4.19. Consider the two plates of equal thickness joined by two fillet welds as indicated in Fig. 4-24. Determine the maximum shearing stress in the welds, Ans. T= 0.707 Plab Fig. 4-24
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- The flange and web plates of the doubly symmetric built-up section are connected by continuous 10 mm thick fillet welds as shown in the figure (not drawn to the scale). The moment of inertia of the section about its principal axis X-X is 7.73 x 106 mm4. The permissible shear stress in the fillet welds is 100 N/mm?. The design shear strength of the section is governed by the capacity of the fillet welds. 100 mm 10 mm Fillet weld (typical) The maximum shear force (in kN, round off to one decimal place) that can be carried by the section, is 120mm 10 mmb. The gusset plate shown in Figure 10 is welded to a vertical member. The gusset plate carries a load of 250 kN acting at a distance of 250 mm from the closest edge of the weld. The weld around the gusset plate is completed in two 140 mm horizontal portions and one 320 mm vertical portion. If the maximum allowable shear stress of the weld is 200 N/mm², detemine the minimum thickness of the weld required. In calculations, the second and higher order terms of the weld thickness for second moment of area calculations may be neglected. 250 kN 140 mm 250mm 140 mm Figure 10 320 mmA cylindrical pressure tank is fabricated by butt-welding 19 mm-thick plate with spiral seam shown below. The pressure in the tank is 2.76 MPa, and an axial load of 133.5 KN is applied to the end of the tank through a rigid bearing plate. Determine the normal stress and shearing stress perpendicular to the weld. 133.5 KN 1.2 m I.D. Rigid plate how to
- b FIGURE P1.38/39. P1.39 (WP Two aluminum plates, each having a width b = 5.0 in. and a thickness t = 0.75 in., are welded together as shown in Figure P1.38/39. Assume that a = 2.0 in. Specifications require that the normal and shear stress magnitudes acting in the weld material may not exceed 35 ksi and 24 ksi, respectively. Determine the largest axial load P that can be applied to the aluminum plates."Prob. 2.9-8. The steel eyebar in Fig. P2.9-8 has cross-sec- tional dimensions 25 mm x 100 mm. To obtain the required length of bar, it is necessary to weld together two separate lengths along a diagonal joint that makes an angle with respect to the cross section. The stresses in the weld are limited to 125 MPa in tension and 75 MPa in shear. (a) Determine the optimum angle (0 ≤ 0≤45°) for the welded joint. (b) Determine the maximum safe load for the optimally spliced bar. € GThe cylindrical portion of the compressed air tank shown is fabricated of 0.25-in.-thick plate welded along a helix forming an angle β= 30° with the horizontal. Knowing that the allowable stress normal to the weld is 10.5 ksi, determine the largest gage pressure that can be used in the tank
- The flange and web plates of the doubly symmetric built-up section are connected by continuous 10 mm thick fillet welds as shown in the figure (not drawn to the scale). The moment of inertia of the section about its principal axis X--X is 7.73 x 106 mm4. The permissible shear stress in the fillet welds is 100 N/mm2. The design shear strength of the section is governed by the capacity of the fillet welds. 100 mm Tro mm X---- ----X 10 mm Fillet weld (typical) The maximum shear force (in kN, round of to one decimal place) that can be carried by the section, is 120 mmuestiðl The pressure tank shown is fabricated from spirally-wrapped metal plates that are welded at the seams in the orientation shown. The tank has an inside diameter of 60 in. and a wall thickness of 0.375 in. For a gage pressure of 325 psi, determine the magnitude of the shear stress parallel to the weld. 6.11 ksi 4.52 ksi O 6.53 ksi 3.77 ksi 4.95 ksi2. Determine the lengths of the side fillet welds required at the heel and toe of the angle shown. Allowable shearing stress through the throat of each weld is 124 MPa. L 150 x 150 x 13 L1 P1 108 13 150 mm T= 250 kN P21 L2 gusset plate 150
- The double T-beam is fabricated by welding the three plates together as shown.  Part A Determine the shear stress in the weld necessary to support a shear force of V=78 kN�=78 kN.A steel plate is used to connect a column and beam as shown in Fig. 3. The connection betweenthe beam and the plate is fillet welds. Given Q=150kN and Mx= -5kN-m (applied at centriod ofthe welds between the beam and the plate), determine maximum shear stress in the welds betweenthe beam and the plate.A plate with width of 300mm and thickness of 20mm is to be connected between two plates 12mm thick with same width by 4-25mm diameter rivets a shown. The rivet holes have a diameter 2mm larger than the rivet diameter. The plate is A36 steel with yield strength Fy=248 Mpa and Fu-400MPa. The rivets have nominal shear stress capacity of 165MPa. O 803 O 1490 • Determine maximum load (P1) that can be applied without exceeding design tensile stress in plates (consider yielding and rupture of plates ONLY) in KN O 1180 O 1340 ο ο ο ο ο P3 O 1968 O 590 O 670 O 893 O 707 OO 150 O 1180 P1 P2