ngth based on the gross area. b. Determine the nominal strength based on the net area PL % x12 3" 4-in.-diameter bolts FIGURE P3.4-1
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- 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.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.
- 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 allowable tensile strength of the section based on tensile rupture of the net area.b) Determine the allowable tensile strength of the section based on yielding of the gross area.Consider the compound beam with segmentsAB and BCD joined by a pin connection(moment release) just right of B (see figure part a).The beam cross section is a double-T made up fromthree 50 mm 3150 mm wood members (actualdimensions, see figure part b).(a) Find the centroid C of the double-T crosssection (c1,c2 ); then compute the moment ofinertia, [I z (mm4 )].(b) Find the maximum tensile normal stress st andmaximum compressive normal stress σc (kPa) forthe loading shown. (Ignore the weight of the beam.)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 double-angle shape, 2L7 3 4 3 3⁄8, is used as a tension member. The twoangles are connected to a gusset plate with 7⁄8-inch-diameter bolts throughthe 7-inch legs, as shown in Figure P3.4-5. A572 Grade 50 steel is used.a. Compute the design strength.b. Compute the allowable strength.Steel design. The lap joint shown consist of bolts 22mm in diameter in 25mm diameter holes, The plates are A36 steel with Fy=250MPa, and Fu=400MPa. Use x1=50 mm ,x2= 160mm ,x3=60mm and plate thickness t=12mm for this problem. The allowable stress are: Bearing stress on project are,Fc=1.5Fu Tension on the net area of plates,Ft=0.5Fu Shear on the plates, Fv=0.3Fu Shear strength of bolt,Fv=210MPa Det. the value of Load P based on bolt shear Det. the value of Load P base on bearing on projected area on plate. Det. the value of load P based on block shearA 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.
- The vertical member shown in Figure STCN17.02 consist of two angles welded to the 8-mm thick gusset plate. Given the following data: Angle size: 75 mm x 50 mm x 6 mm (long legs back-to-back) Area of one angle = 738 mm Size of weld = 6 mm Yield strength of steel, Fy = 248 MPa Allowable weld shear stress, F, = 124 MPa a = 25 mm a. Determine the safe capacity of the vertical member in kN. b. If P= 185 kN, determine the length of weld L2 (mm) such that each weld have equal shear stress. Neglect end returns. c. If L1 = 140 mm and L2 = 70 mm, determine the safe load P (kN) based on weld capacity assuming all welds have equal stress. AP L1 L2A W16 x 45 of A992 steel is connected to a plate at each flange as shown. Determine the nominal strength based on the net section. Use Equation 3.1 for the shear lag factor.Ex: 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»