A PL 10 x 175 mm tension member is connected with three 25 mm-diameter bolts, as shown below. The steel is A36. Assume that Ae = An and compute the following. a. The design strength for LRFD. b. The allowable strength for ASD. O
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- A PL 3/8 x 7 tension member is connected with three 1-inch-diameter bolts, as shown in Figure P3. 2-1. The steel is A36. Assume that Ae = An and compute the folowing. a. The design strength, Pu based on gross area b. The design strength, Pu based on effective areaEx: For a cantilever beam of length (L) subject 1 a concentrated load (P), shown in fgure, Find - 1 Max.tension and compression bending stress in beam section 2. Determine the proper spacing of the nails used 10 fix the flange boards to the web. The nals o be used can safely resist (F) of shearing force, given in 3 - “Table below. I»A 15" x 3/8" bar of A572 Gr. 50 steel is used as a tension member. It is connected to a gusset plate with 7/8-in diameter bolts as shown in the figure. Use s = 2.0 and g = 3.0. Determine the allowable tensile strength of the section based on tensile rupture of the net area.
- The steel is supported by the steel tie rod in AB beam B. Steel connection tension rod is placed 2 meters to the left of B and C sliding bracket is placed and P is loaded between AC It is. By ignoring the weights of beams and connecting rods, they can be determine the largest P load it can carry. The diameter of the BD rod is 16 mm. E = 200GPa I = 150x(10^6)mm^4Prob 01: An 18” depth beam is bolted to a 24” depth girder is connected similar to that in figure shown below. Thediameter of the rivet is 20mm and the angles are each 100mm x 100mm x 12mm thick. For each bolt, assume thatthe allowable bearing stress is 220 MPa. Determine the allowable load P in KN on the connection. *show all theload P in kN for bearing stressBeam web thickness = 5mmGirder web thickness =A 15" x 3/8" bar of A572 Gr. 50 steel is used as a tension member. It is connected to a gusset plate with 7/8-in diameter bolts as shown in the figure. Use s = 2.0 and g = 3.0. Determine the design tensile strength of the section based on tensile rupture of the net area. Determine the allowable tensile strength of the section based on yielding of the gross area.
- A 15" x 3/8" bar of A572 Gr. 50 steel is used as a tension member. It is connected to a gusset plate with 7/8-in diameter bolts as shown in the figure. Use s = 2.0 and g = 3.0. Determine the critical net area of the connection shown. Determine the design tensile strength of the section based on yielding of the gross area.A 15" x 3/8" bar of A572 Gr. 50 steel is used as a tension member. It is connected to a gusset plate with 7/8-in diameter bolts as shown in the figure. Use s = 2.0 and g = 3.0.a) Determine the design tensile strength of the section based on yielding of the gross area.b) Determine the critical net area of the connection shown.The tension member shown is a C12 x 20.7 of A572 grade 50 steel. Will it safely support a service dead load of 60 kips and a service live load of 125 kips? Use eq. 3.1 for U.
- A W16x45 (A992 steel) (see below) is used in tension and connected to a plate on each flange. Determine the nominal strength based on the effective area (Ae) two ways: First, use the usual shear lag factor equation U = 1 –(?̅/L). Next use the alternative ‘U’ value from AISC Table D3.1.An unsymmetrical flexural member consists of a ½ × 12 top flange, a ½ × 7 bottom flange, and a ⅜ × 16 web. a. Determine the distance y from the top of the shape to the horizontal plastic neutral axis. b. If A572 Grade 50 steel is used, what is the plastic moment M, for the horizontal plastic neutral axis? c. Compute the plastic section modulus Z with respect to the minor principal axis. Pls help!The given beam is laterally supported at the ends and at the 1 3 points (points 1, 2, 3, and 4). The concentrated load is a service live load. Use Fy=50 ksi and select a W-shape. Do not check deflections. a. Use LRFD. b. Use ASD.