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 2024\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
FINISH
PAGE NO. 1
****************************************************
* *
* STAAD.Pro 2023 *
* Version 23.00.03.** *
* Proprietary Program of *
* Bentley Systems, Inc. *
* Date= JUL 4, 2024 *
* Time= 11:21:33 *
* *
* Licensed to: Bentley Systems Inc *
****************************************************
1. STAAD SPACE EXAMPLE PROBLEM USING SOLID ELEMENTS
INPUT FILE: D:\Documentation\STAAD.Pro\_Automated_Py\output\2024-07-04\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= JUL 4,2024 TIME= 11:21:34 ****
EXAMPLE PROBLEM USING SOLID ELEMENTS -- PAGE NO. 18
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