3/4-inch di. emher
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- The tension member is a 12 mm × 130 mm of A992 steel. It is connected to a 9.5-mm thick gusset plate, also of A992 steel, with 19-mm diameter bolts as shown. Determine the nominal block shear strength of the tension member.3.6-3 Select a double-angle tension member to resist a service dead load of30 kips and a service live load of 90 kips. The member will be connectedwith two lines of 7⁄8-inch-diameter bolts placed at the workable gage distances(see Manual Table 1-7A). There will be more than three bolts in eachline. The member is 25 feet long and will be connected to a 3⁄8-inch-thickgusset plate. Use A572 Grade 50 steel.a. Use LRFD.The two C12 x 30sshown in Fig. 4.2 have been selected to support a dead tensile working load of 120 k and a 240-k live tensile working load.The member is 30 ft long, consists of A36 steel, and has one line of three 7/8-in bolts in each channel flange 3 in on center. Using the AISC Specification, determine whether the member is satisfactory and design the necessary tie plates. Assume centers of bolt holes are 1.75 in from the backs of the channels.
- A plate 3⁄8 3 6 is used as a tension member to resist a service dead load of 12 kips and a service live load of 33 kips. This member will be connected to a 3⁄8-inch gusset plate with 3⁄4-inch-diameter Group A bolts. A36 steel is used for both the tension member and the gusset plate. Assume that the bearing strength is adequate, and determine the number of bolts required based on bolt shear.Block Shear The tension member is a PL3⁄8×51⁄2 of A242 steel. It is connected to a 3⁄8-in. thick gusset plate, also of A242 steel, with 3⁄4-inch diameter bolts as shown in Figure P3.5-1. Determine the nominal block shear strength of the tension member.Design a 11 ft single-angle tension member of A992 steel, to support a dead tensile load of 25k and a live tensile load of 45k. The member is to be connected to one leg only with 5/8-in bolts (4 in a line 3" on center) Then assume a reasonable distance for bolts to the edge of the angle and check the block shear. *Please clearly show all steps so I can follow along.
- A channel shape, C8 × 18.75, is used as a tension member. The channels are boltedto a 10mm-thick gusset plate with 22mm- diameter bolts. The tension member is A572 Grade 50 steel (Fy = 345 MPa, Fu = 450 MPa) and the gusset plate is A36 (Fy = 250 MPa, Fu = 410MPa). What is the ult. capacity of the gusset plate in kips, if block shear governs? What is the effective net area of the channel section, in square millimeters?A double-angle tension member, 2L76 × 51 × 6.4 LLBB, of A36 steel Fy = 248 MPa, Fu = 400 MPa is subjected to a dead load of 60 kN and a live load of 170 kN. It is connected to a gusset pate with 16mm-diameter bolts through the long legs spaced 75 mm on centers. Does this member have enoughstrength for LRFD?Select a pair of C10 channels for a tension member subjected to a dead load of 120 kips and a live load of275 kips. The channels are placed back to back and connected to a ¾-in gusset plate by 7/8-in Ø bolts.Assume A588 Grade 50 steel for the channels and assume the gusset plate is sufficient. The member is25 ft long. The bolts are arranged in two lines parallel to the length of the member. There are two bolts ineach line 4 in on center
- Determine: a. max allowable Pu if the shearing if 0.5in bolts dia. governs b. max allowable Pu if the bearing of the tension member governs c. max allowable Pu if all "actions" are considered d. number of anchor bolts needed if an A992 steel bolt is used instead of A325. Assume force is equally shared by the bolts, and the anchor bolts are properly bonded on the ceilingCompute the LRFD and ASD strength of the tension member shown considering the block shear failure. The vertical distance of the center of the bolts to the edge is 2". Use A36 steel.GIVEN: PL ⅜ x 5 ½ of A242 steel ⅜ - inch thick gusset plate A242 steel ¾ - inch diameter bolts REQUIRED: The nominal block shear strength of the tension member