V. EC3 Malaysian NA - I Section with Conc Load

Calculate the bending capacity of a beam subject to a concentrated load per the Malaysian NA to EC3.

Details

The section is a HD320X127, Grade S275 steel. The member is a 5 m, simply-supported span subject to a 30 kN concentrated load at midpsan.

Calculations

Validation

Moment capacity:

The critical moment is given by:

where

C1
=
1.348
C2
=
0.63
=
7,477,200
=
22,394
=
23,737
C2Zg
=
0.63×160 = 100.8

Therefore, Mcr = 1,375 kN·m

From the Malaysian NA, λLT, 0 = 0.4, β = 0.75

So,

H/b = 320/300 = 1.067 < 2. So, from Table 6.5 of Eurocode 3, αLT = 0.34.

From Cl. 6.3.2.3 of Eurocode3:

ФLT = 0.5[1+αLT (λLT- λLT, 0) + β× λLT 2] = 0.5[1 + 0.34×(0.656 - 0.4) +1 × 0.6562] = 0.705

So, Ф Ф

So,

Modification factor:

, OK

Results

Table 1.
Result Type Reference STAAD.Pro Difference Comments
Moment capacity, Mckd (kN·m) 591.0 591.0 none
Critical moment, Mcr (kN·m) 1,375 1,376 negligible
Bending capacity, MB (kN·m) 564.3 564.3 none

Input

The file C:\Users\Public\Public Documents\STAAD.Pro 2026\Samples \Verification Models\09 Steel Design\Europe\EC3 Malaysian NA - I Section with Conc Load.std is typically installed with the program.

The following design parametersdesign parameters are used:

  • The Malaysian NA is specified using NA 9
  • Simply-supported span: CMN 1
  • Simply-supported span with concentrated load at midspan: CMM 3
  • Program calculated kc per Table 6.6 of EN 1993-1-1:2005: KC 0

STAAD

STAAD PLANE
START JOB INFORMATION
ENGINEER DATE 23-MAR-21
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 5 0 0;
MEMBER INCIDENCES
1 1 2;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 2.05e+008
POISSON 0.3
DENSITY 76.8195
ALPHA 1.2e-005
DAMP 0.03
END DEFINE MATERIAL
MEMBER PROPERTY EUROPEAN
1 TABLE ST HD320X127
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 2 PINNED
LOAD 1 LOADTYPE None  TITLE LOAD CASE 1
MEMBER LOAD
1 CON GY -30
PERFORM ANALYSIS
PARAMETER 2
CODE EN 1993-1-1:2005
NA 9
CMM 3 ALL
CMN 1 ALL
FU 295000 ALL
PY 275000 ALL
KC 0 ALL
TRACK 2 ALL
CHECK CODE ALL
FINISH

Output

                         STAAD.PRO CODE CHECKING - MS EN 1993-1-1:2010
                         ********************************************
                         NATIONAL ANNEX - NA to MS EN 1993-1-1:2010
 PROGRAM CODE REVISION V1.14 BS_EC3_2005/1
      STAAD PLANE                                              -- PAGE NO.    3 
 ALL UNITS ARE - KN   METE (UNLESS OTHERWISE Noted)
 MEMBER     TABLE       RESULT/   CRITICAL COND/     RATIO/     LOADING/
                          FX            MY             MZ       LOCATION
 =======================================================================
       1 ST   HD320X127   (EUROPEAN SECTIONS)
                           PASS     EC-6.3.2 LTB       0.066         1
                        0.00            0.00         -37.50        2.50
 =======================================================================
   MATERIAL DATA                
      Grade of steel           =  USER          
      Modulus of elasticity    =  205 kN/mm2  
      Design Strength  (py)    =  275  N/mm2                         
   SECTION PROPERTIES (units - cm)
      Member Length =    500.00
      Gross Area =  161.30          Net Area =  161.30
                                      z-axis          y-axis
      Moment of inertia        :    30820.004        9239.001
      Plastic modulus          :     2149.000         939.100
      Elastic modulus          :     1926.250         615.933
      Shear Area               :      109.573          51.728
      Radius of gyration       :       13.823           7.568
      Effective Length         :      500.000         500.000
   DESIGN DATA (units - kN,m)   EUROCODE NO.3 /2005
      Section Class            :   CLASS 1     
      Squash Load              :   4435.75
      Axial force/Squash load  :     0.000
      GM0 :  1.00          GM1 :  1.00          GM2 :  1.20
                                      z-axis          y-axis
      Slenderness ratio (KL/r) :         36.2           66.1
      Compression Capacity     :       4078.2         3045.5
      Tension Capacity         :       3568.8         3568.8
      Moment Capacity          :        591.0          258.3 
      Reduced Moment Capacity  :        591.0          258.3
      Shear Capacity           :       1739.7          821.3
   BUCKLING CALCULATIONS (units - kN,m)
      Lateral Torsional Buckling Moment       MB =  564.3 
      co-efficients C1 &amp; K : C1 =1.348 K =1.0, Effective Length= 5.000
      Lateral Torsional Buckling Curve : Curve b
      Elastic Critical Moment for LTB,               Mcr   =  1376.0 
      Compression buckling curves:     z-z:  Curve b   y-y:  Curve c
      Critical Load For Torsional Buckling,          NcrT  = 13898.0
      Critical Load For Torsional-Flexural Buckling, NcrTF = 13898.0
      STAAD PLANE                                              -- PAGE NO.    4 
   CRITICAL LOADS FOR EACH CLAUSE CHECK (units- kN,m):
    CLAUSE        RATIO  LOAD     FX       VY      VZ      MZ      MY   
   EC-6.2.5       0.063     1     0.0     15.0     0.0   -37.5     0.0
   EC-6.2.6-(Y)   0.018     1     0.0     15.0     0.0     0.0     0.0
   EC-6.3.2 LTB   0.066     1     0.0     15.0     0.0   -37.5     0.0
    Torsion has not been considered in the design.
                        _________________________
   ************** END OF TABULATED RESULT OF DESIGN **************