specifying values at all change of loading
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Write the shear and momentequations for the beams in the following problems. Then draw the shear and moment diagrams, specifying values at all change of loading positions and at all points of zero shear.
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- The simply supported beam consists of a W530 × 66 structural steel wide-flange shape [E = 200 GPa; I = 351 × 106 mm4]. Determine(a) the beam deflection at point A.(b) the beam deflection at point C.Assume P = 44 kN, w = 87 kN/m, LAB = 4.0 m, LBC = 4.0 m, LCD = 4.0 m, LDE = 2.0 m.Answer:vA = mmvC = mm1. The size of the beam is 300mm by 500mm. If the beam is reinforced with 4-16mm diam steel bars in the tension zone and modular ratio (n) equals 8. Consider uncracked transformed section. a. Find the neutral axis from the top of the beam. b. Find the moment of inertia of the uncracked transformed section.The beam is supported by a pin at A, a spring having a stiffness at B, and a roller at C. Determine the deflection at B. EI is 40788045.2 kNm². a. 1.50 mm b. 0.404 mm c. 1.40 mm d. 0.912 mm
- The built up section was made by 3-W760 x 314 steel sections Typical Section: lx = 4200 x 10^6 mm^4 ly = 315 x 10^6 mm^4 A = 40,100 mm^2 Compute the moment of inertia about the centroidal x-axis.(2) sz The bar ABCD is fixed at A by a pin and supported by two wires as shown in fig. the bar is subjected to aload of 75 kN at D. the relation between the movement of point N BtoDis TSN 36B =2 8D 26B =3 6D 8B =4 6D None of all these 26B = 8D O OOO0O0The simply supported beam consists of a W14 × 34 structural steel wide-flange shape [E = 29,000 ksi; I = 340 in.4]. For the loading shown, use discontinuity functions to compute (a) the slope of the beam at E and (b) the deflection of the beam at C. Assume w0 = 12 kips/ft, wCD = 2.5 kips/ft, LAB = 5.5 ft, LBC = 5.5 ft, LCD = 7.0 ft, LDE = 3 ft.
- A 3.5m high column consists of W920 X 289.7. It carries an eccentric load of 1000 KN with an eccentric of 100 mm along the y-axis. The column is restrained on both ends. Fy = 248 MPaProperties of W920 X 289.70A=36770 mm²d=927 mmbf=308 mmtf =32 mmtw=19.4 mmIx=5036.4 (10⁶)Sx=10.88 (10⁶)Iy=156.09 (10⁶)Sy=1.014 (10⁶)K = 0.50Cm = 0.85 1. What is actual bending stress of the column in MPa? a. 8.2 MPa b. 7.2 MPa c. 9.2 MPa d. 10.2 MPa 2. What is the allowable bending stress of the column? a. 150 MPa b. 143.7 MPa c. 163.7 MPa d. 155.7 MPaA 3.5m high column consists of W920 X 289.7. It carries an eccentric load of 1000 KN with an eccentric of 100 mm along the y-axis. The column is restrained on both ends. Fy = 248 MPaProperties of W920 X 289.70A=36770 mm²d=927 mmbf=308 mmtf =32 mmtw=19.4 mmIx=5036.4 (10⁶)Sx=10.88 (10⁶)Iy=156.09 (10⁶)Sy=1.014 (10⁶)K = 0.50Cm = 0.85 1. Which of the following gives the value of critical slenderness ratio? a. 16.86 b. 26.86 c. 46.86 d. 36.86 2. What is the ratio of Allowable axial stress to Actual axial stress (fa/Fa)? a. 0.192 b. 0.172 c. 0.182 d. 0.162The simply supported beam consists of a W14 × 34 structural steel wide-flange shape [E = 29,000 ksi; I = 340 in.^4]. For the loading shown, use discontinuity functions to compute (a) the slope of the beam at E and (b) the deflection of the beam at C. Assume wo = 9 kips/ft, WCD = 5.5 kips/ft, LAB = 9.0 ft, LBC = 9.0 ft, LCD = 12.0 ft, LDE = 5 ft.