V. BS5950 2000 - Beam from UC Restrained at Loading
Design of a simply-supported, 9m beam, which is laterally restrained at the ends and at the points of load application only.
Reference
Steelwork Design Guide to BS 5950-1:2000, Volume 2, Worked Examples, SCI publication P326, Example 5, The Steel Construction Institute.
Problem
The beam is a universal column from S355 steel.
Loads:
- Selfweight ws' = 3.4 kN/m
- Point Load W1' = 122 kN
- Point Load W2' = 61 kN
Comparison
| Result Type | Theory | STAAD.Pro | Difference |
|---|---|---|---|
| Shear capacity, Pv (kN) | 465 | 465.5 | none |
| Moment capacity, Mcx (kN-m) | 350 | 350.5 | none |
| Lateral-torsional buckling moment, Mb (kN-m) | 333 | 332.17 | none |
STAAD Input
- SGR 1 ALL
- Specifies the use of Grade S355 steel
- TRACK 2 ALL
- Maximum detail output
- MLT _MAIN J1 U2 U3 J4
- Specifies that mLT is to be calculated with the end joints fully restrained and the intermediate joints restraining the upper flange
The file C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\ Verification Models\09 Steel Design\UK\BS5950 2000 - Beam from UC Restrained at Loading.STD is typically installed with the program.
STAAD SPACE
START JOB INFORMATION
JOB NAME Example no. 5
JOB CLIENT The Steel Construction Institute
JOB COMMENT Simply supported beam with lateral restraint
JOB COMMENT at load application points using a class 3
JOB COMMENT UC.
ENGINEER DATE Jun-2003
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 3 0 0; 3 6 0 0; 4 9 0 0;
MEMBER INCIDENCES
1 1 2; 2 2 3; 3 3 4;
*************************************
START GROUP DEFINITION
MEMBER
_MAIN 1 TO 3
END GROUP DEFINITION
*************************************
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 BRITISH
1 TO 3 TABLE ST UC254X254X73
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 4 FIXED BUT MZ
*************************************
LOAD 100 FACTORED
JOINT LOAD
2 FY -122
3 FY -61
MEMBER LOAD
1 TO 3 UNI GY -3.4
PERFORM ANALYSIS PRINT STATICS CHECK
***************************************
PARAMETER 1
CODE BS5950
SGR 1 ALL
TRACK 2 ALL
MLT _MAIN J1 U2 U3 J4
CHECK CODE ALL
FINISH
STAAD Output
STAAD.Pro CODE CHECKING - (BSI ) *********************** PROGRAM CODE REVISION V2.13_5950-1_2000 STAAD SPACE -- PAGE NO. 5 ALL UNITS ARE - KN METE (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 1 ST UC254X254X73 PASS BS-4.3.6 0.958 100 0.00 0.00 335.60 0.00 ======================================================================= MATERIAL DATA Grade of steel = S 355 Modulus of elasticity = 205 kN/mm2 Design Strength (py) = 355 N/mm2 SECTION PROPERTIES (units - cm) Member Length = 300.00 Gross Area = 93.10 Net Area = 93.10 Eff. Area = 93.10 z-z axis y-y axis Moment of inertia : 11400.002 3910.000 Plastic modulus : 992.000 465.000 Elastic modulus : 897.285 307.148 Effective modulus : 986.822 456.370 Shear Area : 65.076 21.853 DESIGN DATA (units - kN,m) BS5950-1/2000 Section Class : SEMI-COMPACT z-z axis y-y axis Moment Capacity : 350.3 162.0 Reduced Moment Capacity : 350.3 162.0 Shear Capacity : 1386.1 465.5 BUCKLING CALCULATIONS (units - kN,m) (axis nomenclature as per design code) LTB Moment Capacity (kNm) and LTB Length (m): 332.21, 3.000 LTB Coefficients & Associated Moments (kNm): mLT = 0.61 : mx = 0.00 : my = 0.00 : myx = 0.00 Mlt = 335.60 : Mx = 0.00 : My = 0.00 : My = 0.00 CRITICAL LOADS FOR EACH CLAUSE CHECK (units- kN,m): CLAUSE RATIO LOAD FX VY VZ MZ MY BS-4.2.3-(Y) 0.251 100 - 117.0 - - - BS-4.3.6 0.958 100 - 117.0 - 335.6 - Torsion and deflections have not been considered in the design. _________________________ STAAD SPACE -- PAGE NO. 6 ALL UNITS ARE - KN METE (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 2 ST UC254X254X73 PASS BS-4.3.6 0.958 100 0.00 0.00 335.60 0.00 ======================================================================= MATERIAL DATA Grade of steel = S 355 Modulus of elasticity = 205 kN/mm2 Design Strength (py) = 355 N/mm2 SECTION PROPERTIES (units - cm) Member Length = 300.00 Gross Area = 93.10 Net Area = 93.10 Eff. Area = 93.10 z-z axis y-y axis Moment of inertia : 11400.002 3910.000 Plastic modulus : 992.000 465.000 Elastic modulus : 897.285 307.148 Effective modulus : 986.822 456.370 Shear Area : 65.076 21.853 DESIGN DATA (units - kN,m) BS5950-1/2000 Section Class : SEMI-COMPACT z-z axis y-y axis Moment Capacity : 350.3 162.0 Reduced Moment Capacity : 350.3 162.0 Shear Capacity : 1386.1 465.5 BUCKLING CALCULATIONS (units - kN,m) (axis nomenclature as per design code) LTB Moment Capacity (kNm) and LTB Length (m): 332.21, 3.000 LTB Coefficients & Associated Moments (kNm): mLT = 0.94 : mx = 0.00 : my = 0.00 : myx = 0.00 Mlt = 335.60 : Mx = 0.00 : My = 0.00 : My = 0.00 CRITICAL LOADS FOR EACH CLAUSE CHECK (units- kN,m): CLAUSE RATIO LOAD FX VY VZ MZ MY BS-4.2.3-(Y) 0.055 100 - 25.4 - - - BS-4.3.6 0.958 100 - 15.2 - 335.6 - Torsion and deflections have not been considered in the design. _________________________ STAAD SPACE -- PAGE NO. 7 ALL UNITS ARE - KN METE (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 3 ST UC254X254X73 PASS BS-4.3.6 0.784 100 0.00 0.00 274.60 0.00 ======================================================================= MATERIAL DATA Grade of steel = S 355 Modulus of elasticity = 205 kN/mm2 Design Strength (py) = 355 N/mm2 SECTION PROPERTIES (units - cm) Member Length = 300.00 Gross Area = 93.10 Net Area = 93.10 Eff. Area = 93.10 z-z axis y-y axis Moment of inertia : 11400.002 3910.000 Plastic modulus : 992.000 465.000 Elastic modulus : 897.285 307.148 Effective modulus : 986.822 456.370 Shear Area : 65.076 21.853 DESIGN DATA (units - kN,m) BS5950-1/2000 Section Class : SEMI-COMPACT z-z axis y-y axis Moment Capacity : 350.3 162.0 Reduced Moment Capacity : 350.3 162.0 Shear Capacity : 1386.1 465.5 BUCKLING CALCULATIONS (units - kN,m) (axis nomenclature as per design code) LTB Moment Capacity (kNm) and LTB Length (m): 332.21, 3.000 LTB Coefficients & Associated Moments (kNm): mLT = 0.61 : mx = 0.00 : my = 0.00 : myx = 0.00 Mlt = 274.60 : Mx = 0.00 : My = 0.00 : My = 0.00 CRITICAL LOADS FOR EACH CLAUSE CHECK (units- kN,m): CLAUSE RATIO LOAD FX VY VZ MZ MY BS-4.2.3-(Y) 0.208 100 - 96.6 - - - BS-4.3.6 0.784 100 - 86.4 - 274.6 - Torsion and deflections have not been considered in the design. _________________________