V. EC3 Singapore 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 Singaporean 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.
STAAD.Pro Input
The file C:\Users\Public\Public Documents\STAAD.Pro 2023\Samples \Verification Models\09 Steel Design\Europe\EC3 Singapore NA - Tee Section.std is typically installed with the program.
The following design parameters are used:
- The Singaporean NA is specified using NA 7
- 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, and C3 1.0
are specifiedNote: Since these parameters are specified, MU is not specified as it would be ignored in favor of the direct coefficient specifications. Refer to D5.B.10.2 Clause 6.3.2.2 –Elastic critical moment and imperfection factors for LTB checks for additional details.
STAAD PLANE
START JOB INFORMATION
ENGINEER DATE 10-Jul-20
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 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 7
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 - SS EN 1993-1-1:2010 ******************************************** NATIONAL ANNEX - NA to SS 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-6.3.3-662 1.576 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 : 1.10 z-axis y-axis Slenderness ratio (KL/r) : 163.3 245.6 Compression Capacity : 116.5 55.1 Tension Capacity : 565.5 565.5 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-6.3.3-661 1.261 1 0.0 0.3 0.0 -10.0 0.0 EC-6.3.3-662 1.576 1 0.0 0.3 0.0 -10.0 0.0 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 Torsion has not been considered in the design. _________________________ ************** END OF TABULATED RESULT OF DESIGN ************** 44. FINISH STAAD PLANE -- PAGE NO. 6 *********** END OF THE STAAD.Pro RUN *********** **** DATE= MAY 4,2023 TIME= 13:30:13 ****