D13.C.4 Design Parameters
|Parameter Name||Default Value||Description|
Must be specified as RUSSIAN 2011
Design code to follow. See TR.48.1 Parameter Specifications.
Member design parameter:
|BMT||Bimoment for design of eccentrically loaded members per clause 8.4 or members subjected to two bending moments per clause 8.2.|
Location of loading on the beam:
Slenderness limit for tension members:
Ultimate slenderness for compression members. Limits as per SP 16.13330.2011 clause 10.4, Table 32:
where a = alpha calculated as defined in SP 16.13330.2011 Table 32.
"Deflection Length" / Maximum allowable local deflection
|DJ1||Start Jointof member|
|DJ2||End Joint of member|
|DMAX||1,000 in||Maximum allowable section depth|
|DMIN||0||Minimum allowable section depth|
|ENMAIN||1||The number of the steel standard taken from Table 3.1 in EN 1993-1-1: 2005|
|ENSGR||1||The number of the steel grade from Table 3.1 in EN 1993-1-1: 2005. D5.C.6 Design Parameters for values. Also, see Note 1 below.|
|GAMC1||1.0||Specific service condition coefficient for buckling design|
|GAMC2||1.0||Specific service condition coefficient for strength design|
|GAMM||1.0||Specific partial coefficient for steel for European . Refer to D13.C.1 General for details.|
|GMF||1.0||Ratio between design and characteristic load value|
|KY||1.0||Coefficient of effective length in respect to local axis Y (in plane XZ)|
|KZ||1.0||Coefficient of effective length in respect to local axis Z (in plane XY)|
Describes the type of and position of loading on the beam:
|LY||Member Length||Effective length in respect to local axis Y (in plane XZ)|
|LZ||Member Length||Effective length in respect to local axis Z (in plane XY)|
Standard of steel grade (GOST):
|NSF||1.0||Net section factor for tension members or web section area weakening factor for bending members|
Design steel strength (yield strength)
|RATIO||1.0||Permissible ratio of the actual capacities.|
Number of lateral bracing restraints along the span:
Steel grade (STAL): See Note 1 below.
Indication of stress strain state per Cl 4.2.7:
The engineer shall consider the appropriate class of the member, as it is used in multiple checks under Ch.8. for elastic or elastic-plastic calculation for bending members (non-axially compressed or tensioned): Cl 8.2.1, Cl. 8.2.3, Cl. 8.4.1, Cl. 8.4.4, and Cl 8.4.6.
Design steel strength (ultimate strength)
- It is common practice to design only Russian or European shapes to the SNiP codes. For Russian steel sections, the steel design strength value, Ry, of a particular steel grade can be obtained from Table C.5 of SP 16.13330.2011 and is used for the SGR parameter. For European sections, the ENSGR and ENMAIN parameters are used accordingly. The ENSGR parameter is valid only with a corresponding value of the ENMAIN parameter when specifying European steel grades. If steel sections from other countries must be used, the PY parameter is used to specify the steel strength.