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(1)the complete solution for concrete building systems. .cscworld.com/orion. HANDBOOK CSC Orion ™.

(2) Orion Documentation page 2. Disclaimer. Disclaimer CSC (UK) Ltd does not accept any liability whatsoever for loss or damage arising from any errors which might be contained in the documentation, text or operation of the programs supplied. It shall be the responsibility of the customer (and not CSC). • to check the documentation, text and operation of the programs supplied, • to ensure that the person operating the programs or supervising their operation is suitably qualified and experienced,. • to ensure that program operation is carried out in accordance with the user manuals, at all times paying due regard to the specification and scope of the programs and to the CSC Software Licence Agreement.. Proprietary Rights CSC (UK) Ltd, 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 documentation: © CSC (UK) Ltd 2010 All rights reserved.. Orion software: © CSC (UK) Ltd 2010 All rights reserved.. Trademarks Orion™ is a trademark of CSC (UK) Ltd. Fastrak™ is a trademark of CSC (UK) Ltd. TEDDS® is a registered trademark of CSC (UK) Ltd. The CSC logo is a trademark of CSC (UK) Ltd. Autodesk and Revit are registered trademarks or trademarks of Autodesk Inc. in the USA and/or other countries. Microsoft and Windows are either trademarks or registered trademarks of Microsoft Corporation in the United States and/or other countries. Acrobat® Reader Copyright © 1987-2010 Adobe Systems Incorporated. All rights reserved. Adobe and Acrobat are trademarks of Adobe Systems Incorporated which may be registered in certain jurisdictions. All other trademarks acknowledged.. Friday 29 October 2010 – 14:42.

(3) Table of Contents. Orion Documentation page 3. Chapter 1. Overview .. Chapter 2. Modelling Techniques .. Chapter 3. . . . . . Introduction . . . . . Modelling Analysis and Design Flowchart Build the Model . . . . . Derive Beam Loads . . . . General Building Analysis . . . Design and Detailing . . . .. . . . . . . .. . . . . . . .. . . . . . . .. . . . . . . .. . . . . . . .. . . . . . . .. . . . . . . .. . . . . . . .. . . . . . . .. . . . . . . .. 15 15 15 16 17 17 17. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 18 18 19 19 20 23 24 25 26 28 29 29 31 31 32 35 39 39 41 41 42 42 43 43 44 44 44 45 46 46 47 47 49 49 49 49 50 50 50. Beam Loads and Load Decomposition Methods. . . . . . .. . . . . . .. . . . . . .. . . . . . .. . . . . . .. . . . . . .. . . . . . .. 51 51 51 52 53 54. . . . . Introduction . . . . . . . Modelling Inclined and Lowered Members . . Sloping and Lowered Slabs . . . . How To Drop Parts of a Slab Panel . . . . Sloping and Lowered Beams . . . . Sloping and Lowered Columns . . . . Sloping and Lowered Walls . . . . Working With Planes . . . . . Modelling Curved Axes and Beams . . . Curved Axes . . . . . . . The Curved Axis Generator . . . . . Curved Beams . . . . . . . The Curved Beam Generator . . . . How many segments to use? . . . . Linking Angled Beams. . . . . . Columns and Walls Spanning More Than One Storey Example Case Study . . . . . . User Defined Supports . . . . . What is a default support? . . . . . When might a default support be inappropriate? . Specifying a User Defined Support . . . Applying a User Defined Support . . . User Defined Supports - Trouble shooting . . Stepped Foundation Levels . . . . . Default Supports Method . . . . . Single Storey Example of the Default Supports Method . Two Storey Example of the Default Supports Method . User Defined Supports Method . . . . Example of the User Defined Supports Method . . Beams with Varying Depth . . . . . Example Case Study . . . . . . Pinned Member Ends . . . . . . To Pin a Single Column . . . . . To Pin Multiple Columns . . . . . To Remove the Hinges from the Columns . . To Pin a Single Beam . . . . . To Pin Multiple Beams . . . . . To Remove the Hinges from the Beams . .. General . . . Modifying Beam Loads Beam Loads Dialog .. . . .. . . .. . . . .. . . . .. . . . How to Define a New Point Load . How to Define a New Uniformly Distributed Load .. . . . . ..

(4) Orion Documentation page 4. Table of Contents. How to Define a New Partial Distributed Load .. . . . . Using the vertex table . . How to Define a New Load on an Inclined Beam . . Switching between Yield Line and FE load Decomposition. What is Load Decomposition? . . . . . Why switch to an FE method? . . . . . Example of FE Method for Slab Load Decomposition . Why retain the traditional (yield line) method? . .. . . . . . . . . .. . . . . . . . . .. . . . . . . . . .. . . . . . . . . .. . . . . . . . . .. . . . . . . . . .. . . . . . . . . .. 54 54 56 56 58 58 58 60 65. . . . . . .. . . . . . .. . . . . . .. . . . . . .. . . . . . .. . . . . . .. . . . . . .. . . . . . .. 66 66 66 66 66 67. . . . . . . . . Limitations - diaphragm modelling and inclined planes . Case Study 1 - single storey pitched frame . . . . Case Study 2 - storeys linked by inclined planes . . . Global Constraints . . . . . . . Pattern Loading . . . . . . . . Rigid Zones . . . . . . . . Rigid Zones – None . . . . . . . Rigid Zones – Reduced by 25% . . . . . Rigid Zones – Max . . . . . . . Discussion . . . . . . . . Rigid Links . . . . . . . . Shear Walls and Core Wall Systems . . . . 3D Effects . . . . . . . . . Continuous Beams . . . . . . . Effects of one Member on Another . . . . . Sway Effects . . . . . . . . Transfer Beams . . . . . . . . Stiffness adjustments . . . . . . . Flat Slab Construction . . . . . . . Transfer Levels . . . . . . . . Supports . . . . . . . . . Building Analysis Problems – Reviewing/Understanding . What are Errors? . . . . . . . . What are Warnings? . . . . . . . Building Model Validity Checking Errors . . . . Beam Load Analysis Errors . . . . . . Building Analysis Errors and Warnings . . . . Overview of Axial Load Comparison Report . . . Table 1 . . . . . . . . . Table 2 . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . 68 . 68 . 68 . 69 . 70 . 71 . 72 . 72 . 73 . 74 . 77 . 80 . 80 . 81 . 83 . 84 . 85 . 86 . 87 . 89 . 89 . 90 . 92 . 94 . 95 . 95 . 96 . 96 . 96 . 98 . 98 . 98 . 99 . 99 .100 .101 .104 .105. . .. . .. . .. . .. . . . .. . . . . . .. . . . . . .. . . . . . .. . . . . . .. General Building Analysis .. . . . .. . . . .. . . . . Slabs to define rigid diaphragms (Default Setting) . Single rigid diaphragm at each floor level . . No rigid diaphragm floor levels . . . Excluding Specific Slabs from Diaphragms . .. . . . . . . . .. Using the Load Generator. Chapter 4. Analysis Methods Introduction.. .. . .. General Building Analysis Eigenvalue Analysis . Staged Construction Analysis Finite Element Floor Analysis. Chapter 5. Introduction. . Structural Model .. . . Diaphragm Modelling .. . . ..

(5) Table of Contents. Orion Documentation page 5. . .. . . .. . . .. . . .. . . .. . . .. . . .. . . .. . . .. . . .. . . .. . 109 . 109 . 110. . . Introduction . . . . Eigenvalue Analysis Parameters . Controlling the Storey Mass . Model Stiffness . . .. . . . . .. . . . . .. . . . . .. . . . . . . . . . . .. . . . . . . . . . . . .. . . . . . . . . . . . .. . . . . . . . . . . . .. . . . . . . . . . . . .. . . . . . . . . . . . .. . . . . . . . . . . . .. . . . . . . . . . . . .. 114 114 114 114 116 116 117 117 118 119 119 119. . . . . . . . . Combining the entire structure into a single stage . Setting the Duration of Each Stage . . . Analysis Properties . . . . . . Modulus of Elasticity. . . . . . FE Merging . . . . . . . Simulaneously designing for FE merged forces and the results of a completely unstaged analysis. .. . . . . . . . . . . . . . .. . . . . . . . . . . . . . .. 120 120 120 122 122 122 124 125 125 126 126 126 127 128. . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . .. 129 129 129 130 131 131 131 131 131 132 132 134 134 134 135 135 135 136 137 138 139 141 144. Comparisons between tables 1 and 2 Table 3 Table 4. Chapter 6. . .. . .. . .. Eigenvalue Analysis .. Controlling the Number of Mode Shapes Required. Analysis. .. .. . . . Exporting to S-Frame .. . . . . Exporting to S-Frame Example . Graphical Results Numerical Results. . . . .. . . . . .. . . . . .. . . . . .. Correction of Self Weight in S-Frame (for Eigenvalue Analysis only). Chapter 7. Staged Construction Analysis. . . . . . . . Simple Example . . . . . Staged Construction Modelling and Analysis. Model Creation . . . . . Staged Loading Creation . . . . Stage Control . . . . . . Combining multiple floors into a single stage .. Introduction. Chapter 8. .. Analysis and Design using FE. . . . Column / Shear Wall Model Type . Beam Stiffness Multiplier . . . Slab Stiffness Multiplier . . . Column and Wall Stiffness Multipliers . Cracking and Creep . . . . Include Column Sections in FE Model . Include Slab Plates in FE Model . . Consider Beam Torsional Stiffness . Include Upper Storey Column Loads . Upper Storey Column Loads Table . Floor Mesh and Analysis . . . Batch FE Chasedown . . . Meshing and Analysing your Model . If Slab Plates are NOT included . . If Slab Plates are included . . . Validity Checking . . . . Mesh Density . . . . . Mesh Uniformity . . . . Effect of Holes and Boundaries . . Mesh Sensitivity . . . . Introduction . . . Model Generation Options .. . .. . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . .. . . . . . . . . . . . . .. . . . . . . . . . . . . .. . . . . . . . . . . . . .. . . . . . . . . . . . . .. . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . ..

(6) Orion Documentation page 6. Table of Contents. Reviewing Results – Contours and Strips . Worked Example – Beam and Slab Systems Introduction . . . . . FE Mesh Generation . . . . Review of Contouring Options . . Deflection Plots. . . . . Mx and My Plots . . . . M1 and M2 Plots . . . .. . . . . . . . . Plots Including Wood and Armer adjustments . Steel Reinforcing Requirement Contours . . Other Contouring Adjustment Options . . Slab Design . . . . . . Effects of Adjusting the Beam and Slab Stiffnesses .. . . . . . . . . . . . . .. . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . .. .144 .145 .145 .146 .148 .149 .149 .150 .150 .153 .154 .155 .159 .163 .164 .166 .166 .166 .167 .170 .171 .173 .175 .176 .176 .176. Building Sway and Differential Axial Deformation Effects .. . .. . .. . .. .177 .177. Effects of Wood and Armer Moment adjustments on a Regular Slab Reinforcement Design . Merging Beam Results .. . . What does this option do? .. . . . When might you use this option? . Example . . . . . Option 1 – A Plateless Model . Checking the Beam Designs . . Solution 2 – A Meshed Model . Checking the Beam Designs . . Merging Column Results . . What does this option do? . . When might you use this option? .. Chapter 9. . . . . . . . . . . . .. . . . . . . . . . . . .. . . . . . . . . . . . .. . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . .. .. .. .. .. .. .. . .. . Analytical Idealisations . . . . Deflection . . . . . . Cases where one wall option is Preferable Option to Check Both Ways . . . Wall Panel Design . . . . . Forcing Walls to resist all lateral loads . Adjust Model Stiffnesses . . . Pin the Columns . . . . Sway Effects Under Gravity Load . . Fully Framed Structures . . . Why does this sway happen? . . . Structures Incorporating Flat Slab Areas . Slab Loads – Yield Line Decomposition . Slab Loads – FE Decomposition . . Discussion . . . . . Load Eccentricity . . . . Construction and Creep Effects . . Discrete Cores . . . . . Results based on an FE Chase Down . Closing Summary . . . . .. . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . .. .178 .178 .178 .178 .179 .179 .180 .180 .181 .181 .181 .182 .184 .184 .186 .187 .187 .188 .189 .190 .191. .. .. .. .. .. .. .. .. .. .192. Introduction.. .. .. .. .. Chapter 10. Wall Modelling Considerations. Chapter 11. Sway Deflection Verification .. ..

(7) Table of Contents. Orion Documentation page 7. Introduction . . . . . . . . Comparison of Orion's alternative wall modelling options Compare analysis results using other software . .. Chapter 12. Overview of Bracing and Sway Sensitivity . Introduction. . Automatic Assessment of Sway Sensitivity . User Defined Bracing . . . . Classification Requirements of each code . BS8110 (similarly CP65 and HK-2004) . . . EC2. .. .. .. .. .. .. .. .. .. .. .. .. .. . . . . . . . Implementation of EC2 Classification in Orion Setting the Braced/Bracing Members . . Assessment of Sway Sensitivity . . .. . . . . .. . . . . . .. .. .. . . . .. . . . . . . . . .. Worked Example for a Sway Sensitive EC2 Structure Model Analysis Properties. .. .. ACI Classification (for comparison). EC2 Classification to Annex H. .. . . .. Application of Load Amplification Factors. Chapter 13. . . . .. . . . .. . . .. . . .. . . .. . . .. . . .. . . .. . 192 . 192 . 193. . . . . . .. . . . . . .. . . . . . .. . . . . . .. . . . . . .. . . . . . .. . . . . . .. .. .. . . . . . . . . .. .. . . . . . . . . .. .. . . . . . . . . .. .. . . . . . . . . .. . . . . . . . . .. 195 195 195 196 197 197 . ACI 318-02198 . . 199 . . 201 . . 201 . . 201 . . 202 . . 203 . . 203 . . 205 . . 207. Overview of Differential Axial Deformation Effects in 3D Analysis of Buildings . 208 Introduction . . . . . . Opening Discussion . . . . . Example 20 Storey Building . . . . Traditional Analysis Results . . . . Emulating the Traditional Approach in Orion Sub-Floor Analysis (FE Chasedown) . .. . . . . . .. . . . . . . . . . .. . . . . . . . . . .. . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . .. 208 209 211 212 214 215 Building Analysis, area factor adjustment methods 216 Why do the two models give such different answers? . 218 How do we eliminate this effect if we want to? . . 219 Increasing the column area factor . . . 220 What is a reasonable upper limit for the column area factor adjustment? 223 Detailed comparisons of the analysis results . . . . 223 Recommendation . . . . . . . . 225 Is it acceptable to simply emulate the traditional design result? 226 Ignoring differential axial displacements . . . . 226 Making allowances for differential axial displacements . . 226 What is a reasonable lower limit for the area factor adjustment? 227 What is the impact on the design when both upper and lower-bounds are taken into consideration? 227 Consider Case where AF = 2.7 is upper bound and AF = 1.5 is the lower bound: . . . . . 228 Consider Case where AF = 4.0 is upper bound and AF = 1.0 is the lower bound: . . . . . 228 Consider Case where FE Chasedown is upper bound and AF = 1.5 is the lower bound: . . . . 228 What is the impact on the design when Pattern Loading is Introduced? . . . . . 228 Conclusion on Design Impact . . . . . . . . . . . . 229 Overall Summary of Suggested Procedure . . . . . . . . . . 230 Closing Discussion . . . . . . . . . . . . . . 231 Typical Concerns . . . . . . . . . . . . . . 231 What answers are we trying to get? . . . . . . . . . . . 231 Fixed Values for Area Adjustment Factor . . . . . . . . . . 231 Side Effects on Lateral Load Analysis . . . . . . . . . . . 232 Will FE Chasedown also eliminate differential axial deformation? . . . . . . 232 Is this going to result in uncompetitive over design? . . . . . . . . 233 Could I avoid all this complication if Staged Construction Analysis were used? . . . . 233 DADE Analysis & Design Flowchart . . . . . . . . . . . 234.

(8) Orion Documentation page 8. Chapter 14. Table of Contents. Using Staged Construction Analysis to Emulate ‘Traditional’ Design Introduction. . Worked Example: .. . .. . .. . .. . .. . .. . .. . .. . . . . . .. . . . . . . . . .. . . . . . . . . .. . . . . . . . . .. . . . . . . . . . .. . . . . . . . . . .. .236 .236 .236 .237 .237 .237 .237 .238 .239 .241. . .. Previous Results (from FE Analysis and Unstaged Building Analysis). . . . . .. . . . . .. . . Building Analysis with Area Factor adjustment . Staged Construction Analysis Result . . Does Staged Analysis eliminate DADE? . . Use of Staged Construction as the upper bound solution . . .. . .. . .. . .. . .. . .. . .. . .. . .. .242 .242. . . . . . . Overview . . . . . . . Slab Strip Errors – Reviewing/Understanding .. . . . . .. . . . . .. . . . . .. . . . . .. . . . . .. . . . . .. . . . . .. . . . . .. .243 .243 .243 .243 .243. . . . . 1. Check slenderness limits for lateral stability- Cl 3.4.1.6 . 2. Rectangular or flanged - Cl 3.4.1.5 . . . . 3. Analysis of Sections - Cl 3.4.4.1 . . . . . 4. Design for Bending- Cl 3.4.4.4 and Cl 3.4.4.5 . . . 5. Design for Shear- Cl 3.4.5 . . . . . . 6. Deflection Checks- Cl 3.4.6 . . . . . Worked Example . . . . . . . . The Design Model . . . . . . . Beam Design Settings . . . . . . . Analysis Results . . . . . . . . Performing the Design . . . . . . Design for Bending - Cl 3.4.4.4 . . . . . Design for Shear - Cl 3.4.5 . . . . . . Deflection Checks- Cl 3.4.6 . . . . . . Output Calculations . . . . . . .. . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . .. .244 .244 .245 .245 .245 .246 .246 .246 .249 .251 .251 .251 .252 .253 .254 .254 .256 .258 .259. . . . . . . . . . . . . .. . . . . . . . . . . . . .. . . . . . . . . . . . . .. . . . . . . . . . . . . .. . . . . . . . . . . . . .. . . . . . . . . . . . . .. .260 .260 .260 .260 .261 .262 .262 .263 .264 .264 .265 .265 .267. Sub-Floor Analysis (FE Chasedown). .. .. Building Analysis without Area Factor adjustment. Chapter 15. Design and Detailing . Introduction.. Chapter 16. .. .. . .. . .. . .. Slab Design .. No. of Slabs and Beams along strip is not consistent! Creating Member… (but nothing seems to happen). Chapter 17. Beam Design to BS8110 .. . . . . Beam Design Settings . . . The BS8110 Beam Design Process . Introduction.. Chapter 18. .. Beam Detailing .. . . Introduction. . . . The Design and Detailing Process Overview . . . . The Design Tab . . . The Parameters Tab . . The Bar Selection Tab . . The Curtailment Tab . . The Detailing Tab . . The Layers Tab . . . Overview of Patterns . .. . . . . . . . . . . . Pattern 1 – The Splice Bar Method . Pattern 2 – The Alternative Method. . . . .. . . . .. . . . .. . . . . . . . . . . . . .. . . . . . . . . . . . . .. . . . . . . . . . . . . .. . . . . . . . . . . . . ..

(9) Table of Contents. Orion Documentation page 9. . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . .. 268 269 270 270 270 272 272 273 274 277 282 284 285 286 288 289 290 292 294 295 298 299. . . . 1. Braced or unbraced - Cl 3.8.1.5 . 2. Calculate effective height- Cl 3.8.1.6 .. . . . . .. . . . . . . . . .. . . . . . . . . .. . . . . . . . . .. . . . . . 3. Check slenderness limits- Cl 3.8.1.7 & 3.8.1.8 . 4. Classify as short or slender- Cl 3.8.1.3 . . 5. If slender - calculate M_add- Cl 3.8.3.1 . . 6. Calculate minimum moments - Cl 3.8.2.4 . . 7a. If braced, calculate design moments about each axis - Cl 3.8.3.2 .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 301 301 302 302 303 303 303 303 304 304 304 304 305 306 306 307 309 310 310 311 312 312 312 314 314 315 316 317 319 321 322 322 322. Pattern 3 – The Hanger Bar Method The Bent-Up Pattern Method .. Detailed Example and Comparisons Overview . . . . Basic Setup . . . . Design Tab . . . . Parameters Tab . . . Bar Selection Tab . . . Curtailment Tab . . . Detailing Tab . . . . Initial Design and Drawing Creation Effects of Applying Preferences . Bar Spacing Maximisation Limiting the Bar Range Merging Bars .. .. Minimum Tension Lap. . . . .. . . . .. Stop Using 2nd Support and Span Bars. .. Extend and Merge End Bars. Extend Support Bars Symmetrically Standardise Link Size Uniform Links. Summary .. Chapter 19. .. . .. . . .. . . .. Column Design to BS8110. . Introduction . . . . The BS8110 Column Design Process. 7b. If unbraced, calculate design moments about each axis - Cl 3.8.3.7 8. Calculate equivalent uni-axial design moments - Cl 3.8.4.5 . . 9. Member Design - Cl 3.8.4 . . . . . . .. Worked Examples. .. .. .. .. .. .. .. The Design Model . . . . . . . Column Design Settings . . . . . . Braced Rectangular Column Example . . . . Performing the Design . . . . . . 1. Braced or unbraced - Cl 3.8.1.5 . . . . 2. Calculate effective height- Cl 3.8.1.6 . . . . 3. Check slenderness limits - Cl 3.8.1.7 & 3.8.1.8 . . 4. Classify as short or slender - Cl 3.8.1.3 . . . 5. If slender - calculate Madd- Cl 3.8.3.1 . . . 6. Calculate minimum moments - Cl 3.8.2.4 . . . 7. Calculate design moments about each axis - Cl 3.8.3.2 . 8. Calculate equivalent uni-axial design moments - Cl 3.8.4.5 9. Member Design - Cl 3.8.4 . . . . . Cross check of the above solution . . . .. Bi-Axial Design Method Example . Braced Circular Column Example .. . . 1. Braced or unbraced - Cl 3.8.1.5 . 2. Calculate effective height- Cl 3.8.1.6 .. . . . .. 3. Check slenderness limits - Cl 3.8.1.7 & 3.8.1.8. . . . . .. . . . . .. . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . ..

(10) Orion Documentation page 10. Table of Contents. 4. Classify as short or slender - Cl 3.8.1.3 . . . . 5. If slender - calculate Madd- Cl 3.8.3.1 . . . . 6. Calculate minimum moments - Cl 3.8.2.4 . . . 7. Calculate design moments about each axis - Cl 3.8.3.2 . 8. Calculate equivalent uni-axial design moments - Cl 3.8.4.5 9. Member Design - Cl 3.8.4 . . . . . .. . . . . . . .. . . . . . . .. . . . . . . . . . . . . .. . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . .. .323 .323 .323 .324 .324 .325 .325 .325 .326 .326 .326 .326 .327 .328 .328 .328. . . . . . . . . . . . . . . Mesh and Minimum Reinforcement Requirements . Points to Consider . . . . . . Which Mesh Type is Better? . . . . . Overview of Possible Reinforcement Arrangements .. . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . Design using Type A Mesh (not considering plain wall design option) . Design using Type A Mesh (considering plain wall design option) . Design using Type B Mesh (considering plain wall design option) . Limitation Copy/Paste Bars will not work . . . . .. . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . .. .333 .333 .333 .333 .333 .335 .335 .336 .338 .339 .340 .340 .340 .341 .341 .342 .343 .344 .345 .346 .347 .347. . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . .. .348 .348 .348 .349 .350 .351 .351 .351 .351 .352 .352 .353 .353 .354 .354. Unbraced Circular Column Example 1. Braced or unbraced - Cl 3.8.1.5 .. . . 2. Calculate effective height- Cl 3.8.1.6 .. . . .. 3. Check slenderness limits - Cl 3.8.1.7 & 3.8.1.8 4. Classify as short or slender - Cl 3.8.1.3 . . 5. If slender - calculate Madd - Cl 3.8.3.1 . . 6. Calculate minimum moments - Cl 3.8.2.4 . 7. Calculate unbraced design moments about each axis - Cl 3.8.3.2 8. Calculate equivalent uni-axial design moments - Cl 3.8.4.5 . 9. Member Design - Cl 3.8.4 . . . . . . .. Chapter 20. Wall Design and Detailing. Chapter 21. Foundation Design .. . Introduction. . . . . Conservatism in the design method Wall Design and Detailing Options . Design With End Zones . . Design Without End Zones . . Should I use End Zones? . . Plain Wall Design . . .. . . . . . . . . Option to use Single Layer of Reinforcement . Design with Mesh Reinforcement . . . The "Revert to Loose Bar" Option . . . How the "Revert to Loose Bar" Option Works . Limitation of "Revert to Loose Bar" Option . . Column Steel Details View . . . .. . . Foundation Design Settings . Foundation Depth . .. . . . . The Foundation Forces Table . Combining Columns and Walls for Shared Foundation Design . To combine multiple columns and walls . . . . . To ungroup columns and walls . . . . . . Calculation of the Combined Footing Design Forces . . . Creating a Typical Pad/Pile Footing for Multiple Foundations . To create a typical footing . . . . . . . Pad Footings . . . . . . . . . Defining a Pad Footing . . . . . . . Pad Footing Details . . . . . . . . Combined Pad Footings . . . . . . .. Introduction.. .. .. . . . . .. . . . . . . . .. . . . . .. . . . . .. . . . . .. . . . . .. . . . . . . . . . . . . . . ..

(11) Table of Contents. Orion Documentation page 11. Pile Caps .. .. .. . . . . . . . Strip Footings . . . Defining a Strip Footing . Strip Analysis Options . Defining a Pile Cap . Basic Design Procedure Limitations . . Larger Pile Groups . Pile Cap Details . Combined Pile Caps .. . . . . . . . . . .. Adjusting the Subgrade Coefficient Enveloping all Load Combinations .. Strip Footing Design. . Beam Design . . . Creating Wide Strip Footings Combined Strip Footings .. . . . .. Defining a Combined Strip Footing Analysis and Design . Raft (or Mat) foundations Piled Rafts . . . Defining a Piled Raft . Piled Raft Design .. Chapter 22. . . . . .. . . . . .. . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . .. Solution Options for Inclined/Lowered Members Introduction. .. .. .. .. .. .. . . Overview of Solution Options and Limitations . . Inclined Beam and Slab Loads . . . . . Building Analysis Worked Example . . . . Diaphragm Modelling . . . . . . Simplified Load Decomposition . . . . . Analysis . . . . . . . . . Load Comparison Check . . . . . . Switching to FE Beam Load Decomposition . . . Design and Detailing . . . . . . Inclined Beam Design . . . . . . Inclined Beam Detail Drawings and Quantities . . . Inclined Column Design . . . . . . Inclined Column Detail Drawings and Quantities. . . Tapered Wall Design. . . . . . . Tapered Wall Detail Drawings and Quantities . . . Design and Detailing of the Inclined Slabs . . . Tapered Wall Modelling . . . . . . General Limitations - Inclined/Lowered Members . . Load decomposition for lowered slabs . . . . FE Analysis Worked Example . . . . . Introduction . . . . . . . . Example Model . . . . . . . FE Chasedown Analysis . . . . . . FE Model Generation . . . . . . Load Comparison Check . . . . . . Member Design based on FE Analysis . . . . Limitations - FE Analysis of Inclined/Lowered Members . Limitations - Finite Element Analysis and Building Sway . S-Frame Comparison . . . . . . Typical Test Model Results . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . .. 355 355 357 357 358 359 359 360 360 364 364 369 370 372 374 375 375 375 375 376 376 377. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 379 379 380 380 381 381 383 383 384 385 387 387 387 388 388 388 389 389 389 392 392 397 397 397 397 397 399 400 401 401 402 403 404.

(12) Orion Documentation page 12. Table of Contents. .. .. . . .. . . .. . . .. . . .. . . .. . . .. . . .. .404 .405 .405. Overview of Solution Options for Transfer Levels. Discussion. Conclusions. Chapter 23. . . .. . . .. . . .. . . .. . . .. . . .. . . .. . . . . .. . . . . .. . . . . . .. . . . . . .. . . . . . .. . . . . . .. . . . . . .. . . . . . .. .406 .406 .406 .407 .407 .407. . Modelling and Analysis . . . . . Analysis Model Options . . . . Model Tab . . . . . . Stiffnesses Tab . . . . . . Settings Tab . . . . . . Analysis . . . . . . . Load Comparison Check . . . . Design and Detailing of the Transfer Beams . Discussion of Frame Analysis Results . . Gravity Loads (Mid-Pier Wall Modelling) . . Building Analysis Results . . . . Front Transfer Beam . . . . . Rear Transfer Beam . . . . . Frame Action . . . . . . Gravity Loads (FE Meshed Wall Modelling) . Building Analysis Results . . . . Front Transfer Beam . . . . . Rear Transfer Beam . . . . . Frame Action . . . . . . Limitations – Transfer Walls . . . . Supporting Beam to carry all Wall Load . . No supporting Beam – Wall to act as a Deep Beam . Beam and Wall to Work Together . . . . Limitations – Walls Supported by more than 1 Beam Analysis . . . . . . . . Results based on Mid-Pier Wall Idealisation . . Results based on Meshed Wall Idealisation . . Alternative Modelling Option – Split the wall . . Mid-Pier Model . . . . . . . Meshed Model . . . . . . . Summary/Recommendations . . . . Option 1 – Do not split the wall . . . . Option 2 – Split the wall . . . . .. Introduction. . . . . . . Understanding the Problem and the Limitations Where Beams support Columns and Walls . Where Slabs support Columns and Walls . Key Limitation . . . . . .. Chapter 24. Transfer Beams – General Method .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. .409 .409 .409 .409 .410 .410 .411 .412 .413 .414 .414 .415 .416 .417 .418 .420 .421 .422 .423 .424 .425 .426 .427 .428 .432 .433 .434 .435 .436 .437 .438 .439 .439 .439. Chapter 25. Transfer Beams – FE Method, Option 1 (Simplest). . . . . . . . .. . . . . . . . .. . . . . . . . .. . . . . . . . .. . . . . . . . .. . . . . . . . .. .440 .440 .441 .443 .444 .445 .447 .447. Modelling and Initial Analysis . The FE Analysis and Load Chase Down Axial Load Comparison . . . Merging Column Analysis Results . Column Design . . . . Merging Beam Analysis Results . Merging Options . . .. . . . . . . .. . . . . . . . . . . . . . . . . . . . . . .. . . . . . . .. . . . . . . .. . . . . . . ..

(13) Table of Contents. Orion Documentation page 13. . . . Beam Design . . . . FE Chase Down with Duplicate Floors. . . . .. . . . .. . . . .. . . . .. . . . .. . . . .. . . . .. . . . .. . . . .. . . . .. 448 448 450 452. Transfer Beams – FE Method, Option 2. Discussion of Merged Results Front Transfer Beam .. Chapter 26. Chapter 27. . . . .. Modelling and Initial Analysis . . The FE Analysis and Load Chase Down . Axial Load Comparison . . . Merging Column Analysis Results . . Merging Beam Analysis Results . . Discussion of Merged Results . . Front Transfer Beam . . . . Beam Design . . . . . Effect of adjusting Slab Stiffness Factor .. . . . . . . . . .. . . . . . . . . . .. . . . . . . . . . .. . . . . . . . . . .. . . . . . . . . . .. . . . . . . . . . .. . . . . . . . . . .. . . . . . . . . . .. . . . . . . . . . .. . . . . . . . . . .. 454 454 455 459 460 461 461 461 462 462. Solution Option for Transfer Slabs. . . . . . . . . . . .. . . . . . . . . . . .. . . . . . . . . . . .. . . . . . . . . . . .. . . . . . . . . . . .. . . . . . . . . . . .. . . . . . . . . . . .. . . . . . . . . . . .. . . . . . . . . . . .. . . . . . . . . . . .. 464 464 465 466 466 469 470 470 476 477 477. .. . . . . . . . . . . . . . .. . . . . . . . . . . . . . .. . . . . . . . . . . . . . .. . . . . . . . . . . . . . .. . . . . . . . . . . . . . .. . . . . . . . . . . . . . .. . . . . . . . . . . . . . .. . . . . . . . . . . . . . .. . . . . . . . . . . . . . .. . . . . . . . . . . . . . .. 478 478 478 478 478 479 479 480 480 482 482 486 492 498. . . . . . Check Shear on Series of Perimeters . Simple Examples . . . . Checking a Typical Internal Column . Performing the Check . . . Checking Maximum Shear Capacity .. . . . . . . . . . .. . . . . . . . . . .. . . . . . . . . . .. . . . . . . . . . .. . . . . . . . . . .. . . . . . . . . . .. . . . . . . . . . .. . . . . . . . . . .. . . . . . . . . . .. . . . . . . . . . .. 499 499 499 499 499 499 500 501 502 502. Modelling and Initial Analysis. . . . . . . . . . . . . The FE Analysis and Load Chase Down . Axial Load Comparison . . . Merging Column Analysis Results . . Merging Beam Analysis Results . . Column and Wall Positioning Slab Insertion . . . Building Analysis . . Alternative Modelling Option Concluding Note on Modelling. Chapter 28. Flat Slab Models Introduction. .. . .. . .. . .. Scope of Flat Slab Design in Orion. . . . . Example of a more Irregular Model Overview . . . . Braced Buildings. .. Un-Braced Buildings .. Slab Analysis, Design and Detailing Meshing Deflection. . .. . .. . .. . .. Bottom Steel Reinforcement Provision Top Steel Reinforcement Provision .. . . . . . . . . . . . .. Additional Notes on Bottom Steel Provision. Column Design. Chapter 29. .. .. Punching Shear Checks .. .. . Introduction . . . . BS8110 Design Code Requirements The Design Procedure . . Check Maximum Shear Capacity ..

(14) Orion Documentation page 14. Table of Contents. . . . Checking a Typical Corner Column . Column Drop Panels . . . . Dealing with Openings . . . Openings which have been modelled . Calculation of the Effective Shear Force . Allowing for Openings which have not been modelled . Final Batch Check and Output . . . . Concluding Notes . . . . . . . Limitations . . . . . . . Holes . . . . . . . . Dimension ‘x’ used at the face of the loaded area . . Slab Merging . . . . . . . Specification of Effective Slab Reinforcement . . Providing the Shear Reinforcement . . . . Punching Perimeters . . . . . . Walls . . . . . . . . Overlapping Perimeters . . . . . Discontinuous Columns . . . . . Advantages . . . . . . . EC2 Design Code Requirements . . . . The Design Procedure . . . . . . Check Maximum Shear Capacity . . . . Check Shear Capacity at the Basic Control Perimeter.. . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . Calculate Shear Reinforcement Required and Length of Outer Control Perimeter . Calculation of Magnification Factor  . . . . . . . . Internal column . . . . . . . . . . . Edge column . . . . . . . . . . . . Corner column . . . . . . . . . . . . Calculation of W1 . . . . . . . . . . . . . . Requirements for Models to be Linked for Foundation Design . Procedure for Linking Existing Models into a Foundation Project . Linked Project Manager . . . . . .. . . . . . .. . . . . . .. . . . . . .. . . . . . . .. . . . . . . .. . . . . . . .. Check Shear on a Series of Perimeters. . Checking a Typical Edge Column . Providing Shear Reinforcement. Chapter 30. Linking and Merging Projects . Introduction. . . . Creating a Foundation Project. Chapter 31. . .. Reports and Drawing Output . Introduction. Orion Reports. . . Report Manager . Quantity Reports . Drawings . . Examples . .. . . . . . .. . . . . . .. . . . . . .. . . . . . . . .. . . . . . . . .. . . .. . . .. . . .. . . . . . . .. . . . . . . .. . . . . . . .. . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. .503 .505 .507 .510 .511 .514 .514 .516 .517 .519 .520 .520 .521 .522 .523 .527 .527 .527 .528 .528 .529 .529 .529 .529 .529 .529 .530 .530 .530 .531 .531 .532. . . . . . .. . . . . . .. . . . . . .. .534 .534 .536 .536 .536 .538. . . . . . . .. . . . . . . .. . . . . . . .. .539 .539 .539 .541 .541 .542 .543.

(15) Chapter 1 : Overview. Chapter 1. Orion Documentation page 15. Overview. Introduction The aim of this handbook is to provide added background information together with hints, tips, and examples all of which should help you to make the most of Orion. This manual is not written at a Getting Started level, and it is recommended that you have worked through basic training examples in order to become familiar with the system and terminologies used, before addressing the more complex detail provided here. Copies of the getting started and basic training manuals in pdf format are installed with Orion and can be accessed by clicking on the links below. • Orion Quick Start guide.pdf. • Orion Standard Training Manual.pdf (If the links do not work please browse to find the file name indicated above in the HELP sub-folder of the Orion Program Folder). It is particularly noted that the Standard Training Manual covers many topics in sufficient detail that no further mention is required in this document.. Modelling Analysis and Design Flowchart If you write down the main headings for what you expect a Concrete Building Modeller to do it will probably look pretty simple: 1. Provide a way to input/describe the model. 2. Analyse it. 3. Design it. 4. Produce Calculations. 5. Produce Drawings. If you have worked through the training course notes you will know that Orion lets you do all this. The following flow chart illustrates this basic sequence, but it also indicates options. The existence of such options can sometimes lead to confusion – which option should you choose? In this chapter we will try to deal with each heading in a little more detail, indicate when you might use the optional routes, and provide cross reference to other chapters with more detailed information and/or worked examples..

(16) Orion Documentation page 16. Chapter 1 : Overview. Orion modelling, analysis and design flowchart 1. Build the model. 2. Derive beam loads using the ‘Yield Line’ (tributary area) approach. 3. Run the general building analysis to generate column, wall and beam design forces. Slab design based on tabulated code coefficients. 2a - optional Derive beam loads based on a special FE model. Choose whether to use these loads selectively or on all beams. 3a - optional Use sequential FE floor analyses to chase gravity loads down through the structure. Selectively merge/override column wall and beam design forces with those of the general building analysis. 3b - optional Use same FE models to generate and merge alternative slab design forces. 4.1 Beam design and detailing. 4.2 Column/Wall design and detailing. 4.3 Slab design and detailing. Build the Model As noted earlier, the primary source of help in this aspect of Orion usage is the Training Manual. Ordinary regular models can be constructed with speed and ease. Many chapters in this manual provide modelling information, hints and tips for more unusual circumstances..

(17) Chapter 1 : Overview. Orion Documentation page 17. Derive Beam Loads This might incorrectly be regarded as part of the building analysis, it is not, slab loads are decomposed onto the supporting beams prior to building analysis. Examining the flowchart indicates that you have options here and it is important to understand what these are and when you might use them. The default load decomposition method is based on tributary areas, and is commonly known as the Yield Line Method. This method has limitations in circumstances such as: 1. When the slab boundaries are highly irregular 2. When there are significant holes defined in the slab 3. When there are eccentric concentrated point, patch, or line loads The alternative FE Method will deal with these more extreme conditions. A more detailed discussion and example is provided in the chapter Beam Loads and Load Decomposition Methods.. General Building Analysis A full 3D analysis model is derived from the physical information that you describe when constructing the model. This may sound simple but in fact there are numerous potential subtleties to consider here, items such as: 1. Does a full 3D analysis actually give the answers you expect? 2. How are diaphragms modelled? 3. How is pattern loading catered for? 4. How are walls modelled? 5. etc. These and other related topics are considered in the chapters General Building Analysis , Wall Modelling Considerations and Overview of Differential Axial Deformation Effects in 3D Analysis of Buildings It is worth noting here that the 3D analysis model of a complete building is primarily a frame element model with an option to use FE meshing of shear/core walls. It does not include FE meshed floor elements. Since flat slab (or flat plate) structures do not include beams the basic 3D building analysis will not deal with these structures. The chapter Flat Slab Models describes the alternative solution provided for these circumstances.. Design and Detailing Much of the element design theory is covered in the following chapters: Beam Design to BS8110 , Column Design to BS8110 and Wall Design and Detailing . As beam and slab systems become more irregular, you may wish to turn to the optional FE analysis for the slab design, the chapter Analysis and Design using FE provides additional information in this regard..

(18) Orion Documentation page 18. Chapter 2. Chapter 2 : Modelling Techniques. Modelling Techniques. Introduction The Standard Training Manual covers many of the modelling techniques required for a typical structure in sufficient detail that no further mention is required here. It can be accessed by clicking on the following link: Orion Standard Training Manual.pdf Note If the link does not work please browse to find the file name indicated above in the HELP sub-folder of the Orion Program Folder. More advanced modelling techniques may also on occasion be required. The following cases are discussed in this chapter: 1. Modelling Inclined and Lowered Members– By default columns and walls are vertical, beams and slabs are horizontal, however it is possible to specify otherwise to cater for inclined and lowered members. 2. Modelling Curved Axes and Beams - It is possible to generate axes on a curve to facilitate the definition of curved slab edges and beams. 3. Linking Angled Beams - If beams connect at an angle the program will attempt to automatically determine if they should be linked on the detail sheet. However if the default arrangement is unsatisfactory you can choose to revise it. 4. Columns and Walls Spanning More Than One Storey – Each column and wall only spans one storey in the building unless explicitly specified otherwise. If the column/wall spans more than one storey, the number of storeys should be defined using Len (Storey) field in the member properties dialog. This ensures the correct length is used in the slenderness calculations when the column/wall is designed. 5. User Defined Supports – These can be employed to model supports which occur above the common foundation level. They can also be used to model (linear elastic) ground springs. Note Currently user defined supports are only active in the Building Analysis model and not in the FE Analysis model. 6. Stepped Foundation Levels – Often buildings will be built on sloping sites, or they may have to accommodate split basement levels. These situations are catered for within Orion using either of two methods depending on the complexity of the modelling situation. 7. Beams with Varying Depth – Generally, beams will have constant section properties (width and depth) from the beginning of the member to the end, however there may be occasions when you need to change the beam depth part way along the member. 8. Pinned Member Ends – Columns and beams are by default fixed ended members, however to alter the way forces are distributed the user can introduce pins at specific locations within the model..

(19) Chapter 2 : Modelling Techniques. Orion Documentation page 19. Modelling Inclined and Lowered Members Although beams and slabs are by default analysed with their centre-lines assumed to be at a common elevation, it is possible to raise or lower them out of the floor plane so that this is not the case. Similarly, although by default each column and wall is created vertically and each beam and slab is created horizontally, they can also be defined at other inclinations. This section describes how to define inclined and lowered members - it is important that you familiarise yourself with the associated limitations before you use them. For further details see the chapter Solution Options for Inclined/Lowered Members Note. The features described in this section are for the purpose of defining occasional sloping/lowered elements within a model which still contains distinct horizontal floor planes. These features are NOT intended to facilitate the modelling of structures with complex geometries in which the floor planes are not readily apparent.. Note. In some cases, using engineering judgement to make an allowance to the loading (to cater for the expected effects of the sloped/lowered elements) may actually be simpler than introducing the sloped/lowered elements themselves.. Sloping and Lowered Slabs To create a sloping slab panel you must first define a Plane to align it to. (see Working With Planes on page 26). Once the plane has been defined the slab can simply be moved into the new plane. A slab panel may be dropped using the Rel Level box in the Slab Properties dialog. Entering a negative value in the Rel Level box will drop the current slab beneath the general slab level by the amount specified.. Note that the slab design moments obtained (using either the moment coefficient strip method or Finite Elements strip method) would not be any different for a dropped slab panel in comparison to an identical panel which had not been dropped. This is because the level difference would not be recognized in the analysis..

(20) Orion Documentation page 20. Chapter 2 : Modelling Techniques. However, because the slab strips would be cut differently in a dropped slab panel the reinforcement curtailment would be improved, as described later in this section. How To Drop Parts of a Slab Panel The example case below illustrates a partial drop. In order to drop a part of a slab panel, you need to insert dummy axes and dummy beams surrounding the drop panel. The original slab layout is shown in the figure below:.. In this case study we will define a partial drop with 2000 x 2000 dimensions at the upper right corner of slab panel 1S1.. Step 1: Inserting Dummy Axes to Define the Borders of the Drop Panel Select axis 2 and press the Axis Offset button to offset it by 2000 mm to left direction. Set the new axis label as 1a. Then, select axis B and offset it by 2000 mm to below direction. Set the new axis label as A1..

(21) Chapter 2 : Modelling Techniques. Orion Documentation page 21. Set the new axes as Not To Plot, since we don't want to include these axes in the output drawings.. It is always good practice to shorten the dummy axes wherever they are not used to decrease the number of axis intersections.. Step 2: Inserting Dummy Beams Around the Drop Panel Now we will insert dummy beams that surrounds the drop panel. Since we will drop the panel by 200 mm and the thickness of the panel will be 150 mm, the dummy beams will have a depth of 350 mm. Before inserting the dummy beams, you have to delete the existing slab 1S1, otherwise Orion will not let you insert overlapping members..

(22) Orion Documentation page 22. Chapter 2 : Modelling Techniques. Insert the beams 1B1A and 1B1B as shown in the figure below.. Step 3: Inserting Slab Panels Now you are ready to insert the slab panels. You have previously erased the slab 1S1 so you will need to re-insert it so that it excludes the area surrounded by the dummy beams. Then, you can insert the drop panel 1S1a, with the Rel Level defined as -200 mm as shown below. Additionally, if you are going to analyse the slabs using moment coefficients method, you have to set the Slab Type to be 9 – Four Edges Discontinuous.

(23) Chapter 2 : Modelling Techniques. Orion Documentation page 23. Step 4: Inserting Slab Strips Definition of the slab strips passing through the dropped panel needs additional care. The reinforcement of the dropped panel must be bent at the edges. Therefore, a strip must be inserted spanning only the dropped panel 1S1a, with end-conditions defined as Bob both at start and at end. Similarly, the slab strip that is inserted along slab 1S1 between the axes A1 and B must also have end-conditions defined as Bob both at start and at end.. Sloping and Lowered Beams Beams can be set above or below the storey level, or they can be inclined by using the del z boxes for each end of the beam in the Beam Properties dialog. Entering a negative value in the del z box will drop the beam end beneath the general slab level by the amount specified.. If multiple members are to be edited it can be more efficient to first define a Plane to align them to (see Working With Planes on page 26)..

(24) Orion Documentation page 24. Chapter 2 : Modelling Techniques. Sloping and Lowered Columns Column levels can be set above or below the storey level using the del z boxes in the Column Properties dialog (3D tab). Entering a negative value in the del z box will drop the column end beneath the general slab level by the amount specified.. Columns can be inclined by specifying, (from the Column Properties, (General tab), different axis intersections for each end of the column.. Columns can be associated with Planes (see Working With Planes on page 26) in order to raise or lower the column end relative to the storey level. Planes are not used to create inclined columns..

(25) Chapter 2 : Modelling Techniques. Orion Documentation page 25. Sloping and Lowered Walls Wall levels can be set above or below the storey level for each end of the wall by using the del z box in the Shear Wall Properties (3D tab). Entering a negative value in the del z box will drop the wall end beneath the general slab level by the amount specified.. Walls can be inclined by specifying, (from the Properties - General tab) different axis intersections for the top and bottom of the Wall as shown below.. Walls can be associated with Planes in order to raise or lower the wall ends relative to the storey level. Planes are not used to create inclined walls..

(26) Orion Documentation page 26. Chapter 2 : Modelling Techniques. Working With Planes Planes can be defined which may be offset from the storey level and which may also be inclined. They are inserted in a similar way to slabs. Initially, as shown below, they are placed horizontally at the storey level - the level and inclination being controlled by three node points at the corners of the plane.. If the default node points identified are not suitable, one, or all can be reselected using the appropriate Pick Point icon on the Plane Properties dialog. Once the required node points are displayed, the Z elevation of each can be updated in order to change the level, or inclination of the plane.. Having defined the plane and the members which are to be part of the plane, the next step is to Move Members to the Plane Definition. This command can be accessed from the right click.

(27) Chapter 2 : Modelling Techniques. Orion Documentation page 27. menu, (or from the Planes branch of the Structure Tree).. As shown below, all members contained within, or at the edge of the plane are adjusted to the plane..

(28) Orion Documentation page 28. Chapter 2 : Modelling Techniques. Modelling Curved Axes and Beams It is possible to define beams and slabs that are curved in the floor plane. Curved beams by definition have to be placed on a curved axis. This axis can either be created via a 'Curved Axis Generator' or it can be generated automatically if the beam is formed using the 'Curved Beam Generator'.. If you look closely at a curved beam you will see that it is actually formed from a series of straight segments. You can specify how many segments to use when defining the beam.. Curved Beam formed from 6 segments. Curved Beam formed from 12 segments.

(29) Chapter 2 : Modelling Techniques. Orion Documentation page 29. Curved Axes Curved axes are required for the definition of curved beams and curved slab edges. They are formed from a number of linked straight axis segments which approximate to the curve required. Provided the curve has a constant radius it should be created using the 'Curved Axis Generator'. If you require a curve which doesn't have a constant radius you are restricted to placing and then linking each axis segment manually. The Curved Axis Generator Straight axes are created by simply clicking and dragging between two points. To create a curved axis, (or to generate multiple, or offset axes) you follow the same procedure, apart from you must press and hold down the Shift key while dragging between the points. When you let go of the mouse a dialog appears as shown below allowing you to define the degree of curvature and apply offsets, or repeat spacings.. Offset Options These options can be applied to both straight and curved axes. Instead of the axis passing through the points clicked, it is drawn offset by the amount specified.. Curved axis insertion methods Three methods exist for specifying the curve: Chord Offset; Centre Offset and Radius. The number of straight segments forming the curve can also be controlled as can the decision to draw the tangent segments external or internal to the curve. As you type in curve properties a preview is displayed on screen..

(30) Orion Documentation page 30. Chapter 2 : Modelling Techniques. Preview with Axis Segments Drawn External. Preview with Axis Segments Drawn Internal. Insertion/Generation Options These options can be applied to both straight and curved axes. Multiple axes can be created at equal or varying spacings as required..

(31) Chapter 2 : Modelling Techniques. Orion Documentation page 31. Curved Beams Curved beams are composed of a number of linked straight beam segments approximating to the curve required. They are defined using the 'Curved Beam Generator'. The Curved Beam Generator A straight beam is created by simply clicking and dragging between two points. A curved beam can be created in the same way, apart from you must press and hold down the Shift key while dragging between the points. When you let go of the mouse a dialog appears as shown below allowing you to define the degree of curvature.. Offset Options These options can be applied to both straight and curved beams. Instead of the beam passing through the points clicked, it is drawn offset by the amount specified.. Curved beam insertion methods Four methods exist for specifying the curve: Chord Offset; Centre Offset; Radius and 'Use Existing Curved Axis'. The first three methods are the same as those used for defining curved axes, the forth method only becomes active if both the start and end point clicked are linked by an existing curved axis Having specified the beam, a preview of how it will look is displayed on the plan view. Once you are happy that it is positioned correctly, click OK to generate it..

(32) Orion Documentation page 32. Chapter 2 : Modelling Techniques. Insertion/Generation Options These options can be applied to both straight and curved beams. Multiple beams can be created at equal or varying spacings as required. How many segments to use? There is no definitive answer to this question for all cases - it will depend on the length of the beam and the amount of curvature introduced. The default of six segments will often prove sufficient, (we certainly wouldn't suggest using any less than six), but if you are in doubt you can check for yourself by examining the effect on the analysis result of introducing more segments. Note. By Increasing this number of segments a smoother curve is formed, however it also increases the size of the analysis model (potentially taking longer to solve). This more refined model may not significantly improve the accuracy of the result.. Example Case Study: The model shown below is analysed with the curved beam initially modelled with 6, then 12 and finally 24 segments. The resulting moments and deflections are then compared..

(33) Chapter 2 : Modelling Techniques. Orion Documentation page 33. Analysis Results for different numbers of Segments. Six Segments. Twelve Segments. Twenty Four Segments. Model. Deflection (mm). Hogging Moment (kN). Sagging Moment (kN). 6 Segments. 68. 47.3. -14.6. 12 Segments. 45. 47.0. -13.6. 24 Segments. 40. 46.9. -13.4. Although from the above it can be seen that the deflections haven't converged on a stable answer, the hogging and sagging moments remain fairly constant. If the six segment model were adopted the beam would be designed for slightly higher moments than if a more refined model were adopted.. Beam End Conditions Hinges can be applied at either end of a curved beam by using the 'Update Beam End Conditions' command accessed from the right click menu..

(34) Orion Documentation page 34. Chapter 2 : Modelling Techniques. Marking Cantilever Curved Beams Free ends can be specified at either end of a curved beam by using the 'Mark Free End of Cantilever Beam' command accessed from the right click menu.. Editing the Position of a Curved Beam Currently this is not possible. If the beam is not in the correct location you will have to first delete and then recreate it.. Editing Curved Beam Section Properties Currently this is not possible. If the sectional properties of the beam are not correct you will have to first delete and then recreate it.. Editing Curved Beam Member Loads Beam Member Loads can be applied by using the 'Edit Member Loads' command accessed from the right click menu. The dialog that is displayed only shows the loads applied on one beam segment at a time. The forward and backward arrows can be used to move from one segment to the next.. Note. If you change data for one segment then this change is saved when you move to another segment. If you press cancel you are only cancelling edits made to the current segment, edits applied to previous segments are not cancelled..

(35) Chapter 2 : Modelling Techniques. Orion Documentation page 35. Linking Angled Beams When beam detail sheets are created, any beams which connect in a straight line are linked automatically. In the special case of beams meeting at angled intersections, it may not be immediately clear if they should be linked or not, particularly if multiple beams meet at the same point. The program will attempt to automatically determine the linking, however if the default arrangement is unsatisfactory you can choose to revise it. This is achieved by manually linking those axes on which you require the beams to appear as linked. Consider the example shown below, none of the highlighted beams are co-linear but it would make sense to link some of them on the detail sheet.. The the program chooses to automatically link the beams as follows:. Beams 1B3 and 1B4 are linked. Beams 1B1 and 1B5 are linked. Beam 1B2 is not linked.

(36) Orion Documentation page 36. Chapter 2 : Modelling Techniques. Note. The analysis is completely unaffected by the way the beams are linked together only the beam details are affected.. The resulting detail drawing is shown below:. Manually Linking the Intersecting Axes It would make more sense to link beams 1B1 and 1B2 on the detail sheet and have 1B5 detailed as a single span. This can be achieved by linking the intersecting axes A1 and A2 in the plan view. The axes are linked as follows: • Select the first axis to be linked (A1). • • • •. From the Right Click menu choose Link Intersecting Axes Pick the axis to be linked to this axis (A2) The two axes are immediately linked together If you require, you can then continue to pick further intersecting axes to link to the end of this one.

(37) Chapter 2 : Modelling Techniques. Orion Documentation page 37. Once the axes have been linked only the first axis label is displayed. The linked axes can now be selected/unselected as a single entity.. If at any time you require to return the linked axes to their original unlinked state, this can be achieved by choosing Separate Linked Axes from the Right Click menu. After either linking or unlinking, although the analysis results are unaffected, a re-analysis is still required. This is because the data has to be stored in a different way in preparation for beam design and detailings. After re-analysis the affected beams should be re-designed. Having linked axis A1 to A2 the beams are now linked as follows:. Beams 1B3 and 1B4 are linked. Beams 1B1 and 1B2 are linked. Beam 1B5 is not linked.

(38) Orion Documentation page 38. Chapter 2 : Modelling Techniques. The revised detail drawing is shown below:. Note. It is not always possible to link intersecting axes - for example a Dir 1 axis can not be linked with a Dir 2 axis and vice-versa. In such cases it may be necessary to detail the beams individually..

(39) Chapter 2 : Modelling Techniques. Orion Documentation page 39. Columns and Walls Spanning More Than One Storey Each column and wall only spans one storey in the building unless explicitly specified otherwise. If the column/wall spans more than one storey, the number of storeys should be defined using Len (Storey) field in the member properties dialog. This ensures the correct length is used in the slenderness calculations when the column/wall is designed.. Example Case Study In this example, some columns in the 5th storey span to the 3rd storey top level as shown below. The clear height of these columns is twice that of other columns at the 5th and 4th storeys and they will not be affected or restrained by any rigid diaphragm action that may exist at the 4th storey.. To define a column that spans two storeys 1. From the storey list go to the topmost storey that the column spans to, (in this example it is St05). 2. In the Graphic Editor, select the column spanning more than 1 storey..

(40) Orion Documentation page 40. Chapter 2 : Modelling Techniques. 3. Enter the number of storeys that the column spans in the Len (Storey) box. In this example enter 2 as shown below.. 4. Press the Update button to apply the modification to the selected column. 5. Select the floor below, and delete the column that is already covered by the column in the upper storey. In this example select the 4 th storey and delete the corner column as shown below. Note that, if the column spans more than two storeys, this step must be repeated for all the lower floors covered by that column. P. P.

(41) Chapter 2 : Modelling Techniques. Orion Documentation page 41. User Defined Supports These can be applied to the lower end of any column or wall at any level to introduce an external support or spring. The translational (in global X, Y and Z) and rotational (about global X, Y and Z) degrees of freedom can be set to fixed, or free, or a spring stiffness can be assigned. Unless you specify and apply user defined supports, every column and wall in your model adopts a default support. Note Currently user defined supports are only active in the Building Analysis model and not in the FE Analysis model.. What is a default support? The support provided by default is dependant upon the storey level at which the column or wall stops. For columns and walls that stop at ST00 (i.e. the foundation) — Default = Fully Fixed Support For columns and walls that stop at ST01 and above — Default = No External Support In the simple model shown below, the grey shaded columns and walls are stopping at ST00, hence they each have fully fixed supports.. Whereas, the columns and walls that stop at ST01, (again shaded in grey below) have by default no external support. The loads within these columns will therefore be transferred directly into the members in the lower storey..

(42) Orion Documentation page 42. Chapter 2 : Modelling Techniques. When might a default support be inappropriate? In typical models you will often find that default supports are all that is needed. However, certain situations might require you to specify and apply user defined supports. Cases where user defined supports could be necessary include: • Buildings with sprung, or pinned1 supports. • Buildings with stepped foundations Specifying a User Defined Support If a fixed support is inappropriate, a pinned or spring support can be defined as follows:. 1. Choose Support Type Definitions from the Members menu. 2. Click the Add New button and enter a label to describe the new support type. 3. To define a translational release in a particular direction uncheck the x, y or z support box as appropriate. 4. To define a rotational release in about a particular axis uncheck the X-Rotation, Y-Rotation or Z-Rotation support box as appropriate. 5. To define a translational spring in a particular direction enter the spring stiffness in the appropriate x, y or z box, (having first unchecked the corresponding support box). 6. To define a rotational spring in a particular direction enter the spring stiffness in the appropriate X-Rotation, Y-Rotation or Z-Rotation box, (having first unchecked the corresponding support box). 7. Click OK to save the new support definition.. Footnotes 1. releasing the end of the member is a simpler technique for achieving a pinned connection to the support..

(43) Chapter 2 : Modelling Techniques. Orion Documentation page 43. Applying a User Defined Support Having defined a new support type as above, it can then be assigned to a specific column or wall using the member properties dialog:. 1. Select and load the properties for the column or wall. 2. Click on the 3D tab and choose the appropriate Support Type from the list. 3. Click on Update to save the change.. User Defined Supports - Trouble shooting In models where you have applied user defined supports we would recommend that you carefully review the analysis results to ensure they are working as you intended. Careless application of supports could have unexpected effects.. Mechanisms A mechanism may be introduced if, for example, you have applied a pinned support to a pin ended member.. Diaphragm restraint Typically, a rigid diaphragm exists within the floor slab. Hence, if a slab connects to the base of a column which has a user defined support applied, the support will be directly restraining the rigid diaphragm itself. This could inadvertently prevent lateral displacements from developing at that level even if this was not the original intention.. Load Paths User defined supports are assumed to transfer any reaction directly to the foundation. You should not apply a user defined support at an upper storey level unless there is means for this transfer to occur. A stepped foundation is an example of where a user defined support would be appropriate, whereas, a transfer column situation (i.e. where the column is supported by another member) is an example of where it is not..

(44) Orion Documentation page 44. Chapter 2 : Modelling Techniques. Stepped Foundation Levels The model shown below illustrates a stepped foundation level. In such models care is required to ensure that the columns and walls are correctly supported. A fixed support is only automatically placed underneath each column and wall that is physically connected to the common foundation level (indicated by the grey plane ).. Depending on the model complexity, and the type of analysis carried out, one of two modelling methods may be appropriate for achieving this, we shall referto these as: • Default Supports Method. • User Defined Supports Method Default Supports Method All columns and walls that are supported on a foundation (irrespective of the foundation level) are initially created so that their lower end connects to the general foundation level (St00). The foundation level is then adjusted by raising or dropping the lower end of the columns and walls relative to the St00 level as required. Because the columns and walls connect to St00 they are all automatically provided with a default support. Note This approach can be used for models solved either by Building Analysis or FE Chasedown Analysis. Single Storey Example of the Default Supports Method In the model below the step occurs below the lowest floor level (St01). All the columns and walls are defined with Len (Storey) = 1. The only requirement is to vary the foundation level to form the step. This is achieved by raising, or dropping, the base level of the appropriate columns and walls ..

(45) Chapter 2 : Modelling Techniques. Orion Documentation page 45. Two Storey Example of the Default Supports Method In the model below the step occurs above the lowest floor level (St01).. The columns to the right of the model must initally be defined with Len (Storey) = 2 so as to enable them to connect to the foundation. (If this was not done they would be treated as unsupported.) Their base levels are then raised to the appropriate level by applying a dZ-Bot figure as described below.. To change the base level of selected columns and walls 1. In the plan view select the columns and walls to be changed. 2. Display the columns member table and change the dZ-Bot figure for all the selected columns. A negative figure will lower the base level below the common foundation level and a positive figure will raise it.. 3. Repeat the above process for the walls changing both dZ-Bot, I and dZ-Bot,.

(46) Orion Documentation page 46. Chapter 2 : Modelling Techniques. User Defined Supports Method In this method it is not necessary for all the columns and walls to connect to the general foundation level (St00). User defined supports are applied at the floor level at which the foundation exists. The foundation level is then adjusted by raising or dropping the lower end of the columns and walls relative to the current storey. Note. This approach can only be used for models solved by Building Analysis. FE Chasedown Analysis does not currently recognise user defined supports.. Example of the User Defined Supports Method In the example below, the columns to the right, which are defined spanning from ST02 down to ST01 are to be supported on a raised foundation.. The exact level of the raised foundation is specified by applying a dZ-Bot figure to the columns which is measured from the current storey level (in the same way as described in the Default Supports Method). Because these columns do not connect to St00, they are initially unsupported. Therefore user defined supports will need to be manually defined and applied. For details of how to specify these supports refer to the section- User Defined Supports Note. If the raised foundation level coincides exactly with an existing storey level, it may be necessary to offset one from the other to avoid a user defined support being applied within a floor diaphragm. This can result in an illegal constraint at the joint in question.. Note. User defined supports can be either pinned, fixed, or spring bases as required..

(47) Chapter 2 : Modelling Techniques. Orion Documentation page 47. Beams with Varying Depth Generally, beams will have the constant section properties (width and depth) from the beginning of the member to the end, however there may be occasions when you need to change the beam depth part way along the member. You can define a second beam along the axis in order to change the section properties. Naturally, you need to define a Non-frame dummy axis in order to create an axis intersection at the particular location that the beam change section properties, to insert the second beam.. “Non-frame” axis to create an intermediate intersection st. 1 beam with section 250x500 2nd beam with section 250x750 1B25. 1B25A 250x750. 250x750. Changing the Depth of the Beam. Note that this procedure is known as Splitting Beams and while it is possible, it will have implications affecting the resulting beam detail. You will need to review and possibly edit the automatically produced detail to ensure it is acceptable.. Example Case Study In this example, there is a first floor beam shown below which has a varying depth. The beam changes depth from 500 mm to 750 mm after 1500 mm from its left insertion point. This is modelled using the following steps: 1. Before creating the beam, insert a grid line to cross the beam at the point where its depth will change. You can do this by offsetting the axis (say Axis 1) at the I end of the beam a distance 1500 mm. The name of the axis can be any dummy label (say 1x)..

(48) Orion Documentation page 48. Chapter 2 : Modelling Techniques. 2. Stretch the end-points of the new axis 1x, so that it crosses only the grid line that the beam will be defined (say A).. “Non-frame” axis to create an intermediate intersection. 1x. A 1500 mm 1. 1x. 2. 3. Remove the check in the View Codes option of this dummy grid line, so that it is defined to be a ghost axis and check the Not to Plot option so that this axis will not be visible in any printed output. 4. Instead of creating a single beam, insert two beams, 1B25 from axis 1 to axis 1x and 1B25A from axis 1x to axis 2.. “Non-frame” axis to create an intermediate intersection. 1x st. 1 beam with section 250x500 2nd beam with section 250x750 1B25. 1B25A 250x750. 250x750 1x.

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