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).
Results
Result Type | Reference | STAAD.Pro | Difference | Comments |
---|---|---|---|---|
Moment capacity, Mckd (kN·m) | 308.7 | 308.7 | none | |
Critical moment, Mcr (kN·m) | 141.2 | 142.2 | negligible |
STAAD.Pro Input
The file C:\Users\Public\Public Documents\STAAD.Pro 2024\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
andC3 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 **************