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
Verification
Since the structure is in Zone V the check has two parts. These include:
- First three modes together contribute at least 65% mass participation factor in each principal plan direction.
- 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.
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\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 --------------------------------------- edi : Design Eccentricity esi : Static Eccentricity bi : Floor/Diaphragm plan dimension perpendicular to force direction For Details Refer Clause 7.8 IS1893:2016-Part-1 --------------------------------------------------------------------- Using edi = 1.5esi + 0.05bi --------------------------- 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 76.64495 2 106.53925 3 87.64194 2 95.45050 2 12 153.80624 9 213.43521 10 175.53341 9 191.15673 3 16 231.10909 13 321.27221 14 263.83251 13 287.27453 Using edi = esi - 0.05bi ------------------------ 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 75.11965 2 108.06346 3 95.45050 2 87.64194 2 12 150.72146 9 216.51296 10 191.15673 9 175.53341 3 16 226.59282 13 325.77161 14 287.27453 13 263.83251 Using edi = 1.5esi + 0.05bi --------------------------- Diaphragm D X-max/min D Z-max/min Status -------------------------------------- 1 1.3900 1.0891 OK 2 1.3877 1.0890 OK 3 1.3901 1.0889 OK Using edi = esi - 0.05bi ------------------------ Diaphragm D X-max/min D Z-max/min Status -------------------------------------- 1 1.4386 1.0891 OK 2 1.4365 1.0890 OK 3 1.4377 1.0889 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 STAAD SPACE -- PAGE NO. 8 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. 9 JOINT DISPLACEMENT (CM RADIANS) STRUCTURE TYPE = SPACE ------------------ JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 1 1 0.0000 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. 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 -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. 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 -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. 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 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. 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 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 **************