V. EC3 Malaysian NA - Tee Section
Calculate the bending capacity of a beam using an Tee section subject to a uniformly distributed load and varying end moments per the Malaysian NA to EC3.
Details
The section is an Indian INST100 with fy = 300 MPa. The member is a 5 m, simply-supported span under a 2 kN/m uniform load. The left support has a -5.0 kN·m moment applied and the right support has a 2.5 kN·m moment applied.
Results
Result Type | Reference | STAAD.Pro | Difference | Comments |
---|---|---|---|---|
Moment capacity, Mckd (kN·m) | 13.7 | 13.7 | none | |
Critical moment, Mcr (kN·m) | 21.5 | 21.5 | none |
STAAD.Pro Input
The file C:\Users\Public\Public Documents\STAAD.Pro 2024\Samples \Verification Models\09 Steel Design\Europe\EC3 Malaysian NA - Tee Section.std is typically installed with the program.
The following design parameters are used:
- The Malaysian NA is specified using
NA 9
- Simply-supported span:
CMN 1.0
- Varying end moments and a uniformly distributed load:
CMM 7
- The values of
C1 1.0
,C2 1.0
, andC3 1.0
are specified
STAAD PLANE
START JOB INFORMATION
ENGINEER DATE 24-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+08
POISSON 0.3
DENSITY 76.8195
ALPHA 1.2e-05
DAMP 0.03
END DEFINE MATERIAL
MEMBER PROPERTY INDIAN
1 TABLE ST ISNT100
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 2 PINNED
LOAD 1 LOADTYPE None TITLE LOAD CASE 1
JOINT LOAD
2 MZ 2.5
1 MZ -5
MEMBER LOAD
1 UNI GY -2
PERFORM ANALYSIS
PRINT MEMBER PROPERTIES ALL
PARAMETER 1
CODE EN 1993-1-1:2005
NA 9
CMM 7 ALL
C1 1 ALL
C2 1 ALL
C3 1 ALL
CMN 1 ALL
PY 300000 ALL
TRACK 2 ALL
CHECK CODE ALL
FINISH
STAAD.Pro 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. 4
ALL UNITS ARE - KN METE (UNLESS OTHERWISE Noted)
MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/
FX MY MZ LOCATION
=======================================================================
* 1 ST ISNT100 (INDIAN SECTIONS)
FAIL EC-6.3.2 LTB 1.064 1
0.00 0.00 -10.03 2.08
=======================================================================
MATERIAL DATA
Grade of steel = USER
Modulus of elasticity = 205 kN/mm2
Design Strength (py) = 300 N/mm2
SECTION PROPERTIES (units - cm)
Member Length = 500.00
Gross Area = 19.20 Net Area = 19.20
z-axis y-axis
Moment of inertia : 180.000 79.600
Plastic modulus : 45.500 26.600
Elastic modulus : 25.210 15.920
Shear Area : 13.333 10.900
Radius of gyration : 3.062 2.036
Effective Length : 500.000 500.000
DESIGN DATA (units - kN,m) EUROCODE NO.3 /2005
Section Class : CLASS 1
Squash Load : 576.00
Axial force/Squash load : 0.000
GM0 : 1.00 GM1 : 1.00 GM2 : 1.20
z-axis y-axis
Slenderness ratio (KL/r) : 163.3 245.6
Compression Capacity : 116.5 55.1
Tension Capacity : 518.4 518.4
Moment Capacity : 13.7 8.0
Reduced Moment Capacity : 13.7 8.0
Shear Capacity : 230.9 188.8
BUCKLING CALCULATIONS (units - kN,m)
Lateral Torsional Buckling Moment MB = 9.4
co-efficients C1 & K : C1 =1.000 K =1.0, Effective Length= 5.000
Lateral Torsional Buckling Curve : Curve d
Elastic Critical Moment for LTB, Mcr = 21.5
Compression buckling curves: z-z: Curve c y-y: Curve c
Critical Load For Torsional Buckling, NcrT = 4275.7
Critical Load For Torsional-Flexural Buckling, NcrTF = 64.4
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 0.735 1 0.0 0.3 0.0 -10.0 0.0
EC-6.2.6-(Y) 0.029 1 0.0 5.5 0.0 2.5 0.0
EC-6.3.2 LTB 1.064 1 0.0 0.3 0.0 -10.0 0.0
Torsion has not been considered in the design.
_________________________
************** END OF TABULATED RESULT OF DESIGN **************