EX. UK-29 Time History Analysis of a Frame for Seismic Loads
Analysis and design of a structure for seismic loads is demonstrated in this example. In this model, static load cases are solved along with the seismic load case. For the seismic case, the maximum values of displacements, forces and reactions are obtained. The results of the dynamic case are combined with those of the static cases and steel design is performed on the combined cases.
This problem is installed with the program by default to C:\Users\Public\Public Documents\STAAD.Pro 2023\Samples\Sample Models\UK\UK-29 Time History Analysis of a Frame for Seismic Loads.std when you install the program.
Input File
STAAD SPACE DYNAMIC ANALYSIS FOR SEISMIC LOADS
UNIT METER KNS
JOINT COORDINATES
1 0 0 0 ; 2 0 3.5 0 ; 3 0 5.3 0 ; 4 0 7 0
REPEAT ALL 1 9.5 0 0
REPEAT ALL 1 0 0 3
17 1.8 7 0 ; 18 4.6 7 0 ; 19 7.6 7 0
REPEAT ALL 1 0 0 3
MEMBER INCIDENCES
1 1 2 3
REPEAT 1 3 4
7 9 10 9
10 13 14 12
13 4 17; 14 17 18; 15 18 19; 16 19 8
17 12 20; 18 20 21; 19 21 22; 20 22 16
21 2 10; 22 4 12; 23 6 14
24 8 16; 25 3 17; 26 7 19; 27 11 20; 28 15 22; 29 18 21
START GROUP DEFINITION
MEMBER
_VERTICAL 1 TO 12
_XBEAM 13 TO 20
_ZBEAM 21 TO 24 29
_BRACE 25 TO 28
END GROUP DEFINITION
MEMBER PROPERTIES CANADIAN
_VERTICAL TA ST W310X97
_XBEAM TA ST W250X39
_ZBEAM TA ST C200X17
_BRACE TA ST L152X152X13
UNIT KNS MMS
DEFINE MATERIAL START
ISOTROPIC STEEL
E 200
POISSON 0.3
DENSITY 7.8e-008
ALPHA 6e-006
DAMP 0.03
TYPE STEEL
STRENGTH FY 0.24821 FU 0.399894 RY 1.5 RT 1.2
END DEFINE MATERIAL
CONSTANTS
MATERIAL STEEL ALL
BETA 180 MEMB 21 22
SUPPORTS
1 5 9 13 PINNED
CUT OFF MODE SHAPE 30
UNIT KGS METER
DEFINE TIME HISTORY
TYPE 1 ACCELERATION
READ EQDATA.TXT
ARRIVAL TIME
0.0
DAMPING 0.05
LOAD 1 WEIGHT OF STRUCTURE ACTING STATICALLY
SELFWEIGHT Y -1.0
LOAD 2 PLATFORM LEVEL LOAD ACTING STATICALLY
FLOOR LOAD
YRA 6.9 7.1 FLOAD -500
LOAD 3 DYNAMIC LOAD
* MASSES
SELFWEIGHT X 1.0
SELFWEIGHT Y 1.0
SELFWEIGHT Z 1.0
FLOOR LOAD
YRANGE 6.9 7.1 FLOAD 500 GX
YRANGE 6.9 7.1 FLOAD 500 GY
YRANGE 6.9 7.1 FLOAD 500 GZ
GROUND MOTION X 1 1 9.806
LOAD COMBINATION 11 (STATIC + POSITIVE OF DYNAMIC)
1 1.0 2 1.0 3 1.0
LOAD COMBINATION 12 (STATIC + NEGATIVE OF DYNAMIC)
1 1.0 2 1.0 3 -1.0
PERFORM ANALYSIS
PRINT ANALYSIS RESULTS
LOAD LIST 11 12
PARAMETER
CODE CANADA
CHECK CODE ALL
FINISHSTAAD Output File
PAGE NO. 1 **************************************************** * * * STAAD.Pro 2023 * * Version 23.00.02.*** * * Proprietary Program of * * Bentley Systems, Inc. * * Date= DEC 15, 2023 * * Time= 15:58:58 * * * * Licensed to: Bentley Systems Inc * **************************************************** 1. STAAD SPACE DYNAMIC ANALYSIS FOR SEISMIC LOADS INPUT FILE: D:\Documentation\STAAD.Pro\_Automated_Py\output\2023-12-15\SPro_Output_Input_Files\Sample .. .STD 2. UNIT METER KNS 3. JOINT COORDINATES 4. 1 0 0 0 ; 2 0 3.5 0 ; 3 0 5.3 0 ; 4 0 7 0 5. REPEAT ALL 1 9.5 0 0 6. REPEAT ALL 1 0 0 3 7. 17 1.8 7 0 ; 18 4.6 7 0 ; 19 7.6 7 0 8. REPEAT ALL 1 0 0 3 9. MEMBER INCIDENCES 10. 1 1 2 3 11. REPEAT 1 3 4 12. 7 9 10 9 13. 10 13 14 12 14. 13 4 17; 14 17 18; 15 18 19; 16 19 8 15. 17 12 20; 18 20 21; 19 21 22; 20 22 16 16. 21 2 10; 22 4 12; 23 6 14 17. 24 8 16; 25 3 17; 26 7 19; 27 11 20; 28 15 22; 29 18 21 18. START GROUP DEFINITION 19. MEMBER 20. _VERTICAL 1 TO 12 21. _XBEAM 13 TO 20 22. _ZBEAM 21 TO 24 29 23. _BRACE 25 TO 28 24. END GROUP DEFINITION 25. MEMBER PROPERTIES CANADIAN 26. _VERTICAL TA ST W310X97 27. _XBEAM TA ST W250X39 28. _ZBEAM TA ST C200X17 29. _BRACE TA ST L152X152X13 30. UNIT KNS MMS 31. DEFINE MATERIAL START 32. ISOTROPIC STEEL 33. E 200 34. POISSON 0.3 35. DENSITY 7.8E-008 36. ALPHA 6E-006 37. DAMP 0.03 38. TYPE STEEL DYNAMIC ANALYSIS FOR SEISMIC LOADS -- PAGE NO. 2 39. STRENGTH FY 0.24821 FU 0.399894 RY 1.5 RT 1.2 40. END DEFINE MATERIAL 41. CONSTANTS 42. MATERIAL STEEL ALL 43. BETA 180 MEMB 21 22 44. SUPPORTS 45. 1 5 9 13 PINNED 46. CUT OFF MODE SHAPE 30 47. UNIT KGS METER 48. DEFINE TIME HISTORY 49. TYPE 1 ACCELERATION 50. READ EQDATA.TXT 51. ARRIVAL TIME 52. 0.0 53. DAMPING 0.05 54. LOAD 1 WEIGHT OF STRUCTURE ACTING STATICALLY 55. SELFWEIGHT Y -1.0 56. LOAD 2 PLATFORM LEVEL LOAD ACTING STATICALLY 57. FLOOR LOAD 58. YRA 6.9 7.1 FLOAD -500 **NOTE** about Floor/OneWay Loads/Weights. Please note that depending on the shape of the floor you may have to break up the FLOOR/ONEWAY LOAD into multiple commands. For details please refer to Technical Reference Manual Section 5.32.4.2 Note d and/or "5.32.4.3 Note f. 59. LOAD 3 DYNAMIC LOAD 60. * MASSES 61. SELFWEIGHT X 1.0 62. SELFWEIGHT Y 1.0 63. SELFWEIGHT Z 1.0 64. FLOOR LOAD 65. YRANGE 6.9 7.1 FLOAD 500 GX 66. YRANGE 6.9 7.1 FLOAD 500 GY 67. YRANGE 6.9 7.1 FLOAD 500 GZ 68. GROUND MOTION X 1 1 9.806 69. LOAD COMBINATION 11 (STATIC + POSITIVE OF DYNAMIC) 70. 1 1.0 2 1.0 3 1.0 71. LOAD COMBINATION 12 (STATIC + NEGATIVE OF DYNAMIC) 72. 1 1.0 2 1.0 3 -1.0 73. PERFORM ANALYSIS DYNAMIC ANALYSIS FOR SEISMIC LOADS -- PAGE NO. 3 P R O B L E M S T A T I S T I C S ----------------------------------- NUMBER OF JOINTS 22 NUMBER OF MEMBERS 29 NUMBER OF PLATES 0 NUMBER OF SOLIDS 0 NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 4 Using 64-bit analysis engine. SOLVER USED IS THE IN-CORE ADVANCED MATH SOLVER TOTAL PRIMARY LOAD CASES = 3, TOTAL DEGREES OF FREEDOM = 120 TOTAL LOAD COMBINATION CASES = 2 SO FAR. ***NOTE: MASSES DEFINED UNDER LOAD# 3 WILL FORM THE FINAL MASS MATRIX FOR DYNAMIC ANALYSIS. EIGEN METHOD : SUBSPACE ------------------------- NUMBER OF MODES REQUESTED = 30 NUMBER OF EXISTING MASSES IN THE MODEL = 54 NUMBER OF MODES THAT WILL BE USED = 30 *** EIGENSOLUTION : ADVANCED METHOD *** DYNAMIC ANALYSIS FOR SEISMIC LOADS -- PAGE NO. 4 CALCULATED FREQUENCIES FOR LOAD CASE 3 MODE FREQUENCY(CYCLES/SEC) PERIOD(SEC) 1 0.693 1.44295 2 1.215 0.82296 3 1.365 0.73265 4 1.561 0.64059 5 2.077 0.48142 6 3.044 0.32846 7 4.217 0.23712 8 4.273 0.23404 9 5.538 0.18058 10 5.543 0.18039 11 5.728 0.17457 12 12.732 0.07854 13 12.741 0.07849 14 15.103 0.06621 15 15.160 0.06596 16 16.354 0.06115 17 16.361 0.06112 18 45.292 0.02208 19 45.315 0.02207 20 48.670 0.02055 21 48.698 0.02053 22 51.820 0.01930 23 51.966 0.01924 24 54.942 0.01820 25 55.877 0.01790 26 55.892 0.01789 27 65.315 0.01531 28 65.477 0.01527 29 87.675 0.01141 30 87.698 0.01140 MODAL WEIGHT (MODAL MASS TIMES g) IN KGS GENERALIZED MODE X Y Z WEIGHT 1 8.428479E-17 3.973848E-17 1.501941E+04 8.845560E+03 2 1.725302E+04 4.369967E-02 1.375553E-16 1.677680E+04 3 1.921147E-11 1.030589E-14 8.419906E-01 1.266359E+04 4 5.867172E-12 1.954666E-14 4.822830E+00 2.596549E+04 5 3.639106E-16 1.767266E-19 2.366926E+03 6.440201E+03 6 9.389162E-30 9.016470E-30 3.077720E-13 5.200768E+03 7 7.448636E-29 8.510260E-28 1.081621E-12 4.804401E+03 8 2.127649E-16 8.969083E-16 1.923308E+00 8.821168E+03 9 6.201208E-03 9.100304E+03 1.700018E-10 6.018229E+03 10 5.259372E-12 6.922816E-06 2.331645E-01 6.033932E+03 11 1.221274E-16 1.806567E-11 4.085088E+01 8.734128E+03 12 3.013838E+02 4.352953E+01 2.749213E-13 6.235822E+03 DYNAMIC ANALYSIS FOR SEISMIC LOADS -- PAGE NO. 5 13 9.397726E-08 1.312250E-08 8.607833E-04 6.238517E+03 14 4.732753E-19 7.878291E-19 6.997098E+01 8.386677E+02 15 1.000137E-15 1.586578E-14 9.354548E+01 8.424974E+02 16 5.267608E+00 1.221315E+03 3.186588E-11 5.514818E+03 17 2.898206E-09 6.827010E-07 5.604505E-02 5.516616E+03 18 2.828040E-01 1.883040E+03 1.599798E-16 1.675764E+03 19 5.315951E-12 3.899624E-08 7.850585E-06 1.675934E+03 20 4.118067E+01 1.211323E+01 1.031537E-18 1.390516E+03 21 3.229149E-10 9.662888E-11 1.550643E-07 1.389660E+03 22 4.568585E-26 2.039624E-22 2.052465E-17 4.245108E+02 23 9.871051E-26 1.307891E-22 3.766811E-17 4.220495E+02 24 3.514037E-26 1.116731E-24 6.236122E-21 4.868892E+03 25 8.054632E-03 3.932247E+02 3.819723E-16 5.355819E+03 26 1.156172E-13 3.029329E-09 4.932334E-05 5.335906E+03 27 3.125936E-20 5.889706E-16 2.044529E+00 5.603039E+02 28 2.432179E-18 3.227255E-15 2.037832E+00 5.570734E+02 29 7.267862E-01 1.713536E+03 7.387739E-16 2.807397E+03 30 2.296865E-18 5.310772E-15 5.251737E-17 1.982699E+03 DYNAMIC ANALYSIS FOR SEISMIC LOADS -- PAGE NO. 6 MASS PARTICIPATION FACTORS MASS PARTICIPATION FACTORS IN PERCENT -------------------------------------- MODE X Y Z SUMM-X SUMM-Y SUMM-Z 1 0.00 0.00 85.32 0.000 0.000 85.325 2 98.01 0.00 0.00 98.014 0.000 85.325 3 0.00 0.00 0.00 98.014 0.000 85.329 4 0.00 0.00 0.03 98.014 0.000 85.357 5 0.00 0.00 13.45 98.014 0.000 98.803 6 0.00 0.00 0.00 98.014 0.000 98.803 7 0.00 0.00 0.00 98.014 0.000 98.803 8 0.00 0.00 0.01 98.014 0.000 98.814 9 0.00 51.70 0.00 98.014 51.699 98.814 10 0.00 0.00 0.00 98.014 51.699 98.815 11 0.00 0.00 0.23 98.014 51.699 99.047 12 1.71 0.25 0.00 99.726 51.946 99.047 13 0.00 0.00 0.00 99.726 51.946 99.047 14 0.00 0.00 0.40 99.726 51.946 99.445 15 0.00 0.00 0.53 99.726 51.946 99.976 16 0.03 6.94 0.00 99.756 58.884 99.976 17 0.00 0.00 0.00 99.756 58.884 99.977 18 0.00 10.70 0.00 99.757 69.582 99.977 19 0.00 0.00 0.00 99.757 69.582 99.977 20 0.23 0.07 0.00 99.991 69.650 99.977 21 0.00 0.00 0.00 99.991 69.650 99.977 22 0.00 0.00 0.00 99.991 69.650 99.977 23 0.00 0.00 0.00 99.991 69.650 99.977 24 0.00 0.00 0.00 99.991 69.650 99.977 25 0.00 2.23 0.00 99.991 71.884 99.977 26 0.00 0.00 0.00 99.991 71.884 99.977 27 0.00 0.00 0.01 99.991 71.884 99.988 28 0.00 0.00 0.01 99.991 71.884 100.000 29 0.00 9.73 0.00 99.995 81.619 100.000 30 0.00 0.00 0.00 99.995 81.619 100.000 A C T U A L MODAL D A M P I N G USED IN ANALYSIS MODE DAMPING 1 0.05000000 2 0.05000000 3 0.05000000 4 0.05000000 5 0.05000000 6 0.05000000 7 0.05000000 8 0.05000000 9 0.05000000 10 0.05000000 11 0.05000000 12 0.05000000 13 0.05000000 14 0.05000000 15 0.05000000 16 0.05000000 DYNAMIC ANALYSIS FOR SEISMIC LOADS -- PAGE NO. 7 MODE DAMPING 17 0.05000000 18 0.05000000 19 0.05000000 20 0.05000000 21 0.05000000 22 0.05000000 23 0.05000000 24 0.05000000 25 0.05000000 26 0.05000000 27 0.05000000 28 0.05000000 29 0.05000000 30 0.05000000 TIME STEP USED IN TIME HISTORY ANALYSIS = 0.00139 SECONDS NUMBER OF MODES WHOSE CONTRIBUTION IS CONSIDERED = 30 TIME DURATION OF TIME HISTORY ANALYSIS = 31.160 SECONDS NUMBER OF TIME STEPS IN THE SOLUTION PROCESS = 22435 74. PRINT ANALYSIS RESULTS BASE SHEAR UNITS ARE -- KGS METE MAXIMUM BASE SHEAR X= -9.498282E+03 Y= -5.285202E+01 Z= 3.482067E-06 AT TIMES 5.809722 2.445833 2.766667 ANALYSIS RESULTS DYNAMIC ANALYSIS FOR SEISMIC LOADS -- PAGE NO. 8 JOINT DISPLACEMENT (CM RADIANS) STRUCTURE TYPE = SPACE ------------------ JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 1 1 0.0000 0.0000 0.0000 -0.0000 -0.0000 0.0001 2 0.0000 0.0000 0.0000 0.0000 -0.0000 0.0015 3 0.0000 0.0000 0.0000 0.0000 -0.0000 -0.0173 11 0.0000 0.0000 0.0000 0.0000 -0.0000 -0.0157 12 0.0000 0.0000 0.0000 0.0000 -0.0000 0.0190 2 1 -0.0290 -0.0012 -0.0000 0.0000 -0.0000 0.0000 2 -0.4146 -0.0050 -0.0004 -0.0001 -0.0000 0.0004 3 5.7319 0.0046 0.0000 0.0000 -0.0000 -0.0142 11 5.2883 -0.0015 -0.0005 -0.0001 -0.0000 -0.0138 12 -6.1755 -0.0108 -0.0005 -0.0001 -0.0000 0.0145 3 1 -0.0249 -0.0016 -0.0002 -0.0000 -0.0000 -0.0001 2 -0.3581 -0.0075 -0.0122 -0.0000 -0.0001 -0.0012 3 7.9529 0.0070 0.0000 0.0000 -0.0000 -0.0101 11 7.5699 -0.0021 -0.0124 -0.0000 -0.0001 -0.0113 12 -8.3358 -0.0161 -0.0124 -0.0000 -0.0001 0.0088 4 1 -0.0030 -0.0016 0.0000 0.0000 -0.0000 -0.0001 2 -0.0451 -0.0076 0.0004 0.0002 -0.0000 -0.0020 3 9.3683 0.0023 0.0000 0.0000 0.0000 -0.0083 11 9.3201 -0.0069 0.0004 0.0002 -0.0000 -0.0104 12 -9.4164 -0.0115 0.0004 0.0002 -0.0000 0.0062 5 1 0.0000 0.0000 0.0000 -0.0000 0.0000 -0.0001 2 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0014 3 0.0000 0.0000 0.0000 -0.0000 -0.0000 -0.0174 11 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0189 12 0.0000 0.0000 0.0000 0.0000 0.0000 0.0159 6 1 0.0261 -0.0012 -0.0000 0.0000 0.0000 -0.0000 2 0.3723 -0.0050 -0.0004 -0.0001 0.0000 -0.0002 3 5.7484 -0.0046 -0.0000 -0.0000 -0.0000 -0.0142 11 6.1468 -0.0108 -0.0005 -0.0001 0.0000 -0.0144 12 -5.3500 -0.0015 -0.0005 -0.0001 0.0000 0.0139 7 1 0.0206 -0.0016 -0.0002 -0.0000 0.0000 0.0001 2 0.2940 -0.0075 -0.0122 -0.0000 0.0001 0.0013 3 7.9667 -0.0070 -0.0000 -0.0000 -0.0000 -0.0100 11 8.2813 -0.0161 -0.0124 -0.0000 0.0001 -0.0086 12 -7.6521 -0.0021 -0.0124 -0.0000 0.0001 0.0114 8 1 -0.0027 -0.0016 0.0000 0.0000 0.0000 0.0001 2 -0.0398 -0.0077 0.0004 0.0002 0.0000 0.0021 3 9.3696 -0.0026 -0.0000 -0.0000 0.0000 -0.0082 11 9.3271 -0.0119 0.0004 0.0002 0.0000 -0.0060 12 -9.4121 -0.0068 0.0004 0.0002 0.0000 0.0105 9 1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0001 2 0.0000 0.0000 0.0000 -0.0000 0.0000 0.0015 3 0.0000 0.0000 0.0000 0.0000 -0.0000 -0.0173 11 0.0000 0.0000 0.0000 -0.0000 0.0000 -0.0157 12 0.0000 0.0000 0.0000 -0.0000 0.0000 0.0190 10 1 -0.0290 -0.0012 0.0000 -0.0000 0.0000 0.0000 DYNAMIC ANALYSIS FOR SEISMIC LOADS -- PAGE NO. 9 JOINT DISPLACEMENT (CM RADIANS) STRUCTURE TYPE = SPACE ------------------ JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 2 -0.4146 -0.0050 0.0004 0.0001 0.0000 0.0004 3 5.7319 0.0046 0.0000 0.0000 -0.0000 -0.0142 11 5.2883 -0.0015 0.0005 0.0001 0.0000 -0.0138 12 -6.1755 -0.0108 0.0005 0.0001 0.0000 0.0145 11 1 -0.0249 -0.0016 0.0002 0.0000 0.0000 -0.0001 2 -0.3581 -0.0075 0.0122 0.0000 0.0001 -0.0012 3 7.9529 0.0070 0.0000 0.0000 -0.0000 -0.0101 11 7.5699 -0.0021 0.0124 0.0000 0.0001 -0.0113 12 -8.3358 -0.0161 0.0124 0.0000 0.0001 0.0088 12 1 -0.0030 -0.0016 -0.0000 -0.0000 0.0000 -0.0001 2 -0.0451 -0.0076 -0.0004 -0.0002 0.0000 -0.0020 3 9.3683 0.0023 0.0000 0.0000 0.0000 -0.0083 11 9.3201 -0.0069 -0.0004 -0.0002 0.0000 -0.0104 12 -9.4164 -0.0115 -0.0004 -0.0002 0.0000 0.0062 13 1 0.0000 0.0000 0.0000 0.0000 -0.0000 -0.0001 2 0.0000 0.0000 0.0000 -0.0000 -0.0000 -0.0014 3 0.0000 0.0000 0.0000 -0.0000 -0.0000 -0.0174 11 0.0000 0.0000 0.0000 -0.0000 -0.0000 -0.0189 12 0.0000 0.0000 0.0000 -0.0000 -0.0000 0.0159 14 1 0.0261 -0.0012 0.0000 -0.0000 -0.0000 -0.0000 2 0.3723 -0.0050 0.0004 0.0001 -0.0000 -0.0002 3 5.7484 -0.0046 -0.0000 -0.0000 -0.0000 -0.0142 11 6.1468 -0.0108 0.0005 0.0001 -0.0000 -0.0144 12 -5.3500 -0.0015 0.0005 0.0001 -0.0000 0.0139 15 1 0.0206 -0.0016 0.0002 0.0000 -0.0000 0.0001 2 0.2940 -0.0075 0.0122 0.0000 -0.0001 0.0013 3 7.9667 -0.0070 -0.0000 -0.0000 -0.0000 -0.0100 11 8.2813 -0.0161 0.0124 0.0000 -0.0001 -0.0086 12 -7.6521 -0.0021 0.0124 0.0000 -0.0001 0.0114 16 1 -0.0027 -0.0016 -0.0000 -0.0000 -0.0000 0.0001 2 -0.0398 -0.0077 -0.0004 -0.0002 -0.0000 0.0021 3 9.3696 -0.0026 -0.0000 -0.0000 0.0000 -0.0082 11 9.3271 -0.0119 -0.0004 -0.0002 -0.0000 -0.0060 12 -9.4121 -0.0068 -0.0004 -0.0002 -0.0000 0.0105 17 1 -0.0027 -0.0267 0.0000 0.0000 0.0000 -0.0002 2 -0.0400 -0.3687 0.0008 0.0001 0.0000 -0.0025 3 9.3513 -1.4019 0.0000 -0.0000 0.0000 -0.0033 11 9.3086 -1.7973 0.0008 0.0001 0.0000 -0.0059 12 -9.3941 1.0065 0.0008 0.0001 0.0000 0.0006 18 1 -0.0029 -0.0644 -0.0000 0.0001 0.0000 -0.0000 2 -0.0425 -0.9647 -0.0000 0.0038 0.0000 -0.0003 3 9.3534 -0.0734 0.0000 0.0000 0.0000 0.0086 11 9.3080 -1.1025 -0.0000 0.0039 0.0000 0.0083 12 -9.3987 -0.9557 -0.0000 0.0039 0.0000 -0.0089 19 1 -0.0031 -0.0296 0.0000 0.0000 -0.0000 0.0002 2 -0.0451 -0.4115 0.0009 0.0001 -0.0000 0.0025 DYNAMIC ANALYSIS FOR SEISMIC LOADS -- PAGE NO. 10 JOINT DISPLACEMENT (CM RADIANS) STRUCTURE TYPE = SPACE ------------------ JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 3 9.3514 1.4648 -0.0000 0.0000 0.0000 -0.0031 11 9.3032 1.0237 0.0009 0.0001 -0.0000 -0.0004 12 -9.3995 -1.9060 0.0009 0.0001 -0.0000 0.0057 20 1 -0.0027 -0.0267 -0.0000 -0.0000 -0.0000 -0.0002 2 -0.0400 -0.3687 -0.0008 -0.0001 -0.0000 -0.0025 3 9.3513 -1.4019 0.0000 -0.0000 0.0000 -0.0033 11 9.3086 -1.7973 -0.0008 -0.0001 -0.0000 -0.0059 12 -9.3941 1.0065 -0.0008 -0.0001 -0.0000 0.0006 21 1 -0.0029 -0.0644 0.0000 -0.0001 -0.0000 -0.0000 2 -0.0425 -0.9647 0.0000 -0.0038 -0.0000 -0.0003 3 9.3534 -0.0734 0.0000 0.0000 0.0000 0.0086 11 9.3080 -1.1025 0.0000 -0.0039 -0.0000 0.0083 12 -9.3987 -0.9557 0.0000 -0.0039 -0.0000 -0.0089 22 1 -0.0031 -0.0296 -0.0000 -0.0000 0.0000 0.0002 2 -0.0451 -0.4115 -0.0009 -0.0001 0.0000 0.0025 3 9.3514 1.4648 -0.0000 0.0000 0.0000 -0.0031 11 9.3032 1.0237 -0.0009 -0.0001 0.0000 -0.0004 12 -9.3995 -1.9060 -0.0009 -0.0001 0.0000 0.0057 DYNAMIC ANALYSIS FOR SEISMIC LOADS -- PAGE NO. 11 SUPPORT REACTIONS -UNIT KGS METE STRUCTURE TYPE = SPACE ----------------- JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z 1 1 61.39 1009.30 0.98 0.00 0.00 0.00 2 872.77 3562.50 -19.74 0.00 0.00 0.00 3 -2356.64 -3311.14 -0.00 0.00 0.00 0.00 11 -1422.49 1260.65 -18.76 0.00 0.00 0.00 12 3290.79 7882.94 -18.76 0.00 0.00 0.00 5 1 -61.39 1009.45 0.98 0.00 0.00 0.00 2 -872.77 3562.50 -19.74 0.00 0.00 0.00 3 -2392.50 3308.29 0.00 0.00 0.00 0.00 11 -3326.65 7880.23 -18.76 0.00 0.00 0.00 12 1458.35 1263.66 -18.76 0.00 0.00 0.00 9 1 61.39 1009.30 -0.98 0.00 0.00 0.00 2 872.77 3562.50 19.74 0.00 0.00 0.00 3 -2356.64 -3311.14 -0.00 0.00 0.00 0.00 11 -1422.49 1260.65 18.76 0.00 0.00 0.00 12 3290.79 7882.94 18.76 0.00 0.00 0.00 13 1 -61.39 1009.45 -0.98 0.00 0.00 0.00 2 -872.77 3562.50 19.74 0.00 0.00 0.00 3 -2392.50 3308.29 0.00 0.00 0.00 0.00 11 -3326.65 7880.23 18.76 0.00 0.00 0.00 12 1458.35 1263.66 18.76 0.00 0.00 0.00 DYNAMIC ANALYSIS FOR SEISMIC LOADS -- PAGE NO. 12 MEMBER END FORCES STRUCTURE TYPE = SPACE ----------------- ALL UNITS ARE -- KGS METE (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 1 1 1 1009.30 -61.39 0.98 0.00 0.00 0.00 2 -666.89 61.39 -0.98 0.00 -3.43 -214.85 2 1 3562.50 -872.77 -19.74 0.00 -0.00 -0.00 2 -3562.50 872.77 19.74 0.00 69.09 -3054.69 3 1 -3311.14 2356.64 -0.00 0.00 0.00 0.00 2 3311.14 -2356.64 0.00 0.00 0.00 8248.24 11 1 1260.65 1422.49 -18.76 0.00 -0.00 0.00 2 -918.24 -1422.49 18.76 0.00 65.66 4978.71 12 1 7882.94 -3290.79 -18.76 0.00 -0.00 -0.00 2 -7540.53 3290.79 18.76 0.00 65.66 -11517.78 2 1 2 641.00 -61.39 5.97 0.01 -9.03 214.85 3 -464.90 61.39 -5.97 -0.01 -1.72 -325.34 2 2 3562.50 -872.77 112.31 0.24 -79.35 3054.69 3 -3562.50 872.77 -112.31 -0.24 -122.82 -4625.67 3 2 -3311.13 2253.63 -0.00 -0.00 0.00 -8248.24 3 3311.13 -2253.63 0.00 0.00 0.00 12304.78 11 2 892.36 1319.48 118.29 0.24 -88.38 -4978.71 3 -716.27 -1319.48 -118.29 -0.24 -124.54 7353.77 12 2 7514.63 -3187.79 118.29 0.24 -88.38 11517.78 3 -7338.53 3187.79 -118.29 -0.24 -124.54 -17255.79 3 1 3 191.68 186.66 5.96 -0.01 1.70 310.00 4 -25.36 -186.66 -5.96 0.01 -11.84 7.31 2 3 41.65 2832.69 111.63 -0.35 122.13 4570.39 4 -41.65 -2832.69 -111.63 0.35 -311.90 245.19 3 3 6886.37 -8900.35 -0.00 -0.00 -0.00 -12336.68 4 -6886.37 8900.35 0.00 0.00 0.00 -2793.95 11 3 7119.69 -5881.00 117.60 -0.36 123.83 -7456.29 4 -6953.38 5881.00 -117.60 0.36 -323.74 -2541.45 12 3 -6653.05 11919.69 117.60 -0.36 123.83 17217.07 4 6819.36 -11919.69 -117.60 0.36 -323.74 3046.45 4 1 5 1009.45 61.39 0.98 0.00 0.00 -0.00 6 -667.04 -61.39 -0.98 0.00 -3.43 214.85 2 5 3562.50 872.77 -19.74 0.00 0.00 -0.00 6 -3562.50 -872.77 19.74 0.00 69.07 3054.69 3 5 3308.29 2392.50 0.00 0.00 0.00 0.00 6 -3308.29 -2392.50 -0.00 0.00 -0.00 8373.75 11 5 7880.23 3326.65 -18.76 0.00 0.00 0.00 6 -7537.82 -3326.65 18.76 0.00 65.65 11643.29 12 5 1263.66 -1458.35 -18.76 0.00 0.00 -0.00 6 -921.25 1458.35 18.76 0.00 65.65 -5104.22 DYNAMIC ANALYSIS FOR SEISMIC LOADS -- PAGE NO. 13 MEMBER END FORCES STRUCTURE TYPE = SPACE ----------------- ALL UNITS ARE -- KGS METE (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 5 1 6 641.15 61.39 5.97 -0.01 -9.03 -214.85 7 -465.05 -61.39 -5.97 0.01 -1.72 325.34 2 6 3562.50 872.77 112.28 -0.22 -79.33 -3054.69 7 -3562.50 -872.77 -112.28 0.22 -122.76 4625.67 3 6 3308.16 2288.65 0.00 0.00 -0.00 -8373.75 7 -3308.16 -2288.65 -0.00 -0.00 -0.00 12493.31 11 6 7511.81 3222.80 118.25 -0.23 -88.36 -11643.29 7 -7335.71 -3222.80 -118.25 0.23 -124.49 17444.32 12 6 895.48 -1354.49 118.25 -0.23 -88.36 5104.22 7 -719.39 1354.49 -118.25 0.23 -124.49 -7542.31 6 1 7 206.02 -182.87 5.96 0.01 1.71 -308.77 8 -39.71 182.87 -5.96 -0.01 -11.84 -2.12 2 7 257.08 -2789.79 111.63 0.33 122.14 -4566.17 8 -257.08 2789.79 -111.63 -0.33 -311.91 -176.47 3 7 -6533.99 -9068.05 0.00 -0.00 0.00 -12526.20 8 6533.99 9068.05 -0.00 0.00 -0.00 -2889.65 11 7 -6070.89 -12040.72 117.59 0.34 123.84 -17401.14 8 6237.20 12040.72 -117.59 -0.34 -323.75 -3068.23 12 7 6997.09 6095.39 117.59 0.34 123.84 7651.26 8 -6830.78 -6095.39 -117.59 -0.34 -323.75 2711.06 7 1 9 1009.30 -61.39 -0.98 0.00 -0.00 0.00 10 -666.89 61.39 0.98 0.00 3.43 -214.85 2 9 3562.50 -872.77 19.74 0.00 0.00 0.00 10 -3562.50 872.77 -19.74 0.00 -69.09 -3054.69 3 9 -3311.14 2356.64 -0.00 0.00 0.00 -0.00 10 3311.14 -2356.64 0.00 0.00 0.00 8248.24 11 9 1260.65 1422.49 18.76 0.00 0.00 -0.00 10 -918.24 -1422.49 -18.76 0.00 -65.66 4978.71 12 9 7882.94 -3290.79 18.76 0.00 0.00 0.00 10 -7540.53 3290.79 -18.76 0.00 -65.66 -11517.78 8 1 10 641.00 -61.39 -5.97 -0.01 9.03 214.85 11 -464.90 61.39 5.97 0.01 1.72 -325.34 2 10 3562.50 -872.77 -112.31 -0.24 79.35 3054.69 11 -3562.50 872.77 112.31 0.24 122.82 -4625.67 3 10 -3311.13 2253.63 -0.00 -0.00 0.00 -8248.24 11 3311.13 -2253.63 0.00 0.00 0.00 12304.78 11 10 892.36 1319.48 -118.29 -0.24 88.38 -4978.71 11 -716.27 -1319.48 118.29 0.24 124.54 7353.77 12 10 7514.63 -3187.79 -118.29 -0.24 88.38 11517.78 11 -7338.53 3187.79 118.29 0.24 124.54 -17255.79 9 1 11 191.68 186.66 -5.96 0.01 -1.70 310.00 12 -25.36 -186.66 5.96 -0.01 11.84 7.31 DYNAMIC ANALYSIS FOR SEISMIC LOADS -- PAGE NO. 14 MEMBER END FORCES STRUCTURE TYPE = SPACE ----------------- ALL UNITS ARE -- KGS METE (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 2 11 41.65 2832.69 -111.63 0.35 -122.13 4570.39 12 -41.65 -2832.69 111.63 -0.35 311.90 245.19 3 11 6886.37 -8900.35 -0.00 -0.00 -0.00 -12336.68 12 -6886.37 8900.35 0.00 0.00 0.00 -2793.95 11 11 7119.69 -5881.00 -117.60 0.36 -123.83 -7456.29 12 -6953.38 5881.00 117.60 -0.36 323.74 -2541.45 12 11 -6653.05 11919.69 -117.60 0.36 -123.83 17217.07 12 6819.36 -11919.69 117.60 -0.36 323.74 3046.45 10 1 13 1009.45 61.39 -0.98 0.00 -0.00 -0.00 14 -667.04 -61.39 0.98 0.00 3.43 214.85 2 13 3562.50 872.77 19.74 0.00 0.00 0.00 14 -3562.50 -872.77 -19.74 0.00 -69.07 3054.69 3 13 3308.29 2392.50 0.00 0.00 0.00 -0.00 14 -3308.29 -2392.50 -0.00 0.00 -0.00 8373.75 11 13 7880.23 3326.65 18.76 0.00 0.00 -0.00 14 -7537.82 -3326.65 -18.76 0.00 -65.65 11643.29 12 13 1263.66 -1458.35 18.76 0.00 0.00 0.00 14 -921.25 1458.35 -18.76 0.00 -65.65 -5104.22 11 1 14 641.15 61.39 -5.97 0.01 9.03 -214.85 15 -465.05 -61.39 5.97 -0.01 1.72 325.34 2 14 3562.50 872.77 -112.28 0.22 79.33 -3054.69 15 -3562.50 -872.77 112.28 -0.22 122.76 4625.67 3 14 3308.16 2288.65 0.00 0.00 -0.00 -8373.75 15 -3308.16 -2288.65 -0.00 -0.00 -0.00 12493.31 11 14 7511.81 3222.80 -118.25 0.23 88.36 -11643.29 15 -7335.71 -3222.80 118.25 -0.23 124.49 17444.32 12 14 895.48 -1354.49 -118.25 0.23 88.36 5104.22 15 -719.39 1354.49 118.25 -0.23 124.49 -7542.31 12 1 15 206.02 -182.87 -5.96 -0.01 -1.71 -308.77 16 -39.71 182.87 5.96 0.01 11.84 -2.12 2 15 257.08 -2789.79 -111.63 -0.33 -122.14 -4566.17 16 -257.08 2789.79 111.63 0.33 311.91 -176.47 3 15 -6533.99 -9068.05 0.00 -0.00 0.00 -12526.20 16 6533.99 9068.05 -0.00 0.00 -0.00 -2889.65 11 15 -6070.89 -12040.72 -117.59 -0.34 -123.84 -17401.14 16 6237.20 12040.72 117.59 0.34 323.75 -3068.23 12 15 6997.09 6095.39 -117.59 -0.34 -123.84 7651.26 16 -6830.78 -6095.39 117.59 0.34 323.75 2711.06 13 1 4 -186.66 -0.53 -0.01 0.00 -0.01 -7.31 17 186.66 70.96 0.01 -0.00 0.03 -57.03 2 4 -2832.69 -520.85 -0.69 0.09 -0.29 -245.19 17 2832.69 1308.35 0.69 -0.09 1.54 -1176.10 DYNAMIC ANALYSIS FOR SEISMIC LOADS -- PAGE NO. 15 MEMBER END FORCES STRUCTURE TYPE = SPACE ----------------- ALL UNITS ARE -- KGS METE (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 3 4 9442.80 6886.14 -0.00 0.00 -0.00 2793.95 17 -9442.80 -6886.14 0.00 -0.00 0.00 9601.11 11 4 6423.46 6364.76 -0.70 0.09 -0.30 2541.45 17 -6423.46 -5506.82 0.70 -0.09 1.57 8367.98 12 4 -12462.15 -7407.52 -0.70 0.09 -0.30 -3046.45 17 12462.15 8265.46 0.70 -0.09 1.57 -10834.23 14 1 17 61.39 129.40 -0.00 -0.03 0.01 67.81 18 -61.39 -19.82 0.00 0.03 -0.01 141.09 2 17 872.77 2212.50 -0.01 -1.76 0.27 1193.12 18 -872.77 -675.00 0.01 1.76 -0.24 2343.13 3 17 -725.43 -3432.33 -0.00 -0.00 -0.00 -10005.50 18 725.43 3432.33 0.00 0.00 -0.00 395.71 11 17 208.72 -1090.44 -0.01 -1.79 0.28 -8744.57 18 -208.72 2737.51 0.01 1.79 -0.24 2879.93 12 17 1659.58 5774.23 -0.01 -1.79 0.28 11266.44 18 -1659.58 -4127.16 0.01 1.79 -0.24 2088.51 15 1 18 61.39 -6.07 0.00 0.03 0.01 -141.09 19 -61.39 123.46 -0.00 -0.03 -0.01 -53.20 2 18 872.77 -450.00 0.01 1.64 0.23 -2343.13 19 -872.77 2137.50 -0.01 -1.64 -0.26 -975.62 3 18 667.43 -3441.37 0.00 -0.00 0.00 -395.71 19 -667.43 3441.37 -0.00 0.00 -0.00 -9929.10 11 18 1601.58 -3897.43 0.01 1.67 0.24 -2879.93 19 -1601.58 5702.33 -0.01 -1.67 -0.27 -10957.92 12 18 266.73 2985.30 0.01 1.67 0.24 -2088.51 19 -266.73 -1180.40 -0.01 -1.67 -0.27 8900.27 16 1 19 -182.87 60.53 0.01 -0.00 -0.03 42.27 8 182.87 13.82 -0.01 0.00 0.01 2.12 2 19 -2789.79 1167.92 0.66 -0.08 -1.52 970.08 8 2789.79 -305.42 -0.66 0.08 0.27 176.47 3 19 -9627.97 6534.44 -0.00 0.00 0.00 9525.79 8 9627.97 -6534.44 0.00 -0.00 -0.00 2889.65 11 19 -12600.64 7762.89 0.67 -0.09 -1.55 10538.13 8 12600.64 -6826.04 -0.67 0.09 0.28 3068.23 12 19 6655.31 -5305.98 0.67 -0.09 -1.55 -8513.44 8 -6655.31 6242.83 -0.67 0.09 0.28 -2711.06 17 1 12 -186.66 -0.53 0.01 -0.00 0.01 -7.31 20 186.66 70.96 -0.01 0.00 -0.03 -57.03 2 12 -2832.69 -520.85 0.69 -0.09 0.29 -245.19 20 2832.69 1308.35 -0.69 0.09 -1.54 -1176.10 3 12 9442.80 6886.14 -0.00 0.00 -0.00 2793.95 20 -9442.80 -6886.14 0.00 -0.00 0.00 9601.11 DYNAMIC ANALYSIS FOR SEISMIC LOADS -- PAGE NO. 16 MEMBER END FORCES STRUCTURE TYPE = SPACE ----------------- ALL UNITS ARE -- KGS METE (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 11 12 6423.46 6364.76 0.70 -0.09 0.30 2541.45 20 -6423.46 -5506.82 -0.70 0.09 -1.57 8367.98 12 12 -12462.15 -7407.52 0.70 -0.09 0.30 -3046.45 20 12462.15 8265.46 -0.70 0.09 -1.57 -10834.23 18 1 20 61.39 129.40 0.00 0.03 -0.01 67.81 21 -61.39 -19.82 -0.00 -0.03 0.01 141.09 2 20 872.77 2212.50 0.01 1.76 -0.27 1193.12 21 -872.77 -675.00 -0.01 -1.76 0.24 2343.13 3 20 -725.43 -3432.34 -0.00 -0.00 -0.00 -10005.50 21 725.43 3432.34 0.00 0.00 -0.00 395.71 11 20 208.72 -1090.44 0.01 1.79 -0.28 -8744.57 21 -208.72 2737.51 -0.01 -1.79 0.24 2879.93 12 20 1659.58 5774.23 0.01 1.79 -0.28 11266.44 21 -1659.58 -4127.16 -0.01 -1.79 0.24 2088.51 19 1 21 61.39 -6.07 -0.00 -0.03 -0.01 -141.09 22 -61.39 123.46 0.00 0.03 0.01 -53.20 2 21 872.77 -450.00 -0.01 -1.64 -0.23 -2343.13 22 -872.77 2137.50 0.01 1.64 0.26 -975.62 3 21 667.43 -3441.37 0.00 -0.00 0.00 -395.71 22 -667.43 3441.37 -0.00 0.00 -0.00 -9929.10 11 21 1601.58 -3897.43 -0.01 -1.67 -0.24 -2879.93 22 -1601.58 5702.33 0.01 1.67 0.27 -10957.92 12 21 266.73 2985.30 -0.01 -1.67 -0.24 -2088.51 22 -266.73 -1180.40 0.01 1.67 0.27 8900.27 20 1 22 -182.87 60.53 -0.01 0.00 0.03 42.27 16 182.87 13.82 0.01 -0.00 -0.01 2.12 2 22 -2789.79 1167.92 -0.66 0.08 1.52 970.08 16 2789.79 -305.42 0.66 -0.08 -0.27 176.47 3 22 -9627.98 6534.44 -0.00 0.00 0.00 9525.79 16 9627.98 -6534.44 0.00 -0.00 -0.00 2889.65 11 22 -12600.64 7762.89 -0.67 0.09 1.55 10538.13 16 12600.64 -6826.04 0.67 -0.09 -0.28 3068.23 12 22 6655.31 -5305.98 -0.67 0.09 1.55 -8513.44 16 -6655.31 6242.84 0.67 -0.09 -0.28 -2711.06 21 1 2 -5.00 -25.89 0.00 -0.00 0.01 -12.46 10 5.00 -25.89 -0.00 0.00 -0.01 12.46 2 2 -132.05 -0.00 0.00 -0.00 0.24 -10.26 10 132.05 0.00 -0.00 0.00 -0.24 10.26 3 2 0.00 0.00 0.00 -0.00 -0.00 0.00 10 0.00 -0.00 -0.00 0.00 -0.00 0.00 11 2 -137.05 -25.89 0.00 -0.00 0.24 -22.72 10 137.05 -25.89 -0.00 0.00 -0.24 22.72 DYNAMIC ANALYSIS FOR SEISMIC LOADS -- PAGE NO. 17 MEMBER END FORCES STRUCTURE TYPE = SPACE ----------------- ALL UNITS ARE -- KGS METE (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 12 2 -137.05 -25.89 -0.00 0.00 0.24 -22.72 10 137.05 -25.89 0.00 -0.00 -0.24 22.72 22 1 4 5.97 -25.89 0.00 -0.00 0.00 -11.85 12 -5.97 -25.89 -0.00 0.00 -0.00 11.85 2 4 112.33 -562.50 0.00 -0.00 0.06 -311.99 12 -112.33 -562.50 -0.00 0.00 -0.06 311.99 3 4 0.00 0.00 0.00 -0.00 -0.00 0.00 12 0.00 -0.00 -0.00 0.00 -0.00 0.00 11 4 118.30 -588.39 0.00 -0.00 0.06 -323.84 12 -118.30 -588.39 -0.00 0.00 -0.06 323.84 12 4 118.30 -588.39 -0.00 0.00 0.06 -323.84 12 -118.30 -588.39 0.00 -0.00 -0.06 323.84 23 1 6 -4.99 25.89 -0.00 -0.00 0.01 12.46 14 4.99 25.89 0.00 0.00 -0.01 -12.46 2 6 -132.01 -0.00 -0.00 -0.00 0.22 10.26 14 132.01 0.00 0.00 0.00 -0.22 -10.26 3 6 0.00 0.00 0.00 -0.00 -0.00 0.00 14 0.00 -0.00 -0.00 0.00 -0.00 0.00 11 6 -137.01 25.89 0.00 -0.00 0.23 22.71 14 137.01 25.89 -0.00 0.00 -0.23 -22.71 12 6 -137.01 25.89 -0.00 0.00 0.23 22.71 14 137.01 25.89 0.00 -0.00 -0.23 -22.71 24 1 8 5.97 25.89 -0.00 -0.00 0.00 11.85 16 -5.97 25.89 0.00 0.00 -0.00 -11.85 2 8 112.29 562.50 -0.00 -0.00 0.06 311.99 16 -112.29 562.50 0.00 0.00 -0.06 -311.99 3 8 0.00 0.00 -0.00 -0.00 0.00 0.00 16 0.00 -0.00 0.00 0.00 0.00 0.00 11 8 118.26 588.39 -0.00 -0.00 0.06 323.84 16 -118.26 588.39 0.00 0.00 -0.06 -323.84 12 8 118.26 588.39 0.00 0.00 0.06 323.84 16 -118.26 588.39 -0.00 -0.00 -0.06 -323.84 25 1 3 367.93 28.33 0.01 -0.00 0.02 15.34 17 -317.90 24.65 -0.01 0.00 -0.05 -10.79 2 3 5111.42 15.45 0.68 -0.10 0.90 55.28 17 -5111.42 -15.45 -0.68 0.10 -2.59 -17.03 3 3 -15037.77 176.23 0.00 0.00 -0.00 31.99 17 15037.77 -176.23 -0.00 -0.00 0.00 404.40 11 3 -9558.42 220.00 0.69 -0.10 0.93 102.61 17 9608.45 -167.03 -0.69 0.10 -2.64 376.59 12 3 20517.12 -132.45 0.69 -0.10 0.93 38.63 17 -20467.09 185.42 -0.69 0.10 -2.64 -432.21 DYNAMIC ANALYSIS FOR SEISMIC LOADS -- PAGE NO. 18 MEMBER END FORCES STRUCTURE TYPE = SPACE ----------------- ALL UNITS ARE -- KGS METE (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 26 1 7 354.75 30.17 -0.01 0.00 -0.02 16.58 19 -304.72 25.75 0.01 -0.00 0.05 -10.94 2 7 4933.53 21.16 -0.65 0.10 -0.83 59.49 19 -4933.53 -21.16 0.65 -0.10 2.48 -5.54 3 7 14950.07 -171.11 -0.00 0.00 0.00 -33.13 19 -14950.07 171.11 0.00 -0.00 0.00 -403.31 11 7 20238.35 -119.78 -0.66 0.10 -0.85 42.93 19 -20188.32 175.70 0.66 -0.10 2.53 -419.79 12 7 -9661.80 222.44 -0.66 0.10 -0.85 109.20 19 9711.83 -166.53 0.66 -0.10 2.53 386.83 27 1 11 367.93 28.33 -0.01 0.00 -0.02 15.34 20 -317.90 24.65 0.01 -0.00 0.05 -10.79 2 11 5111.42 15.45 -0.68 0.10 -0.90 55.28 20 -5111.42 -15.45 0.68 -0.10 2.59 -17.03 3 11 -15037.77 176.23 0.00 0.00 -0.00 31.99 20 15037.77 -176.23 -0.00 -0.00 0.00 404.40 11 11 -9558.42 220.00 -0.69 0.10 -0.93 102.61 20 9608.45 -167.03 0.69 -0.10 2.64 376.59 12 11 20517.12 -132.45 -0.69 0.10 -0.93 38.63 20 -20467.09 185.42 0.69 -0.10 2.64 -432.21 28 1 15 354.75 30.17 0.01 -0.00 0.02 16.58 22 -304.72 25.75 -0.01 0.00 -0.05 -10.94 2 15 4933.53 21.16 0.65 -0.10 0.83 59.49 22 -4933.53 -21.16 -0.65 0.10 -2.48 -5.54 3 15 14950.07 -171.11 -0.00 0.00 0.00 -33.13 22 -14950.07 171.11 0.00 -0.00 0.00 -403.31 11 15 20238.35 -119.78 0.66 -0.10 0.85 42.93 22 -20188.32 175.70 -0.66 0.10 -2.53 -419.79 12 15 -9661.80 222.44 0.66 -0.10 0.85 109.20 22 9711.83 -166.53 -0.66 0.10 -2.53 386.83 29 1 18 -0.00 25.89 -0.00 0.00 0.00 0.06 21 0.00 25.89 0.00 -0.00 -0.00 -0.06 2 18 -0.02 1125.00 -0.00 0.00 0.00 3.41 21 0.02 1125.00 0.00 -0.00 -0.00 -3.41 3 18 0.00 0.00 0.00 0.00 -0.00 0.00 21 0.00 -0.00 -0.00 -0.00 -0.00 0.00 11 18 -0.02 1150.89 0.00 0.00 0.00 3.47 21 0.02 1150.89 -0.00 -0.00 -0.00 -3.47 12 18 -0.02 1150.89 -0.00 -0.00 0.00 3.47 21 0.02 1150.89 0.00 0.00 -0.00 -3.47 DYNAMIC ANALYSIS FOR SEISMIC LOADS -- PAGE NO. 19 ************** END OF LATEST ANALYSIS RESULT ************** 75. LOAD LIST 11 12 76. PARAMETER 77. CODE CANADA 78. CHECK CODE ALL STEEL DESIGN ***NOTE: The current units are in KGS METE. All the design results are in KN MET (unless otherwise noted). DYNAMIC ANALYSIS FOR SEISMIC LOADS -- PAGE NO. 20 STAAD.PRO CODE CHECKING - CSA S16-19 (v1.0) *********************************************** ALL UNITS ARE IN KN MET UNLESS OTHERWISE Noted |--------------------------------------------------------------------------| | MEMBER NO.: 1 SECTION: ST W310X97 (CANADIAN SECTIONS)| | STATUS: PASS CRITICAL RATIO: 0.321 LOADCASE 12 | | LOCATION: 3.50 CRITICAL CONDITION: Cl. 13.8.4 | |--------------------------------------------------------------------------| DYNAMIC ANALYSIS FOR SEISMIC LOADS -- PAGE NO. 21 STAAD.PRO CODE CHECKING - CSA S16-19 (v1.0) *********************************************** |--------------------------------------------------------------------------| | MEMBER NO.: 2 SECTION: ST W310X97 (CANADIAN SECTIONS)| | STATUS: PASS CRITICAL RATIO: 0.467 LOADCASE 12 | | LOCATION: 1.80 CRITICAL CONDITION: Cl. 13.8.4 | |--------------------------------------------------------------------------| |--------------------------------------------------------------------------| | MEMBER NO.: 3 SECTION: ST W310X97 (CANADIAN SECTIONS)| | STATUS: PASS CRITICAL RATIO: 0.464 LOADCASE 12 | | LOCATION: 0.00 CRITICAL CONDITION: Cl. 13.9.1 | |--------------------------------------------------------------------------| DYNAMIC ANALYSIS FOR SEISMIC LOADS -- PAGE NO. 22 |--------------------------------------------------------------------------| | MEMBER NO.: 4 SECTION: ST W310X97 (CANADIAN SECTIONS)| | STATUS: PASS CRITICAL RATIO: 0.324 LOADCASE 11 | | LOCATION: 3.50 CRITICAL CONDITION: Cl. 13.8.4 | |--------------------------------------------------------------------------| |--------------------------------------------------------------------------| | MEMBER NO.: 5 SECTION: ST W310X97 (CANADIAN SECTIONS)| | STATUS: PASS CRITICAL RATIO: 0.471 LOADCASE 11 | | LOCATION: 1.80 CRITICAL CONDITION: Cl. 13.8.4 | |--------------------------------------------------------------------------| DYNAMIC ANALYSIS FOR SEISMIC LOADS -- PAGE NO. 23 STAAD.PRO CODE CHECKING - CSA S16-19 (v1.0) *********************************************** ALL UNITS ARE IN KN MET UNLESS OTHERWISE Noted |--------------------------------------------------------------------------| | MEMBER NO.: 6 SECTION: ST W310X97 (CANADIAN SECTIONS)| | STATUS: PASS CRITICAL RATIO: 0.467 LOADCASE 11 | | LOCATION: 0.00 CRITICAL CONDITION: Cl. 13.9.1 | |--------------------------------------------------------------------------| |--------------------------------------------------------------------------| | MEMBER NO.: 7 SECTION: ST W310X97 (CANADIAN SECTIONS)| | STATUS: PASS CRITICAL RATIO: 0.321 LOADCASE 12 | | LOCATION: 3.50 CRITICAL CONDITION: Cl. 13.8.4 | |--------------------------------------------------------------------------| |--------------------------------------------------------------------------| | MEMBER NO.: 8 SECTION: ST W310X97 (CANADIAN SECTIONS)| | STATUS: PASS CRITICAL RATIO: 0.467 LOADCASE 12 | | LOCATION: 1.80 CRITICAL CONDITION: Cl. 13.8.4 | |--------------------------------------------------------------------------| DYNAMIC ANALYSIS FOR SEISMIC LOADS -- PAGE NO. 24 STAAD.PRO CODE CHECKING - CSA S16-19 (v1.0) *********************************************** |--------------------------------------------------------------------------| | MEMBER NO.: 9 SECTION: ST W310X97 (CANADIAN SECTIONS)| | STATUS: PASS CRITICAL RATIO: 0.464 LOADCASE 12 | | LOCATION: 0.00 CRITICAL CONDITION: Cl. 13.9.1 | |--------------------------------------------------------------------------| |--------------------------------------------------------------------------| | MEMBER NO.: 10 SECTION: ST W310X97 (CANADIAN SECTIONS)| | STATUS: PASS CRITICAL RATIO: 0.324 LOADCASE 11 | | LOCATION: 3.50 CRITICAL CONDITION: Cl. 13.8.4 | |--------------------------------------------------------------------------| DYNAMIC ANALYSIS FOR SEISMIC LOADS -- PAGE NO. 25 |--------------------------------------------------------------------------| | MEMBER NO.: 11 SECTION: ST W310X97 (CANADIAN SECTIONS)| | STATUS: PASS CRITICAL RATIO: 0.471 LOADCASE 11 | | LOCATION: 1.80 CRITICAL CONDITION: Cl. 13.8.4 | |--------------------------------------------------------------------------| |--------------------------------------------------------------------------| | MEMBER NO.: 12 SECTION: ST W310X97 (CANADIAN SECTIONS)| | STATUS: PASS CRITICAL RATIO: 0.467 LOADCASE 11 | | LOCATION: 0.00 CRITICAL CONDITION: Cl. 13.9.1 | |--------------------------------------------------------------------------| DYNAMIC ANALYSIS FOR SEISMIC LOADS -- PAGE NO. 26 STAAD.PRO CODE CHECKING - CSA S16-19 (v1.0) *********************************************** ALL UNITS ARE IN KN MET UNLESS OTHERWISE Noted |--------------------------------------------------------------------------| | MEMBER NO.: 13 SECTION: ST W250X39 (CANADIAN SECTIONS)| | STATUS: PASS CRITICAL RATIO: 0.768 LOADCASE 12 | | LOCATION: 1.80 CRITICAL CONDITION: Cl. 13.8 | |--------------------------------------------------------------------------| |--------------------------------------------------------------------------| | MEMBER NO.: 14 SECTION: ST W250X39 (CANADIAN SECTIONS)| | STATUS: PASS CRITICAL RATIO: 0.798 LOADCASE 12 | | LOCATION: 0.00 CRITICAL CONDITION: Cl. 13.8 | |--------------------------------------------------------------------------| |--------------------------------------------------------------------------| | MEMBER NO.: 15 SECTION: ST W250X39 (CANADIAN SECTIONS)| | STATUS: PASS CRITICAL RATIO: 0.776 LOADCASE 11 | | LOCATION: 3.00 CRITICAL CONDITION: Cl. 13.8 | |--------------------------------------------------------------------------| DYNAMIC ANALYSIS FOR SEISMIC LOADS -- PAGE NO. 27 STAAD.PRO CODE CHECKING - CSA S16-19 (v1.0) *********************************************** |--------------------------------------------------------------------------| | MEMBER NO.: 16 SECTION: ST W250X39 (CANADIAN SECTIONS)| | STATUS: PASS CRITICAL RATIO: 0.747 LOADCASE 11 | | LOCATION: 0.00 CRITICAL CONDITION: Cl. 13.8 | |--------------------------------------------------------------------------| |--------------------------------------------------------------------------| | MEMBER NO.: 17 SECTION: ST W250X39 (CANADIAN SECTIONS)| | STATUS: PASS CRITICAL RATIO: 0.768 LOADCASE 12 | | LOCATION: 1.80 CRITICAL CONDITION: Cl. 13.8 | |--------------------------------------------------------------------------| DYNAMIC ANALYSIS FOR SEISMIC LOADS -- PAGE NO. 28 |--------------------------------------------------------------------------| | MEMBER NO.: 18 SECTION: ST W250X39 (CANADIAN SECTIONS)| | STATUS: PASS CRITICAL RATIO: 0.798 LOADCASE 12 | | LOCATION: 0.00 CRITICAL CONDITION: Cl. 13.8 | |--------------------------------------------------------------------------| |--------------------------------------------------------------------------| | MEMBER NO.: 19 SECTION: ST W250X39 (CANADIAN SECTIONS)| | STATUS: PASS CRITICAL RATIO: 0.776 LOADCASE 11 | | LOCATION: 3.00 CRITICAL CONDITION: Cl. 13.8 | |--------------------------------------------------------------------------| DYNAMIC ANALYSIS FOR SEISMIC LOADS -- PAGE NO. 29 STAAD.PRO CODE CHECKING - CSA S16-19 (v1.0) *********************************************** ALL UNITS ARE IN KN MET UNLESS OTHERWISE Noted |--------------------------------------------------------------------------| | MEMBER NO.: 20 SECTION: ST W250X39 (CANADIAN SECTIONS)| | STATUS: PASS CRITICAL RATIO: 0.747 LOADCASE 11 | | LOCATION: 0.00 CRITICAL CONDITION: Cl. 13.8 | |--------------------------------------------------------------------------| |--------------------------------------------------------------------------| | MEMBER NO.: 21 SECTION: ST C200X17 (CANADIAN SECTIONS)| | STATUS: PASS CRITICAL RATIO: 0.009 LOADCASE 12 | | LOCATION: 0.00 CRITICAL CONDITION: Cl. 13.9.1 | |--------------------------------------------------------------------------| |--------------------------------------------------------------------------| | MEMBER NO.: 22 SECTION: ST C200X17 (CANADIAN SECTIONS)| | STATUS: PASS CRITICAL RATIO: 0.118 LOADCASE 11 | | LOCATION: 3.00 CRITICAL CONDITION: Cl. 13.8.4 | |--------------------------------------------------------------------------| DYNAMIC ANALYSIS FOR SEISMIC LOADS -- PAGE NO. 30 STAAD.PRO CODE CHECKING - CSA S16-19 (v1.0) *********************************************** |--------------------------------------------------------------------------| | MEMBER NO.: 23 SECTION: ST C200X17 (CANADIAN SECTIONS)| | STATUS: PASS CRITICAL RATIO: 0.009 LOADCASE 12 | | LOCATION: 3.00 CRITICAL CONDITION: Cl. 13.9.1 | |--------------------------------------------------------------------------| |--------------------------------------------------------------------------| | MEMBER NO.: 24 SECTION: ST C200X17 (CANADIAN SECTIONS)| | STATUS: PASS CRITICAL RATIO: 0.118 LOADCASE 11 | | LOCATION: 0.00 CRITICAL CONDITION: Cl. 13.8.4 | |--------------------------------------------------------------------------| DYNAMIC ANALYSIS FOR SEISMIC LOADS -- PAGE NO. 31 |--------------------------------------------------------------------------| | MEMBER NO.: 25 SECTION: ST L152X152X13 (CANADIAN SECTIONS)| | STATUS: PASS CRITICAL RATIO: 0.675 LOADCASE 12 | | LOCATION: 2.48 CRITICAL CONDITION: Cl. 13.8.4 | |--------------------------------------------------------------------------| |--------------------------------------------------------------------------| | MEMBER NO.: 26 SECTION: ST L152X152X13 (CANADIAN SECTIONS)| | STATUS: PASS CRITICAL RATIO: 0.671 LOADCASE 11 | | LOCATION: 2.55 CRITICAL CONDITION: Cl. 13.8.4 | |--------------------------------------------------------------------------| DYNAMIC ANALYSIS FOR SEISMIC LOADS -- PAGE NO. 32 STAAD.PRO CODE CHECKING - CSA S16-19 (v1.0) *********************************************** ALL UNITS ARE IN KN MET UNLESS OTHERWISE Noted |--------------------------------------------------------------------------| | MEMBER NO.: 27 SECTION: ST L152X152X13 (CANADIAN SECTIONS)| | STATUS: PASS CRITICAL RATIO: 0.675 LOADCASE 12 | | LOCATION: 2.48 CRITICAL CONDITION: Cl. 13.8.4 | |--------------------------------------------------------------------------| |--------------------------------------------------------------------------| | MEMBER NO.: 28 SECTION: ST L152X152X13 (CANADIAN SECTIONS)| | STATUS: PASS CRITICAL RATIO: 0.671 LOADCASE 11 | | LOCATION: 2.55 CRITICAL CONDITION: Cl. 13.8.4 | |--------------------------------------------------------------------------| |--------------------------------------------------------------------------| | MEMBER NO.: 29 SECTION: ST C200X17 (CANADIAN SECTIONS)| | STATUS: PASS CRITICAL RATIO: 0.444 LOADCASE 11 | | LOCATION: 1.50 CRITICAL CONDITION: Cl. 13.8.4 | |--------------------------------------------------------------------------| DYNAMIC ANALYSIS FOR SEISMIC LOADS -- PAGE NO. 33 STAAD.PRO CODE CHECKING - CSA S16-19 (v1.0) *********************************************** ***NOTE:OMEGA1 AND OMEGA2 ARE CALCULATED USING C/S MOMENT OF ANALYTICAL MEMBERS 79. FINISH *********** END OF THE STAAD.Pro RUN *********** **** DATE= DEC 15,2023 TIME= 15:59: 0 **** ************************************************************ * 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 * ************************************************************