D4.B.7 Design Parameters

The design parameters outlined in Table 3B.1 may be used to control the design procedure. These parameters communicate design decisions from the engineer to the program and thus allow the engineer to control the design process to suit an application's specific needs.

The default parameter values have been selected such that they are frequently used numbers for conventional design. Depending on the particular design requirements, some or all of these parameter values may be changed to exactly model the physical structure.

Note: Once a parameter is specified, its value stays at that specified number until it is specified again. This is the way STAAD.Pro works for all codes.

Table 1. Canadian Steel Design CSA-S16-01 Parameters
Parameter Name	Default Value	Description
CODE	-	Must be specified as `CANADIAN 2001`. Design code to follow. See TR.48.1 Parameter Specifications.
BEAM	1.0	0.0 = design only for end moments and those at locations specified by SECTION command. 1.0 = Perform design for moments at twelfth points along the beam.
CB	1.0	Greater than 0.0 and less than 2.5 : Value of Omega_2 (Cl.13.6) to be used for calculation. Equal to 0.0 : Calculate Omega_2
CMY	1.0	1.0 = Do not calculate Omega-1 for local Y axis. 2.0 = Calculate Omega-1 for local Y axis. Used in Cl.13.8.4 of code
CMZ	1.0	1.0 = Do not calculate Omega-1 for local Z axis. 2.0 = Calculate Omega-1 for local Z axis. Used in Cl.13.8.4 of code
DFF	None(Mandatory for deflection check)	"Deflection Length"/Maxm. Allowable local deflection. See TR.40 Load Envelope for deflection checks using serviceability load envelopes.
DJ1	Start Joint of member	Joint No. denoting start point for calculation of deflection length
DJ2	End Joint of member	Joint No. denoting end point for calculation of deflection length
DMAX	45.0 in.	Maximum allowable depth (Applicable for member selection)
DMIN	0.0 in.	Minimum required depth (Applicable for member selection)
FU	345.0 MPa	Ultimate strength of steel.
FYLD	300.0 MPa	Yield strength of steel.
KT	1.0	K value for flexural torsional buckling.
KY	1.0	K value for general column flexural buckling about the local Y-axis. Used to calculate slenderness ratio.
KZ	1.0	K value for general column flexural buckling about the local Z-axis. Used to calculate slenderness ratio.
LT	Member Length	Length for flexural torsional buckling.
LY	Member Length	Length for general column flexural buckling about the local Y-axis. Used to calculate slenderness ratio.
LZ	Member Length	Length for general column flexural buckling about the local Z-axis. Used to calculate slenderness ratio.
MAIN	0.0	0.0 = Check slenderness ratio against the limits. 1.0= Suppress the slenderness ratio check. 2.0 = Check slenderness ratio only for column buckling, not for web (See Section 3B.6, Shear)
NSF	1.0	Net section factor for tension members.
RATIO	1.0	Permissible ratio of actual load effect to the design strength.
SHEAR	1	Shear stress calculation option. 0) = compute the actual shear stress using VQ/Ib 1) = compute the actual shear stress using V/(Ay or Az)
SSY	0	0 = Sway or Unbraced along local Y axis 1 = Braced along local Y axis This parameter is required to choose the proper value of U_1y which is used to determine the cross-sectional strength, overall member strength and lateral torsional buckling strength.
SSZ	0	0 = Sway or Unbraced along local Z axis 1 = Braced along local Z axis This parameter is required to choose the proper value of U_1z which is used to determine the cross-sectional strength, overall member strength and lateral torsional buckling strength.
TRACK	0.0	0.0 = Report only minimum design results. 1.0 = Report design strengths also. 2.0 = Provide full details of design.
UNB	Member Length	Unsupported length in bending compression of the bottom flange for calculating moment resistance.
UNT	Member Length	Unsupported length in bending compression of the top flange for calculating moment resistance.