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V. IS 1893 2016 Mass Irregularity

Verify mass irregularity check in accordance to IS 1893 2016 Part 1 specifications.

Details

A three story structure is modelled with floor diaphragms defined at the story levels.

Isometric and Plan View of Structure

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

Diaphragm 1 = 1st Floor: Weight = 10 x 4 = 40 kN

Diaphragm 2 = 2nd Floor: Weight = 16 x 4 = 64 kN

Diaphragm 3 = 3rd Floor: Weight = 23 x 4 = 92 kN

Diaphragm Current Floor Weight

(KN)

Above Floor Weight

(KN)

Below Floor Weight

(KN)

Current Floor Weight/Above Floor Weight Current Floor Weight/Below Floor Weight Status (FAIL if ratio > 1.5)
1 40 64 N.A. 0.625 N.A. OK
2 64 92 40 0.696 1.6 FAIL
3 92 N.A. 64 N.A. 1.4375 OK

Results

Table 1. Comparison of results
Result Type Reference STAAD.Pro Difference Comments
Diaphragm 1 Ratio of 1st/2nd floor weights 0.625 0.625 none  
Check OK OK none  
Diaphragm 2 Ratio of 2nd/3rd floor weights 0.696 0.696 none  
Check OK OK none  
Ratio of 2nd/1st floor weights 1.6 1.6 none  
Check Fail Fail none  
Diaphragm 3 Ratio of 3rd/2nd floor weights 1.438 1.437 negligible  
Check OK OK 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 Mass Irregularity.STD is typically installed with the program.

STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 03-Mar-19
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 0 5 0; 3 5 5 0; 4 5 0 0; 5 0 0 5; 6 0 5 5; 7 5 5 5; 8 5 0 5;
9 0 10 0; 10 5 10 0; 11 0 10 5; 12 5 10 5; 13 0 15 0; 14 5 15 0; 15 0 15 5;
16 5 15 5;
MEMBER INCIDENCES
1 1 2; 2 2 3; 3 3 4; 4 2 6; 5 3 7; 6 5 6; 7 6 7; 8 7 8; 9 2 9; 10 3 10;
11 6 11; 12 7 12; 13 9 10; 14 9 11; 15 10 12; 16 11 12; 17 9 13; 18 10 14;
19 11 15; 20 12 16; 21 13 14; 22 13 15; 23 14 16; 24 15 16;
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 24 PRIS YD 0.5 ZD 0.5
CONSTANTS
MATERIAL CONCRETE ALL
SUPPORTS
1 4 5 8 FIXED
MEMBER CRACKED CODE IS1893 2016
1 3 6 8 TO 12 17 TO 20 REDUCTION RIY 0.7 RIZ 0.7
2 4 5 7 13 TO 16 21 TO 24 REDUCTION RIY 0.35 RIZ 0.35
DEFINE REFERENCE LOADS
LOAD R1 LOADTYPE Mass  TITLE REF LOAD CASE 1
JOINT LOAD
2 3 6 7 FY -10
9 TO 12 FY -16
13 TO 16 FY -23
END DEFINE REFERENCE LOADS
FLOOR DIAPHRAGM
DIA 1 TYPE RIG HEI 5
DIA 2 TYPE RIG HEI 10
DIA 3 TYPE RIG HEI 15
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 =    0.60374 SEC       *
   * SA/G PER 1893=    1.656, LOAD FACTOR= 1.000           *
   * VB PER 1893=    0.0716 X      196.00=      14.02 KN   *
   * VB Act Based on Clause 7.2.1 =       14.02 KN         *
   * VB Min based on Clause 7.2.2 =        4.70 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 =    0.60374 SEC       *
   * SA/G PER 1893=    1.656, LOAD FACTOR= 1.000           *
   * VB PER 1893=    0.0716 X      196.00=      14.02 KN   *
   * VB Act Based on Clause 7.2.1 =       14.02 KN         *
   * VB Min based on Clause 7.2.2 =        4.70 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      196.00=      14.11 KN   *
   *                                                       *
   *********************************************************
    JOINT            LATERAL          TORSIONAL            LOAD -    1
                     LOAD (KN  )      MOMENT (KN  -METE) FACTOR -   1.000
    -----            -------          ---------
       2     FX        0.125    MY        0.000
       3     FX        0.125    MY        0.000
       6     FX        0.125    MY        0.000
       7     FX        0.125    MY        0.000
                 -----------        -----------
          TOTAL =      0.499              0.000 AT LEVEL     5.000 METE
    VB PER 1893 =     14.025 KN  
       9     FX        0.799    MY        0.000
      10     FX        0.799    MY        0.000
      11     FX        0.799    MY        0.000
      12     FX        0.799    MY        0.000
                 -----------        -----------
          TOTAL =      3.194              0.000 AT LEVEL    10.000 METE
    VB PER 1893 =     14.025 KN  
      13     FX        2.583    MY        0.000
      14     FX        2.583    MY        0.000
      15     FX        2.583    MY        0.000
      16     FX        2.583    MY        0.000
                 -----------        -----------
          TOTAL =     10.331              0.000 AT LEVEL    15.000 METE
    VB PER 1893 =     14.025 KN  
    JOINT            LATERAL          TORSIONAL            LOAD -    2
                     LOAD (KN  )      MOMENT (KN  -METE) FACTOR -   1.000
    -----            -------          ---------
       2     FZ        0.125    MY        0.000
       3     FZ        0.125    MY        0.000
       6     FZ        0.125    MY        0.000
       7     FZ        0.125    MY        0.000
                 -----------        -----------
          TOTAL =      0.499              0.000 AT LEVEL     5.000 METE
    VB PER 1893 =     14.025 KN  
       9     FZ        0.799    MY        0.000
      10     FZ        0.799    MY        0.000
      STAAD SPACE                                              -- PAGE NO.    6
      11     FZ        0.799    MY        0.000
      12     FZ        0.799    MY        0.000
                 -----------        -----------
          TOTAL =      3.194              0.000 AT LEVEL    10.000 METE
    VB PER 1893 =     14.025 KN  
      13     FZ        2.583    MY        0.000
      14     FZ        2.583    MY        0.000
      15     FZ        2.583    MY        0.000
      16     FZ        2.583    MY        0.000
                 -----------        -----------
          TOTAL =     10.331              0.000 AT LEVEL    15.000 METE
    VB PER 1893 =     14.025 KN  
    JOINT            LATERAL          TORSIONAL            LOAD -    3
                     LOAD (KN  )      MOMENT (KN  -METE) FACTOR -   1.000
    -----            -------          ---------
       2     FY        0.126    MY        0.000
       3     FY        0.126    MY        0.000
       6     FY        0.126    MY        0.000
       7     FY        0.126    MY        0.000
                 -----------        -----------
          TOTAL =      0.502              0.000 AT LEVEL     5.000 METE
    VB PER 1893 =     14.112 KN  
       9     FY        0.804    MY        0.000
      10     FY        0.804    MY        0.000
      11     FY        0.804    MY        0.000
      12     FY        0.804    MY        0.000
                 -----------        -----------
          TOTAL =      3.214              0.000 AT LEVEL    10.000 METE
    VB PER 1893 =     14.112 KN  
      13     FY        2.599    MY        0.000
      14     FY        2.599    MY        0.000
      15     FY        2.599    MY        0.000
      16     FY        2.599    MY        0.000
                 -----------        -----------
          TOTAL =     10.396              0.000 AT LEVEL    15.000 METE
    VB PER 1893 =     14.112 KN  
   ************ END OF DATA FROM INTERNAL STORAGE ************
      STAAD SPACE                                              -- PAGE NO.    7
 -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      7   0.24199      2   0.24199      3   0.24199      2   0.24199
    2     12   0.85035      9   0.85035     10   0.85035      9   0.85035
    3     16   1.62595     13   1.62595     14   1.62595     13   1.62595
             Diaphragm  D X-max/min  D Z-max/min Status
             --------------------------------------
                   1     1.0000   1.0000        OK    
                   2     1.0000   1.0000        OK    
                   3     1.0000   1.0000        OK    
 --GEOMETRY IRREGULARITY CHECKS 
 Re-Entrant Corner Check.
 (Ref: Table 5 (ii)   - Ratio Limit: 0.15 )
 ------------------------------------------
   ***NOTE: No Irregular Re-Entrant Nodes found in the diaphragm.
   ***NOTE: No Irregular Re-Entrant Nodes found in the diaphragm.
   ***NOTE: No Irregular Re-Entrant Nodes found in the diaphragm.
 --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     5.000     40.000     64.000    Base      0.625   N/A     OK    
    2    10.000     64.000     92.000     40.000   0.696  1.600   FAIL   
    3    15.000     92.000    Top         64.000    N/A   1.437    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.
    55. PRINT ANALYSIS RESULTS
  ANALYSIS RESULTS                    
      STAAD SPACE                                              -- 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    0.0000
           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
      2    1     0.1169    0.0013    0.0000    0.0000    0.0000   -0.0003
           2     0.0000    0.0013    0.1169    0.0003    0.0000    0.0000
           3     0.0000    0.0003    0.0000    0.0000    0.0000    0.0000
      3    1     0.1169   -0.0013    0.0000    0.0000    0.0000   -0.0003
           2     0.0000    0.0013    0.1169    0.0003    0.0000    0.0000
           3     0.0000    0.0003    0.0000    0.0000    0.0000    0.0000
      4    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
      5    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
      6    1     0.1169    0.0013    0.0000    0.0000    0.0000   -0.0003
           2     0.0000   -0.0013    0.1169    0.0003    0.0000    0.0000
           3     0.0000    0.0003    0.0000    0.0000    0.0000    0.0000
      7    1     0.1169   -0.0013    0.0000    0.0000    0.0000   -0.0003
           2     0.0000   -0.0013    0.1169    0.0003    0.0000    0.0000
           3     0.0000    0.0003    0.0000    0.0000    0.0000    0.0000
      8    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
      9    1     0.3039    0.0020    0.0000    0.0000    0.0000   -0.0003
           2     0.0000    0.0020    0.3039    0.0003    0.0000    0.0000
           3     0.0000    0.0006    0.0000    0.0000    0.0000    0.0000
     10    1     0.3039   -0.0020    0.0000    0.0000    0.0000   -0.0003
           2     0.0000    0.0020    0.3039    0.0003    0.0000    0.0000
           3     0.0000    0.0006    0.0000    0.0000    0.0000    0.0000
     11    1     0.3039    0.0020    0.0000    0.0000    0.0000   -0.0003
           2     0.0000   -0.0020    0.3039    0.0003    0.0000    0.0000
           3     0.0000    0.0006    0.0000    0.0000    0.0000    0.0000
     12    1     0.3039   -0.0020    0.0000    0.0000    0.0000   -0.0003
           2     0.0000   -0.0020    0.3039    0.0003    0.0000    0.0000
           3     0.0000    0.0006    0.0000    0.0000    0.0000    0.0000
     13    1     0.4558    0.0023    0.0000    0.0000    0.0000   -0.0002
           2     0.0000    0.0023    0.4558    0.0002    0.0000    0.0000
           3     0.0000    0.0009    0.0000    0.0000    0.0000    0.0000
     14    1     0.4558   -0.0023    0.0000    0.0000    0.0000   -0.0002
           2     0.0000    0.0023    0.4558    0.0002    0.0000    0.0000
           3     0.0000    0.0009    0.0000    0.0000    0.0000    0.0000
     15    1     0.4558    0.0023    0.0000    0.0000    0.0000   -0.0002
           2     0.0000   -0.0023    0.4558    0.0002    0.0000    0.0000
           3     0.0000    0.0009    0.0000    0.0000    0.0000    0.0000
     16    1     0.4558   -0.0023    0.0000    0.0000    0.0000   -0.0002
      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
           2     0.0000   -0.0023    0.4558    0.0002    0.0000    0.0000
           3     0.0000    0.0009    0.0000    0.0000    0.0000    0.0000
     17    1     0.1169    0.0000    0.0000    0.0000    0.0000    0.0000
           2     0.0000    0.0000    0.1169    0.0000    0.0000    0.0000
           3     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
     18    1     0.3039    0.0000    0.0000    0.0000    0.0000    0.0000
           2     0.0000    0.0000    0.3039    0.0000    0.0000    0.0000
           3     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
     19    1     0.4558    0.0000    0.0000    0.0000    0.0000    0.0000
           2     0.0000    0.0000    0.4558    0.0000    0.0000    0.0000
           3     0.0000    0.0000    0.0000    0.0000    0.0000    0.0000
      STAAD SPACE                                              -- PAGE NO.   10
   SUPPORT REACTIONS -UNIT KN   METE    STRUCTURE TYPE = SPACE
   -----------------
 JOINT  LOAD   FORCE-X   FORCE-Y   FORCE-Z     MOM-X     MOM-Y     MOM Z
      1    1     -3.51    -13.66      0.00      0.00      0.00     13.19
           2      0.00    -13.66     -3.51    -13.19      0.00      0.00
           3      0.00     -3.53      0.00      0.00      0.00      0.00
      4    1     -3.51     13.66      0.00      0.00      0.00     13.19
           2      0.00    -13.66     -3.51    -13.19      0.00      0.00
           3      0.00     -3.53      0.00      0.00      0.00      0.00
      5    1     -3.51    -13.66      0.00      0.00      0.00     13.19
           2      0.00     13.66     -3.51    -13.19      0.00      0.00
           3      0.00     -3.53      0.00      0.00      0.00      0.00
      8    1     -3.51     13.66      0.00      0.00      0.00     13.19
           2      0.00     13.66     -3.51    -13.19      0.00      0.00
           3      0.00     -3.53      0.00      0.00      0.00      0.00
      STAAD SPACE                                              -- PAGE NO.   11
   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    -13.66      3.51     0.00      0.00     -0.00      13.19
                 2     13.66     -3.51    -0.00     -0.00     -0.00       4.34
           2     1    -13.66      0.00    -3.51      0.00     13.19       0.00
                 2     13.66     -0.00     3.51     -0.00      4.34       0.00
           3     1     -3.53     -0.00     0.00     -0.00     -0.00      -0.00
                 2      3.53      0.00    -0.00      0.00     -0.00       0.00
      2    1     2      0.00     -5.17    -0.00     -0.00      0.00     -12.91
                 3      0.00      5.17     0.00      0.00      0.00     -12.91
           2     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     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     13.66      3.51     0.00      0.00     -0.00       4.34
                 4    -13.66     -3.51    -0.00     -0.00     -0.00      13.19
           2     3    -13.66      0.00     3.51      0.00     -4.34       0.00
                 4     13.66     -0.00    -3.51     -0.00    -13.19       0.00
           3     3     -3.53     -0.00    -0.00     -0.00     -0.00       0.00
                 4      3.53      0.00     0.00      0.00      0.00      -0.00
      4    1     2      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
           2     2      0.00     -5.17    -0.00     -0.00      0.00     -12.91
                 6      0.00      5.17     0.00      0.00      0.00     -12.91
           3     2      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
      5    1     3      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
           2     3      0.00     -5.17    -0.00     -0.00      0.00     -12.91
                 7      0.00      5.17     0.00      0.00      0.00     -12.91
           3     3      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
      6    1     5    -13.66      3.51     0.00      0.00     -0.00      13.19
                 6     13.66     -3.51    -0.00     -0.00     -0.00       4.34
           2     5     13.66     -0.00    -3.51      0.00     13.19      -0.00
                 6    -13.66      0.00     3.51     -0.00      4.34      -0.00
           3     5     -3.53     -0.00    -0.00     -0.00     -0.00      -0.00
                 6      3.53      0.00     0.00      0.00      0.00      -0.00
      7    1     6      0.00     -5.17    -0.00     -0.00      0.00     -12.91
                 7      0.00      5.17     0.00      0.00      0.00     -12.91
      STAAD SPACE                                              -- PAGE NO.   12
   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     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
           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
      8    1     7     13.66      3.51     0.00      0.00     -0.00       4.34
                 8    -13.66     -3.51    -0.00     -0.00     -0.00      13.19
           2     7     13.66     -0.00     3.51      0.00     -4.34      -0.00
                 8    -13.66      0.00    -3.51     -0.00    -13.19      -0.00
           3     7     -3.53     -0.00    -0.00     -0.00     -0.00      -0.00
                 8      3.53      0.00     0.00      0.00      0.00      -0.00
      9    1     2     -8.50      3.38    -0.00      0.00      0.00       8.57
                 9      8.50     -3.38     0.00     -0.00     -0.00       8.33
           2     2     -8.50     -0.00    -3.38      0.00      8.57       0.00
                 9      8.50      0.00     3.38     -0.00      8.33      -0.00
           3     2     -3.40     -0.00    -0.00     -0.00     -0.00      -0.00
                 9      3.40      0.00     0.00      0.00      0.00      -0.00
     10    1     3      8.50      3.38     0.00      0.00     -0.00       8.57
                10     -8.50     -3.38    -0.00     -0.00      0.00       8.33
           2     3     -8.50     -0.00    -3.38      0.00      8.57       0.00
                10      8.50      0.00     3.38     -0.00      8.33      -0.00
           3     3     -3.40      0.00     0.00     -0.00     -0.00       0.00
                10      3.40     -0.00    -0.00      0.00      0.00       0.00
     11    1     6     -8.50      3.38    -0.00      0.00      0.00       8.57
                11      8.50     -3.38     0.00     -0.00     -0.00       8.33
           2     6      8.50      0.00    -3.38      0.00      8.57       0.00
                11     -8.50     -0.00     3.38     -0.00      8.33       0.00
           3     6     -3.40     -0.00     0.00     -0.00     -0.00      -0.00
                11      3.40      0.00    -0.00      0.00     -0.00      -0.00
     12    1     7      8.50      3.38     0.00      0.00     -0.00       8.57
                12     -8.50     -3.38    -0.00     -0.00      0.00       8.33
           2     7      8.50      0.00    -3.38      0.00      8.57       0.00
                12     -8.50     -0.00     3.38     -0.00      8.33       0.00
           3     7     -3.40     -0.00    -0.00     -0.00     -0.00      -0.00
                12      3.40      0.00     0.00      0.00      0.00      -0.00
     13    1     9      0.00     -5.25     0.00      0.00      0.00     -13.13
                10      0.00      5.25     0.00     -0.00      0.00     -13.13
           2     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
           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
      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
     14    1     9      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
           2     9      0.00     -5.25    -0.00     -0.00      0.00     -13.13
                11      0.00      5.25     0.00      0.00      0.00     -13.13
           3     9      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
     15    1    10      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
           2    10      0.00     -5.25    -0.00     -0.00      0.00     -13.13
                12      0.00      5.25     0.00      0.00      0.00     -13.13
           3    10      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
     16    1    11      0.00     -5.25     0.00      0.00      0.00     -13.13
                12      0.00      5.25     0.00     -0.00      0.00     -13.13
           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
     17    1     9     -3.25      2.58    -0.00     -0.00      0.00       4.79
                13      3.25     -2.58     0.00      0.00      0.00       8.12
           2     9     -3.25      0.00    -2.58      0.00      4.79       0.00
                13      3.25     -0.00     2.58     -0.00      8.12       0.00
           3     9     -2.60      0.00     0.00     -0.00     -0.00      -0.00
                13      2.60     -0.00    -0.00      0.00     -0.00       0.00
     18    1    10      3.25      2.58     0.00     -0.00     -0.00       4.79
                14     -3.25     -2.58    -0.00      0.00     -0.00       8.12
           2    10     -3.25      0.00    -2.58      0.00      4.79       0.00
                14      3.25     -0.00     2.58     -0.00      8.12       0.00
           3    10     -2.60     -0.00     0.00     -0.00     -0.00      -0.00
                14      2.60      0.00    -0.00      0.00     -0.00       0.00
     19    1    11     -3.25      2.58    -0.00     -0.00      0.00       4.79
                15      3.25     -2.58     0.00      0.00      0.00       8.12
           2    11      3.25     -0.00    -2.58      0.00      4.79      -0.00
                15     -3.25      0.00     2.58     -0.00      8.12      -0.00
           3    11     -2.60      0.00     0.00     -0.00     -0.00      -0.00
                15      2.60     -0.00    -0.00      0.00     -0.00       0.00
     20    1    12      3.25      2.58     0.00     -0.00     -0.00       4.79
                16     -3.25     -2.58    -0.00      0.00     -0.00       8.12
      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    12      3.25     -0.00    -2.58      0.00      4.79      -0.00
                16     -3.25      0.00     2.58     -0.00      8.12      -0.00
           3    12     -2.60     -0.00     0.00     -0.00     -0.00      -0.00
                16      2.60      0.00    -0.00      0.00     -0.00      -0.00
     21    1    13      0.00     -3.25     0.00      0.00      0.00      -8.12
                14      0.00      3.25     0.00     -0.00      0.00      -8.12
           2    13      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
           3    13      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
     22    1    13      0.00     -0.00     0.00      0.00     -0.00      -0.00
                15      0.00      0.00    -0.00     -0.00     -0.00      -0.00
           2    13      0.00     -3.25     0.00     -0.00      0.00      -8.12
                15      0.00      3.25     0.00      0.00      0.00      -8.12
           3    13      0.00     -0.00     0.00      0.00      0.00      -0.00
                15      0.00      0.00    -0.00     -0.00      0.00       0.00
     23    1    14      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
           2    14      0.00     -3.25     0.00     -0.00      0.00      -8.12
                16      0.00      3.25     0.00      0.00      0.00      -8.12
           3    14      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
     24    1    15      0.00     -3.25     0.00      0.00      0.00      -8.12
                16      0.00      3.25     0.00     -0.00      0.00      -8.12
           2    15      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
           3    15      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
   ************** END OF LATEST ANALYSIS RESULT **************