Standard Training Manual: Csc Orion

16.0 Day One – Standard Training Course

January 2011

Standard

Website Site: General:

www.cscworld.com

Technical Support: UK Office

[email protected]

Malaysia Office

[email protected]

Singapore Office

[email protected]

Australia Office

[email protected]

US Office

[email protected]

Proprietary Rights Computer Services Consultants (UK) Limited, hereinafter referred to as the OWNER, retains all proprietary rights with respect to this program package, consisting of all handbooks, drills, programs recorded on CD and all related materials. This program package has been provided pursuant to an agreement containing restrictions on its use. This publication is also protected by copyright law. No part of this publication may be copied or distributed, transmitted, transcribed, stored in a retrieval system, or translated into any human or computer language, in any form or by any means, electronic, mechanical, magnetic, manual or otherwise, or disclosed to third parties without the express written permission of the OWNER. This confidentiality of the proprietary information and trade secrets of the OWNER shall be construed in accordance with and enforced under the laws of the United Kingdom. ORION™ is a registered trademark of CSC (UK) Ltd. The CSC Logo is a trademark of CSC (UK) Ltd. All other trademarks acknowledged.

i

Standard

ii

Standard CONTENTS 1

Introduction

2

Building the Model

3

Building Analysis

61

4

Beam Reinforcement Design

85

5

Column & Wall Reinforcement Design

97

6

Slab Design and Detailing

117

7

Creating a Flat Slab Model

125

8

Building Analysis for Flat Slab

133

9

Gravity Load Chase Down using Finite Element Analysis

141

1.1 1.2 1.3 1.4 1.5 1.6 2.1 2.2 2.3 2.4 2.5 2.6 2.7 2.8 2.9 2.10 2.11 3.1 3.2 3.3 4.1 4.2 4.3 4.4 4.5 4.6 5.1 5.2 5.3 5.4 5.5 5.6 5.7 5.8 6.1 6.2 6.3 6.4 7.1 7.2 7.3 7.4 8.1 8.2 8.3 9.1 9.2 9.3 9.4

Background Important Notes Regarding This Documentation Training Overview Overview of the User Interface Orion Modelling, Analysis & Design Flowchart Graphic Editor - General Principles Getting Started – Project Parameters & Settings Creating Axes Creating Columns Creating Shear Walls Creating Beams Creating Slabs Additional Slab Information Member Re-Labelling Using Tables to Edit Multiple Members Wall Loads and Additional Beam Loads Generating a 3D View of the Model and Creating Additional Storeys Pre-Analysis Performing the Analysis Post-Analysis Exercise Aims Beam Design Settings and Parameters Designing all Beams using Batch Mode Graphical Review of Passing / Failing Members Interactive Beam Design Creating the Beam Elevation Drawings Exercise Aims Column Design Settings and Parameters Designing all Columns using Batch Mode Creating a Column Schedule Creating a Column Output Report Creating a Foundation Loads Report Interactive Column Design Creating the Column Reinforcement Plan Introduction Create Slab Reinforcement Strips Editing the Bar Layout Creating Slab Output Introduction Creating the Flat Slabs in the Model Creating Slab Loads and Openings Creating Additional Storeys Pre-Analysis Performing the Analysis Post-Analysis

Exercise Aims Finite Element Model Generation Options Generating/Performing the FE Analysis Model Cross checking the Finite Element Results

1

1 2 2 3 4 5

9

9 13 19 30 33 39 46 47 48 50 55 61 70 74

85 85 85 87 88 96

97 97 97 99 100 101 102 113 117 119 122 123 125 125 128 131

133 134 137 141 141 145 151

iii

Standard 10

10.1 10.2 10.3 10.4 10.5 10.6

Designing the Flat Slab

Introduction Finite Element – Post Processing Settings Floor Analysis Post Processing Exporting and Displaying Contours Exporting to DXF (for information) Designing the Columns/Walls

153 153 153 154 164 165 166

Appendix A : Wind Load

168

Appendix B: Beam Design Settings and Detailing

176

Appendix C: Column Design Settings and Detailing

184

Appendix D : Foundation Design

196

Appendix E : Load Combinations and the Loading Generator

210

Appendix F : Report Manager

216

Appendix G : Polyline Column Editor

218

Appendix H : Slab Design using FE Analysis

222

Appendix I: Enhancing the General Arrangement Drawings

230

Appendix J : Orion Data File Structure and Project Settings

238

Specifying Wind Combinations Applying a Single Wind Load to Each Floor Applying Wind Loads directly to Columns & Walls Beam Design Settings

Creating the Column Detail Drawings Introduction Pad Footing Design Strip Footing Design Raft Foundation Design The Loading Generator

Concrete and Form Estimation Reports Report Manager Creating an L-shaped column.

Introduction Creating FE Slab Strips Finite Element Model Generation Updating the FE Strips with Reinforcement

Creating Dimensions Shrinking Axes and Setting Unused Axes to Ghost Creating Slab Section Views Project Settings

168 169 173 176 192

196 197 201 205 210 216 217 218

222 222 224 228 230 234 235

239

iv

Standard

1 Introduction 1.1 Background Orion is developed for the analysis, design and drafting of Concrete Building Stuctures. Unlike general purpose structural analysis programs, Orion is concentrated on accurate analysis, fast data preparation, automated reinforced concrete design and automated preparation of engineering drawings and details. Building systems have the following common structural features: •

Geometry of a building system generally formed principly by horizontal beams and vertical columns.

•

Most of the time, the column and beam elements have similar cross-sections so that standard section types can be formed.

•

The in-plane stiffness of the floor slabs is considered to be high, forming rigid diaphragms at each floor level.

•

Applied loads are either in vertical (dead and imposed loads) or horizontal (wind, soil pressure or earthquake) directions.

•

There will often be repetition (in whole or in part) of floor layouts from one level to the next.

General arrangement drawings (GA’s) are somewhat stylised, but given the constrained area of application outlined above, the system allows the model to be described by the development of GA drawings at each floor level. Even that process is further simplified since beams etc are dealt with as coherant objects, not just lines. The more simplistic centre line analysis model is automatically created in background at the same time. For example, in reality, 300 wide beams and 400 square columns along an external elevation may be arranged with the outside faces flush which would mean that their true centre lines are not aligned. It would be common practice to ignore this degree of mis-alignment for analysis purposes. Orion will not un-necessarily complicate the analysis model. In addition – different preferences can be held and automatically used for analysis and design purposes. For example, beam flanges can be ignored in the analysis but then utilised for reinforcement design (sagging moments only) without any re-modelling. In summary, an Orion model allows you to •

Create GA drawings

•

Design the Floor Slabs, and de-compose floor loads onto beams.

•

Analyse the building frame

•

Design continuous beams, columns. walls, and foundations (pad, strip and raft)

•

Automatically generate RC detail drawings.

Note that analysis and design results are represented so that the reports look like a "Building Output" by classifying the members as columns, walls, slabs and beams with the same notations used in the floor plans.

Page 1

Standard 1.2 Important Notes Regarding This Documentation This document is primarily intended to accompany a formal training course. However, it has been decided that it will be distributed with the software as an alternative means of getting started. If you are using this document and have not attended a course you will still find it very informative but we ask that you note the following: •

Each part builds on the last so you need to work from start to finish.

•

In many places the notes will simply say “Set up the options/settings like this”. Within the notes there is little discussion of what effect alternative selections would have. This is the sort of additional information that would be covered during discussions in the training course or the informal question and answer sessions.

•

The introduction above gives an indication that you will need to develop an appreciation of the distinction between physical, analysis, and design models. Once again, this is the sort of additional information that would be covered during discussions in the training course or the informal question and answer sessions.

•

In particular, time should be put aside towards the end of the formal training to allow you to further discuss the above and also investigate how you can set up Orion so that it works as closely as possible in accordance with your standards/requirements.

•

Background

•

Important Notes Regarding This Documentation

1.3 Training Overview This training document will cover the main functions of Orion by using a simple 4 storey model. It is intended that after the course you should be capable of applying the techniques learnt to more complex geometries.

Page 2

Standard 1.4 Overview of the User Interface Some of the various components of the user interface are shown below: Structure Tree

Members Toolbar

Plan View

3D View

Layer Toolbar

Form Plan, Detail and Design Status tabs

Plan/3D View tabs

Page 3

Standard 1.5 Orion Modelling, Analysis & Design Flowchart The following flow chart demonstrates the typical procedure, for analysis and design within Orion. These options are fully described in the Orion Engineers Handbook.

1. Build the Model

Slab design based on tabulated code coefficients

2. Derive Beam Loads  Yield Lines or  FE decomposition for Beam Loads

3. Run Building Analysis Generates gravity and lateral design forces for column/walls and beams

If a Flat Slab? (or sub frame approach)

YES

3a For Flat Slab Construction Use FE Floor Analysis to create sub frames per floor, and chase gravity (only) loads down through the structure. These Gravity Loads replace those from the Building Analysis

NO

4.1 Beam Design

4.2 Column/Wall Design

4.3 Slab Design

Page 4

Standard 1.6 Graphic Editor - General Principles In a formal training course your tutor will demonstrate these methods to you. If you’re working through the notes independently, you should just read this section and then return to it as necessary when you need to use the features/methods it describes.

1.6.1 Selecting single and / or multiple members Several entity selection options are available to select single and/or multiple elements for editing. Only visible objects can be selected using one of the selection methods. The entity selection options are located in the "Edit" drop down and toolbar. Available entity selection options are: Select Entity Option After clicking on the "Pick" icon from the Members Toolbar, a single element can be selected by simply picking a point on the entity. To select a second, and further, object(s) you can press the CTRL key while picking entities successively. If a selected element is picked again, then it will be de-selected. Window/Crossing Selections After clicking on the "Pick" icon from the Members Toolbar, multiple elements can be selected by enclosing them in a selection window. A selection window is a rectangular area that is defined in the drawing area by dragging two opposite corners. Two types of window selection are available. "Select Entity (Window)" option selects entities that are entirely within the selection area. "Select Entity (Crossing)" option select entities within and entities crossing the edges of the selection area. "Select Entity (Window)" is performed by clicking and dragging from left to right as shown below.

2nd Point

1st Point

"Select Entity (Window)" selects Column 1C1 only. "Select Entity (Crossing)" is performed by clicking and dragging from right to left: By reversing the 1st and 2nd points in the diagram above, Axes "A" and "1", Column 1C1, Beams 1B1 and 1B4 and Slab 1S1 would be selected.

Page 5

Standard Fence Selection Fence is a line that selects all entities that it crosses. To perform "Select Entity (Fence)" hold down the SHIFT key and drag a line that crosses all elements that are intended for the selection set. This option is useful when a set of non-orthogonal entities are to be selected.

2nd Point

1st Point

"Select Entity (Fence)" selects Axes "A" and "B".

1.6.2 Update - Editing a member For example, in order to edit an existing beam: 1.

Select an existing beam.

2.

Right mouse click and choose “Properties”

3.

Change the values/settings as required

4.

Press the "Update" button in the properties window.

The same process applies to all element types. You can edit multiple beams/columns/walls etc by selecting the elements you need to edit and following the same steps as above. You can edit all elements of a particular element type by using the member tables from the “Member” drop down menu.

1.6.3 Deletion – Single / Multiple members To delete an element, you must first select it and then do one of the following: 1.

Press the "Delete" button on your keyboard

2.

Right mouse click and choose “Delete” from the context menu.

Page 6

Standard 1.6.4 Deletion – Selective deletion from a group of members For example, in order to delete all the slabs from within a selection window: 1.

Perform a window selection (as described earlier) to select an area of a model

2.

Press the "Delete" button on your keyboard or right mouse click and choose “Delete”

3.

From the "Element Filters" check "Slabs" only

4.

Click “OK”

This will just delete the selected slabs and will leave all other selected elements in the model.

1.6.5 Object Snapping (Osnaps) The cursor can be made to snap on to the endpoint, midpoint of an individual line or intersection of two lines etc. to assist in creating axes, dimensioning or other positioning commands. You can set the default settings by selecting “Object Snap Settings” from under the “Edit” drop down menu.

Page 7

Standard 1.6.6 Basic View/Zoom functions The Graphical Editor provides several ways to control the display of the drawing in the drawing area. You can zoom to change the magnification or pan to reposition the view in the drawing area. All display control options are located in the "View" drop down and the toolbar. The following options are available: Regen The "Regen" command re-generates all drawing entities using stored geometry information. This command is slightly time consuming than the redraw function. Zoom Window You can quickly zoom in on an area by picking the opposite corners of the zoom window defining it. After selecting the "Zoom Window" option, specify the opposite corners of the zoom window in the drawing area by dragging two points. Zoom Previous All zoom operations are stored. So, anytime, a previous display can be recalled using the "Zoom Previous" option. Zoom Extents "Zoom Extents" displays a view that includes all objects in the current storey at the highest magnification that will fit in the drawing area. Zoom Limits "Zoom Limits" displays a view that includes all objects contained within the active sheet borders at the highest magnification that will fit in the drawing area. Pan After selecting the "Pan" option, you can pan the drawing image to a new location by left clicking and dragging from one point to another. This function can also be achieved by depressing the scroll wheel on your mouse and then moving the cursor around the screen. Zoom In (20%) and Zoom Out (20%) "Zoom In (20%)" increases the magnification of the current view by 20% and "Zoom Out (20%)" decreases the magnification by a similar amount. This option can be used to quickly zoom in and out to the centre of the current view. This function can also be achieved by using the scroll wheel on your mouse. The Zoom will be focussed on wherever the cursor is placed on the screen.

Page 8

Standard

2 Building the Model 2.1 Getting Started – Project Parameters & Settings 2.1.1 Exercise aims •

Launching Orion software

•

Entering Project Code

•

Selecting a Template (Settings Centre)

•

Selecting Drawing Sheet

•

Entering Storey Height

•

Specifying some Program Design Settings

The object of this exercise is to familiarise you on how to start a new project in Orion and how to input some basic project parameters.

2.1.2 Launching Orion 

Open Orion so a screen similar to the following appears.

Page 9

Standard 2.1.3 Creating a New Project  



Click N ew P roject Enter a Project Code. Type the code as shown using the ‘_’ character to denote spaces.

Then Click OK

This will automatically create a folder called Training_Course_Model_1 beneath the default data folder shown on the previous page. This will be used for storing all the model data.

2.1.4 Settings Centre The next window to appear is the “Settings Centre”. Orion allows you to use “Templates” which contain preferred settings and parameters in a range of areas within the program. These can be swapped between projects and used to set up new projects quickly and easily with the settings you want.

Page 10

Standard Note: For the purposes of this course, we will just select one of the default templates. For more information on how to create and edit templates and how to fully utilise the Settings Centre, please refer to the Orion Help document from under the Help menu.



Select UK (BS8110) on the left hand side and click I m port.

2.1.5 Drawing Sheet Selection Orion has the unique ability to create working drawings from the design data. After having entered the project parameters the drawing sheet selection dialog box will automatically appear. 

Click on the drop dow n arrow to see the various sheet sizes available, pick A0 then click OK .

Note: You can enter your own sheet size in the width and height box if your required size is not available. You can also change the drawing and detail scales from this dialog.

Note: The sheet origin (0,0) is located at the lower left corner of the drawing sheet. If after creating your model, you find it is too close to the edge of the sheet, you can reposition it by clicking on the Sheet Origin button.

Page 11

Standard 2.1.6 Inserting Storey Height The next dialog prompts for the Storey height for the 1st storey 

Enter the storey height as 3300m m as shown below then click OK .

After entering the 1st storey height, the main drawing area (Graphical Editor) appears. Orion is now fully open and ready for our model to be created.

Page 12

Standard 2.2 Creating Axes 2.2.1 Exercise Aims •

Understanding Axis Directions

•

Using the Orthogonal Axis Generator

•

Rotating & Stretching Axes

•

Selecting Multiple Axes

2.2.2 Establishing Axis Directions and Labels Now we will begin to create the axes. 

Pick Orthogonal Ax is Generator from the File menu.

Note the text that is displayed at the bottom of the screen. This is prompting you how to proceed.



Hold dow n the Ctrl key w hile pick ing a point in the low er left hand region of the draw ing sheet.

After picking the reference point the Orthogonal Ax is Generator screen should appear. 

Fill in the boxes on the Orthogonal Ax is Generator as below.

Note: You could now click on the screen to define the co-ordinates of the reference point, however to ensure it has a sensible (i.e. whole number) offset from the origin hold down the Ctrl key on your keyboard while picking a reference point.

Page 13

Standard Note: The Orthogonal Axis Generator will create Direction 1 axes horizontally and give them Alphabetical labels, Direction 2 axes will be created vertically with numeric labels. It is worthwhile maintaining a convention so that the same axis directions are applied in all models. We would suggest all axes within +/- 45 degrees of the horizontal be assigned direction 1 and all axes within +/- 45 degrees of the vertical be assigned direction 2.

Dir 2

Dir 1 - +/- 45 degrees of the X axis

Y axis (90 degrees)

Dir 2 +/- 45 degrees of the Y axis

Dir 1

X axis (0 degrees)

Plan View in Orion 2D Model



Click on OK , the axes should appear as follows.

Page 14

Standard 2.2.3 Osnap methods The cursor can be made to snap onto the endpoint, or midpoint of an individual line or intersection of two lines etc. This will assist in creating axes or dimensioning or other positioning commands. Default Osnap Settings can be switched on in the “Edit” drop down and the toolbar. 

From the Edit menu choose Object Snap Settings and ensure the I ntersection, EndP oint and M idP oint Osnaps are switched on. Then click on OK .

The Osnaps you have specified become active when using either the Axis or Dimension commands.

2.2.4 Pick methods The last axis to be drawn was Axis 6. Therefore, this is the currently selected axis and is shown as a solid blue line. The Structure Tree View also indicates the selected axis. Provided that the Pick icon is active on the members toolbar it is possible to select a different axis by left clicking on it. To select several axes at the same time hold down the Ctrl key whilst picking the axes. The solid blue line indicates the last axis selected, the other axes that have been selected can be identified by the small squares or grips that appear at the ends of the axes. The selected axes are also indicated in the Structure Tree View. Clicking on the axis label in the tree view also selects an axis. Holding down the Ctrl button whilst clicking in the Tree View, also allows the selection of multiple axes.

2.2.5 Editing Axes 

Clear any previous axis selections by clicking on the Clear Selection Set icon



Then use either of the pick methods to select only Ax is 5.



With this axis selected, right click to activate the contex t sensitive pop up m enu as shown.

Note: The commands available on the pop up menu will vary depending on what is selected.

Page 15

Standard

The pop up menu allows the selected axis to be edited in a number of ways. 

Choose Rotate Ax is

Then follow the prompt at the bottom of the screen.



Change the Angle in the Ax is P roperties to 95 degrees



Pick the base of rotation by clicking on the intersection of axis A and 5. Provided you have set up Osnaps, the cursor should snap to the exact intersection.

The axis should then appear rotated as shown below.

Page 16

Standard Repeat this procedure to rotate axis F by 10 degrees about the intersection of axes F and 1.



Help??

If you can’t recall how to do the above:

Click the Pick icon Click on Ax is F to select it. Right mouse click and choose Rotate Axis Type in the angle as 10 Click on the Osnap intersection of axis F and 1 

The axes should then appear as follows:

2.2.6 Selecting/Stretching Multiple Axes Next we will stretch all the vertical axes so that they all extend above axis F. 

From the Edit menu choose Select Entity (Fence) and then drag a line between Axis E & F through all the vertical axes so they are all selected.



Right mouse click to bring up the pop up menu and pick Stretch Ax is



Click and Hold with your left m ouse button near Ax is 6 and drag up past Axis F.

The screen should now look as shown below.

Page 17

Standard 2.2.7 Creating Axes Individually In the training example it has been possible to create all the Axis Lines using the Orthogonal Axis Generator so it will not be necessary to create axes individually, however there will be many occasions in other models when you will need to add individual axes to an existing grid layout. There are two ways to achieve this: Either, i)

Create a new line parallel to an existing axis. To do this, select an existing grid line then right click to activate the context sensitive pop up menu. Choose Offset Axis. Define the offset and the label for the new axis and then left mouse click to one side of the initially selected axis to indicate the side where the new axis is to be drawn.

ii)

Create a new line by using the Axis Tool. To do this, select the Axis Tool from the Members Toolbar. Define the new label, then left click and drag to draw the axis. Note that using this method the line is being drawn ‘free-hand’ making it difficult to draw the line to an exact angle or length. To rectify this, hold down the CTRL key when drawing the line. This forces the angle and length to snap to multiples of the values shown in the Graphic Editor View Settings – Plan Tab.

With an Angle Step of 15 deg and a Length Step of 1000, holding down CTRL will force the axis to snap to an angle of 0,15, or 30 degrees etc. and a length which will be a multiple of 1000mm.

Page 18

Standard 2.3 Creating Columns 2.3.1 Exercise Aims •

Take a look at the different modelling Options

•

Creating Rectangular & Parallelogram Columns

•

Inserting Multiple Columns

•

Creating Circular Column

2.3.2 The Properties and Options with Columns Having created the grids we will now create the columns. However there are quite a few settings and options with columns so we will have a brief look at these before proceeding.



Click the Colum n icon or go to M ain M enu and pick M em ber/ Colum n.

The Column Properties dialog should appear as shown. There are 4 tabs to this dialog.

Insertion Options to update the e1 and e2 Dir 1/2 button - Indicates the column faces are parallel to which directions (axis). This will be demonstrated within the next few pages. (Pay attention to the column at grid B / 5)

- Column end conditions options (Fixed / Hinged). Simply click on the button to toggle the end conditions. Note pinned joints in concrete structures should be used with caution. Page 19

Standard Note: To view the calculated section properties of a column, click

on the Model tab within the Column Properties dialog and then click on the Display Section P roperties icon. The calculated properties can be edited manually by overwriting the zero values shown in the dialog boxes.

Orion will allow the user to model and analyse column or wall drop panels. These can then be taken into account for the Punching Shear Checks. b1 = width of drop b2 = length of drop e1 and e2 = allow the drop to be offset h-Head = depth of the drop from the top of the slab ie. If the slab is 300mm and a h-Head of 600mm is specified then the drop would project 300mm below the underside of the slab.

Page 20

Standard

Support Types > [Default]. The Default support condition is defined in M em ber > Support Type Definitions. The user can define additional support conditions for translation / rotation in the x, y and z axis. (mm) del z (top/bot) – The user can define different top and bottom levels for each column relative to the datum, i.e. for a sloping site. Plane (top/bot) – If a column/wall has been assigned to a Plane (i.e. for a sloping floor) then this Plane is referenced and the appropriate del z setting is made inactive.

Page 21

Standard 2.3.3 Creating Rectangular Columns We will start by creating some rectangular columns.

The 1st column we will create will be of size 600x300 where 600 will be in direction 1. Also these columns are to be parallel to the grids in both directions 1 and 2. 

Click the Dir 1/ 2 button to indicate the column faces are parallel to both directions 1 and 2.



In the dimensions box enter 600 in b1 and 300 in b2

Note: By right clicking on these boxes we can select a dimension from those available instead of typing a value. 

Click the centrally placed colum n icon from the I nsertion Options to update the e1 and e2 values as shown to the right.

The Column Properties should now be as shown below. Label Corner - Allows the user to define the label position relative to its four corners.

Page 22

Standard

Note: All columns must be entered at grid intersections. 

Place the cursor over Grid 1 and Grid B intersection (Note that the axes become highlighted in grey to show which intersection is being used) and left click to insert the column.



Click on the Zoom W indow icon W indow



Then box around the Grids A-B/ 1-3 to see the inserted column.

or from the M ain M enu bar pick View / Zoom

Note: The circular symbol labelled with an “R” indicates the centre of rigidity of the floor plan. As there is currently only one column on this floor the centre of rigidity is at the centre of the column.



Click the Zoom Lim its icon

to see the limits of the drawing sheet.



Now enter another column of the same size at Grids B/ 2 by positioning the cursor at this grid intersection and left click the mouse.

Page 23

Standard 2.3.4 Inserting Multiple Columns Multiple columns of the same size can be entered by clicking and keeping the left m ouse button held dow n, and then dragging along the grid intersections where similar sized columns are to be placed. 

Do this along the Grids B/ 4 –5, so your screen should look as shown.

Note: The column at Grid B/5 is drawn as a parallelogram and is placed parallel to both the grids it is

inserted at because the Dir: [1/2] button was selected. If only Dir: [1] button was selected then the column would be drawn as a rectangle, only parallel to the grid in direction 1. The reverse applies if the Dir: [2] button is selected. 

Now enter the rest of the centrally placed 600x 300 colum ns at the following Grid Intersections: D/ 1, D/ 4, D/ 5, E/ 4 & F/ 5.

Page 24

Standard So your screen should look as follows.

Centrally Placed 600x300 Sized Columns 

Now with the properties for the 600x300 column active, use the I nsertion Options to align the column so that its top left corner is positioned flush with the grids. With the alignment as shown, the eccentricities should change to e1=0 and e2=300.



Then enter the colum n at Grid F/ 1



Click on the Zoom Ex tents icon

so your screen should look as below.

Page 25

Standard

Members can be ‘nudged’ into their final position using the keyboard cursor keys. 

Using the cursor keys ‘nudge’ column 1C10 to an eccentricity of e1 = 150m m , e2 = 175m m . (Alternatively type these eccentricities into the Column Properties dialog and click Update.)

Note: The size of step can be controlled via Settings > General Settings, by adjusting the Member Section Eccentricity Step on the View tab.



Use the I nsertion Options again to align the next column thus so that its right edge is flush with the grid line. Ensure that Dir: [1/ 2] is selected and then insert the column at Grid I ntersection E/ 5.



Zoom in to this column and as shown below it should be labelled as 1C11.

Page 26

Standard



Now enter some square colum ns of size 350x 350 centrally placed at grids and parallel to ax is in direction 1 only. These columns are to be placed at Grids E/ 1, E/ 2 & F/ 3 as shown below.

Page 27

Standard 2.3.5 Creating Circular Columns Now we will enter a circular column 400mm in diameter. 

Type 400 in the b1 box and leave b2, e1 & e2 as 0, then click on Grid F/ 4 to enter the circular column.

Note: To enter a void in the centre of the column, put a negative value in the b2 box (i.e. 100mm pipe would be entered as -100).

View of Circular Column 1C15 2.3.6 Using the Polyline Column Editor This option allows the user to specify any shape column for the analysis and design. Please refer to the Help system for information on how to use the ‘P olyline Colum n Editor’.

Page 28

Standard 

All the columns have now been entered. They should be shown positioned at the grid line intersections below:

1st Storey Column Layout Hint??

Have you missed out any of the columns?

Take a look at the Structure Tree - If your model is correct it should be indicating 15 colum ns at this stage.

Page 29

Standard 2.4 Creating Shear Walls 2.4.1 Exercise Aims •

Creating C-Shaped Core Wall

2.4.2 Overview of Options You will see many of the options are similar to the options in the columns dialog but there are a few that refer to walls only.

The geometry of the wall is defined under the Gen tab. The wall is defined between grid points. Extension zones (Ext) can also be defined to model the physical position of the wall. Note – It is recommended that the extension zones are kept to a minimum as shown below. The orientation of the wall is defined by the label direction. This is controlled automatically by Orion. In simple terms Ext I refers to the start of the wall, and Ext J to the end.

Ext I

Ext J

Page 30

Standard Material Properties – The choice of material can be controlled on a wall by wall basis. However it is recommended to use the [Default] material properties controlled by the Parameter Settings. It is recommended that changing any material properties in this window should be done with caution.

(mm) del z (I,bot) – The base levels of ends I can be controlled based off the datum. (mm) del z (J,bot) – The base levels of ends J can be controlled based off the datum. This enables sloping base of walls. Support Type – The support Types can be defined as per the columns. It is recommended to use [Default] settings. Wall Model Type –The analytical model for this shear wall can be controlled on an individual basis. The Mid-Pier and FE Shell Methods are described fully in the Engineers Handbook. It is recommended to leave this setting as Default.

Mid Pier Model

FE Shell Model

Page 31

Standard 2.4.3 Creating a Core Wall Now we will create a lift core wall which will be 200mm thick and C-shaped. 

Pick the Shear W all icon or go to Member/Shear Wall from the Menu bar.



Enter 200 in the b: dim ension box , 100 in the b2 box and enter 100 in the Ex t: I & J box es. (This is how far the wall extends past the grids that it is inserted).



Click on the Insertion Options icon and select the wall to be centrally placed on the grid



Insert the wall by clicking and dragging from the start grid C/ 2 to C/ 3.



Do the same at Grid D/ 2 to D/ 3 and Grid C/ 2 to D/ 2 as shown below.

Page 32

Standard 2.5 Creating Beams 2.5.1 Exercise Aims •

Creating Multiple Rectangular Beams

•

Applying Beam Wall / Member Loading

2.5.2 Creating Multiple Rectangular Beams 

Pick the B eam s icon or go to M em ber/ B eam .

We will first enter some Beams along Grid B/1-6 of size 300x600. 

In the Beam Status Bar ensure that dim ension b is 300 and the dim ension h-bot is 600. Label – The labels will automatically generated in the model, ie. 1B1, 1B2, 1B3 etc…. b - The width of the beam b2 – This option determines if the beam is offset in relation to the grid it is being created. This can be manually applied or by using the [Default] offsets. Pinned – Left clicking on the blue beam allows the user to define pinned end supports, on either / both ends of the beam h-bot – This is the amount you wish for the beam to project below the slab. H-top – This is the amount you wish for the beam to project above the slab. See diagram below.

Page 33

Standard

I / Shear Area / hf / bf and E – These will all be calculated automatically based on the Material Properties / Beam Size and the connecting slabs for the calculation of the flanges.

The beam along Grid B/1-6 is to be placed in the centre of Grid B so that the b2 dimension is half of the b dimension, 

Ensure this by clicking on the icon 150mm as shown above left.

this will automatically set the b2 dimension to



The beam is positioned at Grid B/1-6 by left clicking and dragging from the start of Grid B/ 1 and releasing when your cursor is at Grid B/ 6 so that 4 beams are entered as shown below.

Note: Like the columns, the beams are automatically labelled based on the storey and numbered sequentially as they are entered. Orion has automatically split the beam into four individual members between the columns.

Page 34

Standard 

Now enter some m ore beam s in the following order of same size at the following locations:

From

To

Beam Size

D/1

D/6

300 x 600

E/1

E/5

300 x 600

2/A

2/C

300 x 600

4/A

4/F

300 x 600

1/A

1/F

300 x 600

5/A

5/F

300 x 600

6/B

6/D

300 x 600

So your screen should look as shown on the next page.

Page 35

Standard

Note: A beam will not be placed where a wall already exists. A beam was not placed at Grid D/2-3 because of this.



The perimeter beams along the top and bottom edges are only 250mm wide and 800 deep. Enter them as indicated in the table below ensuring they are placed centrally on the grid:

From

To

Beam Size

F/1

F/5

250 x 800

A/1

A/5

250 x 800

Page 36

Standard 

A *** Slender Section** * warning message should appear, click on OK to accept and your screen should look as follows.

Note: The perimeter beam at Grid A/1-5 has been created as a single beam spanning > 17m and supporting the vertical beams along grids 2 and 4. It is possible to redefine this part of the model so that the beams along grids 2 and 4 become cantilevers that support the perimeter beam.



Delete the perimeter beam along the bottom edge and then re-enter it as 3 separate beams as indicated in the table below:

From

To

Beam Size

A/1

A/2

250 x 800

A/2

A/4

250 x 800

A/4

A/5

250 x 800

So your screen should now look as follows.

Page 37

Standard 2.5.3 Inserting the rest of the 1st Storey Beams 

Define the rest of the 1st storey beams centrally on the grid (with the b2 dimension half of the b dimension) as follows:

From

To

Beam Size

2/D

2/E

300 x 600

3/E

3/F

300 x 600

C/3

C/5

250 x 600

3/C

3/D

200 x 500

Now your screen should look as shown below: Note: When you place the beams between C/3 and C/5 you will see a message about sub-dividing these beams with the beam running along axis 4 – Click Yes to sub-divide

Hint: Have you missed out any of the beams? 

Take a look at the Structure Tree It should indicate 37 beam s.

1st Storey Beam Layout

Page 38

Standard 2.6 Creating Slabs 2.6.1 Exercise Aims •

Creating 2 way spanning Slabs

•

Creating Cantilever Slabs

2.6.2 Creating 2 Way Spanning Slabs For Beam and Column construction, slabs can be designed based off the co-efficient method in the code. Other methods of design are considered later.

Note – Current loading method assumed to be the Yield Line Method



Select the Slab icon or from M em ber/ Slab.

We will now enter the slabs at the 1st storey. 

In the Slab P roperties enter the slab thickness h to be 120 and the cover to be 25, all dimensions are in mm.



Then click on the Loads tab and enter an Additional Dead Load of 1.2kN/ m 2 and in the I m p. Load box do a right m ouse click and select a value of 1.5kN / m 2 .

Enter the 1 st slab by positioning the cursor between Grid A-B / 1-2 , then left click the mouse. 

Note: The self weight is calculated automatically depending on the slab thickness. Returning to the General tab, click on the Type box and all the possible Slab Types will appear in pop up menu as shown below. The slab type relates to table 3.14 in the code and is used to obtain correct reinforcement values, based on the coefficient method. For ease in creating this model we will initially leave the Slab Types as 1. Once all the slabs have been created the program can be made to automatically calculate the correct type for each slab.

Your 1st slab 1S1 should appear as below including the yield line for the slab load distribution.

Page 39

Standard



Repeat this process to define two more 120 thick slabs as follows:

Region

Thickness (mm)

Dead Load (kN/m)

Live Load (kN/m)

A/2 – B/4

120

1.2

1.5

A/4 – B/5

120

1.2

1.5

So now your screen should look as follows.



Now enter some 150 thk slabs which have the same Additional Dead Load as the existing ones but are to have an I m p. Load of 3k N/ m 2

Region

Thickness (mm)

Dead Load (kN/m)

Live Load (kN/m)

C/3 – D/4

150

1.2

3.0

Page 40

Standard C/4 – D/5

150

1.2

3.0

D/4 – E/5

150

1.2

3.0

E/3 – F/4

150

1.2

3.0

E/4 –F/5

150

1.2

3.0

B/5 – D/6

150

1.2

3.0

So now your screen should look as follows.



Now enter some 200 thick slabs at the following locations:

Region

Thickness (mm)

Dead Load (kN/m)

Live Load (kN/m)

B/1 – D/2

200

1.2

3.0

B/2 – C/4

200

1.2

3.0

B/4 – C/5

200

1.2

3.0

Page 41

Standard D/1 – E/2

200

1.2

3.0

D/2 –E/4

200

1.2

3.0

E/1 – F/3

200

1.2

3.0

So now your screen should look as follows.

2.6.3 Setting Slab Types Automatically To automatically set the slab types in accordance with table 3.14 proceed as follows: 

Clear any members that are currently selected by clicking on the Clear Selection Set icon

Page 42

Standard 

Right mouse click on the Slabs folder in the Structure Tree and select Set Slab Types Autom atically as shown below

The Slab Type Determination dialog appears as shown below.

Note – For continuity of the slab type to be considered, the adjoining slab edge must be 70% or greater in length.



Click on OK to proceed

Note – This message confirms how many slabs are in the model, how many of them have openings and displays the Slab Type that has been assigned to them.



Click on OK once more.

Page 43

Standard 2.6.4 Creating Cantilever Slabs Now we will enter a Cantilever slab 

Select the Slab Type 12 and enter a thickness for h of 150m m .



Enter the length of the cantilever slab to be 1000 in the L-Cant box, so your properties window should look as shown to the right.



If you click on the Display Slab Label icon so a cross goes through it. The effect of this is to switch off the label for the slab on the drawing.



As with normal slabs, click on the Loads tab. Ensure the Load values are as follows: Dead Load 1.2 kN/m, Imp. Load 3kN/m2 You could now insert a cantilever slab along the full length of a beam in the same way as you would insert a beam or wall

Note - Each cantilever slab can only be defined relative to one beam. Therefore, to place a cantilever slab along the side of a building, you would be required to specify separate slabs for each of the beams along the edge. Also the insertion points for the beginning and end points of the slab should coincide with those of the beam to which it is adjacent.

Tip: Click along the RHS of the beam. When clicking from intersection to intersection click in an anticlockwise direction.



With the cantilever slab properties still active, type the slab width in the b-slab box as 3000



Ensure that the cantilever length, L-cant, is still 1000



In the ‘d’ box, type the distance from the grid where the slab is to be inserted as 4000. The slab thickness, h, is 150.

Page 44

Standard 

Now click and drag from Grid 3/ F to 1/ F so the cantilever slab 1S16 is shown as below.

So you can see from this that b-slab controls the width of the cantilever and d controls how far from the start insertion point the cantilever slab is positioned. This then allows you to control the size of the cantilever slabs easily.

Hint??

Have you missed out any of the slabs?

Take a look at the Structure Tree - it should be indicating 16 slabs.

Page 45

Standard 2.7 Additional Slab Information 2.7.1 Rel. Level This allows a step in the slab, however if the relative difference in elevations will cause a separation in diaphragms, then try using plane definitions.

2.7.2 Slab Additional Load Library It is possible to set up some default Slab Additional Loads by going to Member > Slab Additional Loads Library. This allows you to set what materials are being used for a particular slab area and automatically works out the load this would impart. These can then be saved and quickly applied as Additional Slab Loads using the drop down menu on the Loads tab in the Slab Properties window.

Page 46

Standard 2.8 Member Re-Labelling 2.8.1 Exercise Aims •

Re-label all the columns, walls, beams and slabs into a more ordered sequence.

2.8.2 Changing the member labels Currently the members have been labelled in the order in which they were created. It would be preferable to have them labelled to reflect their location on the plan. 

From the Edit menu select Re-label M em bers.



Choose the options as shown below and then click on OK .

This will re-label all elements in the plan view, but they will still be listed in the same order as they were created in the structure tree. To have them listed numerically again – i.e. 1C1, 1C2, 1C3 etc – you will need to save the model and re-open it.

Page 47

Standard 2.9 Using Tables to Edit Multiple Members 2.9.1 Exercise Aims •

Changing properties of multiple members in one go by using the member tables

2.9.2 Changing Properties of Multiple Members To demonstrate this function we shall change the slab thickness of all the slabs in the model. 

Clear any previous selections by clicking on the Clear Selection Set icon



Right click and choose M em ber Tables > Slab Table

This same option is available from Member > Member Tables > Slab Table. The Slab Table should now appear as shown, containing all of the slabs. From here it is possible to change either the property of an individual member in the table or update a property of all the members at the same time.



Highlight the column, h as shown by clicking on the label at the top of the column.

Page 48

Standard



W ithout clicking anyw here else, type the new required slab thickness, 200m m .



Press Enter and the new thickness have been auto-applied to all the slabs in the table.

Note: When the slab thickness is changed the self weight is also automatically modified.

2.9.3 Changing Properties of One Member in the table only 

Change the thickness of slab 1S16 to 180mm as shown below



Click on one of the other row s in the table to m ove the focus off 1S16 as show n



Click on Close

Note: If several members of different element types are selected, you will not be able to right click and choose Properties. Instead you should right click and choose the required Member Table. For example, if you have some, but not all, slabs selected and then either open the Slab Member Table or right click and choose Properties, the member table will be opened and only the selected slabs will be listed. This would allow you to edit multiple elements in one go without editing all. Alternatively you can have the Member Tables toolbar docked permanently on screen - This can be done by right clicking on any toolbar to display the menu of available toolbars. Tick the Member Tables toolbar option and it will be displayed and can be dragged to a suitable position.

Page 49

Standard 2.10

Wall Loads and Additional Beam Loads

2.10.1

Exercise Aims •

Apply Beam Wall Loads

•

Apply Additional Beam Loads

Note: Slab loads will be automatically applied to beams based on the default Slab Loads Calculation Method. For this example, this is currently set as the Yield Line Method.

2.10.2

Apply Beam Wall Loads



Select the beam at the right end of grid F, right click and choose Edit Beam W all Load.



Define a Reference Name of Brick W all.



Enter a W all Unit W eight of 3.8kN/ m



Enter a W all Height of 3.4m



Enter a W all Thickness of 0.2m



Click on OK and the beam is shown hatched, indicating it has a Brick Wall load applied.

Page 50

Standard To apply the same wall load to the other perimeter beams proceed as follows: 

Right mouse click on the same beam again and this time choose Copy Beam W all Load.



Using the P ick icon, select the remaining perimeter beams, remembering to keep the CTRL key held while selecting, so that each one is added to the existing selection set.

Hint??

If you have difficulty selecting the beams try this:

From the Layer Tool Bar at the left edge of the screen click on the Axis Layer Group icon. This will temporarily switch off the display of the grid lines. Now use the Pick icon to select the beams When all the beams are selected remember to switch the grid lines back on by clicking on the Axis Layer Group icon once more.



When the entire perimeter beams are selected, right click again and this time, choose P aste Copied B eam Loads from the menu.



When prompted by the below message, click Yes to apply the beam wall load to the beams

All beams will now be hatched in the same colour to show the loads have been applied.

Page 51

Standard 2.10.3

Apply Additional Beam Loads



Select beam 1B30 as shown. (If the indicated beam is not labelled 1B30 try re-labelling the members once more as described in Chapter 2.8.)



Right mouse click to display the Pop Up menu and choose Edit M em ber Loads.

The existing loads on the beam are displayed. T2 and T1 are the slab loads from left and right. The self weight of the beam is also displayed.

Note: This is the chosen Load decomposition method for this beam [Default]. 

Click N ew Load

Page 52

Standard The three icons at the top of the Load Profile Editor allow you to add Uniformly Distributed Loads, Partially Distributed Loads and Point Loads respectively.



Click on the P artial Distributed Load icon and then click on the Load Editor button.



Click on the partial uniform load icon as shown.



Enter the distance, x to the start of the load as 1m



Enter the run of load, a as 2m



Enter the load intensity, P as G = 4k N/ m and Q = 3kN/ m



Click on OK

The load should be drawn as follows:



If desired, type a label for the load then click on OK

This additional manually entered load is shown on the T0 diagram as below



Click on OK

Page 53

Standard 

To view the ‘Total Added Loads’ on the beams in the plan view, go to Settings > View Settings and click on the B eam s tab



Left click to tick the box P rint Total Added Loads.

This will now display the Total Added Loads in the plan view next to every beam, as shown in the image at the bottom of this page.

You will notice that the settings to control the Beam Hatching are also found in this view. 

Set your preferred Hatch Colour by clicking the Select Hatch Colour button



Try switching between Beams With Wall Loading (to hatch the perimeter beams) and Beams With User Defined Loading to hatch beam 1B30.



Click on OK

Page 54

Standard 2.11 Generating a 3D View of the Model and Creating Additional Storeys 2.11.1

2.11.2

Exercise Aims •

Generate a 3D View of the Model

•

Inserting Additional Floors

•

Copying Storey Data from one floor to another

•

Editing the Storey Height

Generating/Manipulating a 3D View

The building currently consists of only one floor. To complete the analysis model we shall generate additional floors. To assist in this process a 3D view of the model can be created. A 3D view of the model can be obtained which will allow you to choose different layouts of Plan view (P) and 3D view (3) windows. It is possible to create different 3D views in different windows. 

From the W indow menu select the Tile Vertical

Note: Alternatively, the Plan/3D View tab at the bottom of the screen can be used to cascade & tile the different windows

Page 55

Standard The 3D View can be manipulated in a number of ways: 

Left click on the 3D View window to make it active

Zoom - Scroll the scroll wheel on your mouse and will zoom in to the centre of the model. Pan - Depress the scroll wheel on your mouse and then moving the cursor around the screen. Rotate - Hold down the right mouse button and moving the cursor around the screen. The model will rotate about its centre point. There is also a toolbar at the bottom of the 3D view that allows much more manipulation of the view.

Settings

Plan View Filters

Window Views Animation/ Save Image

Zoom Function Regen View

You can also model in 3D by being able to Insert, Edit and Delete elements in the same manner as in the 2D view.

Page 56

Standard 2.11.3

Inserting Additional Floors

Now we will generate an additional 3 floors , so the model will become a 4 storey building . This is a two step process. Firstly, we must insert the additional storeys 

Right click on Storeys in the Structure Tree to display the Storey M enu



Choose I nsert storey, or alternatively go to B uilding > I nsert Storey.



Enter the Total Num ber Of Storeys as 4, so we get the following view

Page 57

Standard 2.11.4

Copying Floor Data to Other Floors

The model now has 4 storeys, but as can be seen, it does not contain any members in the plan view. 

Right click on Storeys in the Structure Tree to display the Storey M enu and select the option Generate storey (or go to Building > Generate Storey) so the Generate Storey window appears



Highlight St01 as the Source Storey and then St04 as the Target Storey.



Then click on OK .



Once you get the message ‘P rocess Com pleted’ at the bottom of this window, select Close

From the Structure Tree you will see that St01 & St04 have a circle mark next to them but St02 & St03 don’t have this mark. Floors with a mark are classed as ‘Unique’ and have their own storey information (beams, columns, walls etc). Floors without a mark next to them are classed as ‘Duplicates’ and are automatically made identical to the first Unique Storey directly above it. Therefore, only ‘Unique’ storeys can be edited. Hence storeys St02 & St03 are duplicates of St04. This is highlighted by the Storey Reference in brackets. Whatever changes are made to the Unique Floor will be carried through its Duplicates. Therefore, if we were to edit St04 now, the same changes would be applied to the Duplicates St03 and St02. We want to edit St04 (the roof) but keep the other floors below it the same as they are now. Therefore, we need to first generate the same storey information from the St04 to St03 then modify the 4th storey accordingly. So we can do this as follows: 

Right click on Storeys in the Structure Tree to display the Storey M enu and select the option Generate storey.



Ensure that the source storey is St04 and the Target Storey St03 then choose OK



Once the process is complete, click Close

From the Structure Tree you will see that St03 now has a circle mark next to it indicating that it is a unique and editable floor, as are St01 and St04. St02 cannot be edited, as it is identical to St03.

2.11.5

Moving between Storeys

The current storey displayed in the plan view will be shown in bold on the Storey menu in the Structure Tree. To change to a different storey, simply double click on it in the Structure Tree. 

If you are not currently viewing storey 4, double click on Storey: St04 so that it is shown in bold (as shown on the right)

Page 58

Standard 2.11.6

Editing the Roof



Select the Slab icon or from the Pull Down menu select M em ber > Slab.



Select the Slab Type to be 1 and ensure the thickness is 200m m and the cover 25m m .



Then enter the slab where the lift wall is at Grid 2-3/ C-D

So your screen should look as follows.

2.11.7

Editing the Storey Height

We will now edit the storey height as currently each floor is 3300mm high based on the 1st storey generated earlier. 

Select Edit Storey from the storey m enu or by going to Building > Edit Storey so the Edit Storey dialog box appears as shown below.

Page 59

Standard 

To change a floor height, click in the cell for h(m m ) at the desired storey, St01



Change the current value of 3300 to be 4000. Click outside the cell and you should notice the values in the Level column have changed as shown below.

1st Storey Bottom Level – This is effectively the Z co-ordinate for ST00. This does not affect the storey heights of any level and is only used to calculate the reference level for each floor (shown in the ‘Level’ column in the table above). Foundation Level –This is the length of the column below the datum level (St00), by Default 1100m

2.11.8

Specifying Imposed Load Reductions for Each Floor

The Edit Storey dialog is used to apply imposed load reductions to a model. You can also specify whether you want to consider the roof level. 

Tick the option to Consider Roof Level as Adequate Storey for Live Load R eductions



Click the Apply button to apply the appropriate Imposed Load Reduction factors to each level



Click OK

Page 60

Standard

3 Building Analysis 3.1 Pre-Analysis 3.1.1 Exercise Aims •

Set up the Project Parameters and Loading and selecting the Materials

•

Define the Analysis Settings

3.1.2 Pre-Analysis Tab - Parameters, Loading and Materials 

From the Run menu choose Building Analysis.

This should then display the Analysis Form.

As you can see, the Pre-Analysis Tab allows you to set up the Project Parameters, edit the Loading and Load Combinations and select your Materials. These features will be discussed in more detail but the trainer, but are also covered extensively in the Orion Help System.

Page 61

Standard The Parameters button allows the user to set/modify the Project Parameters. These include: Codes: Select which design codes you are working to

Lateral Loading: Decide how your Notional Horizontal Forces are calculated

Lateral Drift: Decide if the structure is braced or unbraced

Page 62

Standard The Edit Load Combinations button can be used to view and, if required, modify the load combinations and their factors.

You can view/create/edit individual Load Cases by clicking on the Load Cases button, or get Orion to automatically create Load Cases and Combinations by pressing Loading Generator. For more information on this, please refer to Appendix E of this manual or the Engineers Handbook.

Page 63

Standard The Edit Storey Loads button can be used to view and, if required, modify the lateral load cases applied at each storey. You can also view the Mass and co-ordinates for the Centre of Gravity for each level. The notional lateral loads are calculated automatically once the Building Analysis is complete.

The Edit Materials button can be used to view the concrete and steel grades selected for each member group and the steel bars available for the design for each element group. You can also specify the Unit Weight of Concrete and Blocks and set the Coefficient of Thermal Expansion. 

Click the Edit M aterials button on the P re-Analysis Tab so the following screen appears.

Page 64

Standard 

Click on the Concrete Grades button adjacent to Colum ns , choose Concrete Grade C32/ 40 and check the Apply to All M em bers Types box as shown below and then click OK

This will set all structural members to have Grade C32/40 Concrete – 32 being the Cylinder Strength and 40 being the Cube Strength.

Note: Different Member Types are can have different concrete grades set globally here. However the grade can be varied from one member to the next within a Member’s Properties window.

Page 65

Standard 

Click on the Steel Grades button adjacent to Colum ns and then choose Grade 500 (Type 2) and check the Apply to All M em bers Types box as shown below and then click OK

This will set all structural members to have Grade 500 (Type 2) Steel for their reinforcement.



Check that you have the unit weight of concrete set to 24kN/ m 3 before proceeding.



Click the Bar Sizes button adjacent to Colum ns.

Page 66

Standard You will notice some bars have been selected by default. Bars can be unselected by clicking on them to remove the tick (similarly click to select). Note: If you do not select a particular bar size here, that size will NOT be available for selection in the design process later. For example, if you only ticked H16 in this window, only H16s could be used to design the Columns later.



Make sure the selected bars are H10, H12, H16, H20, H25 and H32

Note: You may prefer to modify the bars to select from. Some bars are only available in Europe and others in Asia. However, these training notes are based on the above bar sizes - if you make changes the member designs may differ from the manual.



Click OK to go back to the materials tab, then review (and modify if desired) the bar diameters to be used for beams, slabs etc.

Page 67

Standard 3.1.3 Model Options Tab – Model Analysis Settings 

Click on the M odel Options tab

The model options shown here are fully described in the Engineer’s Handbook, found from the Help Menu. Automated generation of Rigid Zones (where beams frame in to columns/walls) is an advanced feature within Orion. Setting Rigid Zones to Maximum, or Reduced by 25% creates a more realistic model of the beam/column interface which reduces the design moments within the beams.

None – Centreline moments used for design. No Rigid Arms.

Diagram Shown with MAXIMUM Rigid Arms

Reduced –Mom generated 25% from the perimeter of the section

Maximum – Moments at the face are used for the design. Rigid arms extend to the section perimeters (100%).

Page 68

Standard 

Click on the Stiffnesses tab.

On this page, the engineer can globally adjust the properties to be used for each member type. Note: The torsional stiffness factor has been set to 0.01 for the beams to prevent significant torsions from developing. 

No changes will be made, click on Settings tab.

Total Hor. Drift Limit – This check is for the maximum total allowable displacement, which is checked at every storey level. 12000mm * 0.0010 = 12mm Relative Hor. Drift Limit – This check is in accordance with BS 8110: Part 2 and is the maximum relative displacement between each storey. 3300mm * 0.002 = 6.6mm These checks are performed for the NHF’s, Nx and Ny 

Tick the option Use Decom posed Beam Loads

Note: For flat slab models there is an option to use undecomposed slab loads for the notional horizontal load calculation. See later notes.

Page 69

Standard 3.2 Performing the Analysis



Click on Building M odel Check.

This will check that the building is valid for those conditions indicated. 

Choose All Storeys and then click on the Ok button. Page 70

Standard

Note: Even if this reports no errors, it doesn’t guarantee that the building is modelled correctly. There can be other problems in the model that are not picked up by the validity checking process. 

Assuming that no errors are reported, Cancel the dialog

During the Building Analysis, the Beam Load Calculations (All Storeys) are completed (based upon your loading method – currently Yield Line ). The slab loads are distributed onto the supporting beams; all the load data is assessed; the weights and mass centres of each storey are calculated and any notional lateral loads are determined. After analysis it is then possible to automatically perform Column/Wall Reinforcement Design and Beam Reinforcement Design for all members in the building. 

Make sure Colum n/ W all Reinforcem ent Design and Beam Reinforcem ent Design are not checked before clicking on Start to begin the building analysis process.

The Beam Load Calculations commence and a warning message should be displayed.



Click Y es and the analysis process continues and then OK when the Analysis has completed.

Page 71

Standard Hint: By clicking ‘Yes’, in the above process to mark the cantilever beams, a small red triangle is attached to each one detected. The user can override this automatic marking back in the graphic editor by selecting the beam, right clicking and choosing Mark Free End of Cantilever Beam as shown. This may be necessary where two cantilever beams meet. (EG beams B3 and B36). The marking does not affect the analysis, however it does affect the way the beams are subsequently detailed.

3.2.1 Checking the notional lateral loads Once the Building Analysis has been performed, the weights of each storey can be viewed and if lateral loads were specified in the P roject P aram eters they can be viewed and edited. 

Return to P re-Analysis and select Edit Storey Loads.

By clicking on each of the storey labels in the upper table, the Nx and Ny values for each storey can be viewed and edited if required, in the lower table. 

Click on Cancel to leave the notional forces unchanged.

Page 72

Standard

Point of Application Notional Horizontal Forces

Nx

CofG = Centre of Gravity

CofG

Ny

Floor Plan

17.333m

Sheet Origin (0,0)

14.070m

Page 73

Standard 3.3 Post-Analysis 3.3.1 Cross Checking the Analysis Result An important cross check on the validity of the analysis is the Ax ial Load Com parison Report . This report sums all of the dead and live loads applied at each storey and displays the axial forces in the columns and shear walls. These values should equate to each other (within a few percent). If they do not the reason for the discrepancy should be investigated. 

Go back to the Analysis tab



Select Ax ial Load Com parison Report

The total “SUM OF APPLIED LOADS (Using Un-Decomposed Slab Loads)” values should be similar to those from the Decomposed Slab Loads table. Provided that any difference between the un-decomposed and the decomposed values can be accounted for, the Total Decomposed Applied Dead Load should be compared with the Total Delta G value from the “BUILDING ANALYSIS COLUMN/WALL AXIAL LOADS” table. Similarly, the Total Decomposed Live Load should then be compared with the Total Delta Q value. Any significant differences in these values also have to be able to be accounted for. If required the report can be printed, or it can be saved for later inclusion in a batch print out of all reports created by the program. 

Click on Save

See following page for an example of the Axial Load Comparison report Summary – For Beam and Column Construction CHECK 1 Sum of Undecomposed Slab Loads

~

Sum of Decomposed Slab Loads

~

Total Delta G

~

Total Delta Q

CHECK 2 Total Decomposed Applied Dead Load CHECK 3 Total Decomposed Applied Live Load

Page 74

Standard Axial Load Comparison Report

Page 75

Standard 3.3.2 Model and Analysis Results Display The Analysis results can also be viewed graphically. Various effects can be displayed and the results can be filtered by axis and by storey. 

Click on the P ost-Analysis tab



Click M odel and Analysis Results Display

If too many labels are displayed the screen can appear cluttered as shown above. However, using the various drop-down filter buttons and the view settings, you can create something more meaningful.

Page 76

Standard 

Click the various filter buttons to create different views. The menu’s can be dropped down to choose what you want to show, and then the button can be toggled on and off.

This is the Nodal P oints filter

This is the Fram e Elem ents filter

By clicking on the Filters button, located just to the left of the nodal points filter button, you can filter by storeys, axes and member type, as shown above. You can also do a Search for specific nodes, frame elements or shell elements by clicking on the binoculars icon, to the left of the filters button, as shown below.

A large arrow will point at the item you have searched for. This is useful if the Building Analysis reports conditions with certain nodes.

Page 77

Standard There are further filtering and setting options found in the View Settings window, which can be accessed from the View menu:

Below is a view of the model showing the displacement, using the Displacem ents filter. The X values have also been displayed, and the displacement scale has been increased.

Page 78

Standard This next view shows the frame loads and values for storey 4 only

All results displayed are based on the specific Load Case or Load Combination selected in the Loading drop down menu, as shown below.

Page 79

Standard 3.3.3 Analysis Output Reports (for information only) The next stage is to prepare a report of the analysis results. 

Select Analysis R esults R eport so the following dialog box appears.



Expand Storey 1 and highlight Colum ns and W alls by holding down CTRL as shown.



Click on the button to transfer all the columns and walls to the right hand side.



Click Next and on the next screen select Structural M em bers

Page 80

Standard



Select the results to display as shown below.

Note: ‘i’ results are at the top of the members and ‘j’ results are at the bottom.



Click N ex t



Change the output options to match those shown on the following pages.

Note: Y – This denotes a Loadcase K – This denotes a Load Combination

Page 81

Standard

Sign Convention Positive Definition of Member Forces

Page 82

Standard



Click the Create Report button and a report should appear in WordPad as shown below.

Page 83

Standard 

Close the Report and then choose Ex it to go back to the Analysis Form dialog box.

From the Analysis Form, a formatted version of the report could be generated by selecting “Structural Member Results” from the Output Reports drop down menu. This could then be printed directly or saved to a file using the commands on the File menu. Apart from the Building Analysis Results, various other reports are also available. 

Click on the M odel Ex port tab

This area allows you to export your Orion model to various other programs – such as S-Frame - so you can investigate it further without having to create a new model for each program. 

Click on the Reports tab.

As we have seen, the analysis results report is available on the Post-Analysis tab, however all of the other detailed output reports are available from here, For example:

P re-analysis checks report: - a basic summary of the model input. P ost Analysis Checks R eport: - the horizontal displacement (drift) checks (Total and Relative). Analysis M odel Echo R eport:- the full analysis input data file. Storey Displacem ents R eport : Orion calculates the displacements in the x and y directions and torsion for each load combination for each storey. Sw ay Classification R eport: This report is based upon ACI code recommendations, and is not applicable if braced conditions have been m anually am ended. This option should only be used with cross reference to the ACI code.

Beam Load Analysis Report : contains the beam loads. Each of these reports can be printed, or saved for later inclusion in a batch print out of all reports created by the program. They can also be exported to a variety of different file formats.

Page 84

Standard

4 Beam Reinforcement Design 4.1 Exercise Aims •

Review of Beam Design Settings

•

Designing all Beams using Batch Mode

•

Interactive Beam Design

•

Creating the Beam Elevation Drawings

4.2 Beam Design Settings and Parameters 4.2.1 Beam Design Settings Prior to performing the design it is recommended that you take time to consider the various settings and parameters that can be used to control it. Judicious use of these settings can have a big impact on the economy and practicality of the resulting design. These settings can be set up and saved as part of your Template, so you can automatically start with the same Beam Design Settings for every model. 

Go to Settings > Beam Design Settings > Storey Beam Settings

A brief overview of the options will be given by your trainer, but for further information regarding these settings please refer to the extensive Help system. The subsequent beam designs were undertaken with the Default Settings for the ‘UK (BS8110)’ Template.

4.3 Designing all Beams using Batch Mode We will now design all the beams using the Batch M ode feature . 

Go to Run > Beam Section Design and Detailing > Storey Beam s

Page 85

Standard The Beam Design Settings can also be found in the Settings drop down menu in this window. 

Select File > Beam Reinforcem ent Design (Batch M ode).



Then using the Re–select All Bars option choose Calculate

You can review all of the designs and any errors by clicking the Messages button, which appears upon completion of the batch design 

When the process has been completed, click Close.

The beams that have been successfully designed are now indicated in the table.

The batch design has been performed in accordance with the current beam design settings. These can be modified to suit the users requirements. If you re-run the building analysis after making any changes to the model and then go back into the beam design window, the colour of the design ticks will have changed. • Green tick = PASS • Red cross = FAIL • Yellow tick = Beam passed with previous analysis and design results, but they are not currently up to date. Results can still be accessed and used, but it is the users decision whether to do so

Page 86

Standard 4.4 Graphical Review of Passing / Failing Members It is possible to review the design status of all members graphically. This is done by clicking on the Design Status tab located at the bottom of the Structure tree view. 

Close the beam design summary and click the Design Status tab as shown.

Any failing beams would be highlighted in red



Select Run > Beam Section Design and Detailing > Storey Beam s to redisplay the beam design summary.

Page 87

Standard 4.5 Interactive Beam Design Using the filter command, beams can be filtered by storey or member label, or only failed beams can be listed. 

Click on the filter icon



Filter to display only the Storey 1 beams.

Only Storey 1 beams are now displayed.

4.5.1 Utilisation Ratios The beam design summary includes an utilisation ratio. This is the ratio of As_required/As_provided. Hence, if the utilization ratio is greater than one, then at least one of the beams on the axis is failing because it has insufficient area of steel. If the utilization ratio is less than one but the beams are still failing this will probably be because: •

The beams have insufficient width to accommodate reinforcement required

•

Or, the deflection is too great. Page 88

Standard 4.5.2 The Axis and Beam Information Editor 

Scroll down to locate the beam line on Ax is F at storey 1, P art 1 and double click on it, or highlight it and choose File > Design, or click on the icon Reinforcem ent Design

The Ax is and B eam Data window opens showing the beam dimensions and supports along axis F at storey 1.

Note: If the beam size is too small, changing the values displayed here can amend it. However, the Graphical Editor will need to be updated manually also.

The Design button shows design forces used to determine the required area of steel for the highlighted beam. Six values are shown representing the factored left and right end moments and the mid span moments at the top and the bottom of the beam. The left and right design shear force is shown also. 

Click on the Design button.

Note: The user can manually edit the above design forces by simply typing over the displayed values. If this is done the Effects Manually Edited box would automatically become checked. If subsequently the box is unchecked, the values would revert to those that had been calculated by the analysis. 

Click on OK to exit without changing the design forces.

Page 89

Standard 4.5.3 The Reinforcement Data Screen 

To review and modify the reinforcement provided by the batch design, click Steel Bars. This should then display the Reinforcem ent Data screen similar to below:

Any figures in red indicate a problem. In this case there aren’t any problems. However, if the number of top span bars are reduced for 1B18, a spacing issue is highlighted in red, as shown above. Settings that can be adjusted to try to obtain a design include number of bars, bar diameter, lap lengths, cranks and layers. These will be discussed further in a short while.

4.5.4 Beam Detail Drawings The above bar pattern is referred to as Standard Pattern 2. To see the beam detail drawing for it, click on the Detail Drawing button. Standard Pattern 2

Page 90

Standard 4.5.5 Standard Bar Patterns The program has four standard patterns each of which is fully described in the Engineer’s Handbook. The different patterns can be tried by clicking on the drop down menu to the right of the Select Bars button as shown below.

Try this now to investigate the other bar arrangements, make use of the Beam Details button to see the differences between each pattern. Standard Pattern 1

Standard Pattern 3

Bent Up Bar Pattern



Reselect the bars based on Standard P attern 2

Page 91

Standard 4.5.6 Modifying the Number and Size of Bars You can amend the bars provided by left clicking onto any of the reinforcement labels then use the left scroll bars to increase/decrease the number of bars and the right scroll bars to increase/ decrease the bar sizes. The extra area of steel As, the bar spacing s-Bar, and the deflection check are all automatically updated. Values shown in red indicate problems. 

Modify the bar layout for 1B18 to return the top bars to 3H16. This will change the spacing to 73mm, which is greater than the minimum of 50mm but less than the maximum 140mm, as per the Beam Design Settings.

Alternatively you could amend the maximum bar spacing value in the Beam Design Settings.

4.5.7 Bar Layers Additional layers of steel can be manually added by clicking underneath the main bars already placed. 

Change the Top bar for 1B17 to 2H25 – insufficient steel is now provided for the support



Click beneath the Top Bar on 1B17, on the line for Sup.Top Bar



Add 2H25 bars

Page 92

Standard This will cause an s-Bar (top) spacing error. 

With these support bars still selected and click on the Bar Layer Tool to change to bars at layer 2 as shown below:

Bars placed in layer 2 are shown as dotted lines as shown.

Shown below is the amended beam detail.

Page 93

Standard 4.5.8 Modifying bar curtailment The Steel Bar Characteristics toolbar can also be used to amend the bar curtailment. 

Click on the 2H16 Top Bars in 1B19 and change the right end for them by clicking on Ex tend Right to Short

The effect of this is shown as a shortfall in the required area of steel at the right hand end of the beam. As shown below.



Return to the original curtailment setting by changing back to Ex tend R ight to Lap

4.5.9 Beam Loading and Force Diagrams 

To see the loading and forces, click on the Diagram s button.

Below are the Load, Shear and Moment diagrams for the Design Envelope. All load cases and combinations are also available using the drop down arrow next to the Diagrams button.

Page 94

Standard



Exit from the diagrams then click on OK to store the interactively designed bar arrangement for this axis.

Important Note: In the Reinforcement Data screen, if you click OK to store a beam while there is still a bar spacing warning, the program interprets your action to mean that you have made an engineering decision to treat the current bar spacing as acceptable. Provided the utilization ratio is less than 1.0 the beam would now be given a PASS status.

Page 95

Standard 4.6 Creating the Beam Elevation Drawings After designing the Storey Beams we will now create some Beam Schedule draw ings .

4.6.1 Putting All Beams onto a Single Sheet Automatically 

From the Menu select Sheet > B eam Detail Draw ings of All Ax es (Single Sheet)



Click on All Storeys (Single Sheet) and OK to accept 1 beam axis across the width of the drawing sheet

All the beams are placed onto a single sheet and a table of quantities is created as shown below

Page 96

Standard

5 Column & Wall Reinforcement Design 5.1 Exercise Aims •

Assigning Design Parameters

•

Designing all Columns & Walls using Batch Mode

•

Rationalising the Steel Bars

•

Creating a Column Schedule

•

Creating an Output Report

5.2 Column Design Settings and Parameters 5.2.1 Column Design Settings As with the beam design settings, judicious use of the column design settings can have a big impact on the economy and practicality of the design. 

Go to Settings > Colum n Design Settings

A brief overview of the options will be given by your trainer, but for further information regarding these settings please refer to the extensive Help system. The subsequent column designs were undertaken with the Default Settings from the ‘UK (BS8110)’ Template.

5.3 Designing all Columns using Batch Mode Columns and walls can be designed individually, or all in one go using the batch m ode option . 

Go to Run > Colum n Section Design so the following screen appears.

Page 97

Standard 

Choose File > Colum n Design ( Batch M ode) in Column Design Reinforcement window



Ensure your settings are as shown above, and then choose Design.



After the design is complete you could click on the M essages button to review the bars selected for each column for each combination.



Then choose Close to take you back to the Column Reinforcement Design window.



The same ‘traffic light’ system used for the Column Design Status: Green Tick – Pass, Red Cross – Fail, Yellow Tick – Results are not up to date for this element.

Note: A very low utilisation ratio can be displayed for some columns if the minimum steel is sufficient.

Page 98

Standard 5.4 Creating a Column Schedule 

From the File menu in the Column Reinforcement Design window choose Colum n Schedule.



Choose some columns to be placed on the schedule as shown. (Hold the Ctrl key down while selecting).



Click on Draw to create the schedule.



Close the schedule and cancel to return to the Column Reinforcement Design window. Page 99

Standard 5.5 Creating a Column Output Report The columns to be included in the report are marked by a blue tick in the Print column. Columns can be added or removed from the report using a combination of the icons Mark for Printing, (F7) Mark All Columns for Printing (Ctrl+F7) and Clear All Print Marks (Shift+F7). 

Ensure all columns are marked for printing.



From the File menu in the Column Reinforcement Design window choose Colum n Reinforcem ent Design R eport.

The Report can be sent direct to a printer, or it can be saved for later inclusion in a batch print out of all reports created by the program. It can also be saved in PDF format for sending to other computers on which the Orion program is not loaded. 

Click on Save



Close the report and return to the Column Reinforcement Design window.

The ‘Column Reinforcement Design’ window can also be printed using the Print Column List icon

Page 100

Standard



This report can then be printed.

5.6 Creating a Foundation Loads Report This report is created from within the Column Design Module. The report can consist of forces in all columns or only those at foundation level. 

From the File menu in the Column Reinforcement Design window choose Colum n Forces Listing.

A dialog appears as shown allowing the user to configure the report as required. The List button will create the report in WordPad, from where it can then be printed.

Page 101

Standard



Click Close to return to the Column Design Module.

5.7 Interactive Column Design 5.7.1 Exercise Aims •

Understanding the Column Design Editor

•

Designing Rectangular Column

•

Column Slenderness

•

Column Interaction Diagrams

•

Manually Modifying the Bar Sizes

•

Fixing the Bar Layout

•

Link Arrangement

•

Shear Design

•

Manually editing the column size

•

Biaxial bending vs BS 8110-Cl 3.8.4.5 design

•

Designing the Wall

5.7.2 Understanding the Column Design Editor To access the column design editor you must first select one of the columns.



Locate column 1C2 in the table



Either Double click on the column, or choose from the Menu File/ Colum n Design or select the Colum n Design icon, so the Colum n Design Editor is launched

Page 102

Standard Column 1C2 is now ready for design as shown below.

The combination highlighted ‘red’ is the critical design combination. The Column Design Editor screen contains the following information: Section: Section dimensions include the dimensions of the column (“b1” and “b2”), the eccentricities (“e1” and “e2”), the column clear lengths (“L1” and “L2”), and the concrete cover. If you modify these fields, you have to click the “Update” button to apply the changes. Bending: Column design can be performed under uni-axial or biaxial bending. According to the member type, dimensions and member forces, Orion selects the bending type automatically. But, the user can change the selection by clicking another option before the design procedure. Load Combinations Table: The program will always design for all load combinations. At the end of the design it will highlight the critical combination. Member force results from each load combination during the Building Analysis procedure are listed in a table.

Page 103

Standard Fields in this table are: Load Combination N M1 M2

Load combination used in the Building Analysis Axial force result from the load combination displayed on the same line. Bending moment in local 1 direction (bending around Dir 2 axis) Bending moment in local 2 direction (bending around Dir 1 axis)

In the design procedure, member force results from each load combination will be tried one by one. The critical combination will be identified and used to select the reinforcement area. Reinforcements Table: This table contains several items of information: 1. Steel Bars According to the steel area required, bar sizes are selected by the program automatically. The user can then modify the selected bar sizes by considering the steel area required. 2. Required As After design the steel area required will be displayed at the bottom of the table. 3. Supplied As When the design procedure is completed, the steel area supplied will be displayed at the bottom of the Reinforcements table. 4. Links You can view the links selected for the current column in the “Links” page. 5. Shear Design Shear forces on the section and the links provided are displayed in the “Shear Design” page. 6. Slenderness This page can be used to indicate the column as braced in one or both directions. 7. Settings General settings associated with the text.

Page 104

Standard 5.7.3 Designing Rectangular Column 

Select Design to perform the reinforcement design

The Column Reinforcement Design window should now be as shown below.

Note: Because the BS8110 m ethod is used the neutral axis will be horizontal or vertical depending on which axis has the greater design moment. If the Bi-ax ial design m ethod had been used the neutral axis would be at an angle



By selecting the Design Report option, the design for an individual column can be viewed.

Page 105

Standard



Choose Close to exit back to the Column Design Editor.

The column has been designed using 10H12 bars and combination 1 G+Q *F is the most critical.

Page 106

Standard 5.7.4 Column Slenderness A column may be considered braced in a given plane if lateral stability to the structure as a whole is provided by walls or bracing designed to resist all lateral forces in that plane. If you check the User Defined Bracing for Columns and Walls option in the Project Parameters form, then you can specify the bracing condition for the X and Y directions manually. Otherwise Orion checks the bracing for each direction automatically based on the drift of the storey levels. In both situations, you can change the bracing condition for a column on the Slenderness tab. The beta value is determined separately for braced and unbraced columns and additional moments will be calculated accordingly. 

Click on the Slenderness tab in the Reinforcements table.

The column is currently set as braced and because it is being classified as short, no additional moments are being added to the initial moments.



Try un-bracing the column in the both X and Y directions and redesigning. You should find that this results in the column being classified as slender and consequently additional moments are added. The column has now been designed using 10H20 bars.

5.7.5 Column Interaction Diagrams After the determination of the column reinforcement, Column Interaction Diagrams can be prepared. Using the interaction diagrams, a better understanding of the behaviour of the column can be achieved. Column interaction diagrams can be drawn using the "Column Analysis" button. 

Click on the Colum n Analysis button at the bottom of the Editor.

Page 107

Standard

Column Axial Capacity Column Critical Axial Load

The red line is the Dir 1 column capacity and the blue line Dir 2. Also plotted are the top and bottom moments determined during the analysis of the building for each of the combinations. The horizontal red line indicates the axial load limit determined by the code. It can be seen that the design moments are very close to the moment capacity in dir 2.

The blue line on this diagram shows the M1-M2 capacities at the given axial load level. 

Click on Close to return to the Editor.



Reduce the size of the bars to H10 as shown below. Note that the provided (sufficient) area is now less than the area required.



Click on the Colum n Analysis button once more. Note that although the analysis moments seem OK, when you display the design moments some of the results are plotted outside the interaction line, indicating the column fails.

Page 108

Standard

5.7.6 Fixing the Bar Layout The design method is currently set to maximise the bar spacing. However, it is possible to perform the design with a fixed bar layout. 

Click on the P aram eters button at the bottom of the Editor and change the design method to Fix ed Bar Layout M ethod.



Click Ok



In the Steel bars table, enter the quantity for 1-int bars as “3” as shown (after changing the value ensure you click on another cell to register the change). The bar layout is fixed, so that you obtain 3 bars in the 1-int direction.



Click Design once more.

Page 109

Standard

A sufficient area of steel has been obtained, however it is perhaps on the heavy side.

5.7.7 Link Arrangement You can view the links selected for the current column in the Links tab. When the Links tab is selected, the edge numbers of the column will be shown in the sketch which will help you to follow the links described. Note: Link spacing for the supports and the span are calculated separately. If you want to use the same spacing both for the span and the supports, uncheck the Create Support Regions for Links option under the Steel Bars tab of the Column Design Settings form. If you want to delete the support regions only in the current column, you can simply copy the size and spacing of the links calculated for the span to the supports in the “Shear Design” page. You can select other types of link, such as Cross Link or Double Links, from the Column Containment section of the Steel Bars tab in the Column Design Settings.

5.7.8 Shear Design Shear forces on the section and the links provided are displayed in the Shear Design tab of the Column Reinforcement Design window. The Shear Force calculated in the Building Analysis (Vd), Concrete Shear Stress (vc’) and Limiting Shear Stress (vl) can be viewed in this page. These values can not be edited.

Page 110

Standard Size and spacing of the links selected are displayed on the right of the page. Links for the span and for the supports are given separately. Size and spacing of links can be edited on this page. If you press the Calculate button after selecting a new size, a new spacing will be calculated accordingly. The “number of link legs” provided in each direction are given in the bottom right corner. If a standard link type is selected then these numbers will be determined by the program automatically. But if you want to describe a special link, you can write the number of link arms into these fields.



Click on OK to save the modified design for column 1C2 and return to the Column Reinforcement Design window.

Important Note: In the Column Reinforcement Design screen, if you click OK to store a column while there is still a bar spacing warning, the program interprets your action to mean that you have made an engineering decision to treat the current bar spacing as acceptable. Provided the utilization ratio is less than 1.0 the beam would now be given a PASS status.

5.7.9 Biaxial bending vs. BS 8.1.1.0-Cl 3.8.4.5 design The program gives the user the option to carry out column design based on a True biaxial bending approach (referred to in Orion as the Bressler Method). This is simply a "first principles" approach to section design - see BS8110 clauses 3.8.4.1 and 3.4.4.1. This “first principles” approach is required for dealing with irregular column sections. The approach used is covered in most concrete design text books - e.g. "Reinforced Concrete Design" 4th Edition (1990) by W.H.Mosley and J.H.Bungey. In fact, the simplified equations and charts in BS8110 for rectangular / circular sections are all derived from this basic set of “first principles” - see appendix A in BS8110 Part 3. The column designs carried out so far have all been to the traditional BS 8.1.1.0-Cl 3.8.4.5 “codified” approach. Engineers may like to use this method, as it's easy to check directly against handcalculations, but remember you cannot use this method for the irregular shaped columns.

Page 111

Standard 5.7.9.1 Designing the Wall 

Select 1W 1 from the Column Reinforcement window



Then click on the Design button to perform the wall panel design as shown below.



Choose Close to get back to the Colum n Reinforcem ent Design window.



Select OK to confirm the design and to return to the Column Reinforcement Design list. Page 112

Standard 5.8 Creating the Column Reinforcement Plan 

Return to the P lan View and go to St01.



Then select the Colum n Application P lan view by clicking on the tab at the bottom of the structure tree

As you can see below, this plan allows you to see the reinforcement placed in all of the columns and walls in a single plan view.



Select column 1C2 at Grid B/ 2,



Then right click to display the pop up menu as shown below and select Colum n Links.

Page 113

Standard 

Indicate where you want the links to appear on the Column Application Plan by left clicking. The position where you click is where the bottom left corner of the links will be placed.

Note: You can also draw the links for all columns and walls grouped together in one go by right clicking and going to Arrange All Steel Bars > Display Lateral Steel Of All Columns (Grouped) 

Clear your selection, then right click and pick Arrange All Steel Bars > Steel Quantity Table



Left click on the plan view where you want the Top Left corner of the Steel Quantity Table to be displayed.



Right click and pick Arrange All Steel Bars > Colum n Longitudinal Steel Details



Left click on the plan view where you want the Bottom Left corner of the Column Longitudinal Steel Details to be displayed.

Your Plan View should now look as follows:

Page 114

Standard

Column Reinforcement Plan for 1st Storey This drawing can be edited and plotted directly from here. Alternatively it can be exported as a DXF File by going to File > Model/File Export > DXF Export.

Page 115

Standard

Page 116

Standard

6 Slab Design and Detailing 6.1 Introduction Note: This process uses the slab coefficient method from the tables in BS8110. This is independent of the general building analysis and can therefore be carried out before or after the general building analysis. This method takes NO account of openings or concentrated point/line/patch loads on the slabs. This chapter covers the following: •

Slab Design Settings

•

Creating Slab Reinforcement Strips Horizontal & Vertical

•

Creating a Slab Reinforcement Output Report

6.1.1 Slab Design Settings As with the Beams and Columns, all settings associated with the design of slabs can be located in Settings > Slab Design Settings. The Design tab allows you to control the Cover, Top Steel Extension Lengths, Slab Span Lengths and the Support Band Beam Widths. 

Go to the Steel Bars tab and make sure the Steel Bar Spacing Step is set to 25m m to ensure that all bars within the slab will be at multiples of 25mm In addition, as shown below, the bars will be spaced at no less than 100m m and no greater than 250m m .

Page 117

Standard Additional slab steel detailing preferences are controlled via the View tab



Click OK to confirm the settings specified

6.1.2 Member and Steel Bar Label Templates (Additional Info. Only) All Slab and Steel Bar, as well as Column and Beam, labelling settings can be adjusted by going to Settings > Member and Steel Bar Label Templates, as shown below

Page 118

Standard 6.2 Create Slab Reinforcement Strips 

From the Structure Tree double click on Storey: St01 to return to the 1st Storey.

Note: For clarity, the slab yield lines can be switched off while placing slab strips. To do this select Settings > View Settings and then on the Slabs tab, uncheck the box Display Yield Lines. Slab reinforcement is determined by inserting slab strips in the X & Y directions, which will automatically determine the reinforcement required based on Table 3.14 from BS 8110. To obtain correct results it is essential that the slab types have been correctly defined. The strips parallel to the horizontal direction axes will be labelled X1, X2 etc and those parallel to the vertical direction axes will be labelled Y1, Y2 etc. We will first enter a strip labelled X1 through the slabs between Grids A-B/1-5. 

Click on the Slab Strip icon

The Slab Strip Properties should be displayed. When drawing the strips it is essential that the correct At Start and At End conditions are specified. The three options being: Slab

The strip starts or ends inside a slab. The bottom steel for the slab in question is not designed, but the span of the slab can be defined and this value is used in determining the support steel.

Bob

The strip starts or ends beyond an edge beam or wall. The support steel at the edge is bent down into the beam/wall.

Cantilever

The strip starts or ends beyond a cantilever slab.



Ensure the label is X 1 and indicate a Bob at both the start and end of the strip by clicking on the appropriate end conditions as shown on the right.



Then position your cursor between Grids A and B but to the left of Grid 1 so it is not in the model, then press and hold the CTRL key and at the same time click and drag in a horizontal line from Grid 1 to past Grid 5

So your screen should look as follows:

Page 119

Standard 

Create another similar strip labelled X 2 by repeating the process between Grids B-C/ 1-6.

Note: Although only two strips have been created in the model in the X direction, strips for all slab panels / conditions should be created to complete the floor design in both the X and the Y direction.

Now a vertical strip will be inserted. 

Change the Dir setting to Y to show that you are cutting a vertical strip in the plan view.



Set the No: setting to 1 so that the strip label is Y1



Keep the At Start setting as Bob



As this strip is going to cut through the cantilever at the end, change the At End setting to Cantilever

If you drew the strip Y1 and you received a warning message as shown below, this is because the strip has failed to satisfy the L/d deflection check. L is calculated at exactly the point where you cut the strip.

Note: When placing strips you may encounter warning messages similar to the one above. Although the steel provided is sufficient for strength it is failing the span/effective depth check deflection check. This problem will be resolved later by editing the bar layout or changing the slab depth.

After creating the 3 strips your screen should look as follows:

Page 120

Standard

Slab Designed to Table 3.14 Note: This slab detail drawing can be exported to AutoCAD using the DXF export command.

6.2.1 Filtering the Display of Slab Reinforcement (for information only) By ensuring that when drawing horizontal strips, the strip name begins with X and when drawing vertical strips the strip name begins with Y you will have flexibility to filter the display of X steel, Y steel, top steel or bottom steel. 

Pick Settings > View Settings and click the Slabs tab.



Try switching off the Y steel and Top steel as shown.



Now change it to display the Y Bottom Steel

Page 121

Standard 6.3 Editing the Bar Layout By right clicking on a reinforcing bar you can select and load the bar properties. You can then edit the bar spacing and diameter as well as the rebar location on the drawing. 

Select the bottom bar running vertically across slab 1S13 and display its properties as shown.



Click the Update button to automatically recheck the strip



As it’s failing in deflection, increase the bar Diam eter to H10 and click Update

If you click Update and the above message doesn’t appear, the strip is then passing.

Note: The Steel Bar Property dialog also contains icons for editing/moving the bar span marks and moving the steel bar. These can be used for improving the drawing layout.

Page 122

Standard 6.4 Creating Slab Output 6.4.1 Output for an Individual Slab Strip It is possible to see the calculations for an individual strip. 

Select strip X 2 and then right click to display the pop-up menu.



Choose Slab Strip Check Design. This displays the calculations for the X2 strip only.

6.4.2 Creating a Slab Output Report for the Entire Floor 

Go to Run > Slab Analysis and Design



Click on the Calculate button to generate an output report. Page 123

Standard A Preview of the Slab Report is displayed. Options are available to configure and then print it. You can also save the report in a number of file formats.

6.4.3 Table of Quantities The Table of Quantities for the slab strips can be created as follows: 

Right click, select the Arrange All Steel Bars > Steel Quantity Table



Click to the right of the building, where you would like the table to be located on the drawing sheet.

Steel Quantity Table for Slabs Note: The quantities in this table will only reflect the number of strips cut in the model. It is the users responsibility to ensure the sufficient strips have been cut to achieve the accurate quantity.

Page 124

Standard

7 Creating a Flat Slab Model 7.1 Introduction This chapter covers the following: •

Creating Flat Slabs

•

Creating additional Storeys

•

Editing a Flat Slab Model

7.2 Creating the Flat Slabs in the Model 

Click Open and select the model ‘Training_Course_M odel_1a_R16’.



Click File > Save P roject As and rename the model by adding your initials to the end – eg: Training_Course_M odel_1a_R16 _(your initials)

Flat Slabs in Orion are modelled using the Slab I con , however as the slabs are no longer bound by beams the Type option will not be relevant as the flat slabs can no longer be designed using Table 3.14 coefficients from BS8110. For all Flat Slabs panels they should be inserted using Type 1 , the continuity of slab edges sharing the same axis will automatically be generated in the Finite Elements Model.

Page 125

Standard Before creating the slabs in a Flat Slab model it is paramount that the layout of the slab panels is given consideration, and the following guidelines are met:

All walls (and beams, if any) m ust lie on slab boundaries – Columns can sit within slab

panels



Slab boundaries sharing the same grid line will be continuous in the FE model



Slab panels should be as large as possible (Lots of small panels will complicate the FE)



Slabs should have the m inim um edges possible (triangle/square/rectangle). Irregular shaped panels L etc. should be avoided if possible



There is N o Right or W rong layout for the slab panels, but by adhering to the above, slab layouts should be simple and effective when entering the FE environment

7.2.1 Inserting the Slabs 

Left Click on the Slab I con, entering the values for a Type 1, 300m m thick slab with 25m m concrete cover



Left Click on the Loads Tab entering values of 0.5kN / m 2 for additional dead load and 2.5kN/ m 2 for imposed load



Left Click on the I nsertion tab, and choose the Ax is Region for the Slab Insertion method. Note as there are no beams in the model, the Beam Region (Default) method cannot be used.

Note: The use of the other slab insertion techniques will be introduced during the Day 2 training. 

Hold down Ctrl and left click in the area bound by axis A/ B, 1/ 2, you will see a red box appear showing the slab perimeter

Page 126

Standard 

Continue to hold down Ctrl whilst left clicking in the area bound by axis B/ C, 1/ 2 and C/ D, 1/ 2, you will note the red slab boundary increasing in size with every click



Let go of the Ctrl button and the slab will be created.



Create all the slabs on St01, using this technique until your model has the same slab configuration as shown below:-

Page 127

Standard 7.3 Creating Slab Loads and Openings 7.3.1 Slab Loads It is possible now the slabs have been inserted into the model to create Point, Line and Patch loads directly onto the slab. To demonstrate this we are going to place a Line Load on the perimeter of the slab. 

To aid in the selection of the correct location of the line loads, it may help to switch the Ax is Layer off, using the Ax is Layer Toolbar



Left Click on the Slab Load Tool, and specify a Line Load of magnitude 10kN/ m for the Dead Loads only.

Note: Point and Patch loads can also be applied to the slab using the same techniques. If a dxf had been imported into this model it would be possible to snap onto the shadow, to enable to accurately model the location of any additional loads on the slab, such as a corridor or plant room.



Left Click and drag to define the line loads around the perimeter, taking care to snap onto the slab corners.

Page 128

Standard As the line load has been created over more than one slab, a warning will appear asking you to confirm this was your intention.



As we will be doing an FE Floor Analysis, click OK



Place the remainder of the loads around the perimeter, as shown below:-

Page 129

Standard 7.3.2 Slab Openings Now we will create some slab openings 

Click on the Slab Opening icon or go to M em ber > Slab Opening



Enter the size of the opening as follows b1=500, b2=1000



Enter the distance away from the grid where it is to be inserted as e1=1000, e2=1000



Then click the grid intersection D/ 1

The opening should now appear as shown below.

Note: Slab openings can be created circular or at an angle for rectangular/square openings. All slab openings must be created using positive values for the e1 and e2 offsets from grid. All holes must be created within a single slab panel.

Page 130

Standard 7.4 Creating Additional Storeys 7.4.1 Storey Information As we did in this mornings exercise for a Beam and Column Structure, create a 4 storey model which has the following parameters:

St04

Copy of St01 excluding Slab Loads and Slab Openings Create a Type 1 – 300mm thick slab to the top of the shear core



St03

Copy the Storey Information from St01 to St03



St02

A duplicate of Storey 3 (St03)



St01

Original Storey – No editing necessary



Storey Height for all floors is to be 4000mm

Duplicate Storeys – The use of duplicate storeys should be used wherever genuine duplicate floors exist within the model. The benefits as explained in the Beam and Column example still exist, but also when performing the Finite Elements Load Chase down, duplicate storeys will not need to be reanalysed, therefore speeding up the load chase down procedure. Unique Storeys – There will always be a minimum of 3 Unique Storeys in any multi-storey structure (shown by the Blue Dot by the side of the Storey Label in the Workspace area). •

St01 – The first floor generated in the model

•

Top Storey

•

Penultimate Top Storey

Note: The top and the penultimate top storey cannot be identical, as the columns / walls at the top floor, only project below the floor plate. Where as, the lower storeys all have columns / walls which project above & below the floor plate which will effect the moment distribution from the slabs to the supporting elements.

Page 131

Standard

Page 132

Standard

8 Building Analysis for Flat Slab 8.1 Pre-Analysis 8.1.1 Exercise Aims • • • •

Model Validity Checking Run Building Analysis - Pre-Processor Run Building Analysis - Post-Processor Viewing the Analysis Output Report

8.1.2 Pre-Analysis 

From the Run menu choose Building Analysis. This should then display the Analysis Form.



We are going to use the same settings as used for the Beam and Column example, so there is no need to make any changes to the P aram eters / Load Com binations / M aterial Grades, Click M odel Options Model Options

8.1.3 Model Options Settings 

Click on the Settings tab There is a change in the settings that needs to be made before we run the Building Analysis for a Flat Slab model The change is for the ‘Storey W eight and Centre of Gravity’ calculations. With the beam and column example all the slabs were supported by beams, therefore the load could be decomposed from the slabs to the beams. The use of ‘Decom posed B eam Loads’ could be relied upon to generate the Storey Weight and Notional Horizontal Forces for the structure. However, in a Flat Slab Model no beams (or very few) exist, therefore the ‘Undecom posed Slab Loads’ have to be used to correctly calculate the Storey Weight and Notional Horizontal Forces. If the incorrect setting is made, the user could significantly underestimate the Storey Weights and the effect of Lateral Loads on the structure.

Slabs are not modelled in the Building Analysis, which goes some way to explaining why the Undecomposed Loads must be used for Flat Slab Models. Slabs are replaced by a series of Diaphragms (based on the user’s settings) within the Building Analysis, but are able to transfer gravity loads to the columns and walls. Page 133

Standard 8.2 Performing the Analysis 8.2.1 Pre-Analysis – Building Model Check



Click on Building M odel Check.

This will check that the building is valid for those conditions indicated.

Page 134

Standard 

Choose All Storeys and then click on the Check button.

` 

Assuming that no errors are reported, close the dialog

8.2.2 Building Analysis Note: During the Building Analysis, the Lateral Loads for the model will be generated. There are NO Supporting Beams for the slab loads to be distributed onto. Therefore, ONLY THE LATERAL FORCES will be correct after the Building Analysis has been performed. THE GRAVITY LOADS WITHIN THE MODEL WILL BE INCORRECT, this will become apparent when viewing the ‘Ax ial Load Com parison Report’. 



Ensure the Colum n/ W all Reinforcem ent Design and Beam Reinforcem ent Design is Unchecked before clicking on Start to begin the batch analysis process.

Click Start to begin the Building Analysis Calculation, and a warning message should be displayed.

Page 135

Standard

The warning shown above indicates that Gravity load has gone missing. This is because there are no beams in the model for the slab loads to decompose onto. This illustrates that an FE load chase down is always required to obtain the design forces for the member design for flat slab models.

8.2.3 Checking the notional horizontal forces Once the beam load calculations have been performed, the weights of each storey can be viewed and if lateral loads were specified in the P roject P aram eters they can be viewed and edited. Remember these values were calculated using ‘Undecom posed Slab Loads’ 

Return to P re-Analysis and select Edit Storey Loads.



Click on Cancel to leave the notional forces unchanged.

Page 136

Standard 8.3 Post-Analysis 8.3.1 Cross Checking the Analysis Result As we found in the previous example the Ax ial Load Com parison Report is a good way of investigating how the load is being decomposed throughout the structure. 

Go back to the Analysis tab



Select Ax ial Load Com parison Report

The total ‘SUM OF APPLIED LOADS (Using Un-Decomposed Slab Loads)’ values should be similar to those from the Decomposed Slab Loads table if the Building Analysis Results are to be correct. It should be clear from this report that vertical load has gone missing; therefore the gravity results due to the Building Analysis will be meaningless. This again emphasises the fact that an FE load chase down is required.

Page 137

Standard 8.3.2 Model and Analysis Results Display The Analysis results can be viewed graphically again, but the only results of any significance will be those for Lateral Loads – NHF’s / Wind etc. 

Click M odel and Analysis Results Display

The diaphragms formed during the analysis can be viewed along with the Major Axis Moments and displacements for Nx or Ny.

Page 138

Standard

The frame sways under the lateral load case Nx as shown below:-

Page 139

Standard

Page 140

Standard

9 Gravity Load Chase Down using Finite Element Analysis 9.1 Exercise Aims •

Finite Element Analysis Options

•

Plate Size & Mesh Uniformity Settings

•

Analysing a Single Floor

•

Completing a Batch Load Chase Down

•

Checking the results

•

Merging the Column Results

9.2 Finite Element Model Generation Options 

From the Run menu choose FE Floor Analysis

.

Column/Wall Model Type – There are 3 options held within this menu, but only the ‘Short Fram e M odel’ includes the columns and walls within the FE analysis. This enables moments to be transferred from slab to columns/walls; this option is also required to perform a load chase down.

Page 141

Standard Stiffness Factors – To take Cracking and Creep into account, we need to look at the long term stiffnesses of the elements. These factors are used to adjust the EI values and enable us do this. They can either be adjusted manually or Orion can calculate appropriate values by using the Cracking and Creep tool. Stiffness adjustments are discussed further in the Help system and in the Day 2 training course, or in The Concrete Centre publication ‘How to design reinforced flat slabs using finite element analysis’ by O Brooker, May 2006. Include Column Sections in FE Model – Checking this option allows the physical dimensions of the columns to be included in the FE model, by using a series of Rigid Arms, instead of simply modelling to the member centrelines. This will reduce the high peaking hogging moments over supporting columns for a Flat Slab design. Include Slab Plates in FE Model – For Flat Slab Models you must check this option. For Beam and Slab Models if this option was un-ticked, it would allow a load chase down to be performed based on the beam load decomposition technique derived for the Building Analysis (Yield Line or FE for Beam Loads). Consider Beam Torsional Stiffnesses – If included then hogging can develop in the slab adjacent to the perimeter beams. This must also be included if any slab within your model relies upon the torsional capacity of a beam within the model for its support. Torsional values will be calculated; however Orion does not consider Torsion within the Beam Design. Include Upper Storey Column Loads – If you wish to chase the load down through the structure this option must be selected, even at the top storey. This will allow the transfer of load and column / wall self weights, from floor to floor during the analysis process. 

Change to St04 using the Storey drop down menu



Click the Cracking and Creep button, then enter Average/ Typical Dead Load = 7.7kN/ m 2 and Average/ Typical Live Load = 2.5k N/ m 2

These values are the average area loads applied to the slabs, including the slab self weight. This then calculates a suggested range of values and a Stiffness Factor to Apply value which will be used for all of the Stiffness Factors. The Stiffness Factor to Apply can be manually over-ridden if required, as can the individual Stiffness Factors. For more information on this tool and how to make adjustments to the member stiffness’s, please refer to the extensive Help system documentation. 

Accept the calculated value and click OK .

Page 142

Standard



For the purposes of this example, ensure you have the same settings, as highlighted as above

Note: For a load chase down to be successful the structure must be analysed from the top floor down and in sequence, but excluding duplicates ie. St04 / St03 / St01. If this sequence is not in order when the ‘Include Upper Storey Column Loads’ is selected, then the following Warning will be displayed.

Page 143

Standard

1.

Mesh and Analyse the Top Storey, to generate the Column/Wall forces.

2.

Mesh and Analyse the Penultimate storey. Reactions form the floor above becomes applied loads on the floor below.

3.

Continue this process floor by floor down through the structure (excluding duplicates)

4.

Mesh and Analyse St01 to chase the load down to foundation level.

5.

If no adjustment is made to the slab to allow for the Long Term effects in the model, you will be warned before allowing entry into the FE Floor Analysis.

Page 144

Standard

Note: The Stiffness Factors have been altered (0.33) to allow analysis results to be viewed for the Long Term Modulus of Elasticity (E). Within Orion there are various ways these adjustments can be achieved (though this is the recommended method) which will affect the results. Therefore, we will no see the above message. These techniques will be discussed during Day 2 training, or by referring to ‘The Concrete Centre Publication – How to design reinforced concrete flat slabs using Finite Element Analysis – O Brooker May 2006’

9.3 Generating/Performing the FE Analysis Model 9.3.1 Creating the FE mesh for Analysis 

Ensure you are at Storey St04 and click Floor M esh and Analysis

Plate Element Size – The smaller the size of the plates, the more plates you have in the model and the longer the analysis will take. We recommend a minimum of 6-8 plates is achieved between column support locations. The Default plate element size is 800mm. This is normally sufficient to provide the minimum of 6 plates between supports but it can be increased or decreased depending on your model. Mesh Uniformity Factor – The higher the mesh uniformity value, the more equal in area all the plates become, with the exception around columns for certain locations / geometry. The lower the mesh uniformity factor, the more plates there will be, and in a much more varied size. Note: Finite Element Analysis is ONLY used for the determination of Gravity Loads on the structure, hence ONLY G (Dead) and Q (Imposed), will be available in the Loading pull down menu.

Page 145

Standard 

Click Generate M odel with 800m m plates and M esh Uniform ity Factor of 25%

This maintains 6-8 plates between a lot of the column locations but may be a bit dense. Note the difference below for Mesh Uniformity Settings at 100% and 25%. Alternatively, smaller plates could have been used. These settings can have a big impact on your mesh, and hence results, so you shouldn’t just accept the defaults; always take care to try to obtain the best mesh possible.

25% Mesh Uniformity Factor 

100% Mesh Uniformity Factor

With the floor meshed with 800mm plates and 25% mesh uniformity, close the window for the analysis to complete, then click back on the M odel P reparation tab.

Page 146

Standard Note: Within the FE model, the plates have been formed around the column heads. This is due to ticking the option within the FE Analysis Form ‘I nclude Colum n Sections in the FE M odel’. Although this option allows the physical dimensions of the columns to be modelled in the FE environment, this does rely upon a more complicated mesh being formed around the column heads. However, it will potentially give more realistic results as it reduces the peak moments.

9.3.2 Performing the Batch FE Load Chase Down 

Left Click on the Batch FE Chasedow n

You will see as St04 has already been analysed - A green tick appears beneath the Analysis Status. 

Left Click on the Shell Elem ent Size tex t. Without clicking anywhere else Type 800, then hit Enter. This will change the plate size for all floor levels to be 800mm. This can be done for all settings in the Batch FE Chasedown Window.



Ensure the I nclude Slab P lates in FE M odel is ticked on for all floors



Set the M esh Uniform ity Factor to be 25% (25.0)



Ensure I nclude Colum n Sections in FE M odel is ticked for all floors



Set the Slab and Beam Stiffness Factors to be 0.33 for all floors



Set the Colum n and W all Stiffness Coefficients to be 0.33 for all floors



Ensure the Consider B eam Torsional Stiffness is ticked for all floors

Page 147

Standard When complete the window should look as follows, make sure the I nclude Upper Storey Colum n Loads is tick ed :-



Click on OK to Proceed with the FE Batch Load Chase Dow n



Untick the P ause to Check M esh at Each Floor option. This is because we have checked and approved the mesh at St04, therefore all storeys should be satisfactory with the settings applied in the previous window. Note:Although in today’s example we are choosing not to Pause at Check Meshing at Each Floor, it would be strongly recommended that this option is left ticked for the first analysis run so that the user can satisfy themselves that the mesh is adequate at every floor in the model.

Page 148

Standard Orion will now Load the Pre Processor, Form the mesh at each floor level, and analyse before moving down to the next floor. This operation could be performed manually by forming the mesh and analysing each floor, and then selecting the floor level below, excluding duplicates. When the FE Batch Load Chase Down is complete a screen will appear to inform the user of the Maximum Positive and Maximum Negative Displacements at each of the floor levels. Excessive deflections would be an indication that the slab thickness is not adequate, or there is an error in the model. All deflection results are based upon the Slab, Beam, Column and Wall Stiffness Factors applied in the ‘Batch FE Chasedown’ Window.



Click OK to close this window



Click Close in the Finite Element Analysis Form, only when the M erge the Colum n box is ticked.

Note: The Merge Column Results with Building Analysis, is only required to be done once at the end of a Full FE Chasedown. When choosing this option ALL the G & Q results will be replaced on every level throughout the structure. At any time you can quickly toggle between the Building Analysis and FE Analysis Results, by ticking / unticking this option. The same principles would apply should we have any Beams within the Model.

Now we have two sets of results for the Gravity Loads in the model (G & Q), we must choose which results we are going to use for the design of the Columns (and Beams if applicable). For all Flat Slab models the results from the FE Analysis should be used, for obvious reasons. Merging the column results will take the Vertical Loading Results from the FE Floor Analysis and the Lateral Loading Results from the Building Analysis to give a complete set of results that can then be used to design all elements.

Page 149

Standard This will become obvious if the Display Loads/ Forces on P lan View in the View Settings is switched on to display LC1: G, LC12: Q, Cm b1: (G+Q)*F



Go to Settings > View Settings



Tick the option to display the Ax ial Loads



Only have ticked LC1: G, LC12: Q and Cm b1: (G+Q)*F



Tick the option B ottom to display the axial loads at the bottom level of the columns and walls



Click OK to return to the plan view



Now view the merged Axial Loads for Column 1C1 at level St01. These are the CORRECT results.

If you had not merged the correct Vertical Load Results from the FE Analysis, then these results would look quite different, as shown below. These are the Building Analysis Results only; hence the Axial Loads are INCORRECT. The loads shown will reflect only the Self Weight of the Column or Wall, rather than any decomposed load from the slabs to the columns. Hence, the Dead Load in the column is much lower and there is no Live Load, as for this model, Live Load has only been applied to the slabs.

Page 150

Standard 9.4 Cross checking the Finite Element Results The FE Analysis results should be cross checked the same way as was done for the Building Analysis results, via the Ax ial Load Com parison R eport. Note: When the FE chasedown has been completed, an extra table is added to this report (table 4), containing the Finite Element Analysis Column/Wall Axial Loads. The sum of these loads should equate (within a few percent), to the sum of all the dead and live loads applied at each storey level. If they do not, the reason for the discrepancy should be investigated. The report can be accessed from both the Building Analysis and the FE Floor Analysis forms. 

Go to Run > FE Floor Analysis > P ost Analysis P rocesses and R eports tab



Click on the Ax ial Load Com parison Report button.

Axial Load Comparison Report Table 1 – Undecomposed Slab Loads

Table 1, as shown above, shows the Sum of the Applied loads using Undecomposed Slab loads. This includes the self weight of all elements and any additional loads applied to them BEFORE decomposition. This table is correct. Table 2 shows the sum of the applied loads after decomposing the slab loads. For this model, this is based on the Yield Line method and so for a flat slab model, this table will be incorrect. Table 3 shows the Column/Wall Axial Loads based on the Building Analysis results, which as we already know, are incorrect. Therefore, we should ignore Tables 2 and 3 and just compare Tables 1 and 4. Page 151

Standard Table 4 – Finite Elements Analysis Column/Shearwall Axial Loads

Below is a quick summary table to compare the results from Tables 1 and 4. Table 1 (Total Applied Load) Table 4 (Total Axial Loads Difference

Dead Load (kN) 17931.4 17894.9 36.5 kN Lost

Live Load (kN) 4414.7 4437.5 22.8 kN Gained

Orion calculates the percentage difference between the overall loads applied and the overall reactions, as highlighted above. As you can see there is only a difference of 0.52%, which is more than acceptable, so we can now move on to the design. Note: There will always be a slight variation in Table 1 and Table 4. This is due to the FE analysis being performed on a centreline model, and therefore slight overlapping of the slabs and the beams/walls will occur. There will also be differences due to the fact that the Building Analysis does not include the slab elements, hence any openings will not be considered within Table 1. Tables 2 & 3 are to be DISREGARDED, as there is no beams in the model for the slab loads to be decomposed onto, the results in Tables 2 & 3 are meaningless in a Flat Slab Model.

Page 152

Standard

10 Designing the Flat Slab 10.1

Introduction

This process uses the Finite Element results to determine the bar sizes required for the reinforcement of the slabs. This chapter covers the following:-

10.2

•

Using the FE Post Processor

•

Reviewing the Results and Contours

•

Creating User Defined Contours

•

Exporting Contours to DXF

Finite Element – Post Processing Settings



From the Run menu choose Finite Elem ent Floor Analysis



Click on the P ost Analysis P rocesses and R eports tab



Ensure St04 is selected and a P ositive M om ent Factor of 1.2 has been entered

Note: FE floor models do not include for any pattern loading. It is not feasible/logical to automate pattern loading to generate every possible worst case scenario, for every conceivable irregular arrangement and any size of model. A more realistic use of these adjustments is to amplify the sagging moments (by using a positive moment factor of perhaps 10-20%).



Click on the Analysis P ost-processing button Page 153

Standard 10.3

Floor Analysis Post Processing

This takes you through to the Post Processing window.

10.3.1

Deflection Plots These buttons allow the display of Displacements and the Contours.

The first option Display Displacem ents shows the displacement diagram of the mesh, for the selected storey.

Page 154

Standard The second option Display Contours shows the contours of the selected Loading and Effects

Note: The displacements shown in the contour plots are based upon the adjustments made in the FE Analysis Form for the Stiffness Factors, to allow for the effects of Long Term effects due to (Creep, Cracking and Shrinkage).

Negative values of Deflection are for sagging, where as positive values are for hogging in the slab

The Displacement Contours are for the selected Loading, either G or Q Unfactored, or G+Q*F which are factored results. However, if you have used the ‘Cracking and Creep’ tool to work out your Stiffness Factors, the G+Q*F deflections can be taken as Unfactored due to an additional factor being introduced. If the contour plots for Deflection either do not make sense (i.e. maximum sagging is not where you expected etc.), or are experiencing excessive deflection, this would be an indication that the structure is not properly modelled or the slabs are not of adequate thickness.

10.3.2



Loading and Effects Toolbars

Left click on the Loading drop down menu and you can select from the following:

1. G – This is the Unfactored Dead Loadcase 2. Q – This is the Unfactored Live Loadcase 3. G+Q*F – This is the Factored Dead + Live Load Combination – If you have used the ‘Cracking and Creep’ tool to work out your Stiffness Factors, these deflections can be taken as Unfactored. If not, then you must manually defector them.

Page 155

Standard 

Left Click on the Effects tab and the following options become available:There are various different Effects which can be viewed in the Floor Analysis Post Processor. These display, Global and Local effects, along with the Displacements / Moments / Area of Steel Requirements for the selected floor plate.

10.3.3

Loading and Effects

Mx

These contours are displayed relative to a single global co-ordinate system. If you imagine the X direction Bars running from left to right in the plan view, then the Mx moments are the design moments that these bars will need to be designed to resist.

My

These contours are displayed relative to a single global co-ordinate system. If you imagine the Y direction Bars running from bottom to top in the plan view, then the My moments are the design moments that these bars will need to be designed to resist.

Mxy

The average Nodal Torsional Moment relative to the Global co-ordinate system (Wood & Armer Adjustments)

M1

The average nodal moment along Direction 1 (the Local coordinate system for the slab). By Default Direction 1 will be 0 degrees.

M2

The average nodal moment along Direction 2 (the Local coordinate system for the slab). Note Direction2 is always perpendicular to Direction 1.

M12

The average Nodal Torsional Moment relative to the Local coordinate system (Wood & Armer Adjustments)

As1-bot

Required Area of Steel in the bottom face of the slab along Direction 1

As2-bot

Required Area of Steel in the bottom face of the slab along Direction 2

As1-top

Required Area of Steel in the top face of the slab along Direction 1

As2-top

Required Area of Steel in the top face of the slab along Direction 2

Note: Any contour plot which displays a d within its name allows for the effects of Wood and Armer adjustments. Example M d1 or As(d)1 Unless you have a specific reason for ignoring the Wood and Armer adjustments, it is recommended that you should ALWAYS work with the Md and As(d) results.

Page 156

Standard Wood & Armer Adjustments These adjustments take plate torsional moments into account to generate adjusted design moments. If a detailed background of these adjustments is required then reference should be made to the original papers:-

Wood, R.H.

“The reinforcement of slabs in accordance with a pre-determined field of moments” as published in Concrete 2.Feb 1968, pp69-76

Armer, G.S.T. “Correspondence” as published in Concrete, 2 Aug 1968, pp319-320 Therefore: Md1-bot

The sagging Moments in the bottom of the slab in Direction 1 which include for the effects of Wood and Armer adjustment

As(d)1-bot

The area of steel requirements (based on the Effective Depth) in the bottom of the slab in Direction 1 which include for the effects of Wood and Armer adjustments.

Note: Hogging Moments will be denoted with negative values. Sagging Moments will be denoted with positive values. All Area of Steel values are based upon mm2/m In any of the Contour plots the mouse pointer can be used to highlight any node and the precise information about that node is displayed in the bottom left of the window.

Page 157

Standard

Page 158

Standard 10.3.4

Setting the Concrete Effective Depth

Orion allows the user to set the Effective Concrete Depth, these settings will determine if the horizontal bars (in plan) are to be located on the outer or inner face of the concrete. This option also allows the user to set the concrete cover which will then automatically calculate the effective depth for the generation of the contours, and determine the area of steel requirements. 



Right click anywhere in the FE Post Processor Window, and select Concrete Effective Depth

Click on the Concrete Cover (to Bar Face) and type 25mm

 Ensure the Dir 1, is set to Layer 1 (Outer) – this will then place the horizontal bars (in plan) in layer 1 i.e. the bars nearest the upper and lower surface of the concrete. 

Set the Bar Diam eter in Dir 1 and Dir 2 to be H16



Click OK

All of the Area of Steel contour plots will now be produced based upon these settings for the effective depth. Please note adjusting these values will effect each and every As and As(d) contour plot.

Page 159

Standard 10.3.5

Bottom Steel Reinforcement Provision

Although Orion has automatically calculated the Area of Steel Requirements, this information does not relate to actual bar sizes. Therefore we are going to determine the reinforcement in the slab, based on a user defined set of parameters for the bar sizes.

   

Click on the Effects and select As(d)1-bot



Click on the User Defined Contours

Note: The pull down menu at the side of the User Defined Contours option allows the user to change the display settings. Shaded / Lines / Contour Values can all be switched on or off within this screen, this has no effect on the model.

Right Click anywhere in the P ost P rocessor W indow and select Contour Settings 



Ensure the N um ber of Contours is set to 3



Ensure the Legend setting is set to Both

 

Click Update If the R e-I nterpolate Contour values? Box appears click Yes

The Min and Max values cannot be altered but the Contours in-between can be used based on actual bar sizes and spacings.

Page 160

Standard 10.3.6

Creating the User Defined Contours (bottom steel)



Left Click on the first contour value



Left Click on the Steel Bar 1 and select Diam eter H10 @ 300m m spacing



Click the Update button and the left hand menu contour values will show H10-300



value

Left Click second contour



Left Click on the Steel Bar 1 and select Diam eter H10 @ 300 spacing



Left Click on Steel Bar 2 and select Diam eter H16 @ 300 spacing. This contour value is greater than the Max 744 mm2/m reported



Click the Update button

Note: The second contour will be based upon alternate H10 and H16 diameter bars @ 150mm spacing’s.

Page 161

Standard Note: The blue areas in the contour plot denote where H10 @ 300mm is sufficient. The green area of the contour plot is where H10@300 plus H16 @ 300mm is required. IMPORTANT All contour plots are based upon exact values, therefore these plots DO include for NOT Anchorage Lengths

10.3.7

Creating the User Defined Contours (top steel)



Select As(d)1-top plot from the Effects



Right Click to enter the Contour Settings once again



Ensure the Contours = 4 and the Legend is set to B oth and click Update



Set the first contour to be H10 @ 300m m



Set the second contour to be H10 @ 300 plus H20 @ 300m m



Set the third contour to H10 @ 300 plus H20 @ 300 plus H25 @ 300m m



Click the Update button after completing the settings for each contour



Click OK

Page 162

Standard Contour Settings

Your As(d)1-top plot should look as follows:-

Page 163

Standard 10.4

Exporting and Displaying Contours

Once the contours have been established in the Finite Element Post Processor, they can then be exported to the main model and AutoCAD for detailing purposes. 

Ensure you still have selected As(d)1-top



Left Click on the Ex port Contours (shown adjacent)

This will then enable the selected contour to be exported into the Main Modelling area of the program. This would have to be done for all four contours, top and bottom in direction 1 and direction 2.  Left click on the Close window (X) to exit from this window and back into the main

model

 On the Transfer Options window select OK . If any strips had been cut in the Model

this window allows transfer of this information from the FE analysis.

 Left Click Close to exit the Finite Elements Floor Analysis form and to return to the

Plan View.



Left Click on the Layer Control icon



Switch on the Layer Contours Asd1-Top



Click OK

Page 164

Standard 

If the contours are not displayed Left Click on the Regen icon

The graphical display should now look as shown below, with the contours for As(d)1-top exported.

10.5

Exporting to DXF (for information) This drawing can now be exported as a DXF into an AutoCAD environment. To do this Left Click on the DXF icon and your drawing will be created.

All the layers will be automatically identified and transferred into AutoCAD, based upon your Layer Control settings. Any drawings created using this option will be stored in the [Default] directory for the current job (unless changed by the user) – C:\Documents and Settings\All Users\Documents\Orion 16\Training_Course_Model_1a_R16

Page 165

Standard 10.6

Designing the Columns/Walls

For completeness this section shows how the columns can be designed using the Finite Element gravity loads, instead of those from the Building Analysis. Note: For Flat Slab Models the column design MUST be based upon MERGED Column Forces from the FE model. Otherwise the design of the columns will be incorrect.



Click Run > Colum n Section Design



Click File > Colum n Design (Batch M ode)



Click Re-Select All Steel Bars and Calculate

New bars will then be selected based upon the Column Design Settings applied in this mornings training session, as shown below:-

All the columns have now been designed using the Finite Element Analysis Results for the Gravity Loads (G and Q), and the Building Analysis Results for the Lateral Loads (Nx and Ny).

Page 166

Standard

Page 167

Standard

Appendix A : Wind Load Specifying Wind Combinations To run the following example, please open model ‘Training_Course_Model_1’ In order to add wind loads to the model, you should ensure that you have Wind Load Cases created and Load Combinations set up that include these Wind Vectors. 

Go to Run > Building Analysis > P re-Analysis > Edit Load Com binations



Click the Loading Generator and tick the option to create W ind Loading



Click OK

You will now see that there are 4 Lateral Load Cases, Nx, Ny, Wx and Wy, and Combinations have been created that include each of these – e.g. G+Q+Wx as shown below.

Page 168

Standard Applying a Single Wind Load to Each Floor 

Go to Run > Building Analysis > P re-Analysis > Edit Storey Loads

By clicking on each of the storey labels in the upper table, the Wx and Wy values for each storey can be entered in the lower table. The wind loading is entered as a single point load on each storey. The location of the load is specified by entering its X and Y co-ordinates. These are measured from (0,0) - NOT from the bottom left of the model. Note: The Notional Horizontal Loads are applied at the centre of mass of the floor, whereas the Wind Loads should be applied at the centre of the building elevation. Thus a hand calc may be necessary to determine the co-ordinates to the Wind Load location.

Nx

Wx

CG Ny

Floor Plan

X

Wy

0,0

X

The load is transferred to the columns and walls via diaphragm action within the floor. The diaphragm model is defined on the Model Options tab of the Analysis form.

Page 169

Standard It is up to the Engineer to work out the coordinates and the wind loading to be applied. However we are given the coordinates of the centre of gravity. We can make use of these numbers to work out the coordinates to the centre of the elevation.



Use the dimension tool to show the distance to the centre of gravity and the length of the elevation.

Page 170

Standard In direction one. Centre of elevation is 19800 mm / 2 = 9900 mm Distance of the centre of elevation from the centre of mass is 9900 mm – 9071 mm = 829 mm X coordinate is 14.071 m + 0.829 m = 14.900 m For simplicity assuming 1.0 kN/m2 wind loading The loading in the Y direction Wy = 19.8 m × 4m × 1.0 kN/m2 = 79.2 kN In direction two. Centre of elevation is 27219 mm / 2 = 13610 mm Distance of the centre of elevation from the centre of mass is 13610 mm – 12341 mm = 1269 mm Y coordinate is 17.341 m + 1.269 m = 18.610 m For simplicity assuming 1.0 kN/m2 wind loading The loading in the X direction Wx = 27.219 m × 4.0m × 1.0 kN/m2 = 108.9 kN



Enter W x , W y loads and co-ordinates for the storey.

Note: In practice the loadings and coordinates may change due to variations in floor layout and storey heights. For this example we will assume they are all the same. 

Enter loads for the other storeys in a similar manner, and then click OK .



Return to Analysis, check the Building Analysis box and then click on Start.

The building should now be analysed for the wind load combinations in addition to the other combinations.

Page 171

Standard 

Click on the P ost-analysis tab and press the M odel and Analysis R esults Display button.



Using the settings and Filters you can select a wind case and view the results from that case. Viewing the deformations clearly shows the twisting effect caused by the offset of the coordinates

Page 172

Standard Applying Wind Loads directly to Columns & Walls As an alternative to applying a single point load to the floor, the wind loads can be applied directly to the tops of the columns and walls. 

Select a column and right click. From the menu choose Add Colum n/ W all N odal Load.

The load can either be applied to the selected column, all columns/walls in the current storey or every column/wall in the model. 

Choose Apply to Selected Colum ns and W alls



Select the required Wind Load Case and enter the load values to be applied. Note that the loads are applied using the global co-ordinate system.

You can enter multiple loads and moments under every available load case at the same time. 

Once you have entered all values, click OK for them to be applied to the selected members

Page 173

Standard

Page 174

Standard

Page 175

Standard

Appendix B: Beam Design Settings and Detailing Beam Design Settings Prior to performing the design it is recommended that you take time to consider the various settings and parameters that can be used to control it. Judicious use of these settings can have a big impact on the economy and practicality of the resulting design. 

Go to Settings > Beam Design Settings > Storey Beam Settings.

A brief overview of the options in general and then more specifically the reinforcement pattern options, is provided in the next few pages.

The Design Tab

These settings are generally self evident, they will tend to have a slight influence on the values of As required that emerge from the design. For example the options to design for the shear at the column face and to use the rectangular section (rather than the flanged section) when the flange is in compression will result in slightly more conservative steel area requirements.

Page 176

Standard The Parameters Tab

Again, these settings are generally self evident, they set limits on the ranges and spacing of bars which are considered when bars are being selected to provide reinforcement which at least meets the minimum requirements determined during design.

The Bar Selection Tab

Page 177

Standard

In this tab we start to apply more specific preferences which will affect the way in which bars are selected to meet the As requirements determined in design. Standard Pattern 2 is currently the most commonly used option. Many of the other options under this tab and also under the curtailments tab are more “tuned” to standard pattern 2. Note that on the Method sub-tab, the option to maximise bar spacing is the default. The option to minimise bar sizes is not often used because lots of small bars end up being used at close centres rather than a few larger bars at wider spacing.

Page 178

Standard The Curtailment Tab

In this tab we apply preferences as to how the reinforcement is curtailed. Although this is not under the “detailing” tab, these sorts of preferences are more traditionally applied by the detailer rather than the designer.

Page 179

Standard The Detailing Tab

Page 180

Standard

In this tab all the preferences relate to detailing presentation options, i.e. changes here only relate to presentation and not to the reinforcement selection.

The Layers Tab

Settings in this tab control the layering, line types etc to be used in the DXF file, which can be loaded into most general drafting packages. 

If you have made any changes to the Settings and Parameters select Save to update them and return to the Graphic Editor. Page 181

Standard Manually Creation of Drawing Sheets 

Go to Run > Beam Section Design and Detailing > Storey Beam s



Go to Sheet > Sheet Layout

To bring the beams on a particular axis onto the drawing sheet, perform the following steps. 

Position the cursor on the beam axis in the Axis column



Left click and hold on the axis name and then drag the beam onto the sheet



Position the beam where it is to be placed then release the left mouse button.



To manipulate the beam position click and drag the beam around the sheet



To sort according to the storeys, Select Settings and then select Storey.

Repeat this process for some more of the axes so your screen looks similar to below.

Now insert the reinforcem ent quantity table for these beams on Sheet 1 

Select the Schedule button so the following dialog box appears.



Now select OK

The Schedule is now placed at the bottom right of the Sheet 1. 

Save this sheet 1 layout by selecting Save.

Page 182

Standard Now create a new sheet which will be number 2 

Select the N ew B utton next to the Sheet No. Box so the following appears with a no. 2



Click OK

A new blank sheet appears on which more beams can be placed. 

Repeat what we have done so far for Sheet 1 by selecting some more beams.

Note: You can’t select any of the beams which are on Sheet 1 or those not previously designed. 

Choose Save and then Ex it to get back to the Beam Section Design and Detailing window.

Now we will view the beam drawing sheets created. Go to the Menu and select Sheet > Beam Detail Drawings to get the following screen. 

Highlight Sheet 1 as shown above then choose OK .

If any of the bars have been truncated you will be informed where they are and you will then need to click on OK to get to the following screen.

If necessary, edits can be made to the drawing using the various commands that are available. Alternatively the drawing can be exported as a DXF file and amendments made in another cad program.

Page 183

Standard

Appendix C: Column Design Settings and Detailing Column Design Settings Prior to performing the design it is recommended that you take time to consider the various settings and parameters that can be used to control it. Judicious use of these settings can have a big impact on the economy and practicality of the resulting design. 

Go to Settings > Colum n Design Settings

The Design Tab

Note: Min Steel Percentage will be taken from Table 3.25 in the code, Max Col Steel Percentage will be 6.0% and Max Wall Steel Percentage will be 4% unless you overwrite the default ( 0.00 ).

Plain Wall Design allows the design of walls without reinforcement where the wall is subject to compression throughout and the steel requirement is zero/negligible.

Page 184

Standard

By default Orion is set to use the BS8110 method for bi-axial design, however an alternative true biaxial approach is available. This latter method can produce some economy; however it is perhaps best thought of as a means to occasionally fine tune a BS8110 design. You may decide to design using the true bi-axial method and then check the reinforcement using the BS8110 method. Clause 3.8.4.4. is the more conservative. However, if cl 3.8.4.3 is appropriate, less conservative results can be achieved.

The Steel Bars Tab

These settings are fairly self explanatory; however some consideration should be given towards the selection of appropriate lateral steel. Details of the ‘Steel Bar Selection Method’ are displayed in the blue text below the setting. The option to maximise bar spacing is the default. This option reduces the congestion compared to the option to minimise bar sizes.

Page 185

Standard The Column Lateral Steel Types can be set by clicking the Column Containment sub-tab.

Clause 3.12.7.2. specifies requirements to contain compression reinforcement by the introduction of links and/or tie bars. The Single Link option or any of the other options should be regarded as manual over-rides: the user takes responsibility for adding extra bars to satisfy cl 3.12.7.2.

There are 4 choices available for Short and Long Walls. The Wall option (without End Zones) is more efficient at lower loading levels as minimum steel requirements start to dominate. The Wall w/End Zones option would generally not need to be used. It might however become more efficient when the walls are resisting significant in-plane moments. The Single Layer Wall can be selected for walls up to the thickness specified in the ‘Max. Width for Single Layer Walls’ dialog. The Single Layer Wall w/End Zones is the same as the above, but also includes End Zones.

Page 186

Standard

The settings on this tab are fairly self explanatory. For example the max bar spacing has been set to 200mm.

Note: Concrete cover 0.00 m m means the amount of cover will be taken from the code, as noted below the setting in blue. If a non zero value is entered, this will be used instead.

Page 187

Standard

The Mesh Steel tab allows the user to use mesh for the design of the walls rather than loose bars. The mesh sizes used will be based on the settings from the Building Analysis Form > Edit Materials.

The Detail Drawings Tab 

Now click on the Detail Draw ings Tab and set the parameters to be as shown below.

Page 188

Standard

In this tab all the preferences relate to detailing presentation options, i.e. changes here only relate to presentation and not to the reinforcement selection. The Layers tab works in exactly the same way as for the Beam Design Settings – see page Appendix B, page 180. 

Click on OK to save the design parameters for the columns and walls.

Page 189

Standard To Rationalise the Steel Bars in Individual Columns To rationalise the bars selected from storey to storey for individual columns, the Steel Optimization command is used. 

From the File menu in the Column Reinforcement Design window choose Steel Optim ization.



Select Column Line E-2 (1C9) as shown. It can be seen that three different bar arrangements are used up the height of this column.



Change all the bars at Storeys 1 and 3 to H25.



Click on Save Ax is then Close. The Utilization Ratios for the modified columns are recalculated.

Page 190

Standard To Rationalise the Steel Bars in Multiple Columns To rationalise the bars selected from storey to storey for multiple columns, the Copy and Paste commands are used. 

From the Column Reinforcement Design window highlight column 1C9.



Click on the Copy Steel B ars to Clipboard icon

The steel bar pattern for 1C9 is copied to the clipboard. All columns with the same b1 and b2 dimensions are marked “=” indicating that they are suitable for pasting this bar pattern to. The user can then either paste to individual marked columns using the Paste Steel Bars from Clipboard icon, or paste to all marked columns using Paste Steel Bars from Clipboard to All Similar Columns. 

Click on the P aste Steel B ars to All Sim ilar Colum ns icon

Page 191

Standard

Note: It is possible to paste a steel bar pattern that is insufficient. If you do this, the Design status will indicate fail for those columns as shown above. These could be re-designed interactively.

Creating the Column Detail Drawings 

Left click and highlight the column you wish to produce a ‘Detail Drawing’ for:



From within the Column Reinforcement Design window select the Colum n Detail Draw ings icon

The Column Axes List option will create a drawing of a single column by clicking on the Draw icon. If multiple columns are required on the same drawing sheet, the Sheet List option should be used as follows. 

Go to Sheet > Sheet Layout. Page 192

Standard



Change the Sheet size to A1 and then bring the column details on to the drawing by clicking and dragging the column references from the table on the right into the drawing sheet area.



Click on Save to save the above layout as sheet 1. Additional sheets could then be created as necessary by clicking on the New button. When completed click on Ex it

Page 193

Standard 

Go to Sheet > Colum n/ W all Detail Sheet



To see the resulting sheet 1, highlight 1 and click OK

Column Detail Drawing This drawing can be edited and plotted directly from here. Alternatively it can be exported by clicking on the DX F Ex port icon and then opened and edited further in AutoCAD.

Page 194

Standard

Page 195

Standard

Appendix D : Foundation Design Introduction This chapter covers the following: •

Design of a Pad Footing

•

Design of a Strip Footing

•

Design of a Raft

Foundation Design Settings The Allowable Stress of Soil and the Coefficient of Subgrade Reaction are set in the Building Parameters – Foundations tab.

Some further, more detailed, preferences are set in Setting > Foundation Design Settings.

Page 196

Standard Choice of Loading Method If you have already modelled and analysed the building above the foundation in Orion, the loads can be transferred directly to it. Alternatively if you only want to perform the foundation design without modelling the structure above then the load can be input manually. Assuming you have already analysed the structure above the foundation, you have the option to either transfer the loads resulting from the Building Analysis, or (assuming you have performed a gravity load chasedown) the loads can be based on the FE Analysis results. To design the foundations using FE results, proceed as follows: 

Select FE Floor Analysis from the Run menu in the M ain M enu bar.



Select the Analysis P ost-processing and R eports tab



Check the box M erge Colum n Results w ith B uilding Analysis R esults.



Close the FE Analysis Form.

Note: To design the foundations using Building Analysis results, leave the box unchecked.

Pad Footing Design All the foundation design features are only available when Storey ST00 is active. 

Select storey ST00 from the structure tree.



Select colum ns 1C2 and 1C3 and the right click and select I nsert P ad Base as shown



Click OK to create a Typical Footing for both columns Page 197

Standard



The footing data should be displayed as shown below.



Increase the footing depth to 600m m and change the bar sizes to H20 then click on the Calculate button.

A rectangular footing has been designed for the worst loads from both columns.

Note: The ‘unlocked’ icon in the middle of the screen indicates that if the Lx dimension is increased the Ly dimension will remain unchanged. The icon can be changed to ‘locked’ by clicking on it. In this case, if the Lx dimension is increased the Ly dimension will be automatically recalculated to suit.

Page 198

Standard



Change the above icon to ‘locked’ and check the ‘Square Footing’ box to have the footing recalculated.

If desired the bar spacing’s in the XX or YY directions can be amended at this point. 

Click on OK and then click on OK again to exit from the Pad Base Properties dialog.

Page 199

Standard The pad bases are then inserted under the selected columns as shown.

Pad Footing Details To obtain the detail drawings it is necessary to click on the Foundation Details icon located at the bottom of the structure tree as shown



Click on the N ew Detail Sheet icon.



Choose an A3 page and then click and drag the F2 footing out of the table and on to the drawing sheet.



Click with the left mouse button as necessary to reposition the footing so that it fits within the page border and then add a steel quantity table Page 200

Standard



To return to the Graphic Editor, click on the Form Plan icon at the base of the structure tree.

Strip Footing Design The Strip Footing is a ‘combined footing’ and can be used in cases where beams connect the columns and/or walls. In cases where there are no beams between the vertical members, it can still be used but fictitious beams have to be added first which are of the same depth as the footing. The latter option will be demonstrated. Note: This section of the training manual should only be considered as a brief introduction to the Strip Footing capabilities of Orion. This subject is much more comprehensively documented in the Engineer’s Handbook. When designing a strip footing under a continuous wall in which no bending takes place along the major direction of the wall, the pad footing option can be used. Select the wall, and right click to insert a pad footing.



Create a 600m m w ide by 800m m deep beam between columns C1 and C5, then another between C5 and C8 and a third between C8 and C12

Page 201

Standard



Select all three newly added beams and then right click and select Insert Strip Footing.



Checking the Design Envelope box will design the footing for all load combinations.

Page 202

Standard 

Select H20 steel diameter and increase the footing depth to 800m m , then click on Design.



Click Calculate and the program works out a required Footing Width and displays a report



Close the report then round the width up to 2900mm and click on Design once more. Page 203

Standard The results report is recreated based on the new width. 

Click on the Diagrams tab.



Click OK to exit, and then OK once more to return to the Graphic Editor.

Designing the Foundation Beam The foundation beam is designed in two stages: 

Go to Run > Beam Section Design and Detailing > Create/ Update Footing B eam Records.

Page 204

Standard 

Click Y es to update the records, then go to Run > B eam Section Design and Detailing > Foundation B eam s.

The beam section design dialog is displayed as below.

From this point the beam design procedure is carried out in a similar manner to the design of superstructure beams.

Raft Foundation Design The raft foundation is created as a slab and then analysed using FE. Note: As there are no beams, the slab insertion method should be set to Axis Region. To get correct transfer of the column and wall loads into the raft, each column\wall needs to lie on a slab edge or corner.



Create a 600m m deep slab inside the lift core as shown below. Page 205

Standard



Create 1m wide cantilever slabs around the edge of the core.



From the Run menu choose FE Raft Foundation Analysis

Page 206

Standard



Click on Raft Foundation M esh and Analysis



Adjust the Mesh Uniformity Factor and Plate Element Size, then mesh the floor

Page 207

Standard 

Exit from the mesh generator and continue with the analysis.



Select the Analysis P ost P rocessing



Display Contour diagrams for the various effects.

Shown below is the Contour diagram for the effect – Soil Pressure Threshold. This indicates that the soil is overstressed. It is necessary to make the raft larger.



Exit from the Post Processor and then in the graphic editor try increasing the raft size.

Once a satisfactory size has been obtained, reinforcement can be placed in the raft in the same way as was done for the other FE slabs in the building.

Page 208

Standard

Page 209

Standard

Appendix E : Load Combinations and the Loading Generator Several Standard Load Combinations are automatically selected when a model is created. These can be accessed from Run > Building Analysis > Pre-Analysis > Edit Load Combinations. You can view and edit these combinations here, manually create new Load Cases and Load Combinations or you can use the Loading Generator to automatically create the Load Cases and Combinations you require.

The Loading Generator Clicking the Loading Generator button provides a quick means of defining multiple load combinations.

Page 210

Standard Define Dead (G) and Define Live (Q) Loads Ticking these two boxes creates a combination of all spans fully loaded as shown:

Define Pattern Loads Ticking this box enables load patterning. The number of patterns created will depend on the selections made in Load Templates

The five check boxes at the top of the Load Templates enable the creation of basic patterns which are referred to as P1, P2, P3, P4 and P5. Pattern P1 applies ‘adverse’ load to the first span, ‘beneficial’ load to the second span and so on. Hence making the selections shown above would result in the following combinations being created:

Page 211

Standard And therefore, you would have the following Load Cases:

The following table illustrates the basic load patterns:

GP1 or QP1 (=_=_...)

GP2 or QP2 (_=_=…)

GP3 or QP3 (==_...)

GP4 or QP4 (_==…)

GP5 or QP5 (=_=…)

G or Q

Page 212

Standard Direction Dependant Pattern Loading Ticking this box enables the patterns to be applied in one direction only:

Direction 1

Direction 2

QP11

QP12

QP21

QP22

QP31

QP41

QP42

QP51

QP52

Page 213

Standard Stage Construction Cases Ticking the below options will create 2 new load cases, SG and SQ, as well as creating a new combination for these new load cases.

By default, each floor level is initially considered to be a stage. The first stage must always include storey 1; however, it and each subsequent stage can be adjusted to include more than a single storey. The stage duration can be initially set in the screen above, and is set as 15 Days by default, though this can be edited. By default, all stages initially have the same duration, however individual stage durations can be edited as required. Once the loading has been generated, it is then possible to adjust the content and duration of the stages via the ‘Load Cases’ button. Highlight the construction stage load case you want then click the edit button. All stages will then be listed and the storey (content) and duration can be adjusted.

The construction stage is useful where concern relates to the estimation of deflection affecting brittle finishes, and can have a big impact. For more information on this topic, please refer to the extensive Help System within the program.

Page 214

Standard Lateral Loads Notional, Wind and Soil Pressure load combinations can be generated automatically.

Notional Load Ticking this box creates four additional load combinations of gravity and notional horizontal load as shown below. In each case the notional load is applied at the centre of gravity of each floor.

Note that where the load factors are negative in the above table, this indicates the load is applied in the reverse direction.

Wind Load Ticking this box creates four additional load combinations of gravity and horizontal wind load as shown below. The point of application and the magnitude of the wind load at each storey are input by the user via the Storey Loads Editor accessed via Building Analysis. Refer to Appendix A for details.

Soil Pressure Load Ticking this box creates additional load combinations of gravity and soil pressure load as shown below. The point of application and the magnitude of the soil pressure load are input by the user via the Storey Loads Editor accessed via Building Analysis.

Temperature Load Ticking this box creates additional load combinations of gravity and temperature load as shown below. Temperature loads can be applied by selecting a column, wall or beam, right clicking and selecting Define Temperature Difference Data. You can then apply either Axial or Gradient temperature loads to specific members and member groups.

Page 215

Standard

Appendix F : Report Manager Concrete and Form Estimation Reports Throughout the training course it has been possible to create individual reports at the various different stages. EG: slab design; building analysis; column design; beam design etc. There are a couple of additional reports that have not been created yet. These will be created here. 

From the File menu choose Quantity Ex traction Tables



Choose Concrete Quantity Ex tractions Table and then click Create Report.



View the values then click Report.

Page 216

Standard



In the Orion report, click on the Save Report Button then Close and return to the Graphic Editor.



Repeat the process to create a Colum n/ W all Steel B ar Table and Save this report too.

Report Manager 

From the File menu choose Report M anager.



Use the arrows to select those reports that are to be printed as shown.

If connected to a printer the combined report could then be produced.

Page 217

Standard

Appendix G : Polyline Column Editor Creating an L-shaped column. 

Ensure the correct column properties are loaded (it should be labelled 1C1 – 600*300mm column) and then right click once more and choose P olyline Colum n Editor from the menu. The Polyline Column Editor shown below allows any shape of column to be created.

The sections shown to the right can be quickly created using the Standard Column Section icon, however in this example the column section will be created manually.

Page 218

Standard 

Right click on vertex 3 and pick Edit Vertex I nform ation.



Change d(nex t) to 550 and click Update. This sets the distance from this vertex to the next, which is in this case vertex 0. The left hand edge is therefore now 550mm.



Click Zoom Ex tents.

Page 219

Standard 

Left click on the line between vertices 2 and 3 to create a new vertex as shown.



Right mouse click on the new vertex 3 and pick Edit Vertex I nform ation. Change Angle(nex t) to 180 and d(nex t) to 300 and click Update as shown.



Left click on the line between vertices 2 and 3 to create a new vertex as shown.



Right mouse click on the new vertex 3 and pick Edit Vertex I nform ation. Change Angle(nex t) to 90 and d(nex t) to 250 and click Update as shown. Page 220

Standard



Click Cancel.

You should now have an L-shaped column of size 300x550/300x600 as shown below.

The origin point shown inside the column indicates where it will be placed relative to the grid line intersection. Clicking the Settings button allows you to change the origin position if required.



Click OK to exit from the P olyline Colum n Editor and save the new shape.

The column at Grid B/1 will be transformed to the L-shaped column as shown.

Select Zoom Limits

Page 221

Standard

Appendix H : Slab Design using FE Analysis Introduction For beam and slab models, as an alternative to the moment coefficient method of slab design, slabs can be designed based on the results obtained from a Finite Element Analysis (FE) of a floor instead. This is very useful to cater for those slabs that are not suitable for design by the moment coefficient method. Typical examples being irregular shaped slabs, slabs with voids or slabs with additional line or point loads applied. Note: The slab design based on FE strips which is discussed in this chapter can only be performed if a set of FE results are available for the floor in question. We will design St04.

Creating FE Slab Strips In order to design the slabs using FE, it is necessary to create FE Slab reinforcement strips. 

First ensure St04 is selected

Note: FE slab strips can be created before or after the FE Analysis. To specify a Finite Element Slab Strip: 

First, click on the Slab Strip icon to display the Slab Strip Properties.



Ensure the label in the Slab Strip box is X 1.



Ensure the type drop down is set to FE Strip



Indicate a Bob at both the start and end of the strip.



Click on the FE tab



Choose Span Strip.

To position the strip: 

Draw in the strip across the slabs between Grids B-C/ 1-6.



Draw a second FE strip X 2 across the slabs between Grids D-E/ 1-5.

Page 222

Standard

Note: Additional strips can be positioned as required. An FE strip can be distinguished from a coefficient strip by the FE label that appears at the end of the strip.

Page 223

Standard Finite Element Model Generation 

Ensure the B uilding Analysis results are up to date.



Select the FE Floor Analysis from the Run menu in the M ain M enu bar.

Changing the Stiffness Factors may affect the results. More information on this is provided in the Engineer’s Handbook and in Chapter 9 of this manual. 

Select Storey ST04



Ensure the Stiffness Factors are all set to 0.33 and you have the below settings



Select Floor M esh and Analysis

Page 224

Standard 

Select the Generate M esh icon



Now choose File/ Ex it to get back to the Finite Elem ent Analysis Form dialog box.

FE Analysis Post Processing 

Once the analysis is complete, click the Analysis P ost-processing button

This takes you to the Post-Processor window with the model displayed as follows:



Click on the Orthogonal P lan M ode button as shown:



By selecting the Show Contour icon

various effects can be displayed.

Page 225

Standard

Displacement contours.

M om ent M x contours.

By manipulating the loading and effect drop-downs various other results can be viewed. 

By selecting the Show Contour icon off.

once again the contours can be switched back

The results for the existing FE strips can be displayed using the Select Strip drop down. 

Select the strip X 2

The Moment diagram for strip X2 and the G+Q*F loading should appear as below.

Page 226

Standard Note There are options to plot either Moment or Design Moment. The latter incorporates the effect

of additional Wood-Armer moments in the slab. In this particular example because the slab panels are all quite close to being rectangular there is not much difference between the two. In some models (where the slab arrangement is more irregular) the Wood-Armer effect can become significant.

Note The diagram is plotted using values calculated for the number of longitudinal points along the

length of the strip. The tabulated values shown below the diagram are obtained by taking the maximum nodal results in each zone of each slab. The zones are colour coded and can be seen on the screen behind the slab strip moment diagram, as shown below. The nodes are coloured green in the support zone and orange in the span zone. The tabulated values are used for the reinforcement strip design - not the values along the strip itself.



Ex it to return to the Floor Analysis P ost-P rocessor w indow and choose File/ Ex it once more.

You will get the following dialog displayed.





Ensure both boxes above are checked, and then select OK . This will transfer the FE slab strip results taking into account the additional Wood-Armer moments. Ex it one more time to return to the Graphical Editor. Page 227

Standard Updating the FE Strips with Reinforcement To display the reinforcement designed using the FE method: 

Open the P roperties of the FE strip X 1 by right clicking



Choose Update

This should then display the steel bars. 

Repeat this process for strip X 2

So that steel bars are shown as follows: Any failing bars can be edited in exactly the same way as for the strips cut for the Moment Co-Efficient Method. Slab Output again can be created in the same way as the strips for the Moment Co-Efficient Method.

Page 228

Standard

Page 229

Standard

Appendix I: Enhancing the General Arrangement Drawings Creating Dimensions Exercise Aims •

Dimensioning the Grid Spacing

•

Dimensioning the Cantilever Slab

•

Creating Slab Cross-Sections

•

Exporting Drawings from Orion to AutoCAD

Dimensioning the Grid Spacing The next task will be to add dimensions to the grids created. 

Select the Dim ensions icon or go to M em ber/ Dim ension.

So you should now have the Linear Dimension dialog box as shown below. The top row of icons control the direction of the dimension 

select Horizontal Dim ension

The next row can be used to indicate if Continuous or Automatic dims are required and also if the dim is to appear on the current storey only, or all storeys. 

select Autom atic Dim ension

The third row is used to control the appearance of the extension lines. Usually, dimensions are inserted with scale as "1". If two different drawing scales are utilised on the same sheet (as in the column application drawings) the Dim Scale option can be very useful to dimension entities drawn to the second scale. Now we can dimension up the vertical grids. You will notice the status bar at the bottom of the screen is prompting what to do next…



Click to the left of Grid 1 and drag to beyond Grid 6 and then release the left mouse button.

The status bar at the bottom of the screen then asks you to click on where you would like the dimension line to appear, as shown below.



So click just above the protruding cantilever slabs.

Page 230

Standard Then the Automatic Dimension Parameters dialog box should appear. 

Ensure that the Ax es and I nsert Total Dim ension boxes are checked as shown below.



Select OK .

So your screen should look as shown below where the total horizontal dimension will be 19800. This can be checked by zooming over the total horizontal dimension

Vertical Grids Dimensioned Repeat the process for the horizontal grids A-F. 

Select the Vertical Dim ension direction and keep the autom atic dim ension selected.



Then click and drag from below Grid intersection A/ 5 to above Grid intersection F/ 5. Release the mouse button and then click on a point to the right of Grid 6.



In the Autom atic Dim ension P aram eters dialog ensure only Ax es and I nsert Total Dim is checked as shown below.

Page 231

Standard



Then select OK

Your screen should look as shown below.

Dimensioning up the Cantilever Slabs Next we will dimension up the cantilever slab at Grid F/1-2 as follows: 

To dimension the width of slab select Aligned Dim ension.

Note the prompt at the bottom of the screen:

Page 232

Standard



To snap to the top corner of the slab go to Edit > Object Snap Settings and ensure I ntersection is ticked.



Then click on the top left corner of the cantilever slab.

Note the prompt at the bottom of the screen:



Click on top right corner of the cantilever slab.

Note the prompt at the bottom of the screen:



Click a position above the slab where you want the dimension to appear.

So your screen should look as follows:



Repeat the above process to dimension the length of cantilever also.

Page 233

Standard Shrinking Axes and Setting Unused Axes to Ghost To make drawings clearer and also to reduce modelling complications, a useful feature is the ability to shrink axes. This reduces the axis lengths so that they don’t extend beyond where needed. 

Right mouse click on Ax es in the Structure Tree to display the menu shown.



Click on Stretch Ax es to M em ber I nsertions



Click on OK and the axes should be cut back as follows.

Another feature on the same menu, which can make drawings clearer, is the option to set unused axes as ghost. This will identify any axes that are not being used on a particular storey and place them into a ghost layer. This layer can then be switched off. This feature is particularly useful where the floor layouts change from one storey to the next. In the training model this is not the case. So it won’t be used. Page 234

Standard Creating Slab Section Views Next we will create horizontal and vertical cross-sections through the 1st storey. 

Select the Section icon or go to M em ber > Section.

Then proceed as follows: 

Position the cursor to the left of Grid 1 between Grid E-F above the slab opening



Press the CTRL key and click then drag the mouse so that it extends beyond Grid 5.



If necessary, select Zoom Lim its then click above the top of the vertical grids to insert the Horizontal Cross-Section (A-A)

Your screen should look as follows.

To get the reinforcement shown in the section, you must have designed the slabs with strips, then: 

Tick the box Show Steel Bars then click on Update.

Page 235

Standard Now draw a vertical section (Label it as B) between Grid 2-3/A-F. 

Position the cursor below Grid A and between Grids 2 and 3, press the ‘CTRL’ button and then click and drag the mouse so that it extends past Grid F.

You should now have 2 cross sections on your screen as shown below.

In Section B-B you can see the core walls. The amount that the walls (or columns) project above or below the section is controlled using the Upper Col and Lower Col Len boxes.

Page 236

Standard

Page 237

Standard

Appendix J : Orion Data File Structure and Project Settings Orion arranges the various files of a project automatically and stores them in folders with the same name as the given project code. Orion creates a folder for each project and saves all project files in this folder. In other words, all the files for a given project will be located in the same folder. These folders will be named as the Project Code specified by the user for each project. You are not permitted to include spaces in the Project Code. Project folders are created under a parent folder called the "Orion Data Directory". There can be more than one data folder for grouping the different projects. You can use spaces in the “Orion Data Directories" however the program will prevent you from using them in the “Project Directory”.

You can change the current Orion Data Folder by the "Data Directory" button on the "Project Manager" form. The Setup procedure creates a subfolder, "TMP", under the Orion Data Directory for the temporary files created during project modelling analysis. "TMP" folder can be relocated or renamed but it shouldn't be removed. You can use the "Scratch Directory" button on the "Project Manager" to relocate the temporary files' folder. If you press the "OK" button to close the "Project Manager" the selected project will be loaded to the Graphical Editor and the parameters will be saved in a file named as the .pbp. For example, project parameters file created for the ABC1 project will be named as "ABC1.PBP" and will be stored in [Orion Data Folder]\ABC1\ABC1.PBP" folder.

Page 238

Standard Project Settings There are various project settings that can be modified to suit customer preference. Once set these will be saved with the project. New projects can be created either using the same project settings as a different project, or by using a Template of specific settings. An existing project will retain the project settings it had when it was last saved. If you have an existing project with settings modified to your preference and you would like to apply those preferences to a new project, simply select that existing project in the Settings Centre when creating the new project and Import the settings you want. Alternatively, you could create a Template, also in the Settings Centre, which you could then apply to whichever projects you like. To revert to the default setting of the program, you can select one of the several default Templates available from the Settings Centre.

Page 239