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

Table 1. Design Parameters for ANSI/AISC N690-1994
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 0. Perform design at ends and those locations in the SECTION command. 1. Perform design at ends and at 1/12th section locations along the member length.
CAN	0	Used for Deflection Check only (i.e., when `DFF` is specified). 0. Deflection check based on the principle that maximum deflection occurs within the span between `DJ1` and `DJ2`. 1. Deflection check based on the principle that maximum deflection is of the cantilever type
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 user-defined 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) 0. No composite action 1. Composite action 2. Ignore positive moments during design
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. 0. False 1. True
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 y-axis. Usually, this is minor axis.
KZ	1.0	Effective Length Factor for Compression in local z-axis. 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 z-axis (major).
MAIN	0.0	Design for slenderness: 0. check for slenderness 1. suppress slenderness check
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 0. Computes the actual shear stress using VQ/It 1. Computes the actual shear stress using V(Ay or Az)
SHORING	0	Temporary shoring during construction 0. Without shoring 1. With shoring
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. 0. Sidesway 1. No sidesway
SSZ	0	Design for sidesway in the local z axis. 0. Sidesway 1. No sidesway
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 0. Normal Steel 1. Austenitic Stainless Steel
TAPER	1	Design for tapered member. 0. Design for tapered I-section based on rules in Chapter F and Appendix B. 1. Design for tapered section based on Appendix F.
TMAIN	240 for main member 300 for "Truss" member	Slenderness limit under tension
TORSION	0	Design for torsion. 0. Do not design for torsion. 1. Design for torsion.
TRACK	0.0	Controls the levels of detail to which results are reported. 0. Minimum detail 1. Intermediate detail level 2. Maximum detail
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. 0. Closed sections. 1. Open sections.
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.

D1.K.1.2.1 Notes

All values are entered in the current units
parameters DMAX and DMIN are only used with the MEMBER SELECTION command