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Prob. No. 4-11 PD PL Length Section (kips) (kips) (ft) 175 26 W12 150 Steel A36 End Connection Two lines of 7/8-in Ø bolts (2 in a line 4 in on center) each flange Answer W12 X 58 LRFD W12 x 65 ASD

Prob. No. 4-11 PD PL Length Section (kips) (kips) (ft) 175 26 W12 150 Steel A36 End Connection Two lines of 7/8-in Ø bolts (2 in a line 4 in on center) each flange Answer W12 X 58 LRFD W12 x 65 ASD

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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Select the lightest section for each of the situations described in the table. Assume that bolts are 3in on center. Do not consider block shear. Determine U from Table 3.2.
TABLE 3.2 Shear Lag Factors for Connections to Tension Members Case Description of Element Shear Lag Factor, U 1 U = 1.0 2 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). 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/l U = 1.0 and All tension members where the tension load is transmitted only by transverse welds to some but not all of the cross-sectional elements. A, area of the directly connected elements Plates where the tension load is transmitted by longitudinal welds only. Iz2w... U-1.0 2w>11.5w... U-0.87 1.5w >1zw...U-0.75 Round HSS with a single concentric gusset plate 11.3D... U-1.0 D=1<1.3D... U-17 x = D/T Rectangular HSS with a single con- 12 H... U=1-X/1 centric gusset plate B²+2BH 4(B+ H) with two side gusset plates l=H… U-1-x 4(B + H) W, M, S or HP Shapes or Tees cut from these shapes. (If U is calculated per Case 2, the larger value is per- mitted to be used.) with flange con- nected with 3 or more fasteners per line in the direction of loading by2/3d... U=0.90 by <2/3d... U=0.85 U= 0.70 with web connected with 4 or more fas- teners per line in the direction of loading with 4 or more fas- teners per line in the direction of loading U=0.80 Single and double angles (If U is calculated per Case 2, the larger value is permitted to be used.) 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); eccentricity of connection, in. (mm); B = overall width of rectangular HSS member, measured 90° to the plane of the connection, in. (mm); Hoverall 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. 3 4 5 7 8 Example Ө H H T D 'я
Transcribed Image Text:TABLE 3.2 Shear Lag Factors for Connections to Tension Members Case Description of Element Shear Lag Factor, U 1 U = 1.0 2 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). 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/l U = 1.0 and All tension members where the tension load is transmitted only by transverse welds to some but not all of the cross-sectional elements. A, area of the directly connected elements Plates where the tension load is transmitted by longitudinal welds only. Iz2w... U-1.0 2w>11.5w... U-0.87 1.5w >1zw...U-0.75 Round HSS with a single concentric gusset plate 11.3D... U-1.0 D=1<1.3D... U-17 x = D/T Rectangular HSS with a single con- 12 H... U=1-X/1 centric gusset plate B²+2BH 4(B+ H) with two side gusset plates l=H… U-1-x 4(B + H) W, M, S or HP Shapes or Tees cut from these shapes. (If U is calculated per Case 2, the larger value is per- mitted to be used.) with flange con- nected with 3 or more fasteners per line in the direction of loading by2/3d... U=0.90 by <2/3d... U=0.85 U= 0.70 with web connected with 4 or more fas- teners per line in the direction of loading with 4 or more fas- teners per line in the direction of loading U=0.80 Single and double angles (If U is calculated per Case 2, the larger value is permitted to be used.) 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); eccentricity of connection, in. (mm); B = overall width of rectangular HSS member, measured 90° to the plane of the connection, in. (mm); Hoverall 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. 3 4 5 7 8 Example Ө H H T D 'я
Prob. No. 4-11 PD PL Length Section (kips) (kips) (ft) 175 26 W12 150 Steel A36 End Connection Two lines of 7/8-in Ø bolts (2 in a line 4 in on center) each flange Answer W12 X 58 LRFD W12 x 65 ASD
Transcribed Image Text:Prob. No. 4-11 PD PL Length Section (kips) (kips) (ft) 175 26 W12 150 Steel A36 End Connection Two lines of 7/8-in Ø bolts (2 in a line 4 in on center) each flange Answer W12 X 58 LRFD W12 x 65 ASD
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