VALIDATION GUIDE - Graitec

VALIDATION GUIDE

Advance Design

Validation Guide Volume III

Version: 2021

Tests passed on: 29 July 2020

Number of tests: 918

ADVANCE VALIDATION GUIDE

3

INTRODUCTION

The Advance Design Validation Guide 2021 outlines a vast set of practical test cases showing the behavior of Advance Design 2021 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

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, in order to attain the "operational version" status. Its final 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


4

– 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 Creating system trees using the copy/paste commands (DEV2012 #1.5) ........................................... 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 Launching the verification of a model containing steel connections (TTAD #12100) ....................... 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 System stability when importing AE files with invalid geometry (TTAD #12232) ............................... 17

7.9 Verifying the GTC files exchange between Advance Design and SuperSTRESS (DEV2012 #1.9)...... 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


5

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 T6.................................................................................................................................................... 35

9.10 Mesh - Checking linear elastic analysis of a plate (shell element) using Grid triangles and quadrangles T6-Q9 mesh .............................................................................................................................. 39

9.11 Mesh - Checking linear elastic analysis of a plate (shell element) using Delaunay mesh with triangles T3.................................................................................................................................................... 43

9.12 Mesh - Checking linear elastic analysis of a plate (shell element) using Grid triangles T3 mesh .... 47

9.13 Mesh - Checking linear elastic analysis of a plate (shell element) using Grid mesh with triangles and quadrangles T3-Q4 ................................................................................................................................. 51

9.14 Mesh - Checking linear elastic analysis of a plate (shell element) using Grid triangles T6 mesh .... 55

9.15 Mesh - Checking linear elastic analysis of a plate (shell element) using Delaunay mesh with quadrangles Q4 ............................................................................................................................................. 59

– 10 REPORTS ................................................................................................................. 63

10.1 Modal analysis: eigen modes results for a structure with one level ................................................. 64

10.2 System stability when the column releases interfere with support restraints (TTAD #10557) ......... 64

10.3 Generating the critical magnification factors report (TTAD #11379) ................................................. 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


6

10.9 Verifying the global envelope of linear elements forces result (on start and end 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 the end point of super element) (TTAD #12230, #12261) .................................................................................................................................. 66

10.12 Verifying the global envelope of linear elements forces result (on all quarters of super element) (TTAD #12230) ............................................................................................................................................... 66

10.13 Verifying the global envelope of linear elements displacements (on all quarters of super element) (TTAD #12230) ............................................................................................................................................... 66

10.14 Verifying the global envelope of linear elements displacements (on the start point of super element) (TTAD #12230) ................................................................................................................................ 66

10.15 Verifying the global envelope of linear elements displacements (on each 1/4 of mesh element) (TTAD #12230) ............................................................................................................................................... 67

10.16 Verifying the global envelope of linear elements stresses (on each 1/4 of mesh element) (TTAD #12230) .......................................................................................................................................................... 67

10.17 Verifying the global envelope of linear elements stresses (on start and end of super element) (TTAD #12230) ............................................................................................................................................... 67

10.18 Verifying the global envelope of linear elements displacements (on start and end of super element) (TTAD #12230) ................................................................................................................................ 67

10.19 Verifying the global envelope of linear elements stresses (on end points and middle of super element) (TTAD #12230) ................................................................................................................................ 68

10.20 Verifying the global envelope of linear elements stresses (on all quarters of super element) (TTAD #12230) .......................................................................................................................................................... 68

10.21 Verifying the global envelope of linear elements forces result (on the start point of super element) (TTAD #12230) ............................................................................................................................................... 68

10.22 Verifying the global envelope of linear elements displacements (on end points and middle of super element) (TTAD #12230) ...................................................................................................................... 68

10.23 Verifying the global envelope of linear elements stresses (on the end point of super element) (TTAD #12230, TTAD #12261) ........................................................................................................................ 69

10.24 Verifying the global envelope of linear elements displacements (on the end point of super element) (TTAD #12230, TTAD #12261) ......................................................................................................... 69

10.25 Verifying the global envelope of linear elements stresses (on the start point of super element) (TTAD #12230) ............................................................................................................................................... 69

10.26 Verifying the Min/Max values from the user reports (TTAD# 12231) ................................................ 69

10.27 EC2 / NF EN 1992-1-1/NA - France: Verifying the EC2 calculation assumptions report (TTAD #11838) .......................................................................................................................................................... 69

10.28 Verifying the shape sheet for a steel beam (TTAD #12455) ............................................................. 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


7

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................................................................ 74

11.6 EC8 / NF EN 1993-1-8/NA - France: Verifying the damping correction influence over the efforts in supports (TTAD #13011). .............................................................................................................................. 74

11.7 EC8 / NF EN 1998-1-1 - France: Verifying the sum of actions on supports and nodes restraints (TTAD #12706) ............................................................................................................................................... 74

11.8 EC8 / NF EN 1998-1-1 - France: Verifying torsors on grouped walls from a multi-storey concrete structure ........................................................................................................................................................ 74

11.9 EC8 / NF EN 1998-1-1 - France: Generating forces results per modes on linear and planar elements (TTAD #13797) ............................................................................................................................................... 74

11.10 RPA99/2003 - Algeria: Verifying the displacements results of a linear element (DEV2013 #3.5) .... 75

11.11 PS92 - France: Verifying efforts and torsors on planar elements (TTAD #12974) ........................... 75

11.12 EC8 / NF EN 1998-1-1 - France: Verifying seismic results when a design spectrum is used (TTAD #13778) .......................................................................................................................................................... 75

11.13 EC8 / NF EN 1998-1-1 - France: Verifying seismic efforts on planar elements with Q4 and T3-Q4 mesh type (TTAD #14244) ............................................................................................................................. 75

11.14 RPS 2011 - Morocco: Verifying the displacements results of a linear element for an envelope spectrum (DEV2013 #8.2) .............................................................................................................................. 75

11.15 RPS 2011 - Morocco: Verifying the displacements results of a linear element (DEV2013 #3.6) ..... 76

11.16 EC8 / SR EN 1998-1-1 - Romania: 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 PS92/2010 - France: 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) ............................................................................................................. 77

11.20 EC8 / EN 1998-1-1 - General: Verifying torsors on a 6 storey single concrete core subjected to horizontal forces and seismic action ............................................................................................................ 77

11.21 EC8 / NF EN 1998-1-1 - France: verifying torsors on walls, elastic linear supports and user-defined section cuts (TTAD #14460) .......................................................................................................................... 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) .... 78

11.25 Verifies the natural frequencies for a 2D structure .......................................................................... 79

11.26 Spectral/Seismic analysis on bar elements – Verifying modal mass participation and forces in “bar” type element subjected to seismic load case ..................................................................................... 83

11.27 Spectral/Seismic analysis on short beam elements – Verifies modal mass participation and frequencies (X and Y directions) on a model made entirely of beam elements ........................................... 85


8

11.28 Spectral/Seismic analysis on membrane elements – Verifies modal mass participations and forces in membrane type element subject to seismic load case ............................................................................. 87

11.29 Spectral/Seismic analysis on plate elements – Verifies modal mass participations and forces in plate type element subject to seismic load case .......................................................................................... 87

11.30 Spectral/Seismic analysis on shell elements – Verifies the moments values from seismic analysis of a shell elements structure ......................................................................................................................... 87

11.31 Spectral/Seismic analysis on variable beam elements – Verifies modal mass participations and forces in “variable beam” type element subject to seismic load cases ....................................................... 88

11.32 Spectral/Seismic analysis on shell elements – Verifies the modal masses and modal masses and rigidity centers on shell elements structure ................................................................................................. 90

11.33 Spectral/Seismic analysis on shell elements – Verifies the forces values from seismic analysis of a shell elements structure ............................................................................................................................. 90

11.34 Spectral/Seismic analysis on shell elements – Verifies the torsors values from seismic analysis of a shell elements structure ............................................................................................................................. 90

11.35 Spectral/Seismic analysis on shell elements – Verifies the nodes accelerations values from seismic analysis of a shell elements structure ............................................................................................. 91

11.36 Spectral/Seismic analysis on elastic linear support – Verifies forces on supports and modal response of a structure with elastic linear support defined in global coordinate system ........................... 91

11.37 Spectral/Seismic analysis on elastic punctual supports – Verifies forces on supports and modal response of a structure with elastic punctual supports ............................................................................... 91

11.38 Spectral/Seismic analysis on elastic linear support – Verifies forces on supports and modal response of a structure with elastic linear support defined in local coordinate system ............................. 92

11.39 Spectral/Seismic analysis on elastic planar support – Verifies modal masses and sum of actions on supports of a structure with elastic planar support defined in global coordinate system ..................... 92

11.40 DIN EN 1998-1 NA(D) - Germany: Verifying horizontal and vertical spectrums (TTAD #16457) ...... 92

11.41 Seismic analysis using Ritz Vectors - Verifies the displacements at the top of the structure and the bending moment at the bottom of the columns ...................................................................................... 92

11.42 Time history analysis using accelerograms - Verifies the displacements at the top of the structure and the bending moment at the bottom of the columns ............................................................................... 93

– 12 TIMBER DESIGN ........................................................................................................ 94

12.1 EC5 / NF EN 1995-1-1 - France: Verifying the units display in the timber shape sheet (TTAD #12445)95

12.2 EC5 / NF EN 1995-1-1 - France: Verifying the timber elements shape sheet (TTAD #12337) ............. 95

12.3 EC5 / NF EN 1995-1-1 - France: Verifying a timber beam subjected to simple bending .................... 96

12.4 EC5 / NF EN 1995-1-1 - France: Verifying a timber column subjected to tensile forces .................. 100

12.5 EC5 / NF EN 1995-1-1 - France: Shear verification for a simply supported timber beam ................ 103

12.6 EC5 / NF EN 1995-1-1 - France: Verifying a timber column subjected to compression forces ....... 104

12.7 EC5 / NF EN 1995-1-1 - France: Verifying a timber purlin subjected to oblique bending ................ 108

12.8 EC5 / NF EN 1995-1-1 - France: Verifying lateral torsional stability of a timber beam subjected to combined bending and axial compression ................................................................................................. 112

12.9 EC5 / NF EN 1995-1-1 - France: Verifying a timber purlin subjected to biaxial bending and axial compression ................................................................................................................................................ 117

12.10 EC5 / NF EN 1995-1-2 - France: Verifying the fire resistance of a timber purlin subjected to simple bending ........................................................................................................................................................ 122

12.11 EC5 / NF EN 1995-1-1 - France: Verifying a timber beam subjected to combined bending and axial tension ........................................................................................................................................................ 126


9

12.12 EC5 / NF EN 1995-1-2 - France: Verifying the residual section of a timber column exposed to fire for 60 minutes ..............................................................................................................................................131

12.13 EC5 / NF EN 1995-1-1 - France: Verifying a C24 timber beam subjected to shear force ................134

12.14 EC5 / SR EN 1995-1-1 - Romania: Verifying compression strength for C14 circular column with fixed base .....................................................................................................................................................137

12.15 EC5 / SR EN-1995-1-1-2004 - Romania: Timber beam subjected to simple bending ......................137

12.16 EC5 / SR EN-1995-1-1-2004 - Romania: Timber column subjected to compression ......................137

12.17 EC5 / SR EN-1995-1-1-2004 - Romania: Timber column subjected to shear stress and torsion ....137

10

6 General Application


11

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.


12

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 Creating system trees using the copy/paste commands (DEV2012 #1.5)

Test ID: 4164

Test status: Passed

6.8.1 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.

6.9 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.


13

6.11 Launching the verification of a model containing steel connections (TTAD #12100)

Test ID: 4096

Test status: Passed

6.11.1 Description

Launches the verification function for a model containing a beam-column steel connection.

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.


14

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.

15

7 Import / Export


16

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: 4195

Test status: Passed

7.3.1 Description

Exports the analysis model to ADA (through GTC) with:

- Export results: disabled

- Export meshed model: enabled

7.4 Exporting an analysis model to ADA (through GTC) (DEV2012 #1.3)

Test ID: 4193

Test status: Passed

7.4.1 Description

Exports the analysis model to ADA (through GTC) with:

- Export results: enabled

- Export meshed model: disabled

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.


17

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 System stability when importing AE files with invalid geometry (TTAD #12232)

Test ID: 4479

Test status: Passed

7.8.1 Description

Imports a complex model containing elements with invalid geometry.

7.9 Verifying the GTC files exchange between Advance Design and SuperSTRESS (DEV2012 #1.9)

Test ID: 4445

Test status: Passed

7.9.1 Description

Verifies the GTC files exchange (import/export) between Advance Design and SuperSTRESS.

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.


18

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.

19

8 Joint Design


20

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.

9 Mesh


22

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.


23

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

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: 30

o


24

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


25

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:


26

■ 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% - -


27

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 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.



9.7.2 Background





Units

Metric System

Geometry




o


28


Isotropic material:




Boundary conditions


■ Type: Pinned


Loading







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


29

AD2019







■ Section cut:

AD 2018


30

AD 2019:









31

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.



9.8.2 Background





Units

Metric System

Geometry




o


32


Isotropic material:




Boundary conditions


■ Type: Pinned


Loading





■ Element type: Quadrangles (Q8)








33


■ Section cut:




34




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%

-


35

9.9 Mesh - Checking linear elastic analysis of a plate (shell element) using Delaunay mesh with triangles T6

Test ID: 6529

Test status: Passed

9.9.1 Description


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.



9.9.2 Background





Units

Metric System

Geometry




o


36


Isotropic material:




Boundary conditions


■ Type: Pinned


Loading





■ Element type: Triangles (T6)


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:


37

AD 2019:







■ Section cut:


38









39

9.10 Mesh - Checking linear elastic analysis of a plate (shell element) using Grid triangles and quadrangles T6-Q9 mesh

Test ID: 6531

Test status: Passed

9.10.1 Description


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 stressat the bottom face of the plate (S1_bot). The values taken to comparison are read from the horizontal section cut.


9.10.2 Background





Units

Metric System

Geometry




o


40


Isotropic material:




Boundary conditions


■ Type: Pinned


Loading




■ Meshing type: Grid



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


41

AD2019







■ Section cut:


42









43

9.11 Mesh - Checking linear elastic analysis of a plate (shell element) using Delaunay mesh with triangles T3

Test ID: 6527

Test status: Passed

9.11.1 Description


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.


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





Units

Metric System

Geometry




o


44


Isotropic material:




Boundary conditions


■ Type: Pinned


Loading








45







■ Section cut:


46









47

9.12 Mesh - Checking linear elastic analysis of a plate (shell element) using Grid triangles T3 mesh

Test ID: 6532

Test status: Passed

9.12.1 Description


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.



9.12.2 Background





Units

Metric System

Geometry




o


48


Isotropic material:




Boundary conditions


■ Type: Pinned


Loading












49



■ Section cut:




50







51

9.13 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

9.13.1 Description


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.



9.13.2 Background





Units

Metric System

Geometry




o


52


Isotropic material:




Boundary conditions


■ Type: Pinned


Loading












53



■ Section cut:




54







55

9.14 Mesh - Checking linear elastic analysis of a plate (shell element) using Grid triangles T6 mesh

Test ID: 6533

Test status: Passed

9.14.1 Description


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 readfrom 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





Units

Metric System

Geometry




o


56


Isotropic material:




Boundary conditions


■ Type: Pinned


Loading







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


57

AD2019







■ Section cut:


58









59

9.15 Mesh - Checking linear elastic analysis of a plate (shell element) using Delaunay mesh with quadrangles Q4

Test ID: 6528

Test status: Passed

9.15.1 Description


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.



9.15.2 Background





Units

Metric System

Geometry




o


60


Isotropic material:




Boundary conditions


■ Type: Pinned


Loading





■ Element type: Quadrangles (Q4)


Note: The shape of the mesh is forced by additional line elements.







61


■ Section cut:




62






10 Reports


64

10.1 Modal analysis: eigen modes results for a structure with one level

Test ID: 3668

Test status: Passed

10.1.1 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.

10.2 System stability when the column releases interfere with support restraints (TTAD #10557)

Test ID: 3717

Test status: Passed

10.2.1 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".

10.3 Generating the critical magnification factors report (TTAD #11379)

Test ID: 3647

Test status: Passed

10.3.1 Description

Performs the generalised buckling calculation for a steel structure hall, and generates a critical magnification factors report.

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.


65

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 start and end of super element) (TTAD #12230)

Test ID: 4489

Test status: Passed

10.9.1 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".


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".



66

10.11 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

10.11.1 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".


10.12 Verifying the global envelope of linear elements forces result (on all quarters of super element) (TTAD #12230)

Test ID: 4487

Test status: Passed

10.12.1 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".


10.13 Verifying the global envelope of linear elements displacements (on all quarters of super element) (TTAD #12230)

Test ID: 4493

Test status: Passed

10.13.1 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".


10.14 Verifying the global envelope of linear elements displacements (on the start point of super element) (TTAD #12230)

Test ID: 4496

Test status: Passed

10.14.1 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".



67

10.15 Verifying the global envelope of linear elements displacements (on each 1/4 of mesh element) (TTAD #12230)

Test ID: 4492

Test status: Passed

10.15.1 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".


10.16 Verifying the global envelope of linear elements stresses (on each 1/4 of mesh element) (TTAD #12230)

Test ID: 4498

Test status: Passed

10.16.1 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".


10.17 Verifying the global envelope of linear elements stresses (on start and end of super element) (TTAD #12230)

Test ID: 4501

Test status: Passed

10.17.1 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".


10.18 Verifying the global envelope of linear elements displacements (on start and end of super element) (TTAD #12230)

Test ID: 4495

Test status: Passed

10.18.1 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".



68

10.19 Verifying the global envelope of linear elements stresses (on end points and middle of super element) (TTAD #12230)

Test ID: 4500

Test status: Passed

10.19.1 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".


10.20 Verifying the global envelope of linear elements stresses (on all quarters of super element) (TTAD #12230)

Test ID: 4499

Test status: Passed

10.20.1 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".


10.21 Verifying the global envelope of linear elements forces result (on the start point of super element) (TTAD #12230)

Test ID: 4490

Test status: Passed

10.21.1 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".


10.22 Verifying the global envelope of linear elements displacements (on end points and middle of super element) (TTAD #12230)

Test ID: 4494

Test status: Passed

10.22.1 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".



69

10.23 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

10.23.1 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".


10.24 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

10.24.1 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".


10.25 Verifying the global envelope of linear elements stresses (on the start point of super element) (TTAD #12230)

Test ID: 4502

Test status: Passed

10.25.1 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".


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 EC2 / NF EN 1992-1-1/NA - France: Verifying the EC2 calculation assumptions report (TTAD #11838)

Test ID: 4544

Test status: Passed

10.27.1 Description

Verifies the EC2 calculation assumptions report.


70

10.28 Verifying the shape sheet for a steel beam (TTAD #12455)

Test ID: 4535

Test status: Passed

10.28.1 Description

Verifies the shape sheet for a steel beam.

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.


71

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 consisits 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.

11 Seismic


73

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).


74

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.

11.6 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

11.6.1 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).

11.7 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

11.7.1 Description

Verifies the sum of actions on supports and nodes restraints for a simple structure subjected to seismic action according to EC8 French annex.

11.8 EC8 / NF EN 1998-1-1 - France: Verifying torsors on grouped walls from a multi-storey concrete structure

Test ID: 4810

Test status: Passed

11.8.1 Description

Verifies torsors on grouped walls from a multi-storey concrete structure. EC8 with French Annex is used.

11.9 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

11.9.1 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).


75

11.10 RPA99/2003 - Algeria: Verifying the displacements results of a linear element (DEV2013 #3.5)

Test ID: 5559

Test status: Passed

11.10.1 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).

11.11 PS92 - France: Verifying efforts and torsors on planar elements (TTAD #12974)

Test ID: 4858

Test status: Passed

11.11.1 Description

Verifies efforts and torsors on several planar elements of a concrete structure subjected to horizontal seismic action (according to PS92 norm).

11.12 EC8 / NF EN 1998-1-1 - France: Verifying seismic results when a design spectrum is used (TTAD #13778)

Test ID: 5425

Test status: Passed

11.12.1 Description

Verifies the seismic results according to EC8 French Annex for a single bay single story structure made of concrete.

11.13 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

11.13.1 Description

Generates seismic results on planar element meshed with T3-Q4 mesh type and only Q4 mesh type.

11.14 RPS 2011 - Morocco: Verifying the displacements results of a linear element for an envelope spectrum (DEV2013 #8.2)

Test ID: 5598

Test status: Passed

11.14.1 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 for an envelope spectrum (RPS 2011).


76

11.15 RPS 2011 - Morocco: Verifying the displacements results of a linear element (DEV2013 #3.6)

Test ID: 5597

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 (RPS 2011).

11.16 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

11.16.1 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.

11.17 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.


11.18 PS92/2010 - France: Verifying the displacements results of a linear element for an envelope spectrum (DEV2013 #8.2)

Test ID: 5599

Test status: Passed

11.18.1 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.



77

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).

11.20 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

11.20.1 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.

11.21 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

11.21.1 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).

11.22 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.


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.


78

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.


79

11.25 Verifies 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


■ 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,


80

■ Columns Level2: C143.35,

■ Horizontal members: RIGID,

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):

Mass Matrix M:

The masses are lumped at each level.

Therefore:

Rigidity Matrix K:

2

1

0

0

m

mM

mkNsgWm

mkNsgWm

/5.381.9/335.34/

/781.9/67.68/

222

211

)/(5.30

07 2 mkNs M

2221

1211

kk

kkK


81

The coefficients kij are calculated by combining the elementary rigidity matrices as follows:

;

Since DOF 0 is blocked Column 0 and row 0 are deleted

;

With:

The free vibration equation is given by:

b) Natural frequencies:

The determinant of the eigen value problem is set to zero:

Expansion of the determinant takes the form of:

The solution of this quadratic equation gives two real roots in :

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 :

Substituting for the first mode

Setting , we find that:

Substituting for the second mode:

11

111

kk

kkK

22

222

kk

kkK

22

2211

11

0

0

2

1

0

2 1 0 DOF

kk

kkkk

Kk

K

22

221

kk

kkkK

mkNk

mkNk

/200

/350

2

1

0

5.3200200

20075502

2

22

22

212

21

ω

ω

mωkk

kmωkk

07000033255.24 222 ωω

2ω

Hzπ

ωfsrdωω

Hzπ

ωfsrdωω

666.12

/472.10659.109

812.02

/104.5055.26

222

22

111

21

iA

02

ii AMωk

0

0

5.3055.26200200

2007055.26550

12

11

2

2

A

A

111 A

838.112 A

0

0

5.3472.10200200

2007472.10550

22

21

2

2

A

A


82

Setting , we find that:


■ Linear element: S beam, rigid;

■ 8 nodes;

■ 7 linear element.

Mode1 Mode2


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

121 A

089.122 A


83

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.


■ 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


84

Geometry

Below are described the bar cross section characteristics:

■ Square section 50x50 mm


Material S275 is used. The following characteristics are used in relation to this material:

■ Density: = 7850 kg/m3

Boundary conditions


■ Outer:

► Puntual support n.1: 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


■ 9 Linear elements: bar

■ 6 nodes


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%





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%






85

11.27 Spectral/Seismic analysis on short beam elements – Verifies 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.


■ Reference: None


■ 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


Material C25/30 concrete is used. The following characteristics are used in relation to this material:


Boundary conditions


■ Outer:





■ Inner: None.


86

Loading



■ 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



■ 8 Linear elements: short beam

■ 4 nodes



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 5 X kg 0 0.00 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 5 Y kg 0 0.00 0.0%






Frequency mode 1 Hz 1.90 1.90 0.0%











87

11.28 Spectral/Seismic analysis on membrane elements – Verifies modal mass participations and forces in membrane type element subject to seismic load case

Test ID: 6596

Test status: Passed

11.28.1 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.

11.29 Spectral/Seismic analysis on plate elements – Verifies 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 – Verifies the moments values from seismic analysis of a shell elements structure

Test ID: 6599

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 moments values from the seismic analysis are verified.


88

11.31 Spectral/Seismic analysis on variable beam elements – Verifies modal mass participations and forces in “variable beam” type element subject to seismic load cases

Test ID: 6591

Test status: Passed

11.31.1 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.

11.31.2 Background

Verifies modal masses participation and normal forces on “variable beam” type elements after performing seismic analysis.


■ Reference: None


■ 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


Material C25/30 concrete is used. The following characteristics are used in relation to this material:



89

Boundary conditions


■ Outer:



► Puntual support n.3: Pinned

► Puntual support n.4: Pinned

■ Inner: None.

Loading



■ 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



■ 7 Linear elements: short beam

■ 2 nodes



2018R2 Difference



Modal mass mode 3 X kg 29,792.25 29,792.25 0.0%



Modal mass mode 1 Y kg 29,958.04 29,958.04 0.0%





Normal force beam #2.1 mode 1 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 4 Y kN -17.18 -17.18 0.0%


Normal force beam #2.1 CQC Y kN 83.71 83.71 0.0%


90

11.32 Spectral/Seismic analysis on shell elements – Verifies the modal masses and modal masses and rigidity centers on shell elements structure

Test ID: 6595

Test status: Passed

11.32.1 Description



The modal masses and masses and rigidity centers are verified.

11.33 Spectral/Seismic analysis on shell elements – Verifies the forces values from seismic analysis of a shell elements structure

Test ID: 6598

Test status: Passed

11.33.1 Description



The forces values from the seismic analysis are verified.

11.34 Spectral/Seismic analysis on shell elements – Verifies the torsors values from seismic analysis of a shell elements structure

Test ID: 6597

Test status: Passed

11.34.1 Description



The torsors values from the seismic analysis are verified.


91

11.35 Spectral/Seismic analysis on shell elements – Verifies the nodes accelerations values from seismic analysis of a shell elements structure

Test ID: 6600

Test status: Passed

11.35.1 Description



The nodes accelerations values from the seismic analysis are verified.

11.36 Spectral/Seismic analysis on elastic linear support – Verifies forces on supports and modal response of a structure with elastic linear support defined in global coordinate system

Test ID: 6602

Test status: Passed

11.36.1 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 withKTx 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.

11.37 Spectral/Seismic analysis on elastic punctual supports – Verifies forces on supports and modal response of a structure with elastic punctual supports

Test ID: 6601

Test status: Passed

11.37.1 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.


92

11.38 Spectral/Seismic analysis on elastic linear support – Verifies 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 – Verifies 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).

11.41 Seismic analysis using Ritz Vectors - Verifies the displacements at the top of the structure and the bending moment at the bottom of the columns

Test ID: 6691

Test status: Passed

11.41.1 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).


93

11.42 Time history analysis using accelerograms - Verifies the displacements at the top of the structure and the bending moment at the bottom of the columns

Test ID: 6690

Test status: Passed

11.42.1 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).

12 Timber Design


95

12.1 EC5 / NF EN 1995-1-1 - France: Verifying the units display in the timber shape sheet (TTAD #12445)

Test ID: 4539

Test status: Passed

12.1.1 Description

Verifies the Afi units display in the timber shape sheet.

12.2 EC5 / NF EN 1995-1-1 - France: Verifying the timber elements shape sheet (TTAD #12337)

Test ID: 4538

Test status: Passed

12.2.1 Description

Verifies the timber elements shape sheet.


96

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


■ 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


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,

■ Service class 1.


97

Boundary conditions


■ 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



98

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:

6.0defk (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


■ Linear element: S beam,

■ 6 nodes,



99

Work ratio diagram

Simply supported beam subjected to bending

Strength work ratio



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 %


100

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

The verification is made according to formula (6.1) from EN 1995-1-1 norm.


■ Reference: Guide de validation Eurocode 5, test A;



Column with fixed base

Units

Metric System

Geometry

Cross section characteristics:

■ Height: h = 0.122 m,

■ Width: b = 0.036m,


m2

■ I = 5.4475 x 10-6

m4.


101



■ Longitudinal elastic modulus: E = 1.1 x 1010

Pa,

■ Characteristic tensile strength along the grain: ft,0,k = 14 x 106 Pa,


Boundary conditions

The boundary conditions:

■ Outer:

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)



■ 6 nodes,



102

Work ratio SFx diagram

Column with fixed base, subjected to tension force

Work ratio SFx



t,0,d Design tensile stress [Pa] 2276867.03 Pa

SFx Work ratio [%] 18 %



Stress SFx Design tensile stress 2.27687e+06 Pa 0.0000 %

Work ratio Work ratio 22.5405 % 0.1800 %


103

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.


104

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

The verification is made according to formula (6.35) from EN 1995-1-1 norm.


■ Reference: Guide de validation Eurocode 5, test B;



Simply supported column

Units

Metric System

Geometry

Column cross section characteristics:

■ Height: h = 0.15 m,

■ Width: b = 0.10 m,


m2




Pa,

■ Fifth percentile value of the modulus of elasticity parallel to the grain: E0,05 = 0.6 x 1010

Pa,


105



Boundary conditions

The boundary conditions:

■ Outer:

► 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


■ 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)


106

■ 2

,

2,

1

zrelzz

zc

kkk


■ 2

,

2,

1

yrelyy

yc

kkk

(informative)

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).



■ 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




■ 4 nodes,



107

Work ratio diagram

Simply supported column subjected to compression force

Work ratio



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 %



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 %


108

12.7 EC5 / NF EN 1995-1-1 - France: Verifying a timber purlin subjected to oblique bending

Test ID: 4878

Test status: Passed

12.7.1 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.

12.7.2 Background

The verification of the bending stresses at ultimate limit state is performed.


■ Reference: Guide de validation Eurocode 5, test E.3;


■ Element type: linear;

■ Distance between adjacent purlins (span): d = 1.8 m.


■ 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

.


109





Boundary conditions


■ Outer:

► Support at start point (z=0) restrained in translation along X, Y, Z;


■ 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.

12.7.2.2 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.


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:



M = 1.3


kh = 1.0




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):


110

m,z,d = Pam

mm

N

W

Lq

W

M

z

y

z

z 6

3

222

100638.5000333.08

5.322.1101

8


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



■ 5 nodes,


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]


111

Maximum work ratio for strength verification

Strength of a simply supported purlin subjected to oblique bending

Work ratio [%]



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 %



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 %


112

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





■ Distance between adjacent rafters (span): d = 0.5 m.





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


■ Height: h = 0.20 m,

■ Width: b = 0.05 m,

■ Length: L = 5.00 m,

■ Section area: A = 10 x 10-3

m2 ,


22

000333.06

20.005.0

6m

hbWy

.






113


Pa,


Pa,


Boundary conditions


■ 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:


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




958.11074.0

10215.115

,10

6

050

,0,

,

Pa

Pa

E

f kczzrel

■ Relative slenderness ratio corresponding to bending about the y axis:


114

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




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


2

,

2,

1

yrelyy

yc

kkk



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).




M = 1.3


kh = 1.0



115


■ 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


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


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



■ 6 nodes,


Stress SFx diagram

Simply supported rafter subjected to compressive component of the applied forces

Stress SFx [Pa]


116

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 [%]



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 %



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 %


117

12.9 EC5 / NF EN 1995-1-1 - France: Verifying a timber purlin subjected to biaxial bending and axial compression

Test ID: 4879

Test status: Passed

12.9.1 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.

12.9.2 Background

The verification is made according to formulae (6.23) and (6.24) from EN 1995-1-1 norm.





■ Distance between adjacent purlins (span): d = 1.8 m.


■ The ultimate limit state (ULS) combination is: CULS = 1.35 x G + 1.5 x S + 0.9 x W;



■ 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


■ Height: h = 0.20 m,

■ Width: b = 0.10 m,

■ Length: L = 3.50 m,

■ Section area: A = 0.02 m2 ,


22

000666.06

20.01.0

6m

hbWy

,


118

■ Elastic section modulus about the strong axis, z: 3

22

000333.06

20.01.0

6m

hbWz

.


Rectangular solid timber C24 is used. The followings characteristics are used in relation to this material:




Pa,


Pa,


Boundary conditions


■ 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.

12.9.2.2 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:


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





119

056.21074.0

102124.12110

6

05,0

,0,

,

Pa

Pa

E

f kczzrel

■ Relative slenderness ratio corresponding to bending about the y axis:

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




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


2

,

2,

1

yrelyy

yc

kkk



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):




120

M = 1.3


kh = 1.0




fc,0,d = Pak

fM

kc

66mod,0, 10769.17

3.1

1.11021


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



■ 6 nodes,


Instability factor, kcy

Simply supported purlin subjected to biaxial bending and axial compression

Kc,y

Instability factor, kcz


Kc,z


121

Maximum work ratio for stability verification


Work ratio [%]



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 %



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 %


122

12.10 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

12.10.1 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.

12.10.2 Background


■ Reference: Guide de validation Eurocode 5, test F.2;




► 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


■ Height: h = 0.20 m,

■ Width: b = 0.075 m,

■ Length: L = 3.30 m,

■ Distance between adjacent purlins (span): d = 1.5 m,


m2 ,


Rectangular solid timber C24 is used.The following characteristics are used in relation to this material:



■ Density: = 350 kg/m3,


123

■ Design charring rate (softwood): n = 0.8 x 10-3 m/min,


Boundary conditions


■ 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


■ External:

► Uniformly distributed load: q = CFQ x d = 850 N/m2 x 1.5 m = 1275 N/m,

■ Internal: None.

12.10.2.2 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


124

■ Factor kfi, taken from table 2.1 (EN 1995-1-2):

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



■ 8 nodes,


Residual cross-section area

Simply supported beam subjected to bending (fire situation)

Residual area [m2]


125

Design bending stress taking into account the residual cross-section


Design bending stress for residual cross-section [Pa]

Maximum work ratio for bending verification (fire situation)


Work ratio [%]



Afi Residual area [m2] 0.002197 m

2

Stress Design bending stress for residual cross-section [Pa] 27568524 Pa

Work ratio Maximum work ratio for fire verification [%] 91.9 %



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 %


126

12.11 EC5 / NF EN 1995-1-1 - France: Verifying a timber beam subjected to combined bending and axial tension

Test ID: 4872

Test status: Passed

12.11.1 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.

12.11.2 Background


■ Reference: Guide de validation Eurocode 5, test E;



■ Distance between adjacent rafters (span): d = 0.5 m.



■ Snow load (structure is located at an altitude > 1000m above sea level): S = 900 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


■ 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

.


127



■ Characteristic tensile strength along the grain: ft,0,k = 14 x 106 Pa,



Boundary conditions


■ 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.

12.11.2.2 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.


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).




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




km = 0.7

■ Design tensile stress (induced by the ultimate limit state force, N):


128

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:

SFx = 0.1,0,

,0,

dt

dt

f


■ 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


fm,y,d = Pakkk

f hsys

M

km

66mod, 10615.160.10.1

3.1

9.01024


1,,

,,

,,

,,

,0,

,0,

dzm

dzm

m

dym

dym

dt

dt

fk

ff


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:


129

8.0defk (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:

5.26501883.000512.001371.0

Lwmmmwww fincreepinstfin

■ Net deflection:

5.26501883.0001883.0 ,,

Lwmmmwww finnetcfinfinnet



■ 6 nodes,


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]


130

Final deflection wfin

Simply supported beam subjected to characteristic load combination of actions


Net deflection wnet,fin

Simply supported beam subjected to characteristic load combination of actions




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



Work ratio SFx SFx work ratio 2.26078 % 3.7055 %

Work ratio Strength work ratio 51.6401 % 0.8712 %

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 %


131

12.12 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

12.12.1 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.

12.12.2 Background


■ Reference: Guide de validation Eurocode 5, test F.1;



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


132


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,

Boundary conditions


■ Outer:

► Fixed at base (Z = 0),

► Support at top (Z = 5.00) restrained in translation along X and Y,

■ Inner: None.

Loading


■ External: Point load at Z = 5.00: Fz = N = - 100000 N,

■ Internal: None.

12.12.2.2 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



■ 6 nodes,



133

Residual cross section

Column with fixed base exposed to fire for 60 minutes

Afi



Afi Residual cross section [m2] 0.056202 m

2



Afi Residual cross section 0.056202 m² 0.0000 %


134

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


■ Reference: Guide de validation Eurocode 5, test D;




■ 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 ,



■ Characteristic shear strength: fv,k = 2.5 x 106 Pa,


Boundary conditions


■ Outer:

► Support at start point (z=0) restrained in translation along X, Y and Z,


135


■ Inner: None.

Loading


■ 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.


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).




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


0.1,

dv

d

f



■ 6 nodes,



136

Shear force, Fz, diagram


Shear force diagram [N]

Design shear stress diagram


Design shear stress [Pa]

Shear strength work ratio diagram


Work ratio S_d [%]



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 %



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 %


137

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.

Documents

VALIDATION GUIDE - Graitec