EX. US-10 Finite Element Model for a Rectangular Tank
A tank structure is modeled with four-noded plate elements. Water pressure from inside is used as loading for the tank. Reinforcement calculations have been done for some elements.
This problem is installed with the program by default to C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\Sample Models\US\US-10 Finite Element Model for a Rectangular Tank.STD when you install the program.
Actual input is shown in bold lettering followed by explanation.
STAAD SPACE FINITE ELEMENT MODEL OF TANK * STRUCTURE
Every input has to start with the term STAAD. The word SPACE signifies that the structure is a space frame (3-D) structure.
UNITS FEET KIPS
Defines the input units for the data that follows.
JOINT COORDINATES 1 0. 0. 0. 5 0. 20. 0. REPEAT 4 5. 0. 0. REPEAT 4 0. 0. 5. REPEAT 4 -5. 0. 0. REPEAT 3 0. 0. -5. 81 5. 0. 5. 83 5. 0. 15. REPEAT 2 5. 0. 0.
Joint number followed by X, Y and Z coordinates are provided above. The REPEAT command generates joint coordinates by repeating the pattern of the previous line of joint coordinates. The number following the REPEAT command is the number of repetitions to be carried out. This is followed by X, Y and Z coordinate increments. See TR.11 ジョイント座標の設定 .
ELEMENT INCIDENCES 1 1 2 7 6 TO 4 1 1 REPEAT 14 4 5 61 76 77 2 1 TO 64 1 1 65 1 6 81 76 66 76 81 82 71 67 71 82 83 66 68 66 83 56 61 69 6 11 84 81 70 81 84 85 82 71 82 85 86 83 72 83 86 51 56 73 11 16 87 84 74 84 87 88 85 75 85 88 89 86 76 86 89 46 51 77 16 21 26 87 78 87 26 31 88 79 88 31 36 89 80 89 36 41 46
Element connectivities are input as above by providing the element number followed by joint numbers defining the element. The REPEAT command generates element incidences by repeating the pattern of the previous line of element nodes. The number following the REPEAT command is the number of repetitions to be carried out and that is followed by element and joint number increments. See TR.12 メンバー生成の設定 .
UNIT INCHES ELEMENT PROPERTIES 1 TO 80 TH 8.0
Element properties are provided by specifying that the elements are 8.0 inches THick.
DEFINE MATERIAL START ISOTROPIC CONCRETE E 3000. POISSON 0.17 DENSITY 8.7e-005 ALPHA 5e-006 DAMP 0.05 G 1346.15 TYPE CONCRETE STRENGTH FCU 4 END DEFINE MATERIAL CONSTANTS MATERIAL CONCRETE ALL
The DEFINE MATERIAL command is used to specify material properties and the CONSTANT is used to assign the material to all members.
SUPPORT 1 TO 76 BY 5 81 TO 89 PINNED
Pinned supports are specified at the joints listed above. No moments will be carried by these supports. The expression 1 TO 76 BY 5 means 1, 6, 11, etc. up to 76.
UNIT FT LOAD 1 ELEMENT LOAD 4 TO 64 BY 4 PR 1. 3 TO 63 BY 4 PR 2. 2 TO 62 BY 4 PR 3. 1 TO 61 BY 4 PR 4.
Load case 1 is initiated. It consists of element loads in the form of uniform pressure(indicated by PR) acting along the local z-axis.
PERFORM ANALYSIS
This command instructs the program to proceed with the analysis.
UNIT INCHES PRINT JOINT DISPLACEMENTS LIST 5 25 45 65
The joint displacement values for the listed nodes will be reported in the output file as a result of the above command.
PRINT ELEM FORCE LIST 13 16 PRINT ELEM STRESS LIST 9 12
Two types of results are requested for elements. The first one requests the nodal point forces in the global axes directions to be reported for elements 13 and 16. The second one requests element centroid stresses in the element local axes directions to be reported for elements 9 and 12. These results will appear in a tabular form in the output file.
START CONCRETE DESIGN
The above command initiates concrete design.
CODE ACI DESIGN SLAB 9 12
Slabs (i.e., elements) 9 and 12 will be designed and the reinforcement requirements obtained. In STAAD, elements are typically designed for the moments MX and MY at the centroid of the element.
END CONCRETE DESIGN
Terminates the concrete design operation.
FINISH
This command terminates the STAAD run.
Input File
STAAD SPACE FINITE ELEMENT MODEL OF TANK STRUCTURE
UNITS FEET KIPS
JOINT COORDINATES
1 0. 0. 0. 5 0. 20. 0.
REPEAT 4 5. 0. 0.
REPEAT 4 0. 0. 5.
REPEAT 4 -5. 0. 0.
REPEAT 3 0. 0. -5.
81 5. 0. 5. 83 5. 0. 15.
REPEAT 2 5. 0. 0.
ELEMENT INCIDENCES
1 1 2 7 6 TO 4 1 1
REPEAT 14 4 5
61 76 77 2 1 TO 64 1 1
65 1 6 81 76
66 76 81 82 71
67 71 82 83 66
68 66 83 56 61
69 6 11 84 81
70 81 84 85 82
71 82 85 86 83
72 83 86 51 56
73 11 16 87 84
74 84 87 88 85
75 85 88 89 86
76 86 89 46 51
77 16 21 26 87
78 87 26 31 88
79 88 31 36 89
80 89 36 41 46
UNIT INCHES
ELEMENT PROPERTIES
1 TO 80 TH 8.0
DEFINE MATERIAL START
ISOTROPIC CONCRETE
E 3000.
POISSON 0.17
DENSITY 8.7e-005
ALPHA 5e-006
DAMP 0.05
G 1346.15
TYPE CONCRETE
STRENGTH FCU 4
END DEFINE MATERIAL
CONSTANTS
MATERIAL CONCRETE ALL
SUPPORT
1 TO 76 BY 5 81 TO 89 PINNED
UNIT FT
LOAD 1
ELEMENT LOAD
4 TO 64 BY 4 PR 1.
3 TO 63 BY 4 PR 2.
2 TO 62 BY 4 PR 3.
1 TO 61 BY 4 PR 4.
PERFORM ANALYSIS
UNIT INCHES
PRINT JOINT DISPLACEMENTS LIST 5 25 45 65
PRINT ELEM FORCE LIST 13 16
PRINT ELEM STRESS LIST 9 12
START CONCRETE DESIGN
CODE ACI
DESIGN SLAB 9 12
END CONCRETE DESIGN
FINISH
STAAD Output File
PAGE NO. 1 **************************************************** * * * STAAD.Pro CONNECT Edition * * Version 22.10.00.*** * * Proprietary Program of * * Bentley Systems, Inc. * * Date= MAR 24, 2022 * * Time= 9:45:28 * * * * Licensed to: Bentley Systems Inc * **************************************************** 1. STAAD SPACE FINITE ELEMENT MODEL OF TANK STRUCTURE INPUT FILE: US-10 Finite Element Model for a Rectangular Tank.STD 2. UNITS FEET KIPS 3. JOINT COORDINATES 4. 1 0. 0. 0. 5 0. 20. 0. 5. REPEAT 4 5. 0. 0. 6. REPEAT 4 0. 0. 5. 7. REPEAT 4 -5. 0. 0. 8. REPEAT 3 0. 0. -5. 9. 81 5. 0. 5. 83 5. 0. 15. 10. REPEAT 2 5. 0. 0. 11. ELEMENT INCIDENCES 12. 1 1 2 7 6 TO 4 1 1 13. REPEAT 14 4 5 14. 61 76 77 2 1 TO 64 1 1 15. 65 1 6 81 76 16. 66 76 81 82 71 17. 67 71 82 83 66 18. 68 66 83 56 61 19. 69 6 11 84 81 20. 70 81 84 85 82 21. 71 82 85 86 83 22. 72 83 86 51 56 23. 73 11 16 87 84 24. 74 84 87 88 85 25. 75 85 88 89 86 26. 76 86 89 46 51 27. 77 16 21 26 87 28. 78 87 26 31 88 29. 79 88 31 36 89 30. 80 89 36 41 46 31. UNIT INCHES 32. ELEMENT PROPERTIES 33. 1 TO 80 TH 8.0 34. DEFINE MATERIAL START 35. ISOTROPIC CONCRETE 36. E 3000. 37. POISSON 0.17 38. DENSITY 8.7E-005 FINITE ELEMENT MODEL OF TANK STRUCTURE -- PAGE NO. 2 39. ALPHA 5E-006 40. DAMP 0.05 41. G 1346.15 42. TYPE CONCRETE 43. STRENGTH FCU 4 44. END DEFINE MATERIAL 45. CONSTANTS 46. MATERIAL CONCRETE ALL 47. SUPPORT 48. 1 TO 76 BY 5 81 TO 89 PINNED 49. UNIT FT 50. LOAD 1 51. ELEMENT LOAD 52. 4 TO 64 BY 4 PR 1. 53. 3 TO 63 BY 4 PR 2. 54. 2 TO 62 BY 4 PR 3. 55. 1 TO 61 BY 4 PR 4. 56. PERFORM ANALYSIS P R O B L E M S T A T I S T I C S ----------------------------------- NUMBER OF JOINTS 89 NUMBER OF MEMBERS 0 NUMBER OF PLATES 80 NUMBER OF SOLIDS 0 NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 25 Using 64-bit analysis engine. SOLVER USED IS THE IN-CORE ADVANCED MATH SOLVER TOTAL PRIMARY LOAD CASES = 1, TOTAL DEGREES OF FREEDOM = 459 TOTAL LOAD COMBINATION CASES = 0 SO FAR. *** NOTE: CAPACITY FOR MAXIMUM # 252 LOAD CASES IS ASSIGNED FOR PLATE LOAD. 57. UNIT INCHES 58. PRINT JOINT DISPLACEMENTS LIST 5 25 45 65 JOINT DISPLACE LIST 5 FINITE ELEMENT MODEL OF TANK STRUCTURE -- PAGE NO. 3 JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = SPACE ------------------ JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 5 1 -0.00403 0.00027 -0.00403 0.00021 0.00000 -0.00021 25 1 0.00403 0.00027 -0.00403 0.00021 0.00000 0.00021 45 1 0.00403 0.00027 0.00403 -0.00021 0.00000 0.00021 65 1 -0.00403 0.00027 0.00403 -0.00021 0.00000 -0.00021 ************** END OF LATEST ANALYSIS RESULT ************** 59. PRINT ELEM FORCE LIST 13 16 ELEM FORCE LIST 13 FINITE ELEMENT MODEL OF TANK STRUCTURE -- PAGE NO. 4 ELEMENT FORCES FORCE,LENGTH UNITS= KIPS INCH -------------- GLOBAL CORNER FORCES JOINT FX FY FZ MX MY MZ ELE.NO. 13 FOR LOAD CASE 1 16 -2.3570E+01 -1.8550E+01 2.1089E+01 -1.3649E+02 2.4437E+02 1.3427E+02 17 -7.0147E+00 -1.5328E+01 8.0498E+00 -8.5004E+01 -4.0990E+01 -2.1558E+02 22 4.0892E+01 5.9984E+00 4.3154E+01 -1.4891E+02 5.4757E+02 2.6486E+02 21 -1.0308E+01 2.7879E+01 2.7707E+01 2.9817E+02 5.0071E+02 -1.8356E+02 ELE.NO. 16 FOR LOAD CASE 1 19 -3.7438E+01 3.4537E+00 -2.2002E+01 -2.4192E+02 1.9474E+02 2.4055E+02 20 -3.6565E+01 6.0104E-01 -2.0799E+01 2.5567E+02 2.1788E+02 -4.0380E+02 25 3.2510E+01 1.7764E-15 3.2510E+01 -4.9347E+02 1.4400E+03 4.9347E+02 24 4.1493E+01 -4.0547E+00 3.5291E+01 5.2703E+02 1.4655E+03 -3.3022E+02 60. PRINT ELEM STRESS LIST 9 12 ELEM STRESS LIST 9 FINITE ELEMENT MODEL OF TANK STRUCTURE -- PAGE NO. 5 ELEMENT STRESSES FORCE,LENGTH UNITS= KIPS INCH ---------------- STRESS = FORCE/UNIT WIDTH/THICK, MOMENT = FORCE-LENGTH/UNIT WIDTH ELEMENT LOAD SQX SQY MX MY MXY VONT VONB SX SY SXY TRESCAT TRESCAB 9 1 0.15 0.01 -5.43 5.56 5.60 1.35 1.20 0.02 0.08 0.03 1.55 1.39 TOP : SMAX= 0.83 SMIN= -0.72 TMAX= 0.78 ANGLE= 67.3 BOTT: SMAX= 0.74 SMIN= -0.65 TMAX= 0.69 ANGLE=-22.8 12 1 -0.02 -0.04 -0.11 20.01 -0.21 2.05 1.72 -0.00 0.16 -0.01 2.05 1.72 TOP : SMAX= 2.04 SMIN= -0.01 TMAX= 1.03 ANGLE=-89.3 BOTT: SMAX= 0.01 SMIN= -1.71 TMAX= 0.86 ANGLE= 0.4 **** MAXIMUM STRESSES AMONG SELECTED PLATES AND CASES **** MAXIMUM MINIMUM MAXIMUM MAXIMUM MAXIMUM PRINCIPAL PRINCIPAL SHEAR VONMISES TRESCA STRESS STRESS STRESS STRESS STRESS 2.040916E+00 -1.712074E+00 1.026498E+00 2.046982E+00 2.052995E+00 PLATE NO. 12 12 12 12 12 CASE NO. 1 1 1 1 1 ********************END OF ELEMENT FORCES******************** 61. START CONCRETE DESIGN FINITE ELEMENT MODEL OF TANK STRUCTURE -- PAGE NO. 6 CONCRETE DESIGN 62. CODE ACI 63. DESIGN SLAB 9 12 FINITE ELEMENT MODEL OF TANK STRUCTURE -- PAGE NO. 7 **WARNING** - ELEMENT DESIGN to ACI 318-14 is not available in this version of STAAD.Pro 64. END CONCRETE DESIGN 65. FINISH *********** END OF THE STAAD.Pro RUN *********** **** DATE= MAR 24,2022 TIME= 9:45:28 **** ************************************************************ * 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 * ************************************************************