V. IS 1893 2016 Re entrant Corners
Verify reentrant corner (plan irregularity) check in accordance to IS 1893 2016 Part 1 specifications.
Details
A two story structure is modelled with diaphragms at the story levels.
Isometric View
Plan View
Verification
Both diaphragms have the same dimensions and are doubly-symmetric. The overall building width in either direction is 12 m and the potential reentrant corner sides are 4 m. Therefore, the ratio of the A/L = 4 m / 12 m = 0.333 > 0.15.
Thus, each of the four corners are reentrant corners per the IS 1893 2016 code.
Results
| Result Type | Reference | STAAD.Pro | Difference | Comments |
|---|---|---|---|---|
| Node 1 | Reentrant | Reentrant | none | |
| Node 4 | Reentrant | Reentrant | none | |
| Node 7 | Reentrant | Reentrant | none | |
| Node 10 | Reentrant | Reentrant | none | |
| Node 25 | Reentrant | Reentrant | none | |
| Node 28 | Reentrant | Reentrant | none | |
| Node 31 | Reentrant | Reentrant | none | |
| Node 34 | Reentrant | Reentrant | 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 Re entrant Corners.STD is typically installed with the program.
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 07-Mar-19
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 3 0 0; 2 7 0 0; 3 7 0 4; 4 3 0 4; 5 3 0 -4; 6 -1 0 -4; 7 -1 0 0; 8 -5 0 0;
9 -5 0 4; 10 -1 0 4; 11 -1 0 8; 12 3 0 8; 13 3 -5 0; 14 7 -5 0; 15 7 -5 4;
16 3 -5 4; 17 3 -5 -4; 18 -1 -5 -4; 19 -1 -5 0; 20 -5 -5 0; 21 -5 -5 4;
22 -1 -5 4; 23 -1 -5 8; 24 3 -5 8; 25 3 5 0; 26 7 5 0; 27 7 5 4; 28 3 5 4;
29 3 5 -4; 30 -1 5 -4; 31 -1 5 0; 32 -5 5 0; 33 -5 5 4; 34 -1 5 4; 35 -1 5 8;
36 3 5 8;
MEMBER INCIDENCES
1 1 2; 2 2 3; 3 3 4; 4 1 5; 5 5 6; 6 6 7; 7 7 8; 8 8 9; 9 9 10; 10 10 11;
11 11 12; 12 12 4; 13 1 13; 14 2 14; 15 3 15; 16 4 16; 17 5 17; 18 6 18;
19 7 19; 20 8 20; 21 9 21; 22 10 22; 23 11 23; 24 12 24; 25 1 25; 26 2 26;
27 3 27; 28 4 28; 29 5 29; 30 6 30; 31 7 31; 32 8 32; 33 9 33; 34 10 34;
35 11 35; 36 12 36; 37 25 26; 38 26 27; 39 27 28; 40 25 29; 41 29 30; 42 30 31;
43 31 32; 44 32 33; 45 33 34; 46 34 35; 47 35 36; 48 36 28;
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 48 PRIS YD 0.5 ZD 0.5
CONSTANTS
MATERIAL CONCRETE ALL
SUPPORTS
13 TO 24 FIXED
MEMBER CRACKED CODE IS1893 2016
13 TO 36 REDUCTION RIY 0.7 RIZ 0.7
1 TO 12 37 TO 48 REDUCTION RIY 0.35 RIZ 0.35
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 0
DIA 2 TYPE RIG HEI 5
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 = 0.25981 SEC * * SA/G PER 1893= 2.500, LOAD FACTOR= 1.000 * * VB PER 1893= 0.1080 X 1272.33= 137.41 KN * * VB Act Based on Clause 7.2.1 = 137.41 KN * * VB Min based on Clause 7.2.2 = 30.54 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 = 0.25981 SEC * * SA/G PER 1893= 2.500, LOAD FACTOR= 1.000 * * VB PER 1893= 0.1080 X 1272.33= 137.41 KN * * VB Act Based on Clause 7.2.1 = 137.41 KN * * VB Min based on Clause 7.2.2 = 30.54 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 1272.33= 91.61 KN * * * ********************************************************* JOINT LATERAL TORSIONAL LOAD - 1 LOAD (KN ) MOMENT (KN -METE) FACTOR - 1.000 ----- ------- --------- 1 FX 2.945 MY 0.000 2 FX 2.945 MY 0.000 3 FX 2.945 MY 0.000 4 FX 2.945 MY 0.000 5 FX 2.945 MY 0.000 6 FX 2.945 MY 0.000 7 FX 2.945 MY 0.000 8 FX 2.945 MY 0.000 9 FX 2.945 MY 0.000 10 FX 2.945 MY 0.000 11 FX 2.945 MY 0.000 12 FX 2.945 MY 0.000 ----------- ----------- TOTAL = 35.334 0.000 AT LEVEL 0.000 METE VB PER 1893 = 137.411 KN 25 FX 8.506 MY 0.000 26 FX 8.506 MY 0.000 27 FX 8.506 MY 0.000 28 FX 8.506 MY 0.000 29 FX 8.506 MY 0.000 30 FX 8.506 MY 0.000 31 FX 8.506 MY 0.000 32 FX 8.506 MY 0.000 33 FX 8.506 MY 0.000 34 FX 8.506 MY 0.000 35 FX 8.506 MY 0.000 36 FX 8.506 MY 0.000 ----------- ----------- TOTAL = 102.077 0.000 AT LEVEL 5.000 METE VB PER 1893 = 137.411 KN JOINT LATERAL TORSIONAL LOAD - 2 LOAD (KN ) MOMENT (KN -METE) FACTOR - 1.000 ----- ------- --------- 1 FZ 2.945 MY 0.000 2 FZ 2.945 MY 0.000 STAAD SPACE -- PAGE NO. 6 3 FZ 2.945 MY 0.000 4 FZ 2.945 MY 0.000 5 FZ 2.945 MY 0.000 6 FZ 2.945 MY 0.000 7 FZ 2.945 MY 0.000 8 FZ 2.945 MY 0.000 9 FZ 2.945 MY 0.000 10 FZ 2.945 MY 0.000 11 FZ 2.945 MY 0.000 12 FZ 2.945 MY 0.000 ----------- ----------- TOTAL = 35.334 0.000 AT LEVEL 0.000 METE VB PER 1893 = 137.411 KN 25 FZ 8.506 MY 0.000 26 FZ 8.506 MY 0.000 27 FZ 8.506 MY 0.000 28 FZ 8.506 MY 0.000 29 FZ 8.506 MY 0.000 30 FZ 8.506 MY 0.000 31 FZ 8.506 MY 0.000 32 FZ 8.506 MY 0.000 33 FZ 8.506 MY 0.000 34 FZ 8.506 MY 0.000 35 FZ 8.506 MY 0.000 36 FZ 8.506 MY 0.000 ----------- ----------- TOTAL = 102.077 0.000 AT LEVEL 5.000 METE VB PER 1893 = 137.411 KN JOINT LATERAL TORSIONAL LOAD - 3 LOAD (KN ) MOMENT (KN -METE) FACTOR - 1.000 ----- ------- --------- 1 FY 1.963 MY 0.000 2 FY 1.963 MY 0.000 3 FY 1.963 MY 0.000 4 FY 1.963 MY 0.000 5 FY 1.963 MY 0.000 6 FY 1.963 MY 0.000 7 FY 1.963 MY 0.000 8 FY 1.963 MY 0.000 9 FY 1.963 MY 0.000 10 FY 1.963 MY 0.000 11 FY 1.963 MY 0.000 12 FY 1.963 MY 0.000 ----------- ----------- TOTAL = 23.556 0.000 AT LEVEL 0.000 METE VB PER 1893 = 91.608 KN 25 FY 5.671 MY 0.000 26 FY 5.671 MY 0.000 27 FY 5.671 MY 0.000 28 FY 5.671 MY 0.000 29 FY 5.671 MY 0.000 STAAD SPACE -- PAGE NO. 7 30 FY 5.671 MY 0.000 31 FY 5.671 MY 0.000 32 FY 5.671 MY 0.000 33 FY 5.671 MY 0.000 34 FY 5.671 MY 0.000 35 FY 5.671 MY 0.000 36 FY 5.671 MY 0.000 ----------- ----------- TOTAL = 68.051 0.000 AT LEVEL 5.000 METE VB PER 1893 = 91.608 KN ************ END OF DATA FROM INTERNAL STORAGE ************ 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 12 0.0848 6 0.0687 0.0768 1.1049 PASS 2 36 0.2906 30 0.2403 0.2655 1.0947 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 6 0.0848 12 0.0687 0.0768 1.1049 PASS 2 30 0.2906 36 0.2403 0.2655 1.0947 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 8 0.0848 2 0.0687 0.0768 1.1049 PASS 2 32 0.2906 26 0.2403 0.2655 1.0947 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 2 0.0848 8 0.0687 0.0768 1.1049 PASS 2 26 0.2906 32 0.2403 0.2655 1.0947 PASS --GEOMETRY IRREGULARITY CHECKS Re-Entrant Corner Check. (Ref: Table 5 (ii) - Ratio Limit: 0.15 ) ------------------------------------------ Node Re-Entrant X-Proj X-Proj/Lx Z-Proj Z-Proj/Lz Status Connectivilty Node ( m) ( m) ---------------------------------------------------------------------- 2-> 1 4.0000 0.3333 0.0000 0.0000 Re-Entrant 5 0.0000 0.0000 4.0000 0.3333 6-> 7 0.0000 0.0000 4.0000 0.3333 Re-Entrant 8 4.0000 0.3333 0.0000 0.0000 9-> 10 4.0000 0.3333 0.0000 0.0000 Re-Entrant 11 0.0000 0.0000 4.0000 0.3333 12-> 4 0.0000 0.0000 4.0000 0.3333 Re-Entrant 3 4.0000 0.3333 0.0000 0.0000 26-> 25 4.0000 0.3333 0.0000 0.0000 Re-Entrant 29 0.0000 0.0000 4.0000 0.3333 30-> 31 0.0000 0.0000 4.0000 0.3333 Re-Entrant 32 4.0000 0.3333 0.0000 0.0000 33-> 34 4.0000 0.3333 0.0000 0.0000 Re-Entrant 35 0.0000 0.0000 4.0000 0.3333 STAAD SPACE -- PAGE NO. 9 36-> 28 0.0000 0.0000 4.0000 0.3333 Re-Entrant 27 4.0000 0.3333 0.0000 0.0000 Diaphragm: Lx: Lz: ( m) ( m) ---------------------------- 1 12.0000 12.0000 2 12.0000 12.0000 --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 0.000 636.163 459.451 Base 1.385 N/A OK 2 5.000 459.451 Top 636.163 N/A 0.722 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. 59. 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 0.3133 0.0027 0.0000 -0.0000 0.0000 -0.0006 2 0.0000 -0.0027 0.3133 0.0006 0.0000 0.0000 3 0.0000 0.0007 0.0000 0.0000 0.0000 0.0000 2 1 0.3133 -0.0028 0.0000 -0.0000 0.0000 -0.0006 2 0.0000 0.0027 0.3133 0.0006 0.0000 0.0000 3 0.0000 0.0007 0.0000 0.0000 0.0000 0.0000 3 1 0.3133 -0.0028 0.0000 0.0000 0.0000 -0.0006 2 0.0000 -0.0027 0.3133 0.0006 0.0000 -0.0000 3 0.0000 0.0007 0.0000 0.0000 0.0000 0.0000 4 1 0.3133 0.0027 0.0000 0.0000 0.0000 -0.0006 2 0.0000 0.0027 0.3133 0.0006 0.0000 -0.0000 3 0.0000 0.0007 0.0000 0.0000 0.0000 0.0000 5 1 0.3133 -0.0027 0.0000 -0.0000 0.0000 -0.0006 2 0.0000 0.0028 0.3133 0.0006 0.0000 0.0000 3 0.0000 0.0007 0.0000 0.0000 0.0000 0.0000 6 1 0.3133 0.0027 0.0000 0.0000 0.0000 -0.0006 2 0.0000 0.0028 0.3133 0.0006 0.0000 -0.0000 3 0.0000 0.0007 0.0000 0.0000 0.0000 0.0000 7 1 0.3133 -0.0027 0.0000 0.0000 0.0000 -0.0006 2 0.0000 -0.0027 0.3133 0.0006 0.0000 -0.0000 3 0.0000 0.0007 0.0000 0.0000 0.0000 0.0000 8 1 0.3133 0.0028 0.0000 0.0000 0.0000 -0.0006 2 0.0000 0.0027 0.3133 0.0006 0.0000 -0.0000 3 0.0000 0.0007 0.0000 0.0000 0.0000 0.0000 9 1 0.3133 0.0028 0.0000 -0.0000 0.0000 -0.0006 2 0.0000 -0.0027 0.3133 0.0006 0.0000 0.0000 3 0.0000 0.0007 0.0000 0.0000 0.0000 0.0000 10 1 0.3133 -0.0027 0.0000 -0.0000 0.0000 -0.0006 2 0.0000 0.0027 0.3133 0.0006 0.0000 0.0000 3 0.0000 0.0007 0.0000 0.0000 0.0000 0.0000 11 1 0.3133 0.0027 0.0000 -0.0000 0.0000 -0.0006 2 0.0000 -0.0028 0.3133 0.0006 0.0000 0.0000 3 0.0000 0.0007 0.0000 0.0000 0.0000 0.0000 12 1 0.3133 -0.0027 0.0000 0.0000 0.0000 -0.0006 2 0.0000 -0.0028 0.3133 0.0006 0.0000 -0.0000 3 0.0000 0.0007 0.0000 0.0000 0.0000 0.0000 13 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 14 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 15 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 16 1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 STAAD SPACE -- PAGE NO. 11 JOINT DISPLACEMENT (CM RADIANS) STRUCTURE TYPE = SPACE ------------------ JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 3 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 17 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 18 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 19 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 20 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 21 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 22 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 23 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 24 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 25 1 0.6965 0.0038 0.0000 -0.0000 0.0000 -0.0004 2 0.0000 -0.0038 0.6965 0.0004 0.0000 0.0000 3 0.0000 0.0012 0.0000 0.0000 0.0000 0.0000 26 1 0.6965 -0.0039 0.0000 -0.0000 0.0000 -0.0004 2 0.0000 0.0038 0.6965 0.0004 0.0000 0.0000 3 0.0000 0.0012 0.0000 0.0000 0.0000 0.0000 27 1 0.6965 -0.0039 0.0000 0.0000 0.0000 -0.0004 2 0.0000 -0.0038 0.6965 0.0004 0.0000 -0.0000 3 0.0000 0.0012 0.0000 0.0000 0.0000 0.0000 28 1 0.6965 0.0038 0.0000 0.0000 0.0000 -0.0004 2 0.0000 0.0038 0.6965 0.0004 0.0000 -0.0000 3 0.0000 0.0012 0.0000 0.0000 0.0000 0.0000 29 1 0.6965 -0.0038 0.0000 -0.0000 0.0000 -0.0004 2 0.0000 0.0039 0.6965 0.0004 0.0000 0.0000 3 0.0000 0.0012 0.0000 0.0000 0.0000 0.0000 30 1 0.6965 0.0038 0.0000 0.0000 0.0000 -0.0004 2 0.0000 0.0039 0.6965 0.0004 0.0000 -0.0000 3 0.0000 0.0012 0.0000 0.0000 0.0000 0.0000 31 1 0.6965 -0.0038 0.0000 0.0000 0.0000 -0.0004 2 0.0000 -0.0038 0.6965 0.0004 0.0000 -0.0000 STAAD SPACE -- PAGE NO. 12 JOINT DISPLACEMENT (CM RADIANS) STRUCTURE TYPE = SPACE ------------------ JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 3 0.0000 0.0012 0.0000 0.0000 0.0000 0.0000 32 1 0.6965 0.0039 0.0000 0.0000 0.0000 -0.0004 2 0.0000 0.0038 0.6965 0.0004 0.0000 -0.0000 3 0.0000 0.0012 0.0000 0.0000 0.0000 0.0000 33 1 0.6965 0.0039 0.0000 -0.0000 0.0000 -0.0004 2 0.0000 -0.0038 0.6965 0.0004 0.0000 0.0000 3 0.0000 0.0012 0.0000 0.0000 0.0000 0.0000 34 1 0.6965 -0.0038 0.0000 -0.0000 0.0000 -0.0004 2 0.0000 0.0038 0.6965 0.0004 0.0000 0.0000 3 0.0000 0.0012 0.0000 0.0000 0.0000 0.0000 35 1 0.6965 0.0038 0.0000 -0.0000 0.0000 -0.0004 2 0.0000 -0.0039 0.6965 0.0004 0.0000 0.0000 3 0.0000 0.0012 0.0000 0.0000 0.0000 0.0000 36 1 0.6965 -0.0038 0.0000 0.0000 0.0000 -0.0004 2 0.0000 -0.0039 0.6965 0.0004 0.0000 -0.0000 3 0.0000 0.0012 0.0000 0.0000 0.0000 0.0000 37 1 0.3133 0.0000 0.0000 0.0000 0.0000 0.0000 2 0.0000 0.0000 0.3133 0.0000 0.0000 0.0000 3 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 38 1 0.6965 0.0000 0.0000 0.0000 0.0000 0.0000 2 0.0000 0.0000 0.6965 0.0000 0.0000 0.0000 3 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 STAAD SPACE -- PAGE NO. 13 SUPPORT REACTIONS -UNIT KN METE STRUCTURE TYPE = SPACE ----------------- JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z 13 1 -11.45 -29.84 -0.05 -0.09 0.00 38.75 2 -0.05 29.84 -11.45 -38.75 0.00 0.09 3 0.00 -7.63 0.00 0.00 0.00 0.00 14 1 -11.45 30.52 -0.00 -0.00 0.00 38.75 2 -0.05 -29.85 -11.45 -38.75 0.00 0.08 3 0.00 -7.63 0.00 0.00 0.00 0.00 15 1 -11.45 30.52 0.00 0.00 0.00 38.75 2 0.05 29.85 -11.45 -38.75 0.00 -0.08 3 0.00 -7.63 0.00 0.00 0.00 0.00 16 1 -11.45 -29.84 0.05 0.09 0.00 38.75 2 0.05 -29.84 -11.45 -38.75 0.00 -0.09 3 0.00 -7.63 0.00 0.00 0.00 0.00 17 1 -11.45 29.85 -0.05 -0.08 0.00 38.75 2 -0.00 -30.52 -11.45 -38.75 0.00 0.00 3 0.00 -7.63 0.00 0.00 0.00 0.00 18 1 -11.45 -29.85 0.05 0.08 0.00 38.75 2 0.00 -30.52 -11.45 -38.75 0.00 -0.00 3 0.00 -7.63 0.00 0.00 0.00 0.00 19 1 -11.45 29.84 0.05 0.09 0.00 38.75 2 0.05 29.84 -11.45 -38.75 0.00 -0.09 3 0.00 -7.63 0.00 0.00 0.00 0.00 20 1 -11.45 -30.52 0.00 0.00 0.00 38.75 2 0.05 -29.85 -11.45 -38.75 0.00 -0.08 3 0.00 -7.63 0.00 0.00 0.00 0.00 21 1 -11.45 -30.52 -0.00 -0.00 0.00 38.75 2 -0.05 29.85 -11.45 -38.75 0.00 0.08 3 0.00 -7.63 0.00 0.00 0.00 0.00 22 1 -11.45 29.84 -0.05 -0.09 0.00 38.75 2 -0.05 -29.84 -11.45 -38.75 0.00 0.09 3 0.00 -7.63 0.00 0.00 0.00 0.00 23 1 -11.45 -29.85 -0.05 -0.08 0.00 38.75 2 -0.00 30.52 -11.45 -38.75 0.00 0.00 3 0.00 -7.63 0.00 0.00 0.00 0.00 24 1 -11.45 29.85 0.05 0.08 0.00 38.75 2 0.00 30.52 -11.45 -38.75 0.00 -0.00 3 0.00 -7.63 0.00 0.00 0.00 0.00 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 1 1 1 0.00 -18.29 0.00 -0.06 -0.00 -36.58 2 0.00 18.29 -0.00 0.06 -0.00 -36.58 2 1 0.00 -0.32 0.00 0.00 -0.00 -0.64 2 0.00 0.32 -0.00 -0.00 -0.00 -0.64 3 1 0.00 0.00 -0.00 0.00 0.00 0.00 2 0.00 -0.00 0.00 -0.00 -0.00 0.00 2 1 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 2 2 0.00 -18.29 -0.00 0.11 0.00 -36.58 3 0.00 18.29 0.00 -0.11 0.00 -36.58 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 0.00 18.29 0.00 0.06 -0.00 36.58 4 0.00 -18.29 -0.00 -0.06 -0.00 36.58 2 3 0.00 -0.32 0.00 0.00 -0.00 -0.64 4 0.00 0.32 -0.00 -0.00 -0.00 -0.64 3 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 -0.00 -0.00 -0.00 -0.00 0.00 4 1 1 0.00 0.32 -0.00 0.00 0.00 0.64 5 0.00 -0.32 0.00 -0.00 0.00 0.64 2 1 0.00 18.29 0.00 -0.06 0.00 36.58 5 0.00 -18.29 0.00 0.06 0.00 36.58 3 1 0.00 -0.00 0.00 0.00 -0.00 -0.00 5 0.00 0.00 -0.00 0.00 -0.00 -0.00 5 1 5 0.00 18.29 0.00 0.11 -0.00 36.58 6 0.00 -18.29 -0.00 -0.11 -0.00 36.58 2 5 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 3 5 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 6 1 6 0.00 0.32 -0.00 0.00 0.00 0.64 7 0.00 -0.32 0.00 -0.00 0.00 0.64 2 6 0.00 -18.29 -0.00 0.06 0.00 -36.58 7 0.00 18.29 0.00 -0.06 0.00 -36.58 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 7 1 7 0.00 18.29 0.00 -0.06 -0.00 36.58 8 0.00 -18.29 -0.00 0.06 -0.00 36.58 STAAD SPACE -- PAGE NO. 15 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 7 0.00 -0.32 0.00 -0.00 -0.00 -0.64 8 0.00 0.32 -0.00 0.00 -0.00 -0.64 3 7 0.00 -0.00 0.00 0.00 -0.00 -0.00 8 0.00 0.00 -0.00 -0.00 -0.00 -0.00 8 1 8 0.00 -0.00 -0.00 -0.00 0.00 -0.00 9 0.00 0.00 0.00 0.00 0.00 0.00 2 8 0.00 -18.29 -0.00 -0.11 0.00 -36.58 9 0.00 18.29 0.00 0.11 0.00 -36.58 3 8 0.00 0.00 0.00 -0.00 0.00 0.00 9 0.00 -0.00 -0.00 0.00 -0.00 0.00 9 1 9 0.00 -18.29 0.00 0.06 -0.00 -36.58 10 0.00 18.29 -0.00 -0.06 -0.00 -36.58 2 9 0.00 -0.32 0.00 -0.00 -0.00 -0.64 10 0.00 0.32 -0.00 0.00 -0.00 -0.64 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 10 1 10 0.00 -0.32 -0.00 -0.00 0.00 -0.64 11 0.00 0.32 0.00 0.00 0.00 -0.64 2 10 0.00 -18.29 -0.00 0.06 -0.00 -36.58 11 0.00 18.29 0.00 -0.06 0.00 -36.58 3 10 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 11 1 11 0.00 -18.29 0.00 -0.11 -0.00 -36.58 12 0.00 18.29 -0.00 0.11 -0.00 -36.58 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 12 1 12 0.00 -0.32 -0.00 -0.00 0.00 -0.64 4 0.00 0.32 0.00 0.00 0.00 -0.64 2 12 0.00 18.29 -0.00 -0.06 -0.00 36.58 4 0.00 -18.29 0.00 0.06 0.00 36.58 3 12 0.00 -0.00 0.00 0.00 -0.00 -0.00 4 0.00 0.00 0.00 -0.00 -0.00 -0.00 13 1 1 -29.84 11.45 0.05 -0.00 -0.17 18.51 13 29.84 -11.45 -0.05 0.00 -0.09 38.75 2 1 29.84 0.05 11.45 0.00 -18.51 0.17 13 -29.84 -0.05 -11.45 -0.00 -38.75 0.09 3 1 -7.63 -0.00 -0.00 -0.00 0.00 0.00 13 7.63 0.00 0.00 0.00 0.00 -0.00 STAAD SPACE -- PAGE NO. 16 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 2 30.52 11.45 0.00 -0.00 -0.00 18.51 14 -30.52 -11.45 -0.00 0.00 -0.00 38.75 2 2 -29.85 0.05 11.45 0.00 -18.51 0.17 14 29.85 -0.05 -11.45 -0.00 -38.75 0.08 3 2 -7.63 0.00 0.00 -0.00 -0.00 0.00 14 7.63 -0.00 -0.00 0.00 -0.00 -0.00 15 1 3 30.52 11.45 -0.00 -0.00 0.00 18.51 15 -30.52 -11.45 0.00 0.00 0.00 38.75 2 3 29.85 -0.05 11.45 0.00 -18.51 -0.17 15 -29.85 0.05 -11.45 -0.00 -38.75 -0.08 3 3 -7.63 0.00 0.00 -0.00 -0.00 0.00 15 7.63 -0.00 -0.00 0.00 0.00 0.00 16 1 4 -29.84 11.45 -0.05 -0.00 0.17 18.51 16 29.84 -11.45 0.05 0.00 0.09 38.75 2 4 -29.84 -0.05 11.45 0.00 -18.51 -0.17 16 29.84 0.05 -11.45 -0.00 -38.75 -0.09 3 4 -7.63 0.00 -0.00 -0.00 0.00 0.00 16 7.63 -0.00 0.00 0.00 0.00 0.00 17 1 5 29.85 11.45 0.05 -0.00 -0.17 18.51 17 -29.85 -11.45 -0.05 0.00 -0.08 38.75 2 5 -30.52 0.00 11.45 0.00 -18.51 0.00 17 30.52 -0.00 -11.45 -0.00 -38.75 0.00 3 5 -7.63 -0.00 -0.00 -0.00 0.00 -0.00 17 7.63 0.00 0.00 0.00 0.00 -0.00 18 1 6 -29.85 11.45 -0.05 -0.00 0.17 18.51 18 29.85 -11.45 0.05 0.00 0.08 38.75 2 6 -30.52 -0.00 11.45 0.00 -18.51 -0.00 18 30.52 0.00 -11.45 -0.00 -38.75 -0.00 3 6 -7.63 0.00 0.00 -0.00 -0.00 0.00 18 7.63 -0.00 -0.00 0.00 -0.00 -0.00 19 1 7 29.84 11.45 -0.05 -0.00 0.17 18.51 19 -29.84 -11.45 0.05 0.00 0.09 38.75 2 7 29.84 -0.05 11.45 0.00 -18.51 -0.17 19 -29.84 0.05 -11.45 -0.00 -38.75 -0.09 3 7 -7.63 -0.00 -0.00 -0.00 0.00 -0.00 19 7.63 0.00 0.00 0.00 0.00 -0.00 20 1 8 -30.52 11.45 -0.00 -0.00 0.00 18.51 20 30.52 -11.45 0.00 0.00 0.00 38.75 STAAD SPACE -- PAGE NO. 17 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 8 -29.85 -0.05 11.45 0.00 -18.51 -0.17 20 29.85 0.05 -11.45 -0.00 -38.75 -0.08 3 8 -7.63 -0.00 -0.00 -0.00 0.00 -0.00 20 7.63 0.00 0.00 0.00 0.00 -0.00 21 1 9 -30.52 11.45 0.00 -0.00 -0.00 18.51 21 30.52 -11.45 -0.00 0.00 -0.00 38.75 2 9 29.85 0.05 11.45 0.00 -18.51 0.17 21 -29.85 -0.05 -11.45 -0.00 -38.75 0.08 3 9 -7.63 -0.00 -0.00 -0.00 0.00 0.00 21 7.63 0.00 0.00 0.00 0.00 -0.00 22 1 10 29.84 11.45 0.05 -0.00 -0.17 18.51 22 -29.84 -11.45 -0.05 0.00 -0.09 38.75 2 10 -29.84 0.05 11.45 0.00 -18.51 0.17 22 29.84 -0.05 -11.45 -0.00 -38.75 0.09 3 10 -7.63 -0.00 0.00 -0.00 -0.00 -0.00 22 7.63 0.00 -0.00 0.00 -0.00 -0.00 23 1 11 -29.85 11.45 0.05 -0.00 -0.17 18.51 23 29.85 -11.45 -0.05 0.00 -0.08 38.75 2 11 30.52 0.00 11.45 0.00 -18.51 0.00 23 -30.52 -0.00 -11.45 -0.00 -38.75 0.00 3 11 -7.63 -0.00 0.00 -0.00 -0.00 -0.00 23 7.63 0.00 -0.00 0.00 0.00 -0.00 24 1 12 29.85 11.45 -0.05 -0.00 0.17 18.51 24 -29.85 -11.45 0.05 0.00 0.08 38.75 2 12 30.52 -0.00 11.45 0.00 -18.51 -0.00 24 -30.52 0.00 -11.45 -0.00 -38.75 -0.00 3 12 -7.63 -0.00 -0.00 -0.00 0.00 -0.00 24 7.63 0.00 0.00 0.00 0.00 -0.00 25 1 1 -11.87 8.51 -0.20 -0.00 0.41 18.07 25 11.87 -8.51 0.20 0.00 0.57 24.46 2 1 11.87 0.20 -8.51 0.00 18.07 0.41 25 -11.87 -0.20 8.51 -0.00 24.46 0.57 3 1 -5.67 -0.00 0.00 -0.00 -0.00 -0.00 25 5.67 0.00 -0.00 0.00 -0.00 -0.00 26 1 2 12.23 8.51 -0.03 -0.00 0.05 18.07 26 -12.23 -8.51 0.03 0.00 0.10 24.46 2 2 -11.88 0.17 -8.51 0.00 18.08 0.36 26 11.88 -0.17 8.51 -0.00 24.46 0.47 3 2 -5.67 -0.00 0.00 -0.00 0.00 0.00 26 5.67 0.00 -0.00 0.00 -0.00 -0.00 STAAD SPACE -- PAGE NO. 18 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 27 1 3 12.23 8.51 0.03 -0.00 -0.05 18.07 27 -12.23 -8.51 -0.03 0.00 -0.10 24.46 2 3 11.88 -0.17 -8.51 0.00 18.08 -0.36 27 -11.88 0.17 8.51 -0.00 24.46 -0.47 3 3 -5.67 0.00 -0.00 -0.00 0.00 0.00 27 5.67 -0.00 0.00 0.00 0.00 0.00 28 1 4 -11.87 8.51 0.20 -0.00 -0.41 18.07 28 11.87 -8.51 -0.20 0.00 -0.57 24.46 2 4 -11.87 -0.20 -8.51 0.00 18.07 -0.41 28 11.87 0.20 8.51 -0.00 24.46 -0.57 3 4 -5.67 0.00 -0.00 -0.00 0.00 0.00 28 5.67 -0.00 0.00 0.00 0.00 0.00 29 1 5 11.88 8.51 -0.17 -0.00 0.36 18.08 29 -11.88 -8.51 0.17 0.00 0.47 24.46 2 5 -12.23 0.03 -8.51 0.00 18.07 0.05 29 12.23 -0.03 8.51 -0.00 24.46 0.10 3 5 -5.67 0.00 0.00 -0.00 -0.00 0.00 29 5.67 -0.00 -0.00 0.00 -0.00 0.00 30 1 6 -11.88 8.51 0.17 -0.00 -0.36 18.08 30 11.88 -8.51 -0.17 0.00 -0.47 24.46 2 6 -12.23 -0.03 -8.51 0.00 18.07 -0.05 30 12.23 0.03 8.51 -0.00 24.46 -0.10 3 6 -5.67 0.00 -0.00 -0.00 0.00 0.00 30 5.67 -0.00 0.00 0.00 0.00 0.00 31 1 7 11.87 8.51 0.20 -0.00 -0.41 18.07 31 -11.87 -8.51 -0.20 0.00 -0.57 24.46 2 7 11.87 -0.20 -8.51 0.00 18.07 -0.41 31 -11.87 0.20 8.51 -0.00 24.46 -0.57 3 7 -5.67 -0.00 0.00 -0.00 -0.00 -0.00 31 5.67 0.00 -0.00 0.00 -0.00 -0.00 32 1 8 -12.23 8.51 0.03 -0.00 -0.05 18.07 32 12.23 -8.51 -0.03 0.00 -0.10 24.46 2 8 -11.88 -0.17 -8.51 0.00 18.08 -0.36 32 11.88 0.17 8.51 -0.00 24.46 -0.47 3 8 -5.67 -0.00 0.00 -0.00 -0.00 -0.00 32 5.67 0.00 -0.00 0.00 0.00 -0.00 33 1 9 -12.23 8.51 -0.03 -0.00 0.05 18.07 33 12.23 -8.51 0.03 0.00 0.10 24.46 STAAD SPACE -- PAGE NO. 19 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 9 11.88 0.17 -8.51 0.00 18.08 0.36 33 -11.88 -0.17 8.51 -0.00 24.46 0.47 3 9 -5.67 -0.00 0.00 -0.00 -0.00 0.00 33 5.67 0.00 -0.00 0.00 -0.00 -0.00 34 1 10 11.87 8.51 -0.20 -0.00 0.41 18.07 34 -11.87 -8.51 0.20 0.00 0.57 24.46 2 10 -11.87 0.20 -8.51 0.00 18.07 0.41 34 11.87 -0.20 8.51 -0.00 24.46 0.57 3 10 -5.67 0.00 -0.00 -0.00 0.00 0.00 34 5.67 -0.00 0.00 0.00 0.00 0.00 35 1 11 -11.88 8.51 -0.17 -0.00 0.36 18.08 35 11.88 -8.51 0.17 0.00 0.47 24.46 2 11 12.23 0.03 -8.51 0.00 18.07 0.05 35 -12.23 -0.03 8.51 -0.00 24.46 0.10 3 11 -5.67 -0.00 -0.00 -0.00 0.00 -0.00 35 5.67 0.00 0.00 0.00 0.00 -0.00 36 1 12 11.88 8.51 0.17 -0.00 -0.36 18.08 36 -11.88 -8.51 -0.17 0.00 -0.47 24.46 2 12 12.23 -0.03 -8.51 0.00 18.07 -0.05 36 -12.23 0.03 8.51 -0.00 24.46 -0.10 3 12 -5.67 -0.00 0.00 -0.00 -0.00 -0.00 36 5.67 0.00 -0.00 0.00 -0.00 -0.00 37 1 25 0.00 -12.23 0.00 -0.13 -0.00 -24.46 26 0.00 12.23 0.00 0.13 -0.00 -24.46 2 25 0.00 -0.36 0.00 0.00 -0.00 -0.70 26 0.00 0.36 -0.00 -0.00 -0.00 -0.73 3 25 0.00 0.00 -0.00 0.00 -0.00 0.00 26 0.00 -0.00 0.00 -0.00 0.00 0.00 38 1 26 0.00 0.00 -0.00 -0.00 0.00 0.03 27 0.00 -0.00 0.00 0.00 0.00 -0.03 2 26 0.00 -12.23 -0.00 0.26 0.00 -24.47 27 0.00 12.23 0.00 -0.26 0.00 -24.47 3 26 0.00 -0.00 0.00 -0.00 -0.00 -0.00 27 0.00 0.00 0.00 0.00 -0.00 -0.00 39 1 27 0.00 12.23 0.00 0.13 -0.00 24.46 28 0.00 -12.23 -0.00 -0.13 -0.00 24.46 2 27 0.00 -0.36 0.00 0.00 -0.00 -0.73 28 0.00 0.36 -0.00 -0.00 -0.00 -0.70 3 27 0.00 0.00 -0.00 0.00 -0.00 0.00 28 0.00 -0.00 0.00 -0.00 0.00 0.00 STAAD SPACE -- PAGE NO. 20 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 40 1 25 0.00 0.36 -0.00 0.00 0.00 0.70 29 0.00 -0.36 0.00 -0.00 0.00 0.73 2 25 0.00 12.23 -0.00 -0.13 0.00 24.46 29 0.00 -12.23 0.00 0.13 0.00 24.46 3 25 0.00 -0.00 -0.00 0.00 -0.00 -0.00 29 0.00 0.00 0.00 -0.00 0.00 -0.00 41 1 29 0.00 12.23 0.00 0.26 -0.00 24.47 30 0.00 -12.23 -0.00 -0.26 -0.00 24.47 2 29 0.00 0.00 0.00 -0.00 -0.00 -0.03 30 0.00 -0.00 -0.00 0.00 -0.00 0.03 3 29 0.00 0.00 -0.00 -0.00 -0.00 0.00 30 0.00 -0.00 0.00 0.00 -0.00 0.00 42 1 30 0.00 0.36 -0.00 0.00 0.00 0.73 31 0.00 -0.36 0.00 -0.00 0.00 0.70 2 30 0.00 -12.23 -0.00 0.13 0.00 -24.46 31 0.00 12.23 0.00 -0.13 0.00 -24.46 3 30 0.00 0.00 -0.00 0.00 -0.00 0.00 31 0.00 -0.00 0.00 -0.00 0.00 0.00 43 1 31 0.00 12.23 0.00 -0.13 -0.00 24.46 32 0.00 -12.23 -0.00 0.13 -0.00 24.46 2 31 0.00 -0.36 0.00 -0.00 -0.00 -0.70 32 0.00 0.36 -0.00 0.00 -0.00 -0.73 3 31 0.00 -0.00 0.00 -0.00 -0.00 -0.00 32 0.00 0.00 0.00 0.00 -0.00 -0.00 44 1 32 0.00 -0.00 -0.00 -0.00 0.00 -0.03 33 0.00 0.00 0.00 0.00 0.00 0.03 2 32 0.00 -12.23 -0.00 -0.26 0.00 -24.47 33 0.00 12.23 0.00 0.26 0.00 -24.47 3 32 0.00 0.00 0.00 -0.00 -0.00 0.00 33 0.00 -0.00 0.00 0.00 -0.00 0.00 45 1 33 0.00 -12.23 0.00 0.13 -0.00 -24.46 34 0.00 12.23 -0.00 -0.13 -0.00 -24.46 2 33 0.00 -0.36 0.00 -0.00 -0.00 -0.73 34 0.00 0.36 -0.00 0.00 -0.00 -0.70 3 33 0.00 -0.00 0.00 0.00 -0.00 -0.00 34 0.00 0.00 0.00 -0.00 -0.00 -0.00 46 1 34 0.00 -0.36 -0.00 -0.00 0.00 -0.70 35 0.00 0.36 0.00 0.00 0.00 -0.73 STAAD SPACE -- PAGE NO. 21 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 34 0.00 -12.23 0.00 0.13 -0.00 -24.46 35 0.00 12.23 -0.00 -0.13 0.00 -24.46 3 34 0.00 -0.00 0.00 0.00 0.00 -0.00