D1.K.1.2 Design Parameters
The program contains a large number of parameter names which are required to perform design and code checks. These parameter names, with their default values, are listed in the following table.
The default parameter values have been selected such that they are frequently used numbers for conventional design. Depending on the particular design requirements for an analysis, some or all of these parameter values may have to be changed to exactly model the physical structure
Parameter Name  Default Value  Description 

CODE   
Must be specified as AISC N690 Design code to follow. See TR.48.1 Parameter Specifications. 
BEAM  1 
Beam parameter

CAN  0 
Used for Deflection Check only (i.e., when DFF is specified).

CB  1.0 
Bending coefficient dependent upon moment gradient, as specified in Chapter F of AISC ASD. 0.0 = CB is calculated itself Any other userdefined value is accepted. 
CMY CMZ 
0.85 for sidesway and calculated for no sidesway  Cm value in local y & z axes 
COMPOSITE  0 
Composite action with connectors (CMP)

CONDIA  0.625 in  Diameter of shear connectors (DIA), in current units. 
CONHEIGHT  2.5 in  Height of shear connectors after welding (HGT), in current units. 
CYCLES  500,000  Cycles of maximum stress to which the shear connector is subject (CYC). 
DFF  None(Mandatory for deflection check)  "Deflection Length" / Maximum allowable local deflection 
DJ1  Start Jointof member  Joint No. denoting starting point for calculation of "Deflection Length" 
DJ2  End Joint of member  Joint No. denoting end point for calculation of "Deflection Length" 
DLR2  0.4  Ratio of moment due to dead load applied after the concrete hardens to the total moment (DR2). 
DLRATIO  0.4  Ratio of moment due to dead load applied before the concrete hardens to the total moment (DR1). 
DMAX  45 inch  Maximum allowable depth 
DMIN  0.0 inch  Minimum allowable depth 
EFFWIDTH  1/4 Member Length  Effective width of concrete slab (WID). 
FYLD  36 KSI  Yield strength of steel in current units. 
FPC  3 KSI  Compressive strength of concrete at 28 days, in current units. 
FSS  1 
Full section shear for welding.

FU  60 KSI  Ultimate tensile strength of steel, in current units. 
FYLD  46 KSI  Yield strength of steel, in current units. 
KX  1.0  Effective length factor for flexural torsional buckling. 
KY  1.0  Effective Length Factor for Compression in local yaxis. Usually, this is minor axis. 
KZ  1.0  Effective Length Factor for Compression in local zaxis. Usually, this is major axis. 
LX  Member Length  Length for flexural torsional buckling. 
LY  Member Length  Length to calculate slenderness ratio (KL/r) for buckling about local Y axis. 
LZ  Member Length  Same as above except in zaxis (major). 
MAIN  0.0 
Design for slenderness:

NSF  1.0  Net section Factor for tension members 
OVR  1.0  Factor by which all allowable stresses/capacities should be multiplied. Default of 1.0 indicates that no overstressing is allowed. 
PLTHICK  0  Thickness of the cover plate welded to the bottom flange of the composite beam (PLT), in current units. 
PLTWIDTH  0  Width of the cover plate welded to the bottom flange of the composite beam (PLT), in current units. 
PROFILE  None 
Used to search for the lightest section for the profile(s) specified for member selection. See TR.48.1 Parameter Specifications for details. 
RATIO  1.0  Permissible ratio of the actual to allowable stresses. 
RIBHEIGHT  0  Height of ribs of form steel deck (RBH), in current units. 
RIBWIDTH  0  Width of ribs of form steel deck (RBW), in current units. 
SFC  1.0  Stress limit coefficient for compression (SLC) as found in Table Q 1.5.7.1. 
SFT  1.0  Stress limit coefficient for tension (SLC) as found in Table Q 1.5.7.1. 
SHE  0 
Shear stress calculation option

SHORING  0 
Temporary shoring during construction

SLABTHICK  4 in  Thickness of concrete slab or thickness of concrete slab above the form steel deck (THK), in current units. 
SMY  1.0  Stress limit coefficient for minor axis bending (SLC) as found in Table Q 1.5.7.1. 
SMZ  1.0  Stress limit coefficient for major axis bending (SLC) as found in Table Q 1.5.7.1. 
SSY  0 
Design for sidesway in the local y axis.

SSZ  0 
Design for sidesway in the local z axis.

STIFF  Member length or depth whichever is greater  Spacing of stiffeners for plate girder design, in current units. 
STYPE  0.0 
Type of steel material

TAPER  1 
Design for tapered member.

TMAIN 
240 for main member 300 for "Truss" member 
Slenderness limit under tension 
TORSION  0 
Design for torsion.

TRACK  0.0 
Controls the levels of detail to which results are reported.

UNB  Member Length  Unsupported length of the bottom* flange for calculating allowable bending compressive stress. Will be used only if flexural compression on the bottom flange. 
UNT  Member Length  Unsupported length of the top* flange for calculating allowable bending compressive stress. Will be used only if flexural compression on the top flange. 
WELD  1 
Design for weld.

WMAX  1 in  Maximum weld thickness, in current units. 
WMIN  0.625 in  Minimum weld thickness, in current units. 
WSTR  0.4·Fyld  Allowable welding stress, in current units. 