V. EC3 Singapore NA - Varying End Mom CMM8
Calculate the bending capacity of a beam using an I section subject to a concentrated load and varying end moments per the Singaporean NA to EC3.
Details
The section is a HD320X127, Grade S275 steel. The member is a 5 m, simply-supported span subject to a 10 kN/m uniform load. The left support has a -10.0 kN·m moment applied and the right support has a 8.0 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 - Varying End Mom CMM8.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
- Concentrated load with varying end moments: CMM 8
- The value of C2 0.17 is specified
STAAD PLANE
START JOB INFORMATION
ENGINEER DATE 03-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 EUROPEAN
1 TABLE ST HD320X127
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 2 PINNED
*2 FIXED BUT FX FZ MZ
LOAD 1 LOADTYPE Dead TITLE DL
MEMBER LOAD
1 CON GY -4
JOINT LOAD
2 MZ 8
1 MZ -10
PERFORM ANALYSIS
PARAMETER 1
CODE EN 1993-1-1:2005
NA 7
CMM 8 ALL
C1 1.184 ALL
C2 0.17 ALL
C3 1 ALL
CMN 1 ALL
PY 275000 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. 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-6.3.3-662 0.025 1 0.00 0.00 -14.00 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 : 1.10 z-axis y-axis Slenderness ratio (KL/r) : 36.2 66.1 Compression Capacity : 4078.2 3045.5 Tension Capacity : 4435.8 4435.8 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 = 564.6 co-efficients C1 & K : C1 =1.184 K =1.0, Effective Length= 5.000 Lateral Torsional Buckling Curve : Curve b Elastic Critical Moment for LTB, Mcr = 1676.5 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-6.3.3-661 0.023 1 0.0 1.6 0.0 -14.0 0.0 EC-6.3.3-662 0.025 1 0.0 1.6 0.0 -14.0 0.0 EC-6.2.5 0.024 1 0.0 1.6 0.0 -14.0 0.0 EC-6.2.6-(Y) 0.003 1 0.0 -2.4 0.0 -13.0 0.0 Torsion has not been considered in the design. _________________________ ************** END OF TABULATED RESULT OF DESIGN **************