D3.B.10 Tabulated Results of Steel Design
For code checking or member selection, the program produces the results in a tabulated fashion. The items in the output table are explained as follows:
- MEMBER
- refers to the member number for which the design is performed.
- TABLE
- refers to steel section name, which has been checked against the steel code or has been selected.
- RESULTS
- prints whether the member has PASSED or FAILED. If the RESULT is FAIL, there will be an asterisk (*) mark on front of the member.
- CRITICAL COND
- refers to the section of the BS5950 code which governs the design.
- RATIO
- prints the ratio of the actual stresses to allowable stresses for the critical condition. Normally a value of 1.0 or less will mean the member has passed.
- LOADING
- provides the load case number, which governed the design
- FX, MY, and MZ
- provide the axial force, moment in local Y-axis and the moment in local z-axis respectively. Although STAAD does consider all the member forces and moments (except torsion) to perform design, only FX, MY and MZ are printed since they are the ones which are of interest, in most cases.
- LOCATION
- specifies the actual distance from the start of the member to the section where design forces govern.
- TRACK
- If the parameter TRACK is set to 1.0, the program will block out part of the table and will print the allowable bending capacities in compression (MCY & MCZ) and reduced moment capacities (MRY & MRZ), allowable axial capacity in compression (PC) and tension (PT) and shear capacity (PV). TRACK 2.0 will produce the design results as shown in section 2B.9.
An example of each TRACK setting follows:
D3.B.10.1 Example output for TRACK 0.0
MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 1 ST UC305X305X118 PASS BS-4.3.6 0.769 3 179.66 C 0.00 334.46 0.00
D3.B.10.2 Example output for TRACK 1.0
MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 1 ST UC305X305X118 PASS BS-4.3.6 0.769 3 179.66 C 0.00 334.46 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 1 UNIT - kN,m SECTION CLASS 1 | |MCZ= 519.4 MCY= 234.3 PC= 2455.9 PT= 0.0 MB= 435.0 PV= 600.1| | BUCKLING CO-EFFICIENTS mLT = 1.00, mx = 1.00, my = 1.00, myx = 1.00 | | PZ= 3975.00 FX/PZ = 0.05 MRZ= 516.9 MRY= 234.3 | |---------------------------------------------------------------------|
D3.B.10.3 Example output for TRACK 2.0
MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 1 ST UC305X305X118 PASS BS-4.3.6 0.769 3 179.66 C 0.00 334.46 0.00 ======================================================================= MATERIAL DATA Grade of steel = S 275 Modulus of elasticity = 210 kN/mm2 Design Strength (py) = 265 N/mm2 SECTION PROPERTIES (units - cm) Member Length = 600.00 Gross Area = 150.00 Net Area = 127.50 Eff. Area = 150.00 z-z axis y-y axis Moment of inertia : 27700.004 9060.001 Plastic modulus : 1960.000 895.000 Elastic modulus : 1761.526 589.460 Effective modulus : 1960.000 895.000 Shear Area : 103.471 37.740 DESIGN DATA (units - kN,m) BS5950-1/2000 Section Class : PLASTIC Squash Load : 3975.00 Axial force/Squash load : 0.045 z-z axis y-y axis Compression Capacity : 3551.7 2455.9 Moment Capacity : 519.4 234.3 Reduced Moment Capacity : 516.9 234.3 Shear Capacity : 1645.2 600.1 BUCKLING CALCULATIONS (units - kN,m) (axis nomenclature as per design code) x-x axis y-y axis Slenderness : 44.153 77.203 Radius of gyration (cm) : 13.589 7.772 Effective Length : 6.000 6.000 LTB Moment Capacity (kNm) and LTB Length (m): 435.00, 6.000 LTB Coefficients & Associated Moments (kNm): mLT = 1.00 : mx = 1.00 : my = 1.00 : myx = 1.00 Mlt = 334.46 : Mx = 334.46 : 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) 0.143 3 - 85.6 - - - BS-4.3.6 0.769 3 - 85.6 - 334.5 - BS-4.7 (C) 0.098 1 239.7 - - - - BS-4.8.3.2 0.647 3 179.7 85.6 0.0 334.5 0.0 BS-4.8.3.3.1 0.842 3 179.7 - - 334.5 0.0 BS-4.8.3.3.2 0.842 3 179.7 - - 334.5 0.0 ANNEX I.1 0.714 3 179.7 - - 334.5 0.0 Torsion and deflections have not been considered in the design.