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- Use load and resistance factor design and select a W shape with a nominal depth of 10 inches (a W10) to resist a dead load of 175 kips and a live load of 175 kips. The connection will be through the flanges with two lines of 1 1/4–inch-diameter bolts in each flange, as shown. Each line contains more than two bolts. The length of the member is 30 feet. Use A242 steel.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.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. 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 also assume that the WT connection provides no rotational resistance to the moment connection
- Use LRFD and select an American Standard Channel shape for the following tensile loads: dead load = 54kN , live load = 80 kN, and wind load = 75 kN. The connection will be with two 9 inches 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 17.5ft. Use AISC Manual.Q1. Design the bolted connection. When a bracket is bolted to the flange of a column using a bracket plate as shown in fig. Using bracket plate. Using M20 bolts of grade 4.6 given: column section=ISWB 600 Bracket plate thickness =11 p=450KN E=270mm p=55mm bolt size=M20Design the bolted connection. When a bracket bolted to the flange of a column using a bracket plate as shown in fig. Using bracket plate. Using M20 bolts of grade 4.6 given ; column section= ISHB 450 Bracket plate thickness=11nm p=450KN E=330mm p=55mm bolt size=M20
- Select a double-angle tension member and design a welded connection to resist a dead load of 12 kips and a live load of 36 kips. The member will be 16 feet long and will be connected to a 5/8-inch-thick gusset plate. Use A36 steel for both the tension member and the gusset plate. Show your results on a sketch, complete with dimensions.Design the bolted connectic n. When a bracket bolted to the flange of a column using a bracket plate as shown in fig. Using bracket plate. Using M20 bolts of grade 4.6 given ; column section= ISHB 450 Bracket plate thickness=11nm p=450KN E=330mm p=55mm bolt size=M20Perform the following for the moment connection from a W18X46 to a W14 column below. Assume that the moment applied = 0.5Mp of the W18X46 (A992). The plates will be welded to the beam flanges and welded to the column.(c) If fillet welds were used to weld to the column, what size fillet weld is required? You do not have to perform a base metal check
- An L6 x 4 x 1⁄2 is used in a seated beam connection, as shown in Figure . It must support a service load reaction of 5 kips dead load and 10 kips live load. The angles are A36 and the column is A992. E70XX electrodes are to be used. What size fillet welds are required for the connection to the column flange?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…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)