5-5: For the welded 1"x8" flat plate tension member shown, determine the design tensile capacity assuming A572, Gr. 50 steel.
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Q: Determine the design capacity of the given tension member. Assume that the slenderness requirement…
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A: Free body diagram of the given problem:
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Q: 4. Six rivets are used in the connection shown in the figure. If both P = 50 kN, what is the minimum…
A: Load P = 50KN Allowable shear stress = 70MPa Bearing stress = 40MPa
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A: Dead load, DL=Td=300 kips Live load, LL=Tl=40 kips Wind load, WL=Tw=30 kips
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Q: The tension member shown is an angle L150 x 90 x 10, of A36 steel, with Fy= 250 MPa and F,= 400 MPa,…
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Q: A 15" x 3/8" bar of A572 Gr. 50 steel is used as a tension member. It is connected to a gusset plate…
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Q: A36 steel is used for the tension member shown in Figure P3.4-1. a. Determine the nominal strength…
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A: ASKED: To determine the available tensile strength (ASD) for given steel section. Given, Steel…
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- 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.Design a welded connection (E70) for an MC 9x23.9 of A992 Grade 50 steel connected to a 3/8-inch-thick gusset plate. The gusset plate is A36 steel. Minimize the length of the longitudinal welds by using the maximum fillet weld size permitted (AISC J-2b). Show your results on a sketch, complete with dimensions. Use LRFD. Hint: Design it with both longitudinal welds and a transverse weld. For simplicity in the iteration of this problem take U = 1.0 and thus no shear lag effects. Also, do not forget to consider the block shear that will occur in the gusset plate.Determine the maximum service load, P, that can be applied if the live load to dead load ratio is 2.5. Each component if PL 5/8x7 of A242 steel (Fy = 50 ksi and Fu = 70 ksi). The weld is a 5/16-inch fillet weld, E70 electrode. Use LRFD. Note: Block shear cannot occur for this connection.
- Q: Design Fillet welded connection using E65X electrodes to connect three plate sections (W=20in & t=0.75”) for transmitting dead load of 10k & live load of 140k.Consider minimum weld thickness (S=5/8”) with “A36” member steel (fy=36 ksi & fu=58 ksi).Find the size of E70 fillet weld required for the shear and tension connection shown. Use the following details: P = 250 kNe = 130 mmb = 150 mmd = 200 mmAssume the column and bracket plate does not control the strength.Q#1: Design Fillet welded connection using E65X electrodes to connect three plate sections (W=20in & t=0.75”) for transmitting dead load of 10k & live load of 140k.Consider minimum weld thickness (S=5/8”) with “A36” member steel (fy=36 ksi & fu=58 ksi).
- A WT6x15 shape made from A36 steel will be welded along its flanges to a gusset plate. Determine the LRFD available strength, φRn, for gross tension yield of the WT shape. Determine the required weld length, l, on each side of the WT in order to exceed the LRFD available strength for gross tension yield of the WT shape. Assume a weld size of w=5/16 inch and E70XX electrodes. Based on the weld length, compute the available LRFD strength, φRn, for tensile rupture of the WT shape.What size of fillet welds are required to attach a 16 mm flat plate hanger to the bottom flange of a UB 457 x 152 x 74 so that the full tensile capacity of the hanger may be developed ? Calculate the effective width (beff) of the weld. Assume the use of S355 steel for UB and the plate and the width of the plate is the same as the flange width of UB .Determine the total LFRD design strength and the total ASD allowable strength of the 5/16 – in E70 fillet welds shown.
- Use LRFD and select an American Standard Channel shape for the following tensile loads: dead load = 330 kN , live load = 188 kN, and wind load = 926 kN. The connection will be with two 250 mm long longitudinal welds. Use an estimated shear lag factor of U = 0.85. Once the member has been selected, compute the actual value of U and revise the design if necessary. The length is 5.0 m. Use A992 steel (Fy = 50 ksi; and Fu = 65 ksi)Design a weld connection for an UNP 280×80×9 of S 355 (fy= 355 MPa and fu= 470MPa) steel connected to a 10 mm gusset plate. The guesst plate is S275. Please draw all calculated values on a sketch with full dimensions. D= 335 KNL= 670 KNRepeat Prob. 15-11 using SMAW shop and field welds Prob. 15-11: Select a framed beam connection, using LRFD and ASD, for a W33 x 130 beam (A992 steel) with a dead load reaction = 45 k and a live load reaction = 65 k. It is to be connected to the flange of a W36 x 150 column.The A36 web angles are to be welded with E70 electrodes (weld A in the Manual) and are to be field-connected to the girder with 3/4-in A325-N bolts.