OK” button.

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Define Section Properties 10. Change the navigation pane on the left hand side of the screen to “Section Properties” by selecting the button at the bottom. 11. Click on the “+ Add” button at the top to display the selection list as shown and pick “Parametric Shapes”. In the Parametric Shape Properties form change the Shape Reference: to “T” and then set height: to “1000mm”, width: to “1500mm”, web thickness: to “500mm” and :flange thickness to “200mm”.

12. Enter a Description: as “RC T Beam”, Elastic Modulus: as “34kN/mm2” and a Shear Modulus: of “14.2kN/mm2” to reflect that we are using grade 50 concrete. 13. To assign this property to all in the structure draw a window round the whole structure in the Structure Graphics screen (Click at the top LH corner and release, move the cursor to the bottom RH corner and click again). The selected Beams turn red. 14. Close the Parametric Shape Properties form using the “OK” button 15. Use the menu item File |Save as... to save the data file with a name of “My BS Example 6_1.sst”. 16. Close the program.

Summary A Line Beam model is very easy to put together as the geometry is very simple. In this way it is a very efficient method of analysis for preliminary design.

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However, it must be ed that a line beam only considers in plane vertical displacement and rotation about a perpendicular axis (ie. dz and ry degrees of freedom). This will of course mean that only two member actions are valid at the ends of each beam segment (ie. moment MY and shear FZ). If torsions, axial forces or transverse bending effects are significant in a structure then a line beam will not represent them.

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6.2. Portal Frame Definition Subjects Covered: Refined Analysis; 2D Frame; Sub Model Planes; Drawing 2D ; Splitting ; Importing Sections; Copying Properties; Filtering; Rotating Local Axes; Copying 2D Sub Models; Renumbering ts; Conditions; Member Release of Degrees of Freedom; Notes; Data Reports

Outline It is required to form a two storey, single bay, building frame analysis model as shown below. Each storey is 8m high and the column spacing is 10m. All ts have full connection except at the ends of the first floor beams, where there is full shear and axial continuity, but no moment connection. All frame are constructed with grade 355 structural steel (Elastic modulus 205kN/mm2, Shear modulus 78.85kN/mm2). To model the beam column t accurately we will place a model node at the face of the column as well as the column centre. The short member between these nodes will have stiff properties (say 103 greater than the actual beam). This will ensure that the moment releases applied to the ends of the actual beam are in the correct location.

Each beam and column is split into 10 segments which will define the results output locations. The beam and column sections have been defined in the section module and are loaded as external files.

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Once the frame is defined, produce a full data summary report in pdf format and save the data file for use in another example using the name “Two Span Single Bay Frame.sst”.

Procedure Setup & Geometry 1. Start the program and ensure that the current Project Template: is set to “Version 6 Examples” using the Options |Project Templates menu item. 2. Begin a new structure using the menu item File |New| Structure. 3. Use the menu item Data |Structure Type |Refined Analysis to start a refined analysis. 4. Set the title to “2 Storey Single Bay Frame” with a sub title of “Example 6.2” using the Date |Titles menu option and put your initials in the Calculations by: field. 5. In the Structure navigation window click on the button and select 2D Sub Model from the selection list. This will create an entry in the navigation tree and open the 2D Sub Model Plane form. 6. We wish to define this frame in the XZ plane, so click on the button and you will notice the axes change in the graphics. Close the Sub Model Plane form with the “OK” button.

7. To create the structural open the Sub Model form by clicking on the element in the Structure tree. 8. To create a member we simply draw it in the graphics window making use of an appropriate snap mode. Initially click on the icon in the graphics toolbar. 9. Then click on the origin of the graphics screen followed by another click 8m in the vertical direction (Count the grid points as the Snap: mode should be set to grid). 6-8

10. If the member is drawn wrongly, simply click on the Edit item in the Member Tasks list and change the coordinates in the displayed form before closing this form with the “OK” button. 11. To draw the second column we use the Copy Member(s) item in the Member Task list and enter a translation vector of (10,0) before clicking on the “Apply” button.

12. Now draw the transverse beam between the top two nodes of the column by following the same procedure as in 8 above, but setting the Snap: mode on the graphics toolbar to Node in Plane. 13. We now need to split the two columns into 10 segments each. This is done by using Split Beam Element... in the Member task list. 14. In the Split Beam Element form set Split specified beam element by/ specified division by clicking on the appropriate radio button controls. And then set the Number of new elements to “10”. 15. Click on the leftmost column in the graphics (turns red) and then click on the “Apply” button to see the 10 segments generated in the graphics window. 16. Repeat 14 for the rightmost column. 17. Now click on the beam, but set Number of new elements to “3” (hit enter to update the table) and change the segment lengths in the table to “0.15m”, “9.7m” and “0.15m”. Click on the “Apply” button to split the beam. 6-9

18. Now click on the middle segment of the beam and split this into 8 equal length segments using the “Apply button. Close the Split Beam Element form with the “OK” button. Use the Fit View icon on the graphics toolbar to fill the graphics screen with the structure.

Section Properties We are now going to define and assign some section properties to the structure so far. 19. Close the Define Sub Model form with the “OK” button and change the Navigation window to Section Properties by clicking on at the bottom of the window.

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20. Click on the button and choose Design Section from the list of options. This will display the Import file form in which the “Browse...” button should be clicked. Select the file called “BS Example 6_2 Beam Section.sam” in the file browser and “Open” this file. 21. The graphics will now have two parts to the window – the first part the structure and the second part the section. 22. Using the right mouse button in the graphics area, a number of tab and tile options can be selected to customise the layout of the window panes. Set it to Tile Vertically. Use this if the section is not shown.

23. In the structure graphics, use the toolbar button to obtain a view on the xz plane and then window round the horizontal beam elements (using a left mouse click at the top left hand corner , releasing the button and moving the cursor to the bottom right corner and clicking again) taking care not to select any of the column . The selected will turn red. 24. Before closing the Import File form with the “OK” button, change the description to “Beam section 686x254x152” by selecting it from the drop down list.

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25. Repeat 20 & 24 but import the file called “BS Example 6_2 Column Section.sam” and change the Description: to be “Column section 305x305x158”. 26. To select the column , window round the whole structure and when the Confirm window asks whether the beam elements should be overwritten answer “No to All”. Close the Import File form in the normal way.

Modify Section Properties As described in the outline we now need to enhance the stiffness of the short elements at the ends of the beam. To do this we copy the standard beam property, increase the elastic and shear modulus and then overwrite the property of these elements with the new property. 27. Right mouse click over the beam section property in the navigation window and select “copy” from the popup menu. This will create a new property and open the data form (Import data file form) allowing changes to be made. Change both elastic modulus and shear modulus by increasing them by a factor of 1000 and then changing the Description to “Stiff”.

28. To assign this property to the two short beam elements it is necessary to switch on the node markers and zoom in to each of the top corners. To switch on node markers use the orange “General” button at the right of the graphics window and tick the Show Nodes option.

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29. To zoom in, place the cursor over one of the corners and either use the mouse scroll wheel or click on the graphics toolbar button several times. When the short beam element is clear, click on it to assign the stiff property (agreeing to overwrite the existing property). 30. Repeat this for the other corner and then close the Import File form.

Local Axes The section properties defined are related to a certain set of axes and these must be consistent with the local axes of the beam elements. The YY axis of the sections is the horizontal axis parallel to the flanges, so the local y axis of all the beam and column must be perpendicular to the plane of the frame. To check this we can turn on the local axis display using the orange “General” button on the graphics window and tick the “Local Axes” box. The red axis is the YY axis so, it can be seen that the column are orientated in the wrong way. Additionally, if we want the bending moment diagrams to show sagging moments always on the inside of the frame then the local Z axis should always be pointing to the outside of the frame. This means the local axis system of the should be rotated to correct this. 31. To do this the leftmost column should be rotated by 90 degrees and the rightmost by -90 degrees. This can be done by changing the Navigation window to Structure and using the “Add” button to open Advanced beam Set |Local Axes. In the resulting form, Twist: should be set to “90” degrees and then the leftmost column selected graphically (to do this use the following procedure: a. Select the filter toolbar button

on the graphics screen

b. Click on De-select all in the selection tasks c. Set the Select By: field to “Section Property” d. Available groups “Column Section ...” sent to selected groups using the”>” button. e. “OK” f. Window round the leftmost column g. Set the name of the Advanced Beam Set to “Twist 90” h. “OK” 32. Add a second Advanced beam Set |Local but set the Twist: to -90. Change the name of this property to “Twist -90”. The current filter will allow the windowing around just the right column without selecting any beams. 33. Click on the small arrow next to the filter and select Select all to remove the filter. It can be seen that all the y axes (red) are now perpendicular to the plane of the frame and all the z axes are pointing to the outside of the frame.

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Copying 34. The single storey can now be copied to create the second storey. To do this we open the Define Sub Model form by clicking on the Sub Model entry in the navigation window. Select all the by first getting focus on the table by clicking on the first member in the list and then use the keyboard to press the and keys together. Click on Copy Member(s) in the Tasks list to open the Copy Member Selection form and enter a Translation vector of (0m, 8m) before clicking on the “Apply” button and then the “OK” button to close the forms.

35. In the Graphics window click on the toolbar icon to fit the structure to the window. Switch off the local axis display using the orange “General” button.

Renumbering Nodes Because the structure has been created by splitting and then copying the node and member numbers do not form a logical pattern. These next steps are not absolutely necessary but it makes the reading of output tables a bit easier. We will now renumber the nodes in a more logical manner.

Required Column Numbering

Required Beam Numbering

36. Open the t Details form from the Navigation window and change the graphics view to an XZ view by clicking on the toolbar icon . 6-14

37. From the toolbar open the filter form using the button , Deselect all then Select By “Section Property”, choosing the beam section from the list and moving it to the Selected Groups with . Click on the Save in Member Set Tasks and enter a name of “Beams Only” before closing the Save Member Selection form with “OK”. Now close the Filter form with “OK”.

38. Click on Sort in Table Tasks and in the Sort form Sort by “Z” and Then by “X” (both ascending). Close this form with “OK” 39. Now click on Renumber in the t Tasks List. In the Renumber form set the Renumber Range to All in Filter and the Start Number to 101before clicking on the “Apply” button and then “OK”. Scrolling up and down the list of ts, using the arrows on the keyboard, will illustrate the t sequence in the graphics window.

40. We now change the Filter to show just the columns in the same way as for the beams in 36..., saving this filter with a name of “Columns Only”. 41. Click on Sort in Table Tasks and in the Sort form Sort by “X” and Then by “Z” (both ascending). Close this form with “OK”. 42. Renumber the filtered ts from “1” in the same way as in 39 above and then close the t Details form with “OK”. 43. To do the same thing for member numbers open the Member details form by clicking on Member Details in the Navigation Window. 44. Filter on Columns Only, using the filter drop down list displayed when the Down Arrow next to the filter icon is clicked, and sort by Lowest t Ref. Renumber 6-15

the filtered from “1”. (Use “Renumber” from the Member Task tool bar). 45. Filter on just Beams Only and sort by Lowest t Ref. Renumber the filtered from “41”. 46. Filter on stiff elements using the Section Properties in the filter form ( to deselect all first). 47. There is no need to sort these but just renumber from 101. 48. Remove all filters.

s 49. We now need to the structure by fixing certain degrees of freedom of the two ts at the base of the columns. Click on Structure in the navigation tree and then click on the Add button. Select ed Nodes from the list. In the graphics toolbar change “Along Span End Lines” to “All ts” and then click on the two base ts in the graphics window. Both ts will have the same fixity, so they will be Uniform. Change all degrees of freedom except Rotation Restraint about Y to Fixed before closing the form with “OK”.

Release of Member Degrees of Freedom 50. The first floor beam needs to be simply ed at its ends, so it is necessary to release the RY degree of freedom at the beam ends. In the Structure navigation window click on and select Advanced Beam Set|Releases from the displayed list. 51. Change the name of the releases to “Free RY” and change the Moment y: field to “Free”. Set the filter to “Beam Only” and click on the two ends of the first floor beam. A small cyan circle will appear near to the end of the member selected.

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Notes 52. It is good practice to make a note of any modelling techniques used in your model so that others can check it more readily. Open up the Notes form using the menu item Data|Notes... Enter the following text into the form: To model the first floor simply ed beam additional nodes have been place along the beam at the location of the column faces. This will enable member releases to be applied at this location and model the eccentricity of the beam reaction into the column. The short beams connecting the beam ends to the columns will have a stiffness 1000 greater than the standard beam by adjusting the elastic and shear modulus accordingly. 53. Close the Notes form with “OK”.

Data Reports 54. Now create a data summary and save as a pdf file using the menu item File|Data Reports... Click on the “Include all” button and then the “View” button. In the Results Viewer form click on the tab to display the results in pdf format. To save this as a file click on the save icon in the toolbar and enter a name of “Portal frame data report.pdf” before closing the Results Viewer and the Data Reports form. Also, it is worth noting that when the print preview window is opened by clicking on the icon at the top of the graphic window, a pdf of the graphic window can be generated by clicking on the icon at the top of the print preview window. 55. Finally save the data file using the menu item File|Save as... using a file name of “Two Span Single Bay Frame_BS.sst” 56. Close the program.

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Summary This example provides a basic introduction to the Refined Analysis module and demonstrates the basic principles of creating structural elements in a sub-model, manipulating these elements and asg properties. Special care is taken when asg properties with respect to local axis definitions. Member releases and notes are also introduced.

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6.3. 3D Truss footbridge Subjects Covered: Refined Analysis; 3D Frame; Setting Out Objects - Arcs; Construction Lines; 2D Sub models; Drawing 2D Beam ; Copying Sub Models; 3D Sub Models; Drawing 3D Beam ; Filtering; Importing sections; Parametric Shapes; Structure Plots; Data Summary

Outline This model is of a 55m span steel truss footbridge, curved in elevation, constructed with square hollow sections for the bottom boom and circular hollow sections for the top boom and bracing. The deck spans between the two bottom boom and is braced diagonally with angles.

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Plan of Top Boom and Bracing

Plan of Bottom Boom, Deck and Deck Bracing

The top boom is a 406x16 Circular Hollow section The bottom boom is 400x400x20 Square Hollow section All other except the deck and deck bracing are 324x12 Circular Hollow section The deck is constructed from 6mm thick steel plate, transversely stiffened with inverted “T” sections welded to the underside of the plate. The “T” sections are 400mm deep with a 100mm wide flange and is 10mm thick throughout. They are spaced at 500mm centres. Each transverse member in the bottom will be as shown below.

The deck is braced diagonally as shown in the plan with 75x75x12 steel angle. The material throughout is structural steel with an elastic modulus of 205kN/mm 2, a shear modulus of 78kN/mm2 and a weight density of 78kN/m3

Procedure 1. Start the program and ensure that the current Project Template: is set to “Version 6 Examples” using the Options |Project Templates menu item. 2. Begin a new structure using the menu item File |New |Structure. 3. Use the menu item Data Structure Type |Refined Analysis to start a refined analysis. 4. Set the Structure Title to “3D Truss Footbridge” with a sub title of “Example 6.3” using the Date |Titles menu option. Set the Job Number to “6.3” and put your initials in the Calculations by: field.

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Structure Geometry The structure will be built up using four separate sub models: One for each truss, one for the top boom connecting and another for the deck and bracing. The geometry of the first truss is defined by creating two curved arcs along the lines of the top and bottom boom and then placing vertical construction lines at the location of each of the truss connections. can then be drawn on the graphics screen by snapping to the intersection points. The first truss can be copied to form the second truss and then connecting can be drawn between them. 5. To start, add a new 2D sub model to the Structure navigation window, as described in example 6.2, with its plane in the XZ plane. Rename the submodel to “Truss 1” by clicking on it in the navigation window with the right mouse button and choosing the Rename option which allows text to be entered in the new name: field.

6. With the new sub model highlighted add a Setting Out Object by using the Add button and selecting the appropriate option. 7. Click on the small “+” at the bottom of the Define Setting Out Object form to add a line segment. Choose Arc from the Pick a type: list and click on the “Next” button.

8. The method we will choose to define the curve of the bottom boom is 3 points on curve – click on the “Next” button.

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9. Enter the three coordinates as (0.0, 0.0) (27.5, 0.688) (55.0, 0.0) and then click on the “Next” button.

10. If the curve appears correct close the wizard with the “OK” button otherwise use the “Back” button to re-enter incorrect data. 11. Change the Name: of the setting out object to “Bottom Boom Curve” before closing the form with the “OK” button.

12. Repeat 6 to 11 to create a second setting out object but use coordinates (0.0, 3.375) (27.5, 5.188) (55.0, 3.375) and a Name: of “Top Boom Curve”. 13. Add a third setting out line 3 vertically at the left end by repeating 6 to 11 but selecting start and end points and choosing a line rather than an arc and use coordinates (0.0, 0.0) and (0.0, 6.0). Set the Name: to “Vertical at x=0”. 6-22

14. To create a series of vertical lines that will intersect with the top and bottom booms, Add | construction lines offset parallel to SO3 with offsets as shown in the elevation drawing above (see the introduction to Part 6.3 of this manual). The first offset is at 2.475m. The bottom half of the table is shown below.

15. There are 20 lines in total. The lines are added by selecting the Line Type +Offset parallel to SOL on the left of the form. Select “S03” in the SOL Ref. and enter the offset accordingly. Once all lines have been created close the form with the “OK” button.

16. We will now connect the intersection points of these lines to create the beam of the truss. This is done by opening the Define Sub Model form by clicking on the Sub Model item in the navigation tree. 17. Select the draw mode in the graphics toolbar to multiple and then set the snap mode to “Intersection”. Now draw the first member of the bottom boom by clicking close to the first intersection point from the left then the third point. 18. The remaining of the bottom boom can be created by continuing the clicking on intersection points five, seven ...etc until the last point is clicked then the “Esc” key on the keyboard will stop the selection. Any drawn incorrectly can be deleted, by highlighting them in the table and clicking on the small “-“ button at the bottom of the table, and then drawn again correctly. 19. This can be repeated for the top boom except the intersection numbers will be 1, 2, 4, 6, 8, 10, 11, 12, 14, 16, 18, 20, 21 (note how the centre member is split in two to give a node at the apex). 6-23

20. Draw the two end vertical using the single member draw mode toolbar icon by clicking on the bottom intersection then the top. 21. The diagonal bracing can now be drawn as multiple , zigzagging from bottom to top across the truss. 22. The of the truss can be seen more clearly in the graphics if the construction lines and Setting out objects are turned off using the orange “Objects” button on the right of the graphics screen.

23. Close the Define Sub Model form with the “OK” button. 24. Copy this complete sub-model to the second side and rename the second submodel “Truss 2”. This is done by right clicking on the first sub model entry in the navigation window and selecting the Copy option. 25. In the Copy Sub Model form click on the “Define” button to define a new origin and plane for the copied sub model.

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26. Set the origin to (0.0, 3.5, 0.0) then click on the “Next” button. 27. The orientation of the plane does not need changing for the new sub-model so click on “Next” on the next two forms then “OK” to confirm. 28. To actually create the new set of click on the “Next” button on the Copy Sub Model form and then “OK” to confirm. 29. Rename this new Submodel to “Truss 2” in the same way as the first. 30. To view the two trusses in isometric click on the “Structure” item in the navigation window and use the appropriate toolbar button if necessary. 31. Add a new 3D sub-model to the Structure in the navigation window and in the graphics screen set the Draw Mode to single member . Draw the top boom transverse connecting one by one by clicking on the node points in the graphics screen. The structure may need rotating into a suitable orientation to achieve this. Panning and zooming options in the toolbar may also benefit node selection. First Click Second Click

32. Add the top diagonal bracing in the same way but use the multiple beam option , finishing with the “Esc” key when the last member has been drawn. 33. Close the Define Sub Model form with the “OK” button. 34. Rename the 3D sub Model to “Top Bracing”. 35. Add an additional 3D sub-model and repeat the exercise in 31 to 34 above but name it “Bottom Bracing & Deck”. The graphics orientation and zoom will need adjusting to achieve this. Note the different layout between the top and bottom bracing. 36. In the Navigation window +Add a ed Nodes item to the Structure. Change the view direction to Isometric using the graphics toolbar button. Also in the toolbar change the Along Span End dropdown field to All ts. In the graphics window click on the two nodes at the near end of the bottom boom . This will add small square icons at these locations and add two entries into the s table. Repeat this for the two nodes at the other end of the bottom boom . 6-25

37. In the Define Nodes form set the Group Type: to Variable and then change the X Direct Restraint to Free for the second two nodes. Close the Define ed Nodes form using the “OK” button.

Section Properties 38. Change the Navigation window to Section Properties by clicking on at the bottom of the navigation window. The sections for all but the deck bracing have already been created in section files, so these can be imported. The deck bracing is defined by a parametric shape. 39. Using the button at the top of the navigation window select the Design Section from the drop down list. 40. In the Import file form that will now be displayed click on the browse button and Open the file called “BS Example 6_3 324x12 CHS.sam”. 41. In the graphics screen, right mouse click, and choose the option Tile Vertically to display the section and structure as shown below.

42. In the Import file form use the drop down list in the Description: field to change the name to “324x12 CHS”. All other data will remain unchanged as this has been defined in the section file.

43. Close the Import file form with the “OK” button. 44. Repeat 39 to 43 for the other sections using Section files called:

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i. BS Example 6_3 400x400x20 SHS.sam ii. BS Example 6_3 406x16 CHS.sam iii. BS Example 6_3 Stiffened Deck Plate.sam Use appropriate names from the Description: drop down list. 45. The last section to define is an “L” parametric shape for the deck bracing. Using the button at the top of the navigation window select the Parametric Shape option from the drop down list. 46. In the Parametric Shape Properties form set Shape Reference to “L”, height: and width: to “75mm”, thickness of horizontal: and thickness of vertical: to “12mm”.

47. Also change the Elastic Modulus: to “205kN/mm2”, the Shear Modulus: to “78kN/mm2”, the Density: to “78kN/m3” and the Description: to “75x75x12 Angle” before closing the form with the “OK” button. 48. We now need to assign the various sections to the beam in the structure. Click on the 400x400x20 SHS item in the navigation window to reopen the data form (Import file). This section needs to be assigned to the bottom boom of the two trusses. This could be done by clicking on each bottom boom member individually in the graphics window but we will use filtering and orientation to make this a little simpler. 49. To filter the structure to just the two trusses, click on the filter button in the graphics toolbar. Because the toolbar is shortened due to the combined display with the section this may be hidden so the small triangle at the end of the toolbar must be clicked to display it.

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50. In the Member Selection Filter form click on the De-select all item in the Selection Tasks. Then change Select By: to “Sub Model Group”. Double click on Truss 1 and Truss 2 to move them to the Selected Groups: as shown before closing the form with the “OK” button.

51. Change the view of the structure, to view it from the South, by using the graphics toolbar button . 52. Window round the bottom boom as shown to assign this section to the selected in both trusses.

53. Close the data form for this section with the “OK” button then open the Section Data form for 406x16 CHS. This can be assigned to the top boom in the same way as 52 above.

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54. To assign the properties for the other beams we first remove the filter by clicking on the small arrow next to the filter icon and choosing “Select All” from the list. 55. Open the Section Data form for the section 324x12 CHS. Change “Inclusive Box” to “Excusive box” in the graphics toolbar and then window round the top boom of the structure. This is in effect a crossing box (dotted) that will select all wholly within the box and any member that is crossed by it.

56. It will try to overwrite the top boom already defined but a confirmation box allow this not to happen by selecting the “No to All” button.

57. It may appear in the graphics that the top boom have been selected (turned red) but in fact it is the bracing which is shown. This can be confirmed by changing the view to an isometric view. Click on the “OK” button in the Import File form to close it. 58. The Stiffened deck plate property and the 75x75x12 angle bracing can be assigned in a similar way. This is done by first filtering the structure to the Bottom Bracing & deck sub model, as described in 49 and 50 above. Then asg the property, member by member, by clicking on them individually in the graphics screen. Assign 75x75x12 angle properties to the diagonal bracing in the bottom deck. Assign the stiffened Deck Plate properties to other in the bottom deck.

Section Properties 59. The structure is now completely defined. It is required to produce two graphical reports to show the node numbering of Truss 1 and Truss 2. 60. With all data forms closed and just the graphics window visible, filter the model to just “Truss 1”. This can be done by using the drop down selection displayed when the small arrow at the right of the filter button is clicked. 61. Click on the Orange “General” button on the right of the graphics window and tick the boxes for Annotate ts, Show Nodes and Filtered Only. The display can be viewed as a “Print preview” before printing a hard copy. This is done by clicking on the print preview icon on the graphics toolbar . Also, a pdf of the graphic window can be generated by clicking on the icon at the top of the print preview window.

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62. You can see that there is nothing on the preview to say what part of the structure we are looking at. titles can be added at this stage to highlight this. Click on the preview menu item Format |Titles and tick the box for Show Title Block. A title of “Truss 1 showing node numbers” can then be added in the text field before closing the Titles form with the “OK” button. The new title can now be seen added to the graphics.

63. Print a hard copy, if required, using the File | Print menu item then close the Print Preview window using File | Close. 64. Repeat 60 to 63 with the filter and titles set for Truss 2 then remove the filter on the structure and set the viewing direction in the graphics to isometric.

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65. Now create a data summary and save as a pdf file using the menu item File |Data Reports... Click on the “Include all” button and then the “View” button. Click “OK” on the warning message. In the Results Viewer form click on the tab at the bottom of the window to display the results in pdf format. Note that you can navigate to different sections of the report using the hyperlinks displayed on the first page. 66. To save this as a file click on the save icon in the toolbar and enter a name of “3D Truss Footbridge Data Summary.pdf” before closing the Results Viewer and the Data Reports form. 67. Finally save the data file using the menu item File |Save as... using a file name of “My BS Example 6_3.sst”. 68. Close the program.

Summary This example highlights the methods used to create a general 3D structure by building up sub-models. It introduces curved setting out objects, and multiple construction lines to define the geometry of each truss. Particular interest is paid to filtering of the structure to simplify certain procedures.

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6.4. Simple Grillage Subjects Covered: Refined Analysis; 2D ;Transition Curve Design Lines; Construction Lines; Meshing; Slab Properties; Conditions; Data Reports

Outline A flat slab, 500mm thick, is shown below with setting out dimensions. It is to be modelled as a grillage in Autodesk® Structural Bridge Design 2014 and the data file saved for analysis in section 7.

It is ed on 7 discrete bearings at each end of the slab and 2 bearings at midspan. The two midspan bearings are parallel to the bearings at the slab ends and are located on a line parallel to the deck centre line but running through the bearings either side of the centre. All s are restrained in the vertical direction but the centre bearing at the left end is also restrained in both horizontal directions while that at the right end additionally restrained in the transverse direction.

The mesh will have seven longitudinal parallel to the centre line. As there is a reasonable skew at the left end of the slab, the transverse will be orthogonal to the centre line to give the most accurate results. To ease the positioning of the central s and to provide some form of mesh refinement at 6-33

these locations, the mesh will be generated in two. The left mesh will have 5 transverse (in the non skewed region) and the right mesh 7 transverse .

The single Carriageway is 12m wide with a 1.5m verge on either side and is centred on the deck. The concrete is grade 50 so it will have an elastic modulus of 34kN/mm2 and a shear modulus of 14.17kN.mm2. In defining the section properties of the grillage it is important that the torsional stiffness of the slab is split evenly between the longitudinal and transverse .

Procedure Setup 1. Start the program and ensure that the current Project Template: is set to “Version 6 Examples” using the Options |Project Templates menu item. 2. Begin a new structure using the menu item File |New| Structure. 3. Use the menu item Data |Structure Type |Refined Analysis to start a refined analysis. 4. Use the Date |Titles menu option to set the Structure Title to “Simple Curved Grillage Model” with a sub title of “Example 6.4”. Set the Job Number to “6.4” and put your initials in the Calculations by: field.

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Design Lines 5. In the Structure navigation window click on the button and select Design Line from the selection list. This will create an entry in the navigation tree and open the Define Design Line form. A design line needs to be created to represent the transition curve of the deck centre line. 6. Click on the small “+” button at the bottom of the form to add a segment and open the Define Line Segment wizard. 7. Set the segment type to Transition Curve and click on the “Next” button. 8. Set the method to start point, start angle, end angle, and length (clothoid) then click on the “Next” button. 9. The Start Point: coordinates should be (0, 0), the Start Angle: “20°”, End Angle: “0°”, and chainage Length: “25m”. Click “Next”. 10. Close the wizard with the “OK” button to enter the segment into the Design line table.

11. Before closing the Define Design Line form with the “OK” button, change the Name: to “Deck CL”.

Carriageway 12. A carriageway is added by clicking the window and selecting Carriageway.

button at the top of the navigation

13. In the Define Carriageway form, set the design line to “Deck CL” and then enter the relevant offsets as shown below. It should be noted that a negative offset

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to a design line is on the left hand side as you walk along the design line. Click on the “Fit View” icon in the graphics toolbar to view the carriageway fully.

14. Close the Define Carriageway form with the “OK” button.

Construction Lines To define the corners of the slab it is necessary to create some vertical construction lines that will intersect the edges of the verge. Construction lines are created within a sub model so a new sub model needs to be created first. 15. Use the “+Add” button in the navigation window to add a 2D Sub Model (GCS, z= 0) object. This sub model is automatically in the XY plane. 16. Now right click on the new sub model in the navigation window and select +Add | Construction Lines. 17. In the Define Construction Line form, click on the + Vertical line on easting option and enter an Offset of “3” (click on the enter key before proceeding or the data will be lost). The blue line can be seen graphically. 18. Repeat this with offsets of 13.5 and 24 so that there are three construction lines in the table.

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19. Close the Define Construction Line form with the “OK” button. 20. At this point save the data file as “My BS Example 6_4 Curved Slab Layout.sst” using the main menu File | Save as...

Grillage mesh 21. We can now define the two meshes. Right mouse click on the 2D sub Model in the navigation window and select +Add |Mesh. This will display the Define Mesh form. 22. Set Name: to be “Left Span”, Mesh Type: to be “Splay orthogonal to DL/SOL”, Pick: “by object” and Member Type: to “Beam Elements”.

The boundary of the mesh is then picked graphically by selecting the four boundary edges of this span. They must be picked so that consecutive lines intersect (in order) and the first line defines the general longitudinal direction, the second defines which is the positive direction (as can be shown by the arrow in the graphics). 23. Start on the bottom verge line, then the middle construction line, next the top verge line and lastly the leftmost construction line.

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2

3 4 1

24. Set the no. of Longitudinal to “7” and Transverse to “5” and note the change in the graphics. The first mesh is now complete so close the form with the “OK” button. 25. Repeat 21 to 24 but set the name to “Right Span” and pick the boundary of the right span. The other parameters can be copied from the first mesh by clicking on the “Copy Mesh Details From” button although the number of transverse needs adjusting to “7”. 26. Click on Structure in the navigation window and in the graphics screen change the viewing direction to plan view by using the icon . The mesh should now look like the picture below:

27. As well as the main longitudinal and transverse , the mesh generation has created rows of along each of the span end lines, which could represent diaphragm in many forms of deck. This row of along the middle span end line is not required so we will remove them. This is done by first clicking on the Details item in the Structure navigation window, which opens the Member Details data form. 28. We can remove each unwanted member by clicking on it in the graphics window and then clicking the small “-“ button at the bottom of the table.

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29. Close the Member Details form with the “OK” button.

Span End Lines 30. Before positioning s we will define the span ends by drawing the span end lines. This is done by right clicking on Structure in the navigation window and selecting +Add | Span End Lines. 31. The coordinates of each end of the lines could be entered manually into the table but it is easier to set the Snap: mode (Graphics toolbar) to Intersection and pick the ts of the mesh coinciding with the span ends. The sequence of clicks to give three lines would be as follows:

2

4

1 3

6

5

32. Close the Define Span End Lines data form with the “OK” button.

s 33. Click the “+Add” button at the top of the navigation window and select ed Nodes to open the Define ed nodes form. Each node along the two outer span end lines and two of the nodes along the middle span end line needs ing. This is most easily achieved by ing all nodes under the span end lines and then removing the ones not required. 34. In the graphics window box round the whole structure in the normal way which will place a on each node under the span end lines (this is because one of the select: options in the graphics toolbar is set to Along Span End Lines).

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35. Now change the Select: option in the graphics toolbar from “Create” to “Remove” and then click on the unwanted nodes to leave the following: ( note that the Select: mode automatically changes to all ts to do this)

36. In the Define ed Nodes form you will see that the Group Type: is set to Uniform, which means all the conditions are the same. Set the restraints such that all degrees of freedom are Free except Direct Restraint Z, which is Fixed. 37. Now change the Group type: to Variable, which allows each to have different constraints applied. We also change the Select mode (in the graphics window) to Create. 38. To fix the X and Y translational constraints on the centre along the left span end line we first click on this one node in the graphics screen (which highlights it in the table). In this row of the table we change the X and Y Direct Restraints to Fixed. 39. Item 38 is repeated for the centre under the right span end line, except that we only change the Y Direct Constraint to Fixed.

40. Close the Define ed Nodes form using the “OK” button.

Properties There are only two properties to define

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i. The 500mm thick slab property which can be assigned to all except the leftmost diaphragm . ii. A parametric rectangular shape member 10mm by 10mm as a nominally low stiffness member assigned to the leftmost diaphragm . 41. We first change the Structure navigation window to the Section Property by clicking on the “Section Properties” button at the bottom of the window. 42. Click on the “+Add” button at the top of the navigation window and select Continuous Slab. 43. In the Continuous Slab Properties form, change the Depth: to “500”, the Elastic Modulus: to “34” and the Shear Modulus: to “14.17”.

44. Window round the whole structure to assign this property to all . 45. Close the Continuous Slab Properties form with the “OK” button. 46. Click on the “+Add” button at the top of the navigation window and select Parametric Shapes. 47. In the Parametric Shape Properties form, change the Shape Reference: to Rectangle and enter a width & depth: of “10”. The Elastic Modulus: should be set to “34” and the Shear Modulus: to “14.17”. Set the Description: to “Nominal”. 48. Now assign this property to the leftmost line of diaphragm by selecting them in the graphics window (this can be done by boxing round them). You will be asked to confirm that you wish to overwrite the properties already assigned to these – answer “Yes to All” in the confirmation form.

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49. Close the Parametric Shape Properties form with the “OK” button. 50. Save the data file using the main menu File | Save as... with a name of “My BS Example 6_4.sst”.

Data Reports One of the first things we will do is create a graphical plot showing all the node and element numbers in one of the spans 51. In the Navigation window Click on the “Structure” item. In the graphics window toolbar click on the filter button to open the Member Selection Filter form. 52. Click on the Selection Task De-Select all. Change Select By: to Mesh and then move the M1:Left Span item from the Available Group: into the Selected Groups: by double clicking on it. Close the form with the “OK” button.

53. In the graphics window, click on the orange “General” button at the right hand side and tick the Filter Only option and tick the t and Member Annotation objects (this window disappears automatically when the cursor is moved away from the form). 54. Now click on the orange “Objects” button and de-select everything except Beam Elements and ed Nodes. 55. To make the annotation readable maximise the graphics screen and fit the structure to the window with the Fit View graphics toolbar icon . Click on the orange “General” button again and click on the “Format” button adjacent to the 6-42

annotation option (if the ‘Member’ annotation is not available click on “Switch to Member No.”). In the Text Setup form set the vertical offset to “-12” and the colour to Blue. Close the form with the “OK” button. The text should now be readable. 56. To get a hardcopy plot of this click on the Print Preview graphics toolbar icon to display the Print preview window. Use the menu item Format | Title... to open the Titles form. 57. Tick the option for Show Title Block and enter “t and Member Numbering for Span 1” in the visible text field. This preview can then be printed on your system printer by using the File |Print menu item before closing the preview window. Also, a pdf of the graphic window can be generated by clicking on the icon at the top of the print preview window 58. Restore the graphics window to its normal size. We are now going to create a report showing the calculation of the section properties of a row of transverse . 59. In the main menu select File |Data Reports... In the Data Reports form, select the Member Section Properties tab and ensure that Show Details and Show Summary are ticked.

60. In the graphics window toolbar, click on the Filter icon to open the Member Selection Filter form. Set the Pick Mode: to Transverse beam and then click on one of the transverse beams in the graphics window as shown. Switch off t annotation in the “General” tab. Click “OK” to close the Member Selection Filter.

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61. Click on the “View” button on the Data Reports form to show the basic results viewer. Although this doesn’t show the graphics directly, if this form is printed (or print preview) it will have the current graphics included at the top of the report. 62. Alternatively, if it was required to save a high quality pdf file of this report then click on the “PDF” tab at the bottom of the Data Reports form. This view can be saved to a local pdf file.

63. Close the results viewer using the green “Exit” button and then close the Data Reports form using the “Done” button. The program can now be closed. 6-44

Summary This simple grillage of a curved flat slab highlights all the basic methods for creating any grillage structure and introduces most of the tools required to create a grillage and get data reports. The model that has been saved will be used in the loading and analysis of this structure in section 7 of the examples manual.

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6.5. Finite Element Slab Subjects Covered: Refined Analysis; 2D Transition Curve Design Lines; Construction Lines; Meshing; Slab Properties; Conditions; Data Reports

Outline A concrete slab is shown below which has the same setting out dimensions as the slab in example 6.4. It is to be modelled as shell finite elements in Autodesk Structural Bridge Design 2014 and the data file saved for analysis in section 7. The slab is generally 500mm thick but has a 2.5m wide cantilever on either edge which is 300mm thick. It is ed on 5 discrete bearings at each end of the slab and 2 bearings at midspan. The layout and restraint conditions of the bearings are the same as for example 6.4 except the four corner bearings are excluded. Around the location of the two midspan bearings, the slab is thickened to 700mm so as to form a column head. The lateral dimensions of this thickened slab are defined by the mesh layout.

The mesh layout is shown below where both longitudinally and transversely, the wider elements are twice the width of the narrower ones.

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The single Carriageway is 12m wide with a 1.5m verge on either side and is centred on the deck, as in example 6.4 The concrete is grade 50 so it will have an elastic modulus of 34kN/mm2. Poisson’s ratio is assumed to be 0.2.

Procedure Setup 1. Start the program and use the menu item File |Open to open the file called “BS Example 6_4 Curved Slab Layout.sst” created in example 6.4. This will give us the basic setting out from which we can create the FE model. 2. Use the Date |Titles menu option to set the Structure Title to “Curved FE Slab Model” with a sub title of “Example 6.5”. Set the Job Number to “6.5” and put your initials in the Calculations by: field.

FE mesh 3. We can now define the two meshes. Right mouse click on the 2D sub Model in the navigation window and select +Add |Mesh. This will display the Define Mesh form. 4. Set Name: to be “Left Span”, Mesh Type: to be “Splay”, Pick: “by object” and Member Type: to “Finite Elements”.

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The boundary of the mesh is then picked graphically by selecting the four boundary edges of this span. They must be picked so that consecutive lines intersect (in order) and the first line defines the general longitudinal direction, the second defines which is the positive direction (as can be shown by the arrow in the graphics). 5. Start on the bottom verge line, then the middle construction line, next the top verge line and lastly the leftmost construction line.

3

2

4 1

6. Set the no. of Transverse no of elements to “16” and Longitudinal to “10” and note the change in the graphics. 7. The spacing of the elements now needs to be adjusted so that the four elements either side of each of the central s is half the size of the others. Change the size field for the transverse spacing from “equal size” to “set size”. 8. This opens the Set Transverse Size form. The spacing factors can be set to “0.5” where narrow elements are required as shown below:

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9. The other values of Dimension and Proportion are updated automatically. (the form above does not show the full table and there are three spacing factor values of 1 that are not shown). Close this form with the “OK” button. 10. Set size is used again, for the longitudinal spacing, but it is only the last two rows in the table that have the spacing factors changed to “0.5”. 11. Close the Define Mesh form with the “OK” button. 12. Repeat steps 3 to 11 for the second mesh but set the Name to “Right Span” and pick the boundary of the right span. 13. The general mesh parameters, such as spacing, can be copied from the first mesh by clicking on the “Copy Mesh Details From” button and selecting that mesh. 14. The longitudinal spacing will need adjusting for this mesh to set the narrower elements at the start. To do this re-select “set size” for the Longitudinal spacing and then set the Spacing Factors such that they are all 1, except the first two, which will be “0.5”. Close this form with the “OK” button. 15. Close the Define Mesh form with the “OK” button. 16. Click on Structure in the navigation window and in the graphics screen change the viewing direction to plan view by using the icon . The mesh should now look like the picture below:

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Span End Lines 17. Before positioning s we will define the span ends by drawing the span end lines. This is done by right clicking on Structure in the navigation window and selecting +Add | Span End Lines. 18. The coordinates of each end of the lines could be entered manually into the table but it is easier to set the Snap: mode (Graphics toolbar) to Intersection and pick the ts of the mesh coinciding with the span ends. The sequence of clicks to give three lines would be as follows:

2

6 4

5 1 3

19. Close the Define Span End Lines data form with the “OK” button.

s 20. Click the “+Add” button at the top of the navigation window and select ed Nodes to open the Define ed Nodes form. Five nodes along the two outer span end lines and two of the nodes along the middle span end line need ing. 21. In the graphics window toolbar set the second Select: option to “All ts” and then click on the required ed ts as shown below.

22. In the Define s Nodes table you will see that the Group Type: is set to Uniform, which means all the conditions are the same. Set the restraints such that all degrees of freedom are Free except Direct Restraint Z, which is Fixed. 23. Now change the Group type: to Variable, which allows each to have different constraints applied. We also change the Select mode to Create. 6-51

24. To fix the X and Y translational constraints on the centre along the left span end line we first click on it in the graphics screen (which highlights it in the table). In this row of the table we change the X and Y Direct Restraints to Fixed. 25. Item 24 is repeated for the centre under the right span end line except that we only change the Y Direct Constraint to Fixed.

26. Close the Define ed Nodes form using the “OK” button.

Properties There are three properties to define i. The 700mm thick isotropic FE property. ii. The 300mm thick isotropic FE property. iii. The 500mm thick isotropic FE property. 27. We first change the Structure navigation window to the Section Property by clicking on the “Section Properties” button at the bottom of the window. 28. Click on the “+Add” button at the top of the navigation window and select Finite Element. 29. In the Finite Element Properties form, change the Thickness: to “700” and the Elastic Modulus: to “34”. Note that the Shear Modulus gets automatically updated based upon the default Poisson’s ratio of “0.2”.

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30. Change the Description: to “700mm Grade 50 Concrete”. 31. Select the 32 elements in the graphics window surrounding the two central s as shown. This can be done by clicking on the individual elements or windowing around the two groups. To create the window, the “Shift” key on the keyboard must be held down whilst clicking the two opposing corners. Ensure that Select: is set to “Inclusive Box” in the graphics window.

Hold the shift key whilst drawing this window

32. Close the Finite Element Properties form with the “OK” button. 33. Right mouse click in the navigation window on the property just defined and select “Copy”. 34. Set the Thickness: to “300”, the Description: to “300mm Grade 50 Concrete” and then select the two rows of element adjacent to each curved edge of the slab. 35. These elements can be selected by clicking on them individually, windowing around them in groups or, if we know the element numbers, they can be listed as a text sequence eg. “25 to 50”. 36. To determine the element numbers they can be annotated on the graphics by clicking on the orange “General” button on the right of the graphics screen and then ticking the Annotation Member tick box (if this is not shown click on the

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button “Switch to Member No.”) Zooming in and panning should show the numbers to be: 141 to 160 1 to 20 303 to 320 177 to 194 161 162 175 176 37. To enter this text sequence click on the small text icon at the left end of the Assigned : field and type in the text as shown into the text field displayed (ing to click “OK” on the sub-form).

38. Turn off the Element Annotation in the graphics window. 39. Close the Finite Element Properties form with the “OK” button. 40. Right mouse click in the navigation window on the property just defined and select “Copy”. 41. Set the Thickness: to “500”, the Description: to “500mm Grade 50 Concrete” and then select the remaining elements of the slab in the graphics window. 42. This can be done by windowing around the whole structure and then answer “No to all” when asked if you wish to overwrite previous assignments 43. Close the Finite Element Properties form with the “OK” button. 44. Save the data file using the main menu File | Save as... with a name of “My BS Example 6_5.sst”. 6-54

Data Reports For general data reports and graphical plots follow the procedures detailed in previous examples (in particular example 6.4). It is required to produce a report for the section properties of a specific finite element to show items such as element area and aspect ratios. 45. In the main menu select File |Data Reports... In the Data Reports form, select the Member Section Properties tab and ensure that only Show Summary is ticked.

46. In the graphics window toolbar, click on the Filter icon to open the Member Selection Filter form and click on the bottom left hand element in the display before closing the form with the “OK” button. 47. Click on the “View” button on the Data Reports form to show the basic results viewer. Although this doesn’t show the graphics directly, if this form is printed (or print preview) it will have the current graphics included at the top of the report. 48. Alternatively, if it was required to save a high quality pdf file of this report then click on the “PDF” tab at the bottom of the Data Reports form. This view can be saved to a local pdf file.

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49. Close the results viewer using the green “Exit” button and then close the Data Reports form using the “Done” button. 50. Close the program.

Summary This simple FE mesh of a curved flat slab highlights all the basic methods for creating any FE mesh structure and introduces most of the tools required to create an FE mesh and get data reports. The model that has been saved will be used in the loading and analysis of this structure in section 7 of the examples manual.

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7. Analysis - Load Definition & Solution Contents 7.1. 7.2. 7.3. 7.4.

Railway Loading on a Line Beam ............................................................................... 7-3 Portal Frame Loading and Analysis ......................................................................... 7-11 Highway Loading and Analysis of a Simple Grillage ................................................ 7-19 Dead Load & Diff Temp Load on a Finite Element Slab ........................................... 7-31

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7.1. Railway Loading on a Line Beam Subjects Covered: Beam Loads; RU Rail Loads; Compilation; Envelopes; Bending Moments; Graphical Results

Outline It is required to analyse a five span line beam model as shown below and as defined in example 6.1

The line beam represents half of a two beam, single track, railway viaduct. It is required to determine the maximum design sagging moment in spans 2 and 4 for the ULS combination 1 design case. Details of the loading are as follows: 

Dead load of the beam is 25kN/m3 (fl = 1.15)



Ballast is 0.2m deep and has a density of 20kN/m3 (fl = 1.75)



Track and sleepers 5kN/m (2.5 on each beam) (fl = 1.2)



Live load type RU loading assuming a dynamic amplification factor of 1.18 (fl = 1.4)

Five live load cases should be created for each span, one with the concentrated load at the centre of the span and others with the concentrated load 1m & 2m either side of this. These can then be enveloped.

Procedure 1. Start the program and then use menu item File |Open... to open the data file with a name of “BS Example 6_1.sst” which was created in example 6.1. Close the Structure overview with the “Done” button. Basic Loads 2. To calculate the dead load of the beam it is necessary to determine its cross section area so that we can apply the load as a beam load in of load per unit length. To do this open up the Data Reports form using the File |Data Reports... menu item. Tick the Include Section Property Data field and click on the “View” button. This will open the Results Viewer which should show the cross section area of the beam as 700000mm 2. This means the UDL for dead load will be 25 x 0.7 = 17.5kN/m. Click on EXIT to close this window and then on the “Done” button to close the Data Reports form 7-3

3. Change the sub title of the example to “Example 7.1” using the Date |Titles menu option. Set the Job Number to “7.1” and put your initials in the Calculations by: field before closing the form in the normal way. 4. Change the navigation pane on the left hand side of the screen to “Basic Loads” by selecting the button at the bottom. 5. Click on the “+ Add” button at the top to display the selection list as shown and pick Railway Load ->RU. In the RU Loading form change the Ends Defined By: to “span” and Span No: to “2”. Then set Dynamic Factor, M: to “1.18” and V: to “1.12”. The Load Factor can be set to “0.5” to reflect that only half the load will be applied to one beam. Click “OK” on the warning message. Change the Concentrated Load chainage to 20.5m.

6. Change the Name: to “RU Span 2 – Con central” before closing the form with the “OK” button. 7. In the Navigation window right mouse click on the “L1” load in the list and select Copy from the popup menu. This adds a second load case, L2, and opens the RU Loading data form. Move the concentrated load 2m to the left by changing the Concentrated Load Chainage: from “20.5” to “18.5”. Change the Name: to “RU Span 2 – Con -2” before closing the form with the “OK” button.

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8. Repeat this for “Con -1”, “Con +1” and “Con +2” changing the concentrated load position and name accordingly. 9. Repeat 6, 7 and 8 for span 4 (Specify Span No. 6 in the data form as this is the virtual span number due to the drop in span) giving 10 live loads in total. (You may have to re-select Ends Defined By: Span to ensure that the loads are correctly defined). 10. Click on the “+ Add” button at the top of the navigation window and select Beam Member Load -> Longitudinal Beam Load from the selection list. 11. In the first row of the Longitudinal Beam Loading form set the Load Type to be “Uniform”, Load W1 to be “17.5” (Load W2 is automatically set as it is uniform) and the Name: to “Dead Loads”. To apply this load to the complete beam, box round the whole structure in the graphics window or tick all in the drop down list at the end of the Assigned : field. Close the form with the “OK” button.

12. Copy the Dead load in the same manner as for the live loads and change the load value to “6kN/m” and the name to “Ballast Loads”. 13. Repeat this again but change the load value to “2.5” and the name to “Sleeper & Rail Loads”. Compilations 14. Change the Navigation view to Compilations by clicking the appropriate button at the bottom of the navigation window. 15. Click on the “+ Add” button to add a Dead Load at Stage 1 compilation. Click on the “Insert record” button (+) near the bottom of the form to add a row to the table. In the first row of the compilation table use the drop down list to select the beam dead load case. Note that the default gamma is correct at 1.15 and change the Name: to “DL ULS”. Close the form with the “OK” button. 16. Click on the “+ Add” button to add a Superimposed Dead Loads compilation. Click on the “+” button near the bottom of the form twice to add 2 rows to the table. In the first row of the compilation table select the ballast load case and set the gamma factor to 1.7. In the second row select the sleeper & rail load

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case and set the gamma factor to 1.2. Set the Name: to “SDL ULS”. Close the form with the “OK” button.

17. Click on the “+ Add” button to add a BS5400 Comb. 1Railway compilation. Click on the “+” button near the bottom of the form to add a row to the table. In the first row of the compilation table use the drop down list to select the first live load case. Note that the default gamma is correct at 1.4 and the Dynamic Factor is set for Bending Effect. Change the Name: to “Bending Span 2 Con Cen U1” and close the form with the “OK” button. 18. Copy this compilation in the same way as before but change the load case to the second load and change the name accordingly. 19. Create a separate compilation for each live load case in the same way, giving a total of 12 compilations. Envelopes 20. To determine the max bending moment in each of spans 2 and 4 we create an envelope. This is done using the menu item Calculate |Envelopes... to open up the Define Envelopes form. 21. Click the mouse where it says “Click Here....” and set Envelope For to “Beam”, and accept all other entries as the default values except the Load Group which should be set to “Live Compilations”. Click on the small “+” button at the bottom of the top part of the table to add this data to the table and because All Complying Cases is selected all live load cases are entered into the envelope automatically. Click on the “OK” button to close the Define Envelopes form.

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22. The load cases can now be solved using the menu Item Calculate |Analyse, which carries out the solution and stores results ready for viewing. Results 23. The maximum sagging moments can then be obtained by looking at the results of the envelope in the results viewer. This is opened using the menu item File |Results.

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24. If the graphics and tabular results are not shown on the same screen then ensure that the Graphics is enabled using the menu item View |Set Default Layout | Graphic Above Table. 25. Set the Results Type: to “Envelope” and the Results For: to “Beam”. 26. To add the effect of dead load and superimposed dead load to the enveloped results then use the drop down list in the Include Dead Load Compilations: field to include both Dead &SDL compilations. (This is located near the top left hand corner of the graphics window). 27. To determine the maximum value then annotate the graphics using the orange “General” button at the right of the graphics screen and tick the Result tick box. If all results are shown then the “Format” button can be used to select maximums only. Filtering 28. The overall maximum is in span 2 but if we require to determine the maximum in span 4, the simplest thing to do is to filter the results for span 4 only. This is done by clicking on the graphics filter button

29. First of all De-select all from the Selection Tasks and set the Pick Mode to “Longitudinal Beam”. Then click anywhere on the forth span in the graphics window before closing the Member Selection Filter form with the “OK” button. The maximum sagging moment in span 4 is then shown on the graphics. 30. Annotate the member numbers using the orange “General” button in the graphics window. 31. Remove columns in the table that have zero values and have no meaning for a line beam analysis by unticking the selection that appears when clicking on the first column of the headings row - as shown below

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Click here

32. To see how the graphics and table would be printed out, use the File |Print Preview menu item to display the print preview. Close the print preview using the “Close” button. 33. Close the results viewer using the File |Close Tabular Results menu item. 34. Save the data file, using File |Save as... with a name of “My BS Example 7_1.sam”. 35. Close the program.

Summary This example provides a basic introduction to the Analysis modules of Autodesk® Structural Bridge Design 2014 and demonstrates the basic principles for asg properties, defining railway loads compilations and envelopes and viewing the results.

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7.2. Portal Frame Loading and Analysis Subjects Covered: Wind Load; Differential settlement; Lack of fit loading; Dead loading. Bending Moment, shear and Axial force diagrams.

Outline The portal frame model, created in example 6.2, is to be loaded with the following loads: 1. Dead load of the steel based upon a weight density of 78kN/m3 2. Dead Load of precast concrete floor s resulting in a UDL on the beams of 30kN/m 3. A horizontal wind load of 8kN/m acting as a UDL on the left hand columns 4. A settlement of 20mm applied just to the left hand 5. A “Lack of fit” loading due to the top beam being 15mm short during erection

8kN/m Wind Load

30kN/m Slab dead loads

30kN/m Slab dead loads

Create a combination of these loads using load factors of 1.6 for the wind load and 1.4 for all other loads. (Of course, one would normally use a load factor of 1.2 for all three loads if considering Dead, Live and Wind loads combined if using BS5950). Produce a combined bending moment/shear force diagram for the two beams, with max values annotated, and an axial force diagram for the two columns – both for the combined load case.

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Procedure 1. Start the program and open the file created in example 6.2 called “Two Span Storey Bay Frame_BS.sst” using the menu item File |Open... 2. Click on the menu Data |Titles... and change the Structure Title to “Portal Frame Loading”, the sub title to Example 7.2”, the Job Number to “7.2” and enter your initials in the Calculated by: field. 3. Close the Titles form using the “OK” button. 4. Click on the button at the bottom of the Navigation window to enable adding basic loads into the navigation tree.

Dead Loads 5. Click on the “+ Add” button at the top of the navigation window and select Beam Member Loads |Beam Element Load from the list of options. 6. We can enter the steel dead load into the first row of the Define Beam Loading form by setting Load Type to be “F Uniform”, Direction to “Global Z”, Load Value to be “Volume” and Load W1 to be “-78” (it is negative because it is acting vertically downward). W2 automatically assumes the same value as it is a uniform load. 7. Click on the small “down arrow” next to the filter button in the graphics toolbar and select “Beams Only” from the list of filters (these filters were set up in example 6.2). 8. Window round the whole structure. 9. Repeat 7 and 8 but with the filter “Columns Only”. There should be 56 now loaded as seen in the last column of the table.

10. The second line in the table can now be used to define the slab dead loads which will be “F Uniform”, “Global Z”, “Length” and “-30”. 11. This should be applied to just the beams using the “Beam Only” filter.

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12. Change the Name: to “Dead Loads” and close the Define Beam Loading form with the “OK” button.

Wind Loads 13. The wind load will also be created using Beam Member Loads |Beam Element Load when “Adding” a new Basic Load. The parameters for this will be: “F Uniform”, “Global X”, “Length” and “8”. It should be applied to just the left hand column by using the “Columns Only” filter but only windowing around the left half of the structure.

14. Change the Name to “Wind Loads” before closing the Define Beam Loading form with the “OK” button.

settlement Load 15. Click on the “+ Add” button at the top of the navigation window and select “ Displacement” from the list. 16. Enter “-20” in the DZ(mm) column of the first row and then click on the left ed node in the graphics window.

17. The default Name of “Settlement” is suitable so close the Define Displacement Loading form with the “OK” button.

Lack of Fit Load 18. Click on the “+ Add” button at the top of the navigation window and select Beam Member Load |Beam Element Distortion from the list. 7-13

19. The lack of fit can be applied as a point distortion of -15mm at any point along the top beam. Enter “-0.015” in the D Start column of the first row and then set Type to “Point”, Axes to “Local”, Direction to “Direction X”. 20. Apply this to the structure by setting the filter to “Beams only” and then clicking on left end of the top beam.

21. Set the Name to “Lack of fit load” and then close the Beam Distortion Load (Define Beam Loading) form with the “OK” button.

Compilation 22. To form a combination of these loads we create a Compilation. Click on the button at the bottom of the navigation window and then click on the “+ Add” button at the top. Select “Other” from the list. 23. In the Compile Loading Patterns form click on the “+” button near the bottom of the form four times to add 4 rows to the table. Change the Name to “Combination 1” and then in the first row of the Load Name field, click on the arrow at the end and select the “L1: Dead Loads”. Set the gamma value to “1.4”. 24. Enter each of the loads into separate rows of the table and apply the appropriate factors. (Ignore warning messages about default gamma values).

25. Close the Compile Loading Patterns form with the “OK” button.

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Solution 26. Click on the menu item Calculate| Analyse to perform the analysis which will display a form showing the progress of analysing the four load cases. Before closing this form display the analysis log file by clicking on the

button.

27. In the text file that is displayed check that the total loads applied in load case L1 are equal and opposite to the reactions for the same load case. (This applies to direct actions and not moments). 28. Close both the log file and the Analysis form.

Results 29. Click on the menu item File |Results to open up the results viewer and then display this as full screen using the window controls. 30. Use the menu item View | Set Default Layout | Tabbed Layout to set the view to a tabbed view with the Graphics on one tab and the table on another (this will not need doing if it is already a tabbed view). Click on the Graphic tab at the bottom. 31. In the blue control area Set Results Type to “Compilation”, Name: to “Combination 1”, Results For: to “Beam”. 32. Use the filter dropdown button to select “Beams Only”. 33. Click twice in the Results For field in the light blue graphics toolbar and in the dropdown tick both “FZ” and “MY”. 34. To produce annotations of the values click on the orange “General” button on the right side of the graphics screen, tick Result and then click the “Format” button next to it. 35. Set the values to the values shown in the following graphic before closing the Text Setup form using the “OK” button. 36. To enhance the scale of the plot click on the orange “Results” button on the right side of the graphics screen and tick both scale boxes setting the scale for shear as 1:50 and that for bending 1:200. (You may want to check that Auto Redraw is switched on. The Auto Redraw button is located on the light blue graphics toolbar).

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37. A plot of the axial loads in the columns can be obtained in a similar way except the filter would be set to “Columns Only” and the Results For tick box set to “FX” only. For this plot it is best to rotate the results text back to 0.0 using the Text Setup form.

38. Close the Results Viewer using the File |Close Tabular Results menu item. 39. Save the file using File |Save as... with a name of “My BS Example 7_2.sam”. 40. Close the program.

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Summary This example explores some of the “not so common” load types applied to portal frames and creating a combination of them. The use of filtering is encouraged to produce graphical and tabular results for just specific parts of the structure and here, excluding parts, such as stiff dummy , where results are not relevant. Sometimes the default scale of results plots is not large (or small) enough to show the results adequately. This example shows how defined scales can visually improve the quality of graphical results. In results plots that consist of more than one component, (eg. moment and shear) where results values are displayed, then only one component can be annotated at a time. The component that is shown is the first one selected when making the selection in the dropdown list. To change the annotation to another component it is simply a matter of re-selecting the components in a different order.

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7.3. Highway Loading and Analysis of a Simple Grillage Subjects Covered: Beam Element Loads; Bridge Deck Patch Loads, HA Loads; HB Loads; Loading Sets; Compilation; Analysis; Analysis log file; Bending Moments; Graphical Results, Print Preview; Customizing table headers; Sorting tabular results.

Outline A two span grillage model of a 500mm thick, curved slab, as shown below and as defined in example 6.4 is to be loaded and analysed for dead, superimposed dead and BS5400 traffic loading.

It is required to determine the design sagging moment at the centre of span 1 for ULS combination 1 design case and maximum deflection along the lower edge of the structure for SLS combination 1. Engineering judgement is to be used to create just two load patterns to achieve this. Details of the loading are as follows: 

Dead load of the concrete slab is 24kN/m3 (fl = 1.15 & 1.0)



Carriageway surfacing is 0.2m thick and has a density of 18kN/m 3 (fl = 1.75 & 1.2)



Footway makeup & finish is 0.35m thick and has a density of 20kN/m3 (fl = 1.75 & 1.2)



Live load type HA + HB (30units) loading (fl = 1.3 & 1.1)



Footway live loading of 5kN/m2 (fl = 1.5 & 1.1)

For the max bending case the HB vehicle will occupy lane 3 (slightly overlapping lane 4). For the max deflection case the HB load will occupy lane 4 (slightly overlapping lane 3). The KE loads and the CL of the leading HB bogie will be as close to the centre of the horizontal span as possible (ie. an easting of 8.25m). 7-19

Procedure 1. Start the program and open the data file with a name of “BS Example 6_4.sst” which was created in example 6.4. Close the Structure overview with the “Done” button. 2. Change the title sub title of the example to “Example 7.3” using the Date |Titles menu option, Change the Job Number: to “7.3” and put your initials in the Calculations by: field before closing the form in the normal way.

Basic Loads The dead load of the slab can be created by applying a volume load of 24kN/m3 to just the longitudinal (applying it to the transverse as well would double the actual dead load). 3. Change the navigation pane on the left hand side of the screen to “Basic Loads” by selecting the button at the bottom. 4. Click on the “+ Add” button at the top to display the selection list as shown and pick Beam Member Load ->Beam Element Load. 5. In the Define Beam Loading form change the Load Type to “F Uniform”, the Direction to “Global Z”, the Load Value to “Volume” and Load W1 to “-24”. The field Load W2 automatically becomes “-24” also as it is a uniform load (note the units). The Name: field can be changed to “Concrete Dead Loads”.

6. To apply this to just the longitudinal beams we need to filter the graphics window to display just these beams. Click on the small arrow next to the filter icon in the graphics toolbar and pick Longitudinal Beams from the list. 7. By windowing around the complete structure and changing the viewing directions to isometric it can be seen that the load has been applied to the longitudinal beams only.

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8. Close the Define Beam Loading form with the “OK” button. 9. To define the Carriageway surfacing load, the Bridge Deck Patch Load option is selected when “+Add”ing a new basic load.

10. Set Define loading by: to object then in the graphics screen click on the 4 lines bounding the carriageway area (consecutive lines must intersect). The lines are the carriageway definition lines and the span end lines at either end. It is best to click on these lines outside the bounds of the structure so as to isolate them from other lines. The loaded area is then shown hatched. (Ensure that the Carriageways box is ticked on the orange “Objects” button at the right side of the graphics screen). Note that subsidiary loads can be defined in the X and Y directions by inputting values in the +X and +Y fields. However, in this example we will leave these 2 fields at the default value of zero.

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11. In the Define Bridge Deck Patch Loading form set Load per unit area to “3.6kN/m2” and set the Name: to “SDL: Carriageway” before closing the form with the “OK” button. (Note that subsidiary loads can be defined in the directions other than the main direction on the Bridge Deck Patch Load form. However, in this example only loads in the main Z direction will be defined). 12. In the navigation window right mouse click on the load just created above and select Copy from the drop down list. 13. Set Define loading by: to object (and click “Yes” on the confirm form that appears), then in the graphics screen click on the 4 lines bounding the south most footway area. 14. In the Define Bridge Deck Patch Loading form set Load per unit area to “7kN/m2” and set the Name: to “SDL: footway 1” before closing the form with the “OK” button. 15. Repeat steps 12 to 14 but for the north most footway using the Name: “SDL: footway 2” 16. Click on the “+Add” button in the navigation window and select Vehicle Loads | HA UDL to open a Define Vehicle Loading form. Set Ends defined by: to “Span” and the Lane No: and Span No: to “1”. The load intensity is calculated automatically, from the length of the load, and all other data can be left as the default so close the form with the “OK” button.

17. Right mouse click on the HA load in the navigation window and select Copy from the drop down list. Change the lane to 2 and close the form with the “OK” button. 18. Repeat for lanes 3 and 4 19. Click on the “+Add” button in the navigation window and select Vehicle Loads | HA Knife-Edge Load to open a Define Vehicle Loading form. Set Align With: to “lane marking” and then position the KE load approximately by clicking twice in the north most lane somewhere near the centre of span 1. Now set the Chainage in the form to “10.09m” to position it more accurately. Close the form with the “OK” button.

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20. Repeat this for lanes 2, 3 and 4 with chainages of “9.20m”, “8.25m” and “7.25” 21. The footway loading is applied using standard HA UDL loading so follow step 16 above but use lane 5 for one footway and 6 for the other. The Load per unit area: field should be set to “5kN/m2” in each case before closing the form with the “OK” button. ( to apply the footway live loading to the left hand span, ie. span 1, only). 22. Click on the “+Add” button of the navigation window to add Vehicle Load | HB Vehicle. 23. Set No of HB Units to 30 and then click twice anywhere in lane 3 on the graphics screen to approximately position the vehicle. (Ensure that you leave a gap of at least 1 second between clicks when doing this). 24. The lane is 3.0m wide and the vehicle 3.5m wide and it is positioned centrally on the lane. This means it is overlapping the lanes on either side by “0.25m”. We require that the vehicle is only overlapping lane 4 so we set the Offset: field in the data form to “0.25m” to achieve this.

25. To position the vehicle longitudinally we set Using: to bogie 2 centre and Chainage: to “8.253m”. Change the Name: field to “HB lane 3” before closing the form with the “OK” button. 26. Repeat 22 to 25 above but place the vehicle in lane 4 and set the Offset: to “-0.25m” with the Chainage: at “7.25m”. Set the vehicle Name to “HB lane 4” before closing the data form with the “OK” button.

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Loading Sets 27. It is sometimes convenient to group the basic loads into recognisable sets. This can be done by clicking on the Open Loading Sets... option at the bottom of the navigation window.

28. In the Define Loading Sets form click on the green “+” button at the top right and then change the Set Name to “Dead Loads” 29. Click on the single dead load in the Unassigned Load Cases: list and then click on the “>” button to move it into the Selected Load Cases: list 30. Repeat 28 and 29 above with Set Name of “SDL” and the appropriate load cases. 31. Repeat 28 and 29 above with Set Name of “Live Loads” and the remaining load cases. (Note that multiple loads can be selected at once by holding the shift key down while clicking on the first and last in a series) 32. Close the Define Loading Sets form with the “OK” button Compilations 33. Change the Navigation view to Compilations by clicking the appropriate button at the bottom of the navigation window. 34. Click on the “+ Add” button to add a Dead Loads at Stage 1 compilation. Click on the “+” button near the bottom of the form to add a row to the table. In the first row of the compilation table use the drop down list to select the Concrete Dead Loads case. Note that the default gamma is correct at 1.15 and change the Name: to “DL ULS”. Close the form with the “OK” button. 35. Repeat 34 above but this time set the Limit State: field to Serviceability ( a prompt to confirm changing the load factors will appear) and the Name: to “DL SLS”

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36. Click on the “+ Add” button to add a Superimposed Dead Loads compilation. Click on the “+” button near the bottom of the form 3 times to add 3 rows to the table. In the compilation table use the drop down list to select the three SDL load cases and change gamma for each to “1.75”. Close the form with the “OK” button. 37. The compilation for SDL SLS can be created by copying the ULS compilation and changing the Limit State: field to Serviceability. When the factors are changed by the program change them all manually to 1.2. 38. Click on the “+ Add” button to add a BS 5400 Comb. 1 HB(+HA) compilation. Click on the “+” button near the bottom of the form 6 times to add 6 rows to the table. This compilation will be for ULS max sagging so select the vehicle and pedestrian loads as shown below.

39. Note that the gamma factors are correct at 1.3 but that the HA Lane numbers need changing as shown to correctly represent the lane factors. The Name: of the compilation should be changed to “U1 HA + HB Max Sag Span 1” before closing the form with the “OK” button. 40. For the SLS Max Deflection Compilation repeat 38 and 39 but change the Limit State: to Serviceability and include the vehicles and HA Lane numbers as shown below. The Name: is set to “S1 HA + HB Max Def Span 1” before closing the form with the “OK” button.

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41. The data file can now be saved as “BS Example 7_3.sst” using the main menu item File | Save As... Analysis 42. The load cases can now be solved using the menu Item Calculate |Analyse, which carries out the solution and stores results ready for viewing. Because we have defined loading sets an Activate Loading Sets form is displayed allowing a choice of which loading sets to analyse. Ensure they are all ticked and then click on the “OK” button.

43. A warning message will appear informing us that part of the HB vehicle is missing the deck. This is ok so answer by clicking the “Yes to All” button. Once the analysis is complete as indicated on the Analysis form click on the small icon at the bottom right of this form.

44. This will display the analysis log file which will indicate any warning messages about the analysis (if any) and give a summary of the analysis degrees of freedom and the total applied loads and total reactions for each load case. These should be inspected for consistency.

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45. The analysis log file can then be closed using the green “EXIT” button on the top left of the window. The Analysis form can also be closed using the “Done” button. Results 46. The maximum sagging moments can be obtained by looking at the results of the appropriate live load compilation in the results viewer. This is opened using the menu item File |Results. 47. If the graphics and tabular results are not shown on the same screen then ensure that the Graphics is enabled using the menu item View |Set Default Layout |Graphic Above Table. 48. Set the Results Type: to “Compilation” and the Results For: to “Beam” and the Name of the compilation to “U1 HA + HB Max Sag Span 1”. 49. To add the effect of dead load and superimposed dead load to the live compilation results then use the drop down list in the Include Dead Load Compilations: field to include both ULS Dead & SDL compilations. Click on the orange isometric view icon on the graphics toolbar and select “My” in the Results for: dropdown menu. 50. To determine the maximum value then annotate the graphics using the orange “General” button at the right of the graphics screen and tick the Result tick box. 7-27

If all results are shown then the “Format” button can be used to select maximums only. Click on the ‘Auto Redraw’ button on the graphics toolbar to show the results. It is worth noting that un-ticking the “Transparent” box in the “Text Setup” form can make it easier to read the results in the graphics window.

51. To see how the graphics and table would be printed out, use the File |Print Preview menu item to display the print preview. This can be printed if required. A pdf of the graphic window can be generated by clicking on the icon at the top of the print preview window. Close the print preview using the “Close” button 52. To repeat this exercise for the SLS displacements change the compilation Name to “S1 HA + HB Max Def Span 1”, the Results For: to “t” and include the SLS Dead Load Compilations as before. 53. To ensure that you are looking at z displacements click on any number in the DZ column in the table. 54. Before printing a Print Preview of these results remove columns from the table that are all zeros (DX, DY, RZ). This is done by right mouse clicking on each column header and selecting “Remove This Column” from the drop down menu displayed. These can be reinstated if required by clicking on the column control icon at the far left of the column headers and ticking the appropriate boxes. 55. To determine which node number gives the min result we can sort the results in ascending order for a particular column and then look at the result at the top of the table. For the vertical displacements, this is done by left clicking on the DZ column header until the sort arrow points upwards and then scrolling to the top of the table. 7-28

56. Close the results viewer using the File |Close Tabular Results menu item. 57. Save the data file, using the menu File |Save As... to a file called “My BS Example 7_3.sst” 58. Close the program.

Summary This example provides a basic introduction to the basic loading and results of a bridge deck grillage analysis. Although maximum results are normally obtained using the load optimisation features in Autodesk Structural Bridge Design 2014, to position vehicle patterns accurately, it is important for the engineer to be able to create loading patterns manually based on engineering experience. By understanding this process, the engineer will be confident in checking the results produced automatically by the load optimisation, which is described in Chapter 10 of this manual. Some key features of this example are: 

The copying of data items to create additional data items and then modifying them (such as loads).



Understanding Vehicle loading.



Creating load compilations for different limit states.



Grouping of loads to form loading sets. These should not be confused with compilations, as the loads or effects are not summed but merely grouped for convenience. Each group can be analysed separately and will not require 7-29

re-analysis if other groups are subsequently solved (as long as other data hasn’t changed. 

The production of an analysis log file (the last log file produced is always available from the File | Analysis Log File... menu). This file easily gives the ability to check that the total applied loads are equal and opposite to the resultant total reactions. It is important to do this at least once for every structural model, as differences in these values are an indication of an illconditioned stiffness matrix and that structure stiffness should be scrutinized.



To show the ability to customise and be selective on printed output

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7.4. Dead Load & Diff Temp Load on a Finite Element Slab Subjects Covered: Dead loads in FE; Differential temperature in an FE Slab; The use of composite to represent FE results; FE results with discontinuities in slab thickness; Principle moment vectors

Outline Consider the finite element slab, as described and modelled in example 6.5 which has variable thickness and a curved profile in plan

It is required to establish the distribution of load to the s due to its own self weight and to examine the load path by considering principle moment vector plots. The load will be based on a weight density of reinforced concrete of 24kN/m 3. It is also required to consider the effects of an applied temperature profile through the thickness of the slab, in accordance with BS5400 part 2 Appendix C, with respect to the secondary moment created. Only positive differential temperature will be considered and it is assumed that a surface thickness of 100mm will be applied. The temperature load will be applied as a combination of a temperature gradient load and a general temperature rise. The values of these two components will be different for the variable thickness of slab. For the purpose of this example we will only consider the main slab of 500mm and the cantilever slab of 300mm. The effects on the column head will be assumed to be that of the 500mm slab. The two values of temperature required here can be calculated from first principles M F using the expressions T g  for temperature gradients and T m  for EI EA membrane temperature. E is the elastic modulus of the concrete (34kN/mm2), I and A are the moment of inertia and the area of a 1m section of the slab and  is the coefficient of thermal expansion (1.2E-5). M and F are the restraining Moments and Forces obtained when applying the temperature profile to a 1m wide section of the slab. These can be obtained by 7-31

carrying out a simple diff temp analysis (using Autodesk Structural Bridge Design 2014) of 1m wide sections of the two thicknesses of slab, by following the procedure in example 3.3. The results of this and a section property analysis are as follows: 500mm thick slab I = 1.0417E10mm4 M = 84.14kNm Tg = 19.79o/m 300mm thick slab I = 0.225E10mm4 M = 27.52kNm Tg = 29.985o/m

A = 5.0E5mm2 F = 619.65kN Tm = 3.03o

giving

A = 3.0E5mm2 F = 332.51kN Tm = 2.72 o

giving

Procedure 1. Start the program and open the data file with a name of “BS Example 6_5.sst” which was created in example 6.5. Close the Structure Overview with the “Done” button. 2. Change the title sub title of the example to “Example 7.4” using the Data |Titles menu option, Change the Job Number: to “7.4” and put your initials in the Calculations by: field before closing the form in the normal way.

Dead Load 3. Click on at the bottom of the navigation window and then click on at the top of the window and select Finite Element Load |External Load from the dropdown list.

4. In the first row of the table in the Define Finite Element Loading form set Load Type to “Force/volume”, Direction to “Global Z” and Load to “-24”. 5. Window around the complete structure in the graphics window to select all the elements. It doesn’t matter that they have different thicknesses as the load applied is a volume load.

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6. Set Name: to “Concrete Dead Loads” before closing the form with the “OK” button.

Temperature Load 7. Click on at the top of the window and select Finite Element Load |Temperature Load from the dropdown list.

8. In the first row of the table in the Define Finite Element Loading form set Temperature Type to “Gradient” and Grad to “19.79”. The default Coefficient is correct. 9. This temperature gradient needs to be applied to the 500mm and 700mm thick slab. To do this click on the filter button in the graphics window toolbar, click on the “De-select all” Selection Tasks, and then set Select By: to “Section Property”. Move the 500mm and 700mm slab properties into the Selected Groups: field using the “>” button and then close the Member Selection Filter form with the “OK” button. 10. Window round the complete structure in the graphics window to select these elements. 11. In the second row of the table set Temperature Type to “Membrane” and TBottom to “3.03”, then window round the complete filtered structure again to apply this to the 500mm and 700mm thick elements. 12. In the third row of the table set Temperature Type to “Gradient” and Gradient to “29.99”. This time the 300mm thick elements must be selected. 13. Use the filter tools in the same way as 9 above to filter the 300mm thick elements only and then window round the entire structure. 14. In the fourth row of the table set Temperature Type to “Membrane” and TBottom to “2.72” then window round the complete filtered structure again to apply this to the 300mm thick elements. 15. Change the load case Name: to “Diff Temp Loads” before closing the loading form with the “OK” button.

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Analysis 16. Use the menu item Calculate |Analyse... to perform the analysis and then click on the Analysis log file icon on the Analysis form to open the log file.

17. Check in the displayed text file that the total load applied is equal and opposite to the total reaction for the Dead Load case. Note that the total reaction for the Thermal load case, L2, is zero (or very close to zero) because temperature loads are internal loads.

18. Close the log file then close the Analysis form with the “Done” button.

Results – Dead Load Case 19. Use the main menu File |Results... to open the results viewer. Set the view to be combined graphic and table, as shown below, by using the menu items View | Set Default Layout | Graphic Above Table. Adjust window size to suit by holding the left mouse button down on the dividing line between the graphics and table and dragging to a new position. 20. In the dark blue area at the top of the window (Results Controller) set Results For: to “t”, Name: to “L1: Concrete Dead Loads” and Effect: to “ Reactions”. 21. In the graphics toolbar, the Results For: field should be set to “FZ”

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22. Change the viewing direction to isometric by clicking on the Graphics toolbar icon and then annotate the results using the orange “General” Button on the right of the graphics window. Use the “Format” button next to the Results tick box and ensure Display All values is selected and SOP: is set to “Result” before closing the Format (Text Setup) window with the “OK” button. Click on the “Auto Redraw” button on the graphics toolbar to show the results.

Hold left mouse button down on this line and drag to adjust window size

23. The distribution of dead load to the s can be clearly seen. To display how this load gets to the s we can view the moment load path by plotting the principal bending results. 24. Change the results annotation to Maximums only and then set the fields in the Results Controller to those shown below. The Results For: field in the graphics toolbar should be set to “Principal Values – Maximum” to show a faded contour plot together with two lines at the centroid of the element indicating the relative magnitude and direction of the principal moments.

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25. Red lines represent hogging moments and blue lines represent sagging. 26. To graphically represent the bending moment in the longitudinal direction, for the dead load case, the Results Controller fields need to be set as shown below and the Results For: field in the graphics toolbar should be set to “Bending Triad –x”.

27. The view shown here has been changed to a Tabbed Layout (using the View) menu) and the viewing direction set to plan view. There are two significant points to note here. 7-36

i. The x moment values are per m width and represent bending in the local xz plane. For this structure the default local x axis is the same as the global X axis. If we wanted to change this such that the local x axis was in the direction of the deck centre line we would need to change them by adding an Advanced FE Set |Local Axes item to the “Structure” Navigation Window to align them to the design line. The load cases would need resolving before viewing the results. ii. The Location: field in the results controller is set to “Node” rather than centroid or nodal averaged results so that the discontinuity along the boundary between the two slab thicknesses is represented 28. Close the Results viewer.

Results – Differential Temperature Load Case 29. The secondary moment results caused by the differential temperature case are best displayed as bending moments on a virtual beam strip, the width of two narrow elements, ing over the lower of the midspan s. The results are to be integrated over the width of this beam strip. To do this in Autodesk Structural Bridge Design 2014 we use the concept of a “composite member”. 30. To define this composite member we click on the menu item Calculate |Define Composite Member... 31. The elements that make up the composite member are then selected graphically by first setting the Pick Mode: to “Finite Element” and then clicking on the elements one by one – as shown below. 32. The Composite axis is defined by setting the Pick Mode: to Node and then clicking on the nodes, one by one, along the centre of the virtual beam from one end to the other.

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33. Close the Define Composite Member form with the “OK” button. 34. Open the Results viewer and set the fields in the dark blue Results Controller area to those shown below. The viewing direction has been set to a south elevation.

35. This now shows the bending results of a beam strip 1.25m wide with its centre line along the composite member axis. 36. The results are obtained by integrating the FE results across the beam strip and resolving them at each of the axis points. There are three integration/ resolving algorithms that can be used, Method 1, 2 or 3 and it is up to the as to which is the most suitable. The method is selected in the results controller. The basic suitability criteria can be displayed by clicking on the small, circular “?” button next to the Method drop down.

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37. In our case method 2 has been selected as most suitable. If in doubt, use the most conservative approach.

38. Shear results can be displayed in exactly the same way. 39. Close the results viewer. 40. Use the main menu File |Save As... to save the data file with a name of “My BS Example 7_4.sst”. 41. Close the program.

Summary A simple example to show how secondary effects due to differential temperature can be represented in a Finite Elements model and how to best display results where there are discontinuities. The representation of FE results in the form of a virtual beam strip is also demonstrated.

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8. Transfer of Data Contents 8.1. 8.2. 8.3. 8.4. 8.5.

Line Beam Integration ................................................................................................ 8-3 Steel Composite Beam Grillage Integration ............................................................... 8-9 Defining Section Library with DWG File ................................................................... 8-19 Defining Grillage with DXF File ................................................................................ 8-23 Defining Box Girder with DXF File ........................................................................... 8-27

8-1

8-2

8.1. Line Beam Integration Subjects Covered: 3 span line beam; Import steel composite beam; Dead and SDL load optimisation; Transfer results to beam module; AASHTO Distribution factors

Outline In this example we are going to create a 3 span line beam with outer spans of 20m and an internal span of 30m. The line beam is constructed from 3 girders which are placed on temporary s, then welded together to form a continuous structure. The concrete is then poured in two stages.

We will create a line beam structure then use the steel composite beam files created in example 4.2 to define the section properties for the model. We will then carry out a load optimisation for dead, SDL and live loadings. When this has been completed we will transfer the load effects into the beam files making use of the direct link between the structure and beam files in Autodesk® Structural Bridge Design 2014.

Procedure 1. Start the program and ensure that the current Project Template: is set to “Version 6 Examples” using the Options |Project Templates menu item 2. Begin a new structure using the menu item File |New |Structure. 3. Use the menu item Data |Structure Type |Line Beam to start a line beam analysis. 4. Set the title to “3 Span Line Beam” with a sub title of “Example 8.1” using the Data |Titles menu option. Also set the Job Number: to “8.1” and put your initials in the Calculations by: field. Click “OK” to close the form.

Create line beam geometry 5. We now need to define the geometry of the line beam. Click on the Structure Geometry icon to open the Line Beam Geometry form. Set the Number of Spans to “3”. Click in the Span Length column on row 1 of the table on the form and enter “20m” for the length of the first span. Repeat this for the third span. Leave the conditions at their default values and change the Divide Shortest Span into field to “20”. The Divide Longest Span 8-3

into field will automatically update to “30”. Leave it set to this value. Click “OK” to close the form.

Define Section Properties 6. Having defined the geometry of the line beam we now need to define the section properties. Click on the Section Properties tab in the tree view (within the Navigation Window), then click on the Add toolbar button and select “Steel Composite Design Beam” from the menu. This will open the Import file form. Click on the “Browse” button and open the data file “BS Example4_2a.sam” which was created in example 4.2. Change Description to “30m Mid Span Beam”, then click on the centre span on the graphics to assign the beam. Click “OK” to close the form. 7. We now need to assign properties to the first and third spans. Right click on “S1: 30m Mid Span Beam” in the tree and select “Copy” from the popup menu. When the Import file form opens, click on the “Browse” button then select the file “BS Example4_2b.sam” which was also created in example 4.2. Change Description to “20m End Span Beam” then click on the right hand span on the graphics to assign the beam. Click on the left hand span and answer “Yes” in the confirmation box to reverse the direction of the beam then click “OK” to close the form.

Load Optimisation 8. The next step is to carry out a load optimisation on the line beam. Click on the Data|Automated Loading... menu item to open the Automated Loadings form. Click in the HB Units field and set it to “30” then click on the “Analyse” button. The graphics window will update to show the shear force and bending moment diagrams for the resultant loads.

Once the load optimisation has been performed it is possible to see the influence lines that were used to generate the live loads. Click in the Display Options field and select “Influence Line for Moment”. Use the arrows to the

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right of the field to move the point of influence along the beam. If you stop at point 37 you will see the following influence line:

The plot includes dotted lines to indicate that the influence line is cusped. 9. Next we will generate dead and SDL loadings using the load optimisation. Click on the “Dead and SDL Loading” tab. Set the Continuous from Stage field to “Stage 1 Concrete” and change the value of SDL Intensity to “3.5kN/m”. Make sure Analyse for Diff. Temp. and Analyse for Shrinkage are not ticked. Click on the “Analyse” button to carry out the load optimisation. When it has completed, the graphics will show the bending moments and shear forces that were created.

The Included Dead Loads tick boxes can be used to see the effects of dead load at each stage of construction.

Transfer Results 10. Once the loads have been generated, the next step is to transfer them into the two beam files. To do this, click on the “Transfer Beam Load...” button. This opens the Select Beam form. Click on the middle span on the graphics window to select the beam file into which we want to transfer the results. The beam will be highlighted in red and the details shown in the Select Beam form.

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Click “OK” to open the Assign Load Cases form. This form is used to match the load cases in the line beam with the design load cases in the beam file. Click in the Design Load Case column to select the required design load case in the beam file then click in the Automated Load Results column and select the loading you want to transfer into that load case. When you have finished the form should look like this:

NB: There is no Construction Stage 3 loading because there are no differential temperature loads being considered. 11. The next step is to calculate the transverse distribution factors. To do this, click on the “AASHTO D.F. Wizard...” button. This will open the Distribution Factors Wizard form. The program calculates the distribution factors for live loads in accordance with Article 4.6.2.2.2 of the AASHTO LRFD Specifications. This is because there is no form of guidance in British Standards for the calculation of these values. The program makes a best guess at the values in the form, based upon the beam data. In this case we need to update some of the fields. Change Width of Carriageway to “10m” and Angle of Deck Skew to “17°”. Length for DFM – ve needs to be set to “25m”, the average of the two span lengths.

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After each of these values is entered, the DFM values will automatically update. When you have entered all the values, click “OK” to close the form. 12. The Assign Load Cases form will now display the DFM values. Click on the “Transfer to Beam Module” button to transfer the loads. The program will now transfer the loads to the beam file BS Example4_2a.sam. Click on “OK”. The program will display the following warning:

Click on the “Yes” button to ensure that the shear forces are consistent between dead and live load cases. 13. Click on the File|Save... menu item to save the beam file and then click on the Data|Define Loading... menu to open the Define Composite Beam Loads form. Click on the “Interface” button to open the Interface form. Select “Line Beam Analysis” and click “OK” to return to the line beam model. Click on the Data|Automated Loading... menu item. Select the “Dead and SDL Loading” tab and click on the “Analyse” button. Then click on the “Live Load Envelope” tab and click on the “Analyse” button. Click on the “Transfer

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Beam Load...” button. Click on the right hand span of the line beam to select the second beam file. The program displays the following warning:

Click “OK” then click on “OK” on the Select Beam form. Click on the “AASHTO D.F. Wizard...” button. This will open the Distribution Factors Wizard form. The values will all be correct so click on the “OK” button. 14. Click on the “Transfer to Beam Module...” button. Click on “OK” to close the Define Composite Beam Loads form, once again clicking on the “Yes” button on the “Confirm” message. Click on the File|Save... menu item to save the beam file. 15. Click on the Data|Define Loading... menu to open the Define Composite Beam Loads form. Click on the “Interface” button to open the Interface form. Select “Line Beam Analysis” and click “OK” to return to the line beam model. 16. Click on the File|Save As... menu item and enter the filename “My BS Example 8_1.sst”. Click on the “Save” button to save the file. 17. Close the program.

Summary In this example we created a 3 span line beam and assigned section properties to it, using 2 steel composite beam files created in earlier examples. We then used the load optimisation to create Dead, SDL and Live loads. These loads were then transferred to the beam design, using the AASHTO Distribution Factor Wizard to calculate distribution factors based on the geometry of the structure.

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8.2. Steel Composite Beam Grillage Integration Subjects Covered: Transfer of results from grillage analysis model to steel composite beam file

Outline

In this example we are going to follow a procedure for transferring results from the analysis module to the steel composite beam module using SLD files. An example involving steel composite beams has been chosen because figure 10 in clause 9.7.2 of BS5400 Part 3 uses the bending moment diagram profile along the full length of a steel composite beam for a single load case or compilation to determine the slenderness factor ƞ. Hence, it is not appropriate to transfer enveloped bending moment results from the grillage analysis to a steel composite beam file. This is because the bending moment profile for a set of enveloped results would most likely not relate to any single loadcase or compilation. In the example we are going to use the automated load optimisation to create live loads for a 2 span steel composite bridge. The loads will be created for what are usually the most critical positions along a steel composite beam in a 2 span structure such as this. The load effects and positions are as follows: -

Sagging bending moment at mid-span

-

Hogging bending moment at the intermediate

-

Vertical shear at a distance of a quarter of the span from left hand

-

Vertical shear at a distance of a quarter of the span from right hand

-

Vertical shear at the node adjacent to left hand

-

Vertical shear at the node adjacent to right hand

After analysing the load cases, we will save the results in 3 SLD files (one file for each of the 3 inner beams in the left hand span of the deck – see below). We will then import the SLD files into the steel composite beam file. The steel composite beam file will be saved for each SLD file imported to create 3 beam files in which design checks could be done. A fourth pre-prepared SLD file containing dead load and temperature load effects has been created in the line beam module and will also be imported into the steel composite beam file. Because the 3 inner beams are identical and the deck is only skewed to a slight extent, it is likely that the dead and temperature effects will 8-9

be similar in each of the 3 inner beams. Both spans are 21m from centre lines which are slightly skewed.

The deck has 3 inner beams, 2 outer beams and edge parapet sections.

Procedure Define Live Loads 1. Start the program and open the pre-prepared data file “BS Example 8_2 Grillage.sst”. 2. Set the sub title to “Grillage with Live Loads” using the Date | Titles menu option and put your initials in the Calculations by: field. 3. We will now create some influence surfaces and generate live load patterns using the load optimisation in the program. The first step is to define the influence surfaces we want to generate. Click on the Data | Influence Surface menu item to open the Influence Surface Generation form. Set Pick Mode to “Beam Element” then click on the beam element indicated below in the left-hand span in the graphics window. This will define an influence surface for My Sagging for the beam element.

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Define the other influence surfaces for the other load effects and locations as described in the introduction to the example. When complete the Influence Surface Generation form will have 18 rows as shown below:

4. The next step is to analyse the structure and generate the influence surfaces. 8-11

Set Generate by to “Reciprocal” and click on the “Analyse” button. A progress box will open. Click on the “Done” button when the analysis has completed. The graphics window will now show the influence surface for the first member selected. 5. Next we will compile the loading patterns for the influence surfaces we have just generated. Set Type to “BD 37/01 Highway” then click on the “Run Optimisation” button to open the BD 37/01 Highway Bridge Live Load Optimisation form. Use the Combinations tick boxes to create loads for HA and HB combined, combinations 1 and 3, ULS and SLS. Apply 30 units of HB and set Pedestrian Load to “NOT a main member” for “All” influences. Set KEL Direction to “Square to Design Line” for “All” influences. Set the Scope field to “Both”. Click on the “Compile Loading Patterns” button to run the load optimisation.

Click on “OK” on the load optimisation and influence surface generation forms to save the loads that have been created. 6. Details of the load optimisation run will be shown together with the loads created both on the form and in the graphics window. 7. Next we will solve the load cases. 8-12

Go to the Calculate menu and select Analyse.... The Activate Loading Sets form will open. This allows you to select which loading sets you want to solve. Each time the load optimisation is run, a loading set is automatically generated for the load cases produced by that run. The list also includes any load cases not included in a loading set. Make sure all tick boxes are ticked and click “OK”.

The program will open a form showing the progress of the analysis. Click “Yes to All” on a Confirm form that may appear. Once the analysis has completed, click on the “Done” button. 8. Save the structure as “My BS Example 8_2 Live Loads.sst”. 9. We will now save the results from the analysis in a SLD file. Click on the Calculate|Design Load Effects|Select Beam menu item to open the Select Beam form. Go to the graphics window and click on the beam just below the centre of the deck in the left-hand span (“Beam 1”). It will be highlighted in red. Click on the “OK” button to open the Assign Load Cases form. 10. We will match compilations produced during the load optimisation with design load cases. Fill in the form as shown below. The ULS factor will need setting to zero on several rows because these rows are for serviceability compilations. Also, adjust the I.D. number in the Index column on some rows of the table as shown below. This will ensure that both ultimate and serviceability limit state results for each loadcase are identified by a single I.D. number when the results are imported into the beam module. Adjust the Comb number in the relevant rows to match the Combination number for each compilation. The Assign Load Cases form for “Beam 1” will have 24 rows and will look like this:

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11. Click on the “Export Loads to File...” button and save the SLD file as “BS Example 8_2 Beam 1.sld”. 12. We will now create an SLD file for the live loads effects at the beam elements at the beam at the centre of span 1 (“Beam 2”). This is done by following a similar procedure as outlined in the steps above. to clear the previous selections on the Assign Load Cases form before filling in the form for this beam. Following this, an SLD file for the live loads effects at the beam elements at the beam just above the centre of span 1 (“Beam 3”) is created. to clear the previous selections on the Assign Load Cases form before filling in the form for this beam.

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Import Loads in Steel Composite Beam 13. When the 3 SLD files have been created we can import them into the steel composite beam file. Open the pre-prepared data file “BS Example 8_2 Inner Beam.sam”. 14. Use the menu item Data|Define Loading... to open the Define Composite Beam Loads form. 15. Click on the “Interface” button. Select the “Direct ASCII File Import” radio button and click “OK”. Select the pre-prepared file entitled “BS Example 8_2 DL and Temp.sld”.

This has imported the dead, superimposed dead and temperature effects defined in the line beam module.

16. Click on the “Interface” button again. Select the “Direct ASCII File Import” radio button and click “OK”. Select the SLD file entitled “BS Example 8_2 Beam 1.sld”. This will import the live load effects for “Beam 1”. The imported load effects can be seen by selecting, for example, “BM + associated SF - sagging” in the Loading Description field. Different compilations for this type of loading can be seen by selecting their respective I.D. numbers in the I.D. field on the form. These I.D. numbers match the I.D. numbers in the Index column of the Assign Load Cases form. Similarly, different combinations can be seen by selecting their respective numbers “1” and “3” in the Load Combination field. Take note of, and close, any Confirm forms that may appear. 8-15

17. Click “OK” to close the Define Composite Beam Loads form. Click “Yes” on the Confirm form that may appear.

18. Save the beam file as “My BS Example 8_2 Beam 1 Loads.sam”. 19. The load effects for the “Beam 2” will now be imported. Use menu item Data|Define Loading... to open the Define Pre-tensioned Beam Loads form. 20. Click on the “Interface” button again. Select the “Direct ASCII File Import” radio button and click “OK”. Select the SLD file entitled “BS Example 8_2 Beam 2.sld”. This will import the live load effects for the relevant beam and will automatically overwrite the live load effects imported from the previous SLD file. 21. Click “OK” to close the Define Composite Beam Loads form. Take note of, and close, any Confirm forms that may appear. 22. Save the beam file as “My BS Example 8_2 Beam 2 Loads.sam”. 23. The load effects for “Beam 3” will now be imported. Use menu item Data|Define Loading... to open the Define Pre-tensioned Beam Loads form. 24. Click on the “Interface” button again. Select the “Direct ASCII File Import” radio button and click “OK”. Select the SLD file entitled “BS Example 8_2 Beam 3.sld”. Again, this will import the live load effects for the relevant beam and will 8-16

automatically overwrite the live load effects imported from the previous SLD file. 25. Click “OK” to close the Define Composite Beam Loads form. Take note of, and close, any Confirm forms that may appear. 26. Save the beam file as “My BS Example 8_2 Beam 3 Loads.sam”. 27. Close the program. Summary In this example live loads were generated using the live load optimisation in the analysis module. The load effects for 3 longitudinal beams were saved as individual SLD files. These 3 live load SLD files and a fourth pre-prepared SLD file were then imported into the steel composite beam module file. The imported load effects were saved in the beam module file to create 3 beam files, each containing live load effect results pertaining to 3 individual longitudinal beams in the deck of the grillage. Design checks could be performed in each of the 3 beam files created. For more information about design checks in the steel composite beam module see BS Example 5.1. Alternative working methods are available to the as regards the transfer of results from the analysis module to the beam module. For instance, in the above example the could choose to not save the beam file after each SLD file has been imported and thus avoid generating multiple beam files. The may choose to do this in cases where frequent adjustments to the beam file are anticipated and the wishes to avoid having to make identical adjustments in each beam file. Another alternative method would be to transfer load effects directly from the analysis module to the beam module in cases where the believes it is suitable to do so. This is done by clicking on the “Transfer to Beam Module...” button on the Assign Load Cases form. See Chapter 10 of this manual for further information about this.

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8.3. Defining Section Library with DWG File Subjects Covered: Importing DWG files into Autodesk Structural Bridge Design to define sections; defined library shapes; defined SXF files

Outline The section file below is one of six sections in a section library. The section library and the six SXF files which contain data pertaining to the tendons and reinforcement in the six sections are all created by importing data from a single DWG file which has been prepared in Autodesk® AutoCAD®. The single drawing file contains data about each individual section on separate layers. This is essential to the process of importing data from a DWG file.

Below is the drawing file containing all six sections. Note that Autodesk Structural Bridge Design will recognise a circle of less than 100mm diameter as a reinforcing bar and assign the diameter of the bar as per the diameter in the DWG file when data from the drawing file is imported into the program. Autodesk Structural Bridge Design will recognise a cross of less than 100mm height and width as a tendon when data from the drawing file is imported into the program.

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The sections, reinforcing bars and crosses representing the tendons were created in AutoCAD using standard elements such as straight lines and polylines. Note that the section outline has to have a closed perimeter in order for it to be imported into Autodesk Structural Bridge Design.

Procedure 1. Start the program and ensure that the current Project Template: is set to “Version 6 Examples” using the Options | Projects Templates menu item. 2. Begin a new section using the menu item File | New Section. 3. Use the menu item Data |Titles... to set the title as “W Beam Section” with a sub-title of “Example 8.3”. Also add your initials to the Calculated by data item. Click on “OK” to close the Titles form. 4. Open the Define Material Properties data form using the menu item Data|Define Material Properties... Delete the structural steel by clicking twice in the name field and then using the delete key. 5. We will import the section data for the Beam W7 from the DWG file into the program. Open the Import File form using the menu item File | Import File... . Navigate to the supplied file called “W Beam Sections.dwg” and open it. 6. Untick all tickboxes except the tickbox for layer W7 on the “Import Shapes” form which has appeared on the screen. Ensure that Drawing Units are set to “metres” and click the “Next” button. The data in the DWG file has now been imported.

7. Open the Define Section... form from the Data|Define Section menu item. Click on the “Fit View” icon if the section is not shown clearly in the graphics window. 8-20

8. This will display the general define shape in the graphics window. In the first row of the Library column re-select “Define Shape” to open the Define Element Shape form. 9. Change the Name on the Define Element Shape form to “W Beam W7” then click on the “Add” button to add it to a library file. This will open a file browser form which will allow you to choose an existing library file, if it exists, or to create a new one. We will create a new one by entering a library file name of “W Beams Precast.lib” and then clicking on the “save” button. 10. Close the Define Element Shape data form using the “OK” button. 11. Assign a material property from the Property column drop down list as the C40 concrete. Click on “OK” to close the Define Section form. 12. Open the Define Bars and Tendons form from the Data|Define Bars menu item. 13. Note that when “Draw bars” is selected in the Generate field the bar size is correctly shown in the Diam (mm) field. The program will detect the bar size provided that the circle in the dwg file is less than 100mm in diameter. 14. We will now input data for the tendon force and area. Note that the must manually calculate the prestress force after all losses have occurred when entering tendon force data in the section module. Default values for the tendon area and force are generated by the program, but can be overwritten by the . Select “Draw tendons” in the Generate field. Note that the values in the Area and Force fields are just default values and need overwriting. The must define values in these fields. Click on the “Edit Tendons” button and box around the whole section to open the Edit Reinforcement form. Set the Edit Option field to “Change tendon area”, set the Strand area to a value of “181mm2” and No of Strands to “1”. Click “OK” to close the Edit Reinforcement form. Click on the “Edit Tendons” button and box around the whole section to open the Edit Reinforcement form again. Set the Edit Option field to “Change force” and set the Tendon Force field to “238kN”. Click “OK” to close the Edit Reinforcement form.

15. The data for the bars and tendons will now be saved in a SXF file. 8-21

Click on the “Data Export” button. Enter a name of “Bars and Tendons W7.sxf” and click on the save button. 16. Click “OK” to close the Define Bars and Tendons form. 17. The section file can be saved at this point by selecting the menu item File|Save as... and saving the section file with an appropriate name. 18. Section data for the next section (Beam W8) can be added to the section library and an SXF file generated for the bar and tendon data by selecting the menu item File|New Section, clicking “Yes” on the Confirm form and following the steps as outlined above. to select only the tickbox for layer W8 on the “Import Shapes” form. 19. When all 6 sections have been saved in the section library and six SXF files have been generated close the program.

Summary This method enables s to create libraries of sections from data that has been pre-prepared in, and imported from, AutoCAD. This may be useful when considering sections that are not available in the default “Concrete Beam” and “Steel Section” libraries provided in Autodesk Structural Bridge Design. SXF files are also created to store data pertaining to reinforcement and tendons. Alternatively of course, section files can be defined directly in Autodesk Structural Bridge Design as described in the examples in Chapter 2 of this manual. Note that after a section has been defined with data imported from a DWG file it may be necessary to re-assign the material properties for the reinforcement and tendons before analysing the section.

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8.4. Defining Grillage with DXF File Subjects Covered: Preparing DXF files for Autodesk Structural Bridge Design grillages; Importing DXF files into Autodesk Structural Bridge Design to define grillages

Outline The grillage for the skew deck structure below would be easy to define directly in Autodesk Structural Bridge Design. However, in this example an alternative method for defining such geometry in AutoCAD is outlined. A DXF file has been prepared in a AutoCAD using a set of specialised commands which are loaded into the program.

Below is the drawing file containing the geometric data for the grillage beam elements. Note that Autodesk Structural Bridge Design will recognise only elements defined using either the specialised commands, or manually drawn 3D line entities, as beam elements when data from the DXF file is imported into the program.

Below is an outline of the preliminary steps that were followed to create the supplied DXF file in AutoCAD. Note that in these steps commands that are typed into AutoCAD are in blue for clarity in this document. Subsequent steps will describe the procedure for importing the DXF file into Autodesk Structural Bridge Design in order to define a grillage. 8-23

Defining a DXF File for a Grillage in Autodesk Structural Bridge Design 1. To use AutoCAD in this example an SBD-CAD menu needs to be inserted into the default menu. A file called “sbdcad.mnu” (and “sbdcad.mnl”) is supplied with the Autodesk Structural Bridge Design installation to enable this and should be installed in accordance with AutoCAD instructions. In addition, the AutoCAD must be able to locate the “sbdsetup.lsp” file as an external reference and the appropriate environment variable (eg. XREF) should be set to include the path to this file. 2. Open AutoCAD. 3. Select menu item SBD-CAD | Setup | Define Drawing Limits. Click once in the drawing area and type in the coordinates of the bottom left and then top right of the drawing limits. This defines the drawing limits. 4. Select menu item SBD-CAD | Structure Layers | Define New Layer and type in a suitable layer name (eg. DECK) and colour (eg. RED). This defines the layer on which the 2D deck will be defined. 5. The for the deck grillage will now be defined. Select menu item SBD-CAD | Beams | Single Beam and type in the coordinates of the start and end of a single longitudinal beam. 6. Use the ‘Array’ tool to create an array of longitudinal beams. 7. Repeat steps 5 and 6 to create an array for the transverse beams. 8. Select menu item SBD-CAD | Write DXF File and save the DXF file with an appropriate name. Enter a value of 6 for decimal places of accuracy as per the prompt. 9. Save the DWG file and close AutoCAD.

Importing the DXF File into Autodesk Structural Bridge Design to Create a Grillage Below are steps describing how data is imported into Autodesk Structural Bridge Design from a DXF file to define a grillage. 1. Open Autodesk Structural Bridge Design and ensure that the current Project Template: is set to “Version 6 Examples” using the Options | Projects Templates menu item. 2. Begin a new structure using the menu item File | New Structure. Select Data | Structure Type | Refined Analysis. 3. Use the menu item Data | Titles... to set the title as “Grillage with DXF File” with a sub-title of “Example 8.4”. Also add your initials to the Calculated by data item. Click on “OK” to close the titles form. 8-24

4. Click on the Import Model icon at the top of the Navigation Pane to open the Import Model form. Select the “Bridge Structure” radio button. This will ensure that all in the Z=0.0 plane are automatically assigned as deck when the data is imported into the program. Click on the “Browse” button and open the supplied DXF file with a name of “grillage.dxf”. Click on the “Next” button. 5. Untick the tickbox for layer “0” so that only the tickbox for layer “DECK” is ticked. Click on the “Next” button.

6. Tick the tickbox for “Split intersecting beam elements” so that both available tickboxes are ticked. Ensure that the One linear drawing unit... field is set to “metre” and click on the “Next” button. This will ensure that the grillage is split into individual beam elements and that the grillage will be at the correct scale.

7. When the data has been imported click “OK” to close the Import Model form. 8. The Member Details form will open automatically. Note that the tickboxes in the Deck Mem column are ticked automatically, indicating that the imported beam elements are in the deck. Hence, these beam elements will be considered as deck in the calculation of influence surfaces and the application of 8-25

loads. Delete the 8 at each end of the structure that are not required (highlighted in red below). These beam elements are deleted because they are outside of the skewed ends of the deck. Click “OK” to close the Member Details form.

9. The structure file can be saved at this point by selecting the menu item File|Save as... and saving the structure file with an appropriate name. 10. Additional data for the Design Lines, Carriageways, Section Properties etc. can be defined to complete the structure file. See examples 6.4 and 10.1 for information on defining grillage structure files. For example, the individual beam elements in the longitudinal direction could be defined as being in longitudinal beams on the Longitudinal Beams form.

Summary This method enables s to import data from a DXF file to define a beam element grillage. Such a method of working can be useful when the complex geometry of a bridge deck has been defined in an AutoCAD file. It is worth noting that design lines can be imported from DXF files by using the “Import” button on the Define Design Line form.

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8.5. Defining Box Girder with DXF File Subjects Covered: Preparing DXF files for Autodesk Structural Bridge Design finite element structures; Importing DXF files into Autodesk Structural Bridge Design to define finite element structures; Design Line; Carriageway definition; Local axes; FE properties

Outline The box girder bridge below has a slab thickness of 200mm and a bottom flange thickness of 275mm. The thickness of the webs is 250mm. The structure is modelled using 3D shell finite elements. The geometry of the structure is complicated with the slab (curved on plan) and sloping webs of the box girders. A structure with such geometry would be difficult to define directly in Autodesk Structural Bridge Design. However, such geometry is relatively easy to define in AutoCAD. Hence, a DXF file has been prepared in AutoCAD using a set of specialised commands. The DXF file will be imported into to Autodesk Structural Bridge Design to define the geometry of the structure.

Below is the drawing file containing the geometric data for the finite elements. Note that Autodesk Structural Bridge Design will recognise only elements defined using either the specialised commands, or individually drawn 3D FACE entities, as finite elements when data from the DXF file is imported into Autodesk Structural Bridge Design.

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Below is an outline of the preliminary steps that can be followed to create a DXF file in AutoCAD for a simple finite element mesh. Note that in these steps commands that are typed into AutoCAD are in blue for clarity in this document.

Defining a DXF File for an FE Model in Autodesk Structural Bridge Design 1. To use AutoCAD in this example a SBD-CAD menu needs to be inserted into the default menu. A file called “sbdcad.mnu” (and “sbdcad.mnl”) is supplied with the Autodesk Structural Bridge Design installation to enable this and should be installed in accordance with AutoCAD instructions In addition, AutoCAD must be able to locate the “sbdsetup.lsp” file as an external reference and the appropriate environment variable (eg. XREF) should be set to include the path to this file. 2. Open AutoCAD. 3. Select menu item SBD-CAD | Setup | Define Drawing Limits. Click once in the drawing area and type in the coordinates of the bottom left and then top right of the drawing limits. This has defined the drawing limits. 4. Select menu item SBD-CAD | Const lines | Single Line or Arc and draw the four lines which form the boundary of the deck. 5. Select menu item SBD-CAD | Const lines | Mesh and type in the number of divisions on the bottom edge and the vertical right hand edge of the structure. Click on the 4 edges of the boundary line starting with the bottom edge and working around the edge of the structure in an anti-clockwise direction. This divides the deck along the lines that define the mesh. 6. Select menu item SBD-CAD | Structure Layers | Define New Layer and type in a suitable layer name (eg. SLAB) and colour (eg. RED). This defines the layer on which the deck will be defined. 7. Select menu item SBD-CAD | Elements | From Mesh and click on the mesh. The mesh will turn red. This has split the mesh into the individual elements. 8. Select menu item SBD-CAD | Write DXF File and save the DXF file with an appropriate name. Enter a value of 6 for decimal places of accuracy as per the prompt. 9. Save the DWG file and close AutoCAD.

Importing the DXF File into Autodesk Structural Bridge Design to Create an FE Mesh Below are steps describing how data is imported into Autodesk Structural Bridge Design from a DXF file to define a finite element model. 1. Open the program and ensure that the current Project Template: is set to “Version 6 Examples” using the Options | Projects Templates menu item.

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2. Begin a new structure using the menu item File | New Structure. Select Data | Structure Type | Refined Analysis. 3. Use the menu item Data | Titles... to set the title as “Box Girder with DXF File” with a sub-title of “Example 8.5”. Also add your initials to the Calculated by data item. Click on “OK” to close the titles form. 4. Click on the Import Model icon at the top of the Navigation Pane to open the Import Model form. Select the “Bridge Structure” radio button. This will ensure that all in the Z=0.0 plane are automatically assigned as deck when the data is imported into the progam. Click on the “Browse” button and open the supplied DXF file with a name of “BoxGirder.dxf”. Click on the “Next” button. 5. Untick the tickbox for layer “0”. The tickboxes for all other layers are ticked. Click on the “Next” button.

6. Tick the tickbox for “Split intersecting beam elements” so that both available tickboxes are ticked. This will ensure that the mesh is split into individual elements. Ensure that the One linear drawing unit... field is set to “metre” and click on the “Next” button.

7. When the data has been imported click “OK” to close the Import Model form. 8-29

8. The Member Details form will open automatically. By scrolling down the table on the form we can see that the tickboxes in the Deck Mem column are ticked automatically for those finite elements that form the deck. Hence, these finite elements will be considered as deck in the calculation of influence surfaces and the application of loads. Click “OK” to close the Member Details form.

Defining the Carriageway and Span End Lines 9. We will define a design line which will be used to align the carriageway. Select the Structure tab in the tree view. Click on the “Add” button and select “Design line” to open the Define Design Line form. Click the “+” button. Select the Arc radio button and click the “Next” button. Select the 3 points on curve radio button and click the “Next” button. Set the Snap field at the top of the graphics window to “Intersection” and select 3 points along the centre of the deck in the graphics window by clicking on the point at the left hand end of the deck, a point near the centre of the span and then at the right hand end of the deck. Click “Next” and “OK” to close the forms.

10. Next we will define the carriageway that will run over the structure. Click on the “Add” button and select “Carriageway” from the dropdown menu to open the Define Carriageway form and set the fields to the selections and values shown below. (Note that the traffic flow direction is indicated by a triangular arrow head in each notional lane and clicking on each of the arrows until they are double-headed will show that traffic can flow in either direction. However, in this example we will leave the lanes as single direction). Click “OK” to close the Define Carriageway form.

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11. The next step is to define the location of the span end lines. Click on the Structure node in the Navigation window, click on the ”Add” button and select “Span End Lines” to open the Define Span End Lines form. Click on the bottom left and top left-hand corners of the structure on the graphics window. This will draw a heavy black line. Repeat this for the right-hand abutment to define the span end lines. Click “OK” to close the form.

Defining s 12. Next we will define the 6 nodes for the structure. The s will be defined such that the 4 outer s will be resisting vertical loads only. The node at the centre of the left hand end of the structure will be fixed in the radial and tangential direction. The node at the centre of the right hand end of the structure will be fixed in the radial direction and free in the tangential direction. It is recommended that the takes note of the orientation of the local axes of the nodes when interpreting reaction results. Click on the Structure node in the Navigation Window, click on the ”Add” button and select “ed Nodes”. Ensure that the Select: field is set to “All ts” and select the 3 nodes at the left hand end of the structure as shown below. In the first row of the table, change the conditions so that only the DZ direction is fixed. Change Group Type to “Variable” then click on the middle of the 3 nodes (node 32). Change the conditions for this node so that it is also fixed in DX and DY.

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13. The orientation of the s will be altered such that the local y axis is tangential and the local x axis is radial. Click on the “+” button next to the Constraints about field to open the Define Local Axes sub-form. Click on the bottom right node (node 59) then on the bottom left node (node 96). Note that the angle in the Beta field has changed to 101.4212 degrees. Click “OK” to close the subform.

14. Change Name to “Left s” and click “OK” to close the Define ed Nodes form.

15. The nodes at the right hand end of the structure will now be defined. Click on the ”Add” button and select “ed Nodes” again. Select the 3 nodes at the right hand end of the structure as shown below. In the first row of the table, change the conditions so that only the DZ direction is fixed. Change Group Type to “Variable” then click on the middle of the 3 nodes (node 42). Change the conditions for this node so that it is also fixed in DX.

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16. The orientation of the s will be altered such that the local y axis is tangential and the local x axis is radial. Click on the “+” button next to the Constraints about field to open the Define Local Axes sub-form. Click on the bottom left node (node 51) then on the bottom right node (node 81). Note that the angle in the Beta field has changed to 78.5788 degrees. Click “OK” to close the subform.

17. Change Name to “Right s” and click “OK” to close the Define ed Nodes form.

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Properties There are three properties to define i. The 250mm thick isotropic FE property for webs. ii. The 200mm thick isotropic FE property for slab. iii. The 275mm thick isotropic FE property for bottom flange. 18. We first change the Structure navigation window to Section Property by clicking on the “Section Properties” button at the bottom of the window. 19. Click on the “+Add” button at the top of the navigation window and select Finite Element. 20. In the Finite Element Properties form, change the Thickness: to “250” and the Elastic Modulus: to “34”. Note that the Shear Modulus gets automatically updated based upon the default Poisson’s ratio of “0.2”. Change the Name to a suitable description. 21. Click on the Filter toolbar button and select “WEBS”. Note that sub model groups were automatically created for each of the layers in the imported DXF file. Box around the whole structure to assign the section property to the webs. Click “OK” to close the form. 22. Assign the section properties for the other sub model groups by following a similar procedure. When all of the section properties have been assigned select “Select All” to turn the filter off. 23. The structure file can be saved at this point by selecting the menu item File|Save as... and saving the file with an appropriate name. 24. Additional data for the Basic Loads etc. can be defined to complete the structure file. See examples 6.5 and 10.2 for further information on defining finite element structure files.

Summary This method enables s to import data from a DXF file to define a finite element box girder structure in Autodesk Structural Bridge Design. The s are assigned to the structure and adjusted to suit the layout of the structure. Section properties are also assigned to the structure. Note that a composite member could be created within the finite element analysis model. See example 10.2 for information about this.

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9. Specialist Analysis Techniques Contents 9.1. 9.2. 9.3. 9.4. 9.5. 9.6. 9.7.

Reinforcement Design Moments in a Finite Element Slab ......................................... 9-3 Dynamics – Normal Modes Analysis – Simple Footbridge ......................................... 9-9 Staged Construction - For Grillages ......................................................................... 9-15 Non-Linear Analysis – Flat Slab Bridge Deck .......................................................... 9-41 Offset Beams – For Finite Element Decks ............................................................... 9-55 3 Sided FE Structure with Soil & Hydrostatic Pressure Loads ................................. 9-69 Defined Vehicles & Convoys ........................................................................... 9-91

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9-2

9.1. Reinforcement Design Moments in a Finite Element Slab Subjects Covered: Creating new sub models; moving elements from one sub model to another; Reinforcement sets; Moment triads; Design Moments.

Outline Consider the finite element slab, as described and modelled in example 6.5 and loaded in example 7.4

It is required to establish the design moments; hogging and sagging; main & secondary, in a given reinforcement direction in various parts of the slab due to dead load only. The design moments will be based on the Wood Armer equations. The idealised reinforcement directions in the various components of the slab are as shown below.

For hogging, the main reinforcement is parallel to a line ing the deck centre points at each end.

Procedure 1. Start the program and open the data file with a name of “BS Example 7_4.sst” which was created in example 7.4. Close the Structure overview with the “Done” button.

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2. Change the title sub title of the example to “Example 9.1” using the Data |Titles menu option. Change the Job Number: to “9.1” and put your initials in the Calculations by: field before closing the form in the normal way.

New Design Line 3. Click on at the top of the navigation window and select “Design Line” from the dropdown list. 4. Set the Snap: mode in the graphics toolbar to “Intersection” and then click on the node at the centre of each end of the structure. (You may need to zoom in on the graphics window to do this).

5. Set Name to “Secant of CL” and then close the Define Design Line form with the “OK” button.

New Sub Models For different reinforcement calculations to be carried out independently for different slab thicknesses it is necessary to have a different submodel for each slab thickness. It is therefore necessary to create two new sub models (in the same plane and with the same origin as the existing sub model) and move the appropriate elements from one to another. 6. Click on at the top of the navigation window and select “2D Sub model (GCS , Z=0) from the dropdown list. 7. Rename this submodel to “300 slab” by right mouse clicking on the submodel entry in the navigation window and choosing “Rename” from the options.

Moving elements between Sub Models 8. Within the “2D Model A” sub model, in the navigation tree, click on Sub Model . To place the 300 thick elements into the appropriate sub model we first need to select and then move them. 9. In the graphics window toolbar click on the filter button and then in the Member Selection Filter form click on De-select All. Then set Select By: to “Section Property”. 9-4

10. Move the 300mm property into the Selected Groups: by selecting it then clicking on the “>” button. Close the filter form with the “OK” button. 11. Select all the displayed elements in the graphics window by windowing around the whole structure. 12. In the Define Sub Model table click on Move to Sub Model... in Member Tasks then select the 300 slab sub model before closing the Sub Models form with the “OK” button. 13. Close the Define Sub Model form with the “OK” button. 14. Repeat steps 6 to 12 for the 700 slab. You will need to click on “Structure” at the top of the tree so that the “Add+” button is displayed again. After doing this, Rename the “2D Model A” sub model as “500 slab”. Finally, use the drop down arrow next to the filter button in the graphics window to turn off the filter (Select All). Analysis The reinforcement moment calculations are principally post processing of load case results, so the analysis of the already defined load cases can now be carried out. 15. Use the menu item Calculate |Analyse... to perform the analysis.

16. Close the Analysis form with the “Done” button once the analysis is complete.

Defining the reinforcement sets 17. One or more reinforcement sets now need to be defined for each sub model. 18. In the navigation window, right mouse click on the 500mm Slab sub model and select Add |Reinforcement Set. 19. In the Define Reinforcement Set form change the Name: to “500 Sag”, click on the curved design line in the graphics window, select just “Sagging” in the Face tick box and lastly tick the Results for: Design tick box. The reinforcement direction can be seen in the graphics display

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20. Close the Defined Reinforcement Set form with the “OK” button. 21. Repeat 18 to 19 to create a second reinforcement set in the same sub model. This time it is named “500 Hog”, the straight design line is selected and Hogging and Design are both ticked. 22. To skew the secondary reinforcement so that it is parallel to the lines of the s change Pick: to “Secondary Reinforcement Direction” and then click on any two nodes on the right hand span end line. 23. Close the Defined Reinforcement Set form with the “OK” button. There will then be two reinforcement sets in the 500 Slab Sub Model.

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24. Repeat 18 to 23 for the 300 slab sub model with exactly the same reinforcement sets data as the 500 Slab, but of course use appropriate names. 25. Repeat 18 to 19 for the 700 slab sub model but this time both Hogging and Sagging reinforcement are in the same direction and are both ticked. The reinforcement direction data for this case is the same as for the “500 Hog” set. Set the name for this set to “700 Hog & Sag”.

Results 26. Use the main menu File |Results... to open the results viewer. Set the view to be combined graphic and table, as shown below, by using the menu items View | Set Default Layout | Graphic Above Table. Adjust window size to suit by holding the left mouse button down on the dividing line between the graphics and table and dragging to a new position. 27. In the dark blue area at the top of the window (Results Controller) set Results For: to “Reinforcement Moments”, Name: to “L1: Concrete Dead Loads” and set: to “RS1: 500 Sag”. 28. In the graphics toolbar, the Results For: field should be set to “Design – Sagging Main”. 29. Change the viewing direction to plan by clicking on the Graphics toolbar icon and click on the “Auto Redraw” button if the graphics are not automatically updated.

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Hold left mouse button down on this line and drag to adjust window size 30. All the other reinforcement sets and components can be displayed and printed in a similar way. 31. Close the results viewer. 32. Use the main menu File |Save As... to save the data file with a name of “My BS Example 9_1.sst”. 33. Close the program.

Summary This example illustrates that if reinforcement moments are to be created for different components of a structure, then each component should be in a separate sub model, and that results can be obtained separately for each component. This will mean that discontinuities, occurring at the boundaries of different thickness slabs, are correctly allowed for. Although in this example we have only considered one load case, the results for compilations and envelopes are also available. It should be pointed out that the results for compilations are not obtained by simply summing the reinforcement moment results for each constituent load case. This would be incorrect as the Wood Armer equations are not a linear set of equations. They are calculated by summing the component moment triad results and then performing the Wood Armer calculations on the resultant moment triad. In this example we have only considered the calculation of Design Moment. It should be noted that there are an equivalent set of equations (Denton Burgoyne) which can be used for assessing the adequacy of a known set of reinforcement. This will be covered in a separate example. 9-8

9.2. Dynamics – Normal Modes Analysis – Simple Footbridge Subjects Covered: Steel Footbridge; Normal Modes; Natural Frequencies; Mode Shapes; Participation Factors; Sturm Sequence Checks; Structural Mass; Density; Lumped Mass; Dynamic Compilations; Animation

Outline Many structures have dynamic characteristics which are undesirable and, if not checked, would fail to meet certain design requirements. Footbridges are structures which are often susceptible to dynamic problems caused by wind or simply by pedestrians using the structure. These vibrations can sometimes be excessive and although they may not cause any structural failure, they may cause discomfort and alarm to any of the bridge. It is therefore generally required to check that undamped natural frequencies of footbridges do not fall within a specified range. In the following example, the vibration modes of a tubular steel footbridge, as described and modelled in example 6.3, are to be examined.

It is required to establish the undamped natural frequencies and mode shapes of:  The fundamental vertical bending mode  The fundamental horizontal bending mode  The first torsional mode. It is also required to establish how many vibration modes there are below 45Hz and if all these modes are considered, what percentage of mass participation is achieved in the vertical and transverse horizontal directions. The total mass acting on the structure is made up from the structural mass of the structure all having a weight density of 77.0kN/m 3 and some non-structural mass, due to surface finishing of the deck, of 0.7kN/m 2.

Procedure 1. Start the program and open the data file with a name of “BS Example 6_3.sst” which was created in example 6.3. Close the Structure overview with the “Done” button. 2. Change the Title sub title of the example to “Example 9.2” using the Date |Titles menu option, Change the Job Number: to “9.2” and put your initials in the Calculations by: field before closing the form in the normal way. 9-9

Structural Mass To check the structural mass applied to the structure we can look at a data report to inspect the densities applied to each member. 3. Click on the Menu item File |Data Reports to open the Data Reports form. Scroll to the bottom of the form and tick to include Section Property Data then click on the “View” button. 4. Inspect the density of each of the properties. You will notice that they are all 77kN/m3 except the 75x75 angle which is set to 78kN/m3 5. Close the Results viewer with the green “EXIT” button and then the Data Reports form with the “Done” button. 6. As this is a parametric shape, the density is input in the property definition form, so this could be changed here but in this example we will show how to be more specific in changing densities for individual /elements. 7. Change the Navigation window to “Section Properties” by clicking on the appropriate button at the bottom. 8. Click on at the top of the navigation window and select “Advanced Beam Properties |Modified Density” from the dropdown list. 9. Change Name: to be “Angle Modified” and the Density: to “77”. Now click on the 10 diagonal bracing in the deck to assign them.

10. Close the Specify Beam Density form with the “OK” button.

Structural Mass The surfacing mass of 0.7 kN/m2 is to be added as Lumped mass on the nodes of the bottom boom. The deck is 55m long and 3.5 m wide so the added weight is 134.75kN. This will be applied to the 22 nodes in the deck, with the two end nodes at each end having half the mass of the others. This works out to 6.74kN (0.687Tonnes) on internal nodes and 3.37kN (0.344Tonnes) on the end nodes. 11. Change the Navigation window to “Basic Loads” by clicking on the appropriate button at the bottom.

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12. Click on at the top of the navigation window and select “Lumped Mass” from the dropdown list. 13. In the first row set mX mY and mZ to be all “0.687” and then click on each of the 18 inner nodes in the deck. 14. In the second row set mX mY and mZ to be all “0.344” and then click on each of the 4 end nodes in the deck.

15. Change Name: to be “Surfacing Mass” and then close the form with the “OK” button. 16. To enable the addition of this into the structural mass we need to create a dynamic compilation with this mass in it. Change the Navigation window to “Compilations” by clicking on the appropriate button at the bottom. 17. Click on at the top of the navigation window and select “Dynamic” from the dropdown list. Click on the “+” button near the bottom of the form to add a row to the table. 18. In the first row of the table we select the “Surfacing Mass”. The default value for the 4 Factor columns is 1.0 and this is correct but change the Name to “With Added Mass” before closing the form with the “OK” button.

Analysis 19. Click on the menu item Calculate |Dynamic Analysis... to open the Dynamic Analysis Control form. 9-11

20. Set the Compilation for Dynamic Analysis: data field to “C1: With Added Mass”. 21. The first analysis is a Sturm Sequence Check which checks the number of modes below a given frequency. Check that this option is selected on the data form and enter a frequency of “45”.

22. Click on the “Analyse” button. Click “OK” on the warning message which appears regarding very thin walled sections.

23. When the analysis is complete click on the “Log File” icon on the Analysis form to open up the log file. This should report that there are 40 modes below 45 Hz.

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24. Close the Analysis Log File with the green “EXIT” button and the Analysis form with the “Done” button. 25. On the Dynamics Analysis Control form (which should still be open) select the Modal Analysis for: radio button and set the data field to 40 Modes. 26. Click on the “Analyse” button. (The software may take a few seconds to perform the analysis). 27. When the analysis is complete, close the Dynamic Analysis Control form with the “OK” button and open the Results Viewer using the Menu item File |Results.... 28. In the dark blue Results Control area tick the Show Participation Factors tick box to display the following table

29. The percentage mass participation (at the bottom of the table) shows 93.7% vertically and almost 100% laterally. 30. On inspection of the displacement participation factors for each of the first few modes, it is clear that the first vertical deflection mode is mode 2 and the first lateral deflection mode is mode 1. 31. These mode shapes can be visually checked by un-ticking the Show Participation Factors tick box, setting Effect to “Deflected Shape” and clicking on the “Auto Redraw” button on the graphics toolbar. Each mode can then be selected in the Mode Shape: data field and the mode shape will be displayed. 32. It may be easier to interpret the shapes if they are viewed in animation by using the controls in the graphics toolbar . It is clear that mode 3 is the first torsional mode.

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33. Close the Results Viewer. 34. Use the main menu File |Save As... to save the data file with a name of “My BS Example 9_2.sst”. 35. Close the program.

Summary This example shows the very basics of carrying out a normal modes analysis using a structural model. It does not give any assistance in creating models specifically for dynamic analysis where an understanding of dynamic behaviour is required. This is essentially a very simple model as all the structural material is the same and has the same density. When composite beams are used where there is a mixture of materials and densities, then a transformed density will be required. If composite beams created by Autodesk® Structural Bridge Design are used in the analysis then this transformed density is calculated automatically.

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9.3. Staged Construction - For Grillages Subjects Covered: Steel Composite Beam; Grillage Model; Carriageway Definition; Setting Out Lines; Construction Lines; Rotate Mesh; Define Construction Stages; Basic Loads; Dead Load Compilations; Transfer Results to .sld File; Recommended Outline Procedure for Staged Construction

Outline

In this example we are going to model a 2 span steel composite bridge. The bridge has 4 longitudinal beams as shown in the diagram below.

We will define a section file, a beam file and a grillage model. We will then import the section and beam data files into the grillage. These properties will be assigned to the in the grillage and the construction stages will be defined. The girders have a uniform section throughout with a top flange of 500mm x 40mm, a bottom flange of 600mm x 40mm and a web of 14mm thickness. The overall height of the steel section is 1100mm and there is a 50mm deep haunch at the underside of the slab. The slab thickness is 250mm. To define construction stages for grillages it is not just a case of making various beam elements active or inactive at each stage, but it is necessary to change section properties to reflect whether a particular section is composite or steel only. The steel only properties will be defined by the design sections and the composite properties by the design beam. 9-15

There will be 4 construction stages as follows: Stage 1 – steel beams only with wet concrete at span 1 Stage 2 – active concrete deck at span 1 and wet concrete at span 2 Stage 3 - active concrete deck at spans 1 & 2 and wet concrete upstand Stage 4 – edge upstand sections active to complete the structure

We will apply dead and superimposed dead loads manually. The Define Construction Stage Loading form will be used to assign these loads to the construction stages. After analysing the load cases, we will then transfer them to a .sld file. The notes in the summary at the end of the example will describe an outline procedure for completing the analysis and design of a structure in which construction stages have been defined.

Procedure Creating the steel beam section file 1. Note that as an alternative to following steps 1 to 8 the supplied file “BS Example 9_3 Steel Only.sam” can be used. Start the program and ensure that the current Project Template is set to “Version 6 Examples” using the Options|Project Templates menu item. 2. Create a new section using the menu item File|New|Section. 3. Use the menu item Data|Titles... to set the title as “Steel Beam Section” with a sub-title of “Example 9.3”. Also add your initials to the Calculated by data item. Click “OK” to close the form.

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4. Open the Section Definition form using the menu item Data|Define Section... 5. In the first row of the Library column select “Parametric Shape” from the dropdown list to display the Define Section Details form. Select “I” from the Shape Reference dropdown list. Enter the values as shown below to define the steel section. Click “OK” to close the form.

6. Ensure that the Hook point is set to “1” and set the X Coord to a value of “250”. Now change the Hook point to “5” and set the Y Coord to a value of “0”. 7. Assign the structural steel material to the section and click “OK” to close the form. 8. Save the file as “My BS Example 9_3 Steel Only.sam”.

Create the beam files 9. Begin a new beam using the menu item File |New Beam. 10. Set the Beam type to “Steel Composite” using the Data |Beam Type menu item. 11. Use the menu item Data |Titles... to set the Beam title as “Steel Composite Beam” with a sub-title of “Example 9.3”. Add your initials to the Calculated by data item. Click on “OK” to close the Titles form. 12. Use the Data |Define Beam… menu item to open the Define Composite Beam form. 13. Click on the Type drop down menu and select “Continuous – end span” from the list. Enter a value of “28m” in the corresponding Span field. Select the item “End span” from the SIDE SPANS – LEFT Type drop down menu and enter a value of “28m” in the corresponding Span field. 14. Click on the Cross section is drop down menu and select “Uniform” from the list. Click on the Location is drop down menu and select “Inner beam” from the list. 15. Click on the Define drop down menu and select “Section” from the list to open the Composite Beam Section Definition form. Click in the Component drop 9-17

down menu on the first row of the table and select “Plate Girder” from the list. This will open the Define Composite Beam Component form. Enter a value of “500mm” in the top flange width and “600mm” in the bottom flange width fields. Enter a value of “40mm” in the top flange thickness and bottom flange thickness fields. Enter a value of “1100mm” in the overall height field and a value of “14mm” in the web thickness field. Click on the “OK” button to close the Define Composite Beam Component form. 16. Click in the Component drop down menu on the second row of the table and select “Concrete Slab” from the list. This will open the Define Composite Beam Component form. Click in the width field and enter a value of “3700mm”. Click in the depth field and enter a value of “250mm”. Click on the “OK” button to close the Define Composite Beam Component form. 17. Click in the Component drop down menu on the third row of the table and select “Concrete Haunch” from the list. This will open the Define Composite Beam Component form. Enter values of “600mm” in the width at top field, “500mm” in the width at bottom field and “50mm” in the depth field. Click on “OK” to close the form. 18. Click in the Component drop down menu on the fourth row of the table and select “Reinforcement” from the list. This will open the Composite Beam Reinforcement form. Enter values of “16mm” in the Top Diameter and Bottom Diameter fields. Enter values of “150mm” in the Top Spacing and Bottom Spacing fields. Enter values of “55mm” in the Top Cover field and ”60mm” in the Bottom Cover fields. Click on the “OK” button to close the Composite Beam Reinforcement form.

19. Click on the “OK” button to close the Composite Beam Section Definition form. 20. The slab is cast in two stages - span 1 then span 2. To enable the effects of pouring span 2 to be applied to the span 1 beam we need to define a dummy stage 2 in the beam in order to be able apply the loading. We cannot make the length of the dummy stage zero, so we set it to 1mm.

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21. Set the No. of construction stages to “3”. Use the Define and locate span features drop down to select “Construction Stages”. 22. Change the data on the form to the following and then close the forms with the “OK” buttons.

23. Save file as “My BS Example 9_3 Inner Beam Span 1.sam” 24. We will now create the beams for span 2. Use the Data |Define Beam… menu item to open the Define Composite Beam form. 25. Use the Define and locate span features drop down to select “Construction Stages”. 26. Change the data on the form to the following and then close the forms with the “OK” buttons.

27. Save file as “My BS Example 9_3 Inner Beam Span 2.sam”.

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Creating the structure layout 28. Note that as an alternative to following steps 28 to 38 the supplied file “BS Example 9_3 Mesh and s.sam” can be used. We start by defining the alignments and outline of our structure. Create a new structure using the menu item File|New|Structure. Set the correct analysis type using the menu item Data|Structure Type|Refined Analysis. 29. Next we will add some descriptions to the structure which will be shown on all printed output. Click on the Data|Titles menu and set Structure Title to “Steel Composite Bridge Deck” with a sub-title of “Section 9.3”. Add your initials in the Calculations by: field. 30. The next step is to define the alignment of the structure. Click on the Add button at the top of the Navigation Pane and select “Design Line” from the drop down menu. This will open the Define Design Line form. Click on the green plus button at the bottom left of the form to add a new segment to the design line. On the Define Line Segment form select the “Line” option then click on the “Next” button twice. Enter (0,7.4) for the coordinates of point 1 and (56,7.4) for the coordinates of point 2. Click on the “Next” button and then click “OK” to define the design line. Click “OK” to close the Define Design Line form. 31. Next we will define the carriageway that will run over the structure. Click on the Add button and select “Carriageway” from the drop down menu to open the Define Carriageway form. Click on the Design Line field and select “DL1: Design Line” from the drop down list. Set Carriageway Type to “Single” and enter the following coordinates in the Offset A/B fields: (-7.0, -4.4), (-4.4, 4.4), (4.4, 7.0).

The number of notional lanes will be automatically updated. The notional lanes are shown in the graphics window with the traffic flow direction indicated by an arrow. Click on each of the arrows until they are shown as double-headed.

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This shows that traffic can flow in either direction along each lane. Click on the “OK” button to close the Define Carriageway form.

32. Next we need to add a sub-model to the structure. Click on the Add button and select “2D Sub Model (GCS, Z=0)” from the drop down menu. This creates a new sub-model node in the tree within the Navigation Pane.

33. Next we will describe the edges of the structure and lines along each abutment and pier using setting out objects and construction lines. Click on the first node in the sub-model as shown above and click on the Add button again. The menu list has changed to list objects that can be added to a sub-model. Select “Setting Out Objects” to open the Define Setting Out Object form. Click on the Insert Line Segment button at the bottom left of the form (this is the small “+” button). Set the Type to “Line” then click on the “Next” button twice. Enter (0,0) and (0,14.8) for the coordinates of the start and finish of the line, then click “Next”. Click “OK” to close the Define Line Segment form and click “OK” again to close the Define Setting Out Object form. Click on the Add button again and select “Construction Lines” to open the Define Construction Lines form. On the left hand side of the form there is a list of line types. Click on Offset parallel to DL/SOL to add a new row to the table. Click in the DL/SOL Ref column and select “DL1: Design Line” from the drop down list. Give the line an offset of 7.4m and press “Enter” on the keyboard. Click on Offset parallel to DL/SOL again to add a new row to the table. Click in the DL/SOL Ref column and select “DL1: Design Line” from the drop down list and give it an offset of -7.4m. This has defined construction lines along the top and bottom edges of the structure.

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Click on Offset E/W of DL/SOL then click in the DL/SOL Ref column and select “SO1: Setting Out Object” from the drop down list. Give it an offset of 28m. Repeat this process to add a line at 56m. Click on the “OK” button to close the Define Construction Lines form. The graphics window will now show an outline of the structure as shown below.

34. Click on the File|Save menu item and save your model as “My BS Example 9_3 Layout.sst”.

Defining the mesh and s 35. We will now begin to define the grillage geometry. The first step is to define the locations of the span ends. Click on the Structure node in the Navigation Pane then click on the Add button. Select “Span End Lines” from the drop down menu. This will open the Define Span End Lines form.

Click on the bottom left and top left hand corners of the left-hand abutment on the graphics window. This will draw a heavy black span end line. Repeat this to locate the piers and second abutment. The span end lines will be shown in the table as above and on the graphics as below:

Click on “OK” to close the Define Span End Lines form. 9-22

36. The next step is to define the two meshes which make up the grillage. Click on the sub-model node in the Navigation Pane and then click on the Add button. Select “Mesh” from the drop down menu. This will open the Define Mesh form. Set Name to “Span 1” and set Mesh Type to “Orthogonal to span”. Click on the four edges of the left hand span, starting with the bottom edge and then set Longitudinal to “6” and Transverse to “11”. (You may need to press “Enter” on the keyboard in order for the numerical data to be input properly before clicking in the graphics window). We will rotate the mesh at span 1 to ensure that the beams have the correct orientation when they are assigned. Click on the Rotate Mesh button twice to reverse the direction of the longitudinal of the mesh. Set the Longitudinal Spacing to “set spacing” to open the Set Longitudinal Spacing form. Set the spacing factor to “0.5” on the first and last rows of the table. Click OK to close the form. Set the Transverse Spacing to “set spacing” to open the Set Transverse Spacing form. Set the spacing factor to “0.5” on the first and last rows of the table. Click “OK” to close the form. Click “OK” to close the Define Mesh form.

Click on the sub-model node in the Navigation Pane again and click on the Add button. Select “Mesh” to open the Define Mesh form. Click on the Copy Mesh Details From button and select “M1: Span 1 (“2D Model A”) from the drop down list. Change Name to “Span 2” and then click on the four edges of the central span, starting with the bottom edge. Click “OK” to close the Define Mesh form.

37. Next we will define which nodes in the structure are ed. Click on the Structure node at the top of the tree and then click on the Add button and select “ed Nodes” from the drop down menu. This will open the Define ed Nodes form. Click on the Select drop down menu in the 9-23

graphics window and set it to “Along Span End Lines”, then draw a box around the nodes shown below. In the first row of the table, change the conditions so that only the DZ direction is fixed. Change Group Type to “Variable”, which allows each to have different constraints applied. Click on the node just below the centre on the left abutment (node 33). Change the conditions for this node so that it is also fixed in DX and DY. Click on the node just below the centre on the right abutment (node 106) and change the conditions so it is also fixed in the DY direction. Click on “OK” to close the form.

38. Click on the File|Save As menu item and save your model as “My BS Example 9_3 Mesh and s.sst”.

Asg section properties 39. We will now assign section properties to our grillage, starting with the inner beams. Open the Section Properties tab on the Navigation Pane. Click on the Add button and select “Steel Composite Design Beam” from the drop down menu. This will open the Import file form. Click on the “Browse” button and ‘open’ the file “BS Example 9_3 Inner Beam Span 1.sam” created earlier. Click on the Beam Section Reference... drop down menu and set it to “origin”, which ensures that the beam will be imported at such a height that the is at the soffit, rather than the centroid, of the beam. Change Description to “Inner Beam Span 1” and click on the four inner beams in span 1 of the structure. They will be highlighted in red as shown below and their references added to the Assigned Beams list. Click on “OK” to close the form. (You may need to move the bottom of the graphics window upwards in order to be able to see the form).

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40. Assign the “BS Example 9_3 Inner Beam Span 2.sam” beam files to the 4 inner beams at span 2 in a similar way. 41. Next we will assign properties to the edge upstands using parametric shapes. Click on the Add button again and select “Parametric Shapes” from the drop down menu. This will open the Parametric Shape Properties form. Change Description to “Edge Section” and set Width and Depth to “500mm”. Leave the other properties at their default concrete values. Ensure that the Select field at the top of the graphics view is set to “Inclusive Box.” Select the two rows of edge in the structure using the mouse to draw a selection box around each of them. Click on “OK” to close the form

42. Finally we will assign properties to the transverse using a continuous slab property. Click on the Add button again and select “Continuous Slab” from the drop down menu. This will open the Continuous Slab Properties form. Change Depth to “250mm” and Description to “Transverse Slab”. Leave the other properties at their default concrete values. Click on the Member selection filter drop down menu and select “Transverse Beams”. Box around the whole structure and click on “OK” to close the form.

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43. Open the Structure tab on the Navigation Pane. Click on the Add button and select “Advanced Beam Set|Eccentricities” from the drop down menu. This will open the Define Beam Eccentricities form. Click on the small green “+” button then set the Start Z field on the first row to a value of “1275” and press return on the keyboard. Box around the whole structure to select the transverse slab . Click on the Member selection filter drop down and select “Longitudinal Beams”. Box around the edge upstands to select them. Click on the Member selection filter drop down and select “Select All” to remove the filter. Click on “OK” to close the form. The advanced model view icon can be used to check that the eccentricities have been applied correctly. 44. Click on the File|Save As menu item and save your model as “My BS Example 9_3 Section Properties.sst”.

Define the construction stages 45. First of all we will create three stages, with all active and then we will alter the first stage to contain just the longitudinal beam (not the edge upstands) and a connecting member between them. Open the Structure tab on the Navigation Pane. Click on “Open Construction Stages...” near bottom of the Navigation Pane to open the Construction Stages form. Ensure that the Select dropdowns at the top of the graphics window are set to “Make Inactive” and “Inclusive Box.” Click on “Insert Before” twice to create a total of three rows on the table. Ensure that the top row of the table is highlighted. Click on the Member selection filter drop down menu and select “Transverse Beams”. Box around the left span of the structure and then the right, such that the at the intermediate are not selected (see below).

Selection 1

Selection 2

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46. Click on the Member selection filter drop down and select “Select All” to remove the filter. Select the two rows of edge in the structure using the mouse to draw a selection box around each of them. 47. We will now create a new stage after stage 1 so that we can add the concrete slab at span 1 as an active member. Click on “Insert After” to create a new row for Stage 2. Ensure that the second row of the table is highlighted and use the Construction Stage dropdown at the top of the Navigation Pane to select “Stage 2: Construction”. Use the Select dropdown at the top of the graphics window to select “Make Active”. Box around the left span of the structure including the at the central diaphragm. 48. We will make the edge upstand inactive at the left hand span. Use the Select dropdown at the top of the graphics window to select “Make Inactive”. Box around the at the top and bottom edges of the left span of the structure. Click “OK” to close the form and click “OK” on the Information message that appears. 49. The steel section files will be assigned to the longitudinal beams for construction stage 1, because the steel beams are the only active at this stage. Use the Construction Stage dropdown at the top of the Navigation Pane to select “Stage 1: Construction”. Open the Section Properties tab on the Navigation Pane. Click on the Add button and select “Design Section Data” from the drop down menu to open the Import file form. Use the Select dropdown to select “Create”. Click on the “Browse” button and ‘open’ the file “My BS Example 9_3 Steel Only.sam” created earlier. Click on the Section Reference... drop down menu and set it to “origin”. Change Description to “Inner Beam Steel Only”. Click on the Member selection filter drop down menu and select “Longitudinal Beams”. Box around the of the four inner beams along the full length of the structure. Click on the “Yes to All” button on the Confirm form and click on “OK” to close the Import file form. 50. We will assign a nominal section property to the transverse diaphragm member at the intermediate . Click on the Member selection filter drop down menu and select “Transverse Beams”. Click on the Add button and select “Parametric Shapes” from the drop down menu. This will open the Parametric Shape Properties form. Change Description to “Nominal” and set Width and Depth to “10mm”. Change the Elastic Modulus, Shear Modulus and Density fields to a value of “1”. Ensure that the Select field at the top of the graphics view is set to “Inclusive Box.” Select the at the intermediate of the structure using the mouse to draw a selection box around them. Click on the “Yes to All” button on the Confirm form and click on “OK” to close the form. Click on the Member selection filter drop down and select “Select All” to remove the filter.

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51. The steel section file will be assigned to the longitudinal beams in span 2 for construction stage 2, because the steel beams are the only active at this stage in span 2. Use the Construction Stage dropdown at the top of the Navigation Pane to select “Stage 2: Construction”. Click on the Member selection filter drop down menu and select “Longitudinal Beams”. Select the “Inner Beam Steel Only” section in the Navigation Pane to open the Import file form. Click on the Section Reference... drop down menu and set it to “origin”. Box around the of the four inner beams of the right span. Click on “OK” to close the form.

52. The edge upstand have not been defined as being inactive at construction stage 3, although they are not actually an active part of the structure at this stage. Hence, the nominal section will be assigned to these , rather than defining them as being inactive. Use the Construction Stage dropdown at the top of the Navigation Pane to select “Stage 3: Construction”. Select the “Nominal” section created in the previous step to open the Parametric Shape Properties form. Box around the two rows of edge in the structure using the mouse to draw a selection box around each of them. Click on the “Yes to All” button on the Confirm form and click on “OK” to close the form. 53. Click on the Member selection filter drop down and select “Select All” to remove the filter. The advanced model view icon and the Construction Stage dropdown at the top of the Navigation Pane can be used to check that the construction stages have been defined correctly. (see the diagrams for each construction stage in the introduction to this example). 54. Click on the File|Save As menu item and save your model as “My BS Example 9_3 Construction Stages.sst”.

Defining basic loads 55. We will now apply some basic loads to our model, starting with dead loads for steel. Open the Basic Loads tab on the Navigation Pane then click on the Add button and select “Beam Member Load|Beam Element Load” from the drop down list 9-28

to open the Define Beam Loading form. In the first row of the table set Load Type to “F Uniform”, Direction to “Global Z”, Load Value to “Volume” and Load W1 to “-77kN/m3”. Change the Name to “Steel Girder Dead Load”. On the graphics window, click on the filter drop down menu and select “Longitudinal Beams”. Draw a box around the internal longitudinal beams to assign the loads. Click on “OK” to close the form. Read and click “OK” on the warning message if it appears.

We will now apply the dead loads for the concrete slab. Click on the Add button and select “Beam Member Load|Beam Element Load” from the drop down list to open the Define Beam Loading form. In the first row of the table set Load Type to “F Uniform”, Direction to “Global Z”, Load Value to “Length” and Load W1 to “-21.8kN/m”. Change the Name to “Span 1 Concrete Slab” and select the 4 inner beams in the left span. Click on “OK” to close the form.

Now define the concrete slab load for the right span in a similar way.

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56. The next step is to assign dead loads for the concrete edge upstands to the model. Click on the Add button and select “Beam Member Load| Beam Element Load” from the drop down list to open the Define Beam Loading form. In the first row of the table set Load Type to “F Uniform”, Direction to “Global Z”, Load Value to “Volume” and Load W1 to “-23.6kN/m3”. Draw a box around the full length of the edge beams.

Change Name to “Concrete Upstand Dead Load” and click on “OK” to close the Define Beam Loading form.

57. Next we will create three SDL cases using bridge deck patch loads. Click on the Add button and select “Bridge Deck Patch Load” from the drop down list to open the Define Bridge Deck Patch Loading form. Set Load per unit area to “4.63kN/m2”. On the graphics window, move the mouse pointer over the Objects tab and deselect “Design / Setting Out Lines”, “Construction Lines” and “Beam Elements”. The graphics now shows the carriageway and span end lines. Click on the bottom edge of the main carriageway, the right hand span end line, the top edge of the carriageway and the left hand span end line. (See the screen shot on the following page for details of the carriageway edge locations). This will apply a patch to the carriageway. Change Name to “SDL Surfacing”. Click “OK” to close the form.

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Click on the Add button and select “Bridge Deck Patch Load” from the drop down list to open the Define Bridge Deck Patch Loading form. Set Load per unit area to “4.8kN/m2”. Click on the bottom edge of the bottom footway, the right hand span end line, the top edge of the bottom footway and the left hand span end line. This will apply a patch to the bottom footway. Change Name to “SDL Footway 1” then click “OK” to close the form.

Repeat the process for the top footway. Click on the Add button and select “Bridge Deck Patch Load” from the drop down list to open the Define Bridge Deck Patch Loading form. Set Load per unit area to “4.8kN/m2”. Click on the bottom edge of the top footway, the right hand span end line, the top edge of the top footway and the left hand span end line. This will apply a patch to the top footway. Change Name to “SDL Footway 2”. On the graphics window, move the mouse pointer over the Objects tab and select “Design / Setting Out Lines”, “Construction Lines” and “Beam Elements” then click “OK” to close the form.

58. We will now define a SDL barrier load. 9-31

Click on the Add button and select “Beam Member Load| Beam Element Load” from the drop down list to open the Define Beam Loading form. In the first row of the table set Load Type to “F Uniform”, Direction to “Global Z”, Load Value to “Length” and Load W1 to “-2kN/m”. On the graphics window, click on the filter drop down menu and select “Longitudinal Beams”. Draw boxes around the edge longitudinal beams to assign the loads.

Change Name to “SDL Barriers” and click on “OK” to close the Define Beam Loading form.

59. The next step is to define the construction loads. Click on the Add button and select “Beam Member Load| Beam Element Load” from the drop down list to open the Define Beam Loading form. In the first row of the table set Load Type to “F Uniform”, Direction to “Global Z”, Load Value to “Length” and Load W1 to “-5.5kN/m”. Draw a box around the 4 inner beams of the left hand span to assign the loads. Change Name to “Construction Loads Span 1” and click on “OK” to close the Define Beam Loading form.

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Now define the construction loads for the right span in a similar way. 60. The next step is to define the construction stage loading. This defines which loads are present at each construction stage. Click on “Open Construction Stage Loading...” near bottom of the Navigation Pane to open the Define Construction Stage Loading form. Click on the Stage drop down on the form and select “Stage 1: Construction”. In the Construction Stages table at the left hand side of the form click on the Status drop down to select “Add Load” for loadcases L1, L2 and L9.

Click on the Stage drop down on the form and select “Stage 2: Construction”. In the Construction Stages table at the left hand side of the form click on the Status drop down to select “Remove Load” for loadcase L9 and “Add Load” for loadcases L3 and L10.

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Click on the Stage drop down on the form and select “Stage 3: Construction”. In the Construction Stages table at the left hand side of the form click on the Status drop down to select “Remove Load” for loadcase L10 and “Add Load” for loadcase L4.

Click on the Stage drop down on the form and select “Stage 4: Construction”. In the Construction Stages table at the left hand side of the form click on the Status drop down to select “No Change” for loadcase L1, L2, L3, L4, L9 and L10.

The “Show Overview” button can be clicked on to show an overview of the construction stage loading. There is a scroll bar at the bottom of the form which 9-34

can be used to check at what construction stage each load is applied or removed. Click on the “Hide Overview” button when you have checked that the construction stage loading has been defined correctly. Click on “OK” to close the form.

61. Click on the File|Save As menu item and save your model as “My BS Example 9_3 Basic Loads.sst”.

Load Compilations 62. The next step is to create dead load compilations for ULS. Open the Compilations tab on the Navigation Pane, then click on the Add button and select “Dead Loads at Stage 1”. Ensure that the Limit State is set to “Ultimate” and click on the “Find and Add to Table” button to input the three dead loads at stage 1. In the first row of the table change the value of gamma to “1.05”. Click on “OK” to close the Compile Loading Patterns form.

Click on the Add button and select “Dead Loads at Stage 2”. Ensure that the Limit State is set to “Ultimate” and click on the “Find and Add to Table” button to input the three dead loads at stage 2. Click on “OK” to close the form.

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Click on the Add button and select “Dead Loads at Stage 3”. Ensure that the Limit State is set to “Ultimate” and click on the “Find and Add to Table” button to input the two dead loads at stage 3. Click on “OK” to close the form.

Click on the Add button and select “Dead Loads at Stage 4”. Ensure that the Limit State is set to “Ultimate” and click on the “Find and Add to Table” button to input the four dead loads at stage 4. In the first, second and third rows of the table change the gamma value to “1.75”. In the fourth row of the table change the gamma value to “1.2”. Click on “OK” to close the form.

63. The next step is to create dead load compilations for SLS. Right click on the compilation for dead loads at stage 1 and select “Copy” to create a copy of the compilation. Click on the Limit State drop down and select “Serviceability”. Click on “Yes” on the confirm form to change the values of the gamma factor to the correct values. Click on “OK” to close the form.

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Now define the serviceability compilations for construction stages 2 and 3 in a similar way. Right click on the compilation for dead loads at stage 4 and select “Copy” to create a copy of the compilation. Click on the Limit State drop down and select “Serviceability”. Click on “Yes” on the confirm form to change the values of the gamma factor. In the first, second and third rows of the table change the gamma value to “1.2”. Click on “OK” to close the form.

64. Click on the File|Save As menu item and save your model as “My BS Example 9_3 Compilations.sst”.

Analysis and Exporting Results 65. Select the menu item Calculate|Analyse. The program will open a form showing the progress of the analysis. Once the analysis has completed, click on the “Done” button.

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66. We will now export the results from the analysis to a .sld file. Click on the Calculate|Design Load Effects|Select Beam menu item to open the Select Beam form. Go to the graphics window and click on the beam just below the centre of the left span. It will be highlighted in red. Click on the “OK” button to open the Assign Load Cases form.

67. In the Design Load Case column and select “Construction stage 1A”. Click in the L/C/E column and select “Comp”. Click in the Analysis Load Case column and select “C1: Dead Loads at Stage 1 ULS”. Repeat a similar process in the other rows. The ULS Factor in the fifth row of the table needs to be set to a value of “0”.

68. When the table is as shown above, click on the “Export Loads to File...” button save the results in a .sld file called “My BS Example 9_3 DL and SDL Span 1.sld”. Click on the “OK” button to close the Define Composite Beam Loads form.

Summary In this example we defined a 2 span grillage consisting of two meshes and then assigned section properties to it using beam and section files created earlier in this example. Construction stages were defined. We then applied some basic dead and superimposed dead loads to the structure. Load compilations were then defined. The structure was analysed and the results exported to a .sld file. For a structure such as this, where construction stages have been defined, the recommended working procedure would be to follow the steps above and then re-open the file “My BS Example 9_3 Section properties.sst” and use the automated load optimisation to generate live loads for the carriageway on the structure. The results from this .sst file 9-38

would be exported to a second .sld file. In addition, a line beam module file would be defined and used to analyse the effects of temperature and shrinkage. Refer to Example 8.1 in this example manual for information on the line beam module. Note that the differential temperature parameters would have to be set in the beam module file prior to it being assigned in the line beam module. The line beam module would be analysed and the results exported to a third .sld file. The three .sld files would then be imported into the composite beam file so that design checks could be performed. See Example 5.1 of this example manual for advice on composite beam design using Autodesk Structural Bridge Design.

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9.4. Non-Linear Analysis – Flat Slab Bridge Deck Subjects Covered: Grillage model; Carriageway Definition; Setting Out Lines; Construction Lines; Slab Properties; Lift Off s; Basic Loads; Dead Load Compilations; Live Load Optimisation; Non-Linear Analysis; Results

Outline

In this example we are going to model a 2 span concrete flat slab structure with a constant thickness of 600mm. It is to be modelled as a grillage and because the skew of the deck is 45 degrees (ie. greater than 15 to 20 degrees), an orthogonal mesh will be defined. The deck will have 7 discrete bearings at each end of each span. The bridge will have lift-off s. The left hand span will be 11 metres and the right hand span will be 20 metres.

Dead and superimposed dead loads will be applied manually. We will then use the automated load optimisation to create live loads for the model. After performing a linear analysis of the load cases, we will examine those load compilations for which non-linear effects are considered to be significant. The Non-Linear Analysis Control form will then be used to add the concurrent dead and superimposed dead load compilations to the relevant live load compilations. We will then run a non-linear analysis and look at some results.

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Procedure Creating the structure layout 1. We start by defining the alignments and outline of our structure. Start the program and then create a new structure using the menu item File|New|Structure. Set the correct analysis type using the menu item Data|Structure Type|Refined Analysis. 2. Click on the Data|Titles menu and set Structure Title to “2 Span Flat Slab Bridge Deck” with a sub-title of “Non-Linear Analysis”. Add your initials in the Calculations by: field. Click “OK” to close the form. 3. The next step is to define the alignment of the structure. Click on the Add button at the top of the Navigation Pane and select “Design Line” from the drop down menu. This will open the Define Design Line form. Click on the green plus button at the bottom left of the form to add a new segment to the design line. On the Define Line Segment form select the “Line” option then click on the “Next” button twice. Enter (0,0) for the coordinates of point 1 and (42,0) for the coordinates of point 2. Click on the “Next” button and then click “OK” to define the design line. Click “OK” to close the Define Design Line form. 4. Next we will define the carriageway that will run over the structure. Click on the Add button and select “Carriageway” from the drop down menu to open the Define Carriageway form. Click on the Design Line field and select “DL1: Design Line” from the drop down list. Set Carriageway Type to “Single” and enter the following coordinates in the Offset A/B fields: (-5.5, -4.5), (-4.5, 4.5), (4.5, 5.5).

The number of notional lanes will automatically update. The notional lanes are shown in the graphics window with the traffic flow direction indicated by an arrow. Click on each of the arrows until they are shown as double-headed. This shows that traffic can flow in either direction along each lane. Click on the “OK” button to close the Define Carriageway form. 9-42

5. Next we need to add a sub-model to the structure. Click on the Add button and select “2D Sub Model (GCS, Z=0)” from the drop down menu. This creates a new sub-model node in the tree within the Navigation Pane.

6. Next we will describe the edges of the structure and lines along each abutment and pier using setting out objects and construction lines. Click on the first node in the sub-model as shown above and click on the Add button again. The menu list has changed to list objects that can be added to a sub-model. Select “Setting Out Objects” to open the Define Setting Out Object form. Click on the Insert Line Segment button at the bottom left of the form (this is the small “+” button). Set the Type to “Line” then click on the “Next” button. Select the “start point, angle and length” radio button, then click “Next”. Enter (0, -5.5) for the co-ordinates of the point, “45” for the angle and “16” for the length. Click “Next” then “OK” to close the Define Line Segment form. Click “OK” again to close the Define Setting Out Object form. Click on the Add button again and select “Construction Lines” to open the Define Construction Lines form. On the left hand side of the form there is a list of line types. Click on Offset parallel to DL/SOL to add a new row to the table. Click in the DL/SOL Ref column and select “DL1: Design Line” from the drop down list. Give the line an offset of 5.5m and press “Enter” on the keyboard. Click on Offset parallel to DL/SOL again to add a new row to the table. Click in the DL/SOL Ref column and select “DL1: Design Line” from the drop down list and give it an offset of -5.5m. Click on Offset E/W of DL/SOL then click in the DL/SOL Ref column and select “SO1: Setting Out Object” from the drop down list. Give it an offset of 11m. 9-43

Repeat this process to add a line at 31m. Click on the “OK” button to close the Define Construction Lines form. The graphics window will now show an outline of the structure as shown below.

7. Click on the File|Save menu item and save your model as “My BS Example 9_4 Layout.sst”.

Defining the mesh and s 8. We will now begin to define the grillage geometry. The first step is to define the locations of the span ends. Click on the Structure node in the Navigation Pane then click on the Add button. Select “Span End Lines” from the drop down menu. This will open the Define Span End Lines form.

Click on the bottom left and top left corners of the left-hand abutment on the graphics window. This will draw a heavy black span end line. Repeat this to locate the pier and second abutment. The span end lines will be shown in the table as above and on the graphics as below:

Click on “OK” to close the Define Span End Lines form.

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9. The next step is to define the two meshes which make up the grillage. Click on the sub-model node in the Navigation Pane and then click on the Add button. Select “Mesh” from the drop down menu. This will open the Define Mesh form. Set Name to “Span 1” and set Mesh Type to “Orthogonal to span”. Set Longitudinal to “7” and Transverse to “2” and then click on the four edges of the left hand span, starting with the bottom edge. (You may need to press “Enter” on the keyboard in order for the numerical data to be input properly before clicking in the graphics window). Click “OK” to close the Define Mesh form. Click on the sub-model node in the Navigation Pane again and click on the Add button. Select “Mesh” to open the Define Mesh form. Click on the Copy Mesh Details From button and select “M1: Span 1 (“2D Model A”) from the drop down list. Change Name to “Span 2” and set Transverse to “6”, then click on the four edges of the right hand span, starting with the bottom edge. Click “OK” to close the Define Mesh form. The graphics will now show a plot of the grillage as shown below:

10. Next we will define which nodes in the structure are ed. Click on the Structure node at the top of the tree and then click on the Add button and select “ed Nodes” from the drop down menu. This will open the Define ed Nodes form. Click on the Select drop down menu in the graphics window and set it to “Along Span End Lines”, then draw a box around the entire structure. Click on the Type drop down menu on the form and set it to “Lift Off”. In the first row of the table, change the conditions so that only the DZ direction is fixed. Change Group Type to “Variable” then click on the centre node on the left abutment (node 22). Change the conditions for this node so that it is also fixed in DX and DY. Click on the centre node on the right abutment (node 93) and change the conditions so it is also fixed in the DY direction. Click on “OK” to close the form.

Asg section properties 11. We will now assign section properties to our grillage. Open the Section Properties tab on the Navigation Pane. Click on the Add button and select “Continuous Slab”. In the Continuous Slab Properties form change the depth to “600”, leave the other fields set to the default values as 9-45

shown below and then draw a box around the entire structure. Click on “OK” to close the form.

12. Click on the Add button again and select “Parametric Shapes” from the drop down menu. This will open the Parametric Shape Properties form. Change Description to “Diaphragm” and set both Width and Depth to “10mm”. Again, leave the other properties at their default concrete values and select the diaphragm at the leftmost . Click “Yes” on the Confirm form to overwrite these 6 . Click on “OK” to close the form.

13. Click on the File|Save As menu item and save your model as “My BS Example 9_4 Section Properties.sst”.

Defining basic loads 14. We will now apply some basic loads to our model, starting with dead loads for concrete. Open the Basic Loads tab on the Navigation Pane then click on the Add button and select “Beam Member Load|Beam Element Load” from the drop down list to open the Define Beam Loading form. In the first row of the table set Load Type to “F Uniform”, Direction to “Global Z”, Load Value to “Volume” and Load W1 to “-24kN/m”. On the graphics window, click on the filter drop down menu and select “Longitudinal Beams”. Draw a box around the entire structure.

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Change Name to “Concrete Dead Load” and click on “OK” to close the Define Beam Loading form. Use the filter drop down menu and select “Select All”.

15. Next we will create three SDL cases using bridge deck patch loads. Click on the Add button and select “Bridge Deck Patch Load” from the drop down list to open the Define Bridge Deck Patch Loading form. Set Load per unit area to “4kN/m2” and press “Enter” on the keyboard. On the graphics window, move the mouse pointer over the Objects tab and deselect “Design / Setting Out Lines”, “Construction Lines” and “Beam Elements”. The graphics now shows the carriageway and span end lines. Click on the bottom edge of the main carriageway, the right hand span end line, the top edge of the carriageway and the left hand span end line. (See the screen shot below for details of the carriageway edge locations). This will apply a patch to the carriageway. Change Name to “SDL Carriageway”. Click “OK” to close the form.

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Click on the Add button and select “Bridge Deck Patch Load” from the drop down list to open the Define Bridge Deck Patch Loading form. Set Load per unit area to “5kN/m2”. Click on the bottom edge of the bottom verge, the right hand span end line, the top edge of the bottom verge and the left hand span end line. This will apply a patch to the bottom verge. Change Name to “SDL Bottom Verge” then click “OK” to close the form.

Repeat the process for the top verge, changing the Name to “SDL Top Verge”. On the graphics window, move the mouse pointer over the Objects tab and select “Design / Setting Out Lines”, “Construction Lines” and “Beam Elements” then click “OK” to close the form. 16. The next step is to create dead load compilations for ULS and SLS. Open the Compilations tab on the Navigation Pane, then click on the Add button and select “Dead Loads at Stage 1”. Click on the “+” button near the bottom of the form to add a row to the table. In the first row of the compilation table use the drop down list to select the “Concrete Dead Load” case. Note that the default gamma is correct at 1.15 and change the Name: to “DL ULS”. Close the form with the “OK” button. 17. Repeat the previous step above but this time set the Limit State: field to Serviceability (a prompt to confirm changing the load factors will appear) and the Name: to “DL SLS” 18. Click on the “+ Add” button to add a Superimposed Dead Loads compilation. Click 3 times on the “+” button near the bottom of the form to add 3 rows to the table. In the compilation table use the drop down list to select the three SDL load cases and change gamma for each to “1.75”. Close the form with the “OK” button. The compilation for SDL SLS can be created by copying the ULS compilation and changing the Limit State: field to “Serviceability”. When the factors are changed by the program change them all manually to 1.2. Click the form with the “OK” button.

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19. Click on the File|Save As menu item and save your model as “My BS Example 9_4 Basic Loads.sst”.

Live Load Optimisation 20. We will now create some influence surfaces and generate live load patterns using the load optimisation in the program. The first step is to define the influence surfaces we want to generate. Click on the Data|Influence Surface menu item to open the Influence Surface Generation form. Set Pick Mode to “t” then click on the ts at the top left corner of span 1 and the bottom left corner of span 1 in the graphics window (ts 1 and 43 respectively). Set the Scope field to “Negative” in the top two rows of the table. This will define influence surfaces for negative reactions at these two ts. (Make sure ‘Beam Elements’ are selected on the ‘Objects’ tab).

21. The next step is to analyse the structure and generate the influence surfaces. Set Generate by to “Reciprocal” and click on the “Analyse” button. A progress box will open. Click on the “Done” button when the analysis has completed.

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22. Next we will compile the loading patterns for the influence surfaces we have just generated. Set Type to “BD 37/01 Highway” then click on the “Run Optimisation” button to open the BD 37/01 Highway Bridge Live Load Optimisation form. Use the Combinations tick boxes to create loads for HA and HB combined, combinations 1 and 3, ULS and SLS. Apply 30 units of HB and set Pedestrian Load to “NOT a main member” for “All” influences. Set KEL Direction to “Square to Design Line” for “All” influences.

Once you have set the options, click on the “Compile Loading Patterns” button to carry out the load optimisation. The form will change to show the status of the load optimisation. When it is complete it will show a summary of the loads generated and the graphics window will show the loading pattern for the selected influence surface.

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Click “OK” on the BD 37/01 Highway Bridge Live Load Optimisation form and click “OK” on the Influence Surface Generation form. 23. Next we will solve the load cases. Go to the Calculate menu and select Analyse.... The Activate Loading Sets form will open. Make sure all tick boxes on the form are ticked and click “OK”. Click on “Yes to All” on the Confirm form that opens.

The program will open a form showing the progress of the analysis. Once the analysis has completed, this form will show a line of text stating that “Non-linear effects are significant in 12 compilations”. Hence, results will not be available for 12 compilations until a non-linear analysis has been performed. Click on the “Done” button. 24. Click on the File|Save As menu item and save your model as “My BS Example 9_4 Basic and Live Loads.sst”

Results Processing 25. We will now examine the compilations in which non-linear effects are significant. We will add the relevant dead and superimposed dead load compilations to those compilations. This is necessary because, by their nature, the results of compilations in which non-linear results are significant cannot be simply added together after the linear analysis has been performed. Instead the loads in those compilations must be added together and then analysed together in a non linear analysis. When the non-linear analysis has been run we will look at some of the results produced. Go to the Calculate menu and select Non-linear analysis. The Non-Linear Analysis Control form will open. A red circle next to a compilation denotes a compilation in which non-linear effects are significant. Click on the “Include Controller” button to open the Include Controller sub-form. Tick the tickboxes for compilations C5, C6, C9 and C10. These are ultimate limit state 9-51

compilations so the ultimate limit state compilations C1 and C3 for dead and superimposed dead load are selected using the tickboxes in the Dead Load Compilations dropdown. Click on the “Apply to All Selected Compilations” button.

Click on the “Clear Selection” button and tick the tickboxes for compilations C7, C8, C11 and C12. These are serviceability limit state compilations so the serviceability limit state compilations C2 and C4 for dead and superimposed dead load are selected using the tickboxes in the Dead Load Compilations dropdown. Click on the “Apply to All Selected Compilations” button. Click “OK” to close the sub-form.

Note that live load compilations C5 to C8 continue to be denoted by a red circle indicating that they are still non-linear, despite the addition of the dead loads. However, compilations C9 to C12 are now denoted by a green circle indicating 9-52

that they are linear now that the dead loads have been added. This indicates that the dead loads have counteracted the lift-off effects caused by the live loads in compilations C9 to C12. 26. Click on the “Analyse” button on the Non-Linear Analysis Control form to run the non-linear analysis. Click on the “Done” buttons on both forms to close both forms. 27. We will now look at the results produced for the analysis run in the previous step. Click on the File|Results menu item to open the Results Viewer. Click on the Result Type drop down and select “Compilation” from the list of options. In the Name drop down select compilation C5, set Result For to “t” and Effect to “ Reactions”. Ensure that the Results For drop down menu on the graphics toolbar is set to Fz. Note that the names of the dead and superimposed dead load compilations which were defined as acting concurrently with this live load compilation on the Non-Linear Analysis Control form are displayed in the Dead Load Compilations field. The results in the table show that the reactions at 4 of the nodes are effectively zero. This indicates that there is lift-off of s at 4 bearings when this live compilation is considered together with the concurrent dead and superimposed dead compilations.

28. Now click on the Name drop down and select compilation C9. The results in the table show that the reactions at all of the bearings are positive, nonzero values. This indicates that there is no lift-off of s when this live compilation is considered together with the concurrent dead and superimposed dead load compilations. 9-53

29. Click on the File|Save As menu item and save the model as “My BS Example 9_4 Complete Model.sst” and close the program.

Summary In this example we defined a 2 span grillage consisting of two meshes and then assigned section properties to it. We then applied some basic loads to the structure and used the automated load optimisation to generate specific live loads in order to investigate lift-off of s. After running a linear analysis of the structure we found that non-linear effects were significant in several load combinations. The Non-Linear Analysis Control form was then used to add the concurrent dead and superimposed dead load compilations to the relevant live load compilations before running a nonlinear analysis. We then looked at some of the results.

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9.5. Offset Beams – For Finite Element Decks Subjects Covered: Carriageway Definition; Setting Out Lines; Construction Lines; Composite Beam Structures; FE deck with Offset Beams; Member Eccentricities; Dead Load Compilations; Transfer Results to Beam Design

Outline

In this example we are going to model a single span bridge of 21m span. The bridge structure is constructed with four Y7 prestress beams acting compositely with a concrete slab. The structure is modelled using a finite element slab with imported prestress beams which are assigned as ‘Offset Beams’. This process defines the prestress beam as a beam element with an automatically defined vertical eccentricity relative to the deck. Upstands are added as edge beam with an appropriate vertical eccentricity.

The beam data for the two inner beams will be imported directly from beam files created in example 4.3. In addition, an edge section with a width and depth of 200mm will be added to the beam file created in example 4.3 to create a new beam file that will be assigned to the two outer beams. The slab will have a thickness of 200mm. The deck will have 4 discrete bearings at each end of the span.

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Dead and superimposed dead loads will be applied manually. We will then use the automated load optimisation to create live loads for the model. After performing an analysis of the load cases, we will transfer some of the results to one of the beam files.

Procedure Creating the edge beam 1. We start by defining a beam file that will be assigned to the two outer beams of the deck. Start the program and open the data file “BS Example 4_3.sam” created in section 4.3. 2. Click on the Data|Titles menu and set Structure Title to “Prestress Beam – Outer Beam”. Add your initials in the Calculations by: field. 3. Click on the Data|Define Beam... menu item to open the Pre-tensioned Beam Definition form. Click on the Define drop down and select “Section”. This will open the Pre-tensioned Beam Section Definition form. Click on the Component column in the third row of the table and select “In situ – regular”. This will open the Define Precast Beam Component form. The Shape Reference will be set to “Rectangle” already so enter “200mm” in both the width and depth fields and click “OK”. Change the X offset to “-900” and Y offset to “1470” to put the edge section in the correct location. Click “OK” to close both forms.

4. Click on the File|Save... menu item and save the file as “My BS Example 9_5 Outer Beam”. 9-56

Creating the structure layout 5. Next we define the alignments and outline of our structure. Start the program and then create a new structure using the menu item File|New|Structure. Set the correct analysis type using the menu item Data|Structure Type|Refined Analysis. 6. Click on the Data|Titles menu and set Structure Title to “Single Span Prestress Beam Bridge Deck” with a sub-title of “Offset Beams”. Add your initials in the Calculations by: field. Click “OK” to close the form. 7. The next step is to define the alignment of the structure. Click on the Add button at the top of the Navigation Pane and select “Design Line” from the drop down menu. This will open the Define Design Line form. Click on the green plus button at the bottom left of the form to add a new segment to the design line. On the Define Line Segment form select the “Line” option then click on the “Next” button twice. Enter (0,0) for the coordinates of point 1 and (21,0) for the coordinates of point 2. Click on the “Next” button and then click “OK” to define the design line. Click “OK” to close the Define Design Line form. 8. Next we will define the carriageway that will run over the structure. Click on the Add button and select “Carriageway” from the drop down menu to open the Define Carriageway form. Click on the Design Line field and select “DL1: Design Line” from the drop down list. Set Carriageway Type to “Single” and enter the following coordinates in the Offset A/B fields: (-3.8, -3.5), (-3.5, 3.5), (3.5, 3.8).

The number of notional lanes will automatically update. The notional lanes are shown in the graphics window with the traffic flow direction indicated by an arrow. Click on each of the arrows until they are shown as double-headed. This shows that traffic can flow in either direction along each lane. Click on the “OK” button to close the Define Carriageway form.

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9. Next we need to add a sub-model to the structure. Click on the Add button and select “2D Sub Model (GCS, Z=0)” from the drop down menu. This creates a new sub-model node in the tree within the Navigation Pane.

10. Next we will describe the edges of the structure and lines along each abutment and pier using setting out objects and construction lines. Click on the first node in the sub-model as shown above and click on the Add button again. The menu list has changed to list objects that can be added to a sub-model. Select “Setting Out Objects” to open the Define Setting Out Object form. Click on the Insert Line Segment button at the bottom left of the form (this is the small “+” button). Set the Type to “Line” then click on the “Next” button twice. Enter (0, -4) for the co-ordinates of point 1 and (0, 4) for point 2. Click “Next” then “OK” to close the Define Line Segment form. Click “OK” again to close the Define Setting Out Object form. Click on the Add button again and select “Construction Lines” to open the Define Construction Lines form. On the left hand side of the form there is a list of line types. Click on Offset parallel to DL/SOL to add a new row to the table. Click in the DL/SOL Ref column and select “DL1: Design Line” from the drop down list. Give the line an offset of 4m and press “Enter” on the keyboard. Click on Offset parallel to DL/SOL again to add a new row to the table. Click in the DL/SOL Ref column and select “DL1: Design Line” from the drop down list and give it an offset of -4m. Click on Offset parallel to DL/SOL again to add a third row to the table then click in the DL/SOL Ref column and select “SO1: Setting Out Object” from the drop down list. Give it an offset of 21m. Click on the “OK” button to close the

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Define Construction Lines form. The graphics window will now show an outline of the structure as shown below:

11. Click on the File|Save menu item and save your model as “My BS Example 9_5 Layout.sst”.

Defining the mesh and s 12. We will now begin to define the mesh geometry. The first step is to define the locations of the span ends. Click on the Structure node in the Navigation Pane then click on the Add button. Select “Span End Lines” from the drop down menu. This will open the Define Span End Lines form.

Click on the bottom left and top left corners of the left-hand abutment on the graphics window. This will draw a heavy black span end line. Repeat this to locate the second abutment. The span end lines will be shown in the table as above and on the graphics as below:

Click on “OK” to close the Define Span End Lines form. 13. The next step is to define the mesh. 9-59

Click on the sub-model node in the Navigation Pane and then click on the Add button. Select “Mesh” from the drop down menu. This will open the Define Mesh form. Set Member Type to “Finite Elements” and Mesh Type to “Orthogonal to span”. Set Longitudinal to “14” and Transverse to “8” and then click on the four edges of the deck, starting with the bottom edge. (You may need to press “Enter” on the keyboard in order for the numerical data to be input properly before clicking in the graphics window). Change the “equal size” option for the Longitudinal elements to “set size”. In the Set Longitudinal Size form that should now be visible set the spacing factor for the two end elements to “0.5” and click “OK” to close the sub-form. Click “OK” to close the Define Mesh form. The graphics will now show a plot of the mesh as shown below:

14. Next we will define which nodes in the structure are ed. Click on the Structure node at the top of the tree and then click on the Add button and select “ed Nodes” from the drop down menu. This will open the Define ed Nodes form. Click on the Select drop down menu in the graphics window and set it to “All ts”, then select the 8 nodes shown below. In the first row of the table, change the conditions so that only the DZ direction is fixed. Change Group Type to “Variable” then click on the node just above centre of the left abutment (node 46). Change the conditions for this node so that it is also fixed in DX and DY. Click on the node just above the centre of the right abutment (node 60) and change the conditions so it is also fixed in the DY direction. Click on “OK” to close the form.

15. We now need to add beam along the edges of the slab to represent the upstand. This is done by clicking on the Sub Model node to open 9-60

the Define Sub Model form so that additional can be created.

16. In the graphics window click on the toolbar button to draw a single member. Then click on the bottom left corner node of the mesh and then again on the bottom right node to draw one member. Repeat this on the top edge of the mesh. These can then be split into 14 beam element segments by using the Split Beam Element task in the Define Sub Model form. 17. In the split beam elements form select the at nodes along element option, click on the edge beam and then click on the “Apply” button. Dismiss the information window and repeat for the beam on the top edge of the mesh. Click “OK” to close the form.

Asg section properties 18. We will now import properties to be assigned to our mesh. Open the Section Properties tab on the Navigation Pane. Click on the Add button and select “Prestress Design Beam”. This will open the Import file form. Click on the “Browse” button and ‘open’ the file “BS Example 4_3.sam” created in section 4.3 of this guide. We will leave the Beam Section Reference... field set to the default setting of “centroid” because the beams will be assigned as offset beams. Change Description to “Inner Beam” and click “OK” to close the form. Follow a similar procedure to import the outer beam file created earlier in this example.

19. We will now assign the beam properties we imported in the previous step as ‘Offset Beams’. 9-61

Open the Structure tab on the Navigation Pane. Click on the structure node in the Navigation Pane and then click on the Add button. Select “Offset Beam” from the drop down menu. This will open the Define Offset Beam form. Set Section Property to “Inner Beam” then click on the inner beam just above the centre of the deck. It will be highlighted in red and an Information form will appear. Click “OK” on the Information form and click on the “Add Additional Offset Beam...” button. A new Define Offset Beam form opens with “Inner Beam” automatically selected in the Section Property field. Click on the beam just below the centre of the deck. It will be highlighted in red as shown below.

20. Click on the “Add Additional Offset Beam...” button. A new Define Offset Beam form opens. Use the Section Property dropdown to select “Outer Beam” and click on the outer beam near the top edge of the deck. It will be highlighted in red as shown below.

Click on the “Add Additional Offset Beam...” button. A new Define Offset Beam form opens with “Outer Beam” automatically selected in the Section Property field. Click on the outer beam nearest the bottom of the deck. It will be highlighted in red. Click “OK” to close the form. 21. The next step is to reverse the direction of the longitudinal beam nearest the bottom of the deck to ensure that the beam has the correct orientation. Click on the Longitudinal Beams node to open the Longitudinal Beams form. Click on the fourth row in the table then on “Reverse Order” in the list of Beam Tasks. The direction of the selected longitudinal beam will be reversed as shown by the arrow heads on the graphics window. Click on “OK” to close the form.

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Next we need to define a section property for the upstand. Click on the Section Properties tab on the Navigation Pane. Click on the Add button and select Add|Parametric Shapes. Define a section, 200mm wide by 200mm deep. Call the section “Edge Upstand” and assign it to the two lines of edge and then close the form. 22. We will apply an eccentricity to the edge upstand so that the height of the centroid of the section is at the same height as it is in the beam file. Go back to the Structure tab and click on the Add toolbar button and select “Advanced Beam Set|Eccentricities”. Click on the Insert Record button (“+”) to add a new row to the eccentricity table. Enter “200mm” in the Start Z column and “-100mm” in the Start Y column then draw a box around the upstand at the top of the deck to select them. Click on the Insert Record button (“+”) to add a second row to the eccentricity table. Enter “200mm” in the Start Z column and “100mm” in the Start Y column then draw a box around the upstand at the bottom of the deck to select them. Call the eccentricities “Edge Upstand” and close the form.

23. The next step is to modify the composite created when the offset beams were defined to include the upstand edge. To do this, go to the Calculate|Define Composite Member menu item. Change to a plan view and make sure the pick mode is set to “Beam Element”. Select Composite Member 3 and draw a box around the top upstand. Repeat the process for Composite Member 4, adding the bottom upstand and then close the Define Composite Member form.

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24. We can check that the structure has been defined correctly by clicking on the icon to activate the advanced model view. Click on the icon to activate the dynamic view function.

25. Click on the File|Save As menu item and save your model as “My BS Example 9_5 Section Properties.sst”.

Defining basic loads 26. We will now apply some basic dead loads for concrete to the prestress beams and edge upstand sections of our model. (Other examples in this manual, such as those in chapter 10, give guidance on applying superimposed dead loads and live load optimisation). Open the Basic Loads tab on the Navigation Pane then click on the Add button and select “Beam Member Load|Beam Element Load” from the drop down list to open the Define Beam Loading form. In the first row of the table set Load Type to “F Uniform”, Direction to “Global Z”, Load Value to “Volume” and Load W1 to “-24kN/m”. Draw a box around the entire structure to assign concrete dead loads to the prestress beams and edge upstands. (Note that because the deck is a finite element deck and the load type selected is a beam element load, loads have only been assigned to the prestress beams and edge upstands. Under different circumstances the filter tool could be used to ensure that loads are assigned only to certain ).

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Change Name to “Concrete Beam Dead Load” and click on “OK” to close the Define Beam Loading form.

27. Next we will apply some concrete dead loads to the slab. Click on the Add toolbar button and select “Finite Element Load|External Load”. Draw a box around the entire structure. Change the Load Type to “Force/volume”, Direction to “Global Z”, Load to “-24” and Name to “Concrete FE Dead Load”. Click “OK” to close the form.

28. For this example we will create dead load compilations for ULS only. Open the Compilations tab on the Navigation Pane, then click on the Add button and select “Dead Loads at Stage 1”. Click twice on the “+” button near the bottom of the form to add 2 rows to the table. In the first row of the table click on the Load Name column and select “L1: Concrete Beam Dead Load” from the list. In the second row, click in the Load Name column and select “L2: 9-65

Concrete FE Dead Load” from the list. The default gamma values of 1.15 are correct. Click on “OK” to close the Compile Loading Patterns form. 29. Click on the File|Save As menu item and save your model as “My BS Example 9_5 Basic Loads.sst”.

Analysis and Exporting Results 30. Next we will solve the load cases. Go to the Calculate menu and select Analyse.... to run the analysis.

The program will open a form showing the progress of the analysis. Once the analysis has completed, click on the “Done” button. 31. We will now look at some of the results produced for the analysis. Click on the File|Results menu item to open the Results Viewer. Click on the Result Type field drop down and select “Compilation”. Click on the Result For drop down and select “Composite Member” from the list. The Name field should show compilation C1. Click on the Results For drop down menu on the graphics toolbar. You will see tick boxes next to each result type with Fz already ticked. Tick the My option as well to add the bending moment diagram to the plot. Click on the Filter toolbar button to open the Member Selection Filter form. Click on “De-select all” then set Select by to “Composite Member”. Add “Composite Member 4” to the Selected Groups list and click “OK” to close the filter form. Click on the icon to change the viewing direction. When you have finished viewing the results click on the Member selection filter drop down and select “Select All” to remove the filter. Select File|Close Tabular Results to close the Results Viewer.

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32. We will transfer results from the analysis to one of the beams defined in the prestress beam design module. Click on the Calculate|Design Load Effects|Select Beam menu item to open the Select Beam form. Go to the graphics window and click on the beam near the bottom edge of the deck. Note that Composite Member 4 is shown in the Composite Member field and it is highlighted in red in the graphics view. Click on the “OK” button to open the Assign Load Cases form.

33. We will select the dead load compilation we defined and transfer the results to one of the prestress beam files. On the Assign Load Cases form, click in the Design Load Case column and select “Construction stage 1A”. Leave Comb. set to 1. Click in the L/C/E column and select “Comp”. Click in the Analysis Load Case column and select envelope “C1: Dead Loads at Stage 1 ULS”. The ULS Factor will be automatically set to 1.1. The Assign Load Cases form will look like this:

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Click on the “Transfer to Beam Module...” button to transfer the results to the prestress beam design module. 34. The beam module will display the load effects we have just transferred in tabular and graphical form. Click on the “OK” button on the Define Composite Beam Loads form and click “Yes” on the confirmation box which appears. Click on the File|Save menu item to save the loads in the beam file. 35. Now that the loads have been transferred, we can check that the beam has sufficient capacity under all loads. 36. After we’ve checked the beam design we can save the beam and structure.

Summary In this example we defined a single span structure. The slab and beam properties were imported from beam files and assigned as ‘Offset Beams’. Using this method to assign the section properties means that the properties of the slab are assigned to the FE deck and the properties of the prestress beam are assigned to beam elements which are offset vertically from the soffit of the deck. We then applied some basic dead loads to the structure. We analysed the load cases and looked at some of the results for them. We then exported the results to a beam file where the design of the beam could be checked following steps similar to those outlined in example 5.2 of this guide. Note that the beam files were defined in such a way that the widths of the slabs were suitable for the widths of the finite elements in the deck to which they were assigned. Also, the spans of the beams were defined such that they matched the span of the deck.

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9.6. 3 Sided FE Structure with Soil & Hydrostatic Pressure Loads Subjects Covered: Refined Analysis; 3D FE Model; Sub Model Planes; Setting Out Objects; Construction Lines; Meshing; Local Axes; Spring s; Filtering; Copying Sub Models; Conforming Sides; Temperature Effects in FE Slabs; Compilations; Hydrostatic Loads; Soil Pressure Loads; Transfer Results to .sld File

Outline In this example we are going to model a single span 3 sided structure. Two models will be defined as described below for two different design situations.

Model 1 This first model will be used to ascertain the load effects in the deck when live loads and positive temperature effects are combined with dead load and superimposed dead load. It is assumed that the ive resistance of the soil will be mobilised when the live loads and positive temperature effects cause a net outward deflection at the tops of the abutments. Hence, in this model the horizontal stiffness of the soil is modelled by spring s to estimate the effect of the abutments on the span moments. Each abutment consists of a row of piles acting compositely with a reinforced concrete wall. It is assumed that the piles are embedded in rock at the bottom of the walls and therefore the base of each abutment is fully fixed in all directions. 9-69

The deck will be a concrete flat slab of 800mm thickness and the abutment walls will be 600mm thick. The skew of the deck is 30 degrees, however because the deck is to be modelled as a finite element structure, a skew mesh will be defined. The abutments will also be modelled as finite element structures and ‘conforming sides’ will be assigned to both sides of the fold where the deck ads the abutments. Defining these ‘conforming sides’ will prevent spurious rotations of the nodes along the fold when load is applied. The span of the deck will be 15 metres and height of the abutment walls will be 7 metres.

The deck has been defined as a pre-prepared file in which the deck geometry, carriageway, dead and superimposed dead loads have already been defined. After the abutments have been defined, dead loads and temperature loads will be applied manually. We will then use the automated load optimisation to create live loads for the model. After performing an analysis, the results for a composite member that has been defined in the deck model will be saved in a sld file.

Model 2 The second model will be used to ascertain the load effects in the deck when negative temperature effects are combined with dead load and superimposed dead load. In this model it is assumed that the active soil pressure will be mobilised when the negative temperature effects cause a net inward deflection at the tops of the abutments. Hence, in this model the spring s of ‘Model 1’ are replaced by a uniform horizontal soil pressure. A hydrostatic load which varies with depth will also be added to this model to represent the water contained in the soil. The water table will be 2

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metres below the level of the deck. In all other respects, this model will be identical to ‘Model 1’.

Other models would have to be defined to ascertain the load effects to be used in the design of other elements of the bridge. As with all of the examples in this manual, this example is primarily intended to be a guide to using Autodesk Structural Bridge Design. It is recommended that s consult current technical documentation on the analysis and design of integral bridges if considering such as structure.

Procedure Setup & Geometry 1. Start the program and open the pre-prepared data file “BS Example 9_6 Deck.sst”. 2. Set the title to “Deck with Abutments” using the Date | Titles menu option and put your initials in the Calculations by: field. 3. We will define the abutment at the left hand end of the deck. In the Structure navigation window click on the Add button and select “2D Sub Model” from the selection list. This will create an entry in the navigation tree and open the 2D Sub Model Plane form. 4. We wish to define this frame in a plane parallel to the edge of the deck, so click on the “Define” button to define a new origin and plane for the sub model. 5. Define the origin by clicking on the t at the top left corner of the deck as shown below and click on the “Next” button.

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6. The orientation of the plane needs changing for the new sub-model so click on the t at the bottom left corner of the deck and click on the “Next” button twice. Click “OK” on both forms.

7. Right click on the first node of the new sub model as shown below and select “Rename”. Enter the name “Left Abutment” and click “OK” to close the sub form. The sub model for the deck can be renamed in a similar way.

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8. Next we will describe the edges of the abutment using setting out objects and construction lines. Click on the on the 2D Sub Model: Left Abutment node in the Navigation Pane then click on the Add button. Select “Setting Out Objects” to open the Define Setting Out Object form. Click on the Insert Line Segment button at the bottom left of the form (this is the small “+” button). Set the Type to “Line” then click on the “Next” button twice. Enter (0, 0) for the co-ordinates of point 1 and (0, -7) for point 2. Click “Next” then “OK” to close the Define Line Segment form. Click “OK” again to close the Define Setting Out Object form. Click on the Add button again and select “Construction Lines” to open the Define Construction Lines form. On the left hand side of the form there is a list of line types. Click on Offset parallel to SOL to add a new row to the table. Click in the SOL Ref column and select “SO1: Setting Out Object” from the drop down list. Give the line an offset of -11.547m and press “Enter” on the keyboard. Click on Perpendicular to SOL to add a new row to the table. Click in the SOL Ref column and select “SO1: Setting Out Object” from the drop down list and give it a chainage of 7m. Click on the “OK” button to close the Define Construction Lines form. The graphics window will now show an outline of the structure as shown below:

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9. To create a mesh for the abutment click on the 2D Sub Model: Left Abutment node in the Navigation Pane again then click on the Add button. Select “Mesh” from the drop down menu. This will open the Define Mesh form. Set Member Type to “Finite Elements” and Mesh Type to “Skew”. Set Transverse to “8” and Longitudinal to “11” and then click on the four edges of the abutment, starting with the bottom edge and working around in an anti-clockwise direction. (You may need to press “Enter” on the keyboard in order for the numerical data to be input properly before clicking in the graphics window). Change the “equal size” option for the Longitudinal elements to “set size”. In the Set Longitudinal Size form that should now be visible set the spacing factor for the two end elements to “0.5”. Click “OK” to close the sub-form. Repeat this for the Transverse elements. Change the Name to “Left Abutment” and click “OK” to close the Define Mesh form. Click “OK” on the Information form. The graphics will now show a plot of the mesh as shown below (note that the local axes are annotated in the screen shot below):

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10. Click on the File|Save menu item and save your model as “My BS Example 9_6 Left Abutment Mesh.sst”.

Defining s 11. Next we will define the horizontal spring s at the abutment. Spring s of six different stiffnesses will be defined with stiffnesses in proportion to the surface area of abutment wall ed. (Note that in many cases the stiffness of the soil will increase with depth, however for this example a constant stiffness of 6000kN/m has been assumed over the height of the wall). Click on the Filter toolbar button to open the Member Selection Filter form. Click on “De-select all” then set Select by to “Sub Model Group”. Add “Left Abutment” to the Selected Groups list and click “OK” to close the filter form. Click on the Structure node at the top of the tree and then click on the Add button and select “ed Nodes” from the drop down menu. This will open the Define ed Nodes form. Click on the Select drop down menu in the graphics window and set it to “All ts”, then select the top 2 corner nodes shown below. In the first row of the table, change the conditions so that the DY direction is set to “Spring” and DX and DZ directions are free. Set the value in the first row of the Direct Stiffness Y column to “375”.

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12. The direction of the spring s will be defined relative to a defined axis set to ensure that the springs act in a direction normal to the plane of the abutment wall. Click on the icon to change the viewing direction. Click on the “+” button next to the Constraints about field to open the Define Local Axes sub-form. Click on the t at the top right corner of the abutment then click on the t at the top left corner of the abutment. Note that the angle in the Beta field has changed to 60 degrees. Click “OK” to close the sub-form. Change Name to “Spring 375 kN per m” and click “OK” to close the Define ed Nodes form.

13. Define the other five s as described above. Note that “Defined Axes Set” needs to be selected in the Constraints about drop down on the Define ed Nodes form for each new type. A summary table of the spring stiffnesses and the nodes to which they are applied is shown below. Spring Stiffness (kN/m)

Node Numbers

375

1 & 144

1125

14, 131, 157, 168, 229 & 240

1500

27, 40, 53, 66, 79, 92, 105, 118, 169, 180, 181, 192, 193, 204, 205, 216, 217 & 228

3375

158, 167, 230 & 239

4500

159, 160, 161, 162, 163, 164, 165, 166, 170, 179, 182, 191, 194, 203, 206, 215, 218, 227, 231, 232, 233, 234, 235, 236, 237 & 238

6000

171, 172, 173, 174, 175, 176, 177, 178, 183, 184, 185, 186, 187, 188, 189, 190, 195, 196, 197, 198, 199, 200, 201, 202, 207, 208, 209, 210, 211, 212, 213, 214, 219, 220, 221, 222, 223, 224, 225 & 226

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14. We will now define the fixed s at the base of the abutment. Click on the Structure node at the top of the tree and then click on the Add button and select “ed Nodes” from the drop down menu. This will open the Define ed Nodes form. Select the 12 nodes at the base of the wall. In the first row of the table, change the conditions so that the Rotational Restraint is fixed about all 3 axes in addition to the s being fixed in DX, DY and DZ. Select “Defined Axes Set” in the Constraints about drop down and click “OK” on the sub-form. Change Name to “Fixed Bases” and click on “OK” to close the form. When these s have been defined the lower part of the Navigation Pane will look like this:

Section Properties 15. We will now assign section properties to the finite elements of the abutment. Open the Section Properties tab on the Navigation Pane. Click on the Add button at the top of the navigation window and select Finite Element. In the Finite Element Properties form, change the Thickness: to “600”. Box around the whole structure and change the Description: to “600mm Abutment”. Click “OK” to close the form. 16. Next we will copy the abutment sub model to the right hand end of the structure to define the right hand end abutment. Click on the Member selection filter drop down and select “Select All” to remove the filter. Open the Structure tab on the Navigation Pane. Right click on the first node of the “Left Abutment” sub model and select “Copy”. In the Copy Sub Model form click on the “Define” button to define a new origin and plane for the copied sub model.

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Click on the t at the bottom right corner of the deck then click on the “Next” button. The orientation of the plane needs changing for the new sub-model so click on the node at the top right corner of the deck. Click “Next” on the next button twice then “OK” to confirm. Click “Next” and “OK” to close the Copy Sub Model form. (Note that it is important to follow this sequence in order for the spring s to be copied with the correct orientation relative to the abutment wall). Right click on the first node of the new sub model and select “Rename”. Enter the name “Right Abutment” and click “OK” to close the sub form. Also, click on the “M1: Left Abutment” node of the new sub-model to open the Define Mesh form. Change the Name to “Right Abutment” and click “OK” to close the form and click “OK” on the Information form. 17. ‘Conforming sides’ will now be assigned to both sides of the fold where the deck ads the abutments. Defining these ‘conforming sides’ will prevent spurious rotations of the nodes along the fold when load is applied. Open the Section Properties tab on the Navigation Pane. Click on the Add button at the top of the navigation window and select Advanced FE Properties|Conforming Sides. In the Specify FE Conforming Sides form, ensure that the Both sides of fold radio button is selected and the Stiffness Factor is set to “1”. Click on or near the two folds in the graphics window to select them. They will be highlighted as shown below. Click “OK” to close the form.

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18. Click on the File|Save menu item and save your model as “My BS Example 9_6 s and Sections.sst”.

Basic Loads 19. The dead and superimposed dead loads have already been applied at the deck in the pre-prepared file. We will now apply the concrete self-weight to the abutments. Open the Basic Loads tab on the Navigation Pane then click on the Add button and select “Finite Element Load|External Load” from the drop down list to open the Define Finite Element Loading form. In the first row of the table set Load Type to “Force/volume”, Direction to “Global Z” and Load to “-24kN/m”. Change Name to “Concrete DL Abutment”.

Click on the Filter toolbar button to open the Member Selection Filter form. Click on “De-select all” then set Select by to “Sub Model Group”. Add “Left Abutment” and “Right Abutment” to the Selected Groups list and click “OK” to close the filter form. Draw a box around the entire structure to assign concrete dead loads to the abutments. Click “OK” to close the form. Click on the Member selection filter drop down and select “Select All” to remove the filter. 20. In this model we will apply positive temperature loads to the deck as discussed in the introduction to ‘Model 1’. First we will apply the differential temperature effects. (The temperature input data has been derived using a procedure similar to that outlined in Example 7.4 of this manual). Click on the Add button and select “Finite Element Load|Temperature Load” from the drop down list to open the Define Finite Element Loading form. In the first row of the table set Temperature Type to “Membrane”, T-Bottom to “2.31” and press Enter on the keyboard.

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Click on the Filter toolbar button to open the Member Selection Filter form. Click on “De-select all” then set Select by to “Sub Model Group”. Add “Deck” to the Selected Groups list and click “OK” to close the filter form. Draw a box around the entire structure to assign differential temperature loads to the deck. In the second row set Temperature Type to “Gradient” and Grad to “9.37”. Draw a box around the entire structure again to assign the gradient loads. Change Name to “Diff Temperature +ve Loads”. Click “OK” to close the form. 21. Now we will apply the seasonal load effects to the deck. Click on the Add button and select “Finite Element Load|Temperature Load” from the drop down list to open the Define Finite Element Loading form. In the first row of the table set Temperature Type to “Gradient” and Grad to “10”. Change Name to “Grad Seasonal Temp Loads +ve”.

Draw a box around the entire structure to assign seasonal temperature loads to the deck. Click “OK” to close the form. Click on the Member selection filter drop down and select “Select All” to remove the filter. 22. The next step is to create dead load compilations for ULS and SLS. Open the Compilations tab on the Navigation Pane, then click on the Add button and select “Dead Loads at Stage 1”. Click twice on the “+” button near the bottom of the form to add 2 rows to the table. Set the Limit State field to “Ultimate”. In the first row of the compilation table use the drop down list to 9-80

select the “Concrete DL Deck” case. In the second row of the compilation table use the drop down list to select the “Concrete DL Abutment” case. Note that the default gamma is correct at 1.15 and change the Name: to “DL ULS”. Close the form with the “OK” button. 23. The compilation for DL SLS can be created by copying the ULS compilation and changing the Limit State: field to “Serviceability”. The factors are changed by the program “1”. Change the Name: to “DL SLS”. Click “OK” to close the form. 24. Click on the Add button to add a Superimposed Dead Loads compilation. Set the Limit State field to “Ultimate”. Click 3 times on the “+” button near the bottom of the form to add 3 rows to the table. In the compilation table use the drop down list to select the three SDL load cases. Change the gamma for each load to “1.75”. Change the Name: to “SDL ULS”. Click “OK” to close the form. 25. The compilation for SDL SLS can be created by copying the ULS compilation and changing the Limit State: field to “Serviceability”. Change the gamma for each load to “1.2”. Change the Name accordingly and click “OK” to close the form. 26. Click on the Add button to add an Other compilation. Set the Limit State field to “Ultimate”. Click on the “+” button near the bottom of the form to add a row to the table. In the compilation table use the drop down list to select the “Diff Temperature +ve Loads” load case. Set the gamma for the load to “1”. Change the Name: to “Diff Temperature ULS”. Click “OK” to close the form. 27. The compilation for SLS differential temperature can be created by copying the ULS compilation and changing the Limit State: field to “Serviceability”. Change the factor to “0.8”. Change the Name accordingly and click “OK” to close the form. 28. Click on the Add button to add an Other compilation. Set the Limit State field to “Ultimate”. Click on the “+” button near the bottom of the form to add a row to the table. In the compilation table use the drop down list to select the “Grad Seasonal Temp Loads +ve” load case. Set the gamma for the load to “1.3”. Change the Name: to “Seasonal Temperature ULS”. Click “OK” to close the form. 29. The compilation for SDL seasonal temperature can be created by copying the ULS compilation and changing the Limit State: field to “Serviceability”. Change the factor to “1.0”. Change the Name accordingly and click “OK” to close the form.

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Live Load Optimisation 30. We will now create some influence surfaces and generate live load patterns using the load optimisation in the program. The first step is to define the influence surfaces we want to generate. Click on the Data|Influence Surface menu item to open the Influence Surface Generation form. Set Pick Mode to “Composite Member Element” then click on the element shown below. Set the Direction/Axis field to “y” and the Scope field to “Sagging” in the top row of the table. This will define an influence surface for mid-span sagging at this element.

31. The next step is to analyse the structure and generate the influence surfaces. 9-82

Set Generate by to “Direct (Defined)” and set Method to “(2) Original”. Click on the “Analyse” button. A progress box will open. Click on the “Done” button when the analysis has completed.

32. Next we will compile the loading patterns for the influence surfaces we have just generated. Set Type to “BD 37/01 Highway” then click on the “Run Optimisation” button to open the BD 37/01 Highway Bridge Live Load Optimisation form. Use the Combinations tick boxes to create loads for HA and HB combined, combinations 1 and 3, ULS and SLS. Apply 30 units of HB and set Pedestrian Load to “NOT a main member” for “All” influences. Set KEL Direction to “Square to Design Line” for “All” influences.

Once you have set the options, click on the “Compile Loading Patterns” button to carry out the load optimisation. The form will change to show the status of the load optimisation. When it is complete it will show a summary of the loads generated and the graphics window will show the loading pattern for the selected influence surface.

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Click “OK” on the Live Load Optimisation form and click “OK” on the Influence Surface Generation form. 33. Click on the File|Save As menu item and save your model as “My BS Example 9_6 Model 1 Loads.sst”.

Analysis and Exporting Results 34. Select the menu item Calculate|Analyse and click “OK” to start the analysis. Click on “Yes to All”. The program will open a form showing the progress of the analysis. Once the analysis has completed, click on the “Done” button.

35. We will now export the results from the analysis to a .sld file.

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Click on the Calculate|Design Load Effects|Select Beam menu item to open the Select Beam form. Click in the Composite Member field and select “Composite Member: 1”. It will be highlighted in the graphics view. Click on the “OK” button to open the Assign Load Cases form.

36. Click in the Design Load Case column and select “Construction stage 1A”. Click in the L/C/E column and select “Comp”. Click in the Analysis Load Case column and select “C1: DL ULS”. Repeat a similar process in the other rows. The ULS Factor in the seventh, tenth and twelfth rows of the table need to be set to a value of “0”. The SLS Factor in the third row of the table need to be set to a value of “0”. The SLS Factor in the eighth and twelfth rows of the table need to be set to a value of “1”. For this example we will set Method to “(2) Original”.

37. When the table is as shown above, click on the “Export Loads to File...” button save the results in a .sld file called “My BS Example 9_6 Model 1.sld”.

Defining Model 2 38. We will now adjust the model we have defined to convert it to ‘Model 2’. We will start by removing the six types of spring at the abutment. Open the Structure tab on the Navigation Pane. Right click on the “Spring 375kN per m” node of the tree and select “Delete”. Repeat this procedure for the other five types of spring but do not delete the “Fixed Bases” s. 39. Now that the spring s representing the stiffness of the soil have been deleted we will define some external loads representing the horizontal soil pressure on the wall. 9-85

NB: In the following steps check the orientation of the horizontal loads applied to the abutments in the graphics window and compare these with the diagram in the introduction to ‘Model 2’ at the beginning of this example. Alter the sign convention of the magnitude of the load as necessary to ensure that the loads have the correct orientation as shown in the diagram. Open the Basic Loads tab on the Navigation Pane then click on the Add button and select “Finite Element Load|External Load” from the drop down list to open the Define Finite Element Loading form. In the first row of the table set Load Type to “Force/area”, Direction to “Local Z” and Load to “-21kN/m2”. Change Name to “Soil Pressure”.

Click on the Filter toolbar button to open the Member Selection Filter form. Click on “De-select all” then set Select by to “Sub Model Group”. Add “Left Abutment” and “Right Abutment” to the Selected Groups list and click “OK” to close the filter form. Draw a box around the left abutment to assign soil pressure loads to the left abutment. In the second row of the table set Load Type to “Force/area”, Direction to “Local Z” and Load to “21kN/m2” and draw a box around the right hand abutment. Click “OK” to close the form. 40. Hydrostatic loads will now be applied to the abutments. The datum height will be input as being 2 metres below the level of the deck because that is the height of the water table. Click on the Add button and select “Finite Element Load|Hydrostatic Load” from the drop down list to open the Define Finite Element Loading form. In the first row of the table set Load w.r.t. datum to “Below datum”, Density to “-10” and Datum to “-2”. Draw a box around the left abutment to assign hydrostatic loads to the left abutment. In the second row of the table set Load w.r.t. datum to “Below datum”, Density to “10” and Datum to “-2”. Draw a box around the right abutment. Click “OK” to close the form.

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41. Next we will adjust the differential temperature loads applied to the deck. Click on the “Diff Temperature +ve Loads” node of the tree to open the Define Finite Element Loading form. In the first row of the table set T-Bottom to “2.08” and press Enter on the keyboard. In the second row set Grad to “1.23”. Change the Name to “Diff Temperature –ve Loads”.

Click on the Filter toolbar button to open the Member Selection Filter form. Click on “De-select all” then set Select by to “Sub Model Group”. Add “Deck” to the Selected Groups list and click “OK” to close the filter form. Draw a box around the entire structure to assign the altered differential temperature loads to the deck. Click “OK” to close the form. 42. Now we will adjust the seasonal load effects at the deck. Click on the “Grad Seasonal Temp Loads +ve” node of the tree to open the Define Finite Element Loading form. In the first row of the table set Grad to “10”. Change Name to “Grad Seasonal Temp Loads -ve”. Click “OK” to close the form. Click on the Member selection filter drop down and select “Select All” to remove the filter.

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43. The next step is to create a compilation for soil pressure and hydrostatic loads. Open the Compilations tab on the Navigation Pane, then click on the Add button and select “Other”. Set the Limit State field to “Ultimate”. Click twice on the “+” button near the bottom of the form to add 2 rows to the table. In the first row of the compilation table use the drop down list to select the “Soil Pressure” case and set the Gamma factor to “1.5”. In the second row of the compilation table use the drop down list to select the “FE Hydrostatic” case and set the Gamma factor to “1.1”. Change the Name: to “Soil & Hydro ULS”. Click “OK” to close the form. 44. The compilation for SLS soil pressure and hydrostatic loads can be created by copying the ULS compilation and changing the Limit State: field to “Serviceability”. The factors are changed by the program to “1”. Set the Gamma factor on the second row to “1.1”. Change the Name accordingly and click “OK” to close the form. 45. We can check that the other compilations have the adjusted loads assigned to them with the correct gamma factors by opening and closing the Compile Loading Patterns forms. 46. Click on the File|Save As menu item and save your model as “My BS Example 9_6 Model 2 Loads.sst”. Follow a procedure similar to that outlined in steps 34 to 37 to analyse the structure and save the results in a .sld file. Note that dead loads, superimposed dead loads and live loads should be omitted from the Assign Load Cases form for model 2. The Assign Load Cases form for model 2 should look like this:

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Summary In this example we defined an integral bridge consisting of a single span finite element deck with finite element meshes representing the abutment walls. conditions and loads relating to two different design situations were defined. In the first model spring s were defined to represent the stiffness of the soil. The local axes of these spring s were defined as being normal to the plane of the abutment wall. In the second model the spring s were replaced by a horizontal soil pressure and a hydrostatic load to represent the water contained in the soil. The resulting load effects for each design situation were saved in two .sld files. Load effects from .sld files created in different analysis files can be imported into the same beam file.

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9.7. Defined Vehicles & Convoys Subjects Covered: Defined Vehicles; Defined Convoys

General background Defined Vehicles and Convoys can be used when a vehicle is not included in the list of default vehicles available in Autodesk Structural Bridge Design. It is worth noting that a defined ‘Highway’ vehicle, or a convoy which contains that defined ‘Highway’ vehicle, can be selected on the Load Optimisation form. However, a defined ‘Railway’ vehicle cannot itself be selected on the Load Optimisation form. Only a convoy containing that defined ‘Railway’ vehicle can be selected. Hence, in this example a defined railway vehicle is created for each axle bogie, and then a convoy is defined with the vehicles/bogies positioned along the length of the convoy. This ensures that the orientation of the axles in each bogie are radial when the convoy is applied to a structure. The structure is curved on plan. Two Assessment Load Wagons as per the Network Rail ‘Structural Assessment of Underbridges’ document will be defined. Each of the 4 bogies in the 2 wagons will be defined as individual defined vehicles.

Outline A pre-prepared two span grillage model of a 500mm thick, curved slab, as shown below is supplied with dead and superimposed loads already applied. A convoy load which will represent two Assessment Load Wagons will also be applied.

Details of the characteristic loads are as follows (4 dead loads already applied): •

Dead load of the concrete slab is 24kN/m3 (fl = 1.15)

•

Ballast is 0.2m deep and has a density of 20kN/m3 (fl = 1.75) 9-91

•

Track and sleepers 5kN/m (fl = 1.2)

•

Footway loading 7kN/m2 (fl = 1.75)



2 Assessment Load Wagons as outlined below with dynamic factors of 1.37 for bending moment and 1.24 for shear (fl = 1.4):

Procedure 1. Start the program and open the pre-prepared data file with a name of “BS Example 9_8 grillage.sst”. Close the Structure overview with the “Done” button. 2. Change the title of the example to “Curved Grillage Model with Convoy Load” using the Date | Titles menu option and put your initials in the Calculations by: field before closing the form in the normal way. Defined Special Vehicles The dead and superimposed dead loads of the slab, ballast, track, sleepers and footways have been applied already in the pre-prepared file. The bogies, each containing 2 axles, will be defined as defined special vehicles. (Note that it is important to enter the data on the Define Special Vehicles form in the order described in the following steps). 3. Select the menu item Data | Define Special Vehicles... to open the Define Special Vehicles form. 4. Click on the “+” button to add a new special vehicle and change the Name to “Wagon Bogie”. 5. Set the Number of Axles to “2” and enter a value of “125kN” in the Nominal Wheel Load field. This will ensure that each of the 4 wheel loads has the same value, although different wheel loads can be entered directly in the Load column if required. 6. In the Edit field select “axle spacing” from the drop down list. On the sub form that has opened enter a value of “1.829” on the second row of the table. This will ensure that the axle spacing in the bogie is 1.829 metres as per the vehicle load diagram. Click “OK” to close the sub form.

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7. In the Edit field select “track spacing” from the drop down list. On the sub form that has opened enter a value of “1.4” on the second row of the table. This will ensure that the track spacing in the bogie is 1.4 metres as per the standard track spacing. Click “OK” to close the sub form.

8. In this example the default value for the Overall Width of Vehicle will be used. Note that the program automatically alters this default value when the value of the track spacing is set. 9. We will now define the 4 wheels in the bogie as being at the 4 locations where the blue construction lines intersect. Select “wheel positions” in the Edit field and click “Yes” on the confirm form.

The 4 wheels in the bogie have been defined and are represented by green circles on the graphics window. Note that as an alternative the wheels could be defined by clicking in the graphics window at the locations where the blue construction lines intersect. 10. Set the Front Axle Overhang and Rear Axle Overhang fields to “1.464m”. This would ensure that the appropriate swept path allowance would be set correctly if the convoy were to be considered in the Load Optimisation process. In this example we will use the default value of “0m” for the Unloaded Length Front and Unloaded Length Behind fields. This will ensure that no load is applied to the structure over that length immediately in front of, or behind, each bogie/vehicle. However, the unloaded lane length only effects highway vehicles 9-93

and hence it is not directly relevant to the railway loads specified in this example.

11. Click “OK” to close the Define Special Vehicles form. Convoy of Vehicles The 2 wagons will be defined as a single convoy of 4 bogies. Each of the 4 bogies will consist of a defined vehicle which was created in the previous steps. 12. Select the menu item Data | Define Convoy... to open the Define Convoy of Vehicles form. 13. Click on the “+” button to add a new convoy and change the Name to “Two Wagon Convoy”. 14. Set the Convoy Type to “Non-uniform”. This will enable bogies to be positioned at varying distances within the convoy. Set the Vehicle Type to “Wagon Bogie” in the top 4 rows of the table and enter the values shown below in the Vehicle Separation fields. These dimensions position the bogies along the length of the convoy as per the diagram in the introduction to this example. Click “OK” to close the form.

Applying the Convoy Load to the Structure A rail convoy load can be included in the Load Optimisation process. However, in this example the convoy load will be applied manually to the structure. 15. Change the navigation pane on the left hand side of the screen to “Basic Loads” by selecting the button at the bottom. 16. Click on the “+Add” button in the navigation window and select Railway Load | Convoy Load to open a Define Railway Loading form. Use the default values on the form. Position the Convoy Load approximately by clicking twice in the 9-94

north most lane somewhere near the right hand end of span 1 (leave a gap of a few seconds between clicks). Enter values of “1.37” and “1.24” in the Dynamic Factor M and Dynamic Factor V fields respectively. Now set the Chainage in the form to “15m” to position it more accurately. Note that the axles in the 4 bogies align radially with the curved deck.

17. It is worth noting that when “Defined” is selected in the Wheels field the Wheels Included sub form opens in which tickboxes can be selected or deselected to include or ignore individual wheel loads in the convoy. This may be useful when a wants to ensure that wheel loads which produce relieving effects are not applied as mentioned in Clause 5.34 of DMRB BD 21/01. Close the sub form if it has been opened. Close the Define Railway Loading form with the “OK” button.

18. Click on the File|Save As menu item and save your model as “My BS Example 9_8 with Convoy Loads.sst”. Close the program.

Summary This example provides an introduction to defining defined special vehicles and defined convoys. The defined a special vehicle and a defined convoy. The convoy load was placed on the structure manually. s can create loading patterns manually based on engineering experience. The appropriate gamma factors would be input manually in the Compile Loading Patterns form. 9-95

Alternatively, the convoy could be included in the Load Optimisation process which is described in Chapter 10 of this manual. Obviously, any additional wagons or locomotives could be defined and included in the convoy as necessary.

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10. Complete Examples Contents 10.1. Three Span Steel Composite Grillage ...................................................................... 10-3 10.2. Steel Composite “Banana” Farm Access Bridge .................................................... 10-27

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10.1. Three Span Steel Composite Grillage Subjects Covered: Grillage model; Carriageway definition; Setting Out Lines; Construction Lines; Renumber ts; Reverse Longitudinal Beams; Steel Composite Beam; Basic Loads; Live Load Optimisation; Results; Dead Load Compilations; Overlay Bending Moment and Shear Force Diagrams; Results for Multiple Compilations; Enveloped Results; Transfer Results to Beam Design

Outline

In this example we are going to model a 3 span steel composite bridge with curved soffits on the beams. The bridge has 5 longitudinal beams as shown in the diagram below.

We will define a grillage model and then import the beam data from beam files created in example 4.2. We will assign these beams to the longitudinal in the grillage, then apply dead and superimposed dead loads manually. We will then use the automated load optimisation to create live loads for the model. After analysing the load cases, we will look at various results and then transfer some of them to one of the beam files. We will then go back to the structure and save the model.

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Procedure Creating the structure layout 1. We start by defining the alignments and outline of our structure. Start the program and then create a new structure using the menu item File|New|Structure. Set the correct analysis type using the menu item Data|Structure Type|Refined Analysis. 2. Next we will add some descriptions to the structure which will be shown on all printed output. Click on the Data|Titles menu and set Structure Title to “3 Span Steel Composite Bridge Deck” with a sub-title of “Section 10.1”. Set Job Title to “Examples Guide” and add your initials in the Calculations by: field. 3. The next step is to define the alignment of the structure. Click on the Add button at the top of the Navigation Pane and select “Design Line” from the drop down menu. This will open the Define Design Line form. Click on the green plus button at the bottom left of the form to add a new segment to the design line. On the Define Line Segment form select the “Line” option then click on the “Next” button twice. Enter (-1,6) for the coordinates of point 1 and (76,6) for the coordinates of point 2. Click on the “Next” button and then click “OK” to define the design line. Click “OK” to close the Define Design Line form. 4. Next we will define the carriageway that will run over the structure. Click on the Add button and select “Carriageway” from the drop down menu to open the Define Carriageway form. Click on the Design Line field and select “DL1: Design Line” from the drop down list. Set Carriageway Type to “Single” and enter the following coordinates in the Offset A/B fields: (-5.4, -4.4), (-4.4, 4.4), (4.4, 5.4).

The number of notional lanes will automatically update. The notional lanes are shown in the graphics window with the traffic flow direction indicated by an arrow. Click on each of the arrows until they are shown as double-headed. 10-4

This shows that traffic can flow in either direction along each lane. Click on the “OK” button to close the Define Carriageway form.

5. Next we need to add a sub-model to the structure. Click on the Add button and select “2D Sub Model (GCS, Z=0)” from the drop down menu. This creates a new sub-model node in the tree within the Navigation Pane.

6. Next we will describe the edges of the structure and lines along each abutment and pier using setting out objects and construction lines. Click on the first node in the sub-model as shown above and click on the Add button again. The menu list has changed to list objects that can be added to a sub-model. Select “Setting Out Objects” to open the Define Setting Out Object form. Click on the Insert Line Segment button at the bottom left of the form (this is the small “+” button). Set the Type to “Line” then click on the “Next” button twice. Enter (0,0) and (5,12) for the coordinates of the start and finish of the line, then click “Next”. Click “OK” to close the Define Line Segment form and click “OK” again to close the Define Setting Out Object form. Click on the Add button again and select “Construction Lines” to open the Define Construction Lines form. On the left hand side of the form there is a list of line types. Click on Offset parallel to DL/SOL to add a new row to the table. Click in the DL/SOL Ref column and select “DL1: Design Line” from the drop down list. Give the line an offset of 6m and press “Enter” on the keyboard. Click on Offset parallel to DL/SOL again to add a new row to the table. Click in the DL/SOL Ref column and select “DL1: Design Line” from the drop down list and give it an offset of -6m. This has defined construction lines along the top and bottom edges of the structure.

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Click on Offset E/W of DL/SOL then click in the DL/SOL Ref column and select “SO1: Setting Out Object” from the drop down list. Give it an offset of 20m. Repeat this process to add lines at 50m and 70m. Click on the “OK” button to close the Define Construction Lines form. The graphics window will now show an outline of the structure as shown below.

7. Click on the File|Save menu item and save your model as “My BS Example 10_1 Layout.sst”.

Defining the mesh and s 8. We will now begin to define the grillage geometry. The first step is to define the locations of the span ends. Click on the Structure node in the Navigation Pane then click on the Add button. Select “Span End Lines” from the drop down menu. This will open the Define Span End Lines form.

Click on the bottom left and top left hand corners of the left-hand abutment on the graphics window. This will draw a heavy black span end line. Repeat this to locate the piers and second abutment. The span end lines will be shown in the table as above and on the graphics as below:

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Click on “OK” to close the Define Span End Lines form. 9. The next step is to define the three meshes which make up the grillage. Click on the sub-model node in the Navigation Pane and then click on the Add button. Select “Mesh” from the drop down menu. This will open the Define Mesh form. Set Name to “Span 1” and set Mesh Type to “Orthogonal to span”. Set Longitudinal to “7” and Transverse to “5” and then click on the four edges of the left hand span, starting with the bottom edge. (You may need to press “Enter” on the keyboard in order for the numerical data to be input properly before clicking in the graphics window). Click “OK” to close the Define Mesh form. Click on the sub-model node in the Navigation Pane again and click on the Add button. Select “Mesh” to open the Define Mesh form. Click on the Copy Mesh Details From button and select “M1: Span 1 (“2D Model A”) from the drop down list. Change Name to “Span 2” and set Transverse to “7”, then click on the four edges of the central span, starting with the bottom edge. Click “OK” to close the Define Mesh form. Click on the sub-model node in the Navigation Pane again and click on the Add button. Select “Mesh” to open the Define Mesh form. Click on the Copy Mesh Details From button and select “M1: Span 1 (“2D Model A”) from the drop down list. Change Name to “Span 3”, then click on the four edges of the right hand span, starting with the bottom edge. Click “OK” to close the Define Mesh form. The graphics will now show a plot of the grillage as shown below:

10. Next we will define which nodes in the structure are ed. Click on the Structure node at the top of the tree and then click on the Add button and select “ed Nodes” from the drop down menu. This will open 10-7

the Define ed Nodes form. Click on the Select drop down menu in the graphics window and set it to “Along Span End Lines”, then draw a box around the entire structure. In the first row of the table, change the conditions so that only the DZ direction is fixed. Change Group Type to “Variable” then click on the centre node on the left abutment (node 34). Change the conditions for this node so that it is also fixed in DX and DY. Click on the centre node on the right abutment (node 201) and change the conditions so it is also fixed in the DY direction. Click on “OK” to close the form. 11. The next task is to renumber the ts in the structure. Click on the t Details node to open the t Details form. Click on the “Sort...” option under Table Tasks to open the Sort form. Set the first sort by parameter to “Y - ascending” then the next to “X – ascending”. Click on the “OK” button then click on “Renumber...” under t Tasks to open the Renumber form. Next set Renumber Range to “All”, Start Number to “1” and click on the “Apply” button. This will renumber the ts longitudinally. Click on the “OK” button to close the Renumber form. Click on “OK” again to close the t Details form. 12. The next step is to reverse the direction of the longitudinal beams in the first span. Click on the Longitudinal Beams node to open the Longitudinal Beams form. Click on the first row in the table then hold down the Shift key on your keyboard and click on the seventh row of the table. The first seven rows of the table will now be highlighted as shown below:

Click on “Reverse Order” in the list of Beam Tasks. The direction of the selected longitudinal beam will be reversed as shown by the arrow heads on the graphics window. Click on “OK” to close the form. 13. Click on the File|Save As menu item and save your model as “My BS Example 10.1 Mesh and s.sst”.

Asg section properties 14. We will now assign section properties to our grillage, starting with the internal beams in the central span. 10-8

Open the Section Properties tab on the Navigation Pane. Click on the Add button and select “Steel Composite Design Beam” from the drop down menu. This will open the Import file form. Click on the “Browse” button and ‘open’ the file “BS Example 4_2a.sam” created in section 4.2 of this guide. Change Description to “Mid Span” and click on the five inner beams in the central span of the structure. They will be highlighted in red and their references added to the Assigned Beams list. Click on “OK” to close the form. (You may need to move the bottom of the graphics window upwards in order to be able to see the form).

15. Next we will assign properties to the internal beams in the end spans. Click on the Add button again and select “Steel Composite Design Beam” from the drop down menu. This will open the Import file form. Click on the “Browse” button and ’open’ the file “BS Example 4_2b.sam” created in section 4.2 of this guide. Change Description to “End Span” and click on the five inner beams in the both end spans of the structure. They will be highlighted in red and their references added to the Assigned Beams list. Click on “OK” to close the form.

16. Now we will assign properties to the edge beams using a section file. Click on the Add button again and select “Design Section Data” from the drop down menu. This will open the Import file form. Click on the “Browse” button and select the file “My BS Example 3_5a.sam” created in section 3.5 of this guide. Change Description to “Edge Section” and select the two rows of edge in the structure using the mouse to draw a selection box around each of them. They will be highlighted in red and their references added to the Assigned Beams list. Click on “OK” to close the form.

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17. The next step is to assign properties to the diaphragm. Click on the Add button again and select “Parametric Shapes” from the drop down menu. This will open the Parametric Shape Properties form. Change Description to “Diaphragm” and set Width to “600mm” and Depth to “1000mm”. Leave the other properties at their default concrete values. Click “OK” to close the form. Go to the Structure window and click on the Member selection filter button. On the Member Selection Filter form, click on De-select all then set Pick Mode to “Transverse Beam”. Click on the four diaphragm beams (you may want to zoom in on the graphics window in order to ensure that you select only the diaphragms), then click on Save... Enter “Diaphragms” in the Save Member Selection form then click “OK”. Click “OK” to close the filter form. Return to the Section Properties tab then draw a selection box around the entire structure. The diaphragm will be highlighted in red and their references added to the Assigned list. Click on “OK” to close the form.

18. Finally we will assign properties to the transverse using a continuous slab property. Click on the Add button again and select “Continuous Slab” from the drop down menu. This will open the Continuous Slab Properties form. Change Depth to “200mm” and Description to “Transverse Slab”. Leave the other properties at their default concrete values. Click on the Member selection filter drop down menu and select “Transverse Beams”. Draw a box around the whole structure and answer “No to All” on the confirmation box that appears. This stops the program from overwriting the diaphragm section assignments. Click on the

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Member selection filter drop down and select “Select All” to remove the filter then click on “OK” to close the form.

19. Click on the File|Save As menu item and save your model as “My BS Example 10_1 Section Properties.sst”.

Defining basic loads 20. We will now apply some basic loads to our model, starting with dead loads for concrete. Open the Basic Loads tab on the Navigation Pane then click on the Add button and select “Beam Member Load|Beam Element Load” from the drop down list to open the Define Beam Loading form. In the first row of the table set Load Type to “F Uniform”, Direction to “Global Z”, Load Value to “Length” and Load W1 to “-9.44kN/m”. On the graphics window, click on the filter drop down menu and select “Longitudinal Beams”. Draw a box around the internal longitudinal beams to assign the loads.

In the second row of the table set Load Type to “F Uniform”, Direction to “Global Z”, Load Value to “Volume” and Load W1 to “-23.6kN/m3”. On the graphics window, draw boxes around the edge longitudinal beams to assign the loads. Click on the Filter toolbar button and click on De-select All in the Selection Tasks list. Set Select By to “Member Selection Set” and double-click on “Diaphragms”. Click “OK” to close the Member Selection Filter form. Draw a box around the whole structure to assign the load to the diaphragm . Press Ctrl-A on the keyboard to show all on the graphics.

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Change Name to “Concrete Dead Load” and click on “OK” to close the Define Beam Loading form.

21. The next step is to assign dead loads for steel to the model. Click on the Add button and select “Beam Member Load| Beam Element Load” from the drop down list to open the Define Beam Loading form. In the first row of the table set Load Type to “F Uniform”, Direction to “Global Z”, Load Value to “Length” and Load W1 to “-4kN/m”. On the graphics window, click on the filter drop down menu and select “Longitudinal Beams”. Draw a box around the internal longitudinal beams to assign the loads. Press Ctrl-A on the keyboard to show all on the graphics.

Change Name to “Steel Dead Load” and click on “OK” to close the Define Beam Loading form.

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22. Next we will create three SDL cases using bridge deck patch loads. Click on the Add button and select “Bridge Deck Patch Load” from the drop down list to open the Define Bridge Deck Patch Loading form. Set Load per unit area to “2.8kN/m2”. On the graphics window, move the mouse pointer over the Objects tab and deselect “Beam Elements”. The graphics now shows the carriageway and span end lines. Click on the bottom edge of the main carriageway, the right hand span end line, the top edge of the carriageway and the left hand span end line. (See the screen shot on the following page for details of the carriageway edge locations). This will apply a patch to the carriageway. Change Name to “SDL – Carriageway”. Click “OK” to close the form.

Click on the Add button and select “Bridge Deck Patch Load” from the drop down list to open the Define Bridge Deck Patch Loading form. Set Load per unit area to “3.6kN/m2”. Click on the bottom edge of the bottom verge, the right hand span end line, the top edge of the bottom verge and the left hand span end line. This will apply a patch to the bottom verge. Change Name to “SDL – Bottom Verge” then click “OK” to close the form.

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Repeat the process for the top verge. Click on the Add button and select “Bridge Deck Patch Load” from the drop down list to open the Define Bridge Deck Patch Loading form. Set Load per unit area to “3.6kN/m2”. Click on the bottom edge of the top verge, the right hand span end line, the top edge of the top verge and the left hand span end line. This will apply a patch to the top verge. Change Name to “SDL – Top Verge”. On the graphics window, move the mouse pointer over the Objects tab and select “Beam Elements” then click “OK” to close the form.

23. We will now define a SDL barrier load. Click on the Add button and select “Beam Member Load| Beam Element Load” from the drop down list to open the Define Beam Loading form. In the first row of the table set Load Type to “F Uniform”, Direction to “Global Z”, Load Value to “Length” and Load W1 to “-1.8kN/m”. On the graphics window, click on the filter drop down menu and select “Longitudinal Beams”. Draw boxes around the edge longitudinal beams to assign the loads. Press Ctrl-A on the keyboard to show all on the graphics.

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Change Name to “SDL - Barriers” and click on “OK” to close the Define Beam Loading form.

24. The next step is to create dead load compilations for ULS and SLS. Open the Compilations tab on the Navigation Pane, then click on the Add button and select “Dead Loads at Stage 1”. Click on the “+” button twice to add 2 rows to the table. In the first row of the table click on the Load Name column and select “L1: Concrete Dead Load” from the list. In the second row, click in the Load Name column and select “L2: Steel Dead Load” from the list. Set gamma to 1.05 in the second row. Click on “OK” to close the Compile Loading Patterns form.

Right click on compilation “C1: Dead Loads at stage 1 ULS” on the Navigation Pane, then select “Copy” to create a duplicate of the first compilation. On the Compile Loading Patterns form, change Limit State to “Serviceability” and click on “Yes” in the confirmation dialog. Click on “OK” to close the form. 10-15

25. Finally we will define a superimposed dead load compilation. Click on the Add button and select “Superimposed Dead Loads”. Click on the “Find and Add to Table” button. This will add all six defined load cases to the list. Click in the Ref column on the first row of the table and click on the “-“ button near the bottom of the form to delete load case L1. Repeat this for load case L2. Change gamma for load case L6 to “1.5”. Click on “OK” to close the Compile Loading Patterns form.

Right click on compilation “C3: SDL ULS” on the Navigation Pane, then select “Copy” to create a duplicate of the first compilation. On the Compile Loading Patterns form, change Limit State to “Serviceability” and click on “Yes” in the confirmation dialog. Click on “OK” to close the form.

26. Click on the File|Save As menu item and save your model as “My BS Example 10_1 Basic Loads.sst”.

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Live Load Optimisation 27. We will now create some influence surfaces and generate live load patterns using the load optimisation in the program. The first step is to define the influence surfaces we want to generate. Click on the Data|Influence Surface menu item to open the Influence Surface Generation form. Set Pick Mode to “Longitudinal Beam” then click on the central beam of the centre span in the graphics window. This will define 13 influence surfaces for My Sagging. (Note that in the Effect column the drop down can be used to select “Combined Effect” so that, for example, combined bending and shear can be selected. However, in this example we will just use the default “Bending Moments” influence surfaces).

28. The next step is to analyse the structure and generate the influence surfaces. Set Generate by to “Reciprocal” and click on the “Analyse” button. A progress box will open. Click on the “Done” button when the analysis has completed. (You may need to click on the “Auto Redraw” button in the graphics toolbar to update the graphics). The graphics window will now show the influence surface for the first member selected. Change the view to isometric then click in the Name column on the Influence Surface Generation form. Use the up and down cursor keys on the keyboard to move through the influence surfaces.

29. Next we will compile the loading patterns for the influence surfaces we have just generated. Set Type to “BD 37/01 Highway” then click on the “Run Optimisation” button to open the BD 37/01 Highway Bridge Live Load Optimisation form. Use the Combinations tick boxes to create loads for HA and HB combined, combinations 1 and 3, ULS and SLS. Apply 30 units of HB and set Pedestrian 10-17

Load to “NOT a main member” for “All” influences. Set KEL Direction to “Square to Design Line” for “All” influences.

Once you have set the options, click on the “Compile Loading Patterns” button to carry out the load optimisation. The form will change to show the status of the load optimisation. When it is complete it will show a summary of the loads generated and the graphics window will show the loading pattern for the selected influence surface. Note that clicking on the rows of the table on the Load Optimisation form highlights the individual loads on the graphics window.

If you leave the Load Optimisation form open, you can click in the Name column on the table in the Influence Surface Generation form and use the up and down cursor keys on the keyboard to display the loading patterns generated for the surface. When you have finished looking at the loads, click “OK” on the BD 37/01 Highway Bridge Live Load Optimisation form and click “OK” on the Influence Surface Generation form. 30. Next we will solve the load cases. 10-18

Go to the Calculate menu and select Analyse.... The Activate Loading Sets form will open. This allows you to select which loading sets you want to solve. Each time the load optimisation is run, a loading set is automatically generated for the load cases produced by that run. The list also includes any load cases not included in a loading set. Make sure both tick boxes are ticked and click “OK”.

The program will open a form showing the progress of the analysis. Once the analysis has completed, click on the “Done” button. 31. Click on the File|Save As menu item and save your model as “My BS Example 10_1 Basic and Live Loads.sst”

Results Processing 32. We will now look at the results produced for the analysis run in the previous section. Click on the File|Results menu item to open the Results Viewer as shown below:

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The viewer shows the influence surface for the one of the influence loads. Click on the Result Type drop down and select “Compilation” from the list of options. In the Name drop down select compilation C7, set Result For to “t” and Effect to “Deflected Shape”.

33. Since compilation 7 is for SLS we want to add in the dead and SDL effects at SLS. Click on the Dead Load Compilations drop down and tick C2 and C4. This will add the effects of these two compilations to compilation C7 and show the displacements for the load cases in all three compilations applied together.

34. Next we will look at the member end forces for a line of edge . Click on the Result For drop down and select “Beam” from the list. In the Name field, select compilation C9. Click on the Filter toolbar button to open the Member Selection Filter form. Click on “De-select” all then set Pick Mode to 10-20

“Longitudinal Beam”. Change the graphics view to plan and click on the bottom edge member in span 2. Click on “OK” to close the filter form and change the view back to isometric. The graphics now shows a plot of the Z member end forces. 35. We can also overlay a bending moment diagram on the plot. To do this, click on the Results For drop down menu on the graphics toolbar. You will see tick boxes next to each result type with Fz already ticked. Tick the My option as well to add the bending moment diagram to the plot. The scale is a bit small for the plot so move the mouse over the Results tab on the right hand side of the graphics and tick both the Specify Scale tick boxes. Enter values of “1kN” and “10kNm” in the two boxes. The Results Viewer will now look like this:

36. We can also look at the t displacements for all compilations for the centre t of span 2. To do this, change Result For to “t” then click on the Edit|Multiple Results Selection menu item. This will open the Multiple Results Selection and Include Controller form.

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Click on the “Select All” button then untick the first four compilations. Click on “OK” to close the form and display the displacements for the selected compilations. Drag Including Dead Load Compilations and Compilation Name off the orange bar.

Click on the Customise... button at the top right of the results table. Click on the button marked press the button to add a new condition then click on the green text and select “t” from the list of options. Click on the blue text which says <empty> and type “116” then click on the “OK” button.

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To see which compilation produces this displacement, click on the menu option to the left of the Reference heading in the results table. Tick “Compilation” then click on the menu below and tick “Name”.

Set the Results For: drop down menu on the graphics toolbar to “t Displacement-DZ”. Click once on the DZ column header to sort the list from low to high, then scroll to the top to see the maximum negative displacement for t 116.

37. Next, we will look at some enveloped results. Click on the Result Type drop down and select “Envelope”. The Name field should show envelope E1. Click on the Filter button then click on De-select all, set Pick Mode to “longitudinal beam” and click on the centre beam of span 2. Click on “OK” to close the filter form. Put your mouse over the Results tab on the right of the graphics and untick the two Specify Scale tick boxes. Put your mouse over the General tab and tick the Result tick box. This will show the maximum My moment.

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38. It is worth noting that when the print preview window is opened by clicking on the icon at the top of the graphic window, a pdf of the graphic window can be generated by clicking on the icon at the top of the print preview window. Finally we will close the Results Viewer.

Exporting results 39. We will now transfer results from the analysis to the steel composite beam design module. Click on the Calculate|Design Load Effects|Select Beam menu item to open the Select Beam form. Go to the graphics window and click on the centre beam of span 2. It will be highlighted in red. Click on the “OK” button to open the Assign Load Cases form. 40. We will match envelopes produced during the load optimisation with design load cases. On the Assign Load Cases form, click in the Design Load Case column and select “BM +associated SF – sagging”. Leave Index and Comb. set to 1. Click in the L/C/E column and select “Env”. Click “OK” on the warning message which appears. Click in the Analysis Load Case column and select envelope “E1: HA+HB: U1: Mem 179-190: My Sag”. The ULS Factor will be automatically set to 1 and the SLS Factor field will be blank. Repeat this process in the next row, setting Comb. to 3 and selecting envelope “E2: HA+HB: U3: Mem 179-190: My Sag”. Repeat this in row 3, this time selecting the SLS Combination 1 envelope E3. Finally, in the fourth row, selecting envelope E4. The Assign Load Cases form will look like this (Note the Index numbers):

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Click on the “Transfer to Beam Module...” button to transfer the results to the beam design module. 41. The beam module will display the load effects we have just transferred in tabular and graphical form.

Click on the “OK” button on the Define Composite Beam Loads form and click “Yes” on the confirmation box which appears. Click on the File|Save menu item to save the loads in the beam file. 42. The final step is to go back to the grillage model. Click on the Data|Define Loading menu item to open the Define Composite Beam Loads form. Click on the “Interface” button to open the Interface form:

Click on the Refined Analysis option and click “OK”. You will be given the option to save the results in the beam file and be taken back to the grillage model. 43. Click on the File|Save As menu item and save the model as “My BS Example 10_1 Complete Model.sst” and close the program.

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Summary In this example we defined a 3 span grillage consisting of three meshes and then assigned section properties to it using beam files created in a previous example. We then applied some basic loads to the structure and used the automated load optimisation to generate live loads for the carriageway on the structure. We then analysed the load cases and looked at the results for them. We then exported the results to a beam file to check its design.

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10.2. Steel Composite “Banana” Farm Access Bridge Subjects Covered: Composite beam structures; FE webs; 3D structures; composite ; member eccentricities; t editing;

Outline

This access bridge is constructed with two steel plate girders ed on “H” piles acting compositely with a concrete slab. The top flange of the beam has an arched profile and it is deeper in the centre than at the ends. The slab, diaphragm and upstand are created with grade 40 concrete and the girder with grade 355 structural steel. The structure is modelled using a 3D shell finite element slab (curved in elevation) with a steel composite beam inserted as an FE web beam to explicitly model the web as finite elements and the flanges as beam elements. Upstands are added as edge beam with the appropriate vertical offset and the diaphragm is represented with finite elements. The beam, a 30m span, is assumed to be continuous at its ends as there will be some hogging at this location and this will affect the effective breadth of concrete flange. The adjacent spans (the piles) are assumed to be 4m long and fixed into rock at the remote end. The girder has uniform thickness of web and flanges throughout (28mm & 50mm respectively) and the flanges are 500mm wide. The overall depth is set to 1000mm deep but with a sagging profile such that the overall depth at the ends is 500mm. This is done with 20 straight segments, as the curved profile is limited to hogging shapes. The profile points are not exactly on a circular curve but are close to it. The slab in the beam representation is 2m wide and 0.2m thick, but is offset by 0.5m. 10-27

An edge upstand 200mm wide and 250mm deep is added above the left edge of the slab and is assumed to be structural and cast with the slab. The carriageway on the bridge is a single lane of 3.8m with no footway or verges and is positioned centrally on the bridge.

Profile of Top Of Beam 0.00 0.00 1.50 0.19 3.00 0.36 4.50 0.51 6.00 0.64 7.50 0.75 9.00 0.84 10.50 0.91 12.00 0.96 13.50 1.00 15.00 1.00 16.50 1.00 18.00 0.96 19.50 0.91 21.00 0.84 22.50 0.75 24.00 0.64 25.50 0.51 27.00 0.46 28.50 0.91 30.00 0.00

Procedure Beam Definition 1. We start by defining the steel composite beam. Start the program, ensure that the current Project Template: is set to “Version 6 Examples” and then create a new beam using the menu item File|New|Beam. Ensure that the beam is a steel composite beam using the menu item Data|Beam Type|Steel Composite. 2. Add a title for the beam as “Composite banana beam” with a sub title of “Section 10” and add your initials in the Calculations by: field.

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3. Open the Define Composite Beam form (Data Menu) and set the MAIN SPAN to be “Continuous-Internal Span” with a span of 30m and the SIDE SPANS as “End spans” with spans of 4.0m (accept the warning message about spans being outside expected range). Set the Cross section to “uniform” and the Location as “Inner beam”. 4. Use the drop down selection in the Define field to open the Composite Beam Section Definition form. Create a “Plate Girder” component with “500mm” wide flanges and a “1000mm” depth overall. The thickness of flange and web are “50mm” and “28mm” respectively. Close the Component form using the “OK” button. Create a second component as a “Concrete Slab” setting the slab width to be 2000mm and the thickness to be 200mm. Close the component form using the “OK” button. In the Slab Details set the x offset to be 0.5m. Now add a third component as “Concrete Edge” and create 5 coordinate points by using the “+” button and entering the data as shown below.

5. Close the Define Edge Detail form with the “OK” button and ensure the material properties are assigned correctly (grade 40 concrete) and that the edge detail is structural and it is cast with the slab.

6. Close the Section Definition form and then open the Define soffit profile form using the appropriate option in the Define field. Enter the profile points into the table as shown below:

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Proportion of span

Offset (mm)

0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0

500 320 180 80 20 0 20 80 180 320 500

7. The general beam has now been defined – lateral restraints, web stiffeners and shear connecters will be added in the design stage. Close all the open forms (using the “OK” button) and save the file as “banana_beam.sam” using the Save option in the File menu.

Creating the flat slab 8. We will now begin to define the structural model by defining a flat slab 30m long by 4m wide. There will be 20 equally spaced elements longitudinally and 6 elements transversely, with the edge element 0.5m and the internal element 0.75m. 9. Start a new Structure using the File|New menu option and enter “no” for the warning to save the beam data - if it appears. 10. Add a title for the structure as “Composite Banana Bridge” with a sub-title “Section 10”. Add your initials in the Calculations by: field. 11. Add a new 2D submodel (GCS, z=0.0) to the structure (see example 6.4). 12. Add a new mesh to this submodel and create a Finite Element mesh using a Mesh Type of “Orthogonal to span” and pick mode “by point”. Set the Snap mode to “Grid” in the graphics window tool bar and click on the appropriate grid points in the graphic window to define the boundary of the slab. The display of the coordinates in the top right hand corner can be used for guidance. 13. Set the number of elements transversely to 6 and longitudinally to 20 then change the “Equal Size” option for the transverse elements to “Set Size”. In the Set Transverse Size form that should now be visible set the spacing factor for the two end elements to 0.6666667 and then close this form with the “OK” button. Change the name of the mesh to “Slab” and close the meshing form in the usual way. A warning message about aspect ratio size may be displayed but this can be ignored.

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14. We now need to add beam along the edges of the slab to represent the upstand. This is done by opening the sub model member form so that additional can be created.

15. In the graphics window click on the toolbar button to draw a single member. Then click on the bottom left corner node of the mesh and then again on the bottom right node to draw one member. Repeat this on the top edge of the mesh. These can then be split into 20 beam element segments by using the Split Beam Element task in the Define Sub Model form. 10-31

16. In the split beam elements form select the at nodes along element option, click on the edge beam and then click on the “Apply” button. Dismiss the information window and repeat for the beam on the top edge of the mesh. 17. At this stage it is worth saving the slab model as an intermediate data file so that we can come back to this stage if necessary. Close all the open forms in the normal way and save the model as “My BS Example 10_2 Slab.sst”.

Creating the curved slab 18. The next step is to alter the z coordinates of the slab nodes to represent the curved profile. To do this the 2D sub model needs converting to a 3D sub model (losing all details of the mesh). This is done by clicking on the sub model in the Navigation Pane and, by using the right mouse button, choosing the menu option Convert to 3D sub model. Confirm the conversion when asked. 19. Open up the t Details form by clicking on this item in the Navigation Pane and ensure the view direction is a plan view. Draw a selection window round the left most column of ts to select them. These ts will be displayed as red. Hold the “Ctrl” key down and draw a selection window round the right most row of ts to add these to the selection set. Click on the Edit... t task to display a secondary form to allow editing of the coordinates. 20. Choose the Specific value option and enter “-1.000” in the Z field before clicking on the “Apply” button. 21. Without closing the Edit t Coordinates data form, select the second column of ts from each end in the same way as before, and change the z coordinate to “-0.810” before clicking the “Apply” button. 22. Repeat this with appropriate Z values (given in the table) for the other columns of ts. Close the Edit t Coordinates form and use the graphic toolbar button to set the view as isometric.

Row of t

Z Coord (m)

1 2 3 4 5 6 7 8 9 10 11

-1.000 -0.810 -0.640 -0.490 -0.360 -0.250 -0.160 -0.090 -0.040 0.000 0.000

23. We will now add a design line, carriageway and span end lines to the structure. First of all close the t Details form in the normal way.

24. In the Navigation Pane click on the Structure node and use the “Add” toolbar button and select Design Line to open the Define Design line form. The structure will be displayed in an xy view. Click on the middle node at the left hand edge of the structure, then on the middle t at the right hand edge of the slab to create a design line “DL1”. Click on “OK” to close the Define Design Line form. 25. To create the carriageway use the “Add” button (when Structure is highlighted) and select Carriageway. In the Define Carriageway form set the design line to “DL1” and change the offsets to +/- 1.9m on either side of the design line for

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both footway and carriageway. Click on “OK” to close the Carriageway form. The program will display an information box. Click on “OK” to close it. 26. Span end lines are added in a similar way and are created by clicking on the corner nodes of the mesh at the left and then at the right. You may need to change the snap mode. Click on “OK” when the span end lines have been defined. 27. Close the data forms in the normal way and save the data file as “My BS Example 10_2 Curved Slab.sst”.

Asg the composite beam 28. The next step is to define the section properties to be used in the model. To do this click on the Section Properties tab on the Navigation Pane then click on the Add toolbar button and select “Steel Composite Design Beam” from the list. 29. Open the file “banana_beam.sam” created earlier and click “OK” then close the Import file form. 30. Go back to the Structure tab, click on the “Add” button and select “FE Web” from the list. Check that the correct composite beam is selected and that the Mirror tick box is not selected. Change to a plan view and click on the bottom edge of one of the top row elements. Accept the three information messages. 31. Click on the “Add Additional FE Web...” button and tick the Mirror Design Beam button. Click on the top edge of one of the bottom row elements and accept the information message, then close the form. Click “OK” on the Define FE Web form. 32. We will now change the descriptions for the section properties created when we assigned the composite beam. Go to the Section Properties tab and select Parametric Shape S2. Change its description to “Flanges” and close the form. Next select Finite Element S3. Change the description to “Slab”. Close the form. Repeat this for Finite Element S4, changing the description to “Webs”. 33. The next step is to modify the composite created when the FE webs were defined to include the upstand edge. To do this, go to the Calculate|Define Composite Member menu item. Change to a plan view and make sure the pick mode is set to “Beam Element”. Select Composite Member 1 and draw a box around the top edge beams. Repeat the process for Composite Member 2, adding the bottom edge beams and then close the Define Composite Member form. 34. Next we need to define a section property for the upstand. Add a rectangular parametric shape, 200mm wide by 250mm deep. Call the section “Edge Upstand” and assign it to the two lines of edge and then close the form. 35. Go back to the Structure tab and click on the Add toolbar button and select “Advanced Beam Set|Eccentricities”. Click on the Insert Record button to add a new row to the eccentricity table. Enter 225mm in the Start Z column 10-33

then draw a box around the upstand to select them. Call the eccentricities “Edge Upstand” and close the form.

Inserted Record

Insert Record button

36. The final step is to add s to the model. Go to the Add toolbar button and select “ed Nodes”. Use the Dynamic View to rotate the structure so that the four bottom corner ts are visible.

Change the selection mode on the graphics window to “All ts” and click on the four bottom corner ts. Change the directions so that the s are just fixed in the Direct Z direction then change the Group Type to “Variable”. Change one so that it is fixed in the DX, DY and DZ directions and the at the other end of the same beam to be fixed in the DY and DZ directions then close the form. (The nodes will change colour when selected in the table). 37. Save the file as “My BS Example 10_2 FE Web Deck only.sst”.

Adding the pile and diaphragm sub models 38. The next step is to define the pile and diaphragm sub models. Before we do this we need to delete the s we defined previously. Right click on SN1: s on the Navigation Pane list and select “Delete” from the popup menu. (You may need to right click twice to get the popup menu to appear). 39. Next create a 2D sub model at the left hand end of the structure. Click on the Add toolbar button and select “2D Sub Model”. Click on the YZ button then click “OK”. 10-34

40. Click on “Sub Model ” in the 2D Sub Model: 2D Model A node to open the Define Sub Model form. Click on the Single Member draw mode toolbar button and click on the bottom left hand node on the beam web. Click on the Draw to a specific position or offset toolbar button then click on the Offset value button. Enter a v offset of “-4m”. Repeat the process to define the other pile. 41. Click on Split Beam Element from the list of Member Tasks then click on the by specified divisions button, set the number of new elements to 8, then click on the “Apply” button. Click on the first pile and click on the “Apply” button again, then close both the forms. 42. Click on the 2D Sub Model: 2D Model A node in the Navigation Pane then click on the Add toolbar button and select “Mesh” from the drop down list. Set the Member type to “Finite Elements”, the Transverse Number to “2” and the Longitudinal Number to “4”. Set Pick to “by point”. On the graphics window put the mouse on the General tab and tick the Show Nodes option (if it is not greyed out). The nodes will show up as blue dots. Set the Snap mode to “Node in Plane” and click on the 4 nodes highlighted in the screenshot below, starting with the bottom left then bottom right, top right and top left. This will create a finite element mesh. Change its name to “Diaphragm” and close the form, clicking “Yes” on the confirm form.

43. We now need to assign properties to the sub model. Go to the Section Properties tab and click on the Add toolbar button and select “Parametric Shapes”. Set Shape Reference to H and enter a width and height of 450mm. Enter a thickness of 28mm for both horizontal and vertical. Change the material properties so that Elastic Modulus is “205”, Shear Modulus is “78” and Density is “77”. Go to the graphics window and click on the Filter drop down arrow. Select “2D Model A” from the list then box round the pile . Change Description to “H Piles” and click “OK” to assign the properties. Click “OK” on the warning message that appears. 44. Click on the Add toolbar button again and select “Finite Element” from the drop down list. Set Thickness to “500mm” and then select the finite elements in the diaphragm. Change Description to “Diaphragm”, set the filter to “Select All” and close the forms.

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45. Go back to the Structure tab and use the Add button to add ed nodes. Change the Select Box Type on the graphics toolbar to “All ts” and click on the two bottom nodes of the piles. Fix the ts in all six directions then click “OK” to close the form. 46. The next step is to copy the sub model to the other end of the structure. Right click on 2D Sub Model: 2D Model A and select “Copy” from the popup menu. Click on the Define button and set X to be “30m”, leaving Y and Z at their current values. Click on the “Next” button 3 times on the Define Plane form and then the “OK” button. Click on the “Next” button on the Copy Sub Model form to copy the sub model. A summary of the new , elements, ts and s created is then displayed. Click on “OK” to close the Copy Sub Model form. 47. The final step in creating the structure is to make sure all the elements in the slab have consistent local axes. Click on the Structure node in the Navigation Pane then click on the Add toolbar button and select “Advanced FE Set|Local Axes”. Click on the Filter toolbar button to open the filter form and de-select all . Set Select By to “Section Property”, select section property “S5: Slab” and click on the single arrow to select the group. Click “OK” and then draw a box around the slab. Click on “Yes to All” on the confirmation message and then click on “OK” to close the form. 48. Save the file as “My BS Example 10_2 Full Structure.sst”.

Adding dead and superimposed dead load 49. The next step is to define the dead and superimposed dead loads. Go to the Basic Loads tab on the Navigation Pane, click on the Add button and select “Beam Member Load|Beam Element Load” from the drop down list. 50. Click on the Filter toolbar button then click on “De-select all”. Set Select By to “Section Property” and add “S2: Flanges” and “S4: H Piles” to the Selected Groups list. Click on the “Save” button and save the member selection as “Steel Beams”. Close the Member Selection Filter form and then draw a box around the entire structure. Change Direction to “Global Z” in the first row of the table, Load value to “Volume”, Load W1 to “-78” and the Name to “Steel Beam Dead Loads”. Close the Define Beam Loading form. 51. Add another Beam Element Load. Click on the Filter button and de-select all. Set Select By to “Section Property” and add “S3: Edge Upstand” to the Selected Groups. Click on the “Save” button, and save the selection as “Concrete Beams” and close the Member Selection Filter form. Draw a box around the structure to select the beams. Change Direction to “Global Z”, Load value to “Volume”, Load W1 to “-23.6” and the Name to “Concrete Beam Dead Loads”. Close the Define Beam Loading form. 52. Click on the Add toolbar button and select “Finite Element Load|External Load”. Click on the Filter button and de-select all. Set Select By to “Section Property” and add “S6: Webs” to the Selected Groups list. Click on the Save button and save the member selection as “Steel FE”. Close the Member Selection Filter form and then draw a box around the entire structure. Change 10-36

the Load Type to “Force/volume”, Direction to “Global Z”, Load to “-78” and Name to “Steel FE Dead Loads”. Close the Define Finite Element Loading form. 53. Click on the Add toolbar button and select “Finite Element Load|External Load”. Click on the Filter button and de-select all. Set Select By to “Section Property” and add “S5: Slab” and “S7: Diaphragm” to the Selected Groups list. Click on the Save button and save the member selection as “Concrete FE”. Close the Member Selection Filter form then draw a box around the entire structure. Change the Load Type to “Force/volume”, Direction to “Global Z”, Load to “-23.6” and Name to “Concrete FE Dead Loads”. Close the form. 54. The next step is to define the dead load compilations. Go to the Compilations tab in the Navigation Pane, click on the Add button and choose “Dead Loads at Stage 1”. Click on the Find and Add to Table button and change gamma to “1.05” for load cases L1 and L3. Close the form. 55. We need to repeat the process for SLS. Click on the Add button and chose “Dead Loads at Stage 1”. Change Limit State to “Serviceability” then click on the Find and Add to Table button. Close the form to save the compilation. 56. The next step is to define the superimposed dead loads. Go back to the Basic Loads tab and click on Add and select “Bridge Deck Patch Load”. Change Define Loading by to “coordinate” and Load per unit area to “2kN.m2”. Change Snap mode to “Intersection” and click on the four corners of the deck to define the patch. Change Name to “Surfacing”. Close the form. 57. Go to the Compilations tab, click on the Add toolbar button and select “Superimposed Dead Loads”. Click on the “+” button to add a row to the table. Click in the Load Name drop down list and select “L5: Surfacing”, change gamma to “1.7” and close the form. 58. Right click on “C3: SDL ULS” on the Navigation Pane and select “Copy”. Change Limit State to “Serviceability” and answer “Yes” when prompted to change the factors. Close the form. 59. Save the file as “My BS Example 10_2 Dead and SDL.sst”.

Automated loading using influence surfaces 60. The next step is to create an influence surface and generate a live load pattern for it. Use the Member Selection Filter button to set the filter to “Select All”. Select the Data|Influence Surface menu item. Set the Pick Mode to “Composite Member Element”. Change the graphics view to plan and click on the location indicated by the arrow below:

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This will add composite member element 2-11 to the list of influence surfaces to be generated. Set the Method field to “(1) Smoothed”.

61. Click on the “Analyse” button to create the influence surface. When the analysis is completed the influence surface will be displayed on the graphics. Click on the “Done” button.

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62. Set Type to “BD 37/01 Highway” and then click on the “Run Optimisation” button to open the BD 37/01 Highway Bridge Live Load Optimisation form. In the Combinations list tick “Comb 1” and “Comb 3” in both the ULS HA+HB and SLS HA+HB sections. Set KEL Direction to “Square to Design Line” and For to the right of the field to “All”. Click on the “Compile Loading Patterns” button to run the load optimisation.

Details of the load optimisation run will be shown together with the loads created both on the form and in the graphics window.

Click on “OK” on the load optimisation and influence surface generation forms to save the loads that have been created. 10-39

63. We now need to analyse the load cases that have been created. To do this, click on Calculate|Analyse. This will open the Activate Loading Sets form. Each run of the load optimisation will create its own loading set. We can use this form to select which load optimisation runs we want to produce results for. In this case we only have one run so leave the form as it is and click “OK”. This will start the analysis. Progress will be displayed in a status box. When the analysis is complete click on the “Done” button.

64. Save the file as “My BS Example 10_2 Dead SDL Influence.sst”

Transfer analysis results to the beam design module 65. The next step is to transfer the results of the analysis to the beam being designed. To do this, select the Calculate|Design Load Effects|Select Beam menu item. This will open the Select Beam form. 66. Click on the graphics window anywhere along the centreline of the bottom beam, for example at the location indicated by the arrow shown below.

The selected beam will be highlighted and its details shown in the Select Beam form.

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67. Click on the “OK” button to open the Assign Load Cases form. This form is used to assign load cases, compilations or envelopes from an analysis to their corresponding design load cases in a beam design. 68. Click in the Design Load Case column and select “Construction stage 1A”. Click in the L/C/E column and select “Comp”. Click in the Analysis Load Case column and select “C1: Dead Loads at Stage 1 ULS”. Repeat the process in the second row, this time setting Analysis Load Case to “C2: Dead Loads at Stage 1 SLS” and set the ULS Factor to “0”. 69. In the third row, set Design Load Case to “Superimposed dead load”, L/C/E to “Comp” and Analysis Load Case to “C3: SDL ULS”. Repeat the process in the fourth row, this time setting Analysis Load Case to “C4: SDL SLS” and set the ULS Factor to “0” and the SLS Factor to “1”. The Index number on the fourth row should be set to “1”. 70. In the fifth row, set Design Load Case to “BM +associated SF - sagging”, L/C/E to “Comp” and Analysis Load Case to “C5: CM2-11; My Sagging; U1”. Repeat the process in the sixth row, this time setting Index to “1”, Comb to “3”, L/C/E to “Comp” and Analysis Load Case to “C6: CM2-11; My Sagging; U1”. 71. In the seventh row, set Design Load Case to “BM +associated SF - sagging”, Index to “1”, L/C/E to “Comp” and Analysis Load Case to “C7: CM2-11; My Sagging; S1” and set the ULS factor to ”0”. Repeat the process in the eighth row, this time setting Index to “1”, Comb to “3”, L/C/E to “Comp” and Analysis Load Case to “C8: CM2-11; My Sagging; S3” and set the ULS Factor to “0”. The table in the Assign Load Cases form will now look like this:

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Click on the “Transfer to Beam Module...” button to transfer the load effects to the steel composite beam. Once the load effects have been transferred, click on the “OK” button to close the Define Composite Beam Loads form. 72. Now that the loads have been transferred, we can check that the beam has sufficient capacity under all loads. 73. After we’ve checked the beam design we can save the beam and structure.

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