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Structural Steel Designers Handbook Part 13

Tham khảo tài liệu 'structural steel designers handbook part 13', kỹ thuật - công nghệ, cơ khí - chế tạo máy phục vụ nhu cầu học tập, nghiên cứu và làm việc hiệu quả | TRUSS BRIDGES 13.37 direction this stress should not exceed Fy 1.35V3 where Fy is the yield stress of the steel ksi. b. A compression stress is induced in the edge of the gusset plate along Section A-A Fig. 13.10 by the vertical components of the diagonals applied at C and D and the connection load of the vertical or floorbeam when compressive. The compression stress should not exceed the permissible column stress for the unsupported length of the gusset plate L or b in Fig. 13.10 . A stiffening angle should be provided if the slenderness ratio L r IXAĨ 1 of the compression edge exceeds 120 or if the permissible column stress is exceeded. The L r of the section formed by the angle plus a 12-in width of the gusset plate should be used to recheck that L r 120 and the permissible column stress is not exceeded. In addition to checking the L r of the gusset in compression the width-thickness ratio b 1 of every free edge should be checked to ensure that it does not exceed 348 VFy. c. At a diagonal Fig. 13.10 V1 V2 Pd 13.28 where Pd load from the diagonal kips V1 shear strength kips along lines 1-2 and 3-4 AgFy IV3 Ag gross area in2 along those lines V2 strength kips along line 2-3 based on AnFy for tension diagonals or AgFa for compression diagonals An net area in2 of the section Fa allowable compressive stress ksi The distance L in Fig. 13.10 is used to compute Fa for sections 2-3 and 5-6. d. Assume that the connection stress transmitted to the gusset plate by a diagonal spreads over the plate within lines that diverge outward at 30 to the axis of the member from the first bolt in each exterior row of bolts as indicated by path 1-5-64 on the right in Fig. 13.10 . Then the stress on the section normal to the axis of the diagonal at the last row of bolts along line 5-6 and included between these diverging lines should not exceed Fy on the net-section for tension diagonals and Fa for compression diagonals. 9. Design the chord splice at the joint for the full capacity of .