T.1 Viewing the output file
During the analysis process, STAAD.Pro creates an Output file. This file provides important information on whether the analysis was performed properly.
For example, if STAAD.Pro encounters an instability problem during the analysis process, it will be reported in the output file.
Note: If you did not select to open the output file after
running the analysis in the previous procedure, you can open it any time
through the user interface. On the
Utilities ribbon tab, select the
Analysis Output tool in the
View group.
Tip: By default, the output file
contains a listing of the entire input also. You may choose not to print the
echo of the input commands in the Output file. On the
Analysis and Design ribbon tab, select the
tool option from the
menu bar and the select the
Echo Off option in the
Set Echo dialog.
It is strongly recommended that you review the entire output file to ensure that the results are reasonable and that there are no error messages or warnings reported, etc. Errors encountered during the analysis & design can disable access to the post-processing mode. The information presented in the output file is a crucial indicator of whether or not the structure satisfies the engineering requirements of safety and serviceability.
PAGE NO. 1 **************************************************** * * * STAAD.Pro CONNECT Edition * * Version 22.12.00.*** * * Proprietary Program of * * Bentley Systems, Inc. * * Date= OCT 27, 2022 * * Time= 15: 6:40 * * * * Licensed to: Bentley Systems Inc * **************************************************** 1. STAAD PLANE PORTAL FRAME INPUT FILE: Tutorial 1 - Steel Portal Frame.STD 2. START JOB INFORMATION 3. ENGINEER DATE 15-FEB-02 4. END JOB INFORMATION 5. INPUT WIDTH 79 6. UNIT FEET KIP 7. JOINT COORDINATES 8. 1 0 0 0; 2 0 15 0; 3 20 15 0; 4 20 0 0 9. MEMBER INCIDENCES 10. 1 1 2; 2 2 3; 3 3 4 11. MEMBER PROPERTY AMERICAN 12. 1 3 TABLE ST W12X35 13. 2 TABLE ST W14X34 14. UNIT INCHES 15. DEFINE MATERIAL START 16. ISOTROPIC STEEL 17. E 29000 18. POISSON 0.3 19. DENSITY 283E-006 20. ALPHA 6E-006 21. DAMP 0.03 22. TYPE STEEL 23. STRENGTH FY 36 FU 58 RY 1.5 RT 1.2 24. END DEFINE MATERIAL 25. CONSTANTS 26. MATERIAL STEEL ALL 27. MEMBER OFFSET 28. 2 START 6 0 0 29. 2 END -6 0 0 30. PRINT MEMBER INFORMATION ALL MEMBER INFORMAT ALL PORTAL FRAME -- PAGE NO. 2 MEMBER INFORMATION ------------------ MEMBER START END LENGTH BETA JOINT JOINT (INCH) (DEG) RELEASES 1 1 2 180.000 0.00 2 2 3 228.000 0.00 3 3 4 180.000 0.00 ************ END OF DATA FROM INTERNAL STORAGE ************ 31. SUPPORTS 32. 1 FIXED 33. 4 PINNED 34. UNIT FEET KIP 35. LOAD 1 DEAD + LIVE 36. MEMBER LOAD 37. 2 UNI GY -2.5 38. LOAD 2 WIND FROM LEFT 39. JOINT LOAD 40. 2 FX 10 41. LOAD COMB 3 75 PERCENT OF (DL+LL+WL) 42. 1 0.75 2 0.75 43. PERFORM ANALYSIS PRINT STATICS CHECK P R O B L E M S T A T I S T I C S ----------------------------------- NUMBER OF JOINTS 4 NUMBER OF MEMBERS 3 NUMBER OF PLATES 0 NUMBER OF SOLIDS 0 NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 2 Using 64-bit analysis engine. SOLVER USED IS THE IN-CORE ADVANCED MATH SOLVER TOTAL PRIMARY LOAD CASES = 2, TOTAL DEGREES OF FREEDOM = 7 TOTAL LOAD COMBINATION CASES = 1 SO FAR. PORTAL FRAME -- PAGE NO. 3 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 1 DEAD + LIVE CENTER OF FORCE BASED ON Y FORCES ONLY (FEET). (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = 0.100000003E+02 Y = 0.150000004E+02 Z = 0.000000000E+00 TOTAL APPLIED LOAD 1 ***TOTAL APPLIED LOAD ( KIP FEET ) SUMMARY (LOADING 1 ) SUMMATION FORCE-X = 0.00 SUMMATION FORCE-Y = -47.50 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 0.00 MY= 0.00 MZ= -475.00 TOTAL REACTION LOAD 1 ***TOTAL REACTION LOAD( KIP FEET ) SUMMARY (LOADING 1 ) SUMMATION FORCE-X = -0.00 SUMMATION FORCE-Y = 47.50 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 0.00 MY= 0.00 MZ= 475.00 MAXIMUM DISPLACEMENTS ( INCH /RADIANS) (LOADING 1) MAXIMUMS AT NODE X = 1.82361E-01 2 Y = -1.46578E-02 3 Z = 0.00000E+00 0 RX= 0.00000E+00 0 RY= 0.00000E+00 0 RZ= -4.82523E-03 2 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 2 WIND FROM LEFT CENTER OF FORCE BASED ON X FORCES ONLY (FEET). (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = 0.000000000E+00 Y = 0.150000004E+02 Z = 0.000000000E+00 PORTAL FRAME -- PAGE NO. 4 TOTAL APPLIED LOAD 2 ***TOTAL APPLIED LOAD ( KIP FEET ) SUMMARY (LOADING 2 ) SUMMATION FORCE-X = 10.00 SUMMATION FORCE-Y = 0.00 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 0.00 MY= 0.00 MZ= -150.00 TOTAL REACTION LOAD 2 ***TOTAL REACTION LOAD( KIP FEET ) SUMMARY (LOADING 2 ) SUMMATION FORCE-X = -10.00 SUMMATION FORCE-Y = 0.00 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 0.00 MY= 0.00 MZ= 150.00 MAXIMUM DISPLACEMENTS ( INCH /RADIANS) (LOADING 2) MAXIMUMS AT NODE X = 7.27292E-01 2 Y = 2.47270E-03 2 Z = 0.00000E+00 0 RX= 0.00000E+00 0 RY= 0.00000E+00 0 RZ= -5.48837E-03 4 ************ END OF DATA FROM INTERNAL STORAGE ************ 44. PRINT MEMBER FORCES ALL MEMBER FORCES ALL PORTAL FRAME -- PAGE NO. 5 MEMBER END FORCES STRUCTURE TYPE = PLANE ----------------- ALL UNITS ARE -- KIP FEET (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 1 1 1 23.18 -3.99 0.00 0.00 0.00 -11.48 2 -23.18 3.99 0.00 0.00 0.00 -48.40 2 1 -4.10 7.68 0.00 0.00 0.00 67.93 2 4.10 -7.68 0.00 0.00 0.00 47.32 3 1 14.30 2.77 0.00 0.00 0.00 42.34 2 -14.30 -2.77 0.00 0.00 0.00 -0.81 2 1 2 3.99 23.18 0.00 0.00 0.00 36.81 3 -3.99 24.32 0.00 0.00 0.00 -47.72 2 2 2.32 -4.10 0.00 0.00 0.00 -45.27 3 -2.32 4.10 0.00 0.00 0.00 -32.69 3 2 4.73 14.30 0.00 0.00 0.00 -6.34 3 -4.73 21.32 0.00 0.00 0.00 -60.31 3 1 3 24.32 3.99 0.00 0.00 0.00 59.88 4 -24.32 -3.99 0.00 0.00 0.00 0.00 2 3 4.10 2.32 0.00 0.00 0.00 34.74 4 -4.10 -2.32 0.00 0.00 0.00 -0.00 3 3 21.32 4.73 0.00 0.00 0.00 70.97 4 -21.32 -4.73 0.00 0.00 0.00 0.00 ************** END OF LATEST ANALYSIS RESULT ************** 45. PRINT SUPPORT REACTION LIST 1 4 SUPPORT REACTION LIST 1 PORTAL FRAME -- PAGE NO. 6 SUPPORT REACTIONS -UNIT KIP FEET STRUCTURE TYPE = PLANE ----------------- JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z 1 1 3.99 23.18 0.00 0.00 0.00 -11.48 2 -7.68 -4.10 0.00 0.00 0.00 67.93 3 -2.77 14.30 0.00 0.00 0.00 42.34 4 1 -3.99 24.32 0.00 0.00 0.00 0.00 2 -2.32 4.10 0.00 0.00 0.00 0.00 3 -4.73 21.32 0.00 0.00 0.00 0.00 ************** END OF LATEST ANALYSIS RESULT ************** 46. LOAD LIST 1 3 47. PARAMETER 1 48. CODE AISC UNIFIED 2010 49. FYLD 7200 ALL 50. TRACK 2.0 MEMB 2 3 51. UNB 10.0 MEMB 2 3 52. UNT 10.0 MEMB 2 3 53. SELECT MEMBER 2 3 STEEL DESIGN PORTAL FRAME -- PAGE NO. 7 STAAD.PRO MEMBER SELECTION - (AISC-360-10-LRFD) v1.4a *********************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 2 ST W10X22 (AISC SECTIONS) PASS Eq. H1-1b 0.967 1 3.99 C 0.00 -70.55 9.50 |-----------------------------------------------------------------------| | SLENDERNESS | | Actual Slenderness Ratio : 172.030 L/C : 1 | | Allowable Slenderness Ratio : 200.000 LOC : 9.50 | |-----------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 1 Ratio : 0.967(PASS) | | Loc : 9.50 Condition : Eq. H1-1b | |-----------------------------------------------------------------------| | DESIGN FORCES | | Fx: 3.992E+00(C ) Fy: -5.738E-01 Fz: 0.000E+00 | | Mx: 0.000E+00 My: 0.000E+00 Mz: -7.055E+01 | |-----------------------------------------------------------------------| | SECTION PROPERTIES (UNIT: INCH) | | Azz: 4.140E+00 Ayy: 2.448E+00 Cw: 2.760E+02 | | Szz: 2.314E+01 Syy: 3.965E+00 | | Izz: 1.180E+02 Iyy: 1.140E+01 Ix: 2.390E-01 | |-----------------------------------------------------------------------| | MATERIAL PROPERTIES | | Fyld: 7199.999 Fu: 8639.999 | |-----------------------------------------------------------------------| | Actual Member Length: 19.000 | | Design Parameters | | Kz: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 12.00 | |-----------------------------------------------------------------------| | SECTION CLASS UNSTIFFENED / λ λp λr CASE | | STIFFENED | | Compression : Non-Slender 7.99 N/A 13.49 T.B4.1(a)-1 | | Slender 37.00 N/A 35.88 T.B4.1(a)-5 | | Flexure : Compact 7.99 9.15 24.08 T.B4.1(b)-10 | | Compact 37.00 90.55 137.27 T.B4.1(b)-15 | PORTAL FRAME -- PAGE NO. 8 STAAD.PRO MEMBER SELECTION - (AISC-360-10-LRFD) v1.4a *********************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted) |-----------------------------------------------------------------------| | CHECK FOR AXIAL TENSION | | | | FORCE CAPACITY RATIO CRITERIA L/C LOC | | Yield 0.00E+00 2.92E+02 0.000 Eq. D2-1 1 0.00 | | Rupture 0.00E+00 2.92E+02 0.000 Eq. D2-2 1 0.00 | |-----------------------------------------------------------------------| | CHECK FOR AXIAL COMPRESSION | | | | FORCE CAPACITY RATIO CRITERIA L/C LOC | | Maj Buck 4.73E+00 2.37E+02 0.020 Eq. E7-1 3 0.00 | | Min Buck 4.73E+00 4.95E+01 0.095 Eq. E7-1 3 0.00 | | Flexural | | Tor Buck 4.73E+00 1.53E+02 0.031 Eq. E7-1 3 0.00 | | Intermediate | | Results Eff Area KL/r Fcr Fe Pn | | Maj Buck 4.51E-02 53.47 5.84E+03 1.44E+04 2.63E+02 | | Min Buck 4.51E-02 172.03 1.22E+03 1.39E+03 5.50E+01 | | Flexural Ag Fcr Pn | | Tor Buck 4.51E-02 3.77E+03 1.70E+02 | |-----------------------------------------------------------------------| | CHECK FOR SHEAR | | | | FORCE CAPACITY RATIO CRITERIA L/C LOC | | Local-Z 0.00E+00 1.12E+02 0.000 Eq. G2-1 1 0.00 | | Local-Y -2.43E+01 7.34E+01 0.331 Eq. G2-1 1 19.00 | | Intermediate | | Results Aw Cv Kv h/tw Vn | | Local-Z 2.88E-02 1.00 1.20 7.99 1.24E+02 | | Local-Y 1.70E-02 1.00 0.00 37.00 7.34E+01 | |-----------------------------------------------------------------------| | CHECK FOR BENDING-YIELDING | | | | FORCE CAPACITY RATIO CRITERIA L/C LOC | | Major 7.05E+01 9.75E+01 0.724 Eq. F2-1 1 9.50 | | Minor 0.00E+00 2.29E+01 0.000 Eq. F6-1 1 0.00 | | Intermediate Mn My | | Major 1.08E+02 0.00E+00 | | Minor 2.54E+01 0.00E+00 | |-----------------------------------------------------------------------| | CHECK FOR BENDING-LATERAL TORSIONAL BUCKLING | | | | FORCE CAPACITY RATIO CRITERIA L/C LOC | | Major 7.05E+01 7.62E+01 0.926 Eq. F2-2 1 9.50 | | Intermediate Mn Me Cb Lp Lr Lb | | Major 8.46E+01 0.00E+00 1.00 4.68 13.84 10.00 | PORTAL FRAME -- PAGE NO. 9 STAAD.PRO MEMBER SELECTION - (AISC-360-10-LRFD) v1.4a *********************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted) |-----------------------------------------------------------------------| | CHECK FOR FLEXURE TENS/COMP INTERACTION | | RATIO CRITERIA L/C LOC | | Flexure Comp 0.967 Eq. H1-1b 1 9.50 | | Flexure Tens 0.926 Eq. H1-1b 1 9.50 | | Intermediate Mcx Mrx Pc | | Mcy Mry Pr | | Flexure Comp 7.62E+01 7.05E+01 4.95E+01 | | 2.29E+01 0.00E+00 3.99E+00 | | Flexure Tens 7.62E+01 7.05E+01 2.92E+02 | | 2.29E+01 0.00E+00 0.00E+00 | |-----------------------------------------------------------------------| | CHECK FOR IN-PLANE/OUT-OF-PLANE FLEXURE COMP INTERACTION | | RATIO CRITERIA L/C LOC | | In-Plane Flx Comp 0.906 Eq. H1-1b 1 7.92 | | Out Plane Flx Comp 0.923 Eq. H1-2 1 7.92 | | Intermediate Mr Mc Pr Pc | | In-Plane Flx Comp 6.83E+01 7.62E+01 3.99E+00 2.37E+02 | | Out Plane Flx Comp 6.83E+01 7.62E+01 3.99E+00 4.95E+01 | |-----------------------------------------------------------------------| PORTAL FRAME -- PAGE NO. 10 STAAD.PRO MEMBER SELECTION - (AISC-360-10-LRFD) v1.4a *********************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 3 ST W10X26 (AISC SECTIONS) PASS Eq. H1-2 0.863 3 21.32 C 0.00 70.97 0.00 |-----------------------------------------------------------------------| | SLENDERNESS | | Actual Slenderness Ratio : 132.238 L/C : 3 | | Allowable Slenderness Ratio : 200.000 LOC : 0.00 | |-----------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 3 Ratio : 0.863(PASS) | | Loc : 0.00 Condition : Eq. H1-2 | |-----------------------------------------------------------------------| | DESIGN FORCES | | Fx: 2.132E+01(C ) Fy: 4.731E+00 Fz: 0.000E+00 | | Mx: 0.000E+00 My: 0.000E+00 Mz: 7.097E+01 | |-----------------------------------------------------------------------| | SECTION PROPERTIES (UNIT: INCH) | | Azz: 5.078E+00 Ayy: 2.678E+00 Cw: 3.427E+02 | | Szz: 2.796E+01 Syy: 4.887E+00 | | Izz: 1.440E+02 Iyy: 1.410E+01 Ix: 4.020E-01 | |-----------------------------------------------------------------------| | MATERIAL PROPERTIES | | Fyld: 7199.999 Fu: 8639.999 | |-----------------------------------------------------------------------| | Actual Member Length: 15.000 | | Design Parameters | | Kz: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 12.00 | |-----------------------------------------------------------------------| | SECTION CLASS UNSTIFFENED / λ λp λr CASE | | STIFFENED | | Compression : Non-Slender 6.56 N/A 13.49 T.B4.1(a)-1 | | Non-Slender 33.92 N/A 35.88 T.B4.1(a)-5 | | Flexure : Compact 6.56 9.15 24.08 T.B4.1(b)-10 | | Compact 33.92 90.55 137.27 T.B4.1(b)-15 | PORTAL FRAME -- PAGE NO. 11 STAAD.PRO MEMBER SELECTION - (AISC-360-10-LRFD) v1.4a *********************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted) |-----------------------------------------------------------------------| | CHECK FOR AXIAL TENSION | | | | FORCE CAPACITY RATIO CRITERIA L/C LOC | | Yield 0.00E+00 3.42E+02 0.000 Eq. D2-1 1 0.00 | | Rupture 0.00E+00 3.42E+02 0.000 Eq. D2-2 1 0.00 | |-----------------------------------------------------------------------| | CHECK FOR AXIAL COMPRESSION | | | | FORCE CAPACITY RATIO CRITERIA L/C LOC | | Maj Buck 2.43E+01 3.02E+02 0.081 Eq. E3-1 1 0.00 | | Min Buck 2.43E+01 9.83E+01 0.247 Eq. E3-1 1 0.00 | | Flexural | | Tor Buck 2.43E+01 2.20E+02 0.110 Eq. E4-1 1 0.00 | | Intermediate | | Results Eff Area KL/r Fcr Fe Pn | | Maj Buck 5.28E-02 41.38 6.35E+03 2.41E+04 3.36E+02 | | Min Buck 5.28E-02 132.24 2.07E+03 2.36E+03 1.09E+02 | | Flexural Ag Fcr Pn | | Tor Buck 5.28E-02 4.63E+03 2.45E+02 | |-----------------------------------------------------------------------| | CHECK FOR SHEAR | | | | FORCE CAPACITY RATIO CRITERIA L/C LOC | | Local-Z 0.00E+00 1.37E+02 0.000 Eq. G2-1 1 0.00 | | Local-Y 4.73E+00 8.03E+01 0.059 Eq. G2-1 3 0.00 | | Intermediate | | Results Aw Cv Kv h/tw Vn | | Local-Z 3.53E-02 1.00 1.20 6.56 1.52E+02 | | Local-Y 1.86E-02 1.00 0.00 33.92 8.03E+01 | |-----------------------------------------------------------------------| | CHECK FOR BENDING-YIELDING | | | | FORCE CAPACITY RATIO CRITERIA L/C LOC | | Major -7.10E+01 1.17E+02 0.605 Eq. F2-1 3 0.00 | | Minor 0.00E+00 2.81E+01 0.000 Eq. F6-1 1 0.00 | | Intermediate Mn My | | Major 1.30E+02 0.00E+00 | | Minor 3.13E+01 0.00E+00 | |-----------------------------------------------------------------------| | CHECK FOR BENDING-LATERAL TORSIONAL BUCKLING | | | | FORCE CAPACITY RATIO CRITERIA L/C LOC | | Major -7.10E+01 9.47E+01 0.749 Eq. F2-2 3 0.00 | | Intermediate Mn Me Cb Lp Lr Lb | | Major 1.05E+02 0.00E+00 1.00 4.81 14.89 10.00 | PORTAL FRAME -- PAGE NO. 12 STAAD.PRO MEMBER SELECTION - (AISC-360-10-LRFD) v1.4a *********************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted) |-----------------------------------------------------------------------| | CHECK FOR FLEXURE TENS/COMP INTERACTION | | RATIO CRITERIA L/C LOC | | Flexure Comp 0.341 Eq. H1-1a 1 12.50 | | Flexure Tens 0.749 Eq. H1-1b 3 0.00 | | Intermediate Mcx Mrx Pc | | Mcy Mry Pr | | Flexure Comp 9.47E+01 -9.98E+00 9.83E+01 | | 2.81E+01 0.00E+00 2.43E+01 | | Flexure Tens 9.47E+01 -7.10E+01 3.42E+02 | | 2.81E+01 0.00E+00 0.00E+00 | |-----------------------------------------------------------------------| | CHECK FOR IN-PLANE/OUT-OF-PLANE FLEXURE COMP INTERACTION | | RATIO CRITERIA L/C LOC | | In-Plane Flx Comp 0.784 Eq. H1-1b 3 0.00 | | Out Plane Flx Comp 0.863 Eq. H1-2 3 0.00 | | Intermediate Mr Mc Pr Pc | | In-Plane Flx Comp -7.10E+01 9.47E+01 2.13E+01 3.02E+02 | | Out Plane Flx Comp -7.10E+01 9.47E+01 2.13E+01 9.83E+01 | |-----------------------------------------------------------------------| 54. PERFORM ANALYSIS ** ALL CASES BEING MADE ACTIVE BEFORE RE-ANALYSIS. ** 55. PARAMETER 2 56. TRACK 0 ALL 57. CHECK CODE ALL STEEL DESIGN PORTAL FRAME -- PAGE NO. 13 STAAD.PRO CODE CHECKING - (AISC-360-10-LRFD) v1.4a ******************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 1 ST W12X35 (AISC SECTIONS) PASS Eq. H1-1b 0.531 1 23.77 C 0.00 65.68 15.00 2 ST W10X22 (AISC SECTIONS) PASS Eq. H1-1b 0.787 1 4.35 C 0.00 -59.21 9.50 3 ST W10X26 (AISC SECTIONS) PASS Eq. H1-2 0.808 1 23.73 C 0.00 65.28 0.00 58. FINISH *********** END OF THE STAAD.Pro RUN *********** **** DATE= OCT 27,2022 TIME= 15: 6:42 **** PORTAL FRAME -- PAGE NO. 14 ************************************************************ * For technical assistance on STAAD.Pro, please visit * * http://www.bentley.com/en/support/ * * * * Details about additional assistance from * * Bentley and Partners can be found at program menu * * Help->Technical Support * * * * Copyright (c) Bentley Systems, Inc. * * http://www.bentley.com * ************************************************************