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V. BS5950 2000 - Pinned Column Using Non-Slender RHS

A 6.0m rectangular hollow section (RHS) 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 11, The Steel Construction Institute.

Problem

The column is designed in S355 steel for the factored loading.

Point load, Fc = 2,500 kN

Comparison

Table 1. Comparison of results
Result Type Theory STAAD.Pro Difference
Slenderness, λ 61.4 61.424 none
Compression capacity, Pc (kN-m) 2,790 2,794.6 none

STAAD Input

TRACK 2 ALL
Maximum detail output
SGR 1 ALL
Identifies steel grade as S355
Tip: You can copy and paste this content directly into a .std file to run in STAAD.Pro.

The file C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\ Verification Models\09 Steel Design\UK\BS5950 2000\BS5950 2000 - Pinned Column Using Non-Slender RHS.STD is typically installed with the program.

STAAD SPACE
START JOB INFORMATION
JOB NAME Example no. 11
JOB CLIENT The Steel Construction Institute
JOB COMMENT Pinned column using a non-slender RHS.
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 TUB25025010.0
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 1 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 TUB25025010.0 PASS     BS-4.7   (C)       0.895         1
                      2500.00 C          0.00           0.00        0.00
 =======================================================================
   MATERIAL DATA                
      Grade of steel           =  S 355
      Modulus of elasticity    =  205 kN/mm2  
      Design Strength  (py)    =  355  N/mm2  
   SECTION PROPERTIES (units - cm)
      Member Length =    600.00
      Gross Area =   94.90  Net Area =   94.90  Eff. Area =   94.90
                                    z-z  axis       y-y  axis
      Moment of inertia        :     9055.001        9055.001
      Plastic modulus          :      851.000         851.000
      Elastic modulus          :      724.400         724.400
      Effective modulus        :      851.000         851.000
      Shear Area               :       47.450          47.450
   DESIGN DATA (units - kN,m)   BS5950-1/2000
      Section Class            :   SEMI-COMPACT
      Squash Load              :   3368.95
      Axial force/Squash load  :     0.742
                                    z-z  axis       y-y  axis
      Compression Capacity     :       2794.6         2794.6
      Shear Capacity           :       1010.7         1010.7
   BUCKLING CALCULATIONS (units - kN,m)
   (axis nomenclature as per design code)
                                     x-x axis        y-y axis
      Slenderness              :       61.424          61.424
      Radius of gyration (cm)  :        9.768           9.768
      Effective Length         :        6.000           6.000
      LTB check unnecessary for this section
   CRITICAL LOADS FOR EACH CLAUSE CHECK (units- kN,m):
    CLAUSE        RATIO  LOAD     FX       VY      VZ      MZ      MY   
   BS-4.7   (C)   0.895     1  2500.0       -       -       -       - 
    Torsion and deflections have not been considered in the design.
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