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.
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 Omega1 for local Y axis. 2.0 = Calculate Omega1 for local Y axis. Used in Cl.13.8.4 of code 
CMZ  1.0 
1.0 = Do not calculate Omega1 for local Z axis. 2.0 = Calculate Omega1 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 Yaxis. Used to calculate slenderness ratio. 
KZ  1.0  K value for general column flexural buckling about the local Zaxis. 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 Yaxis. Used to calculate slenderness ratio. 
LZ  Member Length  Length for general column flexural buckling about the local Zaxis. 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 

SSZ  0 

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. 