A 290 kg/m light crane rail sits on and is securely fastened to a W400mmx67kg/m crane girder.The girder is simply supported on a span of 9m. Assume full transfer of lateral load to the top flange of the girder. Crane wheel loads: Vertical load at the centroid (V)=80KN Horizontal load at the top flange (H)=8kN Properties: A=8580 mm^2 d=400 mm bf=179 mm tf-14 mm Ix=244 x 10^6 mm^4 Iy=14 x 10^6 mm^4 tw=8.5 mm
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- 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 = 1.25Light-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 = 1.25A 290 N/m light crane rail sits on and is securely fastened to a W400 mm x 67 kg/m crane girder. The girder is simply supported on a span of 9m. Crane wheel loads: V = 80kN, H = 8kN Assume full transfer of lateral load to the top flange of the girder. Girder properties are: A =8580 mm2 d= 400mm tw = 8.5mm bf = 179mm tf =14mm Ix = 2.44 x 108 mm4 Iy = 0.14 x 108 mm4 a) What is the maximum bending stress, fbx (MPa), in the girder? b) What is the maximum bending stress, fby (MPa), in the girder? c) Using the interaction formula, fbx/Fbx + fby/Fby, determine the maximum span of the girder so that the section shall be adequate for the given loads if the allowable stresses are: Fbx = 207 MPa; Fby = 258 MPa.
- 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…Determine the force in member CE of the truss below. Indicate as positive if the member is in tension and negative (-) if the member is in compression. Provide the answer in kN G 3 m 1981 A E 1839 B -2 m- ce po C 5 kN -2 m- -2 m- 5 kN D 5 kNCalculate the maximum tensile and compressive stresses in the section of BC of the beam. 75 mm 75 mm Empedopre|72 -75 mm 150 mm 50 mm EN SAMA 00 kN B 1.0 m 60 kN -1.5 m-> rode D 1.0 m
- moi A plate girder is composed of the following elements: Web plate: 900 mm depth x 10 mm thickness Two angles : ISA 200 mmx100 mmx12.0 mm @ 27.2 kglm, in each flange Two flange plates : 500 mm x 16 mm in each flange. (1), (ii) (ii) The girder is simply supported over an effective span of 12 m. The diameter of rivets used for connecting flange angles to the web and flange plates to flange angles is 20 mm. Determine the safe uniformly distributed load which the girder can carry, inclusive of its own weight. Assume that the compression flange is not restrained against lateral bending, but the ends are restrained against torsion. Take fy = 250 N/mm2.An I section girder or stanchion is constructed from two 80mm x 12mm flanges joined by an 80mm x 12mm web. Four of such girders are mounted vertically , one at each corner of a horizontal platform which the girders support. The platform is 4m above the ground level and weighs 10KN. Assuming each girder support an equal shear of the load, Determine the maximum compressive stress set up in the material of each girder when the platform support an additional load of 15KN. The weight of the girders may not be neglected. The density of the cast iron from which the girders are constructed is 7470kg/m3 please help with the solution1. Given the values of the load L and dimension R, for what value of the couple M will the force in link CH be equal to 10 kN, compressive? Note that R = 2m and L = 50 kN. FR R -R D C в м А F G E to -R- - 2R Given: (figure); R = 2m, L = 50kN Required: M so that FCh = 10 kN,C
- 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.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.Properties 1. compute the web shear capacity a. compute the horizontal shear copacity (kN) a the JIS00 mm2 arca depth width oF Flange thickness Df Flange 350 mm Dettral axis 2I0 mm 16 mm 3. 1F the Girder was used as an 8meter long simple span capries equal concentrated dead load,P at evay quarter points and determine the load P based on shear copacity. 10 mm web thickness uniform load of 12. a KN/m, a wwgo1x クりの 45Xr0 mm? Fy 248 M Pa 4. calcubte the maximum shear it used as a 'F Fb 148 MPa 8m beam simply supportcd at the lept end and 2meter prom the right end which carries a total unitorm FV 99 MPa cocad of 45 kN/m.