EX. UK-24 Analysis of a Concrete Block Using Solid Elements
This is an example of the analysis of a structure modeled using solid finite elements. This example also illustrates the method for applying an enforced displacement on the structure.
This problem is installed with the program by default to C:\Users\Public\Public Documents\STAAD.Pro 2023\Samples\Sample Models\UK\UK-24 Analysis of a Concrete Block Using Solid Elements.STD when you install the program.
Input File
STAAD SPACE EXAMPLE PROBLEM USING SOLID ELEMENTS
UNIT KNS MET
JOINT COORDINATES
1 0.0 0.0 2.0 4 0.0 3.0 2.0
5 1.0 0.0 2.0 8 1.0 3.0 2.0
9 2.0 0.0 2.0 12 2.0 3.0 2.0
21 0.0 0.0 1.0 24 0.0 3.0 1.0
25 1.0 0.0 1.0 28 1.0 3.0 1.0
29 2.0 0.0 1.0 32 2.0 3.0 1.0
41 0.0 0.0 0.0 44 0.0 3.0 0.0
45 1.0 0.0 0.0 48 1.0 3.0 0.0
49 2.0 0.0 0.0 52 2.0 3.0 0.0
ELEMENT INCIDENCES SOLID
1 1 5 6 2 21 25 26 22 TO 3
4 21 25 26 22 41 45 46 42 TO 6 1 1
7 5 9 10 6 25 29 30 26 TO 9 1 1
10 25 29 30 26 45 49 50 46 TO 12 1 1
UNIT MMS
DEFINE MATERIAL START
ISOTROPIC STEEL
E 210
POISSON 0.25
DENSITY 7.5e-008
ALPHA 6e-006
DAMP 0.03
TYPE STEEL
STRENGTH FY 0.25 FU 0.4 RY 1.5 RT 1.2
END DEFINE MATERIAL
CONSTANTS
MATERIAL STEEL ALL
UNIT METER
PRINT ELEMENT INFO SOLID LIST 1 TO 5
SUPPORTS
1 5 21 25 29 41 45 49 PINNED
9 ENFORCED BUT MX MY MZ
LOAD 1
SELF Y -1.0
JOINT LOAD
28 FY -1000.0
LOAD 2
JOINT LOADS
2 TO 4 22 TO 24 42 TO 44 FX 100.0
LOAD 3
SUPPORT DISPLACEMENT
9 FX .0011
UNIT POUND FEET
LOAD 4
ELEMENT LOAD SOLIDS
3 6 9 12 FACE 4 PRE GY -500.0
UNIT KNS MMS
LOAD 5
REPEAT LOAD
1 1.0 2 1.0 3 1.0 4 1.0
LOAD COMB 10
1 1.0 2 1.0
PERFORM ANALYSIS PRINT STAT CHECK
PRINT JOINT DISPLACEMENTS LIST 8 9
UNIT KNS METER
PRINT SUPPORT REACTIONS
UNIT NEWTON MMS
PRINT ELEMENT JOINT STRESS SOLID LIST 4 6
FINISHSTAAD Output File
PAGE NO. 1 **************************************************** * * * STAAD.Pro 2023 * * Version 23.00.02.*** * * Proprietary Program of * * Bentley Systems, Inc. * * Date= DEC 14, 2023 * * Time= 9:35:41 * * * * Licensed to: Bentley Systems Inc * **************************************************** 1. STAAD SPACE EXAMPLE PROBLEM USING SOLID ELEMENTS INPUT FILE: D:\Documentation\STAAD.Pro\_Automated_Py\output\2023-12-14\SPro_Output_Input_Files\Sample .. .STD 2. UNIT KNS MET 3. JOINT COORDINATES 4. 1 0.0 0.0 2.0 4 0.0 3.0 2.0 5. 5 1.0 0.0 2.0 8 1.0 3.0 2.0 6. 9 2.0 0.0 2.0 12 2.0 3.0 2.0 7. 21 0.0 0.0 1.0 24 0.0 3.0 1.0 8. 25 1.0 0.0 1.0 28 1.0 3.0 1.0 9. 29 2.0 0.0 1.0 32 2.0 3.0 1.0 10. 41 0.0 0.0 0.0 44 0.0 3.0 0.0 11. 45 1.0 0.0 0.0 48 1.0 3.0 0.0 12. 49 2.0 0.0 0.0 52 2.0 3.0 0.0 13. ELEMENT INCIDENCES SOLID 14. 1 1 5 6 2 21 25 26 22 TO 3 15. 4 21 25 26 22 41 45 46 42 TO 6 1 1 16. 7 5 9 10 6 25 29 30 26 TO 9 1 1 17. 10 25 29 30 26 45 49 50 46 TO 12 1 1 18. UNIT MMS 19. DEFINE MATERIAL START 20. ISOTROPIC STEEL 21. E 210 22. POISSON 0.25 23. DENSITY 7.5E-008 24. ALPHA 6E-006 25. DAMP 0.03 26. TYPE STEEL 27. STRENGTH FY 0.25 FU 0.4 RY 1.5 RT 1.2 28. END DEFINE MATERIAL 29. CONSTANTS 30. MATERIAL STEEL ALL 31. UNIT METER 32. PRINT ELEMENT INFO SOLID LIST 1 TO 5 ELEMENT INFO SOLID LIST EXAMPLE PROBLEM USING SOLID ELEMENTS -- PAGE NO. 2 ELEMENT NODE-1 NODE-2 NODE-3 NODE-4 NODE-5 NODE-6 NODE-7 NODE-8 1 1 5 6 2 21 25 26 22 2 2 6 7 3 22 26 27 23 3 3 7 8 4 23 27 28 24 4 21 25 26 22 41 45 46 42 5 22 26 27 23 42 46 47 43 EXAMPLE PROBLEM USING SOLID ELEMENTS -- PAGE NO. 3 MATERIAL PROPERTIES. -------------------- ALL UNITS ARE - KNS METE ELEMENT YOUNG'S MODULUS MODULUS OF RIGIDITY DENSITY ALPHA 1 2.1000002E+08 0.0000000E+00 7.5000E+01 6.0000E-06 2 2.1000002E+08 0.0000000E+00 7.5000E+01 6.0000E-06 3 2.1000002E+08 0.0000000E+00 7.5000E+01 6.0000E-06 4 2.1000002E+08 0.0000000E+00 7.5000E+01 6.0000E-06 5 2.1000002E+08 0.0000000E+00 7.5000E+01 6.0000E-06 33. SUPPORTS 34. 1 5 21 25 29 41 45 49 PINNED 35. 9 ENFORCED BUT MX MY MZ 36. LOAD 1 37. SELF Y -1.0 38. JOINT LOAD 39. 28 FY -1000.0 40. LOAD 2 41. JOINT LOADS 42. 2 TO 4 22 TO 24 42 TO 44 FX 100.0 43. LOAD 3 44. SUPPORT DISPLACEMENT 45. 9 FX .0011 46. UNIT POUND FEET 47. LOAD 4 48. ELEMENT LOAD SOLIDS 49. 3 6 9 12 FACE 4 PRE GY -500.0 50. UNIT KNS MMS 51. LOAD 5 52. REPEAT LOAD 53. 1 1.0 2 1.0 3 1.0 4 1.0 54. LOAD COMB 10 55. 1 1.0 2 1.0 56. PERFORM ANALYSIS PRINT STAT CHECK P R O B L E M S T A T I S T I C S ----------------------------------- NUMBER OF JOINTS 36 NUMBER OF MEMBERS 0 NUMBER OF PLATES 0 NUMBER OF SOLIDS 12 NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 9 EXAMPLE PROBLEM USING SOLID ELEMENTS -- PAGE NO. 4 Using 64-bit analysis engine. SOLVER USED IS THE IN-CORE ADVANCED MATH SOLVER TOTAL PRIMARY LOAD CASES = 5, TOTAL DEGREES OF FREEDOM = 84 TOTAL LOAD COMBINATION CASES = 1 SO FAR. EXAMPLE PROBLEM USING SOLID ELEMENTS -- PAGE NO. 5 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 1 CENTER OF FORCE BASED ON Y FORCES ONLY (MMS ). (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = 0.999999993E+03 Y = 0.228947364E+04 Z = 0.999999993E+03 TOTAL APPLIED LOAD 1 ***TOTAL APPLIED LOAD ( KNS MMS ) SUMMARY (LOADING 1 ) SUMMATION FORCE-X = 0.00 SUMMATION FORCE-Y = -1900.00 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 1900000.15 MY= 0.00 MZ= -1900000.15 TOTAL REACTION LOAD 1 ***TOTAL REACTION LOAD( KNS MMS ) SUMMARY (LOADING 1 ) SUMMATION FORCE-X = 0.00 SUMMATION FORCE-Y = 1900.00 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= -1900000.15 MY= -0.00 MZ= 1900000.15 MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 1) MAXIMUMS AT NODE X = -1.21106E-04 23 Y = -1.15439E-03 28 Z = 1.21106E-04 7 RX= 0.00000E+00 0 RY= 0.00000E+00 0 RZ= 0.00000E+00 0 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 2 CENTER OF FORCE BASED ON X FORCES ONLY (MMS ). (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = 0.000000000E+00 Y = 0.199999999E+04 Z = 0.999999993E+03 EXAMPLE PROBLEM USING SOLID ELEMENTS -- PAGE NO. 6 TOTAL APPLIED LOAD 2 ***TOTAL APPLIED LOAD ( KNS MMS ) SUMMARY (LOADING 2 ) SUMMATION FORCE-X = 900.00 SUMMATION FORCE-Y = 0.00 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 0.00 MY= 900000.03 MZ= -1800000.06 TOTAL REACTION LOAD 2 ***TOTAL REACTION LOAD( KNS MMS ) SUMMARY (LOADING 2 ) SUMMATION FORCE-X = -900.00 SUMMATION FORCE-Y = -0.00 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 0.00 MY= -900000.03 MZ= 1800000.06 MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 2) MAXIMUMS AT NODE X = 2.22892E-03 4 Y = 7.83934E-04 44 Z = 9.49033E-05 10 RX= 0.00000E+00 0 RY= 0.00000E+00 0 RZ= 0.00000E+00 0 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 3 TOTAL APPLIED LOAD 3 ***TOTAL APPLIED LOAD ( KNS MMS ) SUMMARY (LOADING 3 ) SUMMATION FORCE-X = 0.0000000E+00 SUMMATION FORCE-Y = 0.0000000E+00 SUMMATION FORCE-Z = 0.0000000E+00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 0.0000000E+00 MY= 0.0000000E+00 MZ= 0.0000000E+00 TOTAL REACTION LOAD 3 ***TOTAL REACTION LOAD( KNS MMS ) SUMMARY (LOADING 3 ) SUMMATION FORCE-X = 1.6182536E-11 SUMMATION FORCE-Y = -5.0570426E-12 SUMMATION FORCE-Z = 2.6296621E-11 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 5.5900954E-08 MY= 3.9459497E-08 MZ= -3.2882914E-09 EXAMPLE PROBLEM USING SOLID ELEMENTS -- PAGE NO. 7 MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 3) MAXIMUMS AT NODE X = 1.10000E-01 9 Y = -1.21497E-02 6 Z = 1.61372E-02 24 RX= 0.00000E+00 0 RY= 0.00000E+00 0 RZ= 0.00000E+00 0 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 4 CENTER OF FORCE BASED ON Y FORCES ONLY (MMS ). (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = 0.999999993E+03 Y = 0.299999998E+04 Z = 0.999999993E+03 TOTAL APPLIED LOAD 4 ***TOTAL APPLIED LOAD ( KNS MMS ) SUMMARY (LOADING 4 ) SUMMATION FORCE-X = 0.00 SUMMATION FORCE-Y = -95.76 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 95760.52 MY= 0.00 MZ= -95760.52 TOTAL REACTION LOAD 4 ***TOTAL REACTION LOAD( KNS MMS ) SUMMARY (LOADING 4 ) SUMMATION FORCE-X = 0.00 SUMMATION FORCE-Y = 95.76 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= -95760.52 MY= 0.00 MZ= 95760.52 MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 4) MAXIMUMS AT NODE X = 3.17652E-06 50 Y = -3.35288E-05 28 Z = -3.17652E-06 50 RX= 0.00000E+00 0 RY= 0.00000E+00 0 RZ= 0.00000E+00 0 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 5 EXAMPLE PROBLEM USING SOLID ELEMENTS -- PAGE NO. 8 CENTER OF FORCE BASED ON X FORCES ONLY (MMS ). (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = 0.000000000E+00 Y = 0.199999999E+04 Z = 0.999999993E+03 CENTER OF FORCE BASED ON Y FORCES ONLY (MMS ). (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = 0.999999993E+03 Y = 0.232356609E+04 Z = 0.999999993E+03 TOTAL APPLIED LOAD 5 ***TOTAL APPLIED LOAD ( KNS MMS ) SUMMARY (LOADING 5 ) SUMMATION FORCE-X = 900.00 SUMMATION FORCE-Y = -1995.76 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 1995760.67 MY= 900000.03 MZ= -3795760.73 TOTAL REACTION LOAD 5 ***TOTAL REACTION LOAD( KNS MMS ) SUMMARY (LOADING 5 ) SUMMATION FORCE-X = -900.00 SUMMATION FORCE-Y = 1995.76 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= -1995760.67 MY= -900000.03 MZ= 3795760.73 MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 5) MAXIMUMS AT NODE X = 1.10000E-01 9 Y = -1.23568E-02 6 Z = 1.61372E-02 24 RX= 0.00000E+00 0 RY= 0.00000E+00 0 RZ= 0.00000E+00 0 ************ END OF DATA FROM INTERNAL STORAGE ************ 57. PRINT JOINT DISPLACEMENTS LIST 8 9 JOINT DISPLACE LIST 8 EXAMPLE PROBLEM USING SOLID ELEMENTS -- PAGE NO. 9 JOINT DISPLACEMENT (CM RADIANS) STRUCTURE TYPE = SPACE ------------------ JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 8 1 0.0000 -0.0002 -0.0001 0.0000 0.0000 0.0000 2 0.0020 0.0000 -0.0000 0.0000 0.0000 0.0000 3 0.0193 -0.0049 0.0089 0.0000 0.0000 0.0000 4 0.0000 -0.0000 0.0000 0.0000 0.0000 0.0000 5 0.0213 -0.0052 0.0088 0.0000 0.0000 0.0000 10 0.0020 -0.0002 -0.0001 0.0000 0.0000 0.0000 9 1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 3 0.1100 0.0000 -0.0000 0.0000 0.0000 0.0000 4 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 5 0.1100 0.0000 -0.0000 0.0000 0.0000 0.0000 10 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 ************** END OF LATEST ANALYSIS RESULT ************** 58. UNIT KNS METER 59. PRINT SUPPORT REACTIONS SUPPORT REACTION EXAMPLE PROBLEM USING SOLID ELEMENTS -- PAGE NO. 10 SUPPORT REACTIONS -UNIT KNS METE STRUCTURE TYPE = SPACE ----------------- JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z 1 1 27.47 128.97 -27.47 0.00 0.00 0.00 2 -72.24 -232.67 42.18 0.00 0.00 0.00 3 -2022.70 -302.04 -1192.39 0.00 0.00 0.00 4 1.52 6.63 -1.52 0.00 0.00 0.00 5 -2065.94 -399.11 -1179.21 0.00 0.00 0.00 10 -44.76 -103.70 14.70 0.00 0.00 0.00 5 1 0.00 236.52 -54.44 0.00 0.00 0.00 2 -62.32 11.42 -0.05 0.00 0.00 0.00 3 -16410.02 7434.80 -2287.95 0.00 0.00 0.00 4 0.00 11.97 -2.98 0.00 0.00 0.00 5 -16472.33 7694.71 -2345.41 0.00 0.00 0.00 10 -62.32 247.94 -54.49 0.00 0.00 0.00 21 1 54.44 236.52 -0.00 0.00 0.00 0.00 2 -159.92 -450.84 -0.00 0.00 0.00 0.00 3 -3341.67 -2923.60 -1877.00 0.00 0.00 0.00 4 2.98 11.97 -0.00 0.00 0.00 0.00 5 -3444.18 -3125.95 -1877.00 0.00 0.00 0.00 10 -105.49 -214.32 -0.00 0.00 0.00 0.00 25 1 -0.00 438.06 -0.00 0.00 0.00 0.00 2 -138.00 9.51 -0.00 0.00 0.00 0.00 3 -19197.98 5248.66 -10975.25 0.00 0.00 0.00 4 -0.00 21.34 -0.00 0.00 0.00 0.00 5 -19335.98 5717.57 -10975.25 0.00 0.00 0.00 10 -138.00 447.56 -0.00 0.00 0.00 0.00 29 1 -54.44 236.52 0.00 0.00 0.00 0.00 2 -170.27 431.34 0.00 0.00 0.00 0.00 3 3902.73 512.05 3842.64 0.00 0.00 0.00 4 -2.98 11.97 0.00 0.00 0.00 0.00 5 3675.05 1191.87 3842.64 0.00 0.00 0.00 10 -224.70 667.85 0.00 0.00 0.00 0.00 41 1 27.47 128.97 27.47 0.00 0.00 0.00 2 -72.24 -232.67 -42.18 0.00 0.00 0.00 3 -891.15 -2739.86 -1598.54 0.00 0.00 0.00 4 1.52 6.63 1.52 0.00 0.00 0.00 5 -934.39 -2836.93 -1611.72 0.00 0.00 0.00 10 -44.76 -103.70 -14.70 0.00 0.00 0.00 45 1 -0.00 236.52 54.44 0.00 0.00 0.00 2 -62.32 11.42 0.05 0.00 0.00 0.00 3 -430.44 -752.46 -237.57 0.00 0.00 0.00 4 -0.00 11.97 2.98 0.00 0.00 0.00 5 -492.75 -492.56 -180.10 0.00 0.00 0.00 10 -62.32 247.94 54.49 0.00 0.00 0.00 49 1 -27.47 128.97 27.47 0.00 0.00 0.00 2 -81.35 226.24 45.03 0.00 0.00 0.00 3 -778.26 2073.77 1192.39 0.00 0.00 0.00 4 -1.52 6.63 1.52 0.00 0.00 0.00 EXAMPLE PROBLEM USING SOLID ELEMENTS -- PAGE NO. 11 SUPPORT REACTIONS -UNIT KNS METE STRUCTURE TYPE = SPACE ----------------- JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z 5 -888.61 2435.62 1266.41 0.00 0.00 0.00 10 -108.83 355.21 72.50 0.00 0.00 0.00 9 1 -27.47 128.97 -27.47 0.00 0.00 0.00 2 -81.35 226.24 -45.03 0.00 0.00 0.00 3 39169.49 -8551.31 13133.66 0.00 0.00 0.00 4 -1.52 6.63 -1.52 0.00 0.00 0.00 5 39059.14 -8189.46 13059.64 0.00 0.00 0.00 10 -108.83 355.21 -72.50 0.00 0.00 0.00 ************** END OF LATEST ANALYSIS RESULT ************** 60. UNIT NEWTON MMS 61. PRINT ELEMENT JOINT STRESS SOLID LIST 4 6 ELEMENT JOINT STRESS SOLID EXAMPLE PROBLEM USING SOLID ELEMENTS -- PAGE NO. 12 ELEMENT STRESSES UNITS= NEWTMMS ------------------------------------------------------------------------------- NODE/ NORMAL STRESSES SHEAR STRESSES ELEMENT LOAD CENTER SXX SYY SZZ SXY SYZ SZX ------------------------------------------------------------------------------- 4 1 21 -0.144 -0.449 -0.155 -0.006 -0.011 0.000 4 1 25 -0.132 -0.368 -0.132 -0.011 -0.011 0.005 4 1 26 -0.009 -0.377 -0.009 -0.003 -0.003 0.005 4 1 22 -0.012 -0.449 -0.005 0.002 -0.018 0.009 4 1 41 -0.152 -0.484 -0.152 -0.015 -0.015 -0.005 4 1 45 -0.155 -0.449 -0.144 -0.011 -0.006 -0.000 4 1 46 -0.005 -0.449 -0.012 -0.018 0.002 0.009 4 1 42 0.007 -0.475 0.007 -0.023 -0.023 0.014 4 1 CENTER -0.075 -0.437 -0.075 -0.011 -0.011 0.005 S1= -0.070 S2= -0.080 S3= -0.438 SE= 0.363 DC= 0.707 -0.041 0.707 -0.707 -0.000 0.707 4 2 21 0.176 1.021 0.284 0.217 0.014 0.005 4 2 25 0.154 -0.006 0.022 0.251 0.014 -0.029 4 2 26 -0.028 0.053 -0.015 0.253 0.016 -0.002 4 2 22 -0.054 1.031 0.103 0.219 0.012 -0.036 4 2 41 0.189 1.034 0.321 0.258 0.038 0.029 4 2 45 0.162 -0.006 0.054 0.223 -0.010 -0.005 4 2 46 -0.225 -0.016 -0.051 0.221 -0.008 -0.026 4 2 42 -0.247 0.976 0.071 0.255 0.036 -0.060 4 2 CENTER 0.016 0.511 0.099 0.237 0.014 -0.015 S1= 0.606 S2= 0.101 S3= -0.082 SE= 0.617 DC= 0.372 0.928 0.014 -0.106 0.027 0.994 EXAMPLE PROBLEM USING SOLID ELEMENTS -- PAGE NO. 13 ELEMENT STRESSES UNITS= NEWTMMS ------------------------------------------------------------------------------- NODE/ NORMAL STRESSES SHEAR STRESSES ELEMENT LOAD CENTER SXX SYY SZZ SXY SYZ SZX ------------------------------------------------------------------------------- 4 3 21 0.900 5.181 1.884 4.989 5.058 0.396 4 3 25 -0.893 -5.740 -1.294 6.615 1.429 -1.229 4 3 26 5.251 -3.282 3.647 5.654 0.468 3.274 4 3 22 5.379 5.974 1.830 4.029 6.019 1.649 4 3 41 2.148 9.507 2.550 0.107 5.891 1.229 4 3 45 2.276 4.348 1.292 -1.518 0.596 -0.396 4 3 46 -1.334 3.555 2.982 -0.558 -0.364 2.442 4 3 42 -3.127 7.049 -0.756 1.067 6.851 0.816 4 3 CENTER 1.325 3.324 1.517 2.548 3.244 1.023 S1= 7.030 S2= 0.411 S3= -1.275 SE= 7.604 DC= 0.425 0.744 0.516 0.809 -0.055 -0.586 4 4 21 -0.008 -0.024 -0.008 -0.001 -0.001 -0.000 4 4 25 -0.008 -0.022 -0.008 -0.001 -0.001 0.000 4 4 26 0.001 -0.022 0.001 -0.001 -0.001 0.000 4 4 22 0.001 -0.024 0.001 -0.001 -0.001 0.000 4 4 41 -0.008 -0.026 -0.008 -0.001 -0.001 -0.000 4 4 45 -0.008 -0.024 -0.008 -0.001 -0.001 -0.000 4 4 46 0.001 -0.024 0.001 -0.001 -0.001 0.000 4 4 42 0.001 -0.026 0.001 -0.001 -0.001 0.000 4 4 CENTER -0.004 -0.024 -0.004 -0.001 -0.001 0.000 S1= -0.003 S2= -0.004 S3= -0.024 SE= 0.021 DC= 0.705 -0.070 0.705 -0.707 0.000 0.707 4 5 21 0.925 5.729 2.005 5.199 5.061 0.402 4 5 25 -0.878 -6.136 -1.412 6.854 1.431 -1.254 4 5 26 5.215 -3.629 3.624 5.903 0.481 3.277 4 5 22 5.313 6.532 1.928 4.248 6.011 1.622 EXAMPLE PROBLEM USING SOLID ELEMENTS -- PAGE NO. 14 ELEMENT STRESSES UNITS= NEWTMMS ------------------------------------------------------------------------------- NODE/ NORMAL STRESSES SHEAR STRESSES ELEMENT LOAD CENTER SXX SYY SZZ SXY SYZ SZX ------------------------------------------------------------------------------- 4 5 41 2.176 10.031 2.710 0.349 5.913 1.254 4 5 45 2.275 3.869 1.194 -1.307 0.579 -0.402 4 5 46 -1.564 3.066 2.920 -0.356 -0.371 2.425 4 5 42 -3.366 7.524 -0.677 1.299 6.864 0.770 4 5 CENTER 1.262 3.373 1.537 2.774 3.246 1.012 S1= 7.193 S2= 0.379 S3= -1.400 SE= 7.856 DC= 0.435 0.745 0.505 -0.764 0.008 0.645 4 10 21 0.032 0.572 0.129 0.211 0.004 0.005 4 10 25 0.022 -0.374 -0.110 0.240 0.004 -0.024 4 10 26 -0.038 -0.325 -0.024 0.250 0.013 0.003 4 10 22 -0.067 0.582 0.098 0.221 -0.006 -0.027 4 10 41 0.036 0.550 0.168 0.242 0.023 0.024 4 10 45 0.007 -0.455 -0.090 0.213 -0.016 -0.005 4 10 46 -0.230 -0.465 -0.063 0.203 -0.006 -0.017 4 10 42 -0.240 0.501 0.078 0.233 0.013 -0.046 4 10 CENTER -0.060 0.073 0.023 0.227 0.004 -0.011 S1= 0.243 S2= 0.024 S3= -0.230 SE= 0.410 DC= 0.600 0.800 -0.017 -0.024 0.039 0.999 6 1 23 0.329 0.394 0.413 -0.043 -0.127 -0.060 6 1 27 -0.071 -1.739 -0.071 -0.099 -0.099 -0.005 6 1 28 -0.676 -1.849 -0.676 -0.553 -0.553 -0.005 6 1 24 -0.166 0.394 0.140 -0.498 0.328 0.051 6 1 43 -0.097 -0.200 -0.097 -0.182 -0.182 -0.115 6 1 47 0.413 0.394 0.329 -0.127 -0.043 -0.060 6 1 48 0.140 0.394 -0.166 0.328 -0.498 0.051 EXAMPLE PROBLEM USING SOLID ELEMENTS -- PAGE NO. 15 ELEMENT STRESSES UNITS= NEWTMMS ------------------------------------------------------------------------------- NODE/ NORMAL STRESSES SHEAR STRESSES ELEMENT LOAD CENTER SXX SYY SZZ SXY SYZ SZX ------------------------------------------------------------------------------- 6 1 44 -0.259 -0.089 -0.259 0.273 0.273 0.106 6 1 CENTER -0.049 -0.287 -0.049 -0.113 -0.113 -0.005 S1= 0.027 S2= -0.044 S3= -0.368 SE= 0.365 DC= 0.631 -0.451 0.631 -0.707 -0.000 0.707 6 2 23 -0.032 0.112 -0.001 0.030 -0.002 0.016 6 2 27 -0.001 -0.025 -0.046 0.073 -0.013 -0.027 6 2 28 -0.096 -0.003 -0.065 0.083 -0.003 -0.035 6 2 24 -0.085 0.177 0.109 0.040 -0.012 -0.078 6 2 43 -0.152 0.158 0.052 0.136 -0.023 -0.005 6 2 47 -0.140 -0.041 -0.013 0.092 0.008 -0.049 6 2 48 -0.496 -0.105 -0.119 0.082 0.019 -0.014 6 2 44 -0.464 0.136 0.076 0.125 -0.033 -0.057 6 2 CENTER -0.183 0.051 -0.001 0.083 -0.007 -0.031 S1= 0.081 S2= -0.001 S3= -0.213 SE= 0.263 DC= 0.314 0.928 -0.202 -0.060 0.232 0.971 6 3 23 -2.744 -0.535 -0.041 -0.327 -0.468 0.408 6 3 27 -3.140 -0.556 -1.018 0.642 0.296 -0.560 6 3 28 1.815 0.568 0.607 0.402 0.056 0.214 6 3 24 1.900 0.279 0.654 -0.567 -0.228 -0.755 6 3 43 0.636 -0.478 0.687 -0.031 -0.313 0.563 6 3 47 0.721 0.942 0.191 -0.999 0.141 -0.405 6 3 48 -0.136 0.128 -0.121 -0.759 -0.099 0.058 6 3 44 -0.531 -1.602 -0.555 0.210 -0.073 -0.910 6 3 CENTER -0.185 -0.157 0.050 -0.179 -0.086 -0.173 S1= 0.143 S2= -0.010 S3= -0.424 SE= 0.508 DC= -0.484 0.038 0.874 -0.507 0.802 -0.316 EXAMPLE PROBLEM USING SOLID ELEMENTS -- PAGE NO. 16 ELEMENT STRESSES UNITS= NEWTMMS ------------------------------------------------------------------------------- NODE/ NORMAL STRESSES SHEAR STRESSES ELEMENT LOAD CENTER SXX SYY SZZ SXY SYZ SZX ------------------------------------------------------------------------------- 6 4 23 0.000 -0.024 0.000 -0.000 -0.000 -0.000 6 4 27 0.000 -0.024 0.000 -0.000 -0.000 -0.000 6 4 28 -0.000 -0.024 -0.000 -0.000 -0.000 -0.000 6 4 24 -0.000 -0.024 -0.000 -0.000 -0.000 0.000 6 4 43 0.000 -0.024 0.000 -0.000 -0.000 -0.000 6 4 47 0.000 -0.024 0.000 -0.000 -0.000 -0.000 6 4 48 -0.000 -0.024 -0.000 -0.000 -0.000 0.000 6 4 44 -0.000 -0.024 -0.000 -0.000 -0.000 0.000 6 4 CENTER 0.000 -0.024 0.000 -0.000 -0.000 -0.000 S1= 0.000 S2= -0.000 S3= -0.024 SE= 0.024 DC= -0.707 0.000 0.707 0.707 -0.002 0.707 6 5 23 -2.448 -0.052 0.370 -0.340 -0.596 0.364 6 5 27 -3.211 -2.343 -1.135 0.616 0.185 -0.592 6 5 28 1.043 -1.309 -0.134 -0.068 -0.500 0.174 6 5 24 1.649 0.826 0.902 -1.025 0.089 -0.782 6 5 43 0.387 -0.545 0.642 -0.077 -0.518 0.443 6 5 47 0.994 1.271 0.506 -1.034 0.106 -0.514 6 5 48 -0.492 0.393 -0.406 -0.349 -0.578 0.096 6 5 44 -1.255 -1.580 -0.739 0.608 0.167 -0.861 6 5 CENTER -0.417 -0.417 0.001 -0.209 -0.206 -0.209 S1= 0.117 S2= -0.208 S3= -0.741 SE= 0.750 DC= -0.265 -0.255 0.930 0.705 -0.710 0.006 6 10 23 0.296 0.507 0.412 -0.013 -0.128 -0.044 6 10 27 -0.071 -1.764 -0.117 -0.025 -0.112 -0.032 6 10 28 -0.773 -1.853 -0.741 -0.470 -0.556 -0.039 6 10 24 -0.251 0.572 0.249 -0.458 0.316 -0.027 EXAMPLE PROBLEM USING SOLID ELEMENTS -- PAGE NO. 17 ELEMENT STRESSES UNITS= NEWTMMS ------------------------------------------------------------------------------- NODE/ NORMAL STRESSES SHEAR STRESSES ELEMENT LOAD CENTER SXX SYY SZZ SXY SYZ SZX ------------------------------------------------------------------------------- 6 10 43 -0.249 -0.043 -0.045 -0.046 -0.205 -0.121 6 10 47 0.272 0.354 0.315 -0.034 -0.035 -0.109 6 10 48 -0.356 0.289 -0.285 0.410 -0.479 0.037 6 10 44 -0.724 0.047 -0.184 0.398 0.239 0.050 6 10 CENTER -0.232 -0.236 -0.050 -0.030 -0.120 -0.036 S1= 0.011 S2= -0.212 S3= -0.316 SE= 0.289 DC= -0.080 -0.428 0.900 0.888 -0.441 -0.131 62. FINISH *********** END OF THE STAAD.Pro RUN *********** **** DATE= DEC 14,2023 TIME= 9:35:41 **** EXAMPLE PROBLEM USING SOLID ELEMENTS -- PAGE NO. 18 ************************************************************ * 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 * ************************************************************