Must be specified as RUSSIAN 1990

Design code to follow. See TR.48.1 Parameter Specifications.

Member design parameter:

• BEAM = 0, Design members for forces at their ends or at the sections defined by SECTION command;

• BEAM = 1, Calculate the major axis moment Mz at 13 points along the beam and design beam at the location of maximum Mz;

• BEAM = 2, Same as BEAM=1, but additional checks are carried out at beam ends and at critical inter mediate section;

• BEAM = 3, Calculate forces at 13 points and perform design checks at all locations including the ends

Place of loading on beam:

• CB = 1, for loading on top flange;

• CB = 2, for loading on bottom flange

Slenderness limit value for tension members:

• СMM = 0, if slenderness is suppressed;

• СMM = 2, if ultimate slenderness value is "150";

• СMM = 2, if ultimate slenderness value is "200";

• СMM = 3, if ultimate slenderness value is "250";

• СMM = 4, if ultimate slenderness value is "300";

• СMM = 5, if ultimate slenderness value is "350";

• СMM = 6, if ultimate slenderness value is "400

Set slenderness limit value not equal to "0" for design with evaluation of buckling effect

Slenderness limit value for compression members:

• CMN = 0, if slenderness is suppressed
• CMN = 1, if slenderness limit value is 180-60a
• CMN = 2, if slenderness limit value is 120
• CMN = 3, if slenderness limit value is 210-60a
• CMN = 4, if slenderness limit value is 220-40a
• CMN = 5, if slenderness limit value is 220
• CMN = 6, if slenderness limit value is 180-60a
• CMN = 7, if slenderness limit value is 210-60a
• CMN = 8, if slenderness limit value is 200
• CMN = 9, if slenderness limit value is 150

Set slenderness limit value not equal to "0" for design with evaluation of buckling effect

Allowable limit of relative local deflection (Member length/Deflection Ratio):

Default value 0 is valid if design is applied without deflection limitation.

Set for deflection check only

DMAX

[m]

DMIN

[m]

Type and position of loading on beam:

• LEG = 1, for loading concentrated in the middle span;

• LEG = 2, for loading concentrated in the quarter of the span;

• LEG = 3, for loading concentrated at the end of bracket;

• LEG = 4, for loading uniformly distributed on beam;

• LEG = 5, for loading uniformly distributed on bracket

LY

[m]

Effective length in respect to local axis Y (in plane XZ)

Default is selected member's length

LZ

[m]

Effective length in respect to local axis Z (in plane XY)

Default is selected member's length

Standard of steel grade (GOST):

• MAIN = 1, if Standard of steel grade is GOST27772-88;

• MAIN = 2, if Standard of steel grade is GOST10705-80;

• MAIN = 3, if Standard of steel grade is GOST10706-76;

• MAIN = 4, if Standard of steel grade is GOST8731-87;

• MAIN = 5, if Standard of steel grade is TY14-3-567-76

PY

[MPa]

Design steel strength (yield strength):

If parameters MAIN according to Standard of steel grade (GOST) and by SGR according to Steel grade (STAL) are not defined

Number of lateral bracing restraints along the span:

• SBLT = 0, if beam not fixed;

• SBLT = 1, one restraint in the middle of the span;

• SBLT = 2, 3, etc. number of uniformly spaced lateral supports along the span

Steel grade (STAL). Refer to Table 12B.4 below.

Indication of elastic or elastic-plastic calculation:

• TB = 0, for elastic calculation

• TB = 1, for elastic-plastic calculation

Set for members under bending or non-axial compression/tension only.

Output parameter:

• TRACK = 0, for suppressed output information;

• TRACK = 1, for extended output information;

• TRACK = 2, for advanced output information

UNL

[MPa]

Design steel strength (ultimate strength):

If parameters MAIN according to Standard of steel grade (GOST) and by SGR according to Steel grade (STAL) are not defined

2

3

GOST 10705-80*

GOST 10706-76*

2

3

GOST 10705-80*

GOST 10706-76*