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|
Must be specified as AISC N690
Design code to follow. See TR.48.1 Parameter Specifications.
Used for Deflection Check only (i.e., when DFF is specified).
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.
|0.85 for sidesway and calculated for no sidesway||Cm value in local y & z axes|
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.|
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 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).|
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.|
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 184.108.40.206.|
|SFT||1.0||Stress limit coefficient for tension (SLC) as found in Table Q 220.127.116.11.|
Shear stress calculation option
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 18.104.22.168.|
|SMZ||1.0||Stress limit coefficient for major axis bending (SLC) as found in Table Q 22.214.171.124.|
Design for sidesway in the local y axis.
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.|
Type of steel material
Design for tapered member.
240 for main member
300 for "Truss" member
|Slenderness limit under tension|
Design for torsion.
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.|
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.|