V. BS5950 2000 - Pinned Column Using Non-Slender UC
A 6.0 m column is pin ended about both axes and has no intermediate restraints.
Reference
Steelwork Design Guide to BS 5950-1:2000, Volume 2, Worked Examples, SCI publication P326, Example 6, The Steel Construction Institute.
Comparison
| Result Type | Theory | STAAD.Pro | Difference |
|---|---|---|---|
| Slenderness about strong axis, λx | 38.5 | 38.299 | none |
| Slenderness about weak axis, λy | 63.6 | 63.569 | none |
| Compression capacity, Pc (kN) | 3,100 | 3,090 | none |
STAAD Input
The file C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\ Verification Models\09 Steel Design\UK\BS5950 2000 - Pinned Column Using Non-Slender UC.STD is typically installed with the program.
STAAD SPACE
START JOB INFORMATION
JOB NAME Example no. 10
JOB CLIENT The Steel Construction Institute
JOB COMMENT Pinned column using a non-slender UC.
ENGINEER DATE Jun-2003
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 0 6 0;
MEMBER INCIDENCES
1 1 2;
*************************************
DEFINE MATERIAL START
ISOTROPIC STEEL
E 2.05e+08
POISSON 0.3
DENSITY 76.8195
ALPHA 1.2e-05
DAMP 0.03
END DEFINE MATERIAL
MEMBER PROPERTY BRITISH
1 TABLE ST UC356X368X129
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 FIXED
*************************************
LOAD 1 AXIAL LOAD
JOINT LOAD
2 FY -2500
PERFORM ANALYSIS PRINT STATICS CHECK
***************************************
PARAMETER 1
CODE BS5950
SGR 0 ALL
TRACK 2 ALL
CHECK CODE ALL
FINISH
STAAD Output
STAAD.Pro CODE CHECKING - (BSI ) *********************** PROGRAM CODE REVISION V2.13_5950-1_2000 STAAD SPACE -- PAGE NO. 5 ALL UNITS ARE - KN METE (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 1 ST UC356X368X129 PASS BS-4.7 (C) 0.809 1 2500.00 C 0.00 0.00 0.00 ======================================================================= MATERIAL DATA Grade of steel = S 275 Modulus of elasticity = 205 kN/mm2 Design Strength (py) = 265 N/mm2 SECTION PROPERTIES (units - cm) Member Length = 600.00 Gross Area = 164.00 Net Area = 164.00 Eff. Area = 164.00 z-z axis y-y axis Moment of inertia : 40200.008 14600.002 Plastic modulus : 2480.000 1200.000 Elastic modulus : 2260.968 792.187 Effective modulus : 2458.506 1159.980 Shear Area : 116.109 36.982 DESIGN DATA (units - kN,m) BS5950-1/2000 Section Class : SEMI-COMPACT Squash Load : 4346.00 Axial force/Squash load : 0.575 z-z axis y-y axis Compression Capacity : 3992.2 3089.3 Shear Capacity : 1846.1 588.0 BUCKLING CALCULATIONS (units - kN,m) (axis nomenclature as per design code) x-x axis y-y axis Slenderness : 38.323 63.591 Radius of gyration (cm) : 15.656 9.435 Effective Length : 6.000 6.000 LTB Moment Capacity (kNm) and LTB Length (m): 577.91, 6.000 LTB Coefficients & Associated Moments (kNm): mLT = 1.00 : mx = 0.00 : my = 0.00 : myx = 0.00 Mlt = 0.00 : Mx = 0.00 : My = 0.00 : My = 0.00 STAAD SPACE -- PAGE NO. 6 CRITICAL LOADS FOR EACH CLAUSE CHECK (units- kN,m): CLAUSE RATIO LOAD FX VY VZ MZ MY BS-4.7 (C) 0.809 1 2500.0 - - - - Torsion and deflections have not been considered in the design. _________________________