AISC Design Guide 16 pdf free download

AISC Design Guide 16 pdf free download.Flush and Extended Multiple-Row Moment End-Plate Connections.
The following editorial corrections have been made in the First Printing, 2002. To facilitate the incorporation of these corrections, this booklet has been constructed using copies of the revised pages, with corrections noted. The user may find it convenient in some cases to hand-write a correction; in others, a cut-and-paste approach may be more efficient.2.5.2 Design Procedure 2; Thin End-Plate and Larger Diameter Bolts: The following procedure results in a design with a rela- tively thin end-plate and larger diameter bolts. The design is governed by either the yielding of the end-plate or bolt rupture when prying action is included, requiring “thin” plate behavior. The “summary tables” refer to Tables 3-2 through 3-5 for the flush end-plate connections and Ta- bles 4-2 through 4-6 for the extended end-plate connec- tions. The design steps are: 1.) Determine the required plate thickness,2.) Select a trial bolt diameter, and calculate the maximum prying force.Note that for flush connections Also, the last term in the numerator of Equation 2-14 represents the contribution of bolt shank bending in Figure 2- 1). For extended connections, also calculate based on the outer bolts as follows:If the radical in either expression for (Equations 2-11 and 2-15) is negative, combined flexural and shear yielding of the end-plate is the controlling limit state and the end-plate is not adequate for the speci- fied moment.As expected, Design Procedure 1 results in a thicker end-plate and smaller diameter bolts than Design Procedure 2. Either design is acceptable. Note: A check of the design strength of the two designs using the procedure outlined in Appendix B yields the fol- lowing: Design Procedure 1: ? M n = 1987 k-in. (Thick plate behavior controlled by bolt rupture – no prying ac- tion) Design Procedure 2: ? M n = 2108 k-in. (Thin plate behavior controlled by end-plate yielding)4.2.2 Four-Bolt Extended Stiffened Moment End- Plate Connection (Table 4-3) In this four-bolt stiffened example, the required factored moment of 1,750 k-in. and connection geometry of the four-bolt extended unstiffened connection of Example 4.2.1 is used so that the required end-plate thickness and bolt diameter can be compared. As before, the end-plate material is A572 Gr 50, the bolts are snug-tightened A325, and the connection is used in rigid frame construc- tion as assumed in the frame analysis. Both LRFD design procedures are illustrated.As expected, Design Procedure 1 results in a thicker end-plate and smaller diameter bolts than Design Procedure 2. Either design is acceptable. Note: A check of the design strength of the two designs using the procedure outlined in Appendix B yields the fol- lowing: Design Procedure 1: ? M n = 5460 k-in. (Thick plate behavior controlled by bolt rupture – no prying ac- tion) Design Procedure 2: ? M n = 5415 k-in. (Thin plate behavior controlled by end-plate yielding) 4.2.5 Multiple Row Extended Stiffened 1/3 Moment End-Plate Connection (Table 4-6) The required end-plate thickness and bolt diameter for an end-plate connection with the geometry shown below and a required factored moment of 4,600 k-in. is to be deter- mined. The end-plate material is A572 Gr 50 and the bolts are fully tightenedA325, and the connection is used in rigid frame construction as assumed in the frame analysis. Both LRFD design procedures are illustrated. AISC Design Guide 16  pdf download.