ad validation guide vol1 2016 en

7/24/2019 AD Validation Guide Vol1 2016 En

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VALIDATION GUIDE


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Advance Design

Validation Guide

Version: 2016

Tests passed on:17 June 2015

Number of tests:606


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INTRODUCTION

Before being officially released, each version of GRAITEC software, including

Advance Design, undergoes a series of validation tests. This validation is performed in

parallel and in addition to manual testing and beta testing, in order to obtain the

"operational version" status. This document contains a description of the automatictests, highlighting the theoretical background and the results we have obtained using

the current software release.

Usually, a test is made of a reference (independent from 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 set of reference values. Depending on the cases, the

used reference is either a theoretical calculation done manually, a sample taken from

the technical literature, or the result of a previous version considered as good by

experience.

Starting with version 2012, Graitec Advance has made significant steps forward in term ofquality management by extending the scope and automating the testing process.

While in previous versions, the tests were always about the calculation results which

were compared to a reference set, starting with version 2012, tests have been

extended to user interface behavior, import/export procedures, etc.

The next major improvement is the capacity to pass the tests automatically. These

current tests have obviously been passed on the operational version, but they are

actually passed on a daily basis during the development process, which helps improve

the daily quality by solving potential issues, immediately after they have been

introduced in the code.

In the field of structural analysis and design, software users must keep in mind that theresults highly depend 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 replace engineers experience and analysis.

Despite all our efforts in term of quality management, we cannot guaranty the correct

behavior and the validity of the results issued by Advance Design in any situation.

With this validation guide, we are providing a set of concrete test cases showing the

behavior of Advance Design in various areas and various conditions. The tests cover

a wide field of expertise: modeling, climatic load generation according to Eurocode 1,

combinations management, meshing, finite element calculation, reinforced concrete

design according to Eurocode 2, steel member design according to Eurocode 3, steel

connection design according to Eurocode 3, timber member design according toEurocode 5, seismic analysis according to Eurocode 8, report generation, import /

export procedures and user interface behavior.

We hope that this guide will highly contribute to the knowledge and the confidence you

are placing in Advance Design.

Manuel LIEDOTChief Product Office


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ADVANCE DESIGN VALIDATION GUIDE

7

Contents

1 FINITE ELEMENT METHOD ................................................................................................. 21

1.1 Cantilever rectangular plate (01-0001SSLSB_FEM) .................................................................................... 22

1.2

Thin lozenge-shaped plate fixed on one side (alpha = 30 ) (01-0009SDLSB_FEM) ................................... 24

1.3

Thin lozenge-shaped plate fixed on one side (alpha = 0 ) (01-0007SDLSB_FEM) ..................................... 27

1.4 System of two bars with three hinges (01-0002SSLLB_FEM) ............................................................... ....... 30

1.5 Thin circular ring f ixed in two points (01-0006SDLLB_FEM) ........................................................................ 33

1.6 Vibration mode of a thin piping elbow in plane (case 3) (01-0013SDLLB_FEM) .......................................... 37

1.7 Vibration mode of a thin piping elbow in plane (case 1) (01-0011SDLLB_FEM) .......................................... 40

1.8 Double fixed beam with a spring at mid span (01-0015SSLLB_FEM) .......................................................... 43

1.9

Short beam on simple supports (on the neutral axis) (01-0017SDLLB_FEM) .............................................. 46

1.10

Thin square plate fixed on one side (01-0019SDLSB_FEM) ................................................................ ....... 50

1.11 Thin lozenge-shaped plate fixed on one side (alpha = 15 ) (01-0008SDLSB_FEM) .................................. 54

1.12 Vibration mode of a thin piping elbow in plane (case 2) (01-0012SDLLB_FEM) ......................................... 57

1.13 Cantilever beam in Eulerian buckling (01-0021SFLLB_FEM) .............................................................. ....... 60

1.14

Double fixed beam (01-0016SDLLB_FEM) ........................................................................................... ...... 62

1.15

Rectangular thin plate simply supported on its perimeter (01-0020SDLSB_FEM) ...................................... 66

1.16 Thin lozenge-shaped plate fixed on one side (alpha = 45 ) (01-0010SDLSB_FEM) .................................. 70

1.17 Thin circular ring hanged on an elastic element (01-0014SDLLB_FEM) ..................................................... 73

1.18

Short beam on simple supports (eccentric) (01-0018SDLLB_FEM) ............................................................ 76

1.19 Slender beam on three supports (01-0025SSLLB_FEM) .......................................................... .................. 81

1.20

Double hinged thin arc in planar bending (01-0029SSLLB_FEM) ............................................................... 85

1.21

Bending effects of a symmetrical portal frame (01-0023SDLLB_FEM) ....................................................... 88

1.22 Fixed thin arc in planar bending (01-0027SSLLB_FEM) ...................................................................... ....... 91

1.23 Truss with hinged bars under a punctual load (01-0031SSLLB_FEM) ........................................................ 94

1.24 EDF Pylon (01-0033SFLLA_FEM) .............................................................................................................. 97

1.25

Slender beam on two fixed supports (01-0024SSLLB_FEM) .................................................................... 101

1.26

Fixed thin arc in out of plane bending (01-0028SSLLB_FEM) ............................ ...................................... 106

1.27

Beam on elastic soil, free ends (01-0032SSLLB_FEM) ............................................................ ................ 108

1.28 Annular thin plate fixed on a hub (repetitive circular structure) (01-0022SDLSB_FEM) ............................ 111

1.29 Bimetallic: Fixed beams connected to a stiff element (01-0026SSLLB_FEM) ........................................... 114

1.30 Portal frame with lateral connections (01-0030SSLLB_FEM).................................................................... 117

1.31

Thin cylinder under a uniform radial pressure (01-0038SSLSB_FEM) ...................................................... 121

1.32

Thin cylinder under a uniform axial load (01-0042SSLSB_FEM) .............................................................. 123

1.33

Simply supported square plate (01-0036SSLSB_FEM) .......................... .................................................. 126

1.34 Stiffen membrane (01-0040SSLSB_FEM) ............ .................................................................... ................ 129

1.35 Thin cylinder under its self weight (01-0044SSLSB_MEF) .................................................................... .... 132


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1.36 Spherical shell under internal pressure (01-0046SSLSB_FEM) ............................................................... 135

1.37 Caisson beam in torsion (01-0037SSLSB_FEM) ................................................................. ..................... 138

1.38 Beam on two supports considering the shear force (01-0041SSLLB_FEM) ............................................. 141

1.39 Torus with uniform internal pressure (01-0045SSLSB_FEM) ................................................................... 144

1.40

Beam on elastic soil, hinged ends (01-0034SSLLB_FEM) ...................................... ................................. 147

1.41 Square plate under planar stresses (01-0039SSLSB_FEM) ........................................................... .......... 151

1.42 Thin cylinder under a hydrostatic pressure (01-0043SSLSB_FEM) .......................................................... 154

1.43 Simply supported square plate under a uniform load (01-0051SSLSB_FEM) .......................................... 157

1.44 Shear plate perpendicular to the medium surface (01-0055SSLSB_FEM) ............................................... 159

1.45

Spherical shell with holes (01-0049SSLSB_FEM) .................................................................................... 161

1.46

Simply supported rectangular plate under a uniform load (01-0053SSLSB_FEM) ................................... 164

1.47 A plate (0.01 m thick), fixed on its perimeter, loaded with a uniform pressure (01-0057SSLSB_FEM) ..... 166

1.48

A plate (0.02 m thick), fixed on its perimeter, loaded with a uniform pressure (01-0059SSLSB_FEM) ..... 168

1.49 Spherical dome under a uniform external pressure (01-0050SSLSB_FEM) ............................................. 170

1.50 Simply supported rectangular plate loaded with punctual force and moments (01-0054SSLSB_FEM) .... 173

1.51

A plate (0.01333 m thick), fixed on its perimeter, loaded with a uniform pressure (01-0058SSLSB_FEM) ...... 175

1.52 Pinch cylindrical shell (01-0048SSLSB_FEM) .......................................................................................... 177

1.53 Simply supported rectangular plate under a uniform load (01-0052SSLSB_FEM) ................................... 179

1.54 Triangulated system with hinged bars (01-0056SSLLB_FEM) .................................................................. 181

1.55 A plate (0.01333 m thick), fixed on its perimeter, loaded with a punctual force (01-0063SSLSB_FEM) ... 184

1.56

Vibration mode of a thin piping elbow in space (case 1) (01-0067SDLLB_FEM) ...................................... 187

1.57

A plate (0.1 m thick), fixed on its perimeter, loaded with a uniform pressure (01-0061SSLSB_FEM) ....... 190

1.58 A plate (0.05 m thick), fixed on its perimeter, loaded with a punctual force (01-0065SSLSB_FEM) ......... 192

1.59 Vibration mode of a thin piping elbow in space (case 3) (01-0069SDLLB_FEM) ...................................... 194

1.60 Reactions on supports and bending moments on a 2D portal frame (Columns) (01-0078SSLPB_FEM) . 197


1.62 A plate (0.1 m thick), fixed on its perimeter, loaded with a punctual force (01-0066SSLSB_FEM) ........... 202

1.63 Reactions on supports and bending moments on a 2D portal frame (Rafters) (01-0077SSLPB_FEM) .... 204

1.64

A plate (0.05 m thick), fixed on its perimeter, loaded with a uniform pressure (01-0060SSLSB_FEM) ..... 206


1.66 Vibration mode of a thin piping elbow in space (case 2) (01-0068SDLLB_FEM) ...................................... 211

1.67 Plane portal frame with hinged supports (01-0089SSLLB_FEM) .............................................................. 214

1.68 Fixed/free slender beam with centered mass (01-0095SDLLB_FEM) ...................................................... 216

1.69 Slender beam of variable rectangular section with fixed-free ends (=5) (01-0085SDLLB_FEM) ............ 221

1.70 Cantilever beam in Eulerian buckling with thermal load (01-0092HFLLB_FEM) ....................................... 226

1.71 Double cross with hinged ends (01-0097SDLLB_FEM) .................................................................. .......... 228

1.72 Membrane with hot point (01-0099HSLSB_FEM) ................................................................ ..................... 232

1.73 Slender beam of variable rectangular section (fixed-fixed) (01-0086SDLLB_FEM) .................................. 235


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1.74 A 3D bar structure with elastic support (01-0094SSLLB_FEM) ............................................................ ..... 238

1.75 Simple supported beam in free vibration (01-0098SDLLB_FEM) .......................................................... .... 245

1.76 Short beam on two hinged supports (01-0084SSLLB_FEM) ................................................................ ..... 248

1.77 Double fixed beam in Eulerian buckling with a thermal load (01-0091HFLLB_FEM) ................................ 250

1.78

Fixed/free slender beam with eccentric mass or inertia (01-0096SDLLB_FEM) ....................................... 253

1.79 Linear system of truss beams (01-0103SSLLB_FEM) .............................................................. ................ 257

1.80 Linear element in simple bending - without compressed reinforcement (02-0162SSLLB_B91) ................ 261

1.81 Beam on 3 supports with T/C (k -> infinite) (01-0101SSNLB_FEM) .......................................................... 265

1.82 Study of a mast subjected to an earthquake (02-0112SMLLB_P92) ......................................................... 268

1.83

Design of a 2D portal frame (03-0207SSLLG_CM66) ............................................................... ................ 273

1.84

Circular plate under uniform load (01-0003SSLSB_FEM) .................................................................... ..... 281

1.85 Beam on 3 supports with T/C (k = -10000 N/m) (01-0102SSNLB_FEM)................................................... 284

1.86

Linear element in combined bending/tension - without compressed reinforcements - Partially tensionedsection (02-0158SSLLB_B91) ..................................................... .................................................................... ..... 287

1.87

Design of a concrete floor with an opening (03-0208SSLLG_BAEL91) .................................................... 292

1.88

Beam on 3 supports with T/C (k = 0) (01-0100SSNLB_FEM) ................................................................... 300

1.89

Non linear system of truss beams (01-0104SSNLB_FEM) ....................................................................... 303

1.90

Design of a Steel Structure according to CM66 (03-0206SSLLG_CM66) ................................................. 307

1.91

Tied (sub-tensioned) beam (01-0005SSLLB_FEM) ...................................................... ............................ 317

1.92

Slender beam with variable section (fixed-free) (01-0004SDLLB_FEM) ................................................... 322

2

CAD, RENDERING AND VISUALIZATION ......................................................................... 325

2.1 Verifying the annotations of a wind generated load. (TTAD #13190) .......................................................... 326

2.2 Verifying hide/show elements command (TTAD #11753) ........................................................................... 326

2.3 Verifying the visualisation of supports with rotational or moving DoFs.(TTAD #13891) .............................. 326

2.4

Verifying the annotations dimensions when new analysis is made.(TTAD #14825) ................................... 326

2.5 Verifying the dimensions and position of annotations on selection when new analysis is made.(TTAD#12807) ...................................................... ................................................................... ....................................... 326

2.6

Verifying the saved view of elements with annotations. (TTAD #13033) ................................................... 326

2.7

Verifying the grid text position (TTAD #11704) ................................................................ ........................... 327

2.8

System stability during section cut results verification (TTAD #11752) ....................................................... 327

2.9

Generating combinations (TTAD #11721) ...................................................................... ............................ 327

2.10

Verifying the coordinates system symbol (TTAD #11611) .................................................................... ..... 327

2.11

Verifying descriptive actors after creating analysis (TTAD #11589) .......................................................... 327

2.12

Creating a camera (TTAD #11526) .......................................................... ................................................. 328

2.13

Creating a circle (TTAD #11525) .............................................................. ................................................. 328

2.14

Verifying the snap points behavior during modeling (TTAD #11458) ........................................................ 328

2.15

Verifying the representation of elements with HEA cross section (TTAD #11328) .................................... 328

2.16

Verifying the local axes of a section cut (TTAD #11681) ........................................................................... 328

2.17

Verifying the display of elements with compound cross sections (TTAD #11486) ..................................... 328


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2.18 Verifying the descriptive model display after post processing results in analysis mode (TTAD #11475) .. 329

2.19 Modeling using the tracking snap mode (TTAD #10979) .......................................................................... 329

2.20 Verifying holes in horizontal planar elements after changing the level height (TTAD #11490) ....... .......... 329

2.21 Turning on/off the "ghost" rendering mode (TTAD #11999) ...................................................................... 329

2.22

Verifying the "ghost display on selection" function for saved views (TTAD #12054) ................................. 329

2.23 Moving a linear element along with the support (TTAD #12110) .............................................................. 329

2.24 Verifying the "ghost" display after changing the display colors (TTAD #12064) ........................................ 330

2.25 Verifying the grid text position (TTAD #11657) .................................. ....................................................... 330

2.26 Verifying the fixed load scale function (TTAD #12183). ....................................................... ..................... 330

2.27

Verifying the steel connections modeling (TTAD #11698) ........................................................................ 330

2.28

Verifying the saved view of elements by cross-section. (TTAD #13197) ................................................ 330

2.29 Verifying the default view.(TTAD #13248) ......................................... ....................................................... 330

2.30

Verifying the dividing of planar elements which contain openings (TTAD #12229) ................................... 331

2.31 Verifying the program behavior when trying to create lintel (TTAD #12062) ............................................. 331

2.32 Verifying the program behavior when launching the analysis on a model with overlapped loads (TTAD#11837) ............................................................ ................................................................... ................................. 331

2.33

Verifying the display of punctual loads after changing the load case number (TTAD #11958) ................. 331

2.34

Verifying the display of a beam with haunches (TTAD #12299) ............................................................... 331

2.35

Creating base plate connections for non-vertical columns (TTAD #12170) .............................................. 331

2.36

Verifying drawing of joints in y-z plan (TTAD #12453) .............................................................................. 332

2.37

Verifying rotation for steel beam with joint (TTAD #12592) ............................................................. .......... 332

2.38

Verifying annotation on selection (TTAD #12700) ................................................................ ..................... 332

3

CLIMATIC GENERATOR .................................................................................................... 333

3.1 EC1: Generating snow loads on two side by side buildings with gutters (TTAD #12806) .......................... 334

3.2

EC1: Generating wind loads on a square based structure according to UK standards (BS EN 1991-1-4:2005) (TTAD #12608) ..................................................................... .................................................................. 334

3.3

EC1: Generating snow loads on a 4 slopes with gutters building (TTAD #12716) ..................................... 334

3.4

EC1: Generating snow loads on a 2 slope building with gutters and parapets. (TTAD #12878) ................ 334

3.5

EC1: Generating snow loads on 2 closed building with gutters. (TTAD #12835) ....................................... 334

3.6

EC1: Generating snow loads on a 4 slopes shed with gutters (TTAD #12528) .......................................... 335

3.7

EC1: generating wind loads on a square based lattice structure with compound profiles and automaticcalculation of "n" (NF EN 1991-1-4/NA) (TTAD #12744) ................................................................. ..................... 335

3.8 EC1: Generating snow loads on a 4 slopes with gutters building. (TTAD #12719) .................................... 335

3.9 EC1: Generating snow loads on 2 closed building with gutters. (TTAD #12841) ....................................... 335

3.10 EC1: Generating snow loads on 2 closed building with gutters. (TTAD #12808) ...................................... 335

3.11 EC1: Generating snow loads on a single slope with lateral parapets (TTAD #12606) .............................. 336

3.12 EC1: Generating snow loads on a 4 slopes shed with gutters (TTAD #12528)......................................... 336

3.13 EC1: generating snow loads on a 3 slopes 3D portal frame with parapets (NF EN 1991-1-3/NA) (TTAD#11111) ............................................................ ................................................................... ................................. 336


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3.14 EC1: generating wind loads on a 3D portal frame with one slope roof (NF EN 1991-1-4/NA) (VT : 3.2 -Wind - Example B) ............................................................. ................................................................... ................ 336

3.15

EC1: wind loads on a triangular based lattice structure with compound profiles and user defined "n" (NFEN 1991-1-4/NA) (TTAD #12276) .............. .................................................................... ...................................... 336

3.16 EC1: generating wind loads on a 2 slopes 3D portal frame (NF EN 1991-1-4/NA) (VT : 3.3 - Wind -

Example C) ............................................................................................. .............................................................. 337

3.17 EC1: generating snow loads on a 2 slopes 3D portal frame (NF EN 1991-1-3/NA) (VT : 3.4 - Snow -Example A) ...................................................................... .................................................................... ................. 337

3.18 EC1: generating wind loads on a 2 slopes 3D portal frame (NF EN 1991-1-4/NA) (VT : 3.1 - Wind -Example A) ...................................................................... .................................................................... ................. 337

3.19 EC1: Verifying the wind loads generated on a building with protruding roof (TTAD #12071, #12278) ...... 337

3.20

EC1: generating wind loads on a triangular based lattice structure with compound profiles and automaticcalculation of "n" (NF EN 1991-1-4/NA) (TTAD #12276) ........................................................... ........................... 337

3.21

EC1: Verifying the geometry of wind loads on an irregular shed. (TTAD #12233) .................................... 338

3.22

EC1: Generating wind loads on a 2 almost horizontal slope building. (TTAD #13663) ............. ................ 338

3.23

EC1: snow load generation on building with 2 slopes > 60 degrees according to Czech national annex.(TTAD #14235) ............................................................................. .................................................................... .... 338

3.24 EC1: Generating snow loads on 2 side by side single roof compounds with different height (TTAD 13159) .... 338

3.25 EC1: Generating wind loads on a 4 slopes shed with parapets. (TTAD #14179) ...................................... 338

3.26 EC1: wind load generation on multibay canopies (TTAD #11668) ............................................................ 339

3.27

EC1: Generating snow loads on a 2 slope building with parapets. (TTAD #13671) .................................. 339

3.28 EC1: wind load generation on portal with CsCd set to auto (TTAD #12823) ............................................. 339

3.29 EC1: generating wind loads on a canopy according to Eurocodes 1 - French standard. (TTAD #13855) . 339

3.30

EC1: Generating wind loads on a single-roof volume compound with parapets. (TTAD #13672) ............. 339

3.31 EC1: Generating snow loads on a shed with parapets. (TTAD #12494) ................................................... 340

3.32

EC1: wind load generation on a high building with double slope roof using different parameters defined perdirections (DEV2013#4.2) ............................................................. .................................................................... .... 340

3.33

EC1: Generating snow loads on 2 side by side single roof compounds (TTAD #13286) .......................... 340

3.34

EC1: snow load generation on compound with a double-roof volume close to a single-roof volume (TTAD#13559) ...................................................... ................................................................... ....................................... 340

3.35

EC1: generating wind loads on a 35m high structure according to Eurocodes 1 - French standard withCsCd min set to 0.7 and Delta to 0.15. (TTAD #11196) ...................................... ................................................. 340

3.36 EC1: Generating snow loads on a shed with gutters building. (TTAD #13856) ......................................... 341

3.37

EC1: Generating snow loads on 2 side by side single roof compounds with parapets (TTAD #13992) .... 341

3.38 EC1: generating snow loads on a 3 slopes 3D portal frame.(TTAD #13169) ............................................ 341

3.39 EC1: Generating wind loads on a 2 slope building with parapets. (TTAD #13669) ................................... 341

3.40 EC1: Generating wind loads on a 2 slope building with increased height. (TTAD #13759) ....................... 341

3.41 EC1: Generating snow loads on a 2 slope building with custom pressure values. (TTAD #14004) .......... 342

3.42 EC1: snow load generation on a 3 compound building according to Romanian national annex. (TTAD#13930s) ................................................................ ................................................................... ............................ 342

3.43 EC1: Generating snow loads on a 2 slope building with gutters and lateral parapets. (TTAD #14005) ..... 342

3.44

EC1: generating Cf and Cp,net wind loads on an multibay canopy roof (DEV2013#4.3) .......................... 342

3.45

EC1: generating Cf and Cp,net wind loads on an isolated roof with one slope (DEV2013#4.3) ................ 342


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3.46 EC1: wind load generation on a high building with horizontal roof using UK annex (DEV2013#4.1) (TTAD#12608) ............................................................ ................................................................... ................................. 343

3.47

EC1: generating Cf and Cp,net wind loads on an isolated roof with double slope (DEV2013#4.3)........... 343

3.48

EC1: wind load generation on a high building with a horizontal roof using different CsCd values for eachdirection (DEV2013#4.4) ................................................................................................................. ..................... 343

3.49

EC1: generating snow loads on a 2 slopes 3D portal frame with roof thickness greater than the parapetheight (TTAD #11943) ............................................................. .................................................................... ......... 343

3.50

EC1: generating wind loads on a 2 slopes 3D portal frame using the Romanian national annex (TTAD#11687) ............................................................ ................................................................... ................................. 344

3.51

EC1: generating wind loads on a 2 slopes 3D portal frame (TTAD #11531) ............................................. 344

3.52

EC1: generating snow loads on a 2 slopes 3D portal frame using the Romanian national annex (TTAD#11569) ............................................................ ................................................................... ................................. 344

3.53 EC1: generating snow loads on a 2 slopes 3D portal frame using the Romanian national annex (TTAD#11570) ............................................................ ................................................................... ................................. 344

3.54

EC1: generating wind loads on a 2 slopes 3D portal frame (TTAD #11699) ............................................ 345

3.55

Generating the description of climatic loads report according to EC1 Romanian standards (TTAD #11688) ... 345

3.56

EC1: generating wind loads on a 2 slopes 3D portal frame with 2 fully opened windwalls (TTAD #11937) ...... 345

3.57

EC1: verifying the snow loads generated on a monopitch frame (TTAD #11302)..................................... 345

3.58

EC1: generating wind loads on a 55m high structure according to German standards (DIN EN 1991-1-4/NA) (DEV2012 #3.12) ................................................................................ ....................................................... 346

3.59

EC1: generating snow loads on a 2 slopes 3D portal frame with gutter (TTAD #11113) .......................... 346

3.60 EC1: generating snow loads on duopitch multispan roofs according to German standards (DIN EN 1991-1-3/NA) (DEV2012 #3.13) ................................................................................ ....................................................... 346

3.61 EC1: snow on a 3D portal frame with horizontal roof and parapet with height reduction (TTAD #11191) . 346

3.62

EC1: generating snow loads on monopitch multispan roofs according to German standards (DIN EN 1991-1-3/NA) (DEV2012 #3.13) ......................................................................................... ........................................... 347

3.63 EC1: generating wind loads on double slope 3D portal frame according to Czech standards (CSN EN1991-1-4) (DEV2012 #3.18) ..................................................................................... ............................................ 347

3.64 EC1: generating snow loads on two side by side roofs with different heights, according to Germanstandards (DIN EN 1991-1-3/NA) (DEV2012 #3.13) .................................................................................. .......... 347

3.65

EC1: generating snow loads on two close roofs with different heights according to Czech standards (CSNEN 1991-1-3) (DEV2012 #3.18) ........................................................................................... ................................ 347

3.66 EC1: generating snow loads on a 3D portal frame with horizontal roof and gutter (TTAD #11113) .......... 348

3.67

EC1: generating snow loads on a 3D portal frame with a roof which has a small span (< 5m) and a parapet

(TTAD #11735) .................................................................................................................................................... 348

3.68

EC1: generating wind loads on double slope 3D portal frame with a fully opened face (DEV2012 #1.6) . 348

3.69 EC1: generating wind loads on an isolated roof with two slopes (TTAD #11695) ..................................... 348

3.70 EC1: generating wind loads on duopitch multispan roofs with pitch < 5 degrees (TTAD #11852) ............ 349

3.71 EC1 NF: generating wind loads on a 3D portal frame with 2 slopes roof (TTAD #11932) ........................ 349

3.72 EC1: wind load generation on simple 3D portal frame with 4 slopes roof (TTAD #11604) ........................ 349

3.73

EC1: wind load generation on a high building with horizontal roof ............................................................ 349

3.74

EC1: Generating 2D wind and snow loads on a 2 opposite slopes portal with Z down axis. (TTAD #15094) ... 350

3.75

EC1: Generating snow loads on 2 side by side single roof compounds with different height (TTAD 13158) .... 350

3.76 EC1: Generating snow loads on a 4 slopes shed with parapets. (TTAD #14578)..................................... 350


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3.77 EC1: Generating snow loads on a custom multiple slope building. (TTAD #14285).................................. 350

3.78 EC1: Generating 2D snow loads on a one horizontal slope portal. (TTAD #14975) .................................. 350

3.79 EC1: Generating 2D wind and snow loads on a 4 slope shed next to a higher one slope compound. (TTAD#15047) ...................................................... ................................................................... ....................................... 351

3.80

EC1: Generating wind loads on a 3 compound building. (TTAD #13190) ................................................. 351

3.81

EC1: Generating 2D wind loads on a 2 slope portal. (TTAD #14531) ....................................................... 351

3.82

EC1: wind load generation on portal with CsCd set to auto according to Romanian national annex. (TTAD#13930w) ........................................................................................................................ ...................................... 351

3.83 EC1: snow load generation on double compound with gutters and parapets on all sides.(TTAD #13717)351

3.84 EC1: Generating 2D wind loads on a multiple roof portal. (TTAD #15140) ............................................... 352

3.85 EC1: Generating wind loads on a double slope with 5 degrees. (TTAD #15307) ...................................... 352

3.86 EC1: Generating 2D snow loads on a 2 slope portal with one lateral parapet. (TTAD #14530) ................ 352

3.87

EC1: Generating 2D wind loads on a 2 slope isolated roof. (TTAD #14985) ............................................. 352

3.88

EC1: wind load generation on a signboard ......................................................... ....................................... 352

3.89 EC1: wind load generation on a building with multispan roofs ..... ............................................................. 353

3.90 EC1: Generating wind loads on a 2 horizontal slopes building one higher that the other. (TTAD #13320)353

3.91 EC1: Generating 2D wind loads on a double slope roof with an opening. (TTAD #15328) ....................... 353

3.92 EC1: wind load generation on a simple 3D portal frame with 2 slopes roof (TTAD #11602) ..................... 353

3.93

EC1: wind load generation on a simple 3D structure with horizontal roof .................................................. 353

4 COMBINATIONS ................................................................................................................. 355

4.1

Generating combinations (TTAD #11673) ...................................................................... ............................ 356

4.2

Generating load combinations after changing the load case number (TTAD #11359)........................... ..... 356

4.3

Generating load combinations with unfavorable and favorable/unfavorable predominant action (TTAD#11357) ...................................................... ................................................................... ....................................... 356

4.4 Generating combinations for NEWEC8.cbn (TTAD #11431) ...................................................................... 356

4.5 Defining concomitance rules for two case families (TTAD #11355) ............................................................ 356

4.6 Generating the concomitance matrix after adding a new dead load case (TTAD #11361) ......................... 357

4.7

Performing the combinations concomitance standard test no. 5 (DEV2012 #1.7) ...................................... 357

4.8 Performing the combinations concomitance standard test no.9 (DEV2012 #1.7) ....................................... 357

4.9

Performing the combinations concomitance standard test no.6 (DEV2012 #1.7) ....................................... 358

4.10 Performing the combinations concomitance standard test no.4 (DEV2012 #1.7)..................................... 358

4.11 Performing the combinations concomitance standard test no.8 (DEV2012 #1.7)...................................... 358


4.13 Performing the combinations concomitance standard test no.10 (DEV2012 #1.7) .................................... 359


4.15 Generating a set of combinations with Q group of loads (TTAD #11960) ................................. ................ 360


4.17 Performing the combinations concomitance standard test no.1 (DEV2010#1.7)....................................... 360

4.18

Generating a set of combinations with seismic group of loads (TTAD #11889) ........................................ 360


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4.19 Generating a set of combinations with different Q "Base" types (TTAD #11806) ...................................... 361

4.20 Generating the concomitance matrix after switching back the effect for live load (TTAD #11806)............ 361

4.21 Verifying combinations for CZ localization (TTAD #12542) ............................................................. .......... 361

5 CONCRETE DESIGN .......................................................................................................... 363

5.1

EC2: Verifying the longitudinal reinforcement area of a beam under a linear load - horizontal level behaviorlaw 364

5.2

EC2: Verifying the longitudinal reinforcement area of a beam under a linear load - bilinear stress-straindiagram ............................................................ ................................................................... ................................. 364

5.3

EC2: Verifying the longitudinal reinforcement area of a beam under a linear load ..................................... 364

5.4

Modifying the "Design experts" properties for concrete linear elements (TTAD #12498) ........................... 364

5.5

EC2: Verifying the longitudinal reinforcement area for a beam subjected to point loads ............................ 364

5.6 EC2: Verifying the minimum reinforcement area for a simply supported beam .......................................... 365

5.7

EC2: Verifying the longitudinal reinforcement area of a beam under a linear load - inclined stress strain

behavior law ......................................................................................................................... ................................ 365

5.8 EC2 Test 1: Verifying a rectangular cross section beam made from concrete C25/30 to resist simplebending - Bilinear stress-strain diagram ............................................................................................................... 366

5.9

EC2 Test 5: Verifying a T concrete section, without compressed reinforcement - Bilinear stress-straindiagram ..................................................................................................................... ........................................... 371

5.10

EC2 Test 3: Verifying a rectangular concrete beam subjected to uniformly distributed load, withcompressed reinforcement- Bilinear stress-strain diagram ....................................... ........................................... 375

5.11

EC2 Test 44: Verifying a rectangular concrete beam subjected to eccentric loading - Bilinear stress-straindiagram (Class X0) ................................................................. ................................................................... ........... 384

5.12

EC2 Test 45: Verifying a rectangular concrete beam supporting a balcony - Bilinear stress-strain diagram(Class XC1) ................................................................. .................................................................... ..................... 390

5.13 EC2 Test 43: Verifying a square concrete column subjected to a small rotation moment and significantcompression force to the top with Nominal Curvature Method - Bilinear stress-strain diagram (Class XC1) ....... 397

5.14

EC2 Test 46 I: Verifying a square concrete beam subjected to a normal force of traction - Inclined stress-strain diagram (Class X0) .................................................................. ................................................................... 406

5.15 EC2 Test30: Verifying the shear resistance for a T concrete beam with inclined transversal reinforcement -Bilinear stress-strain diagram (Class XC1) ................................................................ ........................................... 409

5.16 EC2 Test 20: Verifying the crack openings for a rectangular concrete beam subjected to a uniformlydistributed load, without compressed reinforcement - Bilinear stress-strain diagram (Class XD1) ....................... 413

5.17

EC2 Test 26: Verifying the shear resistance for a rectangular concrete beam with vertical transversalreinforcement - Bilinear stress-strain diagram (Class XC1) ............................................................. ..................... 420

5.18

EC2 Test29: Verifying the shear resistance for a T concrete beam with inclined transversal reinforcement -Inclined stress-strain diagram (Class XC1) ....................................... ................................................................... 424

5.19 EC2 Test 18: Verifying a rectangular concrete beam subjected to a uniformly distributed load, withcompressed reinforcement - Bilinear stress-strain diagram (Class XD1) ............................................................. 428

5.20

EC2 Test 24: Verifying the shear resistance for a rectangular concrete beam with vertical transversalreinforcement - Bilinear stress-strain diagram (Class XC1) ............................................................. ..................... 433

5.21 EC2 Test28: Verifying the shear resistance for a T concrete beam with inclined transversal reinforcement -Bilinear stress-strain diagram (Class X0) ........................................................................................ ..................... 437

5.22

EC2 Test34: Verifying a rectangular concrete column subjected to compression on the top Methodbased on nominal stiffness - Bilinear stress-strain diagram (Class XC1) ............................................................. 441

5.23

EC2 Test 38: Verifying a rectangular concrete column using the simplified method Professional rules -Bilinear stress-strain diagram (Class XC1) ................................................................ ........................................... 449


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5.24 EC2 Test32: Verifying a square concrete column subjected to compression and rotation moment to the top Method based on nominal curvature- Bilinear stress-strain diagram (Class XC1) ............................................. 452

5.25

EC2 Test36: Verifying a rectangular concrete column using the method based on nominal curvature-Bilinear stress-strain diagram (Class XC1) ........................................................................................................... 462

5.26 EC2 Test 40: Verifying a square concrete column subjected to a small compression force and significant

rotation moment to the top - Bilinear stress-strain diagram (Class XC1) .............................................................. 469

5.27 EC2 Test 42: Verifying a square concrete column subjected to a significant rotation moment and smallcompression force to the top with Nominal Curvature Method - Bilinear stress-strain diagram (Class XC1) ........ 476

5.28 EC2 Test33: Verifying a square concrete column subjected to compression by nominal rigidity method-Bilinear stress-strain diagram (Class XC1) ........................................................................................................... 485

5.29 EC2 Test 37: Verifying a square concrete column using the simplified method Professional rules -Bilinear stress-strain diagram (Class XC1) ........................................................................................................... 493

5.30

EC2 Test 41: Verifying a square concrete column subjected to a significant compression force and smallrotation moment to the top - Bilinear stress-strain diagram (Class XC1) .............................................................. 497

5.31

EC2 Test31: Verifying a square concrete column subjected to compression and rotation moment to the top- Bilinear stress-strain diagram (Class XC1) ......................................................................................................... 509

5.32

EC2 Test35: Verifying a rectangular concrete column subjected to compression to top Based on nominalrigidity method - Bilinear stress-strain diagram (Class XC1) ................................................................. ................ 523

5.33

EC2 Test 39: Verifying a circular concrete column using the simplified method Professional rules -Bilinear stress-strain diagram (Class XC1) ........................................................................................................... 534

5.34 EC2 Test 46 II: Verifying a square concrete beam subjected to a normal force of traction - Bilinear stress-strain diagram (Class X0) ............................................................................................... ...................................... 538

5.35

EC2: Verifying the transverse reinforcement area for a beam subjected to linear loads ........................... 542

5.36 EC2 Test 2: Verifying a rectangular concrete beam subjected to a uniformly distributed load, withoutcompressed reinforcement - Bilinear stress-strain diagram .................................................................. ................ 543

5.37 EC2 Test 9: Verifying a rectangular concrete beam with compressed reinforcement Inclined stress-straindiagram .................................................................. ................................................................... ............................ 550

5.38 EC2 Test 7: Verifying a T concrete section, without compressed reinforcement- Bilinear stress-straindiagram ................................................................... ................................................................... ........................... 560

5.39

EC2 Test 10: Verifying a T concrete section, without compressed reinforcement - Inclined stress-straindiagram .................................................................. ................................................................... ............................ 564

5.40 EC2 Test 13: Verifying a rectangular concrete beam subjected to a uniformly distributed load, withoutcompressed reinforcement - Bilinear stress-strain diagram (Class XD1)......................................................... ..... 569

5.41

EC2 Test 15: Verifying a T concrete section, without compressed reinforcement- Bilinear stress-straindiagram ................................................................... ................................................................... ........................... 575

5.42

EC2 Test 4 I: Verifying a rectangular concrete beam subjected to Pivot A efforts Inclined stress-strain

diagram ................................................................... ................................................................... ........................... 581

5.43

EC2 Test 8: Verifying a rectangular concrete beam without compressed reinforcement Inclined stress-strain diagram ................................................................... .................................................................... ................ 587

5.44

EC2 Test 17: Verifying a rectangular concrete beam subjected to a uniformly distributed load, withoutcompressed reinforcement - Inclined stress-strain diagram (Class XD1) ............................................................. 594

5.45 EC2 Test 12: Verifying a rectangular concrete beam subjected to uniformly distributed load, withoutcompressed reinforcement- Bilinear stress-strain diagram (Class XD3) ........................................................... .... 599

5.46

EC2 Test 16: Verifying a T concrete section, without compressed reinforcement- Bilinear stress-straindiagram ................................................................... ................................................................... ........................... 605

5.47 EC2 Test 6: Verifying a T concrete section, without compressed reinforcement- Bilinear stress-straindiagram ................................................................... ................................................................... ........................... 611

5.48 EC2 Test 11: Verifying a rectangular concrete beam subjected to a uniformly distributed load, withoutcompressed reinforcement- Bilinear stress-strain diagram (Class XD1) ........................................................... .... 615


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5.49 EC2 Test 14: Verifying a rectangular concrete beam subjected to a uniformly distributed load, withcompressed reinforcement- Bilinear stress-strain diagram (Class XD1) ......................................... ..................... 621

5.50

EC2 Test 23: Verifying the shear resistance for a rectangular concrete - Bilinear stress-strain diagram(Class XC1) ................................................................. .................................................................... ..................... 627

5.51 EC2 Test 27: Verifying the shear resistance for a rectangular concrete beam with vertical transversal

reinforcement - Bilinear stress-strain diagram (Class XC1) ............................................................. ..................... 633

5.52 EC2 Test 19: Verifying the crack openings for a rectangular concrete beam subjected to a uniformlydistributed load, without compressed reinforcement - Bilinear stress-strain diagram (Class XD1) ....................... 637

5.53 EC2 Test 25: Verifying the shear resistance for a rectangular concrete beam with inclined transversalreinforcement - Bilinear stress-strain diagram (Class XC1) ............................................................. ..................... 643

5.54 Verifying the capacity design results according to Eurocode EC2 and EC8 French standards. (DEV2013#8.3) 647

5.55

EC2 Test 4 II: Verifying a rectangular concrete beam subjected to Pivot B efforts Inclined stress-straindiagram ...................................................................................................................... .......................................... 648

5.56

Verifying the peak smoothing influence over mesh, the punching verification and punching reinforcementresults when Z down axis is selected. (TTAD #14963)......................................................... ................................ 653

5.57

EC2 Test 47: Verifying a rectangular concrete beam subjected to tension load - Bilinear stress-straindiagram (Class XD2) ....................................................................................................................... ..................... 654

5.58

EC2 Test 47 I: Verifying a rectangular concrete beam subjected to a tension distributed load - Bilinearstress-strain diagram (Class XD2)....................................................................................... ................................. 660

5.59 Testing the punching verification and punching reinforcement results on loaded analysis model (TTAD#14332) ............................................................ ................................................................... ................................. 663

5.60

EC2: column design with Nominal Stiffness method square section (TTAD #11625) ............................. 663

5.61 Verifying the longitudinal reinforcement for a horizontal concrete bar with rectangular cross section ....... 663

5.62

Verifying the minimum transverse reinforcement area results for an articulated beam (TTAD #11342) ... 663

5.63

Verifying the minimum transverse reinforcement area results for articulated beams (TTAD #11342) ...... 664

5.64

Verifying the reinforced concrete results on a structure with 375 load cases combinations (TTAD #11683) .... 664

5.65

Verifying the reinforced concrete results on a fixed beam (TTAD #11836) ............................................... 664

5.66

Verifying the longitudinal reinforcement for a fixed linear element (TTAD #11700) .................................. 665

5.67 Verifying concrete results for linear elements (TTAD #11556) .................................................................. 665

5.68

Verifying concrete results for planar elements (TTAD #11583) ................................................................. 665

5.69

Verifying the reinforcement of concrete columns (TTAD #11635) ............................................................. 665

5.70

Verifying Aty and Atz for a fixed concrete beam (TTAD #11812) .............................................................. 666

5.71

Verifying the longitudinal reinforcement bars for a filled circular column (TTAD #11678) ......................... 666

5.72

Verifying the longitudinal reinforcement for linear elements (TTAD #11636) ............................................ 666

5.73 EC2 : calculation of a square column in traction (TTAD #11892) .............................................................. 666

6

GENERAL APPLICATIONS ................................................................................................ 667

6.1 Verifying element creation using commas for coordinates (TTAD #11141) ................................................ 668

6.2 Verifying the precision of linear and planar concrete covers (TTAD #12525) ............................................. 668

6.3

Defining the reinforced concrete design assumptions (TTAD #12354) ...................................................... 668

6.4 Generating liquid pressure on horizontal and vertical surfaces (TTAD #10724) ........................................ 668

6.5

Verifying 2 joined vertical elements with the clipping option enabled (TTAD #12238) ................................ 668

6.6 Verifying the objects rename function (TTAD #12162) .......................................................... ..................... 668


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17

6.7 Creating and updating model views and post-processing views (TTAD #11552) ....................................... 669

6.8 Changing the default material (TTAD #11870) ..................................................... ...................................... 669

6.9 Importing a cross section from the Advance Steel profiles library (TTAD #11487) ..................................... 669

6.10 Verifying mesh, CAD and climatic forces - LPM meeting .......................................................................... 669

6.11

Creating a new Advance Design file using the "New" command from the "Standard" toolbar (TTAD#12102) ...................................................... ................................................................... ....................................... 669

6.12

Verifying the appearance of the local x orientation legend (TTAD #11737) .............................................. 670

6.13

Creating system trees using the copy/paste commands (DEV2012 #1.5) ................................................. 670

6.14

Launching the verification of a model containing steel connections (TTAD #12100)................................. 670

6.15

Creating system trees using the copy/paste commands (DEV2012 #1.5) ................................................. 670

6.16

Verifying material properties for C25/30 (TTAD #11617) ......................... ................................................. 670

6.17

Verifying the synthetic table by type of connection (TTAD #11422) .......................................................... 671

6.18

Verifying the overlapping when a planar element is built in a hole.(TTAD #13772) ................................... 671

6.19

Verifying geometry properties of elements with compound cross sections (TTAD #11601) ...................... 671

7

IMPORT / EXPORT .............................................................................................................. 673

7.1 Verifying the export of a linear element to GTC (TTAD #10932, TTAD #11952) ........................................ 674

7.2 Exporting an Advance Design model to DO4 format (DEV2012 #1.10) ...................................................... 674

7.3 Exporting an analysis model to ADA (through GTC) (DEV2012 #1.3) ........................................................ 674

7.4

Verifying the GTC files exchange between Advance Design and SuperSTRESS (DEV2012 #1.9) ........... 674

7.5

Importing GTC files containing elements with haunches from SuperSTRESS (TTAD #12172) .................. 674

7.6

Exporting an analysis model to ADA (through GTC) (DEV2012 #1.3) ........................................................ 675

7.7 Importing GTC files containing elements with circular hollow sections, from SuperSTRESS (TTAD #12197) ... 675

7.8 Importing GTC files containing elements with circular hollow sections, from SuperSTRESS (TTAD #12197) ... 675

7.9 Verifying the releases option of the planar elements edges after the model was exported and imported viaGTC format (TTAD #12137) ........................................................................................... ...................................... 675

7.10

System stability when importing AE files with invalid geometry (TTAD #12232) ....................................... 675

7.11

Verifying the load case properties from models imported as GTC files (TTAD #12306) ........... ................ 676

7.12

Importing IFC files containing continuous foundations (TTAD #12410) ..................................................... 676

7.13

Importing GTC files containing "PH.RDC" system (TTAD #12055) ........................................................... 676

7.14

Exporting a meshed model to GTC (TTAD #12550) .................................................................. ................ 676

8

JOINT DESIGN .................................................................................................................... 677

8.1 Deleting a welded tube connection - 1 gusset bar (TTAD #12630)............................................................. 678

8.2

Creating connections groups (TTAD #11797) ............................... ............................................................. 678

9

MESH ................................................................................................................................... 679

9.1

Verifying the mesh for a model with generalized buckling (TTAD #11519) ................................................. 680

9.2 Creating triangular mesh for planar elements (TTAD #11727) ........................................ ........................... 680

9.3

Verifying mesh points (TTAD #11748) ................................................................. ....................................... 680

9.4 Verifying the options to take into account loads in linear and planar elements mesh.(TTAD #15251)........ 680


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18

9.5 Verifying the mesh of a planar element influenced by peak smoothing. ..................................................... 680

10 OTHER CLIMATIC ENGINES ............................................................................................. 681

10.1 NV2009: Verifying wind on a protruding canopy. (TTAD #13880) ............................................................. 682

10.2 NV2009: Generating wind loads on a 2 slopes 3D portal frame at 15m height (TTAD #12604) ............... 682

10.3

NV2009: Verifying wind and snow reports for a protruding roof (TTAD #11318) ...................................... 682

10.4

NV2009: generating wind loads and snow loads on a simple structure with planar support (TTAD #11380) ... 682

11 REPORTS GENERATOR .................................................................................................... 683

11.1

Generating a report with modal analysis results (TTAD #10849) .............................................................. 684

11.2

System stability when the column releases interfere with support restraints (TTAD #10557) ................... 684

11.3

Modal analysis: eigen modes results for a structure with one level ........................................................... 684

11.4 Generating the critical magnification factors report (TTAD #11379) ............................................... .......... 684

11.5

Verifying the model geometry report (TTAD #12201) .............................................. ................................. 684

11.6

Verifying the shape sheet for a steel beam (TTAD #12455) ..................................................................... 685

11.7

Verifying the shape sheet report (TTAD #12353) ................................................................. ..................... 685

11.8

Verifying the EC2 calculation assumptions report (TTAD #11838) ........................................................... 685

11.9

Verifying the Max row on the user table report (TTAD #12512) ................................................................ 685

11.10

Verifying the Min/Max values from the user reports (TTAD# 12231) ...................................................... 685

11.11

Verifying the global envelope of linear elements stresses (on the end point of super element) (TTAD#12230, TTAD #12261) .......................................................... .................................................................... .......... 685

11.12 Creating the steel materials description report (TTAD #11954) .............................................................. 686

11.13

Verifying the global envelope of linear elements forces result (on each 1/4 of mesh element) (TTAD#12230) 686

11.14

Verifying the global envelope of linear elements forces result (on end points and middle of super element)(TTAD #12230) .................................................................................................................................................... 686

11.15

Creating the rules table (TTAD #11802) .......................................... ....................................................... 686

11.16 Verifying the global envelope of linear elements forces result (on the start point of super element) (TTAD#12230) 686

11.17 Verifying the global envelope of linear elements forces result (on all quarters of super element) (TTAD#12230) 687

11.18

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

#12230) 687

11.19 Verifying the global envelope of linear elements forces result (on start and end of super element) (TTAD#12230) 687

11.20 Verifying the global envelope of linear elements displacements (on end points and middle of superelement) (TTAD #12230) ......................................................... ................................................................... .......... 687

11.21

Verifying the global envelope of linear elements displacements (on the start point of super element)(TTAD #12230) .................................................................................................................................................... 688

11.22 Verifying the global envelope of linear elements stresses (on the start point of super element) (TTAD#12230) 688

11.23

Verifying the global envelope of linear elements stresses (on end points and middle of super element)(TTAD #12230) .................................................................................................................................................... 688

11.24

Verifying the global envelope of linear elements displacements (on all quarters of super element) (TTAD #12230) 689


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19

11.25 Verifying the global envelope of linear elements stresses (on start and end of super element) (TTAD #12230) ..... 689

11.26 Verifying the global envelope of linear elements forces result (on the end point of super element) (TTAD#12230, #12261) .................. ................................................................... ............................................................. 689

11.27

Verifying the global envelope of linear elements displacements (on start and end of super element)(TTAD #12230) ............................................................................. ................................................................... ..... 690

11.28

Verifying the global envelope of linear elements stresses (on all quarters of super element) (TTAD #12230) 690

11.29 Verifying the shape sheet strings display (TTAD #12622) .................................................................. ..... 690

11.30 Verifying the modal analysis report (TTAD #12718) ............................................................... ................. 690

11.31 Verifying the steel shape sheet display (TTAD #12657) ......................................................... ................. 690

12 SEISMIC ANALYSIS ........................................................................................................... 691

12.1

EC8 French Annex: verifying torsors on walls ................................................................ ........................... 692

12.2 EC8 French Annex: verifying torsors on grouped walls from a multi-storey concrete structure ................. 692

12.3

EC8: verifying the sum of actions on supports and nodes restraints (TTAD #12706) ........................... .... 692

12.4

Verifying the damping correction influence over the efforts in supports (TTAD #13011). .......................... 692

12.5

Seismic norm PS92: verifying efforts and torsors on planar elements (TTAD #12974) ............................. 692

12.6

Verifying the spectrum results for EC8 seism (TTAD #12472) .................................................................. 693

12.7

Verifying the displacements results of a linear element for spectrum with renewed building option,according to Eurocode EC8 standard (TTAD #14161) ............................................................. ............................ 693

12.8 EC8 Romanian Annex: verifying action results and torsors per modes on point, linear and planar supports(TTAD #14840) ............................................................................. .................................................................... .... 693

12.9 EC 8 General Annex: verifying torsors on a 6 storey single concrete core subjected to horizontal forcesand seismic action ...................................... ................................................................... ....................................... 693

12.10

EC8 French Annex: verifying seismic results when a design spectrum is used (TTAD #13778) ............. 694

12.11

EC8 French Annex: verifying torsors on walls, elastic linear supports and user-defined section cuts(TTAD #14460) ............................................................................. ................................................................... ..... 694

12.12 Verifying the displacements results of a linear element for an envelope spectrum according to RomanianEC8 appendix (DEV2013 #8.2) ...... .................................................................... .................................................. 694

12.13

Verifying the displacements results of a linear element for an envelope spectrum according to EurocodeEC8 standard (DEV2013 #8.2) ........................................................................... .................................................. 694

12.14 Verifying the displacements results of a linear element for an envelope spectrum according to Maroccoseismic standards (RPS 2011) (DEV2013 #8.2) ............................................................. ...................................... 695

12.15

EC8 Fr Annex: Generating forces results per modes on linear and planar elements (TTAD #13797) .... 695

12.16

Verifying seismic efforts on planar elements with Q4 and T3-Q4 mesh type (TTAD #14244) ................. 695

12.17 Verifying the displacements results of a linear element according to Marocco seismic standards (RPS2011) (DEV2013 #3.6) .................................................................. ................................................................... ..... 695

12.18 Verifying the displacements results of a linear element for an envelope spectrum according to FrenchPS92/100 standard (DEV2013 #8.2) .................................................................. .................................................. 696

12.19 EC8 : Verifying the displacements results of a linear element according to Czech seismic standards (CSNEN 1998-1) (DEV2012 #3.18) .................................................................. ............................................................. 696

12.20

Verifying the spectrum results for EC8 seism (TTAD #11478) ................................................................ 696

12.21

Verifying signed concomitant linear elements envelopes on Fx report (TTAD #11517) .......................... 697

12.22

EC8: Verifying earthquake description report in analysis with Z axis down. (TTAD #15095) .................. 697

12.23

Verifying the combinations description report (TTAD #11632) ................................................ ................ 697


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1 Finite Element Method


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22

1.1 Cantilever rectangular plate (01-0001SSLSB_FEM)

Test ID: 2433

Test status: Passed

1.1.1 Description

Verifies the vertical displacement on the free extremity of a cantilever rectangular plate fixed on one side. The plate is1 m long, subjected to a uniform planar load.

1.1.2 Background

1.1.2.1 Model description

Reference: Structure Calculation Software Validation Guide, test SSLS 01/89.

Analysis type: linear static.

Element type: planar.

Cantilever rectangular plate Scale =1/4

01-0001SSLSB_FEM

Units

S.I.

Geometry

Thickness: e = 0.005 m,

Length: l = 1 m,

Width: b = 0.1 m.

Materials properties

Longitudinal elastic modulus: E = 2.1 x 1011

Pa,

Poisson's ratio: = 0.3.

Boundary conditions

Outer: Fixed at end x = 0,

Inner: None.


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23

Loadings

External: Uniform load p = -1700 Pa on the upper surface,

Internal: None.

1.1.2.2 Displacement of the model in the linear elastic range

Reference solution

The reference displacement is calculated for the unsupported end located at x = 1m.

u =bl

4p

8EIz =

0.1 x 14x 1700

8 x 2.1 x 1011

x0.1 x 0.005

3

12

= -9.71 cm

Finite elements modeling

Planar element: plate, imposed mesh,

1100 nodes,

990 surface quadrangles.

Deformed shape

Deformed cantilever rectangular plate Scale =1/4

01-0001SSLSB_FEM

1.1.2.3 Theoretical results

Solver Result name Result description Reference value

CM2 DZ Vertical displacement on the free extremity [cm] -9.71

1.1.3 Calculated results

Result name Result description Value Error

DZ Vertical displacement on the free extremity [cm] -9.58696 cm 1.27%


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1.2 Thin lozenge-shaped plate fixed on one side (alpha = 30 ) (01-0009SDLSB_FEM)

Test ID: 2441

Test status: Passed

1.2.1 Description

Verifies the eigen modes frequencies for a 10 mm thick lozenge-shaped plate fixed on one side, subjected to its ownweight only.

1.2.2 Background


Reference: Structure Calculation Software Validation Guide, test SDLS 02/89;

Analysis type: modal analysis;


Thin lozenge-shaped plate fixed on one side Scale =1/1001-0009SDLSB_FEM

Units

I. S.

Geometry

Thickness: t = 0.01 m,

Side: a = 1 m,

= 30

Points coordinates:

A ( 0 ; 0 ; 0 )

B ( a ; 0 ; 0 )

C ( 0.5a ; EAA 3 A

E2 EAa ; 0 )

D ( 1.5a ; EAA 3 A

E2 EAa ; 0 )


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Pa,

Poisson's ratio: = 0.3,

Density: = 7800 kg/m3.

Boundary conditions

Outer: AB side fixed,

Inner: None.

Loading

External: None,

Internal: None.

1.2.2.2 Eigen mode frequencies relative to the angle

Reference solution

M. V. Barton formula for a lozenge of side "a" leads to the frequencies:

fj= 2a2

1i

2

)1(12

Et2

2

where i = 1,2, or i

2= g().

= 301

2 3.9612

2 10.19M. V. Barton noted the sensitivity of the result relative to the mode and the angle. He acknowledged that the ivalues were determined with a limited development of an insufficient order, which led to consider a reference valuethat is based on an experimental result, verified by an average of seven software that use the finite elementscalculation method.



961 nodes,


Eigen mode shapes


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CM2 Eigen mode Eigen mode 1 frequency [Hz] 9.8987




Eigen mode 1 frequency [Hz] 9.82 Hz -0.80%



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1.3 Thin lozenge-shaped plate fixed on one side (alpha = 0 ) (01-0007SDLSB_FEM)

Test ID: 2439

Test status: Passed

1.3.1 Description

Verifies the eigen modes frequencies for a 10 mm thick lozenge-shaped plate fixed on one side, subjected to its ownweight only.

1.3.2 Background


Reference: Structure Calculation Software Validation Guide, test SDLS 02/89;

Analysis type: modal analysis;


Thin lozenge-shaped plate fixed on one side Scale =1/1001-0007SDLSB_FEM

Units

I. S.

Geometry

Thickness: t = 0.01 m,

Side: a = 1 m,

= 0

Points coordinates:

A ( 0 ; 0 ; 0 )

B ( a ; 0 ; 0 )

C ( 0 ; a ; 0 )

D ( a ; a ; 0 )


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Pa,



Boundary conditions

Outer: AB side fixed,

Inner: None.

Loading

External: None,

Internal: None.

1.3.2.2 Eigen mode frequencies relative to the angle

Reference solution

M. V. Barton formula for a side "a" lozenge, leads to the frequencies:

fj= 2a2

1i

2

)1(12

Et2

2

where i = 1,2, and i

2= g().

= 01

2 3.4922

2 8.525M.V. Barton noted the sensitivity of the result relative to the mode and the angle. He acknowledged that the ivalues were determined with a limited development of an insufficient order, which led to consider a reference valuethat is based on an experimental result, verified by an average of seven software that use the finite elementscalculation method.



61 nodes,


Eigen mode shapes


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30

1.4 System of two bars with three hinges (01-0002SSLLB_FEM)

Test ID: 2434

Test status: Passed

1.4.1 Description

On a system of two bars (AC and BC) with three hinges, a punctual load in applied in point C. The verticaldisplacement in point C and the tensile stress on the bars are verified.

1.4.2 Background


Reference: Structure Calculation Software Validation Guide, test SSLL 09/89;

Analysis type: linear static;

Element type: linear.

System of two bars with three hinges Scale =1/330002SSLLB_FEM

Units

I. S.

Geometry

Bars angle relative to horizontal: = 30,

Bars length: l = 4.5 m,

Bar section: A = 3 x 10-4

m2.



Pa.

4.500m

30 30

4.500

m

AA BB

CC

FF

X

Y

Z X

Y

Z


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31

Boundary conditions

Outer: Hinged in A and B,

Inner: Hinge on C

Loading

External: Punctual load in C: F = -21 x 10

3

N. Internal: None.

1.4.2.2 Displacement of the model in C

Reference solution

uc= -3 x 10-3

m


Linear element: beam, imposed mesh,

21 nodes,

20 linear elements.

Displacement shape

System of two bars with three hinges Scale =1/33

Displacement in C 0002SSLLB_FEM

1.4.2.3 Bars stresses

Reference solutions

AC bar = 70 MPa

BC bar = 70 MPa


Linear element: beam, imposed mesh,

21 nodes,

20 linear elements.


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1.4.2.4 Shape of the stress diagram

System of two bars with three hinges Scale =1/34

Bars stresses 0002SSLLB_FEM



CM2 DZ Vertical displacement in point C [cm] -0.30

CM2 Sxx Tensile stress on AC bar [MPa] 70

CM2 Sxx Tensile stress on BC bar [MPa] 70



DZ Vertical displacement in point C [cm] -0.299954 cm 0.02%

Sxx Tensile stress on AC bar [MPa] 69.9998 MPa 0.00%

Sxx Tensile stress on BC bar [MPa] 69.9998 MPa 0.00%


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1.5 Thin circular ring fixed in two points (01-0006SDLLB_FEM)

Test ID: 2438

Test status: Passed

1.5.1 Description

Verifies the first eigen modes frequencies for a thin circular ring fixed in two points, subjected to its own weight only.

1.5.2 Background


Reference: Structure Calculation Software Validation Guide, test SDLL 12/89;

Analysis type: modal analysis, plane problem;

Element type: linear.

Thin circular ring fixed in two points Scale =1/2

01-0006SDLLB_FEM

Units

I. S.

Geometry

Average radius of curvature: OA = OB = R = 0.1 m,

Angular spacing between points A and B: 120 ;

Rectangular straight section:

Thickness: h = 0.005 m,

Width: b = 0.010 m,

Section: A = 5 x 10-5

m2,

Flexure moment of inertia relative to the vertical axis: I = 1.042 x 10-10

m4,


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Point coordinates:

O (0 ;0),

A (-0.05 3 ; -0.05),

B (0.05 3 ; -0.05).



Pa



Boundary conditions

Outer: Fixed at A and B,

Inner: None.

Loading

External: None,

Internal: None.

1.5.2.2 Eigen mode frequencies

Reference solutions

The deformation of the fixed ring is calculated from the deformations of the free-free thin ring

Symmetrical mode:

ui= i cos(i)

vi= sin (i)

i= AError! Bookmark not defined.AA1-i

2

R EAsin (i)

Antisymmetrical mode: ui= i sin(i)

vi= -cos (i)

i= AError! Bookmark not defined.AA1-i

2

R EAcos (i)

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