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Determine the effective net area of the L7 × 4 × 1/2 shown in the figure. Assume the holes are for 1-in Ø bolts. Use the U values given in Table 3.2. (Ans. 3.97 in^2)

Determine the effective net area of the L7 × 4 × 1/2 shown in the figure. Assume the holes are for 1-in Ø bolts. Use the U values given in Table 3.2. (Ans. 3.97 in^2)

Structural Analysis
Structural Analysis
6th Edition
ISBN:9781337630931
Author:KASSIMALI, Aslam.
Publisher:KASSIMALI, Aslam.
Chapter2: Loads On Structures
Section: Chapter Questions
Problem 1P
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Determine the effective net area of the L7 × 4 × 1/2 shown in the figure. Assume the holes are for 1-in Ø bolts. Use the U values given in Table 3.2. (Ans. 3.97 in^2)
3 in o o L7X 4 x을 LIV All 2 in in 2.
Transcribed Image Text:3 in o o L7X 4 x을 LIV All 2 in in 2.
TABLE 3.2 Shear Lag Factors for Connections to Tension Members Description of Element All tension members where the tension load is transmitted directly to each of the cross-sectional elements by fasteners or welds (except as in Cases 4,5 and 6). Case Shear Lag Factor, U Example U = 1.0 2 All tension members, except plates and HSS, where the tension load is transmitted to some but not all of the cross-sectional elements by fasteners or longitudinal welds or by longitudinal welds in combination with transverse welds. (Alternatively, for W, M, S and HP, Case 7 may be used. For angles, Case 8 may be used.) U=1-X// 3 All tension members where the tension load is transmitted only by transverse welds to some but not all of the cross-sectional elements. U = 1.0 and A, = area of the directly connected elements Plates where the tension load is transmitted by longitudinal welds only. 4 12 2w... U- 1.0 2w >12 1.5w. ..U- 0.87 - 1.5w >Iz w...U- 0.75 Round HSS with a single concentric gusset plate 12 1.3D...U - 1.0 Dsl<1.3D...U=1- l I = D/n Rectangular HSS with a single con- centric gusset plate 12H...U = 1 – /I H B + 2BH 4(В + H) with two side gusset plates 12H...U = 1- 4(В + Н) with flange con- nected with 3 or W, M, S or HP Shapes or Tees cut from these shapes. (If U is calculated per Case 2, the iarger value is per- mitted to be used.) with 4 or more fas- 7 b;2 2/3d ... U = 0.90 b,< 2/3d... U = 0.85 more fasteners per line in the direction of loading with web connected U= 0.70 teners per line in the direction of loading Single and double angles (If U is calculated per Case 2, the larger value is permitted to be used.) with 4 or more fas- teners per line in the direction of loading 8 U = 0.80 with 3 fasteners per line in the direction of loading (With fewer than 3 fasteners per line in the direction of loading, use Case 2.) U = 0.60 |- length of connection, in. (mm); w - plate width, in. (mm); x eccentricity of connection, in. (mm); B overall width of rectangular HSS member, measured 90° to the plane of the connection, in. (mm); H - overall height of rectangular HSS member, measured in the plane of the connection, in. (mm) Source: AISC Specification, Table D3.1, p. 16.1-28, June 22, 2010. Copyright © American Institute of Steel Construction. Reprinted with permission. All rights reserved.
Transcribed Image Text:TABLE 3.2 Shear Lag Factors for Connections to Tension Members Description of Element All tension members where the tension load is transmitted directly to each of the cross-sectional elements by fasteners or welds (except as in Cases 4,5 and 6). Case Shear Lag Factor, U Example U = 1.0 2 All tension members, except plates and HSS, where the tension load is transmitted to some but not all of the cross-sectional elements by fasteners or longitudinal welds or by longitudinal welds in combination with transverse welds. (Alternatively, for W, M, S and HP, Case 7 may be used. For angles, Case 8 may be used.) U=1-X// 3 All tension members where the tension load is transmitted only by transverse welds to some but not all of the cross-sectional elements. U = 1.0 and A, = area of the directly connected elements Plates where the tension load is transmitted by longitudinal welds only. 4 12 2w... U- 1.0 2w >12 1.5w. ..U- 0.87 - 1.5w >Iz w...U- 0.75 Round HSS with a single concentric gusset plate 12 1.3D...U - 1.0 Dsl<1.3D...U=1- l I = D/n Rectangular HSS with a single con- centric gusset plate 12H...U = 1 – /I H B + 2BH 4(В + H) with two side gusset plates 12H...U = 1- 4(В + Н) with flange con- nected with 3 or W, M, S or HP Shapes or Tees cut from these shapes. (If U is calculated per Case 2, the iarger value is per- mitted to be used.) with 4 or more fas- 7 b;2 2/3d ... U = 0.90 b,< 2/3d... U = 0.85 more fasteners per line in the direction of loading with web connected U= 0.70 teners per line in the direction of loading Single and double angles (If U is calculated per Case 2, the larger value is permitted to be used.) with 4 or more fas- teners per line in the direction of loading 8 U = 0.80 with 3 fasteners per line in the direction of loading (With fewer than 3 fasteners per line in the direction of loading, use Case 2.) U = 0.60 |- length of connection, in. (mm); w - plate width, in. (mm); x eccentricity of connection, in. (mm); B overall width of rectangular HSS member, measured 90° to the plane of the connection, in. (mm); H - overall height of rectangular HSS member, measured in the plane of the connection, in. (mm) Source: AISC Specification, Table D3.1, p. 16.1-28, June 22, 2010. Copyright © American Institute of Steel Construction. Reprinted with permission. All rights reserved.
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