advance design validation guide...11.7 ec8 / nf en 1993-1-8/na - france: verifying the damping...
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VALIDATION GUIDE
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Advance Design
Validation Guide Volume III
Version: 2022
Tests passed on: 31 May 2021
Number of tests: 952
ADVANCE VALIDATION GUIDE
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INTRODUCTION
The Advance Design Validation Guide 2022 outlines a vast set of practical test cases showing the behavior of Advance Design 2022 in various areas and various conditions. The tests cover a wide field of expertise:
• Modeling
• Combinations Management according to Eurocode 0, CR 0-2012, CISC and AISC
• Climatic Load Generation according to Eurocode 1, CR1-1-3/2012, CR1-1-4/2012,
NTC 2008, NV2009, NBC 2015 and ASCE 7-10
• Meshing
• Finite Element Calculation
• Reinforced Concrete Design according to Eurocode 2, NTC 2008 and CSA
• Steel Member Design according to Eurocode 3, NTC 2008, AISC and CSA
• Timber Member Design according to Eurocode 5
• Seismic Analysis according to Eurocode 8, PS92, RPA99/2003, RPS 2011
• Pushover Analysis according to Eurocode 8, FEMA 356, ATC 40
• Report generation
• Import / Export procedures
• User Interface Behavior
Such tests are generally made of a reference (independent of the specific software version tested), a transformation (a calculation or a data-processing scenario), a result (given by the specific software version tested) and a difference, usually measured in percentage as a drift from a specific set of reference values. Depending on the cases, the used reference can be a theoretical calculation performed manually, a sample taken from the technical literature, or the result of a previous version considered as accurate by experience.
In the field of structural analysis and design, software users must always keep in mind that the results depend, to a great extent, on the modeling (especially when dealing with finite elements) and on the settings of the numerous assumptions and options available in the software. A software package cannot entirely replace engineers’ experience and analysis. Despite all the efforts we have made in terms of quality management, we cannot guaranty the correct behavior and the validity of the results issued by Advance Design in any given situation.
This complex validation process is carried out along with and in addition to manual testing and beta testing, to attain the "operational version" status. Its outcome is the present guide, which contains a thorough description of the automatic tests, highlighting both the theoretical background and the results that our validation experts have obtained by using the current software release. We hope that this guide will highly contribute to the knowledge and the confidence you keep placing in Advance Design.
Ionel DRAGU
Graitec Innovation CTO
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– 6 ..... GENERAL APPLICATION……………………………………………………………………10
6.1 Verifying geometry properties of elements with compound cross sections (TTAD #11601) .............. 11
6.2 Verifying material properties for C25/30 (TTAD #11617) ......................................................................... 11
6.3 Verifying the synthetic table by type of connection (TTAD #11422) ...................................................... 11
6.4 Importing a cross section from the Advance Steel profiles library (TTAD #11487) ............................. 11
6.5 Creating and updating model views and post-processing views (TTAD #11552) ................................ 11
6.6 Verifying mesh, CAD and climatic forces - LPM meeting ....................................................................... 12
6.7 Creating a new Advance Design file using the "New" command from the "Standard" toolbar (TTAD #12102) .................................................................................................................................................................. 12
6.8 Launching the verification of a model containing steel connections (TTAD #12100) .......................... 12
6.9 Verifying the appearance of the local x orientation legend (TTAD #11737) .......................................... 12
6.10 Creating system trees using the copy/paste commands (DEV2012 #1.5)............................................ 12
6.11 Creating system trees using the copy/paste commands (DEV2012 #1.5)............................................ 13
6.12 Verifying the objects rename function (TTAD #12162) .......................................................................... 13
6.13 Generating liquid pressure on horizontal and vertical surfaces (TTAD #10724) ................................. 13
6.14 Changing the default material (TTAD #11870) ........................................................................................ 13
6.15 Verifying 2 joined vertical elements with the clipping option enabled (TTAD #12238) ....................... 13
6.16 Defining the reinforced concrete design assumptions (TTAD #12354) ................................................ 13
6.17 Modifying the "Design experts" properties for concrete linear elements (TTAD #12498) .................. 14
6.18 Verifying the precision of linear and planar concrete covers (TTAD #12525) ..................................... 14
6.19 Verifying element creation using commas for coordinates (TTAD #11141) ........................................ 14
6.20 Verifying the overlapping when a planar element is built in a hole (TTAD #13772) ............................ 14
– 7 .... IMPORT / EXPORT…………………………………………………………………………….15
7.1 Verifying the export of a linear element to GTC (TTAD #10932, TTAD #11952) .................................... 16
7.2 Exporting an Advance Design model to DO4 format (DEV2012 #1.10) .................................................. 16
7.3 Exporting an analysis model to ADA (through GTC) (DEV2012 #1.3) .................................................... 16
7.4 Exporting an analysis model to ADA (through GTC) (DEV2012 #1.3) .................................................... 16
7.5 Importing GTC files containing elements with haunches from SuperSTRESS (TTAD #12172) ........... 16
7.6 Importing GTC files containing elements with circular hollow sections, from SuperSTRESS (TTAD #12197) .................................................................................................................................................................. 17
7.7 Importing GTC files containing elements with circular hollow sections, from SuperSTRESS (TTAD #12197) .................................................................................................................................................................. 17
7.8 Verifying the GTC files exchange between Advance Design and SuperSTRESS (DEV2012 #1.9) ...... 17
7.9 System stability when importing AE files with invalid geometry (TTAD #12232) ................................. 17
7.10 Verifying the releases option of the planar elements edges after the model was exported and imported via GTC format (TTAD #12137) ........................................................................................................... 17
7.11 Modifying the "Design experts" properties for timber linear elements (TTAD #12259) ...................... 18
7.12 Verifying the load case properties from models imported as GTC files (TTAD #12306) .................... 18
7.13 Exporting linear elements to IFC format (TTAD #10561) ....................................................................... 18
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7.14 Importing IFC files containing continuous foundations (TTAD #12410) .............................................. 18
7.15 Importing GTC files containing "PH.RDC" system (TTAD #12055) ....................................................... 18
7.16 Exporting a meshed model to GTC (TTAD #12550) ................................................................................ 18
– 8 JOINT DESIGN…………………………………………………………………………...…… 19
8.1 Creating connections groups (TTAD #11797) .......................................................................................... 20
8.2 Deleting a welded tube connection - 1 gusset bar (TTAD #12630) ......................................................... 20
– 9 MESH…………………………………………………………………………..………………. 21
9.1 Creating triangular mesh for planar elements (TTAD #11727) ............................................................... 22
9.2 Verifying mesh points (TTAD #11748) ...................................................................................................... 22
9.3 Verifying the mesh for a model with generalized buckling (TTAD #11519) ........................................... 22
9.4 Verifying the mesh of a planar element influenced by peak smoothing ................................................ 22
9.5 Verifying the options to take into account loads in linear and planar elements mesh (TTAD #15251) ... ...................................................................................................................................................................... 22
9.6 Mesh - Checking linear elastic analysis of a plate (shell element) using Delaunay mesh with triangles and quadrangles T3-Q4 ........................................................................................................................................ 23
9.7 Mesh - Checking linear elastic analysis of a plate (shell element) using Delaunay mesh with triangles and quadrangles T6-Q9 ........................................................................................................................................ 27
9.8 Mesh - Checking linear elastic analysis of a plate (shell element) using Delaunay quadrangles Q9 mesh ...................................................................................................................................................................... 31
9.9 Mesh - Checking linear elastic analysis of a plate (shell element) using Delaunay mesh with triangles T3 ...................................................................................................................................................................... 35
9.10 Mesh - Checking linear elastic analysis of a plate (shell element) using Delaunay mesh with quadrangles Q4 .................................................................................................................................................... 39
9.11 Mesh - Checking linear elastic analysis of a plate (shell element) using Delaunay mesh with triangles T6 .................................................................................................................................................................... 43
9.12 Mesh - Checking linear elastic analysis of a plate (shell element) using Grid mesh with triangles and quadrangles T3-Q4 ............................................................................................................................................... 47
9.13 Mesh - Checking linear elastic analysis of a plate (shell element) using Grid triangles and quadrangles T6-Q9 mesh ..................................................................................................................................... 51
9.14 Mesh - Checking linear elastic analysis of a plate (shell element) using Grid triangles T3 mesh ..... 55
9.15 Mesh - Checking linear elastic analysis of a plate (shell element) using Grid triangles T6 mesh ..... 59
– 10 REPORTS……………………………………………………………………………………..63
10.1 Generating the critical magnification factors report (TTAD #11379) .................................................... 64
10.2 Modal analysis: eigen modes results for a structure with one level .................................................... 64
10.3 System stability when the column releases interfere with support restraints (TTAD #10557) ........... 64
10.4 Generating a report with modal analysis results (TTAD #10849) .......................................................... 64
10.5 Creating the rules table (TTAD #11802) ................................................................................................... 64
10.6 Creating the steel materials description report (TTAD #11954) ............................................................ 65
10.7 Verifying the model geometry report (TTAD #12201) ............................................................................. 65
10.8 Verifying the global envelope of linear elements forces result (on each 1/4 of mesh element) (TTAD #12230) .................................................................................................................................................................. 65
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10.9 Verifying the global envelope of linear elements forces result (on all quarters of super element) (TTAD #12230) ...................................................................................................................................................... 65
10.10 Verifying the global envelope of linear elements forces result (on end points and middle of super element) (TTAD #12230) ....................................................................................................................................... 65
10.11 Verifying the global envelope of linear elements forces result (on start and end of super element) (TTAD #12230) ...................................................................................................................................................... 66
10.12 Verifying the global envelope of linear elements forces result (on the start point of super element) (TTAD #12230) ...................................................................................................................................................... 66
10.13 Verifying the global envelope of linear elements forces result (on the end point of super element) (TTAD #12230, #12261) ........................................................................................................................................ 66
10.14 Verifying the global envelope of linear elements displacements (on each 1/4 of mesh element) (TTAD #12230) ...................................................................................................................................................... 66
10.15 Verifying the global envelope of linear elements displacements (on all quarters of super element) (TTAD #12230) ...................................................................................................................................................... 67
10.16 Verifying the global envelope of linear elements displacements (on end points and middle of super element) (TTAD #12230) ....................................................................................................................................... 67
10.17 Verifying the global envelope of linear elements displacements (on start and end of super element) (TTAD #12230) ...................................................................................................................................................... 67
10.18 Verifying the global envelope of linear elements displacements (on the start point of super element) (TTAD #12230) ...................................................................................................................................................... 67
10.19 Verifying the global envelope of linear elements displacements (on the end point of super element) (TTAD #12230, TTAD #12261) .............................................................................................................................. 68
10.20 Verifying the global envelope of linear elements stresses (on each 1/4 of mesh element) (TTAD #12230) .................................................................................................................................................................. 68
10.21 Verifying the global envelope of linear elements stresses (on all quarters of super element) (TTAD #12230) .................................................................................................................................................................. 68
10.22 Verifying the global envelope of linear elements stresses (on end points and middle of super element) (TTAD #12230) ....................................................................................................................................... 68
10.23 Verifying the global envelope of linear elements stresses (on start and end of super element) (TTAD #12230) .................................................................................................................................................................. 69
10.24 Verifying the global envelope of linear elements stresses (on the start point of super element) (TTAD #12230) .................................................................................................................................................................. 69
10.25 Verifying the global envelope of linear elements stresses (on the end point of super element) (TTAD #12230, TTAD #12261) .......................................................................................................................................... 69
10.26 Verifying the Min/Max values from the user reports (TTAD# 12231) .................................................. 69
10.27 Verifying the shape sheet for a steel beam (TTAD #12455) ................................................................. 69
10.28 EC2 / NF EN 1992-1-1/NA - France: Verifying the EC2 calculation assumptions report (TTAD #11838) .................................................................................................................................................................. 70
10.29 Verifying the shape sheet report (TTAD #12353) ................................................................................. 70
10.30 Verifying the Max row on the user table report (TTAD #12512) .......................................................... 70
10.31 Verifying the shape sheet strings display (TTAD #12622) ................................................................... 70
10.32 Verifying the steel shape sheet display (TTAD #12657) ...................................................................... 70
10.33 Verifying the modal analysis report (TTAD #12718)............................................................................. 70
10.34 Reports - Global envelope for efforts in linear elements with Min/Max values and coresponding abscissa position ................................................................................................................................................. 71
– 11 SEISMIC……………………………………………………………..……………………….72
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11.1 Verifying signed concomitant linear elements envelopes on Fx report (TTAD #11517) ..................... 73
11.2 EC8 / CSN EN 1998-1 - Czech Republic: Verifying the displacements results of a linear element (DEV2012 #3.18) .................................................................................................................................................... 73
11.3 EC8 / NF EN 1998-1-1 - France: Verifying the spectrum results for EC8 seism (TTAD #11478) ......... 73
11.4 EC8 / SR EN 1998-1/NA - Romania: Verifying the spectrum results for EC8 seism (TTAD #12472) ... 73
11.5 EC8 / NF EN 1998-1-1 - France: Verifying torsors on walls.................................................................... 73
11.6 EC8 / NF EN 1998-1-1 - France: Verifying torsors on grouped walls from a multi-storey concrete structure ................................................................................................................................................................ 74
11.7 EC8 / NF EN 1993-1-8/NA - France: Verifying the damping correction influence over the efforts in supports (TTAD #13011). ..................................................................................................................................... 74
11.8 PS92 - France: Verifying efforts and torsors on planar elements (TTAD #12974) ............................... 74
11.9 EC8 / NF EN 1998-1-1 - France: Verifying the sum of actions on supports and nodes restraints (TTAD #12706) .................................................................................................................................................................. 74
11.10 EC8 / NF EN 1998-1-1 - France: Verifying seismic results when a design spectrum is used (TTAD #13778) .................................................................................................................................................................. 74
11.11 EC8 / NF EN 1998-1-1 - France: Generating forces results per modes on linear and planar elements (TTAD #13797) ....................................................................................................................................................... 75
11.12 EC8 / NF EN 1998-1-1 - France: Verifying seismic efforts on planar elements with Q4 and T3-Q4 mesh type (TTAD #14244) .................................................................................................................................... 75
11.13 RPA99/2003 - Algeria: Verifying the displacements results of a linear element (DEV2013 #3.5) ..... 75
11.14 RPS 2011 - Morocco: Verifying the displacements results of a linear element (DEV2013 #3.6) ....... 75
11.15 RPS 2011 - Morocco: Verifying the displacements results of a linear element for an envelope spectrum (DEV2013 #8.2) ..................................................................................................................................... 75
11.16 PS92/2010 - France: Verifying the displacements results of a linear element for an envelope spectrum (DEV2013 #8.2) ..................................................................................................................................... 76
11.17 EC8 / EN 1998-1-1 - General: Verifying the displacements results of a linear element for an envelope spectrum (DEV2013 #8.2) ..................................................................................................................................... 76
11.18 EC8 / SR EN 1998-1-1 - Romania: Verifying the displacements results of a linear element for an envelope spectrum (DEV2013 #8.2) .................................................................................................................... 76
11.19 EC8 / SR EN 1998-1-1 - Romania: Verifying action results and torsors per modes on point, linear and planar supports (TTAD #14840) ................................................................................................................... 76
11.20 EC8 / NF EN 1998-1-1 - France: Verifying torsors on walls, elastic linear supports and user-defined section cuts (TTAD #14460) ................................................................................................................................. 77
11.21 EC8 / EN 1998-1-1 - General: Verifying torsors on a 6 storey single concrete core subjected to horizontal forces and seismic action .................................................................................................................. 77
11.22 EC8 / EN 1998-1-1 - General: Verifying the displacements results of a linear element for spectrum with renewed building option (TTAD #14161) .................................................................................................... 77
11.23 EC8 / NF EN 1998-1-1 - France: Verifying earthquake description report in analysis with Z axis down (TTAD #15095) ....................................................................................................................................................... 77
11.24 EC8 / NF EN 1998-1-1 - France: Verifying torsors on walls with Seismic Loads (TTAD #16522) ...... 77
11.25 Verifying the natural frequencies for a 2D structure ............................................................................ 78
11.26 Spectral/Seismic analysis on bar elements – Verifying modal mass participation and forces in “bar” type element subjected to seismic load case .................................................................................................... 82
11.27 Spectral/Seismic analysis on short beam elements – Verifying modal mass participation and frequencies (X and Y directions) on a model made entirely of beam elements .............................................. 84
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11.28 Spectral/Seismic analysis on variable beam elements – Verifying modal mass participations and forces in “variable beam” type element subject to seismic load cases .......................................................... 86
11.29 Spectral/Seismic analysis on plate elements – Verifying modal mass participations and forces in plate type element subject to seismic load case ............................................................................................... 88
11.30 Spectral/Seismic analysis on shell elements – Verifying the modal masses and modal masses and rigidity centers on shell elements structure ...................................................................................................... 88
11.31 Spectral/Seismic analysis on membrane elements – Verifying modal mass participations and forces in membrane type element subject to seismic load case ................................................................................. 88
11.32 Spectral/Seismic analysis on shell elements – Verifying the torsors values from seismic analysis of a shell elements structure ................................................................................................................................... 88
11.33 Spectral/Seismic analysis on shell elements – Verifying the forces values from seismic analysis of a shell elements structure ................................................................................................................................... 89
11.34 Spectral/Seismic analysis on shell elements – Verifying the moments values from seismic analysis of a shell elements structure ............................................................................................................................... 89
11.35 Spectral/Seismic analysis on shell elements – Verifying the nodes accelerations values from seismic analysis of a shell elements structure.................................................................................................. 89
11.36 Spectral/Seismic analysis on elastic punctual supports – Verifying forces on supports and modal response of a structure with elastic punctual supports ................................................................................... 89
11.37 Spectral/Seismic analysis on elastic linear support – Verifying forces on supports and modal response of a structure with elastic linear support defined in global coordinate system ............................ 90
11.38 Spectral/Seismic analysis on elastic linear support – Verifying forces on supports and modal response of a structure with elastic linear support defined in local coordinate system ............................... 90
11.39 Spectral/Seismic analysis on elastic planar support – Verifying modal masses and sum of actions on supports of a structure with elastic planar support defined in global coordinate system....................... 90
11.40 DIN EN 1998-1 NA(D) - Germany: Verifying horizontal and vertical spectrums (TTAD #16457). ...... 90
11.41 Time history analysis using accelerograms - Verifying the displacements at the top of the structure and the bending moment at the bottom of the columns ................................................................................... 91
11.42 Seismic analysis using Ritz Vectors - Verifying the displacements at the top of the structure and the bending moment at the bottom of the columns .......................................................................................... 91
– 12 .... TIMBER DESIGN……………………………………………………………………………..92
12.1 EC5 / NF EN 1995-1-1 - France: Verifying the timber elements shape sheet (TTAD #12337) ............. 93
12.2 EC5 / NF EN 1995-1-1 - France: Verifying the units display in the timber shape sheet (TTAD #12445). .................................................................................................................................................................... 93
12.3 EC5 / NF EN 1995-1-1 - France: Verifying a timber beam subjected to simple bending ..................... 94
12.4 EC5 / NF EN 1995-1-1 - France: Verifying a timber column subjected to tensile forces ..................... 98
12.5 EC5 / NF EN 1995-1-1 - France: Shear verification for a simply supported timber beam ................. 101
12.6 EC5 / NF EN 1995-1-1 - France: Verifying a timber column subjected to compression forces ........ 102
12.7 EC5 / NF EN 1995-1-1 - France: Verifying a timber beam subjected to combined bending and axial tension ................................................................................................................................................................ 106
12.8 EC5 / NF EN 1995-1-1 - France: Verifying lateral torsional stability of a timber beam subjected to combined bending and axial compression ...................................................................................................... 111
12.9 EC5 / NF EN 1995-1-1 - France: Verifying a timber purlin subjected to oblique bending ................. 116
12.10 EC5 / NF EN 1995-1-1 - France: Verifying a timber purlin subjected to biaxial bending and axial compression ....................................................................................................................................................... 120
12.11 EC5 / NF EN 1995-1-2 - France: Verifying the residual section of a timber column exposed to fire for 60 minutes .......................................................................................................................................................... 125
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12.12 EC5 / NF EN 1995-1-2 - France: Verifying the fire resistance of a timber purlin subjected to simple bending ................................................................................................................................................................ 128
12.13 EC5 / NF EN 1995-1-1 - France: Verifying a C24 timber beam subjected to shear force ................. 132
12.14 EC5 / SR EN 1995-1-1 - Romania: Verifying compression strength for C14 circular column with fixed base ................................................................................................................................................................ 135
12.15 EC5 / SR EN-1995-1-1-2004 - Romania: Timber beam subjected to simple bending ....................... 135
12.16 EC5 / SR EN-1995-1-1-2004 - Romania: Timber column subjected to compression ....................... 135
12.17 EC5 / SR EN-1995-1-1-2004 - Romania: Timber column subjected to shear stress and torsion .... 135
12.18 EC5 / NF EN 1995-1-1/NA - France: Verifying the stability for a timber linear element ................... 135
12.19 EC5/ NF EN 1995-1-1- France: Verifying the deflection of a timber linear element using ''Calculation on selection'' method ......................................................................................................................................... 136
6 General Application
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6.1 Verifying geometry properties of elements with compound cross sections (TTAD #11601)
Test ID: 3546
Test status: Passed
6.1.1 Description
Verifies the geometry properties of a steel structure with elements which have compound cross sections (CS4 IPE330 UPN240). Generates the geometrical data report.
6.2 Verifying material properties for C25/30 (TTAD #11617)
Test ID: 3571
Test status: Passed
6.2.1 Description
Verifies the material properties on a model with a concrete (C25/30) bar. Generates the material description report.
6.3 Verifying the synthetic table by type of connection (TTAD #11422)
Test ID: 3646
Test status: Passed
6.3.1 Description
Performs the finite elements calculation and the steel calculation on a structure with four types of connections. Generates the "Synthetic table by type of connection" report.
The structure consists of linear steel elements (S275) with CE505, IPE450, IPE140 and IPE500 cross section. The model connections: columns base plates, beam - column fixed connections, beam - beam fixed connections and gusset plate. Live loads, snow loads and wind loads are applied.
6.4 Importing a cross section from the Advance Steel profiles library (TTAD #11487)
Test ID: 3719
Test status: Passed
6.4.1 Description
Imports the Canam Z 203x10.0 section from the Advance Steel Profiles library in the Advance Design list of available cross sections.
6.5 Creating and updating model views and post-processing views (TTAD #11552)
Test ID: 3820
Test status: Passed
6.5.1 Description
Creates and updates the model view and the post-processing views for a simple steel frame.
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6.6 Verifying mesh, CAD and climatic forces - LPM meeting
Test ID: 4079
Test status: Passed
6.6.1 Description
Generates the "Description of climatic loads" report for a model consisting of a concrete structure with dead loads, wind loads, snow loads and seism loads. Performs the model verification, meshing and finite elements calculation. Generates the "Displacements of linear elements by element" report.
6.7 Creating a new Advance Design file using the "New" command from the "Standard" toolbar (TTAD #12102)
Test ID: 4095
Test status: Passed
6.7.1 Description
Creates a new .fto file using the "New" command from the "Standard" toolbar. Creates a rigid punctual support and tests the CAD coordinates.
6.8 Launching the verification of a model containing steel connections (TTAD #12100)
Test ID: 4096
Test status: Passed
6.8.1 Description
Launches the verification function for a model containing a beam-column steel connection.
6.9 Verifying the appearance of the local x orientation legend (TTAD #11737)
Test ID: 4109
Test status: Passed
6.9.1 Description
Verifies the color legend display. On a model with a planar element, the color legend is enabled; it displays the elements by the local x orientation color.
6.10 Creating system trees using the copy/paste commands (DEV2012 #1.5)
Test ID: 4162
Test status: Passed
6.10.1 Description
Creates system trees using the copy/paste commands in the Pilot. The source system consists of several subsystems. The target system is on the same level as the source system.
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6.11 Creating system trees using the copy/paste commands (DEV2012 #1.5)
Test ID: 4164
Test status: Passed
6.11.1 Description
Creates system trees using the copy/paste commands in the Pilot. The source system consists of several subsystems. The target system is in the source system.
6.12 Verifying the objects rename function (TTAD #12162)
Test ID: 4229
Test status: Passed
6.12.1 Description
Verifies the renaming function from the properties list of a linear element. The name contains the "_" character.
6.13 Generating liquid pressure on horizontal and vertical surfaces (TTAD #10724)
Test ID: 4361
Test status: Passed
6.13.1 Description
Generates liquid pressure on a concrete structure with horizontal and vertical surfaces. Generates the loadings description report.
6.14 Changing the default material (TTAD #11870)
Test ID: 4436
Test status: Passed
6.14.1 Description
Selects a different default material for concrete elements.
6.15 Verifying 2 joined vertical elements with the clipping option enabled (TTAD #12238)
Test ID: 4480
Test status: Passed
6.15.1 Description
Performs the finite elements calculation on a model with 2 joined vertical elements with the clipping option enabled.
6.16 Defining the reinforced concrete design assumptions (TTAD #12354)
Test ID: 4528
Test status: Passed
6.16.1 Description
Verifies the definition of the reinforced concrete design assumptions.
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6.17 Modifying the "Design experts" properties for concrete linear elements (TTAD #12498)
Test ID: 4542
Test status: Passed
6.17.1 Description
Defines the "Design experts" properties for a concrete (EC2) linear element in analysis model and verifies properties from descriptive model.
6.18 Verifying the precision of linear and planar concrete covers (TTAD #12525)
Test ID: 4547
Test status: Passed
6.18.1 Description
Verifies the linear and planar concrete covers precision.
6.19 Verifying element creation using commas for coordinates (TTAD #11141)
Test ID: 4554
Test status: Passed
6.19.1 Description
Verifies element creation using commas for coordinates in the command line.
6.20 Verifying the overlapping when a planar element is built in a hole (TTAD #13772)
Test ID: 6214
Test status: Passed
6.20.1 Description
Verifies that when a planar element is built in a hole of another planar element by checking the mesh.
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7 Import / Export
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7.1 Verifying the export of a linear element to GTC (TTAD #10932, TTAD #11952)
Test ID: 3628
Test status: Passed
7.1.1 Description
Exports a linear element to GTC.
7.2 Exporting an Advance Design model to DO4 format (DEV2012 #1.10)
Test ID: 4101
Test status: Passed
7.2.1 Description
Launches the "Export > Text file" command and saves the current project as a .do4 archive file.
The model contains all types of structural elements, loads and geometric objects.
7.3 Exporting an analysis model to ADA (through GTC) (DEV2012 #1.3)
Test ID: 4193
Test status: Passed
7.3.1 Description
Exports the analysis model to ADA (through GTC) with:
- Export results: enabled
- Export meshed model: disabled
7.4 Exporting an analysis model to ADA (through GTC) (DEV2012 #1.3)
Test ID: 4195
Test status: Passed
7.4.1 Description
Exports the analysis model to ADA (through GTC) with:
- Export results: disabled
- Export meshed model: enabled
7.5 Importing GTC files containing elements with haunches from SuperSTRESS (TTAD #12172)
Test ID: 4297
Test status: Passed
7.5.1 Description
Imports a GTC file from SuperSTRESS. The file contains steel linear elements with haunch sections.
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7.6 Importing GTC files containing elements with circular hollow sections, from SuperSTRESS (TTAD #12197)
Test ID: 4388
Test status: Passed
7.6.1 Description
Imports a GTC file from SuperSTRESS. The file contains elements with circular hollow section. Verifies if the cross sections are imported from the attached "UK Steel Sections" database.
7.7 Importing GTC files containing elements with circular hollow sections, from SuperSTRESS (TTAD #12197)
Test ID: 4389
Test status: Passed
7.7.1 Description
Imports a GTC file from SuperSTRESS when the "UK Steel Sections" database is not attached. The file contains elements with circular hollow section. Verifies the cross sections definition.
7.8 Verifying the GTC files exchange between Advance Design and SuperSTRESS (DEV2012 #1.9)
Test ID: 4445
Test status: Passed
7.8.1 Description
Verifies the GTC files exchange (import/export) between Advance Design and SuperSTRESS.
7.9 System stability when importing AE files with invalid geometry (TTAD #12232)
Test ID: 4479
Test status: Passed
7.9.1 Description
Imports a complex model containing elements with invalid geometry.
7.10 Verifying the releases option of the planar elements edges after the model was exported and imported via GTC format (TTAD #12137)
Test ID: 4506
Test status: Passed
7.10.1 Description
Exports to GTC a model with planar elements on which the edges releases were defined. Imports the GTC file to verify the planar elements releases option.
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7.11 Modifying the "Design experts" properties for timber linear elements (TTAD #12259)
Test ID: 4509
Test status: Passed
7.11.1 Description
Defines the "Design experts" properties for a timber linear element, in a model created with a previous version of the program.
7.12 Verifying the load case properties from models imported as GTC files (TTAD #12306)
Test ID: 4515
Test status: Passed
7.12.1 Description
Performs the finite elements calculation on a model with dead load cases and exports the model to GTC. Imports the GTC file to verify the load case properties.
7.13 Exporting linear elements to IFC format (TTAD #10561)
Test ID: 4530
Test status: Passed
7.13.1 Description
Exports to IFC format a model containing linear elements having sections of type "I symmetric" and "I asymmetric".
7.14 Importing IFC files containing continuous foundations (TTAD #12410)
Test ID: 4531
Test status: Passed
7.14.1 Description
Imports an IFC file containing a continuous foundation (linear support) and verifies the element display.
7.15 Importing GTC files containing "PH.RDC" system (TTAD #12055)
Test ID: 4548
Test status: Passed
7.15.1 Description
Imports a GTC file exported from Advance Design. The file contains the automatically created system "PH.RDC".
7.16 Exporting a meshed model to GTC (TTAD #12550)
Test ID: 4552
Test status: Passed
7.16.1 Description
Exports a meshed model to GTC. The meshed planar element from the model contains a triangular mesh.
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8 Joint Design
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8.1 Creating connections groups (TTAD #11797)
Test ID: 4250
Test status: Passed
8.1.1 Description
Verifies the connections groups function.
8.2 Deleting a welded tube connection - 1 gusset bar (TTAD #12630)
Test ID: 4561
Test status: Passed
8.2.1 Description
Deletes a welded tube connection - 1 gusset bar after the joint was exported to ADSC.
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9 Mesh
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9.1 Creating triangular mesh for planar elements (TTAD #11727)
Test ID: 3423
Test status: Passed
9.1.1 Description
Creates a triangular mesh on a planar element with rigid supports and self weight.
9.2 Verifying mesh points (TTAD #11748)
Test ID: 3458
Test status: Passed
9.2.1 Description
Performs the finite elements calculation and verifies the mesh nodes of a concrete structure.
The structure consists of concrete linear elements (R20*20 cross section) and rigid supports; the loads applied on the structure: dead loads, live loads, wind loads and snow loads, according to Eurocodes.
9.3 Verifying the mesh for a model with generalized buckling (TTAD #11519)
Test ID: 3649
Test status: Passed
9.3.1 Description
Performs the finite elements calculation and verifies the mesh for a model with generalized buckling.
9.4 Verifying the mesh of a planar element influenced by peak smoothing
Test ID: 6190
Test status: Passed
9.4.1 Description
The model consists in a C25/30 concrete planar element supported by three concrete columns (2 x R20/30, 1 x D40) and one steel column (IPE400).
Self-weight of elements is taken into account and 2 live loads of -20KN/m2, respectively -100 KN/m2, are applied on the planar element.
9.5 Verifying the options to take into account loads in linear and planar elements mesh (TTAD #15251)
Test ID: 6215
Test status: Passed
9.5.1 Description
Verifies the options to take into account loads in linear and planar elements mesh.
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9.6 Mesh - Checking linear elastic analysis of a plate (shell element) using Delaunay mesh with triangles and quadrangles T3-Q4
Test ID: 6523
Test status: Passed
9.6.1 Description
The test verifies a linear elastic analysis of a skewed plate subjected to uniform pressure for a specific finite element mesh. It provides an evaluation of the sensitivity of the shell elements to skew distortion when are used to model thin plates (t/L = 0.01).
The plate is modeled by using shell elements – Delaunay mesh with triangles and quadrangles T3-Q4. Element size of mesh is 0.50m. The plate is subject to gravitational uniform distributed load of 0.70 kN/m2. The plate is pinned on all four sides by linear supports.
The results to be compared are the maximum deflection (D) and principal stress at the bottom face of the plate (S1_bot). The values taken to comparison are read from the horizontal section cut.
Reference values of maximum stresses are compared with NAFEMS (National Agency for Finite Element Methods and Standards) Standard Benchmark, test LE6.
9.6.2 Background
Checking a linear elastic analysis of a skewed plate with obtuse angles of 150 degrees subjected to uniform pressure. The plate is modeled by using shell elements – Delaunay mesh with triangles and quadrangles T3-Q4.
9.6.2.1 Model description
■ Reference: NAFEMS (National Agency for Finite Element Methods and Standards) Standard Benchmark, test LE6
■ Analysis type: Linear static
■ Element type: Planar (Shell)
Units
Metric System
Geometry
■ Side length L=10.0 m
■ Thickness t = 0.1 m (t / L ratio = 0.01)
■ Angles: Obtuse 150o, Acute: 30o
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Materials properties
Isotropic material:
■ Mass Density ρ = 7800 kg/m3
■ Young's Modulus E = 210 GPa
■ Poisson's Ratio ν = 0.3
Boundary conditions
■ Linear support at all 4 edges
■ Type: Pinned
■ Coordinate system: Global
Loading
The model is subjected to the following actions:
■ Area load: FZ = -0.70 kN/m2
Finite elements modeling
■ Meshing type: Delaunay
■ Element type: Triangles and Quadrangles (T3-Q4)
■ Element size 0.5m
9.6.2.2 Reference results
This example checks a linear elastic analysis of a skewed plate subjected to uniform pressure for a specific finite element mesh. It provides an evaluation of the sensitivity of the shell elements to skew distortion when are used to model thin plates (t/L = 0.01).
Compared results are determined at the plate center (point E):
■ Maximum deflection (D);
■ Principal stress on the bottom surface (S1_bot); The reference value (0.802 MPa) is taken from the standard NAFEMS benchmarks
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The values taken to the comparison are read from the horizontal section cut (between the centers of the AD and BC edges). For the stress a smoothed value is taken.
■ Section cut:
Maps with values (for illustrative purposes)
■ Max displacement:
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■ Max principal stress:
9.6.2.3 Calculated results
Description Symbol Unit AD 2018R2 AD 2019 Difference NAFEMS Difference
Principal stress S1_bot MPa 0.798 0.793 0.63% 0.802 1.25%
Max displacement D mm 0.1459 0.1468 0.62% - -
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9.7 Mesh - Checking linear elastic analysis of a plate (shell element) using Delaunay mesh with triangles and quadrangles T6-Q9
Test ID: 6524
Test status: Passed
9.7.1 Description
The test verifies a linear elastic analysis of a skewed plate subjected to uniform pressure for a specific finite element mesh. It provides an evaluation of the sensitivity of the shell elements to skew distortion when are used to model thin plates (t/L = 0.01).
The plate is modeled by using shell elements – Delaunay mesh with triangles and quadrangles T6-Q9. Element size of mesh is 0.50m. The plate is subject to gravitational uniform distributed load of 0.70 kN/m2. The plate is pinned on all four sides by linear supports.
The results to be compared are the maximum deflection (D) and principal stress at the bottom face of the plate (S1_bot). The values taken to comparison are read from the horizontal section cut.
Reference values of maximum stresses are compared with NAFEMS (National Agency for Finite Element Methods and Standards) Standard Benchmark, test LE6.
9.7.2 Background
Checking a linear elastic analysis of a skewed plate with obtuse angles of 150 degrees subjected to uniform pressure. The plate is modeled by using shell elements – Delaunay mesh with triangles and quadrangles T6-Q8.
9.7.2.1 Model description
■ Reference: NAFEMS (National Agency for Finite Element Methods and Standards) Standard Benchmark, test LE6
■ Analysis type: Linear static
■ Element type: Planar (Shell)
Units
Metric System
Geometry
■ Side length L=10.0 m
■ Thickness t = 0.1 m (t / L ratio = 0.01)
■ Angles: Obtuse 150o, Acute: 30o
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Materials properties
Isotropic material:
■ Mass Density ρ = 7800 kg/m3
■ Young's Modulus E = 210 GPa
■ Poisson's Ratio ν = 0.3
Boundary conditions
■ Linear support at all 4 edges
■ Type: Pinned
■ Coordinate system: Global
Loading
The model is subjected to the following actions:
■ Area load: FZ = -0.70 kN/m2
Finite elements modeling
■ Meshing type: Delaunay
■ Element type: Triangles and Quadrangles (T6-Q9)
■ Element size 0.5m
Note: Using T6-Q8 elements requires remeshing model, but due to differences in the mesh engine FEM mesh differs a little between AD versions.
AD2018
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AD2019
9.7.2.2 Reference results
This example checks a linear elastic analysis of a skewed plate subjected to uniform pressure for a specific finite element mesh. It provides an evaluation of the sensitivity of the shell elements to skew distortion when are used to model thin plates (t/L = 0.01).
Compared results are determined at the plate center (point E):
■ Maximum deflection (D);
■ Principal stress on the bottom surface (S1_bot); The reference value (0.802 MPa) is taken from the standard NAFEMS benchmarks
The values taken to the comparison are read from the horizontal section cut (between the centers of the AD and BC edges). For the stress a smoothed value is taken.
■ Section cut:
AD 2018
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AD 2019:
Maps with values (for illustrative purposes)
■ Max displacement:
■ Max principal stress:
9.7.2.3 Calculated results
Description Symbol Unit AD 2018R2 AD 2019 Difference NAFEMS Difference
Principal stress S1_bot MPa 0.807 0.805 0.25% 0.802 0.38%
Max displacement D mm 0.1512 0.1514 0.13% - -
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9.8 Mesh - Checking linear elastic analysis of a plate (shell element) using Delaunay quadrangles Q9 mesh
Test ID: 6526
Test status: Passed
9.8.1 Description
The test verifies a linear elastic analysis of a skewed plate subjected to uniform pressure for a specific finite element mesh. It provides an evaluation of the sensitivity of the shell elements to skew distortion when are used to model thin plates (t/L = 0.01).
The plate is modeled by using shell elements – Delaunay quadrangles Q9 mesh. Element size of mesh is 0.50m. The plate is subject to gravitational uniform distributed load of 0.70 kN/m2. The plate is pinned on all four sides by linear supports.
The results to be compared are the maximum deflection (D) and principal stress at the bottom face of the plate (S1_bot). The values taken to comparison are read from the horizontal section cut.
Reference values of maximum stresses are compared with NAFEMS (National Agency for Finite Element Methods and Standards) Standard Benchmark, test LE6.
9.8.2 Background
Checking a linear elastic analysis of a skewed plate with obtuse angles of 150 degrees subjected to uniform pressure. The plate is modeled by using shell elements – Delaunay mesh with quadrangles Q9 elements.
9.8.2.1 Model description
■ Reference: NAFEMS (National Agency for Finite Element Methods and Standards) Standard Benchmark, test LE6
■ Analysis type: Linear static
■ Element type: Planar (Shell)
Units
Metric System
Geometry
■ Side length L=10.0 m
■ Thickness t = 0.1 m (t / L ratio = 0.01)
■ Angles: Obtuse 150o, Acute: 30o
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Materials properties
Isotropic material:
■ Mass Density ρ = 7800 kg/m3
■ Young's Modulus E = 210 GPa
■ Poisson's Ratio ν = 0.3
Boundary conditions
■ Linear support at all 4 edges
■ Type: Pinned
■ Coordinate system: Global
Loading
The model is subjected to the following actions:
■ Area load: FZ = -0.70 kN/m2
Finite elements modeling
■ Meshing type: Delaunay
■ Element type: Quadrangles (Q8)
■ Element size 0.5m
9.8.2.2 Reference results
This example checks a linear elastic analysis of a skewed plate subjected to uniform pressure for a specific finite element mesh. It provides an evaluation of the sensitivity of the shell elements to skew distortion when are used to model thin plates (t/L = 0.01).
Compared results are determined at the plate center (point E):
■ Maximum deflection (D);
■ Principal stress on the bottom surface (S1_bot); The reference value (0.802 MPa) is taken from the standard NAFEMS benchmarks
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The values taken to the comparison are read from the horizontal section cut (between the centers of the AD and BC edges). For the stress a smoothed value is taken.
■ Section cut:
Maps with values (for illustrative purposes)
■ Max displacement:
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■ Max principal stress:
9.8.2.3 Calculated results
Description Symbol Unit AD 2018R2 AD 2019 Difference NAFEMS Difference
Principal stress S1_bot MPa 0.803 0.803 0.0%
0.802 0.1%
Max displacement D mm 0.1499 0.1499 0.0%
-
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9.9 Mesh - Checking linear elastic analysis of a plate (shell element) using Delaunay mesh with triangles T3
Test ID: 6527
Test status: Passed
9.9.1 Description
The test verifies a linear elastic analysis of a skewed plate subjected to uniform pressure for a specific finite element mesh. It provides an evaluation of the sensitivity of the shell elements to skew distortion when are used to model thin plates (t/L = 0.01).
The plate is modeled by using shell elements – Delaunay T3 triangles mesh. Element size of mesh is 0.50m. The plate is subject to gravitational uniform distributed load of 0.70 kN/m2. The plate is pinned on all four sides by linear supports.
The results to be compared are the maximum deflection (D) and principal stress at the bottom face of the plate (S1_bot). The values taken to comparison are read from the horizontal section cut.
Reference values of maximum stresses are compared with NAFEMS (National Agency for Finite Element Methods and Standards) Standard Benchmark, test LE6
9.9.2 Background
Checking a linear elastic analysis of a skewed plate with obtuse angles of 150 degrees subjected to uniform pressure. The plate is modeled by using shell elements – Delaunay mesh with triangles T3.
9.9.2.1 Model description
■ Reference: NAFEMS (National Agency for Finite Element Methods and Standards) Standard Benchmark, test LE6
■ Analysis type: Linear static
■ Element type: Planar (Shell)
Units
Metric System
Geometry
■ Side length L=10.0 m
■ Thickness t = 0.1 m (t / L ratio = 0.01)
■ Angles: Obtuse 150o, Acute: 30o
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Materials properties
Isotropic material:
■ Mass Density ρ = 7800 kg/m3
■ Young's Modulus E = 210 GPa
■ Poisson's Ratio ν = 0.3
Boundary conditions
■ Linear support at all 4 edges
■ Type: Pinned
■ Coordinate system: Global
Loading
The model is subjected to the following actions:
■ Area load: FZ = -0.70 kN/m2
Finite elements modeling
■ Meshing type: Delaunay
■ Element type: Triangles (T3)
■ Element size 0.5m
9.9.2.2 Reference results
This example checks a linear elastic analysis of a skewed plate subjected to uniform pressure for a specific finite element mesh. It provides an evaluation of the sensitivity of the shell elements to skew distortion when are used to model thin plates (t/L = 0.01).
Compared results are determined at the plate center (point E):
■ Maximum deflection (D);
■ Principal stress on the bottom surface (S1_bot); The reference value (0.802 MPa) is taken from the standard NAFEMS benchmarks
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The values taken to the comparison are read from the horizontal section cut (between the centers of the AD and BC edges). For the stress a smoothed value is taken.
■ Section cut:
Maps with values (for illustrative purposes)
■ Max displacement:
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■ Max principal stress:
9.9.2.3 Calculated results
Description Symbol Unit AD 2018R2 AD 2019 Difference NAFEMS Difference
Principal stress S1_bot MPa 0.780 0.780 0.0% 0.802 2.7%
Max displacement D mm 0.1433 0.1433 0.0% - -
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9.10 Mesh - Checking linear elastic analysis of a plate (shell element) using Delaunay mesh with quadrangles Q4
Test ID: 6528
Test status: Passed
9.10.1 Description
The test verifies a linear elastic analysis of a skewed plate subjected to uniform pressure for a specific finite element mesh. It provides an evaluation of the sensitivity of the shell elements to skew distortion when are used to model thin plates (t/L = 0.01).
The plate is modeled by using shell elements – Delaunay mesh with quadrangles Q4. Element size of mesh is 0.50m. The plate is subject to gravitational uniform distributed load of 0.70 kN/m2. The plate is pinned on all four sides by linear supports.
The results to be compared are the maximum deflection (D) and principal stress at the bottom face of the plate (S1_bot). The values taken to comparison are read from the horizontal section cut.
Reference values of maximum stresses are compared with NAFEMS (National Agency for Finite Element Methods and Standards) Standard Benchmark, test LE6.
9.10.2 Background
Checking a linear elastic analysis of a skewed plate with obtuse angles of 150 degrees subjected to uniform pressure. The plate is modeled by using shell elements – Delaunay mesh with quadrangles Q4.
9.10.2.1 Model description
■ Reference: NAFEMS (National Agency for Finite Element Methods and Standards) Standard Benchmark, test LE6
■ Analysis type: Linear static
■ Element type: Planar (Shell)
Units
Metric System
Geometry
■ Side length L=10.0 m
■ Thickness t = 0.1 m (t / L ratio = 0.01)
■ Angles: Obtuse 150o, Acute: 30o
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Materials properties
Isotropic material:
■ Mass Density ρ = 7800 kg/m3
■ Young's Modulus E = 210 GPa
■ Poisson's Ratio ν = 0.3
Boundary conditions
■ Linear support at all 4 edges
■ Type: Pinned
■ Coordinate system: Global
Loading
The model is subjected to the following actions:
■ Area load: FZ = -0.70 kN/m2
Finite elements modeling
■ Meshing type: Delaunay
■ Element type: Quadrangles (Q4)
■ Element size 0.5m
Note: The shape of the mesh is forced by additional line elements.
9.10.2.2 Reference results
This example checks a linear elastic analysis of a skewed plate subjected to uniform pressure for a specific finite element mesh. It provides an evaluation of the sensitivity of the shell elements to skew distortion when are used to model thin plates (t/L = 0.01).
Compared results are determined at the plate center (point E):
■ Maximum deflection (D);
■ Principal stress on the bottom surface (S1_bot); The reference value (0.802 MPa) is taken from the standard NAFEMS benchmarks
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The values taken to the comparison are read from the horizontal section cut (between the centers of the AD and BC edges). For the stress a smoothed value is taken.
■ Section cut:
Maps with values (for illustrative purposes)
■ Max displacement:
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■ Max principal stress:
9.10.2.3 Calculated results
Description Symbol Unit AD 2018R2 AD 2019 Difference NAFEMS Difference
Principal stress S1_bot MPa 0.772 0.772 0.0% 0.802 3.7%
Max displacement D mm 0.1416 0.1416 0.0% - -
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9.11 Mesh - Checking linear elastic analysis of a plate (shell element) using Delaunay mesh with triangles T6
Test ID: 6529
Test status: Passed
9.11.1 Description
The test verifies a linear elastic analysis of a skewed plate subjected to uniform pressure for a specific finite element mesh. It provides an evaluation of the sensitivity of the shell elements to skew distortion when are used to model thin plates (t/L = 0.01).
The plate is modeled by using shell elements – Delaunay mesh with triangles T6. Element size of mesh is 0.50m. The plate is subject to gravitational uniform distributed load of 0.70 kN/m2. The plate is pinned on all four sides by linear supports.
The results to be compared are the maximum deflection (D) and principal stress at the bottom face of the plate (S1_bot). The values taken to comparison are read from the horizontal section cut.
Reference values of maximum stresses are compared with NAFEMS (National Agency for Finite Element Methods and Standards) Standard Benchmark, test LE6.
9.11.2 Background
Checking a linear elastic analysis of a skewed plate with obtuse angles of 150 degrees subjected to uniform pressure. The plate is modeled by using shell elements – Delaunay mesh with triangles T6.
9.11.2.1 Model description
■ Reference: NAFEMS (National Agency for Finite Element Methods and Standards) Standard Benchmark, test LE6
■ Analysis type: Linear static
■ Element type: Planar (Shell)
Units
Metric System
Geometry
■ Side length L=10.0 m
■ Thickness t = 0.1 m (t / L ratio = 0.01)
■ Angles: Obtuse 150o, Acute: 30o
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Materials properties
Isotropic material:
■ Mass Density ρ = 7800 kg/m3
■ Young's Modulus E = 210 GPa
■ Poisson's Ratio ν = 0.3
Boundary conditions
■ Linear support at all 4 edges
■ Type: Pinned
■ Coordinate system: Global
Loading
The model is subjected to the following actions:
■ Area load: FZ = -0.70 kN/m2
Finite elements modeling
■ Meshing type: Delaunay
■ Element type: Triangles (T6)
■ Element size 0.5m
Note: Using T6-Q8 elements requires remeshing model, but due to differences in the mesh engine FEM mesh differs slightly between AD versions.
AD 2018:
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AD 2019:
9.11.2.2 Reference results
This example checks a linear elastic analysis of a skewed plate subjected to uniform pressure for a specific finite element mesh. It provides an evaluation of the sensitivity of the shell elements to skew distortion when are used to model thin plates (t/L = 0.01).
Compared results are determined at the plate center (point E):
■ Maximum deflection (D);
■ Principal stress on the bottom surface (S1_bot); The reference value (0.802 MPa) is taken from the standard NAFEMS benchmarks
The values taken to the comparison are read from the horizontal section cut (between the centers of the AD and BC edges). For the stress a smoothed value is taken.
■ Section cut:
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Maps with values (for illustrative purposes)
■ Max displacement:
■ Max principal stress:
9.11.2.3 Calculated results
Description Symbol Unit AD 2018R2 AD 2019 Difference NAFEMS Difference
Principal stress S1_bot MPa 0.777 0.760 2.2% 0.802 5.2%
Max displacement D mm 0.1464 0.1464 0.0% - -
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9.12 Mesh - Checking linear elastic analysis of a plate (shell element) using Grid mesh with triangles and quadrangles T3-Q4
Test ID: 6530
Test status: Passed
9.12.1 Description
The test verifies a linear elastic analysis of a skewed plate subjected to uniform pressure for a specific finite element mesh. It provides an evaluation of the sensitivity of the shell elements to skew distortion when are used to model thin plates (t/L = 0.01).
The plate is modeled by using shell elements – Grid mesh with triangles and quadrangles T3-Q4. Element size of mesh is 0.50m. The plate is subject to gravitational uniform distributed load of 0.70 kN/m2. The plate is pinned on all four sides by linear supports.
The results to be compared are the maximum deflection (D) and principal stress at the bottom face of the plate (S1_bot). The values taken to comparison are read from the horizontal section cut.
Reference values of maximum stresses are compared with NAFEMS (National Agency for Finite Element Methods and Standards) Standard Benchmark, test LE6.
9.12.2 Background
Checking a linear elastic analysis of a skewed plate with obtuse angles of 150 degrees subjected to uniform pressure. The plate is modeled by using shell elements – Grid mesh with triangles and quadrangles T3-Q4.
9.12.2.1 Model description
■ Reference: NAFEMS (National Agency for Finite Element Methods and Standards) Standard Benchmark, test LE6
■ Analysis type: Linear static
■ Element type: Planar (Shell)
Units
Metric System
Geometry
■ Side length L=10.0 m
■ Thickness t = 0.1 m (t / L ratio = 0.01)
■ Angles: Obtuse 150o, Acute: 30o
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Materials properties
Isotropic material:
■ Mass Density ρ = 7800 kg/m3
■ Young's Modulus E = 210 GPa
■ Poisson's Ratio ν = 0.3
Boundary conditions
■ Linear support at all 4 edges
■ Type: Pinned
■ Coordinate system: Global
Loading
The model is subjected to the following actions:
■ Area load: FZ = -0.70 kN/m2
Finite elements modeling
■ Meshing type: Grid
■ Element type: Triangles and Quadrangles (T3-Q4)
■ Element size 0.5m
9.12.2.2 Reference results
This example checks a linear elastic analysis of a skewed plate subjected to uniform pressure for a specific finite element mesh. It provides an evaluation of the sensitivity of the shell elements to skew distortion when are used to model thin plates (t/L = 0.01).
Compared results are determined at the plate center (point E):
■ Maximum deflection (D);
■ Principal stress on the bottom surface (S1_bot); The reference value (0.802 MPa) is taken from the standard NAFEMS benchmarks
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The values taken to the comparison are read from the horizontal section cut (between the centers of the AD and BC edges). For the stress a smoothed value is taken.
■ Section cut:
Maps with values (for illustrative purposes)
■ Max displacement:
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■ Max principal stress:
9.12.2.3 Calculated results
Description Symbol Unit AD 2018R2 AD 2019 Difference NAFEMS Difference
Principal stress S1_bot MPa 0.794 0.802 0.99% 0.802 0.0%
Max displacement D mm 0.1471 0.1479 0.54% - -
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9.13 Mesh - Checking linear elastic analysis of a plate (shell element) using Grid triangles and quadrangles T6-Q9 mesh
Test ID: 6531
Test status: Passed
9.13.1 Description
The test verifies a linear elastic analysis of a skewed plate subjected to uniform pressure for a specific finite element mesh. It provides an evaluation of the sensitivity of the shell elements to skew distortion when are used to model thin plates (t/L = 0.01).
The plate is modeled by using shell elements – Grid triangles and quadrangles T6-Q9 mesh. Element size of mesh is 0.50m. The plate is subject to gravitational uniform distributed load of 0.70 kN/m2. The plate is pinned on all four sides by linear supports.
The results to be compared are the maximum deflection (D) and principal stress at the bottom face of the plate (S1_bot). The values taken to comparison are read from the horizontal section cut.
Reference values of maximum stresses are compared with NAFEMS (National Agency for Finite Element Methods and Standards) Standard Benchmark, test LE6.
9.13.2 Background
Checking a linear elastic analysis of a skewed plate with obtuse angles of 150 degrees subjected to uniform pressure. The plate is modeled by using shell elements – Grid mesh with triangles and quadrangles T6-Q9.
9.13.2.1 Model description
■ Reference: NAFEMS (National Agency for Finite Element Methods and Standards) Standard Benchmark, test LE6
■ Analysis type: Linear static
■ Element type: Planar (Shell)
Units
Metric System
Geometry
■ Side length L=10.0 m
■ Thickness t = 0.1 m (t / L ratio = 0.01)
■ Angles: Obtuse 150o, Acute: 30o
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Materials properties
Isotropic material:
■ Mass Density ρ = 7800 kg/m3
■ Young's Modulus E = 210 GPa
■ Poisson's Ratio ν = 0.3
Boundary conditions
■ Linear support at all 4 edges
■ Type: Pinned
■ Coordinate system: Global
Loading
The model is subjected to the following actions:
■ Area load: FZ = -0.70 kN/m2
Finite elements modeling
■ Meshing type: Grid
■ Element type: Triangles and Quadrangles (T6-Q9)
■ Element size 0.5m
Note: Using T6-Q8 elements requires remeshing model, but due to differences in the mesh engine FEM mesh differs very slightly between AD versions.
AD2018
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9.13.2.2 Reference results
This example checks a linear elastic analysis of a skewed plate subjected to uniform pressure for a specific finite element mesh. It provides an evaluation of the sensitivity of the shell elements to skew distortion when are used to model thin plates (t/L = 0.01).
Compared results are determined at the plate center (point E):
■ Maximum deflection (D);
■ Principal stress on the bottom surface (S1_bot); The reference value (0.802 MPa) is taken from the standard NAFEMS benchmarks
The values taken to the comparison are read from the horizontal section cut (between the centers of the AD and BC edges). For the stress a smoothed value is taken.
■ Section cut:
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Maps with values (for illustrative purposes)
■ Max displacement:
■ Max principal stress:
9.13.2.3 Calculated results
Description Symbol Unit AD 2018R2 AD 2019 Difference NAFEMS Difference
Principal stress S1_bot MPa 0.811 0.812 0.1% 0.802 1.2%
Max displacement D mm 0.1507 0.1507 0.0% - -
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9.14 Mesh - Checking linear elastic analysis of a plate (shell element) using Grid triangles T3 mesh
Test ID: 6532
Test status: Passed
9.14.1 Description
The test verifies a linear elastic analysis of a skewed plate subjected to uniform pressure for a specific finite element mesh. It provides an evaluation of the sensitivity of the shell elements to skew distortion when are used to model thin plates (t/L = 0.01).
The plate is modeled by using shell elements – Grid triangles T3 mesh. Element size of mesh is 0.50m. The plate is subject to gravitational uniform distributed load of 0.70 kN/m2. The plate is pinned on all four sides by linear supports.
The results to be compared are the maximum deflection (D) and principal stress at the bottom face of the plate (S1_bot). The values taken to comparison are read from the horizontal section cut.
Reference values of maximum stresses are compared with NAFEMS (National Agency for Finite Element Methods and Standards) Standard Benchmark, test LE6.
9.14.2 Background
Checking a linear elastic analysis of a skewed plate with obtuse angles of 150 degrees subjected to uniform pressure. The plate is modeled by using shell elements – Grid mesh with triangles T3.
9.14.2.1 Model description
■ Reference: NAFEMS (National Agency for Finite Element Methods and Standards) Standard Benchmark, test LE6
■ Analysis type: Linear static
■ Element type: Planar (Shell)
Units
Metric System
Geometry
■ Side length L=10.0 m
■ Thickness t = 0.1 m (t / L ratio = 0.01)
■ Angles: Obtuse 150o, Acute: 30o
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Materials properties
Isotropic material:
■ Mass Density ρ = 7800 kg/m3
■ Young's Modulus E = 210 GPa
■ Poisson's Ratio ν = 0.3
Boundary conditions
■ Linear support at all 4 edges
■ Type: Pinned
■ Coordinate system: Global
Loading
The model is subjected to the following actions:
■ Area load: FZ = -0.70 kN/m2
Finite elements modeling
■ Meshing type: Grid
■ Element type: Triangles (T3)
■ Element size 0.5m
9.14.2.2 Reference results
This example checks a linear elastic analysis of a skewed plate subjected to uniform pressure for a specific finite element mesh. It provides an evaluation of the sensitivity of the shell elements to skew distortion when are used to model thin plates (t/L = 0.01).
Compared results are determined at the plate center (point E):
■ Maximum deflection (D);
■ Principal stress on the bottom surface (S1_bot); The reference value (0.802 MPa) is taken from the standard NAFEMS benchmarks
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The values taken to the comparison are read from the horizontal section cut (between the centers of the AD and BC edges). For the stress a smoothed value is taken.
■ Section cut:
Maps with values (for illustrative purposes)
■ Max displacement:
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■ Max principal stress:
9.14.2.3 Calculated results
Description Symbol Unit AD 2018R2 AD 2019 Difference NAFEMS Difference
Principal stress S1_bot MPa 0.787 0.787 0.0% 0.802 1.8%
Max displacement D mm 0.1435 0.1435 0.0% - -
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9.15 Mesh - Checking linear elastic analysis of a plate (shell element) using Grid triangles T6 mesh
Test ID: 6533
Test status: Passed
9.15.1 Description
The test verifies a linear elastic analysis of a skewed plate subjected to uniform pressure for a specific finite element mesh. It provides an evaluation of the sensitivity of the shell elements to skew distortion when are used to model thin plates (t/L = 0.01).
The plate is modeled by using shell elements – Grid triangles T6 mesh. Element size of mesh is 0.50m. The plate is subject to gravitational uniform distributed load of 0.70 kN/m2. The plate is pinned on all four sides by linear supports.
The results to be compared are the maximum deflection (D) and principal stress at the bottom face of the plate (S1_bot). The values taken to comparison are read from the horizontal section cut.
Reference values of maximum stresses are compared with NAFEMS (National Agency for Finite Element Methods and Standards) Standard Benchmark, test LE6
9.15.2 Background
Checking a linear elastic analysis of a skewed plate with obtuse angles of 150 degrees subjected to uniform pressure. The plate is modeled by using shell elements – Grid mesh with triangles T6.
9.15.2.1 Model description
■ Reference: NAFEMS (National Agency for Finite Element Methods and Standards) Standard Benchmark, test LE6
■ Analysis type: Linear static
■ Element type: Planar (Shell)
Units
Metric System
Geometry
■ Side length L=10.0 m
■ Thickness t = 0.1 m (t / L ratio = 0.01)
■ Angles: Obtuse 150o, Acute: 30o
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Materials properties
Isotropic material:
■ Mass Density ρ = 7800 kg/m3
■ Young's Modulus E = 210 GPa
■ Poisson's Ratio ν = 0.3
Boundary conditions
■ Linear support at all 4 edges
■ Type: Pinned
■ Coordinate system: Global
Loading
The model is subjected to the following actions:
■ Area load: FZ = -0.70 kN/m2
Finite elements modeling
■ Meshing type: Grid
■ Element type: Triangles (T6)
■ Element size 0.5m
Note: Using T6-Q8 elements requires remeshing model, but due to differences in the mesh engine FEM mesh differs very slightly between AD versions.
AD 2018
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AD2019
9.15.2.2 Reference results
This example checks a linear elastic analysis of a skewed plate subjected to uniform pressure for a specific finite element mesh. It provides an evaluation of the sensitivity of the shell elements to skew distortion when are used to model thin plates (t/L = 0.01).
Compared results are determined at the plate center (point E):
■ Maximum deflection (D);
■ Principal stress on the bottom surface (S1_bot); The reference value (0.802 MPa) is taken from the standard NAFEMS benchmarks
The values taken to the comparison are read from the horizontal section cut (between the centers of the AD and BC edges). For the stress a smoothed value is taken.
■ Section cut:
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Maps with values (for illustrative purposes)
■ Max displacement:
■ Max principal stress:
9.15.2.3 Calculated results
Description Symbol Unit AD 2018R2 AD 2019 Difference NAFEMS Difference
Principal stress S1_bot MPa 0.800 0.800 0.0% 0.802 0.2%
Max displacement D mm 0.1468 0.1469 0.01% - -
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10 Reports
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10.1 Generating the critical magnification factors report (TTAD #11379)
Test ID: 3647
Test status: Passed
10.1.1 Description
Performs the generalised buckling calculation for a steel structure hall, and generates a critical magnification factors report.
10.2 Modal analysis: eigen modes results for a structure with one level
Test ID: 3668
Test status: Passed
10.2.1 Description
Performs the finite elements calculation and generates the "Characteristic values of eigen modes" report.
The one-level structure consists of linear and planar concrete elements with rigid supports. A modal analysis is defined.
10.3 System stability when the column releases interfere with support restraints (TTAD #10557)
Test ID: 3717
Test status: Passed
10.3.1 Description
Performs the finite elements calculation and generates the systems description report for a structure which has column releases that interfere with the supports restraints.
The structure consists of steel beams and steel columns (S235 material, HEA550 cross section) with rigid fixed supports.
This test is done to see the systems description report, even if the solver reports "null pivot".
10.4 Generating a report with modal analysis results (TTAD #10849)
Test ID: 3734
Test status: Passed
10.4.1 Description
Generates a report with modal results for a model with seismic actions.
10.5 Creating the rules table (TTAD #11802)
Test ID: 4099
Test status: Passed
10.5.1 Description
Generates the "Rules description" report as .rtf and .txt file.
The model consists of a steel structure with supports and a base plate connection. Two rules were defined for the steel calculation.
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10.6 Creating the steel materials description report (TTAD #11954)
Test ID: 4100
Test status: Passed
10.6.1 Description
Generates the "Steel materials" report as a .txt file.
The model consists of a steel structure with supports and a base plate connection.
10.7 Verifying the model geometry report (TTAD #12201)
Test ID: 4467
Test status: Passed
10.7.1 Description
Generates the "Model geometry" report to verify the model properties: total weight, largest structure dimensions, center of gravity.
10.8 Verifying the global envelope of linear elements forces result (on each 1/4 of mesh element) (TTAD #12230)
Test ID: 4486
Test status: Passed
10.8.1 Description
Performs the finite elements calculation and verifies the global envelope of linear elements forces results on each 1/4 of mesh element by generating the "Global envelope of linear elements forces result report".
The model consists of a concrete portal frame with rigid fixed supports.
10.9 Verifying the global envelope of linear elements forces result (on all quarters of super element) (TTAD #12230)
Test ID: 4487
Test status: Passed
10.9.1 Description
Performs the finite elements calculation and verifies the global envelope of linear elements forces results on all quarters of super element by generating the "Global envelope of linear elements forces result report".
The model consists of a concrete portal frame with rigid fixed supports.
10.10 Verifying the global envelope of linear elements forces result (on end points and middle of super element) (TTAD #12230)
Test ID: 4488
Test status: Passed
10.10.1 Description
Performs the finite elements calculation and verifies the global envelope of linear elements forces results on end points and middle of super element by generating the "Global envelope of linear elements forces result report".
The model consists of a concrete portal frame with rigid fixed supports.
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10.11 Verifying the global envelope of linear elements forces result (on start and end of super element) (TTAD #12230)
Test ID: 4489
Test status: Passed
10.11.1 Description
Performs the finite elements calculation and verifies the global envelope of linear elements forces results on the start and end of super element by generating the "Global envelope of linear elements forces result report".
The model consists of a concrete portal frame with rigid fixed supports.
10.12 Verifying the global envelope of linear elements forces result (on the start point of super element) (TTAD #12230)
Test ID: 4490
Test status: Passed
10.12.1 Description
Performs the finite elements calculation and verifies the global envelope of linear elements forces results on the start point of super element by generating the "Global envelope of linear elements forces result report".
The model consists of a concrete portal frame with rigid fixed supports.
10.13 Verifying the global envelope of linear elements forces result (on the end point of super element) (TTAD #12230, #12261)
Test ID: 4491
Test status: Passed
10.13.1 Description
Performs the finite elements calculation and verifies the global envelope of linear elements forces results on the end point of super element by generating the "Global envelope of linear elements forces result report".
The model consists of a concrete portal frame with rigid fixed supports.
10.14 Verifying the global envelope of linear elements displacements (on each 1/4 of mesh element) (TTAD #12230)
Test ID: 4492
Test status: Passed
10.14.1 Description
Performs the finite elements calculation and verifies the global envelope of linear elements displacements on each 1/4 of mesh element by generating the "Global envelope of linear elements displacements report".
The model consists of a concrete portal frame with rigid fixed supports.
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10.15 Verifying the global envelope of linear elements displacements (on all quarters of super element) (TTAD #12230)
Test ID: 4493
Test status: Passed
10.15.1 Description
Performs the finite elements calculation and verifies the global envelope of linear elements displacements on all quarters of super element by generating the "Global envelope of linear elements displacements report".
The model consists of a concrete portal frame with rigid fixed supports.
10.16 Verifying the global envelope of linear elements displacements (on end points and middle of super element) (TTAD #12230)
Test ID: 4494
Test status: Passed
10.16.1 Description
Performs the finite elements calculation and verifies the global envelope of linear elements displacements on end points and middle of super element by generating the "Global envelope of linear elements displacements report".
The model consists of a concrete portal frame with rigid fixed supports.
10.17 Verifying the global envelope of linear elements displacements (on start and end of super element) (TTAD #12230)
Test ID: 4495
Test status: Passed
10.17.1 Description
Performs the finite elements calculation and verifies the global envelope of linear elements displacements on start and end of super element by generating the "Global envelope of linear elements displacements report".
The model consists of a concrete portal frame with rigid fixed supports.
10.18 Verifying the global envelope of linear elements displacements (on the start point of super element) (TTAD #12230)
Test ID: 4496
Test status: Passed
10.18.1 Description
Performs the finite elements calculation and verifies the global envelope of linear elements displacements on the start point of super element by generating the "Global envelope of linear elements displacements report".
The model consists of a concrete portal frame with rigid fixed supports.
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10.19 Verifying the global envelope of linear elements displacements (on the end point of super element) (TTAD #12230, TTAD #12261)
Test ID: 4497
Test status: Passed
10.19.1 Description
Performs the finite elements calculation and verifies the global envelope of linear elements displacements on the end point of super element by generating the "Global envelope of linear elements displacements report".
The model consists of a concrete portal frame with rigid fixed supports.
10.20 Verifying the global envelope of linear elements stresses (on each 1/4 of mesh element) (TTAD #12230)
Test ID: 4498
Test status: Passed
10.20.1 Description
Performs the finite elements calculation and verifies the global envelope of linear elements stresses on each 1/4 of mesh element by generating the "Global envelope of linear elements stresses report".
The model consists of a concrete portal frame with rigid fixed supports.
10.21 Verifying the global envelope of linear elements stresses (on all quarters of super element) (TTAD #12230)
Test ID: 4499
Test status: Passed
10.21.1 Description
Performs the finite elements calculation and verifies the global envelope of linear elements stresses on all quarters of super element by generating the "Global envelope of linear elements stresses report".
The model consists of a concrete portal frame with rigid fixed supports.
10.22 Verifying the global envelope of linear elements stresses (on end points and middle of super element) (TTAD #12230)
Test ID: 4500
Test status: Passed
10.22.1 Description
Performs the finite elements calculation and verifies the global envelope of linear elements stresses on end points and middle of super element by generating the "Global envelope of linear elements stresses report".
The model consists of a concrete portal frame with rigid fixed supports.
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10.23 Verifying the global envelope of linear elements stresses (on start and end of super element) (TTAD #12230)
Test ID: 4501
Test status: Passed
10.23.1 Description
Performs the finite elements calculation and verifies the global envelope of linear elements stresses on start and end of super element by generating the "Global envelope of linear elements stresses report".
The model consists of a concrete portal frame with rigid fixed supports.
10.24 Verifying the global envelope of linear elements stresses (on the start point of super element) (TTAD #12230)
Test ID: 4502
Test status: Passed
10.24.1 Description
Performs the finite elements calculation and verifies the global envelope of linear elements stresses on the start point of super element by generating the "Global envelope of linear elements stresses report".
The model consists of a concrete portal frame with rigid fixed supports.
10.25 Verifying the global envelope of linear elements stresses (on the end point of super element) (TTAD #12230, TTAD #12261)
Test ID: 4503
Test status: Passed
10.25.1 Description
Performs the finite elements calculation and verifies the global envelope of linear elements stresses on the end point of super element by generating the "Global envelope of linear elements stresses report".
The model consists of a concrete portal frame with rigid fixed supports.
10.26 Verifying the Min/Max values from the user reports (TTAD# 12231)
Test ID: 4505
Test status: Passed
10.26.1 Description
Performs the finite elements calculation and generates a user report containing the results of Min/Max values.
10.27 Verifying the shape sheet for a steel beam (TTAD #12455)
Test ID: 4535
Test status: Passed
10.27.1 Description
Verifies the shape sheet for a steel beam.
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10.28 EC2 / NF EN 1992-1-1/NA - France: Verifying the EC2 calculation assumptions report (TTAD #11838)
Test ID: 4544
Test status: Passed
10.28.1 Description
Verifies the EC2 calculation assumptions report.
10.29 Verifying the shape sheet report (TTAD #12353)
Test ID: 4545
Test status: Passed
10.29.1 Description
Generates and verifies the shape sheet report.
10.30 Verifying the Max row on the user table report (TTAD #12512)
Test ID: 4558
Test status: Passed
10.30.1 Description
Verifies the Max row on the user table report.
10.31 Verifying the shape sheet strings display (TTAD #12622)
Test ID: 4559
Test status: Passed
10.31.1 Description
Verifies the shape sheet strings display for a steel beam with circular hollow cross-section.
10.32 Verifying the steel shape sheet display (TTAD #12657)
Test ID: 4562
Test status: Passed
10.32.1 Description
Verifies the steel shape sheet display when the fire calculation is disabled.
10.33 Verifying the modal analysis report (TTAD #12718)
Test ID: 4576
Test status: Passed
10.33.1 Description
Generates and verifies the modal analysis report.
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10.34 Reports - Global envelope for efforts in linear elements with Min/Max values and coresponding abscissa position
Test ID: 6363
Test status: Passed
10.34.1 Description
Checks the content of a report which returns a global envelope for efforts on linear elements, with the Max/Min values.
The model consists in a concrete simple frame, 3 load cases and several combinations.
The report returns the Max and Min values of the efforts, per linear element, and the position/abscissa of these Max/Min values.
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11 Seismic
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11.1 Verifying signed concomitant linear elements envelopes on Fx report (TTAD #11517)
Test ID: 3576
Test status: Passed
11.1.1 Description
Performs the finite elements calculation on a concrete structure. Generates the "Signed concomitant linear elements envelopes on Fx report".
The structure has concrete beams and columns, two concrete walls and a windwall. Loads applied on the structure: self weight and a planar live load of -40.00 kN.
11.2 EC8 / CSN EN 1998-1 - Czech Republic: Verifying the displacements results of a linear element (DEV2012 #3.18)
Test ID: 3626
Test status: Passed
11.2.1 Description
Verifies the displacements results of an inclined linear element according to Eurocodes 8 Czech standard. Performs the finite elements calculation and generates the displacements of linear elements by load case and by element reports.
The concrete element (C20/25) has R20*30 cross section and a rigid point support. The loads applied on the element: self weight and seismic loads (CSN EN 1998-1).
11.3 EC8 / NF EN 1998-1-1 - France: Verifying the spectrum results for EC8 seism (TTAD #11478)
Test ID: 3703
Test status: Passed
11.3.1 Description
Performs the finite elements calculation and generates the "Displacements of linear elements by load case" report for a concrete beam with rectangular cross section R20*30 with fixed rigid punctual support. Model loads: self weight and seismic loads according to Eurocodes 8 French standards.
11.4 EC8 / SR EN 1998-1/NA - Romania: Verifying the spectrum results for EC8 seism (TTAD #12472)
Test ID: 4537
Test status: Passed
11.4.1 Description
Performs the finite elements calculation and generates the "Displacements of linear elements by load case" report for a concrete beam with rectangular cross section R20*30 with fixed rigid punctual support. Model loads: self weight and seismic loads according to Eurocodes 8 Romanian standards (SR EN 1998-1/NA).
11.5 EC8 / NF EN 1998-1-1 - France: Verifying torsors on walls
Test ID: 4803
Test status: Passed
11.5.1 Description
Verifies the torsors on walls. Eurocode 8 with French Annex is used.
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11.6 EC8 / NF EN 1998-1-1 - France: Verifying torsors on grouped walls from a multi-storey concrete structure
Test ID: 4810
Test status: Passed
11.6.1 Description
Verifies torsors on grouped walls from a multi-storey concrete structure. EC8 with French Annex is used.
11.7 EC8 / NF EN 1993-1-8/NA - France: Verifying the damping correction influence over the efforts in supports (TTAD #13011).
Test ID: 4853
Test status: Passed
11.7.1 Description
Verifies the damping correction influence over the efforts in supports. The model has 2 seismic cases. Only one case uses the damping correction. The seismic spectrum is generated according to the Eurocodes 8 - French standard (NF EN 1993-1-8/NA).
11.8 PS92 - France: Verifying efforts and torsors on planar elements (TTAD #12974)
Test ID: 4858
Test status: Passed
11.8.1 Description
Verifies efforts and torsors on several planar elements of a concrete structure subjected to horizontal seismic action (according to PS92 norm).
11.9 EC8 / NF EN 1998-1-1 - France: Verifying the sum of actions on supports and nodes restraints (TTAD #12706)
Test ID: 4859
Test status: Passed
11.9.1 Description
Verifies the sum of actions on supports and nodes restraints for a simple structure subjected to seismic action according to EC8 French annex.
11.10 EC8 / NF EN 1998-1-1 - France: Verifying seismic results when a design spectrum is used (TTAD #13778)
Test ID: 5425
Test status: Passed
11.10.1 Description
Verifies the seismic results according to EC8 French Annex for a single bay single story structure made of concrete.
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11.11 EC8 / NF EN 1998-1-1 - France: Generating forces results per modes on linear and planar elements (TTAD #13797)
Test ID: 5455
Test status: Passed
11.11.1 Description
Generates reports with forces results per modes on a selection of elements (linear and planar elements) from a concrete structure subjected to seismic action (EC8 French Annex).
11.12 EC8 / NF EN 1998-1-1 - France: Verifying seismic efforts on planar elements with Q4 and T3-Q4 mesh type (TTAD #14244)
Test ID: 5492
Test status: Passed
11.12.1 Description
Generates seismic results on planar element meshed with T3-Q4 mesh type and only Q4 mesh type.
11.13 RPA99/2003 - Algeria: Verifying the displacements results of a linear element (DEV2013 #3.5)
Test ID: 5559
Test status: Passed
11.13.1 Description
Verifies the displacements results of a vertical linear element according to Algerian seismic standard. Performs the finite elements calculation and generates the displacements of linear elements by load case and by element reports.
The concrete element (C20/25) has R20*30 cross section and a rigid point support. The loads applied on the element: self weight and seismic loads (RPA 99/2003).
11.14 RPS 2011 - Morocco: Verifying the displacements results of a linear element (DEV2013 #3.6)
Test ID: 5597
Test status: Passed
11.14.1 Description
Verifies the displacements results of a vertical linear element according to Marocco seismic standard. Performs the finite elements calculation and generates the displacements of linear elements by load case and by element reports.
The concrete element (C20/25) has R20*30 cross section and a rigid point support. The loads applied on the element: self weight and seismic loads (RPS 2011).
11.15 RPS 2011 - Morocco: Verifying the displacements results of a linear element for an envelope spectrum (DEV2013 #8.2)
Test ID: 5598
Test status: Passed
11.15.1 Description
Verifies the displacements results of a vertical linear element according to Marocco seismic standard. Performs the finite elements calculation and generates the displacements of linear elements by load case and by element reports.
The concrete element (C20/25) has R20*30 cross section and a rigid point support. The loads applied on the element: self weight and seismic loads for an envelope spectrum (RPS 2011).
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11.16 PS92/2010 - France: Verifying the displacements results of a linear element for an envelope spectrum (DEV2013 #8.2)
Test ID: 5599
Test status: Passed
11.16.1 Description
Verifies the displacements results of a vertical linear element according to French PS92/2010 standard. Performs the finite elements calculation and generates the displacements of linear elements by load case and by element reports.
The concrete element (C20/25) has R20*30 cross section and a rigid point support. The loads applied on the element: self weight and seismic loads for an envelope spectrum.
11.17 EC8 / EN 1998-1-1 - General: Verifying the displacements results of a linear element for an envelope spectrum (DEV2013 #8.2)
Test ID: 5600
Test status: Passed
11.17.1 Description
Verifies the displacements results of a vertical linear element according to Eurocode EC8 standard. Performs the finite elements calculation and generates the displacements of linear elements by load case and by element reports.
The concrete element (C20/25) has R20*30 cross section and a rigid point support. The loads applied on the element: self weight and seismic loads for an envelope spectrum.
11.18 EC8 / SR EN 1998-1-1 - Romania: Verifying the displacements results of a linear element for an envelope spectrum (DEV2013 #8.2)
Test ID: 5601
Test status: Passed
11.18.1 Description
Verifies the displacements results of a vertical linear element according to Romanian EC8 appendix. Performs the finite elements calculation and generates the displacements of linear elements by load case and by element reports.
The concrete element (C20/25) has R20*30 cross section and a rigid point support. The loads applied on the element: self weight and seismic loads for an envelope spectrum.
11.19 EC8 / SR EN 1998-1-1 - Romania: Verifying action results and torsors per modes on point, linear and planar supports (TTAD #14840)
Test ID: 5860
Test status: Passed
11.19.1 Description
Verifies action results and torsors per modes on point, linear and planar supports of a simple concrete structure. The seismic action is generated according to Eurocode 8 norm (Romanian annex).
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11.20 EC8 / NF EN 1998-1-1 - France: Verifying torsors on walls, elastic linear supports and user-defined section cuts (TTAD #14460)
Test ID: 5861
Test status: Passed
11.20.1 Description
Verifies torsors on walls, elastic linear supports and user-defined section cuts for a concrete structure which is subjected to seismic action defined according Eurocode 8 norm (French annex).
11.21 EC8 / EN 1998-1-1 - General: Verifying torsors on a 6 storey single concrete core subjected to horizontal forces and seismic action
Test ID: 6088
Test status: Passed
11.21.1 Description
Verifies torsors on a 6 storey single concrete (C25/30) core subjected to horizontal forces and seismic action. The calculation spectrum is generated considering Eurocode 8 General Annex rules. The walls describing the core are grouped at each level.
11.22 EC8 / EN 1998-1-1 - General: Verifying the displacements results of a linear element for spectrum with renewed building option (TTAD #14161)
Test ID: 6192
Test status: Passed
11.22.1 Description
Verifies the displacements results of a linear element for spectrum with renewed building option, according to Eurocode EC8 standard. Performs the finite elements calculation and generates the displacements of linear elements by load case and by element reports.
The concrete element (C20/25) has R20*30 cross section and a rigid point support. The loads applied on the element: self weight and seismic loads for an envelope spectrum.
11.23 EC8 / NF EN 1998-1-1 - France: Verifying earthquake description report in analysis with Z axis down (TTAD #15095)
Test ID: 6207
Test status: Passed
11.23.1 Description
Verifying earthquake description report in analysis with Z axis down, according to the Eurocodes EC8 standard.
11.24 EC8 / NF EN 1998-1-1 - France: Verifying torsors on walls with Seismic Loads (TTAD #16522)
Test ID: 6382
Test status: Passed
11.24.1 Description
Concrete walls subjected to EQ loads with different q factors on the 2 directions X, Y;
Verification is made according to EC8 - FR NA.
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11.25 Verifying the natural frequencies for a 2D structure
Test ID: 6419
Test status: Passed
11.25.1 Description
The test verifies the modal analysis results (natural frequencies) for 2D structure. The masses are lumped at the middle of each rigid element. Rigid elements for connection are tested in this example.
11.25.2 Background
Two dynamic degrees of freedom frame shown in the figure below is tested in this test. The modal analysis results are compared to hand calculation. An equivalent model is created based on the given rigidities by using square concrete sections for the columns and rigid elements that connects the columns at each level.
Gravity g=9.81m/s2
11.25.2.1 Model description
■ Analysis type: Dynamic - 2D problem
■ Elements type: linear and masses
■ Modal analysis: The masses used to calculate the lateral first two modes of the structures are defined by only point masses. An imposed seism damping of 5%.
■ The following load case is used:
► Dead load (category D): Self weight
Masses: M1=6.89T; M2=3.45T
Units
Metric System
Geometry
Cross sections:
■ Columns Level1: C164.88,
■ Columns Level2: C143.35,
■ Horizontal members: RIGID,
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Lengths:
■ Columns height: 5m,
Material properties
Reinforced concrete Con040(24) is used. The following characteristics are used in relation to this material:
■ Specified compressive strength of concrete: f’c=40MPa,
■ Specified yield strength of non-restressed reinforcement or anchor steel: fy=500MPa,
■ Longitudinal elastic modulus: E=29602MPa
■ Transverse rigidity: G=12334.17MPa
■ Poisson’s ratio: ν=0.2
■ Density: ρ=2.45T/m3
Boundary conditions
The boundary conditions are described below:
■ Outer: All the columns are fixed at their base,
■ Inner: None.
Loading
The frame is subjected the following load combination:
■ The ultimate limit state (ULS) combination is: Cmax = 1 x D
The modal analysis is based only on point masses
11.25.2.2 Reference results in calculating
Reference solution
a) Equations of motion (Free vibration):
=+0
0UKUM
Mass Matrix M:
The masses are lumped at each level.
=
2
1
0
0
m
mM
mkNsgWm
mkNsgWm
/5.381.9/335.34/
/781.9/67.68/
222
211
===
===
Therefore:
)/(5.30
07 2 mkNs M
=
Rigidity Matrix K:
=
2221
1211
kk
kkK
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The coefficients kij are calculated by combining the elementary rigidity matrices as follows:
−
−=
11
111
kk
kkK
;
−
−=
22
222
kk
kkK
−
−+−
−
=
22
2211
11
0
0
2
1
0
2 1 0 DOF
kk
kkkk
Kk
K Since DOF 0 is blocked Column 0 and row 0 are deleted
−
−+=
22
221
kk
kkkK ;
With:
mkNk
mkNk
/200
/350
2
1
=
=
The free vibration equation are given by:
=
−
−+
0
0
200200
200550
5.30
07
2
1
2
1
U
U
U
U
b) Natural frequencies:
The determinant of the eigen value problem is set to zero:
( )( )
( )( ) 0
5.3200200
20075502
2
22
22
212
21 =−−
−−−=
−−
−−+
ω
ω
mωkk
kmωkk
Expansion of the determinant takes the form of:
( ) 07000033255.24 222 =+− ωω
The solution of this quadratic equation gives two real roots in 2ω :
( )
( ) Hzπ
ωfsrdωω
Hzπ
ωfsrdωω
666.12
/472.10659.109
812.02
/104.5055.26
222
22
111
21
==→=→=
==→=→=
c) Mode Shapes:
When N natural frequencies are determined, they can be substituted one by one in the following equation to solve for
each mode of vibration ( ) iA :
( ) ( ) 02
=− ii AMωk
Substituting for the first mode
( )( )
=
−−
−−−
0
0
5.3055.26200200
2007055.26550
12
11
2
2
A
A
Setting 111 =A , we find that:
838.112 =A
Substituting for the second mode:
( )( )
=
−−
−−−
0
0
5.3472.10200200
2007472.10550
22
21
2
2
A
A
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Setting 121 =A , we find that:
089.122 −=A
Finite elements modeling
■ Linear element: S beam, rigid;
■ 8 nodes;
■ 7 linear element.
Mode1 Mode2
11.25.2.3 Reference results
The Factors A11 and A21 are both taken 1.
Result name Result description Reference value
f1 Frequency of the first mode 0.812Hz
f2 Frequency of the second mode 1.666Hz
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11.26 Spectral/Seismic analysis on bar elements – Verifying modal mass participation and forces in “bar” type element subjected to seismic load case
Test ID: 6589
Test status: Passed
11.26.1 Description
The test verifies the seismic response of a structure made out entirely of "bar" type elements. The linear elements have a 50x50 mm square cross section made of S275 steel. The structure is fixed in two points.
A 100kN/m linear uniform distributed load is applied on the top beam. A seismic case on the X direction is defined. The Modal mass participation and the forces in the beams from the modal analysis (6 modes) are verified.
11.26.2 Background
Verifies modal masses participation and forces in bars after performing seismic analysis. The model is made entirely of “bar” type elements.
11.26.2.1 Model description
■ Reference: None
■ Analysis type: seismic analysis/ bending rigid structure / 2D
■ Element type: bar
■ Load: 100kN/m uniform distributed load
■ Load cases: Dead load, Seism EN 1998-1 EX
Units
Metric System
Geometry
Below are described the bar cross section characteristics:
■ Square section 50x50 mm
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Materials properties
Material S275 is used. The following characteristics are used in relation to this material:
■ Density: = 7850 kg/m3
Boundary conditions
The boundary conditions are described below:
■ Outer:
► Puntual support n.1: Fixed
► Puntual support n.2: Fixed
■ Inner: None.
Loading
The structure is subjected to the following loads:
■ Dead load D (self-weight);
■ Seismic loads EN 1998-1 EX
■ Masses definition: point mass and self-weight of elements.
■ Uniform distributed load (Dead load case): 100kN/m
11.26.2.2 Finite element modeling
Finite elements modeling
■ 9 Linear elements: bar
■ 6 nodes
11.26.2.3 Reference results
Description Symbol Unit AD 2019 AD
2018R2 Difference
Modal mass mode 1 kg 0 0 0.0%
Modal mass mode 2 kg 24380.95 24380.95 0.0%
Modal mass mode 3 kg 4933.73 4933.73 0.0%
Modal mass mode 4 kg 0 0 0.0%
Modal mass mode 5 kg 0 0 0.0%
Modal mass mode 6 kg 1276.81 1276.81 0.0%
Forces in bar #2 - Mode 1 Fx kN 0 0 0.0%
Forces in bar #2 - Mode 2 Fx kN 36.68 36.68 0.0%
Forces in bar #2 - Mode 3 Fx kN 43.25 43.25 0.0%
Forces in bar #2 - Mode 4 Fx kN 0 0 0.0%
Forces in bar #2 - Mode 5 Fx kN 0 0 0.0%
Forces in bar #2 - Mode 6 Fx kN 5.19 5.19 0.0%
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11.27 Spectral/Seismic analysis on short beam elements – Verifying modal mass participation and frequencies (X and Y directions) on a model made entirely of beam elements
Test ID: 6590
Test status: Passed
11.27.1 Description
The test verifies seismic response of a 3D structure made entirely of "short beam" type elements. The linear elements have square 200x200 mm cross section made of C25/30 concrete. The structure is fixed in four point supports. Planar uniform distributed load is applied with a value of 14.71 kN/m2. Seismic X and Y direction case is defined.
Modal mass participation and frequencies for the first 10 modes are verified.
11.27.2 Background
Verifies modal masses participation and frequencies after performing seismic analysis. The model is made entirely of “short beam” type elements.
11.27.2.1 Model description
■ Reference: None
■ Analysis type: seismic analysis/ bending rigid structure / 3D
■ Element type: short beam
■ Load: 14.71 kN/m planar load
■ Load cases: Dead load, Seism EN 1998-1 EX, EY
Units
Metric System
Geometry
Below are described the short beam cross section characteristics:
■ Square section 200x200 mm
Materials properties
Material C25/30 concrete is used. The following characteristics are used in relation to this material:
■ Density: = 2500 kg/m3
Boundary conditions
The boundary conditions are described below:
■ Outer:
► Puntual support n.1: Fixed
► Puntual support n.2: Fixed
► Puntual support n.3: Fixed
► Puntual support n.4: Fixed
■ Inner: None.
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Loading
The structure is subjected to the following loads:
■ Dead load D (self-weight);
■ Seismic loads EN 1998-1 EX, EY
■ Masses definition: masses obtained by combining static load cases
■ Uniform distributed load (Dead load case): 14.71 kN/m
11.27.2.2 Finite element modeling
Finite elements modeling
■ 8 Linear elements: short beam
■ 4 nodes
11.27.2.3 Reference results
Description Symbol Unit AD 2019 AD
2018R2 Difference
Modal mass mode 1 X kg 14881.57 14,881.57 0.0%
Modal mass mode 2 X kg 14882.73 14,882.73 0.0%
Modal mass mode 3 X kg 0.96 0.96 0.0%
Modal mass mode 4 X kg 0.22 0.22 0.0%
Modal mass mode 5 X kg 0 0.00 0.0%
Modal mass mode 6 X kg 0.01 0.01 0.0%
Modal mass mode 7 X kg 0.01 0.01 0.0%
Modal mass mode 8 X kg 0 0.00 0.0%
Modal mass mode 9 X kg 0 0.00 0.0%
Modal mass mode 10 X kg 64.68 64.68 0.0%
Modal mass mode 1 Y kg 14881.57 14,881.57 0.0%
Modal mass mode 2 Y kg 14882.73 14,882.73 0.0%
Modal mass mode 3 Y kg 0.96 0.96 0.0%
Modal mass mode 4 Y kg 0.22 0.22 0.0%
Modal mass mode 5 Y kg 0 0.00 0.0%
Modal mass mode 6 Y kg 0.01 0.01 0.0%
Modal mass mode 7 Y kg 0.01 0.01 0.0%
Modal mass mode 8 Y kg 0 0.00 0.0%
Modal mass mode 9 Y kg 0 0.00 0.0%
Modal mass mode 10 Y kg 47.85 47.85 0.0%
Frequency mode 1 Hz 1.90 1.90 0.0%
Frequency mode 2 Hz 1.90 1.90 0.0%
Frequency mode 3 Hz 2.49 2.49 0.0%
Frequency mode 4 Hz 3.00 3.00 0.0%
Frequency mode 5 Hz 3.67 3.67 0.0%
Frequency mode 6 Hz 5.33 5.33 0.0%
Frequency mode 7 Hz 5.37 5.37 0.0%
Frequency mode 8 Hz 5.54 5.54 0.0%
Frequency mode 9 Hz 5.54 5.54 0.0%
Frequency mode 10 Hz 6.81 6.81 0.0%
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11.28 Spectral/Seismic analysis on variable beam elements – Verifying modal mass participations and forces in “variable beam” type element subject to seismic load cases
Test ID: 6591
Test status: Passed
11.28.1 Description
The test verifies seismic response of a structure made entirely of "variable beam" type elements. The linear elements have rectangular 200x300 mm to 200x500 mm cross section made of C25/30 concrete. The structure is supported in four point supports. Two supports are fixed while two are pinned. Two point forces of 147.10 kN are defined in the middle of the variable beams. Seismic X and Y direction case is defined.
Modal mass participation and normal forces in the linear elements for the first 5 modes are verified.
11.28.2 Background
Verifies modal masses participation and normal forces on “variable beam” type elements after performing seismic analysis.
11.28.2.1 Model description
■ Reference: None
■ Analysis type: seismic analysis/ bending rigid structure / 3D
■ Element type: variable beam
■ Load: two point forces in the middle of the variable beams with a value of 147.10 kN
■ Load cases: Dead load, Seism EN 1998-1 EX, EY
Units
Metric System
Geometry
Below are described the linear elements cross section characteristics:
■ Rectangular section 200x300 mm to 200x500 mm
Materials properties
Material C25/30 concrete is used. The following characteristics are used in relation to this material:
■ Density: = 2500 kg/m3
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Boundary conditions
The boundary conditions are described below:
■ Outer:
► Puntual support n.1: Fixed
► Puntual support n.2: Fixed
► Puntual support n.3: Pinned
► Puntual support n.4: Pinned
■ Inner: None.
Loading
The structure is subjected to the following loads:
■ Dead load D (self-weight);
■ Seismic loads EN 1998-1 EX, EY
■ Masses definition: masses obtained by combining static load cases
■ Two point forces (Dead load case): 147.10 kN
11.28.2.2 Finite element modeling
Finite elements modeling
■ 7 Linear elements: short beam
■ 2 nodes
11.28.2.3 Reference results
Description Symbol Unit AD 2019 AD
2018R2 Difference
Modal mass mode 1 X kg 0.00 0.00 0.0%
Modal mass mode 2 X kg 0.00 0.00 0.0%
Modal mass mode 3 X kg 29,792.25 29,792.25 0.0%
Modal mass mode 4 X kg 0.00 0.00 0.0%
Modal mass mode 5 X kg 207.75 207.75 0.0%
Modal mass mode 1 Y kg 29,958.04 29,958.04 0.0%
Modal mass mode 2 Y kg 0.00 0.00 0.0%
Modal mass mode 3 Y kg 0.00 0.00 0.0%
Modal mass mode 4 Y kg 41.95 41.95 0.0%
Modal mass mode 5 Y kg 0.00 0.00 0.0%
Normal force beam #2.1 mode 1 X kN 0.00 0.00 0.0%
Normal force beam #2.1 mode 2 X kN 0.00 0.00 0.0%
Normal force beam #2.1 mode 3 X kN 407.03 407.03 0.0%
Normal force beam #2.1 mode 4 X kN 0.00 0.00 0.0%
Normal force beam #2.1 mode 5 X kN -5.03 -5.03 0.0%
Normal force beam #2.1 CQC X kN 407.10 407.10 0.0%
Normal force beam #2.1 mode 1 Y kN -81.75 -81.75 0.0%
Normal force beam #2.1 mode 2 Y kN 0.00 0.00 0.0%
Normal force beam #2.1 mode 3 Y kN 0.00 0.00 0.0%
Normal force beam #2.1 mode 4 Y kN -17.18 -17.18 0.0%
Normal force beam #2.1 mode 5 Y kN 0.00 0.00 0.0%
Normal force beam #2.1 CQC Y kN 83.71 83.71 0.0%
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11.29 Spectral/Seismic analysis on plate elements – Verifying modal mass participations and forces in plate type element subject to seismic load case
Test ID: 6594
Test status: Passed
11.29.1 Description
The test verifies seismic response of a “plate” type element subject to planar distributed load. The plate has 20cm thickness made of C25/30 concrete. The mesh is defined as Delaunay with 1.0 m size. The load is applied uniform distributed with a value of 9.81 kN/m2. The linear supports are pinned and applied along the short side of the plate. Z direction seismic load case is defined with 10 modes analysis.
Modal mass participation and nodal forces in the planar element for the first 10 modes are verified.
11.30 Spectral/Seismic analysis on shell elements – Verifying the modal masses and modal masses and rigidity centers on shell elements structure
Test ID: 6595
Test status: Passed
11.30.1 Description
The test verifies the seismic response of a 3D structure made entirely of shell elements. The structure is loaded with 9.81 kN/m2 planar uniform distributed load. All the vertical walls are pinned at the base with linear supports. The shell elements have 20cm thickness and are made of C25/30 concrete. The structure is subject to bidirectional X and Y seismic action.
The modal masses and masses and rigidity centers are verified.
11.31 Spectral/Seismic analysis on membrane elements – Verifying modal mass participations and forces in membrane type element subject to seismic load case
Test ID: 6596
Test status: Passed
11.31.1 Description
The test verifies seismic response of a “membrane” type element subject to uniform distributed load. The membrane has 20cm thickness made of C25/30 concrete. The mesh is defined as Delaunay with 1.0 m size. The load is applied at the top edge with a value of 19.62 kN/m. The linear support is fixed and continuous at the bottom edge. X direction seismic load case is defined with 10 modes analysis.
Modal mass participation and nodal forces in the planar element for the first 10 modes are verified.
11.32 Spectral/Seismic analysis on shell elements – Verifying the torsors values from seismic analysis of a shell elements structure
Test ID: 6597
Test status: Passed
11.32.1 Description
The test verifies the seismic response of a 3D structure made entirely of shell elements. The structure is loaded with 9.81 kN/m2 planar uniform distributed load. All the vertical walls are pinned at the base with linear supports. The shell elements have 20cm thickness and are made of C25/30 concrete. The structure is subject to bidirectional X and Y seismic action.
The torsors values from the seismic analysis are verified.
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11.33 Spectral/Seismic analysis on shell elements – Verifying the forces values from seismic analysis of a shell elements structure
Test ID: 6598
Test status: Passed
11.33.1 Description
The test verifies the seismic response of a 3D structure made entirely of shell elements. The structure is loaded with 9.81 kN/m2 planar uniform distributed load. All the vertical walls are pinned at the base with linear supports. The shell elements have 20cm thickness and are made of C25/30 concrete. The structure is subject to bidirectional X and Y seismic action.
The forces values from the seismic analysis are verified.
11.34 Spectral/Seismic analysis on shell elements – Verifying the moments values from seismic analysis of a shell elements structure
Test ID: 6599
Test status: Passed
11.34.1 Description
The test verifies the seismic response of a 3D structure made entirely of shell elements. The structure is loaded with 9.81 kN/m2 planar uniform distributed load. All the vertical walls are pinned at the base with linear supports. The shell elements have 20cm thickness and are made of C25/30 concrete.
The structure is subject to bidirectional X and Y seismic action. The moments values from the seismic analysis are verified.
11.35 Spectral/Seismic analysis on shell elements – Verifying the nodes accelerations values from seismic analysis of a shell elements structure
Test ID: 6600
Test status: Passed
11.35.1 Description
The test verifies the seismic response of a 3D structure made entirely of shell elements. The structure is loaded with 9.81 kN/m2 planar uniform distributed load. All the vertical walls are pinned at the base with linear supports. The shell elements have 20cm thickness and are made of C25/30 concrete. The structure is subject to bidirectional X and Y seismic action.
The nodes accelerations values from the seismic analysis are verified.
11.36 Spectral/Seismic analysis on elastic punctual supports – Verifying forces on supports and modal response of a structure with elastic punctual supports
Test ID: 6601
Test status: Passed
11.36.1 Description
The test verifies the seismic response of a 3D structure made of S beams linear elements with elastic punctual supports. The structure is subject to two punctual loads of 98.07 kN applied on nodes. The structure is made of IPE500 european profiles of S275 steel.
The structure is supported by two fixed point supports and two elastic point supports with KTx stiffness. The structure is analyzed after performing seismic analysis on X direction.
The point supports forces from the seismic load case are verified. Modal response for the first 6 modes is verified.
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11.37 Spectral/Seismic analysis on elastic linear support – Verifying forces on supports and modal response of a structure with elastic linear support defined in global coordinate system
Test ID: 6602
Test status: Passed
11.37.1 Description
The test verifies the seismic response of a 3D structure made of shell elements with elastic linear supports. The structure is subject to two punctual loads of 98.07 kN applied on nodes. The structure is made of 20cm thickness shell elements of C25/30 concrete. The structure is supported by two fixed point supports and elastic linear supports with KTx stiffness. The linear support is defined in global coordinates system. The structure is analyzed after performing seismic analysis on X direction.
The linear support forces from the seismic load case are verified. Modal response for the first 6 modes is verified.
11.38 Spectral/Seismic analysis on elastic linear support – Verifying forces on supports and modal response of a structure with elastic linear support defined in local coordinate system
Test ID: 6603
Test status: Passed
11.38.1 Description
The test verifies the seismic response of a 3D structure made of shell elements with elastic linear supports. The structure is subject to two punctual loads of 98.07 kN applied on nodes. The structure is made of 20cm thickness shell elements of C25/30 concrete. The structure is supported by two fixed point supports and elastic linear supports with KTx stiffness. The linear support is defined in local coordinates system. The structure is analyzed after performing seismic analysis on X direction.
The linear support forces from the seismic load case are verified. Modal response for the first 6 modes is verified.
11.39 Spectral/Seismic analysis on elastic planar support – Verifying modal masses and sum of actions on supports of a structure with elastic planar support defined in global coordinate system
Test ID: 6604
Test status: Passed
11.39.1 Description
The test verifies the seismic response of a 3D structure made of shell elements with elastic planar supports. The structure is subject to planar load of 14.71 kN/m2. The structure is made of 20cm thickness shell elements, C25/30 concrete. The structure is supported by one planar elastic support with KTz stiffness. The planar support is defined in global coordinates system. The structure is analyzed after performing seismic analysis on X and Y direction.
The modal masses on X and Y directions are analyzed after performing analysis. Sum of actions on supports from the seismic load case are verified.
11.40 DIN EN 1998-1 NA(D) - Germany: Verifying horizontal and vertical spectrums (TTAD #16457).
Test ID: 6633
Test status: Passed
11.40.1 Description
Verifies horizontal and vertical spectrums (according to DIN EN 1998-1 NA(D) norm).
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11.41 Time history analysis using accelerograms - Verifying the displacements at the top of the structure and the bending moment at the bottom of the columns
Test ID: 6690
Test status: Passed
11.41.1 Description
The model consists of a 15-storey reinforced concrete frame structure. The structures is loaded by dead loads, live loads and snow loads. Also, the time history analysis is performed using the pre-defined accelerograms: Vrancea 1977 N-S on the X direction, Vrancea 1977 E-W om the Y direction and Vrancea 1977 Z on the Z direction.
It is verified the displacement at the top corner of the structure (node 5907) and the bending moments at the bottom of the column (column 40).
11.42 Seismic analysis using Ritz Vectors - Verifying the displacements at the top of the structure and the bending moment at the bottom of the columns
Test ID: 6691
Test status: Passed
11.42.1 Description
The model consists of a 13-storey reinforced concrete frame structure. The structures is loaded by dead loads. The seismic analysis is performed using the design spectrum and the Ritz Vectors method.
It is verified the displacement at the top corner of the structure (node 1398) and the bending moments at the bottom of the column (column 6).
12 Timber Design
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12.1 EC5 / NF EN 1995-1-1 - France: Verifying the timber elements shape sheet (TTAD #12337)
Test ID: 4538
Test status: Passed
12.1.1 Description
Verifies the timber elements shape sheet.
12.2 EC5 / NF EN 1995-1-1 - France: Verifying the units display in the timber shape sheet (TTAD #12445)
Test ID: 4539
Test status: Passed
12.2.1 Description
Verifies the Afi units display in the timber shape sheet.
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12.3 EC5 / NF EN 1995-1-1 - France: Verifying a timber beam subjected to simple bending
Test ID: 4682
Test status: Passed
12.3.1 Description
Verifies a rectangular cross section beam made from solid timber C24 to resist simple bending. Verifies the bending stresses at ultimate limit state, as well as the deflections at serviceability limit state.
12.3.2 Background
Verifies the adequacy of a rectangular cross section made from solid timber C24 to resist simple bending. Verification of the bending stresses at ultimate limit state, as well as the verification of the deflections at serviceability limit state are performed.
12.3.2.1 Model description
■ Reference: Guide de validation Eurocode 5, test C;
■ Analysis type: static linear (plane problem);
■ Element type: linear.
The following load cases and load combination are used:
■ Loadings from the structure: G = 0.5 kN/m2,
■ Exploitation loadings (category A): Q = 1.5 kN/m2,
■ The ultimate limit state (ULS) combination is: Cmax = 1.35 x G + 1.5 x Q = 2.925 kN/m2
■ Characteristic combination of actions: CCQ = 1.0 x G + 1.0 x Q
■ Quasi-permanent combination of actions: CQP = 1.0 x G + 0.3 x Q
Simply supported beam
Units
Metric System
Geometry
Below are described the beam cross section characteristics:
■ Height: h = 0.20 m,
■ Width: b = 0.075 m,
■ Length: L = 4.50 m,
■ Distance between adjacent beams (span): d = 0.5 m,
■ Section area: A = 15.0 x 10-3 m2 ,
■ Elastic section modulus about the strong axis y: 3
22
0005.06
20.0075.0
6m
hbWy =
=
=
Materials properties
Rectangular solid timber C24 is used. The following characteristics are used in relation to this material:
■ Characteristic compressive strength along the grain: fc,0,k = 21 x 106 Pa,
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■ Characteristic bending strength: fm,k = 24 x 106 Pa,
■ Service class 1.
Boundary conditions
The boundary conditions are described below:
■ Outer:
► Support at start point (z=0) restrained in translation along X, Y and Z,
► Support at end point (z = 4.5) restrained in translation along X, Y, Z and restrained in rotation along X.
■ Inner: None.
Loading
The beam is subjected to the following loadings:
■ External:
Uniformly distributed load: q = Cmax x d = 2.925 kN/m2 x 0.5 m = 1.4625 kN/m,
■ Internal: None.
12.3.2.2 Reference results in calculating the timber beam subjected to uniformly distributed loads
In order to verify the timber beam bending stresses at ultimate limit state, the formulae (6.11) and (6.12) from EN 1995-
1-1 norm are used. Before using them, some parameters involved in calculations, like kmod, M, kh, ksys, km, must be calculated. After this, the reference solution, which includes the design bending stress about the principal y axis, the design bending strength and the corresponding work ratios, is calculated.
A verification of the deflections at serviceability limit state is done. The verification is performed by comparing the effective values with the limiting values for deflections specified in EN 1995-1-1 norm.
Reference solution for ultimate limit state verification
Before calculating the reference solution (design bending stress, design bending strength and work ratios) it is
necessary to determine some parameters involved in calculations (kmod, M, kh, ksys, km).
■ Modification factor for duration of load (medium term) and moisture content:
kmod = 0.8 (according to table 3.1 from EN 1995-1-1)
■ Partial factor for material properties:
M = 1.3
■ Depth factor (the height of the cross section in bending is bigger than 150 mm):
kh = 1.0
■ System strength factor:
ksys = 1.0 (because several equally spaced similar members are subjected by an uniformly distributed load)
■ Factor considering re-distribution of bending stresses in a cross-section (for rectangular sections):
km = 0.7
■ Design bending stress (induced by the applied forces):
m,d = Pahb
Lq
W
M
y
y 6
2
2
2
2
104039.72.0075.08
5.44625.16
8
6=
=
=
■ Design bending strength:
fm,d = Pakkk
f hsys
M
km
66mod, 10769.140.10.1
3.1
8.01024 ==
■ Work ratio according to formulae 6.11 from EN 1995-1-1 norm:
0.1,
,
dm
dm
f
■ Work ratio according to formulae 6.12 from EN 1995-1-1 norm:
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0.1,
,
dm
dm
mf
k
Reference solution for serviceability limit state verification
The following limiting values for instantaneous deflection (for a base variable action), final deflection and net deflection are considered:
300)(
LQwinst
125
Lw fin
200,
Lw finnet
For the analyzed beam, no pre-camber is considered (wc = 0). The effective values of deflections are the followings:
■ Instantaneous deflection (for a base variable action):
8.600)(00749.0)(
LQwmQw instinst ==
■ Instantaneous deflection (calculated for a characteristic combination of actions - CCQ):
45.45000999.0
Lwmdw instCQinst ===
■ In order to determine the creep deflection (calculated for a quasi-permanent combination of actions - CQP), the deformation factor (kdef) has to be chosen:
6.0=defk (calculated value for service class 1, according to table 3.2 from EN 1995-1-1)
95.157800285.000475.06.06.0
Lwmmdw creepQPcreep ====
■ Final deflection:
47.35001284.000285.000999.0
Lwmmmwww fincreepinstfin ==+=+=
■ Net deflection:
47.35001284.0001284.0 ,,
Lwmmmwww finnetcfinfinnet ==+=+=
Finite elements modeling
■ Linear element: S beam,
■ 6 nodes,
■ 1 linear element.
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Work ratio diagram
Simply supported beam subjected to bending
Strength work ratio
12.3.2.3 Reference results
Result name Result description Reference value
m,d Design bending stress [Pa] 7403906.25 Pa
Strength work ratio Work ratio (6.11) [%] 50 %
winst (Q) Deflection for a base variable action [m] 0.00749 m
dCQ Deflection for a characteristic combination of actions [m] 0.00999 m
winst Instantaneous deflection [m] 0.00999 m
kdef Deformation coefficient 0.6
dQP Deflection for a quasi-permanent combination of actions [m] 0.00475 m
wfin Final deflection [m] 0.01284 m
wnet,fin Net deflection [m] 0.01284 m
12.3.3 Calculated results
Result name Result description Value Error
Stress Design bending stress 7.40391e+06 Pa
0.0000 %
Work ratio Work ratio (6.11) 50.1306 % 0.0000 %
D Deflection for a base variable action 0.00749224 m 0.0000 %
D Deflection for a characteristic combination of actions 0.00998966 m 0.0000 %
Winst Instantaneous deflection 0.00998966 m 0.0000 %
Kdef Deformation coefficient 0.6 adim 0.0000 %
D Deflection for a quasi-permanent combination of actions 0.00474509 m 0.0000 %
Wfin Final deflection 0.0128367 m 0.0000 %
Wnet,fin Net deflection 0.0128367 m 0.0000 %
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12.4 EC5 / NF EN 1995-1-1 - France: Verifying a timber column subjected to tensile forces
Test ID: 4693
Test status: Passed
12.4.1 Description
Verifies the tensile resistance of a rectangular cross section column (fixed at base) made from solid timber C24.
12.4.2 Background
Verifies the adequacy of the tension resistance for a rectangular cross section made from solid timber C24. The verification is made according to formula (6.1) from EN 1995-1-1 norm.
12.4.2.1 Model description
■ Reference: Guide de validation Eurocode 5, test A;
■ Analysis type: static linear (plane problem);
■ Element type: linear.
Column with fixed base
Units
Metric System
Geometry
Cross section characteristics:
■ Height: h = 0.122 m,
■ Width: b = 0.036m,
■ Section area: A = 43.92 x 10-4 m2
■ I = 5.4475 x 10-6 m4.
Materials properties
Rectangular solid timber C24 is used. The following characteristics are used in relation to this material:
■ Longitudinal elastic modulus: E = 1.1 x 1010 Pa,
■ Characteristic tensile strength along the grain: ft,0,k = 14 x 106 Pa,
■ Service class 2.
Boundary conditions
The boundary conditions:
■ Outer:
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Fixed at base (z = 0),
Free at top (z = 5),
■ Inner: None.
Loading
The column is subjected to the following loadings:
■ External: Point load at z = 5: Fz = N = 10000 N,
■ Internal: None.
12.4.2.2 Reference results in calculating the timber column subjected to tension force
Reference solution
The reference solution is determined by formula (6.1) from EN 1995-1-1. Before applying this formula we need to
determine some parameters involved in calculations (kmod, M, kh). After this, the design tensile stress, the design tensile strength and the corresponding work ratio are calculated.
■ Modification factor for duration of load and moisture content: kmod = 0.9
■ Partial factor for material properties: M = 1.3
■ Depth factor (“h” represents the width, because the element is tensioned):
kh = min
3.1
1502.0
h
■ Design tensile stress (induced by the ultimate limit state force, N):
t,0,d = A
N
■ Design tensile strength:
ft,0,d = h
M
kt kk
f
mod,0,
■ Work ratio:
SFx = 0.1,0,
,0,
dt
dt
f
(according to relation 6.1 from EN 1995-1-1)
Finite elements modeling
■ Linear element: S beam,
■ 6 nodes,
■ 1 linear element.
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Work ratio SFx diagram
Column with fixed base, subjected to tension force
Work ratio SFx
12.4.2.3 Reference results
Result name Result description Reference value
t,0,d Design tensile stress [Pa] 2276867.03 Pa
SFx Work ratio [%] 18 %
12.4.3 Calculated results
Result name Result description Value Error
Stress SFx Design tensile stress 2.27687e+06 Pa 0.0000 %
Work ratio Work ratio 18.0704 % 0.3911 %
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12.5 EC5 / NF EN 1995-1-1 - France: Shear verification for a simply supported timber beam
Test ID: 4822
Test status: Passed
12.5.1 Description
Verifies a rectangular cross section beam made from solid timber C24 to shear efforts. The verification of the shear stresses at ultimate limit state is performed.
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12.6 EC5 / NF EN 1995-1-1 - France: Verifying a timber column subjected to compression forces
Test ID: 4823
Test status: Passed
12.6.1 Description
Verifies the compressive resistance of a rectangular cross section column (hinged at base) made from solid timber C18.
12.6.2 Background
Verifies the adequacy of the compressive resistance for a rectangular cross section made from solid timber C18. The verification is made according to formula (6.35) from EN 1995-1-1 norm.
12.6.2.1 Model description
■ Reference: Guide de validation Eurocode 5, test B;
■ Analysis type: static linear (plane problem);
■ Element type: linear.
Simply supported column
Units
Metric System
Geometry
Column cross section characteristics:
■ Height: h = 0.15 m,
■ Width: b = 0.10 m,
■ Section area: A = 15.0 x 10-3 m2
Materials properties
Rectangular solid timber C18 is used. The following characteristics are used in relation to this material:
■ Longitudinal elastic modulus: E = 0.9 x 1010 Pa,
■ Fifth percentile value of the modulus of elasticity parallel to the grain: E0,05 = 0.6 x 1010 Pa,
■ Characteristic compressive strength along the grain: fc,0,k = 18 x 106 Pa,
■ Service class 1.
Boundary conditions
The boundary conditions:
■ Outer:
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► Support at base (z=0) restrained in translation along X, Y and Z,
► Support at top (z = 3.2) restrained in translation along X, Y and restrained in rotation along Z.
■ Inner: None.
Loading
The column is subjected to the following loadings:
■ External: Point load at z = 3.2: Fz = N = -20000 N,
■ Internal: None.
12.6.2.2 Reference results in calculating the timber column subjected to compression force
The formula (6.35) from EN 1995-1-1 is used in order to verify a timber column subjected to compression force. Before applying this formula we need to determine some parameters involved in calculations, such as: slenderness ratios, relative slenderness ratios, instability factors. After this, the reference solution is calculated. This includes: the design compressive stress, the design compressive strength and the corresponding work ratio.
Slenderness ratios
The most important slenderness is calculated relative to the z axis, as it will be the axis of rotation if the column buckles.
■ Slenderness ratio corresponding to bending about the z axis:
85.1101.0
2.31121212 =
=
==
m
m
b
lm
b
l gcz
■ Slenderness ratio corresponding to bending about the y axis (informative):
9.7315.0
2.31121212 =
=
==
m
m
h
lm
h
l gcy
Relative slenderness ratios
The relative slenderness ratios are:
■ Relative slenderness ratio corresponding to bending about the z axis:
933.1106.0
1018
1.0
122.31
,
12
,10
6
050
,0,
050
,0,
, =
=
==
Pa
Pa
m
m
E
f
b
lm
E
f kcgkczzrel
■ Relative slenderness ratio corresponding to bending about the y axis (informative):
288.1106.0
1018
15.0
122.31
,
12
,10
6
050
,0,
050
,0,
, =
=
==
Pa
Pa
m
m
E
f
h
lm
E
f kcgkcy
yrel
So there is a risk of buckling, because rel,max 0.3.
Instability factors
In order to determine the instability factors we need to determine the c factor. It is a factor for solid timber members within the straightness limits defined in Section 10 from EN 1995-1-1:
c = 0.2 (according to relation 6.29 from EN 1995-1-1)
The instability factors are:
■ kz = 0.5 [1 + c (rel,z – 0.3) + rel,z2] (according to relation 6.28 from EN 1995-1-1)
■ ky = 0.5 [1 + c (rel,y – 0.3) + rel,y2] (informative)
■ 2
,
2,
1
zrelzz
zc
kkk
−+= (according to relation 6.26 from EN 1995-1-1)
■ 2
,
2,
1
yrelyy
yc
kkk
−+= (informative)
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Reference solution
Before calculating the reference solution (design compressive stress, design compressive strength and work ratio) we
need to determine some parameters involved in calculations (kmod, M).
■ Modification factor for duration of load (medium term) and moisture content:
kmod = 0.8 (according to table 3.1 from EN 1995-1-1)
■ Partial factor for material properties: M = 1.3
■ Design compressive stress (induced by the applied forces):
c,0,d = A
N
■ Design compressive strength:
fc,0,d =
M
kc
kf
mod
,0,
■ Work ratio:
Work ratio = 0.1,0,,
,0,
dczc
dc
fk
(according to relation 6.35 from EN 1995-1-1)
Finite elements modeling
■ Linear element: S beam,
■ 4 nodes,
■ 1 linear element.
Work ratio diagram
Simply supported column subjected to compression force
Work ratio
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12.6.2.3 Reference results
Result name Result description Reference value
kc,z Instability factor 0.2400246
kc,y Instability factor (informative) 0.488869
c,0,d Design compressive stress [Pa] 1333333 Pa
Work ratio Work ratio [%] 50 %
12.6.3 Calculated results
Result name Result description Value Error
Kc,z Instability factor 0.240107 adim 0.0000 %
Kc,y Instability factor 0.488612 adim 0.0000 %
Stress SFx Design compressive stress 1.33333e+06 Pa 0.0000 %
Work ratio Work ratio 50.1319 % 0.2638 %
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12.7 EC5 / NF EN 1995-1-1 - France: Verifying a timber beam subjected to combined bending and axial tension
Test ID: 4872
Test status: Passed
12.7.1 Description
Verifies a rectangular cross section rafter made from solid timber C24 to resist combined bending and axial tension. The verification of the cross-section subjected to combined stresses at ultimate limit state, as well as the verification of the deflections at serviceability limit state are performed.
12.7.2 Background
12.7.2.1 Model description
■ Reference: Guide de validation Eurocode 5, test E;
■ Analysis type: static linear (plane problem);
■ Element type: linear;
■ Distance between adjacent rafters (span): d = 0.5 m.
The following load cases and load combination are used:
■ Loadings from the structure: G = 450 N/m2;
■ Snow load (structure is located at an altitude > 1000m above sea level): S = 900 N/m2;
■ The ultimate limit state (ULS) combination is: Cmax = 1.35 x G + 1.5 x S = 1957.5 N/m2;
■ Characteristic combination of actions: CCQ = 1.0 x G + 1.0 x S;
■ Quasi-permanent combination of actions: CQP = 1.0 x G + 0.2 x S.
All loads will be projected on the rafter direction since its slope is 50% (26.6°).
Simply supported rafter subjected to projected loadings
Units
Metric System
Geometry
Below are described the beam cross section characteristics:
■ Height: h = 0.20 m,
■ Width: b = 0.05 m,
■ Length: L = 5.00 m,
■ Section area: A = 10 x 10-3 m2 ,
■ Elastic section modulus about the strong axis y: 3
22
000333.06
20.005.0
6m
hbWy =
=
= .
Materials properties
Rectangular solid timber C24 is used. The following characteristics are used in relation to this material:
■ Characteristic tensile strength along the grain: ft,0,k = 14 x 106 Pa,
■ Characteristic bending strength: fm,k = 24 x 106 Pa,
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■ Service class 2.
Boundary conditions
The boundary conditions are described below:
■ Outer:
► Support at start point (z=0) restrained in translation along Y, Z and restrained in rotation along X.
► Support at end point (z = 5.00) restrained in translation along X, Y, Z.
■ Inner: None.
Loading
The rafter is subjected to the following projected loadings (at ultimate limit state):
■ External:
► Uniformly distributed load: q = Cmax x d x cos26.6° = 1957.5 N/m2 x 0.5 m x cos26.6° = 875.15 N/m,
► Tensile load component: N = Cmax x d x sin26.6° x L = 1957.5 N/m2 x 0.5m x sin26.6° x 5.00m = = 2191.22 N
■ Internal: None.
12.7.2.2 Reference results in calculating the timber beam subjected to combined stresses
In order to verify the timber beam subjected to combined stresses at ultimate limit state, the formulae (6.17) and (6.18)
from EN 1995-1-1 norm are used. Before using them, some parameters involved in calculations, like kmod, M, kh, ksys, km, must be determined. After this the reference solution, which consists of the design tensile stress, the design tensile strength and the corresponding work ratio and also the work ratios of the combined stresses, is calculated.
A verification of the deflections at serviceability limit state is done. The verification is performed by comparing the effective values with the limiting values for deflections specified in EN 1995-1-1 norm.
Reference solution for ultimate limit state verification
Before calculating the reference solution (the design tensile stress, the design tensile strength and the corresponding work ratio, and also the work ratios of the combined stresses) it is necessary to determine some parameters involved
in calculations (kmod, M, kh, ksys, km).
■ Modification factor for duration of load (short term) and moisture content:
kmod = 0.9 (according to table 3.1 from EN 1995-1-1)
■ Partial factor for material properties:
M = 1.3
■ Depth factor (“h” represents the width in millimeters because the element is tensioned):
kh = min 25.13.1
25.1min
3.1
50
150
min
3.1
1502.02.0
=
=
=
h
■ System strength factor:
ksys = 1.0 (because several equally spaced similar members are subjected by an uniformly distributed load)
■ Factor considering re-distribution of bending stresses in a cross-section (for rectangular sections):
km = 0.7
■ Design tensile stress (induced by the ultimate limit state force, N):
t,0,d = Pam
N
A
N219122
1010
22.219123
=
=−
■ Design tensile strength:
ft,0,d = Pakk
f h
M
kt
66mod,0, 10115.1225.1
3.1
9.01014 ==
■ Work ratio:
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SFx = 0.1,0,
,0,
dt
dt
f
(according to relation 6.1 from EN 1995-1-1)
■ Design bending stress (induced by the applied forces):
m,y,d = Pamm
mm
N
hb
Lq
W
M
y
y 6
22
22
2
2
102045.82.005.08
00.515.8756
8
6=
=
=
■ Design bending strength:
fm,y,d = Pakkk
f hsys
M
km
66mod, 10615.160.10.1
3.1
9.01024 ==
■ Work ratio according to formulae 6.17 from EN 1995-1-1 norm:
1,,
,,
,,
,,
,0,
,0,++
dzm
dzm
m
dym
dym
dt
dt
fk
ff
■ Work ratio according to formulae 6.18 from EN 1995-1-1 norm:
1,,
,,
,,
,,
,0,
,0,++
dzm
dzm
dym
dym
m
dt
dt
ffk
f
Reference solution for serviceability limit state verification
The following limiting values for instantaneous deflection (for a base variable action), final deflection and net deflection are considered:
300)(
LQwinst
125
Lw fin
200,
Lw finnet
For the analyzed beam, no pre-camber is considered (wc = 0). The effective values of deflections are:
■ Instantaneous deflection (for a base variable action):
05.547)(00914.0)(
LQwmQw instinst ==
■ Instantaneous deflection (calculated for a characteristic combination of actions - CCQ):
7.36401371.0
Lwmdw instCQinst ===
■ In order to determine the creep deflection (calculated for a quasi-permanent combination of actions - CQP), the deformation factor (kdef) has to be chosen:
8.0=defk (value determined for service class 2, according to table 3.2 from EN 1995-1-1)
6.97600512.00064.08.08.0
Lwmmdw creepQPcreep ====
■ Final deflection:
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5.26501883.000512.001371.0
Lwmmmwww fincreepinstfin ==+=+=
■ Net deflection:
5.26501883.0001883.0 ,,
Lwmmmwww finnetcfinfinnet ==+=+=
Finite elements modeling
■ Linear element: S beam,
■ 6 nodes,
■ 1 linear element.
SFx work ratio diagram
Simply supported beam subjected to tensile forces
Work ratio SFx
Strength work ratio diagram
Simply supported beam subjected to combined stresses
Strength work ratio
Instantaneous deflection winst(Q)
Simply supported beam subjected to snow loads
Instantaneous deflection winst(Q) [m]
Instantaneous deflection winst(CQ)
Simply supported beam subjected to a characteristic load combination of actions
Instantaneous deflection winst(CQ) [m]
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Final deflection wfin
Simply supported beam subjected to characteristic load combination of actions
Instantaneous deflection winst(CQ) [m]
Net deflection wnet,fin
Simply supported beam subjected to characteristic load combination of actions
Instantaneous deflection winst(CQ) [m]
12.7.2.3 Reference results
Result name Result description Reference value
SFx SFx work ratio [%] 1.808 %
Strength work ratio Work ratio (6.17) [%] 51.19 %
winst (Q) Deflection for a base variable action [m] 0.00914 m
dCQ Deflection for a characteristic combination of actions [m] 0.01371 m
winst Instantaneous deflection [m] 0.01371 m
kdef Deformation coefficient 0.8
dQP Deflection for a quasi-permanent combination of actions [m] 0.0064 m
wfin Final deflection [m] 0.01883 m
wnet,fin Net deflection [m] 0.01883 m
12.7.3 Calculated results
Result name Result description Value Error
Work ratio SFx SFx work ratio 1.81483 % 0.2669 %
Work ratio Strength work ratio 51.1941 % 0.0000 %
D w_inst(Q) 0.00914038 m 0.0000 %
D deflection for a characteristic combination 0.0137106 m 0.0000 %
Winst instantaneous deflection 0.0137105 m 0.0000 %
Kdef deformation coefficient 0.8 adim 0.0000 %
D deformation for a quasi-permanent combination 0.00639828 m 0.0000 %
Wfin final deflection 0.0188291 m 0.0000 %
Wnet,fin net final deflection 0.0188291 m 0.0000 %
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12.8 EC5 / NF EN 1995-1-1 - France: Verifying lateral torsional stability of a timber beam subjected to combined bending and axial compression
Test ID: 4877
Test status: Passed
12.8.1 Description
Verifies the lateral torsional stability for a rectangular timber beam subjected to combined bending and axial compression. The verification is made following the rules from Eurocode 5 French annex.
12.8.2 Background
Verifies the lateral torsional stability of a rectangular cross section made from solid timber C24 subjected to simple bending (about the strong axis) and axial compression.
12.8.2.1 Model description
■ Reference: Guide de validation Eurocode 5, test E.2;
■ Analysis type: static linear (plane problem);
■ Element type: linear;
■ Distance between adjacent rafters (span): d = 0.5 m.
The following load cases and load combination are used:
■ Loadings from the structure: G = 450 N/m2;
■ Snow load (structure is located at an altitude < 1000m above sea level): S = 900 N/m2;
■ The ultimate limit state (ULS) combination is: Cmax = 1.35 x G + 1.5 x S = 1957.5 N/m2;
All loads will be projected on the rafter direction, since its slope is 50% (26.6°).
Simply supported rafter subjected to projected loadings
Units
Metric System
Geometry
Below are described the beam cross section characteristics:
■ Height: h = 0.20 m,
■ Width: b = 0.05 m,
■ Length: L = 5.00 m,
■ Section area: A = 10 x 10-3 m2 ,
■ Elastic section modulus about the strong axis, y: 3
22
000333.06
20.005.0
6m
hbWy =
=
= .
Materials properties
Rectangular solid timber C24 is used. The following characteristics are used in relation to this material:
■ Characteristic compressive strength along the grain: fc,0,k = 21 x 106 Pa,
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■ Characteristic bending strength: fm,k = 24 x 106 Pa,
■ Longitudinal elastic modulus: E = 1.1 x 1010 Pa,
■ Fifth percentile value of the modulus of elasticity parallel to the grain: E0,05 = 0.74 x 1010 Pa,
■ Service class 2.
Boundary conditions
The boundary conditions are described below:
■ Outer:
► Support at start point (z = 0) restrained in translation along Y, Z and restrained in rotation along X.
► Support at end point (z = 5.00) restrained in translation along X, Y, Z.
■ Inner: None.
Loading
The rafter is subjected to the following projected loadings (at ultimate limit state):
■ External:
► Uniformly distributed load: q = Cmax x d x cos26.6° = 1957.5 N/m2 x 0.5 m x cos26.6° = 875.15 N/m,
► Compressive load component: N = Cmax x d x sin26.6° x L = 1957.5 N/m2 x 0.5m x sin26.6° x 5.00m = = 2191.22 N
■ Internal: None.
12.8.2.2 Reference results in calculating the timber beam subjected to combined stresses
In order to verify the lateral torsional stability of a timber beam subjected to combined stresses at ultimate limit state, the formula (6.35) from EN 1995-1-1 norm is used. Before applying this formula we need to determine some parameters involved in calculations like: slenderness ratios, relative slenderness ratios, instability factors. After this, we calculate the reference solution which includes: the design compressive stress, the design bending stress and the work ratio based on formula (6.35) from EN 1995-1-1.
Slenderness ratios
In professional practice the slenderness ratio is limited to 120. The slenderness ratios corresponding to bending about y and z axes are determined as follows:
■ Slenderness ratio corresponding to bending about the z axis:
4.34605.0
51121212 =
=
==
m
m
b
lm
b
l gcz
It is necessary to reduce the buckling length about the z axis, because z exceeded the value 120. A restraint is placed in each tierce of the rafter, so that the slenderness ratio corresponding to bending about the z axis become:
1205.11505.0
667.11121212 =
=
==
m
m
b
lm
b
l gcz
■ Slenderness ratio corresponding to bending about the y axis:
6.862.0
51121212 =
=
==
m
m
h
lm
h
l gcy
Relative slenderness ratios
The relative slenderness ratios are:
■ Relative slenderness ratio corresponding to bending about the z axis:
958.11074.0
10215.115
,10
6
050
,0,
, =
==
Pa
Pa
E
f kczzrel
■ Relative slenderness ratio corresponding to bending about the y axis:
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468.11074.0
10216.86
,10
6
050
,0,
, =
==
Pa
Pa
E
f kcy
yrel
■ Maximum relative slenderness ratio:
( ) 958.1,max ,,max, == yrelzrelrel
So there is a risk of buckling because rel,max 0.3.
Relative slenderness for bending
The effective length of the beam and the critical bending stress must be determined before calculating the relative slenderness for bending.
■ Effective length of the beam; its calculation is made according to table 6.1 from EN 1995-1-1 and it is based on
the loading type and support conditions. The effective length is increased by “2h” because the load is applied at the compressed fiber of the beam:
mmmhlleff 9.42.020.59.029.0 =+=+=
■ Critical bending stress (determined according to formula 6.32 from EN 1995-1-1):
m,y,crit = Pamm
Pam
lh
Eb
ef
61022
05.0
2
10724.149.42.0
1074.005.078.078.0=
=
■ Relative slenderness for bending (determined according to formula 6.30 from EN 1995-1-1):
rel,m = 277.110724.14
10246
6
,
,=
=
Pa
Paf
critm
km
Instability factors
In order to determine the instability factors we need to determine the c factor. It is a factor for solid timber members within the straightness limits defined in Section 10 from EN 1995-1-1:
c = 0.2 (according to relation 6.29 from EN 1995-1-1)
The instability factors are:
kz = 0.5 [1 + c (rel,z – 0.3) + rel,z2] (according to relation 6.28 from EN 1995-1-1)
ky = 0.5 [1 + c (rel,y – 0.3) + rel,y2] (according to relation 6.27 from EN 1995-1-1)
2
,
2,
1
zrelzz
zc
kkk
−+= (according to relation 6.26 from EN 1995-1-1)
2
,
2,
1
yrelyy
yc
kkk
−+= (according to relation 6.25 from EN 1995-1-1)
Reference solution for ultimate limit state verification
Before calculating the reference solution (the design compressive stress, the design bending stress and the work ratio based on formula (6.35) from EN 1995-1-1) it is necessary to determine some parameters involved in calculations (kmod,
M, kh, ksys, km, kcrit).
■ Modification factor for duration of load (short term) and moisture content:
kmod = 0.9 (according to table 3.1 from EN 1995-1-1)
■ Partial factor for material properties:
M = 1.3
■ Depth factor (the height of the cross section in bending is bigger than 150 mm):
kh = 1.0
■ System strength factor:
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ksys = 1.0 (because several equally spaced similar members are subjected by an uniformly distributed load)
■ Factor which takes into account the reduced bending strength due to lateral buckling:
Kcrit = 1.56 – 0.75rel,m (because 0.75 < rel,m < 1.4)
■ Design compressive stress (induced by the compressive component, N):
c,d = Pam
N
A
N219122
1010
22.219123
=
=−
■ Design compressive strength:
fc,0,d = Pak
fM
kc
66mod,0, 10538.14
3.1
9.01021 ==
■ Design bending stress (induced by uniformly distributed load, q):
m,d = Pam
mm
N
W
Lq
W
M
yy
y 6
3
222
10213.8000333.08
00.515.875
8=
=
=
■ Design bending strength:
fm,y,d = Pakkk
f hsys
M
km
66mod, 10615.160.10.1
3.1
9.01024 ==
■ Work ratio according to formula 6.35 from EN 1995-1-1 norm:
1,0,,
,
2
,,
,
+
dczc
dc
dymcrit
dm
fkfk
Finite elements modeling
■ Linear element: S beam,
■ 6 nodes,
■ 1 linear element.
Stress SFx diagram
Simply supported rafter subjected to compressive component of the applied forces
Stress SFx [Pa]
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Stress SMy diagram
Simply supported rafter subjected to uniformly distributed loads
Stress SMy [Pa]
Lateral-torsional stability work ratio
Stability of a simply supported rafter subjected to combined stresses
Work ratio [%]
12.8.2.3 Reference results
Result name Result description Reference value
SFx Design compressive stress [Pa] 219122 Pa
SMy Design bending stress [Pa] 8212744 Pa
kcrit Kcrit factor 0.602
Work ratio Lateral-torsional stability work ratio [%] 76 %
12.8.3 Calculated results
Result name Result description Value Error
Stress SFx Design compressive stress 219124 Pa 0.0000 %
Stress SMy Design bending stress 8.20519e+06 Pa 0.0000 %
Kcrit kcrit factor 0.594784 adim 0.3689 %
Work ratio Work ratio according to formula 6.35 0.753897 adim -0.7427 %
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12.9 EC5 / NF EN 1995-1-1 - France: Verifying a timber purlin subjected to oblique bending
Test ID: 4878
Test status: Passed
12.9.1 Description
Verifies a rectangular timber purlin made from solid timber C24 to resist oblique bending. The verification is made following the rules from Eurocode 5 French annex.
12.9.2 Background
Verifies the adequacy of a rectangular cross section made from solid timber C24 subjected to oblique bending. The verification of the bending stresses at ultimate limit state is performed.
12.9.2.1 Model description
■ Reference: Guide de validation Eurocode 5, test E.3;
■ Analysis type: static linear (plane problem);
■ Element type: linear;
■ Distance between adjacent purlins (span): d = 1.8 m.
The following load cases and load combination are used:
■ Loadings from the structure: G = 550 N/m2;
■ Snow load (structure is located at an altitude < 1000m above sea level): S = 900 N/m2;
■ The ultimate limit state (ULS) combination is: Cmax = 1.35 x G + 1.5 x S = 2092.5 N/m2;
All loads will be projected on the purlin direction since the roof slope is 17°.
Simply supported purlin subjected to loadings
Units
Metric System
Geometry
Purlin cross section characteristics:
■ Height: h = 0.20 m,
■ Width: b = 0.10 m,
■ Length: L = 3.5 m,
■ Section area: A = 0.02 m2 ,
■ Elastic section modulus about the strong axis, y: 3
22
000666.06
20.01.0
6m
hbWy =
=
= ,
■ Elastic section modulus about the strong axis, z: 3
22
000333.06
20.01.0
6m
hbWz =
=
= .
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Materials properties
Rectangular solid timber C24 is used. The following characteristics are used in relation to this material:
■ Characteristic bending strength: fm,k = 24 x 106 Pa,
■ Service class 2.
Boundary conditions
The boundary conditions are described below:
■ Outer:
► Support at start point (z=0) restrained in translation along X, Y, Z;
► Support at end point (z = 3.5) restrained in translation along X, Y, Z and restrained in rotation along X.
■ Inner: None.
Loading
The purlin is subjected to the following projected loadings (at ultimate limit state):
■ External:
► Uniformly distributed load (component about y axis): qy = Cmax x d x sin17° = 2092.5 N/m2 x 1.8 m x sin17° = 1101.22 N/m,
► Uniformly distributed load (component about z axis): qz = Cmax x d x cos17° = 2092.5 N/m2 x 1.8 m x cos17° = 3601.92 N/m,
■ Internal: None.
12.9.2.2 Reference results in calculating the timber purlin subjected to oblique bending
In order to verify the timber purlin subjected to oblique bending at ultimate limit state, the formulae (6.17) and (6.18)
from EN 1995-1-1 norm are used. Before using them, some parameters involved in calculations, like kmod, M, kh, ksys, km, have to be determined. After this, the reference solution (which includes the design bending stress about y axis, the design bending stress about z axis and the maximum work ratio for strength verification) is calculated.
Reference solution for ultimate limit state verification
Before calculating the reference solution (design bending stress about y axis, design bending stress about z axis and maximum work ratio for strength verification) it is necessary to determine some parameters involved in calculations
(kmod, M, kh, ksys, km).
■ Modification factor for duration of load (short term) and moisture content:
kmod = 0.9 (according to table 3.1 from EN 1995-1-1)
■ Partial factor for material properties:
M = 1.3
■ Depth factor (the height of the cross section in bending is bigger than 150 mm):
kh = 1.0
■ System strength factor:
ksys = 1.0 (because several equally spaced similar members are subjected by an uniformly distributed load)
■ Factor considering re-distribution of bending stresses in a cross-section (for rectangular sections):
km = 0.7
■ Design bending stress about y axis (induced by uniformly distributed load, qz):
m,y,d = Pam
mm
N
W
Lq
W
M
y
z
y
y 6
3
222
102814.8000666.08
5.392.3601
8=
=
=
■ Design bending stress about z axis (induced by uniformly distributed load, qy):
m,z,d = Pam
mm
N
W
Lq
W
M
z
y
z
z 6
3
222
100638.5000333.08
5.322.1101
8=
=
=
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■ Design bending strength:
fm,y,d = fm,z,d = Pakkk
f hsys
M
km
66mod, 10615.160.10.1
3.1
9.01024 ==
■ Maximum work ratio for strength verification; it represents the maximum value between the work ratios obtained with formulae 6.17 and 6.18 from EN 1995-1-1 norm:
1max
,,
,,
,,
,,
,,
,,
,,
,,
+
+
dzm
dzm
dzm
dzm
m
dym
dym
m
dym
dym
f
fk
fk
f
Finite elements modeling
■ Linear element: S beam,
■ 5 nodes,
■ 1 linear element.
Stress SMy diagram
Simply supported purlin subjected to uniformly distributed load, qz
Stress SMy [Pa]
Stress SMz diagram
Simply supported purlin subjected to uniformly distributed load, qz
Stress SMz [Pa]
Maximum work ratio for strength verification
Strength of a simply supported purlin subjected to oblique bending
Work ratio [%]
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12.9.2.3 Reference results
Result name Result description Reference value
Smy Design bending stress about y axis [Pa] 8281441 Pa
SMz Design bending stress about z axis [Pa] 5063793 Pa
Work ratio Maximum work ratio for strength verification [%] 71.2 %
12.9.3 Calculated results
Result name Result description Value Error
Stress SMy Design bending stress about y axis 8.47672e+06 Pa 0.0000 %
Stress SMz Design bending stress about z axis 5.18319e+06 Pa 0.0000 %
Work ratio Maximum work ratio for strength verification 71.153 % 0.0000 %
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12.10 EC5 / NF EN 1995-1-1 - France: Verifying a timber purlin subjected to biaxial bending and axial compression
Test ID: 4879
Test status: Passed
12.10.1 Description
Verifies the stability of a rectangular timber purlin made from solid timber C24 subjected to biaxial bending and axial compression. The verification is made following the rules from Eurocode 5 French annex.
12.10.2 Background
12.10.2.1 Model description
■ Reference: Guide de validation Eurocode 5, test E.4;
■ Analysis type: static linear (plane problem);
■ Element type: linear;
■ Distance between adjacent purlins (span): d = 1.8 m.
The following load cases and load combination are used:
■ The ultimate limit state (ULS) combination is: CULS = 1.35 x G + 1.5 x S + 0.9 x W;
■ Loadings from the structure: G = 550 N/m2;
■ Snow load (structure is located at an altitude < 1000m above sea level): S = 900 N/m2;
■ Axial compression force due to wind effect on the supporting elements: W = 15000 N;
■ Uniformly distributed load corresponding to the ultimate limit state combination:
Cmax = 1.35 x G + 1.5 x S = 2092.5 N/m2.
All loads will be projected on the purlin direction since its slope is 30% (17°).
Simply supported purlin subjected to loadings
Units
Metric System
Geometry
Below are described the beam cross section characteristics:
■ Height: h = 0.20 m,
■ Width: b = 0.10 m,
■ Length: L = 3.50 m,
■ Section area: A = 0.02 m2 ,
■ Elastic section modulus about the strong axis, y: 3
22
000666.06
20.01.0
6m
hbWy =
=
= ,
■ Elastic section modulus about the strong axis, z: 3
22
000333.06
20.01.0
6m
hbWz =
=
= .
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Materials properties
Rectangular solid timber C24 is used. The followings characteristics are used in relation to this material:
■ Characteristic compressive strength along the grain: fc,0,k = 21 x 106 Pa,
■ Characteristic bending strength: fm,k = 24 x 106 Pa,
■ Longitudinal elastic modulus: E = 1.1 x 1010 Pa,
■ Fifth percentile value of the modulus of elasticity parallel to the grain: E0,05 = 0.74 x 1010 Pa,
■ Service class 2.
Boundary conditions
The boundary conditions are described below:
■ Outer:
► Support at start point (z = 0) restrained in translation along X, Y, Z;
► Support at end point (z = 3.50) restrained in translation along Y, Z and restrained in rotation along X.
■ Inner: None.
Loading
The purlin is subjected to the following projected loadings (corresponding to the ultimate limit state combination):
■ External:
► Axial compressive load: N =0.9 x W = 13500 N;
► Uniformly distributed load (component about y axis): qy = Cmax x d x sin17° = 2092.5 N/m2 x 1.8 m x sin17° = 1101.22 N/m,
► Uniformly distributed load (component about z axis): qz = Cmax x d x cos17° = 2092.5 N/m2 x 1.8 m x cos17° = 3601.92 N/m,
■ Internal: None.
12.10.2.2 Reference results in calculating the timber purlin subjected to combined stresses
In order to verify the stability of a timber purlin subjected to biaxial bending and axial compression at ultimate limit state, the formulae (6.23) and (6.24) from EN 1995-1-1 norm are used. Before applying these formulae we need to determine some parameters involved in calculations like: slenderness ratios, relative slenderness ratios, instability factors. After this, we’ll calculate the maximum work ratio for stability verification, which represents in fact the reference solution.
Slenderness ratios
The slenderness ratios corresponding to bending about y and z axes are determined as follows:
■ Slenderness ratio corresponding to bending about the z axis:
24.1211.0
5.31121212 =
=
==
m
m
b
lm
b
l gcz
■ Slenderness ratio corresponding to bending about the y axis:
62.602.0
5.31121212 =
=
==
m
m
h
lm
h
l gcy
Relative slenderness ratios
The relative slenderness ratios are:
■ Relative slenderness ratio corresponding to bending about the z axis:
056.21074.0
102124.12110
6
05,0
,0,
, =
==
Pa
Pa
E
f kczzrel
■ Relative slenderness ratio corresponding to bending about the y axis:
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028.11074.0
102162.60
,10
6
050
,0,
, =
==
Pa
Pa
E
f kcy
yrel
■ Maximum relative slenderness ratio:
( ) 056.2,max ,,max, == yrelzrelrel
So there is a risk of buckling because rel,max 0.3.
Instability factors
In order to determine the instability factors we need to determine the c factor. It is a factor for solid timber members within the straightness limits defined in Section 10 from EN 1995-1-1:
c = 0.2 (according to relation 6.29 from EN 1995-1-1)
The instability factors are:
kz = 0.5 [1 + c (rel,z – 0.3) + rel,z2] (according to relation 6.28 from EN 1995-1-1)
ky = 0.5 [1 + c (rel,y – 0.3) + rel,y2] (according to relation 6.27 from EN 1995-1-1)
2
,
2,
1
zrelzz
zc
kkk
−+= (according to relation 6.26 from EN 1995-1-1)
2
,
2,
1
yrelyy
yc
kkk
−+= (according to relation 6.25 from EN 1995-1-1)
Reference solution for ultimate limit state verification
Before calculating the reference solution (the maximum work ratio for stability verification based on formulae (6.23) and (6.24) from EN 1995-1-1) it is necessary to determine the design compressive stress, the design compressive strength,
the design bending stress, the design bending strength and some parameters involved in calculations (kmod, M, kh, ksys, km).
■ Design compressive stress (induced by the axial compressive load from the corresponding ULS combination, N):
c,0,d = Pam
N
A
N675000
02.0
135002
==
■ Design bending stress about the y axis (induced by uniformly distributed load, qz):
m,y,d = Pam
mm
N
W
Lq
W
M
y
z
y
y 6
3
222
102814.8000666.08
50.392.3601
8=
=
=
■ Design bending stress about the z axis (induced by uniformly distributed load, qy):
m,z,d = Pam
mm
N
W
Lq
W
M
z
y
z
z 6
3
222
100638.5000333.08
50.322.1101
8=
=
=
■ Modification factor for duration of load (instantaneous action) and moisture content (service class 2):
kmod = 1.1 (according to table 3.1 from EN 1995-1-1)
■ Partial factor for material properties:
M = 1.3
■ Depth factor (the height of the cross section in bending is bigger than 150 mm):
kh = 1.0
■ System strength factor:
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ksys = 1.0 (because several equally spaced similar members are subjected by an uniformly distributed load)
■ Design compressive strength:
fc,0,d = Pak
fM
kc
66mod,0, 10769.17
3.1
1.11021 ==
■ Design bending strength:
fm,y,d = fm,z,d = Pakkk
f hsys
M
km
66mod, 10308.200.10.1
3.1
1.11024 ==
■ Maximum work ratio for stability verification based on formulae (6.23) and (6.24) from EN 1995-1-1:
1max
,,
,,
,,
,,
,0,,
,0,
,,
,,
,,
,,
,0,,
,0,
++
++
dzm
dzm
dym
dym
m
dczc
dc
dzm
dzm
m
dym
dym
dcyc
dc
ffk
fk
fk
ffk
Finite elements modeling
■ Linear element: S beam,
■ 6 nodes,
■ 1 linear element.
Instability factor, kcy
Simply supported purlin subjected to biaxial bending and axial compression
Kc,y
Instability factor, kcz
Simply supported purlin subjected to biaxial bending and axial compression
Kc,z
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Maximum work ratio for stability verification
Simply supported purlin subjected to biaxial bending and axial compression
Work ratio [%]
12.10.2.3 Reference results
Result name Result description Reference value
Kc,y Instability factor, kc,y 0.67
Kc,z Instability factor, kc,z 0.21
Work ratio Maximum work ratio for stability verification [%] 71.1 %
12.10.3 Calculated results
Result name Result description Value Error
Kc,y Instability factor, kc,y 0.668504 adim 0.5231 %
Kc,z Instability factor, kc,z 0.213972 adim 0.8512 %
Work ratio Maximum work ratio for stability verification 70.5075 % -0.8333 %
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12.11 EC5 / NF EN 1995-1-2 - France: Verifying the residual section of a timber column exposed to fire for 60 minutes
Test ID: 4896
Test status: Passed
12.11.1 Description
Verifies the residual cross section of a column exposed to fire for 60 minutes. The column is made from glued laminated timber GL24 and it has only 3 faces exposed to fire. The verification is made according to chapter 4.2.2 (Reduced cross section method) from EN 1995-1-2 norm.
12.11.2 Background
Verifies the adequacy of the cross sectional resistance for a rectangular cross section, which is made from glued laminated timber GL24, exposed to fire for 60 minutes on 3 faces. The verification is made according to chapter 4.2.2 from EN 1995-1-2 norm.
12.11.2.1 Model description
■ Reference: Guide de validation Eurocode 5, test F.1;
■ Analysis type: static linear (plane problem);
■ Element type: linear.
Timber column with fixed base
Units
Metric System
Geometry
Below are described the column cross section characteristics:
■ Depth: h = 0.60 m,
■ Width: b = 0.20 m,
■ Section area: A = 0.12 m2
■ Height: H = 5.00 m
Materials properties
Glued laminated timber GL24 is used. The following characteristics are used in relation to this material:
■ Density: = 380 kg/m3,
■ Design charring rate: n = 0.7 x 10-3 m/min,
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Boundary conditions
The boundary conditions are described below:
■ Outer:
► Fixed at base (Z = 0),
► Support at top (Z = 5.00) restrained in translation along X and Y,
■ Inner: None.
Loading
The column is subjected to the following loadings:
■ External: Point load at Z = 5.00: Fz = N = - 100000 N,
■ Internal: None.
12.11.2.2 Reference results in calculating the cross sectional resistance of a timber column exposed to fire
Reference solution
The reference solution (residual cross section) is determined by reducing the initial cross section dimensions by the effective charring depth according to chapter 4.2.2 from EN 1995-1-2. Before calculating the effective charring depth we need to determine some parameters involved in calculations (dchar,n, k0, d0).
■ Depth of layer with assumed zero strength and stiffness: d0 = 7 x 10-3 m;
■ Coefficient depending of fire resistance time and also depending if the members are protected or not:
k0 = 1.0 (according to table 4.1 from EN 1995-1-2)
■ Notional design charring depth:
dchar,n = m.minmin
m.tn 0420601070β 3 == −
(according to relation 3.2 from EN 1995-1-2)
■ Effective charring depth:
def = 00 dkd n,char +
■ Residual cross section:
Afi = )db()dh( efef −− 2
Finite elements modeling
■ Linear element: S beam,
■ 6 nodes,
■ 1 linear element.
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Residual cross section
Column with fixed base exposed to fire for 60 minutes
Afi
12.11.2.3 Reference results
Result name Result description Reference value
Afi Residual cross section [m2] 0.056202 m2
12.11.3 Calculated results
Result name Result description Value Error
Afi Residual cross section 0.056202 m² 0.0000 %
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12.12 EC5 / NF EN 1995-1-2 - France: Verifying the fire resistance of a timber purlin subjected to simple bending
Test ID: 4901
Test status: Passed
12.12.1 Description
Verifies the fire resistance of a rectangular cross section purlin made from solid timber C24 to resist simple bending. The purlin is exposed to fire on 3 faces for 30 minutes. The verification is made according to chapter 4.2.2 (Reduced cross section method) from EN 1995-1-2 norm.
12.12.2 Background
Verifies the adequacy of the fire resistance for a rectangular cross section purlin made from solid timber C24 to resist simple bending. The purlin is exposed to fire on 3 faces for 30 minutes (the top of the purlin is not exposed to fire). Verification of the bending stresses corresponding to frequent combination of actions is realized.
Chapter 1.1.1.3 presents the results obtained with the theoretical background explained at chapter 1.1.1.2.
12.12.2.1 Model description
■ Reference: Guide de validation Eurocode 5, test F.2;
■ Analysis type: static linear (plane problem);
■ Element type: linear.
The following load cases and load combination are used:
► Loadings from the structure: G = 500 N/m2,
► Snow load: S = 700 N/m2,
► Frequent combination of actions: CFQ = 1.0 x G + 0.5 x S = 850 N/m2
Purlin with 3 supports
Units
Metric System
Geometry
Below are described the beam cross section characteristics:
■ Height: h = 0.20 m,
■ Width: b = 0.075 m,
■ Length: L = 3.30 m,
■ Distance between adjacent purlins (span): d = 1.5 m,
■ Section area: A = 15.0 x 10-3 m2 ,
Materials properties
Rectangular solid timber C24 is used.The following characteristics are used in relation to this material:
■ Characteristic compressive strength along the grain: fc,0,k = 21 x 106 Pa,
■ Characteristic bending strength: fm,k = 24 x 106 Pa,
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■ Density: = 350 kg/m3,
■ Design charring rate (softwood): n = 0.8 x 10-3 m/min,
■ Service class 1.
Boundary conditions
The boundary conditions are described below:
■ Outer:
► Support at start point (X = 0) restrained in translation along X, Y and Z,
► Support at middle point (X = 3.30) restrained in translation along X, Y and Z,
► Support at end point (X = 6.60) restrained in translation along X, Y, Z and restrained in rotation along X.
■ Inner: None.
Loading
The beam is subjected to the following loadings:
■ External:
► Uniformly distributed load: q = CFQ x d = 850 N/m2 x 1.5 m = 1275 N/m,
■ Internal: None.
12.12.2.2 Reference results in calculating the fire resistance of a timber purlin subjected to simple bending
In order to verify the fire resistance for a timber purlin subjected to simple bending it is necessary to determine the residual cross section. After this, the formulae (6.17) and (6.18) from EN 1995-1-1 norm are used. Before using them,
some parameters involved in calculations, like kmod,fi, M,fi, kfi, km, have to be determined.
Residual cross section
The residual cross section is determined by reducing the initial cross section dimensions by the effective charring depth according to chapter 4.2.2 from EN 1995-1-2. Before calculating the effective charring depth we need to determine some parameters involved in calculations (dchar,n, k0, d0).
■ Depth of layer with assumed zero strength and stiffness: d0 = 7 x 10-3 m;
■ Coefficient depending of fire resistance time and also depending if the members are protected or not:
k0 = 1.0 (according to table 4.1 from EN 1995-1-2)
■ Notional design charring depth:
dchar,n = mm
tn 024.0min30min
108.0 3 == − (according to relation 3.2 from EN 1995-1-2)
■ Effective charring depth:
def = 00, dkd nchar +
■ Residual cross section:
Afi = )2()( efefefef dbdhbh −−=
Reference solution for frequent combination of actions
Before calculating the reference solution (maximum work ratio for fire verification based on formulae (6.17) and (6.18) from EN 1995-1-1 norm) it is necessary to determine the design bending stress (taking into account the residual cross
section), the design bending strength and some parameters involved in calculations (kmod,fi, M,fi, kfi).
■ Modification factor in case of a verification done with residual section:
kmod,fi = 1.0 (according to paragraph 5 from chapter 4.2.2 from EN 1995-1-2)
■ Partial safety factor for timber in fire situations:
M,fi = 1.0
■ Factor kfi, taken from table 2.1 (EN 1995-1-2):
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kfi = 1.25 (for solid timber)
■ Factor considering re-distribution of bending stresses in a cross-section (for rectangular sections) – according to paragraph 2 from chapter 6.1.6 (EN 1995-1-1):
km = 0.7
■ Design bending stress (taking into account the residual cross section):
m,d = 2
6
efef
y
y
y
hb
M
W
M
=
The picture below shows the bending moment diagram (kNm). My from the above formula represents the maximum bending moment achieved from frequent combination of actions.
■ Design bending strength (for fire situation):
fm,d,fi = Pak
fkfiM
fi
kmfi
66
,
mod,
, 10300.1
0.1102425.1 ==
■ Work ratio according to formulae 6.17 from EN 1995-1-1 norm (considering that the axial effort, as well as the bending moment about z axis, are null):
0.1,
,
dm
dm
f
■ Work ratio according to formulae 6.18 from EN 1995-1-1 norm (considering that the axial effort, as well as the bending moment about z axis, are null):
0.1,
,
dm
dm
mf
k
■ Maximum work ratio for bending verification for fire situation:
100100;max,
,
,
,
,
,=
=
dm
dm
dm
dm
m
dm
dm
ffk
fWR
Finite elements modeling
■ Linear element: S beam,
■ 8 nodes,
■ 1 linear element.
Residual cross-section area
Simply supported beam subjected to bending (fire situation)
Residual area [m2]
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Design bending stress taking into account the residual cross-section
Simply supported beam subjected to bending (fire situation)
Design bending stress for residual cross-section [Pa]
Maximum work ratio for bending verification (fire situation)
Simply supported beam subjected to bending (fire situation)
Work ratio [%]
12.12.2.3 Reference results
Result name Result description Reference value
Afi Residual area [m2] 0.002197 m2
Stress Design bending stress for residual cross-section [Pa] 27568524 Pa
Work ratio Maximum work ratio for fire verification [%] 91.9 %
12.12.3 Calculated results
Result name Result description Value Error
Afi Residual area 0.002197 m² 0.0000 %
Stress Design bending stress for residual cross-section 2.75626e+07 Pa 0.0000 %
Work ratio Maximum work ratio for fire verification 91.8752 % 0.0000 %
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12.13 EC5 / NF EN 1995-1-1 - France: Verifying a C24 timber beam subjected to shear force
Test ID: 5036
Test status: Passed
12.13.1 Description
Verifies the adequacy of a rectangular cross section made from solid timber C24 to resist shear. The verification of the shear stresses at ultimate limit state is performed.
12.13.2 Background
12.13.2.1 Model description
■ Reference: Guide de validation Eurocode 5, test D;
■ Analysis type: static linear (plane problem);
■ Element type: linear.
The following load cases and load combination are used:
■ Loadings from the structure: G = 0.5 kN/m2,
■ Exploitation loadings (category A): Q = 1.5 kN/m2,
■ The ultimate limit state (ULS) combination is: Cmax = 1.35 x G + 1.5 x Q = 2.925 kN/m2
Simply supported beam
Units
Metric System
Geometry
Beam cross section characteristics:
■ Height: h = 0.225 m,
■ Width: b = 0.075 m,
■ Length: L = 5.00 m,
■ Distance between adjacent beams (span): d = 0.5 m,
■ Section area: A = 16.875 x 10-3 m2 ,
Materials properties
Rectangular solid timber C24 is used. The following characteristics are used in relation to this material:
■ Characteristic shear strength: fv,k = 2.5 x 106 Pa,
■ Service class 1.
Boundary conditions
The boundary conditions are described below:
■ Outer:
► Support at start point (z=0) restrained in translation along X, Y and Z,
► Support at end point (z = 5.00) restrained in translation along X, Y, Z and restrained in rotation along X.
■ Inner: None.
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Loading
The beam is subjected to the following loadings:
■ External:
► Uniformly distributed load: q = Cmax x d = 2.925 kN/m2 x 0.5 m = 1.4625 kN/m,
■ Internal: None.
12.13.2.2 Reference results in calculating the timber beam subjected to uniformly distributed loads
In order to verify the timber beam shear stresses at ultimate limit state, the formula (6.13) from EN 1995-1-1 norm is
used. Before using it, some parameters involved in calculations, like kmod, kcr, M, kf, beff, heff, have to be determined. After this the reference solution, which includes the design shear stress about the principal y axis, the design shear strength and the corresponding work ratios, is calculated.
Reference solution for ultimate limit state verification
Before calculating the reference solution (design shear stress, design shear strength and work ratio) it is necessary to
determine some parameters involved in calculations (kmod, M, kcr, kf, beff, heff).
■ Modification factor for duration of load (medium term) and moisture content:
kmod = 0.8 (according to table 3.1 from EN 1995-1-1)
■ Partial factor for material properties:
M = 1.3
■ Cracking factor, kcr :
kcr = 0.67 (for solid timber)
■ Factor depending on the shape of the cross section, kf:
kf = 3/2 (for a rectangular cross section)
■ Effective width, beff:
beff = kcr x b = 0.67 x 0.075m = 0.05025m
■ Effective height, heff:
heff = h = 0.225m
■ Design shear stress (induced by the applied forces):
d = Pamm
N
hb
Fk
effeff
dvf 6,10485075.0
225.005025.0
25.36562
3
=
=
■ Design shear strength:
fv,d = PaPak
fM
kv
66mod, 10538.1
3.1
8.0105.2 ==
■ Work ratio according to formulae 6.13 from EN 1995-1-1 norm:
0.1,
dv
d
f
Finite elements modeling
■ Linear element: S beam,
■ 6 nodes,
■ 1 linear element.
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Shear force, Fz, diagram
Simply supported beam subjected to bending
Shear force diagram [N]
Design shear stress diagram
Simply supported beam subjected to bending
Design shear stress [Pa]
Shear strength work ratio diagram
Simply supported beam subjected to bending
Work ratio S_d [%]
12.13.2.3 Reference results
Result name Result description Reference value
Fz Shear force [kN] 3.65625 kN
Stress S_d Design shear stress [Pa] 485074.63 Pa
Work ratio S_d Shear work ratio (6.13) [%] 32 %
12.13.3 Calculated results
Result name Result description Value Error
Fz Shear force -3.65625 kN 0.0000 %
Stress S_d Design shear stress 485075 Pa 0.0001 %
Working ratio S_d Shear strength work ratio 31.5299 % -1.4691 %
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12.14 EC5 / SR EN 1995-1-1 - Romania: Verifying compression strength for C14 circular column with fixed base
Test ID: 6240
Test status: Passed
12.14.1 Description
Verifies compression strength for a circular column with fixed base made of C14 timber. Verification is made according to EN 1995-1-1 Romanian Annex.
12.15 EC5 / SR EN-1995-1-1-2004 - Romania: Timber beam subjected to simple bending
Test ID: 6291
Test status: Passed
12.15.1 Description
Verifies a rectangular cross section beam made from solid timber D30 to resist simple bending. Verifies the bending stress SMy at ultimate limit state, as well as the work ratio for SMy.
12.16 EC5 / SR EN-1995-1-1-2004 - Romania: Timber column subjected to compression
Test ID: 6297
Test status: Passed
12.16.1 Description
Verifies the adequacy of the compressive resistance for a rectangular cross section made from solid timber C30. The verification is made according to formula (6.23) from EN 1995-1-1 norm.
12.17 EC5 / SR EN-1995-1-1-2004 - Romania: Timber column subjected to shear stress and torsion
Test ID: 6304
Test status: Passed
12.17.1 Description
Verifies the stability of a timber column subjected to shear stresses and torsion, made from C40 timber. The section is a rectangular one, with 20x25 cm dimensions. The objective of this test is to validate the resistance to torsional shear stresses.
12.18 EC5 / NF EN 1995-1-1/NA - France: Verifying the stability for a timber linear element
Test ID: 6721
Test status: Passed
12.18.1 Description
This test verifies the stability (6.23, 6.24, 6.33 equations) of a timber linear element, made of C24 and with a rectangular cross section of 14.5x4.5 cm.
The model consists in one timber beam with the span of 4 m and subjected to:
- Dead load: distributed load of 0.52 kN/m;
- Live load: concentrated load of 1.5 kN;
- Distributed snow loads: Fz = -0.2 kN/m and Fz = 0.44 kN/m.
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12.19 EC5/ NF EN 1995-1-1- France: Verifying the deflection of a timber linear element using ''Calculation on selection'' method
Test ID: 6757
Test status: Passed
12.19.1 Description
This test verifies the deflection verification for a timber linear element. After FEM+Timber analysis for all elements (except element with id ‘2’), select element ‘2’, check ‘To calculate’ and call ‘Timber calculation’ only for this element.
This model consists of seven beams: elements with id: 1, 2, 3, 4-> R30x30cm and elements with id: 5, 6, 7-> R20x30cm, all made of GL28h timber.
All elements are subjected to:
-Dead load: self weight of beams,
-Live loads: planar load- Fz=10kN/m^2.
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