2-PL10x1/2 A-36 Bolts are 7/8 in A-325, threads are not excluded. All edge spacings are minimum | 3" | 3" | о PL 10x3/4 A-572Gr50 a) Determine the nominal bolt capacity. b) Determine the nominal bearing capacity for each plate. c) Determine the nominal rupture capacity of each plate. d) What is the nominal capacity of the connection? e) Using LRFD, is this connection capable of supporting a dead load of 150 kip and a live load of 100 kip?
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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: 2VA bracket must support the service loads shown in the figure below. The loads act through the center of gravity of the connection. The connection to the column flange is with eight 7/8-inch diameter, A325N bolts. A992 steel is used for all components. Is the connection adequate? Use LRFD. Show all work to verify the bearing strength and the combined effects from tension and shear in the bolts. Ignore any potential prying action created in the WT.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.
- Two steel plate tension members have been connected using 0.72 inch diameter bolts arranged in an equally-spaced 9 by 3 rectangular formation. Both plates have a thickness equal to 1/3 in. Take shear fracture stress as 51.2 ksi, clear distance for each edge bolt as 0.12 in, and the clear distance for the other bolts as 1.072 in. a)Sketch the connection showing all the details and measurements with units. b)Find the maximum allowable service dead load and live load assuming live load is half as much as dead load. Consider ASD.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.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 KN
- 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.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…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.
- Use load and resistance factor design and select a W shape with a nominal depth of 10 inches (a W 10) 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 11 4 -inch-diameter bolts in each flange, as shown in Figure P3.6-6. Each line contains more than two bolts. The length of the member is 30 feet. Use A588 steal.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.STAGGERED CONNECTIONS: A PLATE WITH WIDTH OF 400 mm AND THICKNESS OF 12 mm IS TO BE CONNECTED TO A PLATE OF THE SAME WIDTH AND THICKNESS BY 34 mm DIAMETER BOLTS, AS SHOWN IN THE FIGURE. THE HOLES ARE 2 mm LARGER THAN THE BOLT DIAMETER. THE PLATE IS A36 STEEL WITH YIELD STRENGTH Fy = 248 MPa. ASSUME ALLOWABLE TENSILE STRESS ON NET AREA IS 0.60Fy. IT IS REQUIRED TO DETERMINE THE VALUE OF b SUCH THAT THE NET WIDTH ALONG BOLTS 1-2-3-4 IS EQUAL TO THE NET WIDTH ALONG BOLTS 1-2-4. a. CALCULATE THE VALUE OF b IN MILLIMETERS. b. CALCULATE THE VALUE OF THE NET AREA FOR TENSION IN PLATES IN SQUARE MILLIMETERS. c. CALCULATE THE VALUE OF P SO THAT THE ALLOWABLE TENSILE STRESS ON NET AREA WILL NOT BE EXCEEDED.