AISC 360-05 PDF

Specification for Structural Steel Buildings (ANSI/AISC ) – March 9, Specification for Structural Steel Buildings (ANSI/AISC ). Note: Although the ANSI/AISC version of the code officially replaces the ANSI/AISC code, this latter remains available in the. You want to design steel members according American code ANSI-AISC Is it available in Autodesk Robot Structural Analysis?.

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This section also states when the fabricator and erector should submit their individual certificates of compliance, and it also specifies what should be stated within these certificates of compliance. Values in Table J3.

ANSI/AISC Code check

Unbraced Length for Moment Redistribution new section The contents of this section have been moved from Appendix 1, Section 1. Design by Qualification Testing No changes have been made to this section. The length of channel shear connector, Lc, has been changed to the length of channel anchor, la.

Two new user notes have been added to the Chapter K preamble: Detailing Requirements Added to this section is a provision for the wisc distance from the center of aixc anchor to a free edge in the direction of the shear force, which is 8 in.

Analysis will cover all gravity loads and applied loads that may influence the stability of the structure. Required Strengths The requirements listed in this section additional lateral load, Ni, and the nonsway amplification of beam-column moments have been moved from Section C2. For open cross sections the minimum shear lag factor, U, has been changed from equal to or greater than 0.


Transverse Stiffeners The first limiting condition in Section G3. Applying Parameters Load Cases.

Difference between AISC 9th ed. and 360-05/10

The cross-sectional area of aiisc shear connector, Asc, has been changed to the cross-sectional area of steel headed stud anchor, Asa. Figures are for snug-tightened bolts, rivets, or other mechanical fasteners.

Design for Stability No changes have been made to this section. Unstiffened Elements was Section B4. The chapter organization remains the same except for the aizc of Section K4. Required Strengths Parts of Section C2. Limit States Several additions have been made to this section for completeness of structural integrity requirements for connections.

For steel headed stud anchors welded directly to the steel shape the position effect factor, Rp, has been changed from 1. Equation K was Equation K in the Specificationwhich is used to calculate the total effective weld length for welds on both sides of the transverse plate for rectangular HSS, has been moved to Table K4. The user note from section E6.


Weld Access Holes Beam cope 360-0 have been removed from this section. This factor is taken as 1. The user note has been expanded to include the value of Cb for equal end moments of the same sign and also refers to the commentary for detailed analysis for singly symmetric members. Changing units for design as per AISC code.


In Equation F the variable for flange thickness, t, has been changed to tf. The following table summarizes the new provisions for slip-critical connection strength. Difference between AISC 9th ed. The following condition has been added to this section for compact members: The definition for U and any terms associated with that symbol are also tabulated there.


The design strength and the allowable strength of connections shall be determined in accordance with the provisions of this chapter and the provisions of Section B3. For beams, girders and trusses the supports shall be restrained against rotation unless analysis shows that restraint is not required. 36-05 statement that the available compressive strength need not be less than that of the bare steel member has been added.

Excessive thermal expansion may cause the concrete to spall or crack and may cause excessive stress in the embedment anchors.

Encased Composite Members I2. Tension Fasteners No changes have been made to this section. You should refer to the individual codes for more details.