3.5-3In the connection shown in Figure P3.5-3, the bolts are 4-inch in diameter,and A36 steel is used for all components. Consider both the tension mem-ber and the gusset plate and compute the following:a. the design block shear strength of the comnectionb. the allowable block shear strength of the connectionhttp://www.jamarana.com12"-341/2"www.jan3/2"t = 3/82/2"t = 7/16FIGURE P3.5-3

In the connection shown in Figure P3.5-3, the bolts are 4-inch in diameter, and A36 steel is used for all components. Consider both the tension mem- ber and the gusset plate and compute the following: 3.5-3 a. the design block shear strength of the connection b. the allowable block shear strength of the connection http://www.jamarana.com -3"- 1/2" t = 3/8 3/2" 2/2" t = 1/16 FIGURE P3.5-3 www.ja

In the connection shown in Figure P3.5-3, the bolts are 4-inch in diameter, and A36 steel is used for all components. Consider both the tension mem- ber and the gusset plate and compute the following: 3.5-3 a. the design block shear strength of the connection b. the allowable block shear strength of the connection http://www.jamarana.com -3"- 1/2" t = 3/8 3/2" 2/2" t = 1/16 FIGURE P3.5-3 www.ja

Steel Design (Activate Learning with these NEW titles from Engineering!)

6th Edition

ISBN:9781337094740

Author:Segui, William T.

Publisher:Segui, William T.

Chapter3: Tension Members

Section: Chapter Questions

Problem 3.5.3P

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Determine the maximum service load P (ASD) that the connection can resist. Use 27 mm Ø A490-N bolts, and 10 mm A-36 plate and a load P with a slope 1H: 2V. Assume that edge distance and bolt spacing are not critical. ***Note: Lod P is acting at a slope of 1H: 2V
Determine the design strength ?nPn and the allowable strength Pn/Ω of the connection shown if 3/4-in A502, Grade 1 rivets and A36 steel are used. Assume Fv = 25 ksi and threads excluded from shear planes.
A beam is connected to a column with 7/8-inch-diameter, A325N bearing-type bolts, as shown in the figure. Eight bolts connect the tee to the column. A992 steel is used. Is the tee to column connection adequate? Use LRFD. You do not need to check the tee to beam connection. Don’t forget to include the combined shear and tension stresses on the eight bolts due to the eccentricity of the connection. Next, assume that this connection was to be made into a moment connection by bringing the flanges of the beam tight to the column flange, then providing fillet welds (E70) on both sides of each beam flange to the column flange. Ignore the small length that the web of the beam is in the way and thus prevents a full fillet weld on the one side of each flange. Using the maximum fillet weld size recommended, can a moment connection be made that is adequate if it is required to resist 75% of the φMp capacity of the beam? Do not worry about checking the shear connection with the WT again and…
The billboard post support a 5KN dead load as shown. The cantilever beam and the brace is pinnedconnected to the post. Assume that the connections along the cap and the cap plate is adequate, as well asthe gusset plate and the cap plate. Use LRFD design considerations.a.) Determine the ultimate tensile force the brace carries. b.) Determine the adequacy of Connection 1 the bolt where 2- 16mm Ø A325 hex bolt and the plateswhere A36 steel. c.) If the connection at Connection 1 will be a welded connection what will be the adequate thickness ofthe weld. Note that the welds are only applied at the sides of the cap plate. Use electrode 70 for theweld. d.) Determine the adequacy of the connection due to shear and tension in Connection 2 if the bolts were4- 12mm Ø A325 hex bolt.
i) what is the weld capacity of the shear connection in kips? (2 decimal places)A992: Fy=50ksi, Fu=65ksiA36: Fy=36ksi, Fu=58ksieffective bolt hole diameter = bolt hole + 1/16"beam properties: tw=0.38 in., bf=7.07 in., tf=0.63 in.Fexx=70ksi
9) what is the weld capacity of the shear connection in kips? (2 decimal places) A992: Fy=50ksi, Fu=65ksiA36: Fy=36ksi, Fu=58ksieffective bolt hole diameter = bolt hole + 1/16"beam properties: tw=0.38 in., bf=7.07 in., tf=0.63 in.Fexx=70ksi
The truss member shown in the accompanying illustration consists of two C12 x 25s(A36 steel) connected to a 25 mm gusset plate. How many 22 mm A325 bolts (threads excludedfrom shear plane) are required to develop the full design tensile capacity of the member if it isused as a bearing-type connection? Assume U = 0.85. Use ASD method.
Determine the design strength Puand the allowable strength Pa for the connection shown if 7/8 in A325 bolts (threads excluded) are used in a slip-critical connection with a factor for fillers,hf = 1.0. Assume A36 steel and Class B faying surface and standard size holes
Select an American Standard Channel shape for the following tensile loads: dead load = 54 kips, live load = 80 kips, and wind load = 75 kips. The connection will be with longitudinal welds. Use an estimated shear lag factor of U = 0.85. (In a practical design, once the member was selected and the connection designed, the value of U would be computed and the member design could be revised if necessary.) The length is 17.5 ft. Use Fy=50 ksi and Fu=65 ksi. a. Use LRFD. b. Use ASD.
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A bolted connection of the general form shown inFigure 11.6 is to be used to transmit a tension force of 75 kips dead load and100 kips live load by using 7∕8-in. A325 bolts and plates of A992 steel withFy = 50 ksi and Fu = 58 ksi. The outer plates are to be 8 in. wide and thecenter plate is to be 12 in. wide. Find the required thicknesses of the platesand the number of bolts needed if the bolts are placed in two rows. Sketchthe final layout of the connection.
Hhello, Thanks a lot for your help, please I have the following points: 1-Is it allowed to use Fult=65 ksi? 2-Why we consider Wt section? this procedure as I understand is applied when the connection is to flange. 3-The net area estimated is only for one bolt, i believe An=11.80-(4*7/8*0.305)=10.733 inch^2. 4-x bar which I consider is from case 2 only since case 7 will not work, x bar is only Tw/2 value?. U value=1-(0.1525/6.50)=0.977. Could you please advise? Thanks.