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 lateral translational 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 | Time Period (s) |
|---|---|---|---|
| 1 | 0 | 32.66 | 0.24728 |
| 2 | 25.58 | 0 | 0.22941 |
| 3 | 0.09 | 0 | 0.17942 |
| 4 | 0 | 46.31 | 0.138 |
| 5 | 59.03 | 0 | 0.13033 |
| 6 | 0.31 | 0 | 0.09761 |
| 7 | 0 | 21.02 | 0.05435 |
| 8 | 14.69 | 0 | 0.04952 |
| 9 | 0.31 | 0 | 0.0419 |
| 10 | 0 | 0.01 | 0.02119 |
First three lateral translational modes for X direction are:
First three lateral translational modes for Z direction are:
| Mode Number | Mass Participation (%) |
|---|---|
| 1 | 32.66 |
| 4 | 46.31 |
| 7 | 21.02 |
| Sum | 99.99 |
| Status (PASS if sum > 65%) | PASS |
The sum of first three lateral translational modes for both X and Z directions are more than 65% and hence, the check for irregular modes of oscillation passes for both X and Z directions.
Also, it is observed that the maximum mass participation for X direction occurs in mode 5 and for Z direction occurs in mode 4. 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 of first three lateral translational modes, X direction (%) | 99.3 | 99.292 | negligible | |
| Mass Participation Summation of first three lateral translational modes, Z direction (%) | 99.99 | 99.981 | negligible | |
| Check status – X direction | PASS | PASS | none | |
| Check status – Z direction | PASS | PASS | none | |
| Percent separation | 5.557 | 5.5567 | negligible | |
| Check status | FAIL | FAIL | 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 TO 13 PRIS YD 1.4 ZD 1.4
MEMBER PROPERTY
14 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
CUT OFF MODE SHAPE 10
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 3325.72= 237.97 KN * * VB Act Based on Clause 7.2.1 = 237.97 KN * * VB Min based on Clause 7.2.2 = 79.82 KN * * * ********************************************************* EIGEN METHOD : SUBSPACE ------------------------- NUMBER OF MODES REQUESTED = 10 NUMBER OF EXISTING MASSES IN THE MODEL = 21 NUMBER OF MODES THAT WILL BE USED = 10 *** EIGENSOLUTION : ADVANCED METHOD *** STAAD SPACE -- PAGE NO. 4 CALCULATED FREQUENCIES FOR LOAD CASE 2 MODE FREQUENCY(CYCLES/SEC) PERIOD(SEC) 1 4.044 0.24728 2 4.359 0.22941 3 5.574 0.17942 4 7.246 0.13800 5 7.673 0.13033 6 10.245 0.09761 7 18.398 0.05435 8 20.195 0.04952 9 23.866 0.04190 10 47.193 0.02119 1893 RESPONSE SPECTRUM LOAD 2 RESPONSE LOAD CASE 2 MODAL WEIGHT (MODAL MASS TIMES g) IN KN GENERALIZED MODE X Y Z WEIGHT 1 9.791364E-32 1.252068E-03 9.352446E+02 2.166890E+02 2 7.325666E+02 9.786925E-34 1.054791E-30 1.793437E+02 3 2.439665E+00 3.618119E-29 8.592338E-30 3.041611E+02 4 1.003010E-29 2.685683E-03 1.326169E+03 9.707596E+02 5 1.690495E+03 5.373340E-29 1.008425E-29 1.296490E+03 6 8.750866E+00 7.469693E-28 2.317580E-29 1.755958E+03 7 5.251789E-31 4.299982E-05 6.019501E+02 2.399612E+03 8 4.205866E+02 1.446007E-31 1.037225E-30 1.848883E+03 9 8.785461E+00 2.437257E-26 2.600285E-30 3.684693E+03 10 3.450383E-24 1.617144E+03 2.302894E-01 4.627161E+02 CQC MODAL COMBINATION METHOD USED. DYNAMIC WEIGHT X Y Z 2.863913E+03 2.863913E+03 2.863913E+03 KN MISSING WEIGHT X Y Z -2.886545E-01 -1.246765E+03 -3.191046E-01 KN MODAL WEIGHT X Y Z 2.863624E+03 1.617148E+03 2.863594E+03 KN RESPONSE LOAD CASE 2 STAAD SPACE -- PAGE NO. 5 MODE SPECTRAL ACCELERATION DESIGN SEISMIC COEFFICIENT ---- --------------------- ------------------------------ X Y Z 1 2.50000 0.1080 0.0000 0.0000 2 2.50000 0.1080 0.0000 0.0000 3 2.50000 0.1080 0.0000 0.0000 4 2.50000 0.1080 0.0000 0.0000 5 2.50000 0.1080 0.0000 0.0000 6 2.46419 0.1065 0.0000 0.0000 7 1.81530 0.0784 0.0000 0.0000 8 1.74275 0.0753 0.0000 0.0000 9 1.62852 0.0704 0.0000 0.0000 10 1.31784 0.0569 0.0000 0.0000 PEAK STORY SHEAR STORY LEVEL IN METE PEAK STORY SHEAR IN KN ----- ------------- -------------------------------------------------- X Y Z 3 15.00 40.75 0.00 0.00 2 10.00 106.55 0.00 0.00 1 5.00 203.67 0.00 0.00 BASE 0.00 203.67 0.00 0.00 MODE ACCELERATION-G DAMPING ---- -------------- ------- 1 2.50000 0.05000 2 2.50000 0.05000 3 2.50000 0.05000 4 2.50000 0.05000 5 2.50000 0.05000 6 2.46419 0.05000 7 1.81530 0.05000 8 1.74275 0.05000 9 1.62852 0.05000 10 1.31784 0.05000 STAAD SPACE -- PAGE NO. 6 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 0.247 0.00 -0.00 -0.00 -0.00 0.00 -0.00 2 0.229 79.12 -0.00 0.00 0.00 183.25 -888.20 3 0.179 0.26 -0.00 -0.00 -0.00 0.62 -3.38 4 0.138 0.00 0.00 0.00 0.00 -0.00 0.00 5 0.130 182.57 0.00 -0.00 -0.00 395.67 -1244.88 6 0.098 0.93 -0.00 0.00 0.00 2.27 -3.79 7 0.054 0.00 -0.00 0.00 0.00 -0.00 -0.00 8 0.050 31.66 0.00 0.00 0.00 93.32 -41.56 9 0.042 0.62 0.00 -0.00 -0.00 2.01 1.67 10 0.021 0.00 -0.00 0.00 0.00 -0.00 -0.00 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 0.00 0.00 32.66 0.000 0.000 32.656 0.00 0.00 0.00 2 25.58 0.00 0.00 25.579 0.000 32.656 79.12 0.00 0.00 3 0.09 0.00 0.00 25.664 0.000 32.656 0.26 0.00 0.00 4 0.00 0.00 46.31 25.664 0.000 78.962 0.00 0.00 0.00 5 59.03 0.00 0.00 84.692 0.000 78.962 182.57 0.00 0.00 6 0.31 0.00 0.00 84.997 0.000 78.962 0.93 0.00 0.00 7 0.00 0.00 21.02 84.997 0.000 99.981 0.00 0.00 0.00 8 14.69 0.00 0.00 99.683 0.000 99.981 31.66 0.00 0.00 9 0.31 0.00 0.00 99.990 0.000 99.981 0.62 0.00 0.00 10 0.00 56.47 0.01 99.990 56.466 99.989 0.00 0.00 0.00 --------------------------- TOTAL SRSS SHEAR 201.49 0.00 0.00 TOTAL 10PCT SHEAR 201.49 0.00 0.00 TOTAL ABS SHEAR 295.17 0.00 0.00 TOTAL CSM SHEAR 293.36 0.00 0.00 TOTAL CQC SHEAR 203.67 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 3325.72 * * VB Min based on Clause 7.2.2 = 79.82 * ********************************************************* STAAD SPACE -- PAGE NO. 7 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 1.1684 STAAD SPACE -- PAGE NO. 8 -IRREGULARITY CHECKS STAAD.PRO IRREGULARITIES CHECK - ( IS1893-2016 ) v1.2 ********************************************************* Including Amendment no. 2 November 2020 ********************************************************* --TORSION IRREGULARITY CHECKS Torsion Irregularity Check Ref: Table 5 (i) - Ratio Limit(s): Lower-1.20 Upper-1.40 --------------------------------------------------------------------- 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 --------------------------- Displacement of extreme points of diaphragm(dia.) in X dir. ------------------------------------------------------------------------ Dia. Node Max. Disp. Node Min. Disp. Avg. Disp. Max./Avg. Status (mm) (mm) (mm) Disp. ------------------------------------------------------------------------ 1 7 0.0047 2 0.0043 0.0045 1.0371 PASS 2 12 0.0215 9 0.0199 0.0207 1.0371 PASS 3 16 0.3232 13 0.2882 0.3057 1.0572 PASS Using edi = esi - 0.05bi ------------------------ Displacement of extreme points of diaphragm(dia.) in X dir. ------------------------------------------------------------------------ Dia. Node Max. Disp. Node Min. Disp. Avg. Disp. Max./Avg. Status (mm) (mm) (mm) Disp. ------------------------------------------------------------------------ 1 2 0.0046 7 0.0044 0.0045 1.0298 PASS 2 9 0.0207 12 0.0200 0.0204 1.0167 PASS 3 13 0.3092 16 0.3000 0.3046 1.0151 PASS Using edi = 1.5esi + 0.05bi --------------------------- Displacement of extreme points of diaphragm(dia.) in Z dir. ------------------------------------------------------------------------ Dia. Node Max. Disp. Node Min. Disp. Avg. Disp. Max./Avg. Status (mm) (mm) (mm) Disp. ------------------------------------------------------------------------ 1 2 0.0048 3 0.0045 0.0047 1.0316 PASS 2 9 0.0294 10 0.0284 0.0289 1.0177 PASS 3 13 0.3433 14 0.3238 0.3335 1.0292 PASS Using edi = esi - 0.05bi ------------------------ Displacement of extreme points of diaphragm(dia.) in Z dir. ------------------------------------------------------------------------ Dia. Node Max. Disp. Node Min. Disp. Avg. Disp. Max./Avg. Status (mm) (mm) (mm) Disp. ------------------------------------------------------------------------ 1 3 0.0048 2 0.0045 0.0047 1.0316 PASS 2 10 0.0294 9 0.0284 0.0289 1.0177 PASS 3 14 0.3433 13 0.3238 0.3335 1.0292 PASS --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 1847.229 839.971 Base 2.199 N/A FAIL 2 10.000 839.971 176.712 1847.229 4.753 0.455 FAIL 3 15.000 176.712 Top 839.971 N/A 0.210 OK --IRREGULAR MODES OF OSCILLATION STAAD SPACE -- PAGE NO. 9 Irregular Modes of Oscillation Checks based on Table 6 (vii) ------------------------------------------------------------ a) Mass Participation in X direction -------------------------------------- Ratio Limit (%):65.0 Status - PASS -------------------------------------- Mode Mass Participation (%) ------------------------ 2 25.579 5 59.027 8 14.686 ------------------------ SUM 99.292 a) Mass Participation in Z direction -------------------------------------- Ratio Limit (%):65.0 Status - PASS -------------------------------------- Mode Mass Participation (%) ------------------------ 1 32.656 4 46.306 7 21.018 ------------------------ SUM 99.981 b) Fundamental Period - Ratio Limit (%):10.0 Status - FAIL ------------------------------------------------------------ X Direction Z Direction Mode Period Mode Period Pmax-Pmin/Pmax (s) (s) (%) --------------------------------------------- 5 0.1303 4 0.1380 5.5567 56. PRINT ANALYSIS RESULTS ANALYSIS RESULTS 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 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 0.0370 0.0021 -0.0007 0.0000 -0.0000 -0.0001 2 0.0325 0.0015 0.0020 0.0000 0.0000 0.0001 3 1 0.0370 -0.0021 0.0007 -0.0000 -0.0000 -0.0001 2 0.0325 0.0015 0.0020 0.0000 0.0000 0.0001 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 0.0355 0.0012 -0.0007 0.0000 -0.0000 -0.0001 2 0.0298 0.0008 0.0020 0.0000 0.0000 0.0001 7 1 0.0355 -0.0012 0.0007 -0.0000 -0.0000 -0.0001 2 0.0298 0.0008 0.0020 0.0000 0.0000 0.0001 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 0.0972 0.0032 0.0040 0.0000 0.0000 -0.0001 2 0.0743 0.0022 0.0046 0.0000 0.0000 0.0001 10 1 0.0972 -0.0032 -0.0040 -0.0000 0.0000 -0.0001 2 0.0743 0.0022 0.0046 0.0000 0.0000 0.0001 11 1 0.1053 0.0013 0.0040 0.0000 0.0000 -0.0002 2 0.0766 0.0009 0.0046 0.0000 0.0000 0.0001 12 1 0.1053 -0.0013 -0.0040 -0.0000 0.0000 -0.0002 2 0.0766 0.0009 0.0046 0.0000 0.0000 0.0001 13 1 0.4596 0.0042 0.0101 0.0000 0.0000 -0.0006 2 0.3049 0.0026 0.0173 0.0000 0.0001 0.0005 14 1 0.4596 -0.0042 -0.0101 -0.0000 0.0000 -0.0006 2 0.3049 0.0026 0.0173 0.0000 0.0001 0.0005 15 1 0.4798 0.0023 0.0101 0.0000 0.0000 -0.0006 2 0.3352 0.0015 0.0173 0.0000 0.0001 0.0005 16 1 0.4798 -0.0023 -0.0101 -0.0000 0.0000 -0.0006 2 0.3352 0.0015 0.0173 0.0000 0.0001 0.0005 17 1 0.0362 0.0000 0.0000 0.0000 -0.0000 0.0000 2 0.0311 0.0000 0.0000 0.0000 0.0000 0.0000 18 1 0.1003 0.0000 0.0000 0.0000 0.0000 0.0000 2 0.0751 0.0000 0.0000 0.0000 0.0000 0.0000 19 1 0.4697 0.0000 0.0000 0.0000 0.0000 0.0000 2 0.3199 0.0000 0.0000 0.0000 0.0001 0.0000 STAAD SPACE -- PAGE NO. 11 SUPPORT REACTIONS -UNIT KN METE STRUCTURE TYPE = SPACE ----------------- JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z 1 1 -59.81 -181.53 5.93 11.97 2.93 236.12 2 62.25 125.56 6.55 17.52 8.06 221.81 4 1 -59.81 181.53 -5.93 -11.97 2.93 236.12 2 62.25 125.56 6.55 17.52 8.06 221.81 5 1 -59.17 -99.19 5.19 10.83 2.93 229.45 2 56.97 71.63 6.40 17.43 8.06 203.35 8 1 -59.17 99.19 -5.19 -10.83 2.93 229.45 2 56.97 71.63 6.40 17.43 8.06 203.35 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 1 1 1 -181.53 59.81 5.93 2.93 -11.97 236.12 2 181.53 -59.81 -5.93 -2.93 -17.67 62.95 2 1 125.56 62.25 6.55 8.06 17.52 221.81 2 125.56 62.25 6.55 8.06 15.86 91.71 2 1 2 0.00 -87.34 0.00 5.88 -0.00 -218.35 3 0.00 87.34 -0.00 -5.88 -0.00 -218.35 2 2 0.00 69.30 0.00 6.83 0.00 173.24 3 0.00 69.30 0.00 6.83 0.00 173.24 3 1 3 181.53 59.81 5.93 2.93 -17.67 62.95 4 -181.53 -59.81 -5.93 -2.93 -11.97 236.12 2 3 125.56 62.25 6.55 8.06 15.86 91.71 4 125.56 62.25 6.55 8.06 17.52 221.81 4 1 2 0.00 -0.68 0.00 -5.22 -0.00 -2.06 6 0.00 0.68 -0.00 5.22 0.00 -1.35 2 2 0.00 3.26 0.00 7.37 0.00 8.31 6 0.00 3.26 0.00 7.37 0.00 8.02 5 1 3 0.00 0.68 0.00 -5.22 -0.00 2.06 7 0.00 -0.68 -0.00 5.22 0.00 1.35 2 3 0.00 3.26 0.00 7.37 0.00 8.31 7 0.00 3.26 0.00 7.37 0.00 8.02 6 1 5 -99.19 59.17 5.19 2.93 -10.83 229.45 6 99.19 -59.17 -5.19 -2.93 -15.11 66.40 2 5 71.63 56.97 6.40 8.06 17.43 203.35 6 71.63 56.97 6.40 8.06 14.99 83.56 7 1 6 0.00 -85.89 0.00 4.41 -0.00 -214.74 7 0.00 85.89 -0.00 -4.41 -0.00 -214.74 2 6 0.00 65.88 0.00 5.89 0.00 164.69 7 0.00 65.88 0.00 5.89 0.00 164.69 8 1 7 99.19 59.17 5.19 2.93 -15.11 66.40 8 -99.19 -59.17 -5.19 -2.93 -10.83 229.45 2 7 71.63 56.97 6.40 8.06 14.99 83.56 8 71.63 56.97 6.40 8.06 17.43 203.35 9 1 2 -93.51 64.31 -8.29 -19.12 25.60 160.62 9 93.51 -64.31 8.29 19.12 15.83 160.96 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 2 58.40 44.74 5.94 15.04 18.33 101.92 9 58.40 44.74 5.94 15.04 11.53 124.32 10 1 3 93.51 64.31 8.29 -19.12 -25.60 160.62 10 -93.51 -64.31 -8.29 19.12 -15.83 160.96 2 3 58.40 44.74 5.94 15.04 18.33 101.92 10 58.40 44.74 5.94 15.04 11.53 124.32 11 1 6 -13.98 22.34 -4.29 -19.12 20.87 143.11 11 13.98 -22.34 4.29 19.12 0.60 -31.44 2 6 10.14 17.76 2.86 15.04 14.71 91.72 11 10.14 17.76 2.86 15.04 1.22 35.36 12 1 7 13.98 22.34 4.29 -19.12 -20.87 143.11 12 -13.98 -22.34 -4.29 19.12 -0.60 -31.44 2 7 10.14 17.76 2.86 15.04 14.71 91.72 12 10.14 17.76 2.86 15.04 1.22 35.36 13 1 9 0.00 -82.38 0.00 15.96 0.00 -205.94 10 0.00 82.38 -0.00 -15.96 0.00 -205.94 2 9 0.00 53.17 0.00 12.52 0.00 132.92 10 0.00 53.17 0.00 12.52 0.00 132.92 14 1 9 0.00 -0.12 -0.00 1.38 0.00 -0.27 11 0.00 0.12 0.00 -1.38 -0.00 -0.34 2 9 0.00 0.12 0.00 0.90 0.00 0.27 11 0.00 0.12 0.00 0.90 0.00 0.32 15 1 10 0.00 0.12 -0.00 1.38 0.00 0.27 12 0.00 -0.12 0.00 -1.38 -0.00 0.34 2 10 0.00 0.12 0.00 0.90 0.00 0.27 12 0.00 0.12 0.00 0.90 0.00 0.32 16 1 11 0.00 -3.16 0.00 0.41 -0.00 -7.91 12 0.00 3.16 0.00 -0.41 -0.00 -7.91 2 11 0.00 2.04 0.00 0.32 0.00 5.11 12 0.00 2.04 0.00 0.32 0.00 5.11 17 1 9 -11.01 14.21 -0.16 -0.40 0.40 43.60