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V. IS 1893 2016 Irregular Modes of Oscillation

Verify irregular modes of oscillation 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

Since the structure is in Zone V the check has two parts. These include:

  1. First three modes together contribute at least 65% mass participation factor in each principal plan direction.
  2. The fundamental lateral natural periods of the building in the two principal plan directions are away from each other by at least 10% of the larger value.

Looking at the mass participation factor table in output file following observations are made:

Mode Number Mass Participation X Mass Participation Z
1 70.14 0
2 0 91.38
3 21.22 0
Summation 91.36 91.38
Status (FAIL if summation < 65) OK OK

Also, it is observed from mass participation factor table the maximum mass participation for X direction occurs in mode 1 and for Z direction occurs in mode 2. Hence for the second part of the check the period of these modes needs to be checked for being away from each other by at least 10% of the larger value.

Mode Number MPx (max) Mode Number MPz (max) Time Period, x (max) Time Period, z (max) % Separation (of the larger value) Status (FAIL if % Separation < 10)
1 2 11.66562 10.87733 6.7574 FAIL

Results

Table 1. Comparison of results
Result Type Reference STAAD.Pro Difference Comments
Mass Participation Summation X (%) 91.36 91.359 negligible  
Mass Participation Summation Z(%) 91.38 91.382 negligible  
Check status OK OK none  
Percent separation 6.7574 6.7574 none  
Check status Failed Failed 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 Irregular Modes of Oscillation.STD is typically installed with the program.

STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 05-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 3 6 TO 12 16 TO 20 24 PRIS YD 0.1 ZD 0.1
MEMBER PROPERTY AMERICAN
2 4 5 13 TO 15 21 TO 23 PRIS YD 1
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 0.700000 RIZ 0.700000
2 4 5 7 13 TO 16 21 TO 24 REDUCTION RIY 0.350000 RIZ 0.350000
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 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 RS_X
SPECTRUM CQC IS1893 2016 X 0.0432 DAMP 0.05
SOIL TYPE 1
PERFORM ANALYSIS
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      850.41=      60.85 KN   *
   * VB Act Based on Clause 7.2.1 =       60.85 KN         *
   * VB Min based on Clause 7.2.2 =       20.41 KN         *
   *                                                       *
   *********************************************************
 EIGEN METHOD   : SUBSPACE  
 -------------------------  
 NUMBER OF MODES REQUESTED              =     6
 NUMBER OF EXISTING MASSES IN THE MODEL =    21
 NUMBER OF MODES THAT WILL BE USED      =     6
   ***  EIGENSOLUTION : ADVANCED METHOD ***
      STAAD SPACE                                              -- PAGE NO.    4
               CALCULATED FREQUENCIES FOR LOAD CASE       2
       MODE            FREQUENCY(CYCLES/SEC)         PERIOD(SEC)
         1                       0.086                 11.66562
         2                       0.092                 10.87733
         3                       0.110                  9.11988
         4                       0.240                  4.16460
         5                       0.257                  3.88372
         6                       0.307                  3.25667
 1893 RESPONSE SPECTRUM LOAD     2 
     RESPONSE LOAD CASE      2
            MODAL WEIGHT (MODAL MASS TIMES g) IN KN           GENERALIZED
      MODE           X             Y             Z              WEIGHT
         1       5.947984E+02  2.198356E-35  4.252390E-30    4.193119E+02
         2       5.799489E-30  5.064693E-05  7.749632E+02    5.193760E+02
         3       1.799753E+02  4.573632E-37  3.394177E-32    2.961189E+02
         4       4.897377E+01  3.896113E-35  4.070593E-33    4.206115E+02
         5       2.240817E-32  2.889802E-04  6.373384E+01    5.211878E+02
         6       1.491518E+01  5.764424E-37  6.291019E-30    2.973559E+02
     CQC           MODAL COMBINATION METHOD USED.
     DYNAMIC WEIGHT X Y Z   8.480507E+02  8.480507E+02  8.480507E+02 KN  
     MISSING WEIGHT X Y Z  -9.388119E+00 -8.480504E+02 -9.353708E+00 KN  
       MODAL WEIGHT X Y Z   8.386626E+02  3.396272E-04  8.386970E+02 KN  
     RESPONSE LOAD CASE     2
        MODE    SPECTRAL ACCELERATION       DESIGN   SEISMIC   COEFFICIENT
        ----    ---------------------     ------------------------------
                                              X           Y           Z
          1           0.25000                0.0108      0.0000      0.0000
          2           0.25000                0.0108      0.0000      0.0000
          3           0.25000                0.0108      0.0000      0.0000
          4           0.25000                0.0108      0.0000      0.0000
          5           0.25749                0.0111      0.0000      0.0000
          6           0.30706                0.0133      0.0000      0.0000
      STAAD SPACE                                              -- PAGE NO.    5
 PEAK STORY SHEAR 
        STORY           LEVEL IN METE                    PEAK STORY SHEAR IN  KN  
        -----           -------------           -------------------------------------------------- 
                                                  X                  Y                  Z
          3                  15.00               3.17               0.00               0.00
          2                  10.00               5.59               0.00               0.00
          1                   5.00               6.99               0.00               0.00
        BASE                  0.00               6.99               0.00               0.00
           MODE                 ACCELERATION-G     DAMPING
           ----                 --------------     -------
              1                      0.25000       0.05000
              2                      0.25000       0.05000
              3                      0.25000       0.05000
              4                      0.25000       0.05000
              5                      0.25749       0.05000
              6                      0.30706       0.05000
 MODAL BASE ACTIONS 
  MODAL BASE ACTIONS        FORCES IN KN   LENGTH IN METE
  -----------------------------------------------------------
                                                             MOMENTS ARE ABOUT THE ORIGIN
   MODE     PERIOD        FX          FY          FZ          MX          MY          MZ
      1     11.666        6.42       -0.00        0.00        0.00       10.87      -72.12
      2     10.877        0.00       -0.00       -0.00       -0.00        0.00       -0.00
      3      9.120        1.94       -0.00        0.00        0.00        3.29      -21.82
      4      4.165        0.53        0.00        0.00       -0.00        0.90        2.11
      5      3.884        0.00        0.00       -0.00        0.00        0.00        0.00
      6      3.257        0.20        0.00       -0.00       -0.00        0.34        0.79
      STAAD SPACE                                              -- PAGE NO.    6
 PARTICIPATION FACTORS 
           MASS  PARTICIPATION FACTORS IN PERCENT         BASE SHEAR IN KN  
           --------------------------------------         ------------------
 MODE    X     Y     Z     SUMM-X   SUMM-Y   SUMM-Z       X        Y        Z
   1   70.14  0.00  0.00   70.137    0.000    0.000      6.42     0.00     0.00
   2    0.00  0.00 91.38   70.137    0.000   91.382      0.00     0.00     0.00
   3   21.22  0.00  0.00   91.359    0.000   91.382      1.94     0.00     0.00
   4    5.77  0.00  0.00   97.134    0.000   91.382      0.53     0.00     0.00
   5    0.00  0.00  7.52   97.134    0.000   98.897      0.00     0.00     0.00
   6    1.76  0.00  0.00   98.893    0.000   98.897      0.20     0.00     0.00
                                                    ---------------------------
                                  TOTAL SRSS  SHEAR      6.74     0.00     0.00
                                  TOTAL 10PCT SHEAR      6.74     0.00     0.00
                                  TOTAL ABS   SHEAR      9.09     0.00     0.00
                                  TOTAL CSM   SHEAR      7.22     0.00     0.00
                                  TOTAL CQC   SHEAR      6.99     0.00     0.00
   *********************************************************
   * UNITS - KN    METE                                    *
   * TIME PERIOD FOR X 1893 LOADING =    0.60374 SEC       *
   * SA/G PER 1893=    1.656, LOAD FACTOR= 1.000           *
   *      FACTOR V  PER 1893=    0.0716 X    850.41        *
   * VB Min based on Clause 7.2.2 =       20.41            *
   *********************************************************
   NOTE : THE BASE SHEAR (VB) FROM RESPONSE SPECTRUM IS LESS THAN THE
   BASE SHEAR (Vb) CALCULATED USING EMPIRICAL FORMULA FOR FUNDAMENTAL
   TIME PERIOD. MULTIPLYING FACTOR (Vb/VB) ACCORDING TO 7.7.3a IS      8.7004
      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  79.02533      2 104.16057      3  91.54622      2  91.54622
    2     12 158.54202      9 208.71021     10 183.34507      9 183.34507
    3     16 238.33576     13 314.07252     14 275.55352     13 275.55352
             Diaphragm  D X-max/min  D Z-max/min Status
             --------------------------------------
                   1     1.3181   1.0000        OK    
                   2     1.3164   1.0000        OK    
                   3     1.3178   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    283.469    283.469    Base      1.000   N/A     OK    
    2    10.000    283.469    281.113    283.469   1.008  1.000    OK    
    3    15.000    281.113    Top        283.469    N/A   0.992    OK    
 --IRREGULAR MODES OF OSCILLATION 
 Modes of Oscillation Checks
 Table 6 (vii)  
 ----------------------------
 a) Mass Participation - Ratio Limit (%):65.0 Status -    OK    
 -----------------------------------------------------------
 Mode  Mass Part X  Mass Part Z
           (%)          (%)
 ------------------------------
    1    70.137        0.000
    2     0.000       91.382
    3    21.222        0.000
------------------------------
  SUM    91.359       91.382
 b) Fundamental Period - Ratio Limit (%):10.0 Status -   FAIL   
 ------------------------------------------------------------
  X Direction    Z Direction
 Mode  Period   Mode   Period   Pmax-Pmin/Pmax
        (s)             (s)          (%)
 ---------------------------------------------
    1  11.6656     2   10.8773      6.7574
    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
      2    1   142.7736    0.2109  -17.2600    0.0001   -0.0690   -0.0012
           2   169.1551    0.1710   58.2987    0.0001    0.2332    0.0010
      3    1   142.7736   -0.2109   17.2600   -0.0001   -0.0690   -0.0012
           2   169.1551    0.1710   58.2987    0.0001    0.2332    0.0010
      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
      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
      6    1   108.2535    0.0789  -17.2600    0.0003   -0.0690   -0.0015
           2    98.2930    0.0765   58.2987    0.0003    0.2332    0.0013
      7    1   108.2535   -0.0789   17.2600   -0.0003   -0.0690   -0.0015
           2    98.2930    0.0765   58.2987    0.0003    0.2332    0.0013
      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
      9    1   275.6922    0.3116  -33.2390    0.0001   -0.1330   -0.0015
           2   304.0858    0.2442  104.6761    0.0001    0.4187    0.0012
     10    1   275.6922   -0.3116   33.2390   -0.0001   -0.1330   -0.0015
           2   304.0858    0.2442  104.6761    0.0001    0.4187    0.0012
     11    1   209.2142    0.1330  -33.2390    0.0004   -0.1330   -0.0018
           2   176.6821    0.1223  104.6761    0.0003    0.4187    0.0014
     12    1   209.2142   -0.1330   33.2390   -0.0004   -0.1330   -0.0018
           2   176.6821    0.1223  104.6761    0.0003    0.4187    0.0014
     13    1   367.7505    0.3317  -44.2785    0.0001   -0.1771   -0.0014
           2   379.3563    0.2566  130.4985    0.0001    0.5220    0.0011
     14    1   367.7505   -0.3317   44.2785   -0.0001   -0.1771   -0.0014
           2   379.3563    0.2566  130.4985    0.0001    0.5220    0.0011
     15    1   279.1936    0.1578  -44.2785    0.0004   -0.1771   -0.0016
           2   220.5188    0.1407  130.4985    0.0003    0.5220    0.0012
     16    1   279.1936   -0.1578   44.2785   -0.0004   -0.1771   -0.0016
           2   220.5188    0.1407  130.4985    0.0003    0.5220    0.0012
     17    1   131.0756    0.0000    0.0000    0.0000   -0.0690    0.0000
           2   138.3667    0.0000    0.0000    0.0000    0.2332    0.0000
     18    1   253.1645    0.0000    0.0000    0.0000   -0.1330    0.0000
           2   248.7817    0.0000    0.0000    0.0000    0.4187    0.0000
     19    1   337.8604    0.0000    0.0000    0.0000   -0.1771    0.0000
           2   310.6757    0.0000    0.0000    0.0000    0.5220    0.0000
      STAAD SPACE                                              -- PAGE NO.    9
   SUPPORT REACTIONS -UNIT KN   METE    STRUCTURE TYPE = SPACE
   -----------------
 JOINT  LOAD   FORCE-X   FORCE-Y   FORCE-Z     MOM-X     MOM-Y     MOM Z
      1    1    -17.32    -91.62      2.10      5.25      1.80     43.32
           2     20.53     74.27      7.08     17.71      6.10     51.35
      4    1    -17.32     91.62     -2.10     -5.25      1.80     43.32
           2     20.53     74.27      7.08     17.71      6.10     51.35
      5    1    -13.11    -34.26      2.11      5.26      1.80     32.81
           2     11.91     33.22      7.08     17.71      6.10     29.80
      8    1    -13.11     34.26     -2.11     -5.26      1.80     32.81
           2     11.91     33.22      7.08     17.71      6.10     29.80
      STAAD SPACE                                              -- PAGE NO.   10
   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    -91.62     17.32     2.10      1.80     -5.25      43.32
                 2     91.62    -17.32    -2.10     -1.80     -5.25      43.26
           2     1     74.27     20.53     7.08      6.10     17.71      51.35
                 2     74.27     20.53     7.08      6.10     17.71      51.30
      2    1     2      0.00    -58.61     0.00     33.29      0.00    -146.52
                 3      0.00     58.61     0.00    -33.29      0.00    -146.52
           2     2      0.00     54.57     0.00     27.06      0.00     136.42
                 3      0.00     54.57     0.00     27.06      0.00     136.42
      3    1     3     91.62     17.32     2.10      1.80     -5.25      43.26
                 4    -91.62    -17.32    -2.10     -1.80     -5.25      43.32
           2     3     74.27     20.53     7.08      6.10     17.71      51.30
                 4     74.27     20.53     7.08      6.10     17.71      51.35
      4    1     2      0.00     10.72     0.00     63.07     -0.00      43.41
                 6      0.00    -10.72     0.00    -63.07      0.00      10.20
           2     2      0.00     13.66     0.00     53.29      0.00      41.04
                 6      0.00     13.66     0.00     53.29      0.00      31.80
      5    1     3      0.00    -10.72     0.00     63.07     -0.00     -43.41
                 7      0.00     10.72     0.00    -63.07      0.00     -10.20
           2     3      0.00     13.66     0.00     53.29      0.00      41.04
                 7      0.00     13.66     0.00     53.29      0.00      31.80
      6    1     5    -34.26     13.11     2.11      1.80     -5.26      32.81
                 6     34.26    -13.11    -2.11     -1.80     -5.28      32.74
           2     5     33.22     11.91     7.08      6.10     17.71      29.80
                 6     33.22     11.91     7.08      6.10     17.71      29.74
      7    1     6      0.00     -0.04     0.00      0.02      0.00      -0.09
                 7      0.00      0.04    -0.00     -0.02      0.00      -0.09
           2     6      0.00      0.03     0.00      0.01      0.00       0.08
                 7      0.00      0.03     0.00      0.01      0.00       0.08
      8    1     7     34.26     13.11     2.11      1.80     -5.28      32.74
                 8    -34.26    -13.11    -2.11     -1.80     -5.26      32.81
           2     7     33.22     11.91     7.08      6.10     17.71      29.74
                 8     33.22     11.91     7.08      6.10     17.71      29.80
      9    1     2    -43.74     16.07     1.95      1.67     -4.87      40.19
                 9     43.74    -16.07    -1.95     -1.67     -4.87      40.17
      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
           2     2     31.96     16.42     5.67      4.88     14.18      41.06
                 9     31.96     16.42     5.67      4.88     14.18      41.05
     10    1     3     43.74     16.07    -1.95      1.67      4.87      40.19
                10    -43.74    -16.07     1.95     -1.67      4.87      40.17
           2     3     31.96     16.42     5.67      4.88     14.18      41.06
                10     31.96     16.42     5.67      4.88     14.18      41.05
     11    1     6    -23.50     12.17     1.96      1.67     -4.91      30.43
                11     23.50    -12.17    -1.96     -1.67     -4.92      30.41
           2     6     20.05      9.52     5.67      4.88     14.18      23.79
                11     20.05      9.52     5.67      4.88     14.18      23.79
     12    1     7     23.50     12.17    -1.96      1.67      4.91      30.43
                12    -23.50    -12.17     1.96     -1.67      4.92      30.41
           2     7     20.05      9.52     5.67      4.88     14.18      23.79
                12     20.05      9.52     5.67      4.88     14.18      23.79
     13    1     9      0.00    -47.69    -0.00     46.76      0.00    -119.23
                10      0.00     47.69     0.00    -46.76      0.00    -119.23
           2     9      0.00     37.96     0.00     35.05      0.00      94.90
                10      0.00     37.96     0.00     35.05      0.00      94.90
     14    1     9      0.00     12.67    -0.00     51.32     -0.00      55.01
                11      0.00    -12.67     0.00    -51.32      0.00       8.36
           2     9      0.00     12.02     0.00     37.10      0.00      43.88
                11      0.00     12.02     0.00     37.10      0.00      22.17
     15    1    10      0.00    -12.67    -0.00     51.32     -0.00     -55.01
                12      0.00     12.67     0.00    -51.32      0.00      -8.36
           2    10      0.00     12.02     0.00     37.10      0.00      43.88
                12      0.00     12.02     0.00     37.10      0.00      22.17
     16    1    11      0.00     -0.04     0.00      0.02     -0.00      -0.10
                12      0.00      0.04     0.00     -0.02     -0.00      -0.10
           2    11      0.00      0.03     0.00      0.02      0.00       0.07
                12      0.00      0.03     0.00      0.02      0.00       0.07
     17    1     9     -8.72     11.10     1.35      1.15     -3.37      27.74
                13      8.72    -11.10    -1.35     -1.15     -3.37      27.75
           2     9      5.72      9.31     3.23      2.78      8.07      23.27
                13      5.72      9.31     3.23      2.78      8.07      23.27
     18    1    10      8.72     11.10    -1.35      1.15      3.37      27.74
                14     -8.72    -11.10     1.35     -1.15      3.37      27.75
      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    10      5.72      9.31     3.23      2.78      8.07      23.27
                14      5.72      9.31     3.23      2.78      8.07      23.27
     19    1    11    -10.79      8.40     1.37      1.15     -3.42      21.00
                15     10.79     -8.40    -1.37     -1.15     -3.42      21.01
           2    11      8.25      5.42     3.23      2.78      8.07      13.55
                15      8.25      5.42     3.23      2.78      8.08      13.56
     20    1    12     10.79      8.40    -1.37      1.15      3.42      21.00
                16    -10.79     -8.40     1.37     -1.15      3.42      21.01
           2    12      8.25      5.42     3.23      2.78      8.07      13.55
                16      8.25      5.42     3.23      2.78      8.08      13.56
     21    1    13      0.00    -19.48    -0.00     46.98      0.00     -48.69
                14      0.00     19.48     0.00    -46.98      0.00     -48.69
           2    13      0.00     13.78     0.00     34.05      0.00      34.46
                14      0.00     13.78     0.00     34.05      0.00      34.46
     22    1    13      0.00     10.76     0.00     20.94      0.00      50.35
                15      0.00    -10.76    -0.00    -20.94     -0.00       3.44
           2    13      0.00      8.23     0.00     13.51      0.00      36.86
                15      0.00      8.23     0.00     13.51      0.00       8.08
     23    1    14      0.00    -10.76     0.00     20.94      0.00     -50.35
                16      0.00     10.76    -0.00    -20.94     -0.00      -3.44
           2    14      0.00      8.23     0.00     13.51      0.00      36.86
                16      0.00      8.23     0.00     13.51      0.00       8.08
     24    1    15      0.00     -0.03     0.00      0.02     -0.00      -0.07
                16      0.00      0.03    -0.00     -0.02     -0.00      -0.07
           2    15      0.00      0.02     0.00      0.02      0.00       0.05
                16      0.00      0.02     0.00      0.02      0.00       0.05
   ************** END OF LATEST ANALYSIS RESULT **************