V. EC3 French NA - Channel Section with Conc Load
Calculate the bending capacity of a channel section beam under subject to a pair of concentrated load per the French NA to EC3
Details
The section is a C15X50, grade S275 steel. The member is a 6 m span, simply supported beam is subject to two concentrated loads of 10 kN each at the 1/3 points (2 m from either support).
STAAD.Pro Input
The file C:\Users\Public\Public Documents\STAAD.Pro 2023\Samples \Verification Models\09 Steel Design\Europe\EC3 French NA - Channel Section with Conc Load.std is typically installed with the program.
The following design parameters are used:
- The French NA is specified using NA 4
- Simply-supported span: CMN 1 and C3 1
- Concentrated loads at 1/3 points supports: CMM 5
- The value of C2 0.42 is specified
STAAD PLANE
START JOB INFORMATION
ENGINEER DATE 15-June-20
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 6 0 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 AMERICAN
1 TABLE ST C15X50
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 2 PINNED
LOAD 1 LOADTYPE None TITLE LOAD CASE 1
MEMBER LOAD
1 CON GY -10 2
1 CON GY -10 4
PERFORM ANALYSIS
PRINT MEMBER PROPERTIES ALL
PARAMETER 1
CODE EN 1993-1-1:2005
NA 4
C2 0.42 ALL
C3 1 ALL
CMM 5 ALL
CMN 1 ALL
FU 295000 ALL
PY 275000 ALL
TRACK 2 ALL
CHECK CODE ALL
FINISH
STAAD.Pro Output
STAAD.PRO CODE CHECKING - NF EN 1993-1-1:2005 ******************************************** NATIONAL ANNEX - NF EN 1993-1-1/NA PROGRAM CODE REVISION V1.14 BS_EC3_2005/1 STAAD PLANE -- PAGE NO. 4 ALL UNITS ARE - KN METE (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 1 ST C15X50 (AISC SECTIONS) PASS EC-6.3.2 LTB 0.228 1 0.00 0.00 -20.00 2.00 ======================================================================= MATERIAL DATA Grade of steel = USER Modulus of elasticity = 205 kN/mm2 Design Strength (py) = 275 N/mm2 SECTION PROPERTIES (units - cm) Member Length = 600.00 Gross Area = 94.84 Net Area = 94.84 z-axis y-axis Moment of inertia : 16815.750 457.855 Plastic modulus : 1122.514 133.391 Elastic modulus : 882.716 61.711 Shear Area : 25.688 69.151 Radius of gyration : 13.316 2.197 Effective Length : 600.000 600.000 DESIGN DATA (units - kN,m) EUROCODE NO.3 /2005 Section Class : CLASS 1 Squash Load : 2608.06 Axial force/Squash load : 0.000 GM0 : 1.00 GM1 : 1.00 GM2 : 1.25 z-axis y-axis Slenderness ratio (KL/r) : 45.1 273.1 Compression Capacity : 2170.6 227.2 Tension Capacity : 2014.4 2014.4 Moment Capacity : 308.7 36.7 Reduced Moment Capacity : 308.7 36.7 Shear Capacity : 407.8 1097.9 BUCKLING CALCULATIONS (units - kN,m) Lateral Torsional Buckling Moment MB = 87.6 co-efficients C1 & K : C1 =1.046 K =1.0, Effective Length= 6.000 Lateral Torsional Buckling Curve : Curve d Elastic Critical Moment for LTB, Mcr = 142.2 Compression buckling curves: z-z: Curve c y-y: Curve c Critical Load For Torsional Buckling, NcrT = 4811.4 Critical Load For Torsional-Flexural Buckling, NcrTF = 4544.2 STAAD PLANE -- PAGE NO. 5 CRITICAL LOADS FOR EACH CLAUSE CHECK (units- kN,m): CLAUSE RATIO LOAD FX VY VZ MZ MY EC-6.2.5 0.065 1 0.0 10.0 0.0 -20.0 0.0 EC-6.2.6-(Y) 0.009 1 0.0 10.0 0.0 0.0 0.0 EC-6.3.2 LTB 0.228 1 0.0 10.0 0.0 -20.0 0.0 Torsion has not been considered in the design. _________________________ ************** END OF TABULATED RESULT OF DESIGN **************