Section J3.3 of the AISC 360-10 specification gives a minimum spacing of 2 2/3*d. We will check the worst case between the member and the connector. When we do these checks we do them for both the member and the connector. Thus, this check will be given for each bolted element in a connection. These are checked for each element that is bolted in the program.
Aisc 14th edition table 4 6 code#
In these checks the program will check bolt spacing and edge distances against code prescribed minimums and maximums. The AISC manual gives no guidelines on criteria, and these connections are typically considered to be sufficiently ductile regardless of configuration. No rotational ductility checks are done for single angle connections. Note, M max is taken as the unfactored capacity for the t max check.įor reference see AISC 14th Edition Manual, Pages 9-14 and 10-104. T max-plate uses AISC 14th edition eqn (9-4) to calculate M n = M max.This is then converted into a maximum allowed thickness per AISC 14th Edition, Eqn 10-3. Then the maximum moment is then calculated using the minimum shear capacity based on the bolt shear and bolt bearing capacities.The C' coefficient is defined in the AISC 14th Edition, Eqn 7-21: T max-bolts also uses the Instantaneous Center of Rotation method to calculate the bolt eccentricity coefficient, C'.This is equivalent to calculating M n per AISC 14th edition equation (J2-7) which is very complex. T max-weld uses the Instantaneous Center of Rotation method to calculate M n = M max.If a plate is too thick then its flexural yield capacity can be greater than the other capacities listed above, resulting in a non-ductile failure due to flexure.Įach of the three conditions above checks the maximum thickness based on AISC 360-10 (14th edition) eqn (10-3): The plate's flexural yield capacity is a direct function of its thickness. The plate must yield in flexure prior to rupturing in flexure.The plate must yield in flexure prior to any bolt failure (including bolt bearing) due to flexure.The plate must yield in flexure prior to any weld failure due to flexure.In order to ensure adequate rotational ductility in a shear tab shear connection the following three conditions must be satisfied:
See AISC 14th Edition Manual, -49 Shear Tab (Single-Plate) Connection End-Plate Shear ConnectionĪ warning is given if plate thickness exceeds 5/8". The following checks are performed: Double Angle Shear ConnectionĪ warning is given if angle thickness exceeds 5/8". Rotational ductility ensures that a shear connection will allow the necessary rotation to act as a "pinned" connection without a brittle failure. These checks are only done when enabled through the Global Parameters dialog. RISAConnection provides checks for rotational ductility for shear connections, as prescribed in the AISC 14th Edition Manual. Single Angle Shear ConnectionĪ warning is given if angle length does not exceed 1/2 of the T dimension of the supported beam. Shear Tab (Single-Plate) ConnectionĪ warning is given if plate length does not exceed 1/2 of the T dimension of the supported beam. End-Plate Shear ConnectionĪ warning is given if plate length does not exceed 1/2 of the T dimension of the supported beam. The following checks are performed: Double Angle Shear ConnectionĪ warning is given if angle length does not exceed 1/2 of the T dimension of the supported beam. RISAConnection provides checks for erection stability, as prescribed in the AISC 14th Edition Manual. This section focuses on checks concerned with stability, ductility and geometry restrictions. Stability and Geometry Checks Stability and Geometry Checks
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