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
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\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 ) v1.2 ********************************************************* 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 0.2504 2 0.2336 0.2420 1.0346 PASS 2 12 0.8737 9 0.8270 0.8503 1.0275 PASS 3 16 1.6655 13 1.5863 1.6259 1.0244 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 0.2504 7 0.2336 0.2420 1.0346 PASS 2 9 0.8737 12 0.8270 0.8503 1.0275 PASS 3 13 1.6655 16 1.5863 1.6259 1.0244 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 0.2504 3 0.2336 0.2420 1.0346 PASS 2 9 0.8737 10 0.8270 0.8503 1.0275 PASS 3 13 1.6655 14 1.5863 1.6259 1.0244 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 0.2504 2 0.2336 0.2420 1.0346 PASS 2 10 0.8737 9 0.8270 0.8503 1.0275 PASS 3 14 1.6655 13 1.5863 1.6259 1.0244 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 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