3. Design a welded plate girder for a simply supported bridge deck beam with clear span of 20m, subjected to the following: Dead load including self-weight = 20kN/m Imposed load = 12 kN/m Two-point loads = 150kN each spaced 2 m apart.
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- A welded plate girder of 18 m span having flange plates 400x16 mm for each flange and 200x10 mm web. Compute the sectional properties and moment of resistance of the plate girder . Design also the end bearing and intermediate transverse stiffener, if the girder is subjected to U.D.L. of 120 kN/mStrength Of Materials Answer should be 45 kN/m; 0.26 cm :) A compound girder consists of a 45 cm by 18 cm steel joist, of weight 1000 N/m, with a steel plate 25 cm by 3 cm welded to each flange. If the ends are simply-supported and the effective span is 10 m, what is the maximum uniformly distributed load which can be supported by the girder? What weld thicknesses are required to support this load? Allowable longitudinal stress in plates = 110 MN/m2 Allowable shearing stress in welds = 60 MN/m2 Allowable shearing stress in web of girder = 75 MN/m2Light-grade steel channel was used as a purlin of a truss. The top chord of the truss is inclined I V : 4 H and distance between trusses is equal to 6 m. The purlin has a weight of 79 N/m and spaced at 1.2 m. on centers. The dead load including the roof materials is 720 Pa, live load of 1000 Pa and wind load of 1.2 1.2 1440 Pa. Coefficient of Purlins pressure at leeward and windward are 0.6 and 0.2 respectively. Assume all loads passes through the centroid of the section. Properties of C 200 x 76 mm Sx = 6.19 x 104 mm Sy = 1.38 x 104 mm3 W = 79 N/m 1.2 Truss 1.2 12 12 1.2 Allowable bending stress Fbr = Fby = 207 MPa Truss %3D 6m O Calculate the bending stress, fox, for dead load and live load combination (D + L). Calculate the bending stress, foy, for dead load and live load combination (D + L). O Calculate the maximum ratio of actual to the allowable bending stress for load combination 0.75 (D + L + W) at the windward side. fbx = 151.14 MPa fby = 169.6 MPa Interaction = 1.25
- Light-grade steel channel was used as a purlin of a truss. The top chord of the truss is inclined I V: 4 H and distance between trusses is equal to 6 m. The purlin has a weight of 79 N/m and spaced at 1.2 m. on centers. The dead load including the roof materials is 720 Pa, live load of 1000 Pa and wind load of 1.2 1.2 1440 Pa. Coefficient of Purlins pressure at leeward and windward are 0.6 and 0.2 respectively. Assume all loads passes through the centroid of the section. Truss Properties of C 200 x 76 mm Sx = 6.19 x 104 mm Sy = 1.38 x 104 mm W = 79 N/m 12 12 1.2 I Allowable bending stress Fbx= Fby = 207 MPa Truss %3D 6m O Calculate the bending stress, fox, for dead load and live load combination (D+ L). Calculate the bending stress, foy, for dead load and live load combination (D + L). O Calculate the maximum ratio of actual to the allowable bending stress for load combination 0.75 (D + L + W) at the windward side. fbx = 151.14 MPa fby = 169.6 MPa Interaction = 1.25Q5: Answer Only One A precast T beam is to be used as a bridge over a small roadway. Concrete dimensions are bw= 400 mm, hf 125 mm, and h= 750 mm. The effective depth d= 600 mm. Concrete and steel strengths are f 'c= 38 MPa and fy = 420 MPa, respectively. Determine the design moment capacity of the girder. The beam is used on a 5 m simple span. A) b = 1300 mm B) b = 1200 mm %3D %3D %3D %3D %3DA welded plate girder of Grade S275 steel carries two concentrated loads transmitted from 254x254 UC 107 columns at the third points. The columns rest on the top flange and the loads are each 400 kN dead load and 250 kN imposed load, respectively. The plate girder is 12 m span and is simply supported at its ends. The compression flange has adequate lateral restraint at the points of concentrated loads and at the supports. Assume that the weight of the girder is 4 kN/m and that the girder is supported on brackets at each end. Assuming that the depth limit is 1400 mm for the plate girder, (a) draw the shear force diagram; (b) draw the bending moment diagram, (c) estimate the optimum depth for the plate girder; (d) calculate the flange area. Assume that the flange plates are less than 16mm for a steel grade of 275 N/mm2.
- A steel channel is used as a purlin of a truss. The top chord of the truss is inclined at a slope of 1 vertical to 4 horizontal and the distance between the trusses is equal to 6m. The purlin has a weight of 79 N/m and is spaced at 1.2m on centers. The dead load including the roof materials is 720 Pa, the live load is known to be 1000 Pa and it is subjected to a wind load of 1440 Pa. The coefficient of pressure at leeward and windward are 0.6 and 0.2 respectively. Properties of C200 x 76mm Sx = 6.19x10^4 mm^3 Sy = 1.38x10^4 mm^3 W = 79 N/m Allowable bending stress • Fbx = Fby = 207 MPa Assume all loads passes through the centroid. Determine the maximum bending stress for a load combination of 0.75(D + L+W) 127.11 256.17 181.15 129.06 Determine the maximum ratio of the actual to the allowable bending stress for load combination of 0.75(D + L + W). 0.90 O 1.25 1.54 1.38 Determine the bending stress along the weaker axis for a load combination of 0.75(D+ L + W). 127.11 170.73 169.48…a) Write and explain one advantage and onedisadvantage of using intermediate stiffeners in plate girders. b) If a plate girder design was initially determined to require intermediate stiffeners, but one optedtonot use them, how else could the plate girder be designed to achieve the same shaer capacity. c) A w-shepe beam is bent in bi-axial bending. All loading passes through its shear center. Please explain why the flexural strenght about its weak axis is the fullplastic moment capacity regardless of LbThe section of a Super-T prestressed concrete girder is shown below. The girder is simply supported on a span of 7.0 m and are pre-tensioned with total initial force of 825 kN from low-relaxation strands. The girder supports a total dead load of 2 kPa and live load of 6 kPa. There is a loss of prestress of 0.2 at service loads. Assume "-" for compression and "+" for tension. Hint: Assume tributary width is equal to flange width. Properties of the section: A = 100,000 mm2 INA = 940 x 106 mm4 All measurements in the drawings are in millimeters. 1. What is the stress, in MPa, at the top fibers of the girder at end span due to initial prestressing force only? 2. What is the stress, in MPa, at the bottom fibers of the girder at midspan due to initial prestressing force only? 3. What is the stress, in MPa, at the top fibers of the girder at end span due to prestressing force and service loads? 4. What is the stress, in MPa, at the bottom fibers of the girder at midspan due to prestressing…
- A three-span continuous beam has an internal hinge at B. Section B is at the mid-span of AC. Section E is at the mid-span of CG. The 20 kN 20 kN 10 kN 10 kN 5 kN/m E H B D F AG to 4 m 4 m 4 m load is applied at section B whereas 10 kN loads In the figure, CD = DE = EF = FG=1m are applied at sections D and F as shown in the figure. Span GH is subjected to uniformly distributed load of magnitude 5 kN/m. For the loading shown, shear force immediate to the right of section E is 9.84 kN upwards and the sagging moment at section E is 10.31 kN-m. 1 2 The magnitude of the shear force The vertical reaction at support H is immediate to the left and immediate to the right of section B are.A reinforced concrete beam is 400mm wide and with an effective depth of 530mm. It has a tensile reinforcement of 4-25mmo, fc' = 21 MPa and fs = 124 MPa. Calculate the total safe uniform load the beam could support over a simple span of 6m in kN/m.A welded plate girder of span 25 m is Laterally restrained throughout its length. It has to carry- a load of 80 kN/m over the whole span besides its weight. If k = 200 and fy = 250 MPa, the thickness of the web will be (in mm)