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V. IS 1893 2016 Re entrant Corners

Verify reentrant corner (plan irregularity) check in accordance to IS 1893 2016 Part 1 specifications.

Details

A two story structure is modelled with diaphragms at the story levels.

Isometric View

Plan View

Seismic parameters:
  • Seismic Zone Factor, Z = 0.36
  • Importance Factor, I = 1.2
  • Response Reduction Factor, R = 5
  • Site soil conditions: hard soil (SS 1)
  • Structure type: other: (ST 5)

Verification

Both diaphragms have the same dimensions and are doubly-symmetric. The overall building width in either direction is 12 m and the potential reentrant corner sides are 4 m. Therefore, the ratio of the A/L = 4 m / 12 m = 0.333 > 0.15.

Thus, each of the four corners are reentrant corners per the IS 1893 2016 code.

Results

Table 1. Comparison of results
Result Type Reference STAAD.Pro Difference Comments
Node 1 Reentrant Reentrant none  
Node 4 Reentrant Reentrant none  
Node 7 Reentrant Reentrant none  
Node 10 Reentrant Reentrant none  
Node 25 Reentrant Reentrant none  
Node 28 Reentrant Reentrant none  
Node 31 Reentrant Reentrant none  
Node 34 Reentrant Reentrant none  

STAAD.Pro Input File

The file C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\ Verification Models\06 Loading\IS 1893\2016\IS 1893 2016 Re entrant Corners.STD is typically installed with the program.

STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 07-Mar-19
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 3 0 0; 2 7 0 0; 3 7 0 4; 4 3 0 4; 5 3 0 -4; 6 -1 0 -4; 7 -1 0 0; 8 -5 0 0;
9 -5 0 4; 10 -1 0 4; 11 -1 0 8; 12 3 0 8; 13 3 -5 0; 14 7 -5 0; 15 7 -5 4;
16 3 -5 4; 17 3 -5 -4; 18 -1 -5 -4; 19 -1 -5 0; 20 -5 -5 0; 21 -5 -5 4;
22 -1 -5 4; 23 -1 -5 8; 24 3 -5 8; 25 3 5 0; 26 7 5 0; 27 7 5 4; 28 3 5 4;
29 3 5 -4; 30 -1 5 -4; 31 -1 5 0; 32 -5 5 0; 33 -5 5 4; 34 -1 5 4; 35 -1 5 8;
36 3 5 8;
MEMBER INCIDENCES
1 1 2; 2 2 3; 3 3 4; 4 1 5; 5 5 6; 6 6 7; 7 7 8; 8 8 9; 9 9 10; 10 10 11;
11 11 12; 12 12 4; 13 1 13; 14 2 14; 15 3 15; 16 4 16; 17 5 17; 18 6 18;
19 7 19; 20 8 20; 21 9 21; 22 10 22; 23 11 23; 24 12 24; 25 1 25; 26 2 26;
27 3 27; 28 4 28; 29 5 29; 30 6 30; 31 7 31; 32 8 32; 33 9 33; 34 10 34;
35 11 35; 36 12 36; 37 25 26; 38 26 27; 39 27 28; 40 25 29; 41 29 30; 42 30 31;
43 31 32; 44 32 33; 45 33 34; 46 34 35; 47 35 36; 48 36 28;
DEFINE MATERIAL START
ISOTROPIC CONCRETE
E 2.17185e+07
POISSON 0.17
DENSITY 23.5616
ALPHA 1e-05
DAMP 0.05
TYPE CONCRETE
STRENGTH FCU 27579
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
1 TO 48 PRIS YD 0.5 ZD 0.5
CONSTANTS
MATERIAL CONCRETE ALL
SUPPORTS
13 TO 24 FIXED
MEMBER CRACKED CODE IS1893 2016
13 TO 36 REDUCTION RIY 0.7 RIZ 0.7
1 TO 12 37 TO 48 REDUCTION RIY 0.35 RIZ 0.35
DEFINE REFERENCE LOADS
LOAD R1 LOADTYPE Mass  TITLE REF LOAD CASE 1
SELFWEIGHT X 1 
SELFWEIGHT Y 1 
SELFWEIGHT Z 1 
END DEFINE REFERENCE LOADS
FLOOR DIAPHRAGM
DIA 1 TYPE RIG HEI 0
DIA 2 TYPE RIG HEI 5
CHECK IRREGULARITIES CODE IS1893 2016
DEFINE IS1893 2016 LOAD
ZONE 0.36 RF 5 I 1.2 SS 1 ST 5 DM 0.05
LOAD 1 LOADTYPE None  TITLE STATIC_X
1893 LOAD X 1
LOAD 2 LOADTYPE None  TITLE STATIC_Z
1893 LOAD Z 1
LOAD 3 LOADTYPE None  TITLE STATIC_Y
1893 LOAD Y 1
PERFORM ANALYSIS PRINT LOAD DATA
PRINT ANALYSIS RESULTS
FINISH

STAAD.Pro Output

   ***NOTE: Equivalent Static Analysis should preferably be performed for regular
structures with approximate natural time period less than 0.4s and regular
structures with height less than 15m in Seismic Zone II. Ref Cl.6.4.3 and 7.6
 BASE SHEAR AND TIME PERIOD IN X    
   *********************************************************
   * UNITS - KN    METE                                    *
   * TIME PERIOD FOR X 1893 LOADING =    0.25981 SEC       *
   * SA/G PER 1893=    2.500, LOAD FACTOR= 1.000           *
   * VB PER 1893=    0.1080 X     1272.33=     137.41 KN   *
   * VB Act Based on Clause 7.2.1 =      137.41 KN         *
   * VB Min based on Clause 7.2.2 =       30.54 KN         *
   *                                                       *
   *********************************************************
   **WARNING: BASE DIMENSION IS CALCULATED AT LOWEST SUPPORT 
              LEVEL OF THE STRUCTURE. IF THIS LEVEL IS NOT 
              PLINTH LEVEL USE PZ PARAMETER FOR TIME PERIOD
              FOR Z 1893 LOADING.
   ***NOTE: Equivalent Static Analysis should preferably be performed for regular
structures with approximate natural time period less than 0.4s and regular
structures with height less than 15m in Seismic Zone II. Ref Cl.6.4.3 and 7.6
 BASE SHEAR AND TIME PERIOD IN Z    
   *********************************************************
   * UNITS - KN    METE                                    *
   * TIME PERIOD FOR Z 1893 LOADING =    0.25981 SEC       *
   * SA/G PER 1893=    2.500, LOAD FACTOR= 1.000           *
   * VB PER 1893=    0.1080 X     1272.33=     137.41 KN   *
   * VB Act Based on Clause 7.2.1 =      137.41 KN         *
   * VB Min based on Clause 7.2.2 =       30.54 KN         *
   *                                                       *
   *********************************************************
      STAAD SPACE                                              -- PAGE NO.    5
   ***NOTE: Equivalent Static Analysis should preferably be performed for regular
structures with approximate natural time period less than 0.4s and regular
structures with height less than 15m in Seismic Zone II. Ref Cl.6.4.3 and 7.6
 BASE SHEAR AND TIME PERIOD IN Y    
   *********************************************************
   * UNITS - KN    METE                                    *
   * Calculation of SA/G for Y  based on Clause 6.4.6      *
   * SA/G PER 1893=    2.500, LOAD FACTOR= 1.000           *
   * VB PER 1893=    0.0720 X     1272.33=      91.61 KN   *
   *                                                       *
   *********************************************************
    JOINT            LATERAL          TORSIONAL            LOAD -    1
                     LOAD (KN  )      MOMENT (KN  -METE) FACTOR -   1.000
    -----            -------          ---------
       1     FX        2.945    MY        0.000
       2     FX        2.945    MY        0.000
       3     FX        2.945    MY        0.000
       4     FX        2.945    MY        0.000
       5     FX        2.945    MY        0.000
       6     FX        2.945    MY        0.000
       7     FX        2.945    MY        0.000
       8     FX        2.945    MY        0.000
       9     FX        2.945    MY        0.000
      10     FX        2.945    MY        0.000
      11     FX        2.945    MY        0.000
      12     FX        2.945    MY        0.000
                 -----------        -----------
          TOTAL =     35.334              0.000 AT LEVEL     0.000 METE
    VB PER 1893 =    137.411 KN  
      25     FX        8.506    MY        0.000
      26     FX        8.506    MY        0.000
      27     FX        8.506    MY        0.000
      28     FX        8.506    MY        0.000
      29     FX        8.506    MY        0.000
      30     FX        8.506    MY        0.000
      31     FX        8.506    MY        0.000
      32     FX        8.506    MY        0.000
      33     FX        8.506    MY        0.000
      34     FX        8.506    MY        0.000
      35     FX        8.506    MY        0.000
      36     FX        8.506    MY        0.000
                 -----------        -----------
          TOTAL =    102.077              0.000 AT LEVEL     5.000 METE
    VB PER 1893 =    137.411 KN  
    JOINT            LATERAL          TORSIONAL            LOAD -    2
                     LOAD (KN  )      MOMENT (KN  -METE) FACTOR -   1.000
    -----            -------          ---------
       1     FZ        2.945    MY        0.000
       2     FZ        2.945    MY        0.000
      STAAD SPACE                                              -- PAGE NO.    6
       3     FZ        2.945    MY        0.000
       4     FZ        2.945    MY        0.000
       5     FZ        2.945    MY        0.000
       6     FZ        2.945    MY        0.000
       7     FZ        2.945    MY        0.000
       8     FZ        2.945    MY        0.000
       9     FZ        2.945    MY        0.000
      10     FZ        2.945    MY        0.000
      11     FZ        2.945    MY        0.000
      12     FZ        2.945    MY        0.000
                 -----------        -----------
          TOTAL =     35.334              0.000 AT LEVEL     0.000 METE
    VB PER 1893 =    137.411 KN  
      25     FZ        8.506    MY        0.000
      26     FZ        8.506    MY        0.000
      27     FZ        8.506    MY        0.000
      28     FZ        8.506    MY        0.000
      29     FZ        8.506    MY        0.000
      30     FZ        8.506    MY        0.000
      31     FZ        8.506    MY        0.000
      32     FZ        8.506    MY        0.000
      33     FZ        8.506    MY        0.000
      34     FZ        8.506    MY        0.000
      35     FZ        8.506    MY        0.000
      36     FZ        8.506    MY        0.000
                 -----------        -----------
          TOTAL =    102.077              0.000 AT LEVEL     5.000 METE
    VB PER 1893 =    137.411 KN  
    JOINT            LATERAL          TORSIONAL            LOAD -    3
                     LOAD (KN  )      MOMENT (KN  -METE) FACTOR -   1.000
    -----            -------          ---------
       1     FY        1.963    MY        0.000
       2     FY        1.963    MY        0.000
       3     FY        1.963    MY        0.000
       4     FY        1.963    MY        0.000
       5     FY        1.963    MY        0.000
       6     FY        1.963    MY        0.000
       7     FY        1.963    MY        0.000
       8     FY        1.963    MY        0.000
       9     FY        1.963    MY        0.000
      10     FY        1.963    MY        0.000
      11     FY        1.963    MY        0.000
      12     FY        1.963    MY        0.000
                 -----------        -----------
          TOTAL =     23.556              0.000 AT LEVEL     0.000 METE
    VB PER 1893 =     91.608 KN  
      25     FY        5.671    MY        0.000
      26     FY        5.671    MY        0.000
      27     FY        5.671    MY        0.000
      28     FY        5.671    MY        0.000
      29     FY        5.671    MY        0.000
      STAAD SPACE                                              -- PAGE NO.    7
      30     FY        5.671    MY        0.000
      31     FY        5.671    MY        0.000
      32     FY        5.671    MY        0.000
      33     FY        5.671    MY        0.000
      34     FY        5.671    MY        0.000
      35     FY        5.671    MY        0.000
      36     FY        5.671    MY        0.000
                 -----------        -----------
          TOTAL =     68.051              0.000 AT LEVEL     5.000 METE
    VB PER 1893 =     91.608 KN  
   ************ END OF DATA FROM INTERNAL STORAGE ************
      STAAD SPACE                                              -- PAGE NO.    8
 -IRREGULARITY CHECKS 
                    STAAD.PRO IRREGULARITIES CHECK - (  IS1893-2016  )   v1.1 
                    *****************************************************
 --TORSION IRREGULARITY CHECKS 
 Torsion Irregularity Check
 Ref: Table 5 (i)    - Ratio Limit: 1.50
 ---------------------------------------
 Dia.   Extreme Points of Dia in X        Extreme Points of Dia in Z
       Node    Disp.    Node    Disp.    Node    Disp.     Node    Disp.
               (mm)             (mm)             (mm)              (mm)
 ------------------------------------------------------------------------
    1     12   0.07676      6   0.07676      2   0.07676      8   0.07676
    2     36   0.26545     30   0.26545     26   0.26545     32   0.26545
             Diaphragm  D X-max/min  D Z-max/min Status
             --------------------------------------
                   1     1.0000   1.0000        OK    
                   2     1.0000   1.0000        OK    
 --GEOMETRY IRREGULARITY CHECKS 
 Re-Entrant Corner Check.
 (Ref: Table 5 (ii)   - Ratio Limit: 0.15 )
 ------------------------------------------
     Node      Re-Entrant X-Proj  X-Proj/Lx Z-Proj  Z-Proj/Lz  Status
  Connectivilty    Node    ( m)              ( m)
 ----------------------------------------------------------------------
         2->         1      4.0000  0.3333    0.0000  0.0000 Re-Entrant
         5                  0.0000  0.0000    4.0000  0.3333
         6->         7      0.0000  0.0000    4.0000  0.3333 Re-Entrant
         8                  4.0000  0.3333    0.0000  0.0000
         9->        10      4.0000  0.3333    0.0000  0.0000 Re-Entrant
        11                  0.0000  0.0000    4.0000  0.3333
        12->         4      0.0000  0.0000    4.0000  0.3333 Re-Entrant
         3                  4.0000  0.3333    0.0000  0.0000
        26->        25      4.0000  0.3333    0.0000  0.0000 Re-Entrant
        29                  0.0000  0.0000    4.0000  0.3333
        30->        31      0.0000  0.0000    4.0000  0.3333 Re-Entrant
        32                  4.0000  0.3333    0.0000  0.0000
        33->        34      4.0000  0.3333    0.0000  0.0000 Re-Entrant
        35                  0.0000  0.0000    4.0000  0.3333
        36->        28      0.0000  0.0000    4.0000  0.3333 Re-Entrant
        27                  4.0000  0.3333    0.0000  0.0000
                   Diaphragm:    Lx:       Lz:
                                 ( m)     ( m)
                   ----------------------------
                        1     12.0000   12.0000
                        2     12.0000   12.0000
 --MASS IRREGULARITY CHECKS 
 Mass Irregularity Check
 Ref: Table 6 (ii)   - Ratio Limit: 1.50
 ---------------------------------------
 Dia.   Level     Mass       Above      Below     Ratio  Ratio  Status
        ( m)      ( kN)      ( kN)      ( kN)     Above  Below
 ---------------------------------------------------------------------
    1     0.000    636.163    459.451    Base      1.385   N/A     OK    
    2     5.000    459.451    Top        636.163    N/A   0.722    OK    
   ***NOTE: Linear dynamic analysis needs to carried out for Irregular
   Modes of Oscillation check.
   ***NOTE: Static Seismic Loads for relevant code needs to be defined
   with Zone 4 and 5 for Irregular Modes of Oscillation  check.
    59. PRINT ANALYSIS RESULTS
  ANALYSIS RESULTS                    
      STAAD SPACE                                              -- PAGE NO.    9
   JOINT DISPLACEMENT (CM   RADIANS)    STRUCTURE TYPE = SPACE
   ------------------
 JOINT  LOAD   X-TRANS   Y-TRANS   Z-TRANS   X-ROTAN   Y-ROTAN   Z-ROTAN
      1    1     0.3133    0.0027    0.0000   -0.0000    0.0000   -0.0006
           2     0.0000   -0.0027    0.3133    0.0006    0.0000    0.0000
           3     0.0000    0.0007    0.0000    0.0000    0.0000    0.0000
      2    1     0.3133   -0.0028    0.0000   -0.0000    0.0000   -0.0006
           2     0.0000    0.0027    0.3133    0.0006    0.0000    0.0000
           3     0.0000    0.0007    0.0000    0.0000    0.0000    0.0000
      3    1     0.3133   -0.0028    0.0000    0.0000    0.0000   -0.0006
           2     0.0000   -0.0027    0.3133    0.0006    0.0000   -0.0000
           3     0.0000    0.0007    0.0000    0.0000    0.0000    0.0000
      4    1     0.3133    0.0027    0.0000    0.0000    0.0000   -0.0006
           2     0.0000    0.0027    0.3133    0.0006    0.0000   -0.0000
           3     0.0000    0.0007    0.0000    0.0000    0.0000    0.0000
      5    1     0.3133   -0.0027    0.0000   -0.0000    0.0000   -0.0006
           2     0.0000    0.0028    0.3133    0.0006    0.0000    0.0000
           3     0.0000    0.0007    0.0000    0.0000    0.0000    0.0000
      6    1     0.3133    0.0027    0.0000    0.0000    0.0000   -0.0006
           2     0.0000    0.0028    0.3133    0.0006    0.0000   -0.0000
           3     0.0000    0.0007    0.0000    0.0000    0.0000    0.0000
      7    1     0.3133   -0.0027    0.0000    0.0000    0.0000   -0.0006
           2     0.0000   -0.0027    0.3133    0.0006    0.0000   -0.0000
           3     0.0000    0.0007    0.0000    0.0000    0.0000    0.0000
      8    1     0.3133    0.0028    0.0000    0.0000    0.0000   -0.0006
           2     0.0000    0.0027    0.3133    0.0006    0.0000   -0.0000
           3     0.0000    0.0007    0.0000    0.0000    0.0000    0.0000
      9    1     0.3133    0.0028    0.0000   -0.0000    0.0000   -0.0006
           2     0.0000   -0.0027    0.3133    0.0006    0.0000    0.0000
           3     0.0000    0.0007    0.0000    0.0000    0.0000    0.0000
     10    1     0.3133   -0.0027    0.0000   -0.0000    0.0000   -0.0006
           2     0.0000    0.0027    0.3133    0.0006    0.0000    0.0000
           3     0.0000    0.0007    0.0000    0.0000    0.0000    0.0000
     11    1     0.3133    0.0027    0.0000   -0.0000    0.0000   -0.0006
           2     0.0000   -0.0028    0.3133    0.0006    0.0000    0.0000
           3     0.0000    0.0007    0.0000    0.0000    0.0000    0.0000
     12    1     0.3133   -0.0027    0.0000    0.0000    0.0000   -0.0006
           2     0.0000   -0.0028    0.3133    0.0006    0.0000   -0.0000
           3     0.0000    0.0007    0.0000    0.0000    0.0000    0.0000
     13    1     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
           2     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
           3     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
     14    1     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
           2     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
           3     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
     15    1     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
           2     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
           3     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
     16    1     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
      STAAD SPACE                                              -- PAGE NO.   10
   JOINT DISPLACEMENT (CM   RADIANS)    STRUCTURE TYPE = SPACE
   ------------------
 JOINT  LOAD   X-TRANS   Y-TRANS   Z-TRANS   X-ROTAN   Y-ROTAN   Z-ROTAN
           2     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
           3     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
     17    1     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
           2     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
           3     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
     18    1     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
           2     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
           3     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
     19    1     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
           2     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
           3     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
     20    1     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
           2     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
           3     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
     21    1     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
           2     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
           3     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
     22    1     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
           2     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
           3     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
     23    1     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
           2     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
           3     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
     24    1     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
           2     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
           3     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
     25    1     0.6965    0.0038    0.0000   -0.0000    0.0000   -0.0004
           2     0.0000   -0.0038    0.6965    0.0004    0.0000    0.0000
           3     0.0000    0.0012    0.0000    0.0000    0.0000    0.0000
     26    1     0.6965   -0.0039    0.0000   -0.0000    0.0000   -0.0004
           2     0.0000    0.0038    0.6965    0.0004    0.0000    0.0000
           3     0.0000    0.0012    0.0000    0.0000    0.0000    0.0000
     27    1     0.6965   -0.0039    0.0000    0.0000    0.0000   -0.0004
           2     0.0000   -0.0038    0.6965    0.0004    0.0000   -0.0000
           3     0.0000    0.0012    0.0000    0.0000    0.0000    0.0000
     28    1     0.6965    0.0038    0.0000    0.0000    0.0000   -0.0004
           2     0.0000    0.0038    0.6965    0.0004    0.0000   -0.0000
           3     0.0000    0.0012    0.0000    0.0000    0.0000    0.0000
     29    1     0.6965   -0.0038    0.0000   -0.0000    0.0000   -0.0004
           2     0.0000    0.0039    0.6965    0.0004    0.0000    0.0000
           3     0.0000    0.0012    0.0000    0.0000    0.0000    0.0000
     30    1     0.6965    0.0038    0.0000    0.0000    0.0000   -0.0004
           2     0.0000    0.0039    0.6965    0.0004    0.0000   -0.0000
           3     0.0000    0.0012    0.0000    0.0000    0.0000    0.0000
     31    1     0.6965   -0.0038    0.0000    0.0000    0.0000   -0.0004
           2     0.0000   -0.0038    0.6965    0.0004    0.0000   -0.0000
      STAAD SPACE                                              -- PAGE NO.   11
   JOINT DISPLACEMENT (CM   RADIANS)    STRUCTURE TYPE = SPACE
   ------------------
 JOINT  LOAD   X-TRANS   Y-TRANS   Z-TRANS   X-ROTAN   Y-ROTAN   Z-ROTAN
           3     0.0000    0.0012    0.0000    0.0000    0.0000    0.0000
     32    1     0.6965    0.0039    0.0000    0.0000    0.0000   -0.0004
           2     0.0000    0.0038    0.6965    0.0004    0.0000   -0.0000
           3     0.0000    0.0012    0.0000    0.0000    0.0000    0.0000
     33    1     0.6965    0.0039    0.0000   -0.0000    0.0000   -0.0004
           2     0.0000   -0.0038    0.6965    0.0004    0.0000    0.0000
           3     0.0000    0.0012    0.0000    0.0000    0.0000    0.0000
     34    1     0.6965   -0.0038    0.0000   -0.0000    0.0000   -0.0004
           2     0.0000    0.0038    0.6965    0.0004    0.0000    0.0000
           3     0.0000    0.0012    0.0000    0.0000    0.0000    0.0000
     35    1     0.6965    0.0038    0.0000   -0.0000    0.0000   -0.0004
           2     0.0000   -0.0039    0.6965    0.0004    0.0000    0.0000
           3     0.0000    0.0012    0.0000    0.0000    0.0000    0.0000
     36    1     0.6965   -0.0038    0.0000    0.0000    0.0000   -0.0004
           2     0.0000   -0.0039    0.6965    0.0004    0.0000   -0.0000
           3     0.0000    0.0012    0.0000    0.0000    0.0000    0.0000
     37    1     0.3133    0.0000    0.0000    0.0000    0.0000    0.0000
           2     0.0000    0.0000    0.3133    0.0000    0.0000    0.0000
           3     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
     38    1     0.6965    0.0000    0.0000    0.0000    0.0000    0.0000
           2     0.0000    0.0000    0.6965    0.0000    0.0000    0.0000
           3     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
      STAAD SPACE                                              -- PAGE NO.   12
   SUPPORT REACTIONS -UNIT KN   METE    STRUCTURE TYPE = SPACE
   -----------------
 JOINT  LOAD   FORCE-X   FORCE-Y   FORCE-Z     MOM-X     MOM-Y     MOM Z
     13    1    -11.45    -29.84     -0.05     -0.09      0.00     38.75
           2     -0.05     29.84    -11.45    -38.75      0.00      0.09
           3      0.00     -7.63      0.00      0.00      0.00      0.00
     14    1    -11.45     30.52     -0.00     -0.00      0.00     38.75
           2     -0.05    -29.85    -11.45    -38.75      0.00      0.08
           3      0.00     -7.63      0.00      0.00      0.00      0.00
     15    1    -11.45     30.52      0.00      0.00      0.00     38.75
           2      0.05     29.85    -11.45    -38.75      0.00     -0.08
           3      0.00     -7.63      0.00      0.00      0.00      0.00
     16    1    -11.45    -29.84      0.05      0.09      0.00     38.75
           2      0.05    -29.84    -11.45    -38.75      0.00     -0.09
           3      0.00     -7.63      0.00      0.00      0.00      0.00
     17    1    -11.45     29.85     -0.05     -0.08      0.00     38.75
           2     -0.00    -30.52    -11.45    -38.75      0.00      0.00
           3      0.00     -7.63      0.00      0.00      0.00      0.00
     18    1    -11.45    -29.85      0.05      0.08      0.00     38.75
           2      0.00    -30.52    -11.45    -38.75      0.00     -0.00
           3      0.00     -7.63      0.00      0.00      0.00      0.00
     19    1    -11.45     29.84      0.05      0.09      0.00     38.75
           2      0.05     29.84    -11.45    -38.75      0.00     -0.09
           3      0.00     -7.63      0.00      0.00      0.00      0.00
     20    1    -11.45    -30.52      0.00      0.00      0.00     38.75
           2      0.05    -29.85    -11.45    -38.75      0.00     -0.08
           3      0.00     -7.63      0.00      0.00      0.00      0.00
     21    1    -11.45    -30.52     -0.00     -0.00      0.00     38.75
           2     -0.05     29.85    -11.45    -38.75      0.00      0.08
           3      0.00     -7.63      0.00      0.00      0.00      0.00
     22    1    -11.45     29.84     -0.05     -0.09      0.00     38.75
           2     -0.05    -29.84    -11.45    -38.75      0.00      0.09
           3      0.00     -7.63      0.00      0.00      0.00      0.00
     23    1    -11.45    -29.85     -0.05     -0.08      0.00     38.75
           2     -0.00     30.52    -11.45    -38.75      0.00      0.00
           3      0.00     -7.63      0.00      0.00      0.00      0.00
     24    1    -11.45     29.85      0.05      0.08      0.00     38.75
           2      0.00     30.52    -11.45    -38.75      0.00     -0.00
           3      0.00     -7.63      0.00      0.00      0.00      0.00
      STAAD SPACE                                              -- PAGE NO.   13
   MEMBER END FORCES    STRUCTURE TYPE = SPACE
   -----------------
   ALL UNITS ARE -- KN   METE     (LOCAL )
  MEMBER  LOAD  JT     AXIAL   SHEAR-Y  SHEAR-Z   TORSION     MOM-Y      MOM-Z
      1    1     1      0.00    -18.29     0.00     -0.06     -0.00     -36.58
                 2      0.00     18.29    -0.00      0.06     -0.00     -36.58
           2     1      0.00     -0.32     0.00      0.00     -0.00      -0.64
                 2      0.00      0.32    -0.00     -0.00     -0.00      -0.64
           3     1      0.00      0.00    -0.00      0.00      0.00       0.00
                 2      0.00     -0.00     0.00     -0.00     -0.00       0.00
      2    1     2      0.00      0.00    -0.00      0.00      0.00       0.00
                 3      0.00     -0.00     0.00     -0.00      0.00      -0.00
           2     2      0.00    -18.29    -0.00      0.11      0.00     -36.58
                 3      0.00     18.29     0.00     -0.11      0.00     -36.58
           3     2      0.00     -0.00     0.00     -0.00      0.00      -0.00
                 3      0.00      0.00    -0.00      0.00     -0.00      -0.00
      3    1     3      0.00     18.29     0.00      0.06     -0.00      36.58
                 4      0.00    -18.29    -0.00     -0.06     -0.00      36.58
           2     3      0.00     -0.32     0.00      0.00     -0.00      -0.64
                 4      0.00      0.32    -0.00     -0.00     -0.00      -0.64
           3     3      0.00      0.00     0.00      0.00      0.00       0.00
                 4      0.00     -0.00    -0.00     -0.00     -0.00       0.00
      4    1     1      0.00      0.32    -0.00      0.00      0.00       0.64
                 5      0.00     -0.32     0.00     -0.00      0.00       0.64
           2     1      0.00     18.29     0.00     -0.06      0.00      36.58
                 5      0.00    -18.29     0.00      0.06      0.00      36.58
           3     1      0.00     -0.00     0.00      0.00     -0.00      -0.00
                 5      0.00      0.00    -0.00      0.00     -0.00      -0.00
      5    1     5      0.00     18.29     0.00      0.11     -0.00      36.58
                 6      0.00    -18.29    -0.00     -0.11     -0.00      36.58
           2     5      0.00      0.00     0.00     -0.00     -0.00      -0.00
                 6      0.00     -0.00    -0.00      0.00     -0.00       0.00
           3     5      0.00      0.00     0.00     -0.00     -0.00       0.00
                 6      0.00     -0.00     0.00      0.00     -0.00       0.00
      6    1     6      0.00      0.32    -0.00      0.00      0.00       0.64
                 7      0.00     -0.32     0.00     -0.00      0.00       0.64
           2     6      0.00    -18.29    -0.00      0.06      0.00     -36.58
                 7      0.00     18.29     0.00     -0.06      0.00     -36.58
           3     6      0.00     -0.00     0.00      0.00     -0.00      -0.00
                 7      0.00      0.00    -0.00     -0.00     -0.00      -0.00
      7    1     7      0.00     18.29     0.00     -0.06     -0.00      36.58
                 8      0.00    -18.29    -0.00      0.06     -0.00      36.58
      STAAD SPACE                                              -- PAGE NO.   14
   MEMBER END FORCES    STRUCTURE TYPE = SPACE
   -----------------
   ALL UNITS ARE -- KN   METE     (LOCAL )
  MEMBER  LOAD  JT     AXIAL   SHEAR-Y  SHEAR-Z   TORSION     MOM-Y      MOM-Z
           2     7      0.00     -0.32     0.00     -0.00     -0.00      -0.64
                 8      0.00      0.32    -0.00      0.00     -0.00      -0.64
           3     7      0.00     -0.00     0.00      0.00     -0.00      -0.00
                 8      0.00      0.00    -0.00     -0.00     -0.00      -0.00
      8    1     8      0.00     -0.00    -0.00     -0.00      0.00      -0.00
                 9      0.00      0.00     0.00      0.00      0.00       0.00
           2     8      0.00    -18.29    -0.00     -0.11      0.00     -36.58
                 9      0.00     18.29     0.00      0.11      0.00     -36.58
           3     8      0.00      0.00     0.00     -0.00      0.00       0.00
                 9      0.00     -0.00    -0.00      0.00     -0.00       0.00
      9    1     9      0.00    -18.29     0.00      0.06     -0.00     -36.58
                10      0.00     18.29    -0.00     -0.06     -0.00     -36.58
           2     9      0.00     -0.32     0.00     -0.00     -0.00      -0.64
                10      0.00      0.32    -0.00      0.00     -0.00      -0.64
           3     9      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
     10    1    10      0.00     -0.32    -0.00     -0.00      0.00      -0.64
                11      0.00      0.32     0.00      0.00      0.00      -0.64
           2    10      0.00    -18.29    -0.00      0.06     -0.00     -36.58
                11      0.00     18.29     0.00     -0.06      0.00     -36.58
           3    10      0.00     -0.00     0.00      0.00     -0.00      -0.00
                11      0.00      0.00     0.00     -0.00      0.00      -0.00
     11    1    11      0.00    -18.29     0.00     -0.11     -0.00     -36.58
                12      0.00     18.29    -0.00      0.11     -0.00     -36.58
           2    11      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
           3    11      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
     12    1    12      0.00     -0.32    -0.00     -0.00      0.00      -0.64
                 4      0.00      0.32     0.00      0.00      0.00      -0.64
           2    12      0.00     18.29    -0.00     -0.06     -0.00      36.58
                 4      0.00    -18.29     0.00      0.06      0.00      36.58
           3    12      0.00     -0.00     0.00      0.00     -0.00      -0.00
                 4      0.00      0.00     0.00     -0.00     -0.00      -0.00
     13    1     1    -29.84     11.45     0.05     -0.00     -0.17      18.51
                13     29.84    -11.45    -0.05      0.00     -0.09      38.75
           2     1     29.84      0.05    11.45      0.00    -18.51       0.17
                13    -29.84     -0.05   -11.45     -0.00    -38.75       0.09
           3     1     -7.63     -0.00    -0.00     -0.00      0.00       0.00
                13      7.63      0.00     0.00      0.00      0.00      -0.00
      STAAD SPACE                                              -- PAGE NO.   15
   MEMBER END FORCES    STRUCTURE TYPE = SPACE
   -----------------
   ALL UNITS ARE -- KN   METE     (LOCAL )
  MEMBER  LOAD  JT     AXIAL   SHEAR-Y  SHEAR-Z   TORSION     MOM-Y      MOM-Z
     14    1     2     30.52     11.45     0.00     -0.00     -0.00      18.51
                14    -30.52    -11.45    -0.00      0.00     -0.00      38.75
           2     2    -29.85      0.05    11.45      0.00    -18.51       0.17
                14     29.85     -0.05   -11.45     -0.00    -38.75       0.08
           3     2     -7.63      0.00     0.00     -0.00     -0.00       0.00
                14      7.63     -0.00    -0.00      0.00     -0.00      -0.00
     15    1     3     30.52     11.45    -0.00     -0.00      0.00      18.51
                15    -30.52    -11.45     0.00      0.00      0.00      38.75
           2     3     29.85     -0.05    11.45      0.00    -18.51      -0.17
                15    -29.85      0.05   -11.45     -0.00    -38.75      -0.08
           3     3     -7.63      0.00     0.00     -0.00     -0.00       0.00
                15      7.63     -0.00    -0.00      0.00      0.00       0.00
     16    1     4    -29.84     11.45    -0.05     -0.00      0.17      18.51
                16     29.84    -11.45     0.05      0.00      0.09      38.75
           2     4    -29.84     -0.05    11.45      0.00    -18.51      -0.17
                16     29.84      0.05   -11.45     -0.00    -38.75      -0.09
           3     4     -7.63      0.00    -0.00     -0.00      0.00       0.00
                16      7.63     -0.00     0.00      0.00      0.00       0.00
     17    1     5     29.85     11.45     0.05     -0.00     -0.17      18.51
                17    -29.85    -11.45    -0.05      0.00     -0.08      38.75
           2     5    -30.52      0.00    11.45      0.00    -18.51       0.00
                17     30.52     -0.00   -11.45     -0.00    -38.75       0.00
           3     5     -7.63     -0.00    -0.00     -0.00      0.00      -0.00
                17      7.63      0.00     0.00      0.00      0.00      -0.00
     18    1     6    -29.85     11.45    -0.05     -0.00      0.17      18.51
                18     29.85    -11.45     0.05      0.00      0.08      38.75
           2     6    -30.52     -0.00    11.45      0.00    -18.51      -0.00
                18     30.52      0.00   -11.45     -0.00    -38.75      -0.00
           3     6     -7.63      0.00     0.00     -0.00     -0.00       0.00
                18      7.63     -0.00    -0.00      0.00     -0.00      -0.00
     19    1     7     29.84     11.45    -0.05     -0.00      0.17      18.51
                19    -29.84    -11.45     0.05      0.00      0.09      38.75
           2     7     29.84     -0.05    11.45      0.00    -18.51      -0.17
                19    -29.84      0.05   -11.45     -0.00    -38.75      -0.09
           3     7     -7.63     -0.00    -0.00     -0.00      0.00      -0.00
                19      7.63      0.00     0.00      0.00      0.00      -0.00
     20    1     8    -30.52     11.45    -0.00     -0.00      0.00      18.51
                20     30.52    -11.45     0.00      0.00      0.00      38.75
      STAAD SPACE                                              -- PAGE NO.   16
   MEMBER END FORCES    STRUCTURE TYPE = SPACE
   -----------------
   ALL UNITS ARE -- KN   METE     (LOCAL )
  MEMBER  LOAD  JT     AXIAL   SHEAR-Y  SHEAR-Z   TORSION     MOM-Y      MOM-Z
           2     8    -29.85     -0.05    11.45      0.00    -18.51      -0.17
                20     29.85      0.05   -11.45     -0.00    -38.75      -0.08
           3     8     -7.63     -0.00    -0.00     -0.00      0.00      -0.00
                20      7.63      0.00     0.00      0.00      0.00      -0.00
     21    1     9    -30.52     11.45     0.00     -0.00     -0.00      18.51
                21     30.52    -11.45    -0.00      0.00     -0.00      38.75
           2     9     29.85      0.05    11.45      0.00    -18.51       0.17
                21    -29.85     -0.05   -11.45     -0.00    -38.75       0.08
           3     9     -7.63     -0.00    -0.00     -0.00      0.00       0.00
                21      7.63      0.00     0.00      0.00      0.00      -0.00
     22    1    10     29.84     11.45     0.05     -0.00     -0.17      18.51
                22    -29.84    -11.45    -0.05      0.00     -0.09      38.75
           2    10    -29.84      0.05    11.45      0.00    -18.51       0.17
                22     29.84     -0.05   -11.45     -0.00    -38.75       0.09
           3    10     -7.63     -0.00     0.00     -0.00     -0.00      -0.00
                22      7.63      0.00    -0.00      0.00     -0.00      -0.00
     23    1    11    -29.85     11.45     0.05     -0.00     -0.17      18.51
                23     29.85    -11.45    -0.05      0.00     -0.08      38.75
           2    11     30.52      0.00    11.45      0.00    -18.51       0.00
                23    -30.52     -0.00   -11.45     -0.00    -38.75       0.00
           3    11     -7.63     -0.00     0.00     -0.00     -0.00      -0.00
                23      7.63      0.00    -0.00      0.00      0.00      -0.00
     24    1    12     29.85     11.45    -0.05     -0.00      0.17      18.51
                24    -29.85    -11.45     0.05      0.00      0.08      38.75
           2    12     30.52     -0.00    11.45      0.00    -18.51      -0.00
                24    -30.52      0.00   -11.45     -0.00    -38.75      -0.00
           3    12     -7.63     -0.00    -0.00     -0.00      0.00      -0.00
                24      7.63      0.00     0.00      0.00      0.00      -0.00
     25    1     1    -11.87      8.51    -0.20     -0.00      0.41      18.07
                25     11.87     -8.51     0.20      0.00      0.57      24.46
           2     1     11.87      0.20    -8.51      0.00     18.07       0.41
                25    -11.87     -0.20     8.51     -0.00     24.46       0.57
           3     1     -5.67     -0.00     0.00     -0.00     -0.00      -0.00
                25      5.67      0.00    -0.00      0.00     -0.00      -0.00
     26    1     2     12.23      8.51    -0.03     -0.00      0.05      18.07
                26    -12.23     -8.51     0.03      0.00      0.10      24.46
           2     2    -11.88      0.17    -8.51      0.00     18.08       0.36
                26     11.88     -0.17     8.51     -0.00     24.46       0.47
           3     2     -5.67     -0.00     0.00     -0.00      0.00       0.00
                26      5.67      0.00    -0.00      0.00     -0.00      -0.00
      STAAD SPACE                                              -- PAGE NO.   17
   MEMBER END FORCES    STRUCTURE TYPE = SPACE
   -----------------
   ALL UNITS ARE -- KN   METE     (LOCAL )
  MEMBER  LOAD  JT     AXIAL   SHEAR-Y  SHEAR-Z   TORSION     MOM-Y      MOM-Z
     27    1     3     12.23      8.51     0.03     -0.00     -0.05      18.07
                27    -12.23     -8.51    -0.03      0.00     -0.10      24.46
           2     3     11.88     -0.17    -8.51      0.00     18.08      -0.36
                27    -11.88      0.17     8.51     -0.00     24.46      -0.47
           3     3     -5.67      0.00    -0.00     -0.00      0.00       0.00
                27      5.67     -0.00     0.00      0.00      0.00       0.00
     28    1     4    -11.87      8.51     0.20     -0.00     -0.41      18.07
                28     11.87     -8.51    -0.20      0.00     -0.57      24.46
           2     4    -11.87     -0.20    -8.51      0.00     18.07      -0.41
                28     11.87      0.20     8.51     -0.00     24.46      -0.57
           3     4     -5.67      0.00    -0.00     -0.00      0.00       0.00
                28      5.67     -0.00     0.00      0.00      0.00       0.00
     29    1     5     11.88      8.51    -0.17     -0.00      0.36      18.08
                29    -11.88     -8.51     0.17      0.00      0.47      24.46
           2     5    -12.23      0.03    -8.51      0.00     18.07       0.05
                29     12.23     -0.03     8.51     -0.00     24.46       0.10
           3     5     -5.67      0.00     0.00     -0.00     -0.00       0.00
                29      5.67     -0.00    -0.00      0.00     -0.00       0.00
     30    1     6    -11.88      8.51     0.17     -0.00     -0.36      18.08
                30     11.88     -8.51    -0.17      0.00     -0.47      24.46
           2     6    -12.23     -0.03    -8.51      0.00     18.07      -0.05
                30     12.23      0.03     8.51     -0.00     24.46      -0.10
           3     6     -5.67      0.00    -0.00     -0.00      0.00       0.00
                30      5.67     -0.00     0.00      0.00      0.00       0.00
     31    1     7     11.87      8.51     0.20     -0.00     -0.41      18.07
                31    -11.87     -8.51    -0.20      0.00     -0.57      24.46
           2     7     11.87     -0.20    -8.51      0.00     18.07      -0.41
                31    -11.87      0.20     8.51     -0.00     24.46      -0.57
           3     7     -5.67     -0.00     0.00     -0.00     -0.00      -0.00
                31      5.67      0.00    -0.00      0.00     -0.00      -0.00
     32    1     8    -12.23      8.51     0.03     -0.00     -0.05      18.07
                32     12.23     -8.51    -0.03      0.00     -0.10      24.46
           2     8    -11.88     -0.17    -8.51      0.00     18.08      -0.36
                32     11.88      0.17     8.51     -0.00     24.46      -0.47
           3     8     -5.67     -0.00     0.00     -0.00     -0.00      -0.00
                32      5.67      0.00    -0.00      0.00      0.00      -0.00
     33    1     9    -12.23      8.51    -0.03     -0.00      0.05      18.07
                33     12.23     -8.51     0.03      0.00      0.10      24.46
      STAAD SPACE                                              -- PAGE NO.   18
   MEMBER END FORCES    STRUCTURE TYPE = SPACE
   -----------------
   ALL UNITS ARE -- KN   METE     (LOCAL )
  MEMBER  LOAD  JT     AXIAL   SHEAR-Y  SHEAR-Z   TORSION     MOM-Y      MOM-Z
           2     9     11.88      0.17    -8.51      0.00     18.08       0.36
                33    -11.88     -0.17     8.51     -0.00     24.46       0.47
           3     9     -5.67     -0.00     0.00     -0.00     -0.00       0.00
                33      5.67      0.00    -0.00      0.00     -0.00      -0.00
     34    1    10     11.87      8.51    -0.20     -0.00      0.41      18.07
                34    -11.87     -8.51     0.20      0.00      0.57      24.46
           2    10    -11.87      0.20    -8.51      0.00     18.07       0.41
                34     11.87     -0.20     8.51     -0.00     24.46       0.57
           3    10     -5.67      0.00    -0.00     -0.00      0.00       0.00
                34      5.67     -0.00     0.00      0.00      0.00       0.00
     35    1    11    -11.88      8.51    -0.17     -0.00      0.36      18.08
                35     11.88     -8.51     0.17      0.00      0.47      24.46
           2    11     12.23      0.03    -8.51      0.00     18.07       0.05
                35    -12.23     -0.03     8.51     -0.00     24.46       0.10
           3    11     -5.67     -0.00    -0.00     -0.00      0.00      -0.00
                35      5.67      0.00     0.00      0.00      0.00      -0.00
     36    1    12     11.88      8.51     0.17     -0.00     -0.36      18.08
                36    -11.88     -8.51    -0.17      0.00     -0.47      24.46
           2    12     12.23     -0.03    -8.51      0.00     18.07      -0.05
                36    -12.23      0.03     8.51     -0.00     24.46      -0.10
           3    12     -5.67     -0.00     0.00     -0.00     -0.00      -0.00
                36      5.67      0.00    -0.00      0.00     -0.00      -0.00
     37    1    25      0.00    -12.23     0.00     -0.13     -0.00     -24.46
                26      0.00     12.23     0.00      0.13     -0.00     -24.46
           2    25      0.00     -0.36     0.00      0.00     -0.00      -0.70
                26      0.00      0.36    -0.00     -0.00     -0.00      -0.73
           3    25      0.00      0.00    -0.00      0.00     -0.00       0.00
                26      0.00     -0.00     0.00     -0.00      0.00       0.00
     38    1    26      0.00      0.00    -0.00     -0.00      0.00       0.03
                27      0.00     -0.00     0.00      0.00      0.00      -0.03
           2    26      0.00    -12.23    -0.00      0.26      0.00     -24.47
                27      0.00     12.23     0.00     -0.26      0.00     -24.47
           3    26      0.00     -0.00     0.00     -0.00     -0.00      -0.00
                27      0.00      0.00     0.00      0.00     -0.00      -0.00
     39    1    27      0.00     12.23     0.00      0.13     -0.00      24.46
                28      0.00    -12.23    -0.00     -0.13     -0.00      24.46
           2    27      0.00     -0.36     0.00      0.00     -0.00      -0.73
                28      0.00      0.36    -0.00     -0.00     -0.00      -0.70
           3    27      0.00      0.00    -0.00      0.00     -0.00       0.00
                28      0.00     -0.00     0.00     -0.00      0.00       0.00
      STAAD SPACE                                              -- PAGE NO.   19
   MEMBER END FORCES    STRUCTURE TYPE = SPACE
   -----------------
   ALL UNITS ARE -- KN   METE     (LOCAL )
  MEMBER  LOAD  JT     AXIAL   SHEAR-Y  SHEAR-Z   TORSION     MOM-Y      MOM-Z
     40    1    25      0.00      0.36    -0.00      0.00      0.00       0.70
                29      0.00     -0.36     0.00     -0.00      0.00       0.73
           2    25      0.00     12.23    -0.00     -0.13      0.00      24.46
                29      0.00    -12.23     0.00      0.13      0.00      24.46
           3    25      0.00     -0.00    -0.00      0.00     -0.00      -0.00
                29      0.00      0.00     0.00     -0.00      0.00      -0.00
     41    1    29      0.00     12.23     0.00      0.26     -0.00      24.47
                30      0.00    -12.23    -0.00     -0.26     -0.00      24.47
           2    29      0.00      0.00     0.00     -0.00     -0.00      -0.03
                30      0.00     -0.00    -0.00      0.00     -0.00       0.03
           3    29      0.00      0.00    -0.00     -0.00     -0.00       0.00
                30      0.00     -0.00     0.00      0.00     -0.00       0.00
     42    1    30      0.00      0.36    -0.00      0.00      0.00       0.73
                31      0.00     -0.36     0.00     -0.00      0.00       0.70
           2    30      0.00    -12.23    -0.00      0.13      0.00     -24.46
                31      0.00     12.23     0.00     -0.13      0.00     -24.46
           3    30      0.00      0.00    -0.00      0.00     -0.00       0.00
                31      0.00     -0.00     0.00     -0.00      0.00       0.00
     43    1    31      0.00     12.23     0.00     -0.13     -0.00      24.46
                32      0.00    -12.23    -0.00      0.13     -0.00      24.46
           2    31      0.00     -0.36     0.00     -0.00     -0.00      -0.70
                32      0.00      0.36    -0.00      0.00     -0.00      -0.73
           3    31      0.00     -0.00     0.00     -0.00     -0.00      -0.00
                32      0.00      0.00     0.00      0.00     -0.00      -0.00
     44    1    32      0.00     -0.00    -0.00     -0.00      0.00      -0.03
                33      0.00      0.00     0.00      0.00      0.00       0.03
           2    32      0.00    -12.23    -0.00     -0.26      0.00     -24.47
                33      0.00     12.23     0.00      0.26      0.00     -24.47
           3    32      0.00      0.00     0.00     -0.00     -0.00       0.00
                33      0.00     -0.00     0.00      0.00     -0.00       0.00
     45    1    33      0.00    -12.23     0.00      0.13     -0.00     -24.46
                34      0.00     12.23    -0.00     -0.13     -0.00     -24.46
           2    33      0.00     -0.36     0.00     -0.00     -0.00      -0.73
                34      0.00      0.36    -0.00      0.00     -0.00      -0.70
           3    33      0.00     -0.00     0.00      0.00     -0.00      -0.00
                34      0.00      0.00     0.00     -0.00     -0.00      -0.00
     46    1    34      0.00     -0.36    -0.00     -0.00      0.00      -0.70
                35      0.00      0.36     0.00      0.00      0.00      -0.73
      STAAD SPACE                                              -- PAGE NO.   20
   MEMBER END FORCES    STRUCTURE TYPE = SPACE
   -----------------
   ALL UNITS ARE -- KN   METE     (LOCAL )
  MEMBER  LOAD  JT     AXIAL   SHEAR-Y  SHEAR-Z   TORSION     MOM-Y      MOM-Z
           2    34      0.00    -12.23     0.00      0.13     -0.00     -24.46
                35      0.00     12.23    -0.00     -0.13      0.00     -24.46
           3    34      0.00     -0.00     0.00      0.00      0.00      -0.00
                35      0.00      0.00     0.00     -0.00      0.00      -0.00
     47    1    35      0.00    -12.23     0.00     -0.26     -0.00     -24.47
                36      0.00     12.23    -0.00      0.26     -0.00     -24.47
           2    35      0.00      0.00     0.00      0.00     -0.00       0.03
                36      0.00     -0.00    -0.00     -0.00     -0.00      -0.03
           3    35      0.00      0.00    -0.00     -0.00     -0.00       0.00
                36      0.00     -0.00     0.00      0.00     -0.00       0.00
     48    1    36      0.00     -0.36    -0.00     -0.00      0.00      -0.73
                28      0.00      0.36     0.00      0.00      0.00      -0.70
           2    36      0.00     12.23     0.00     -0.13      0.00      24.46
                28      0.00    -12.23     0.00      0.13      0.00      24.46
           3    36      0.00      0.00     0.00      0.00      0.00       0.00
                28      0.00     -0.00     0.00     -0.00     -0.00       0.00
   ************** END OF LATEST ANALYSIS RESULT **************