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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 CONNECT Edition\Samples\Sample Models\US\US-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 Joint Coordinates Specification. 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 Cut-Off Frequency, Mode Shapes, or Time.

    UNIT METER
    DEFINE TIME HISTORY 
    TYPE 1 ACCELERATION
    READ EQDATA.TXT
    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 Definition of Time History Load , 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
    YRA 6.9 7.1 FLOAD -500

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
    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

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
    CODE CANADIAN
    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
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

STAAD Output File

                                                                  PAGE NO.    1
             ****************************************************        
             *                                                  *        
             *           STAAD.Pro CONNECT Edition              *        
             *           Version  22.04.00.**                   *        
             *           Proprietary Program of                 *        
             *           Bentley Systems, Inc.                  *        
             *           Date=    APR 21, 2020                  *        
             *           Time=    15:42:29                      *        
             *                                                  *        
             *  Licensed to: Bentley Systems Inc                *        
             ****************************************************        
     1. STAAD SPACE DYNAMIC ANALYSIS FOR SEISMIC LOADS
INPUT FILE: US-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
    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       5.696199E-16  8.610521E-17  1.501941E+04    8.845560E+03
         2       1.725302E+04  4.369970E-02  9.060492E-16    1.677679E+04
         3       1.246259E-10  2.227836E-15  8.419909E-01    1.266359E+04
         4       3.797538E-11  5.527408E-15  4.822830E+00    2.596549E+04
         5       2.264965E-15  5.671095E-19  2.366926E+03    6.440201E+03
         6       7.725612E-29  4.581123E-28  2.205825E-13    5.200768E+03
         7       1.360408E-28  1.189335E-28  1.248163E-12    4.804402E+03
         8       1.263752E-15  6.794937E-16  1.923308E+00    8.821168E+03
         9       6.201199E-03  9.100304E+03  3.202427E-10    6.018106E+03
        10       9.267953E-12  1.303676E-05  2.331645E-01    6.033808E+03
        11       1.122349E-16  3.371848E-11  4.085088E+01    8.734126E+03
        12       3.013838E+02  4.352954E+01  7.992639E-13    6.235664E+03
      DYNAMIC ANALYSIS FOR SEISMIC LOADS                       -- PAGE NO.    5
        13       2.777320E-07  3.953387E-08  8.607835E-04    6.238358E+03
        14       2.007435E-17  6.477800E-15  6.997098E+01    8.386677E+02
        15       1.351152E-15  5.574236E-14  9.354547E+01    8.424974E+02
        16       5.267608E+00  1.221315E+03  1.217787E-10    5.514569E+03
        17       1.120384E-08  2.609140E-06  5.604504E-02    5.516366E+03
        18       2.828040E-01  1.883040E+03  1.456748E-15    1.675733E+03
        19       5.312374E-11  3.531607E-07  7.850585E-06    1.675903E+03
        20       4.118067E+01  1.211323E+01  7.491389E-18    1.390503E+03
        21       2.318913E-09  7.360545E-10  1.550643E-07    1.389647E+03
        22       4.592213E-28  2.466068E-24  3.649706E-17    4.245108E+02
        23       7.105320E-27  1.029941E-22  3.767168E-17    4.220495E+02
        24       3.105606E-26  2.363414E-24  2.528118E-22    4.868892E+03
        25       8.054642E-03  3.932247E+02  4.477776E-14    5.355524E+03
        26       6.758715E-12  3.570708E-07  4.932334E-05    5.335615E+03
        27       3.325115E-19  2.187351E-15  2.044529E+00    5.603039E+02
        28       3.027910E-18  2.830325E-15  2.037832E+00    5.570734E+02
        29       7.267861E-01  1.713536E+03  6.998440E-15    2.807387E+03
        30       3.470296E-19  9.995084E-16  9.362355E-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=  -5.285205E+01  Z=   8.791281E-06
      AT TIMES               5.809722           2.445833           2.765278
  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  -11517.77
      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  -3187.78   118.29      0.24    -88.38   11517.77
                 3  -7338.53   3187.78  -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  -8900.34    -0.00     -0.00     -0.00  -12336.68
                 4  -6886.37   8900.34     0.00      0.00      0.00   -2793.95
          11     3   7119.69  -5881.00   117.59     -0.36    123.83   -7456.29
                 4  -6953.38   5881.00  -117.59      0.36   -323.74   -2541.44
          12     3  -6653.04  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  -12526.19
                 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  -17401.13
                 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    7651.25
                 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  -117.59      0.36   -123.83   17217.07
                12   6819.36 -11919.69   117.59     -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    9601.10
          11     4   6423.46   6364.76    -0.70      0.09     -0.30    2541.44
                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    
      DYNAMIC ANALYSIS FOR SEISMIC LOADS                       -- PAGE NO.   20
                       STAAD.PRO CODE CHECKING - S16-14 (v1.0)
                     *******************************************
 ALL UNITS ARE - KN   MET  (UNLESS OTHERWISE Noted)
 MEMBER     TABLE       RESULT/   CRITICAL COND/     RATIO/     LOADING/
                          FX            MY             MZ       LOCATION
 =======================================================================
       1 ST   W310X97                  (CANADIAN SECTIONS)
                           PASS   Cl. 13.8.3           0.321        12
                       73.95 C         -0.64         112.95        3.50
  -------------------- END OF DESIGN OUTPUT OF MEMBER      1 --------------------
       2 ST   W310X97                  (CANADIAN SECTIONS)
                           PASS   Cl. 13.8.3           0.467        12
                       71.97 C          1.22         169.22        1.80
  -------------------- END OF DESIGN OUTPUT OF MEMBER      2 --------------------
       3 ST   W310X97                  (CANADIAN SECTIONS)
                           PASS   Cl. 13.9.1           0.464        12
                       65.24 T          1.21         168.84        0.00
  -------------------- END OF DESIGN OUTPUT OF MEMBER      3 --------------------
       4 ST   W310X97                  (CANADIAN SECTIONS)
                           PASS   Cl. 13.8.3           0.324        11
                       73.92 C         -0.64        -114.18        3.50
  -------------------- END OF DESIGN OUTPUT OF MEMBER      4 --------------------
       5 ST   W310X97                  (CANADIAN SECTIONS)
                           PASS   Cl. 13.8.3           0.471        11
                       71.94 C          1.22        -171.07        1.80
  -------------------- END OF DESIGN OUTPUT OF MEMBER      5 --------------------
       6 ST   W310X97                  (CANADIAN SECTIONS)
                           PASS   Cl. 13.9.1           0.467        11
                       59.54 T          1.21        -170.65        0.00
  -------------------- END OF DESIGN OUTPUT OF MEMBER      6 --------------------
       7 ST   W310X97                  (CANADIAN SECTIONS)
                           PASS   Cl. 13.8.3           0.321        12
                       73.95 C          0.64         112.95        3.50
  -------------------- END OF DESIGN OUTPUT OF MEMBER      7 --------------------
      DYNAMIC ANALYSIS FOR SEISMIC LOADS                       -- PAGE NO.   21
       8 ST   W310X97                  (CANADIAN SECTIONS)
                           PASS   Cl. 13.8.3           0.467        12
                       71.97 C         -1.22         169.22        1.80
  -------------------- END OF DESIGN OUTPUT OF MEMBER      8 --------------------
       9 ST   W310X97                  (CANADIAN SECTIONS)
                           PASS   Cl. 13.9.1           0.464        12
                       65.24 T         -1.21         168.84        0.00
  -------------------- END OF DESIGN OUTPUT OF MEMBER      9 --------------------
      10 ST   W310X97                  (CANADIAN SECTIONS)
                           PASS   Cl. 13.8.3           0.324        11
                       73.92 C          0.64        -114.18        3.50
  -------------------- END OF DESIGN OUTPUT OF MEMBER     10 --------------------
      11 ST   W310X97                  (CANADIAN SECTIONS)
                           PASS   Cl. 13.8.3           0.471        11
                       71.94 C         -1.22        -171.07        1.80
  -------------------- END OF DESIGN OUTPUT OF MEMBER     11 --------------------
      12 ST   W310X97                  (CANADIAN SECTIONS)
                           PASS   Cl. 13.9.1           0.467        11
                       59.54 T         -1.21        -170.65        0.00
  -------------------- END OF DESIGN OUTPUT OF MEMBER     12 --------------------
      13 ST   W250X39                  (CANADIAN SECTIONS)
                           PASS   Cl. 13.9.1           0.864        12
                      122.21 T         -0.02         106.25        1.80
  -------------------- END OF DESIGN OUTPUT OF MEMBER     13 --------------------
      14 ST   W250X39                  (CANADIAN SECTIONS)
                           PASS   Cl. 13.8             0.798        12
                       16.27 C          0.00         110.49        0.00
  -------------------- END OF DESIGN OUTPUT OF MEMBER     14 --------------------
      15 ST   W250X39                  (CANADIAN SECTIONS)
                           PASS   Cl. 13.8             0.776        11
                       15.71 C          0.00         107.46        3.00
  -------------------- END OF DESIGN OUTPUT OF MEMBER     15 --------------------
      DYNAMIC ANALYSIS FOR SEISMIC LOADS                       -- PAGE NO.   22
      16 ST   W250X39                  (CANADIAN SECTIONS)
                           PASS   Cl. 13.9.1           0.844        11
                      123.57 T         -0.02         103.34        0.00
  -------------------- END OF DESIGN OUTPUT OF MEMBER     16 --------------------
      17 ST   W250X39                  (CANADIAN SECTIONS)
                           PASS   Cl. 13.9.1           0.864        12
                      122.21 T          0.02         106.25        1.80
  -------------------- END OF DESIGN OUTPUT OF MEMBER     17 --------------------
      18 ST   W250X39                  (CANADIAN SECTIONS)
                           PASS   Cl. 13.8             0.798        12
                       16.27 C         -0.00         110.49        0.00
  -------------------- END OF DESIGN OUTPUT OF MEMBER     18 --------------------
      19 ST   W250X39                  (CANADIAN SECTIONS)
                           PASS   Cl. 13.8             0.776        11
                       15.71 C         -0.00         107.46        3.00
  -------------------- END OF DESIGN OUTPUT OF MEMBER     19 --------------------
      20 ST   W250X39                  (CANADIAN SECTIONS)
                           PASS   Cl. 13.9.1           0.844        11
                      123.57 T          0.02         103.34        0.00
  -------------------- END OF DESIGN OUTPUT OF MEMBER     20 --------------------
      21 ST   C200X17                  (CANADIAN SECTIONS)
                           PASS   Cl. 13.9.1           0.009        12
                        1.34 T          0.00          -0.22        0.00
  -------------------- END OF DESIGN OUTPUT OF MEMBER     21 --------------------
      22 ST   C200X17                  (CANADIAN SECTIONS)
                           PASS   Cl. 13.8.3           0.118        11
                        1.16 C          0.00          -3.18        3.00
  -------------------- END OF DESIGN OUTPUT OF MEMBER     22 --------------------
      23 ST   C200X17                  (CANADIAN SECTIONS)
                           PASS   Cl. 13.9.1           0.009        12
                        1.34 T          0.00           0.22        3.00
  -------------------- END OF DESIGN OUTPUT OF MEMBER     23 --------------------
      DYNAMIC ANALYSIS FOR SEISMIC LOADS                       -- PAGE NO.   23
      24 ST   C200X17                  (CANADIAN SECTIONS)
                           PASS   Cl. 13.8.3           0.118        11
                        1.16 C          0.00           3.18        0.00
  -------------------- END OF DESIGN OUTPUT OF MEMBER     24 --------------------
      25 ST   L152X152X13              (CANADIAN SECTIONS)
                           PASS   Cl. 13.8.3           0.632        12
                      200.71 C         -0.03           4.24        2.48
  -------------------- END OF DESIGN OUTPUT OF MEMBER     25 --------------------
      26 ST   L152X152X13              (CANADIAN SECTIONS)
                           PASS   Cl. 13.8.3           0.630        11
                      197.98 C          0.02           4.12        2.55
  -------------------- END OF DESIGN OUTPUT OF MEMBER     26 --------------------
      27 ST   L152X152X13              (CANADIAN SECTIONS)
                           PASS   Cl. 13.8.3           0.632        12
                      200.71 C          0.03           4.24        2.48
  -------------------- END OF DESIGN OUTPUT OF MEMBER     27 --------------------
      28 ST   L152X152X13              (CANADIAN SECTIONS)
                           PASS   Cl. 13.8.3           0.630        11
                      197.98 C         -0.02           4.12        2.55
  -------------------- END OF DESIGN OUTPUT OF MEMBER     28 --------------------
      29 ST   C200X17                  (CANADIAN SECTIONS)
                           PASS   Cl. 13.8.3           0.444        11
                        0.00 T          0.00         -11.19        1.50
  -------------------- END OF DESIGN OUTPUT OF MEMBER     29 --------------------
   ***NOTE:OMEGA1 AND OMEGA2 ARE CALCULATED USING C/S MOMENT OF ANALYTICAL MEMBERS
    79. FINISH
      DYNAMIC ANALYSIS FOR SEISMIC LOADS                       -- PAGE NO.   24
             *********** END OF THE STAAD.Pro RUN ***********         
               **** DATE= APR 21,2020   TIME= 15:42:30 ****
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