EX. US-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 2024\Samples \Sample Models\US\US-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 CANADIAN
CHECK CODE ALL
FINISH
PAGE NO. 1
****************************************************
* *
* STAAD.Pro 2023 *
* Version 23.00.03.** *
* Proprietary Program of *
* Bentley Systems, Inc. *
* Date= JUL 4, 2024 *
* Time= 11:28:21 *
* *
* Licensed to: Bentley Systems Inc *
****************************************************
1. STAAD SPACE DYNAMIC ANALYSIS FOR SEISMIC LOADS
INPUT FILE: D:\Documentation\STAAD.Pro\_Automated_Py\output\2024-07-04\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 CANADIAN
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= JUL 4,2024 TIME= 11:28:24 ****
************************************************************
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