Chapter 12, Problem 12.2PFS

please show final sketch PL 3/8 x12" PL 3/8 x6" Pu or Pa + Pu or Pa Q3: Refer to the Q2 arrangement, if the two plates are to be bolted, not welded, with two rows of - 1 1/5" A325 bolts to resist the tension force, each row is 3 No. of blots, consider 3" bolts c/e spacing, sketch the final arrangement. Consider minimum possible lap length based on geometry and dimensions.

Consider the tension member shown below. The channel is made of ASTM A572 (Fy = 50 ksi; Fy = 65 ksi), and is connected to a 3/8-inch thick gusset plate made of ASTM A36 steel (F, = 36 ksi; Fu = 58 ksi). The bolts are 7/8 inch in diameter, made of ASTM A307 bolts. The bolted connection is bearing-type. 2" 3"| 3" | 3" 2" o o o 2" C8 X 18.75 – t = 3/8"

The plate shown is attached by using three M12x2 grade 8.8 bolts. Which screw is subjected to the largest stress? What safe load ( static) F can be supported by the screw for n=1.5.

A 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.

Design a welded connection to resist the loading shown below (service load). A double angle tension member, 2 L5x5x5/16, is connected to a 3/8 inch thick gusset plate with fillet welding. Fy = 50 ksi for the angles and Fy = 36 ksi for the gusset plate. Compute the size and length of welding on the side of angles based on LRFD and indicate the information on the sketch,

4. Determine the service load capacity of 2C10X20 channels as a truss member attached to a 7/8 in gusset plate as shown in Figure e5.20. The steel is A572 Grade 65 and the 7/8 in diameter A325 bolts are in a bearing-type connection (A325- X) with no threads in the shear planes. The load is 25% dead load and 75% live load O 4@3-1-0 O C10 x 20

4. The tension member shown below is a C 310 x 30.8 of A572M gr 345 steel materials. Will it safely support a service dead load of 265 kN and a service live load of 555 kN. L 50 102.5 102.5 50 65 65 65 O O 22 veny diameter bolts C310 x 30.8 Iso A36M stool matorial and select a double anglo tonsion member to rosist

4. Compute the LRFD design tensile strength and the ASD allowable tensile strength of the angle shown in the fig. below. It is welded on the end (transverse) and sides (longitudinal) of the 8-in leg only F, 50 ksi and F, -70 ksi Plate L8X6X weld Angle (-1.56 in, A-9.99 in) 618 1.56 in Plate Sin

A tension connection consists of A36 steel double angles (two L4x4x1/4 shapes, or 2L4x4x1/4) fastened to a 4x10 No. 2 Red Oak member with a single row of four 0.875 inch A307 bolts. The connection is subjected to normal temperatures but wet in-service conditions. Assume the group action factor is C,=0.95 and the geometry factor is Ca=1. The controlling ASD load combination is D+ L where L is from occupancy. Elevation Cross Section L4x4x1/4 L4x4x1/4 Pa Р. 2L4x4x1/4 4х10 4x10 Plan L4x4x1/4 Pa/2 Pa 4x10 L4x4x1/4 Pa/2 • Determine the load, Pa, that the connection can support based on tension strength of the 4x10. Pa=. lb • Determine the load, Pa, that the connection can support based on gross tension yield of the double angles. The ASD design strength for gross tension yield is F,A,/1.67 where F=36 ksi, A,=1.93 in² for each L4x4x1/4. Pa=. lb