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- Find the EIδ under 200lb load EIδδ under 400lb loadA bridge girder AB on a simple span of length L = 20 m supports a distributed load of maximum intensity q at midspan and minimum intensity g/2 at supports A and B that includes the weight of the girder (see figure). The girder is constructed of three plates welded to form the cross section shown. 500 mm L= 20 m 18 mm 1600 mm 500 mm (a) Determine the maximum permissible load q based upon an allowable bending stress oallow = 130 MPa. Round to the nearest tenth. kN Gmax = (b) Determine the maximum permissible load q based upon an allowable shear stresS Tallow = 55 MPa. Round to the nearest tenth. kN Gmax mB 300 mm 15 mm 70 kN 70 kN 20 mm ↑ 500 mm с Steel Aluminum 70 KN + f 70 KN Re A steel rod (20 mm diameter) 500 mm long is connected to two parallel aluminum rods (15 mm diameter) each 300 mm long via a rigid plate as shown. Two 70 kN loads at applied at the end of each aluminum rod. The structure is fixed at both ends resulting in a statically indeterminate system that can be treated as the superposition of two determinate systems as presented above. Note that R, is the reaction at C. Assume Esteel = 200 GPa and Ealuminum = 70 GPa. a) Determine the reaction force at C, Re b) Determine the reaction force at A and B and the normal stress in the steel and aluminum rods c) Which rods are in tension and which are in compression?
- Rod AC below is 2.4 m long, has cross-sectional area of 625 mm2, and is made of an aluminum alloy that has a modulus of elasticity of 75 GPa. Rod BC is 3.6 m long, has cross-sectional area of 387.5 mm2, and is made of structural steel that has a modulus of elasticity of 200 GPa. Determine (a) The axial stresses in the rods.(b) The lengthening of each rod.(c) The horizontal and vertical displacements of point C.1 - Determine the maximum shearing stress in the beam for the loading shown in the figure. The same beam cross-section was used in HW 5. 2 KN 0.5m- 1KN - 0.5m 107 30 30 T dimensions in mm lok beam cross-section400mm Find the required spacing of intermediate stiffeners if V*=1600KN 25mm • Check the adequacy of a pair of stiffeners 90mmx12mm • Check the web crushing capacity if the reaction of 1600kN is applied over a stiff bearing length of 250mm at the end of the beam (note that the spread of stress can only go in one direction) • Homework extension: Check the adequacy of an endplate stiffener 300 wide by 16mm thick 12mm Use Grade 300 Steel 1440mm
- An elastomeric bearing pad consisting of twosteel plates bonded to a chloroprene elastomer (anartificial rubber) is subjected to a shear force V during a static loading test (see figure). The pad has dimen-sions a 5 125 mm and b 5 240 mm, and the elastomer has a thickness t 5 50 mm. When the force V equals 12 kN, the top plate is found to have displaced later-ally 8.0 mm with respect to the bottom plate. What is the shear modulus of elasticity G of thechloroprene?If a prismatic beam (as shown below) has plastic moment capacity of Mp, then the collapse load P of the beam is P/2 P/3 -L/2- L/2 L/4A rolled steel beam section ISHB 150 @ 265.85 N/m is used as a stanchion and has an unsupported length of 4.5m. It is effectively held in position but not restrained against rotation at both ends. If the yield stress for steel is 250 N/mm2, then the axial load this stanchion can carry is kN Properties of ISHB 150 @ 265.85 N/m are: A 3448 mm2; rxx = 65mm and ryy = 35.4mm For fy= 250 N/mm² A 120 130 140 150 57 Permissible stress 0₁. (N/mm²) || 64
- The flexibility matrix for the beam shown in the figure is: 2 EI 1 3 2 EI 2EI 3ΕΙ 2ΕΙ (b) -L2 L (a) 2EI 3EI 2E1 ΕΙ 4E1 -6ΕΙ 7- 3EI 2EI Cc) (d) -6EI 12EI 2ΕΙ ΕΙWhich of the following is not a beam failure mode. O flange local buckling O block shear O Lateral Torsional Buckling O yieldingQ3- Check the stability and determinacy of the structures below. A