D10.A.4 Design Parameters
The program contains a number of parameters which are needed to perform design by the Mexican code. Default parameter values have been selected such that they are frequently used numbers for conventional design requirements. These values may be changed to suit the particular design being performed. Table 3.1 is a complete list of the available parameters and their default values.
The manual describes the commands required to provide these parameters in the input file. For example, the values of SFACE and EFACE (parameters that are used in shear design), the distances of the face of supports from the end nodes of a beam, are assigned values of zero by default but may be changed depending on the actual situation. Similarly, beams and columns are designed for moments directly obtained from the analyses without any magnification. The factors MMY and MMZ may be used for magnification of column moments. For beams, the user may generate load cases which contain loads magnified by the appropriate load factors.
|Parameter Name||Default Value||Parameters|
Must be specified as MEXICAN.
Design code to follow. See TR.53.2 Concrete Design-Parameter Specification.
Bar type to use:
Concrete class according to 1.4.1d) to define Modulus of Elasticity
Cold formed Bar classification to define development multipliers according to table 3.1 NTC
|CLB||3 cm||Clear cover for bottom reinforcement|
|CLS||3 cm||Clear cover for side reinforcement|
|CLT||3 cm||Clear cover for top reinforcement|
|DAG||2 cm||Maximum diameter of aggregate, in current units.|
Beam Loads and reactions in direct compression Cl-2.1.5.a.I 2nd paragraph
|DEPTH||YD||Depth of concrete member, in current units. This value defaults to YD as provided under MEMBER PROPERTIES.|
Ductile frames in accordance with Section 5 of the code. Some design conditions are considered (not including, for the time being, geometric or confinement ones)
|EFACE||0||Face to support location of end of beam. If specified, for shear force at start is computed at a distance of EFACE+d from the start joint of the member. Positive number.|
Exposition to soil or weather to define cover and min Steel reinforcement
|FC||200 Kg/cm2||Compressive Strength of Concrete|
|FYMAIN||4,200 Kg/cm2||Yield Stress for main reinforcing steel|
|FYSEC||4,200 Kg/cm2||Yield Stress for secondary (stirrup) reinforcing steel|
|LSS||0||Part of the longitudinal steel considered to reduce shear. 0 (zero) is conservative. Value between 1 and 0.|
Light Concrete to define development multipliers according to table 3.1 NTC
|MAXMAIN||12||Maximum main reinforcement bar size (Number 2 -18)|
|MINMAIN||2.5||Minimum main reinforcement bar size (Number 2 -18)|
|MINSEC||2.5||Minimum secondary reinforcement bar size (Number 2 -18)|
|MMY||1.0||Moment magnification factor for columns, about My.|
|MMZ||1.0||Moment magnification factor for columns, about Mz.|
|MOE||198,000 Kg/cm2||Concrete modulus of elasticiy.|
|NSECTION||12||Number of equally-spaced sections to be considered in finding critical moments for beam design|
|PHI||90 degrees||Stirrups angle with the axis of the element|
|PSS||TRUE||Slab beared perimeter. To calculate min steel required according to 2.1.2|
|REINF||0||Tied Column. A value of 1 will mean spiral.|
|SFACE||0||Face to support location of start of beam. If specified, for shear force at start is computed at a distance of SFACE+d from the start joint of the member. Positive number|
Beam needed for torsional equilibrium Cl.2.1.6a) 2nd paragraph
|WIDTH||ZD||Width of concrete member, in current units. This value defaults to ZD as provided under MEMBER PROPERTIES|
* These values must be provided in the current unit system being used.