# 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 CONNECT Edition\Samples\Sample Models\UK\UK-29 Time History Analysis of a Frame for Seismic Loads.std when you install the program.

### Example Problem No. 29

Actual input is shown in bold lettering followed by explanation.

`    STAAD SPACE DYNAMIC ANALYSIS FOR SEISMIC LOADS`

Every STAAD input file has to begin with the word STAAD. The word SPACE signifies that the structure is a space frame and the geometry is defined through X, Y and Z axes. The remainder of the words form a title to identify this project.

`    UNIT METER KNS`

The units for the data that follows are specified above.

```    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```

For joints 1 through 4, the joint number is followed by the X, Y and Z coordinates as specified above. The coordinates of these joints are used as a basis for generating 12 more joints by incrementing the X & Z coordinates by specific amounts. REPEAT ALL commands are used for the generation. Details of these commands are available in TR.11 ジョイント座標の設定. Following this, another round of explicit definition (joints 17, 18 & 19) and generation (20, 21 & 22) is carried out. The results of the generation may be visually verified using graphical view features in STAAD.Pro.

```    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```

A mixture of explicit definition and generation of member connectivity data (joint numbers between which members are connected) is used to generate 29 members for the structure.

```    START GROUP DEFINITION
MEMBER
_VERTICAL 1 TO 12
_XBEAM 13 TO 20
_ZBEAM 21 TO 24 29
_BRACE 25 TO 28
END GROUP DEFINITION```

The above block of data is referred to as formation of groups. Group names are a mechanism by which a single moniker can be used to refer to a cluster of entities, such as members. For our structure, the columns are being grouped to a name called VERTICAL, the beams running along the X direction are assigned the name XBEAM, and so on.

```    MEMBER PROPERTIES CANADIAN
_VERTICAL TA ST W310X97
_XBEAM TA ST W250X39
_ZBEAM TA ST C200X17
_BRACE TA ST L152X152X13```

Member properties are assigned from the Canadian steel table. The members which receive these properties are those embedded within the respective group names. The benefit of using the group name is apparent here. Just from the looks of the command, we can understand that the diagonal braces are being assigned a single angle. The alternative, which would be

`    25 TO 28 TA ST L152X152X13`

would have required us to go to the graphical tools to get a sense of what members 25 to 28 are.

```    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```

The DEFINE MATERIAL command is used to specify material properties and the CONSTANT is used to assign the material to all members. The BETA angle for the channels along the left edge is set to 180 so their legs point toward the interior of the structure.

```    SUPPORTS
1 5 9 13 PINNED```

The bottom ends of the columns of the platform are pinned supported.

`    CUT OFF MODE SHAPE 30`

The above command is a critical command if you want to override the default number of modes computed and used in a dynamic analysis. The default, which is 6, may not always be sufficient to capture a significant portion of the structural response in a response spectrum or time history analysis, and hence the need to override the default. This command is explained in TR.30.1 打ち切り振動数、モード形状、または時間.

```    UNIT METER
DEFINE TIME HISTORY
TYPE 1 ACCELERATION
ARRIVAL TIME
0.0
DAMPING 0.05```

There are two stages in the command specification required for a time-history analysis. The first stage is defined above. Here, the parameters of the earthquake (ground acceleration) are provided.

Each data set is individually identified by the number that follows the TYPE command. In this file, only one data set is defined, which is apparent from the fact that only one TYPE is defined.

The word FORCE that follows the TYPE 1 command signifies that this data set is for a ground acceleration. (If you want to specify a forcing function, the keyword FORCE must be used instead.)

Notice the expression READ EQDATA.TXT. It means that we have chosen to specify the time vs. ground acceleration data in the file called EQDATA.TXT. That file must reside in the same folder as the one in which the data file for this structure resides. As explained in the small examples shown in TR.31.4 時刻歴荷重の定義 , the EQDATA.TXT file is a simple text file containing several pairs of time-acceleration data. A sample portion of that file is as shown below.

```    0.0000   0.006300
0.0200   0.003640
0.0400   0.000990
0.0600   0.004280
0.0800   0.007580
0.1000   0.010870```

While it may not be apparent from the above numbers, it may also be noted that the geological data for the site the building sits on indicate that the above acceleration values are a fraction of "g", the acceleration due to gravity. Thus, for example, at 0.02 seconds, the acceleration is 0.00364 multiplied by 9.806 m/sec2 (or 0.00364 multiplied by 32.2 ft/sec2). Consequently, the burden of informing the program that the values need to be multiplied by "g" is upon us, and we shall do so at a later step.

The arrival time value indicates the relative value of time at which the earthquake begins to act upon the structure. We have chosen 0.0, as there is no other dynamic load on the structure from the relative time standpoint. The modal damping ratio for all the modes is set to 0.05.

```    LOAD 1 WEIGHT OF STRUCTURE ACTING STATICALLY
SELFWEIGHT Y -1.0```

The above data describe a static load case. The selfweight of the structure is acting in the negative global Y direction.

```    LOAD 2 PLATFORM LEVEL LOAD ACTING STATICALLY FLOOR LOAD

Load case 2 is also a static load case. At the Y=7.0m elevation, our structure has a floor slab. But, it is a non-structural entity which, though capable of carrying the loads acting on itself, is not meant to be an integral part of the framing system. It merely transmits the load to the beam-column grid.

There are uniform area loads on the floor (think of the load as wooden pallets supporting boxes of paper). Since the slab is not part of the structural model, how do we tell the program to transmit the imposed load from the slab to the beams without manually converting them to distributed beam loads ourselves? That is where the floor load utility comes in handy. It is a facility where we specify the load as a pressure, and the program converts the pressure to individual beam loads. Thus, the input required is very simple - load intensity in the form of pressure, and the region of the structure in terms of X, Y and Z coordinates in space, of the area over which the pressure acts.

In the process of converting the pressure to beam loads, STAAD will consider the empty space between criss-crossing beams (in plan view) to be panels, similar to the squares of a chess board. The load on each panel is then transferred to beams surrounding the panel, using a triangular or trapezoidal load distribution method.

```    LOAD 3 DYNAMIC LOAD
* MASSES
SELFWEIGHT X 1.0
SELFWEIGHT Y 1.0
SELFWEIGHT Z 1.0
YRANGE 6.9 7.1 FLOAD 500 GX
YRANGE 6.9 7.1 FLOAD 500 GY
YRANGE 6.9 7.1 FLOAD 500 GZ```

Load case 3 is the dynamic load case, the one which contains the second part of the instruction set for a dynamic analysis to be performed. The data here are

1. loads which will yield the mass values which will populate the mass matrix

2. the directions of the loads, which will yield the degree of freedom numbers of the mass matrix for being populated.

Thus, the selfweight, as well as the imposed loads on the non-structural slab are to be considered as participating in the vibration along all the global directions.

`    GROUND MOTION X 1 1 9.806`

The above command too is part of load case 3. Here we say that the seismic force, whose characteristics are defined by the TYPE 1 time history input data, acting at arrival time 1, is to be applied along the X direction. We mentioned earlier that the acceleration input data was specified as a fraction of g. The number 9.806 indicates the value which the acceleration data, as read from EQDATA.TXT are to be factored by before they are used.

```    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```

In a time history analysis, the member forces FX thru MZ each have a value for every time step. If there are a 1000 time steps, there will be 1000 values of FX, 1000 for FY etc. for that load case. Not all of them can be used in a further calculation like a steel or concrete design. However, the maximum from among those time steps is available. If we want to do a design, one way to make sure that the structure is not under-designed is to create 2 load combination cases involving the dynamic case, a positive combination, and a negative combination.

That is what is being done above. Load combination case no. 11 consists of the sum of the static load cases (1 & 2) with the positive direction of the dynamic load case (3). Load combination case no. 12 consists of the sum of the static load cases (1 & 2) with the negative direction of the dynamic load case (3). The user has discretion on what load factors to use with these combinations. We have chosen the factors to be 1.0.

`    PERFORM ANALYSIS`

The above is the instruction to perform the analysis related calculations. That means, computing nodal displacements, support reactions, etc.

`    PRINT ANALYSIS RESULTS`

The above command is an instruction to the program to produce a report of the joint displacements, support reactions and member end forces in the output file. As mentioned earlier, for the dynamic case, these will be just the maximum values, not the ones generated for every time step. If you want to see the results for each time step, you may do so by using STAAD's Post-processing facilities.

```    LOAD LIST 11 12
PARAMETER
CHECK CODE ALL```

A steel design code check is done according to the Canadian code for load cases 11 and 12.

`    FINISH`

## 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
_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
ARRIVAL TIME
0.0
DAMPING 0.05
LOAD 1 WEIGHT OF STRUCTURE ACTING STATICALLY
SELFWEIGHT Y -1.0
* MASSES
SELFWEIGHT X 1.0
SELFWEIGHT Y 1.0
SELFWEIGHT Z 1.0
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
PARAMETER
CHECK CODE ALL
FINISH
``````

```                                                                  PAGE NO.    1
****************************************************
*                                                  *
*           Version  22.08.00.***                  *
*           Proprietary Program of                 *
*           Bentley Systems, Inc.                  *
*           Date=    OCT 19, 2021                  *
*           Time=    17:54:17                      *
*                                                  *
*  Licensed to: Bentley Systems Inc                *
****************************************************
INPUT FILE: UK-29 Time History Analysis of a Frame for Seismic Loads.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
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
51. ARRIVAL TIME
52. 0.0
53. DAMPING 0.05
54. LOAD 1 WEIGHT OF STRUCTURE ACTING STATICALLY
55. SELFWEIGHT Y -1.0
58. YRA 6.9 7.1 FLOAD -500
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.
60. * MASSES
61. SELFWEIGHT X 1.0
62. SELFWEIGHT Y 1.0
63. SELFWEIGHT Z 1.0
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 **************
76. PARAMETER
78. CHECK CODE ALL
STEEL DESIGN
WARNING: The current units are in KGS  METE. All the design results 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        |
|--------------------------------------------------------------------------|
|--------------------------------------------------------------------------|
|   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        |
|--------------------------------------------------------------------------|
DYNAMIC ANALYSIS FOR SEISMIC LOADS                       -- PAGE NO.   20
STAAD.PRO CODE CHECKING - S16-09 (v1.0)
*******************************************
ALL UNITS ARE IN KN   MET   UNLESS OTHERWISE Noted
|--------------------------------------------------------------------------|
|   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        |
|--------------------------------------------------------------------------|
|--------------------------------------------------------------------------|
|   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        |
|--------------------------------------------------------------------------|
|--------------------------------------------------------------------------|
|   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        |
|--------------------------------------------------------------------------|
DYNAMIC ANALYSIS FOR SEISMIC LOADS                       -- PAGE NO.   21
STAAD.PRO CODE CHECKING - S16-09 (v1.0)
*******************************************
ALL UNITS ARE IN KN   MET   UNLESS OTHERWISE Noted
|--------------------------------------------------------------------------|
|   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        |
|--------------------------------------------------------------------------|
|--------------------------------------------------------------------------|
|   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.   22
STAAD.PRO CODE CHECKING - S16-09 (v1.0)
*******************************************
ALL UNITS ARE IN KN   MET   UNLESS OTHERWISE Noted
|--------------------------------------------------------------------------|
|   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        |
|--------------------------------------------------------------------------|
|--------------------------------------------------------------------------|
|   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          |
|--------------------------------------------------------------------------|
DYNAMIC ANALYSIS FOR SEISMIC LOADS                       -- PAGE NO.   23
STAAD.PRO CODE CHECKING - S16-09 (v1.0)
*******************************************
ALL UNITS ARE IN KN   MET   UNLESS OTHERWISE Noted
|--------------------------------------------------------------------------|
|   MEMBER NO.:     15      SECTION: ST  W250X39          (CANADIAN SECTIONS)|
|  STATUS:        PASS    CRITICAL RATIO:  0.776         LOADCASE   11     |
|  LOCATION:      3.00    CRITICAL CONDITION:            Cl. 13.8          |
|--------------------------------------------------------------------------|
|--------------------------------------------------------------------------|
|   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          |
|--------------------------------------------------------------------------|
|--------------------------------------------------------------------------|
|   MEMBER NO.:     18      SECTION: ST  W250X39          (CANADIAN SECTIONS)|
|  STATUS:        PASS    CRITICAL RATIO:  0.798         LOADCASE   12     |
|  LOCATION:      0.00    CRITICAL CONDITION:            Cl. 13.8          |
|--------------------------------------------------------------------------|
DYNAMIC ANALYSIS FOR SEISMIC LOADS                       -- PAGE NO.   24
STAAD.PRO CODE CHECKING - S16-09 (v1.0)
*******************************************
ALL UNITS ARE IN KN   MET   UNLESS OTHERWISE Noted
|--------------------------------------------------------------------------|
|   MEMBER NO.:     19      SECTION: ST  W250X39          (CANADIAN SECTIONS)|
|  STATUS:        PASS    CRITICAL RATIO:  0.776         LOADCASE   11     |
|  LOCATION:      3.00    CRITICAL CONDITION:            Cl. 13.8          |
|--------------------------------------------------------------------------|
|--------------------------------------------------------------------------|
|   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.   25
STAAD.PRO CODE CHECKING - S16-09 (v1.0)
*******************************************
ALL UNITS ARE IN KN   MET   UNLESS OTHERWISE Noted
|--------------------------------------------------------------------------|
|   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        |
|--------------------------------------------------------------------------|
|--------------------------------------------------------------------------|
|   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.   26
STAAD.PRO CODE CHECKING - S16-09 (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        |
|--------------------------------------------------------------------------|
***NOTE:OMEGA1 AND OMEGA2 ARE CALCULATED USING C/S MOMENT OF ANALYTICAL MEMBERS
79. FINISH
*********** END OF THE STAAD.Pro RUN ***********
**** DATE= OCT 19,2021   TIME= 17:54:19 ****
DYNAMIC ANALYSIS FOR SEISMIC LOADS                       -- PAGE NO.   27
************************************************************