At-beam has a width of flange equal to 700mm and a thickness of 100mm. It has an effective depth of 450mm and the width of the web section is 350mm. It is reinforced at the bottom with a steel area of 2925 sq.mm. fc'=17.24MPa, fy=413.7MPa. The concentrated live load that it could support at its midspan if it has a dead load including its own weight of 20kN/m with the beam span of 6m is _kN. A. 132kN B. 152KN C. 112kN D. 92kN Please provide neat and clear solution

At-beam has a width of flange equal to 700mm and a thickness of 100mm. It has an effective depth of 450mm and the width of the web section is 350mm. It is reinforced at the bottom with a steel area of 2925 sq.mm. fc'=17.24MPa, fy=413.7MPa. The concentrated live load that it could support at its midspan if it has a dead load including its own weight of 20kN/m with the beam span of 6m is _kN. A. 132kN B. 152KN C. 112kN D. 92kN Please provide neat and clear solution

Steel Design (Activate Learning with these NEW titles from Engineering!)

6th Edition

ISBN:9781337094740

Author:Segui, William T.

Publisher:Segui, William T.

Chapter10: Plate Girders

Section: Chapter Questions

Problem 10.7.9P

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At-beam has a width of flange equal to 700mm and a thickness of 100mm. It has an effective depth of 450mm and the width of the web section is 350mm. It is reinforced at the bottom with a steel area of 2925 sq.mm. fc'=17.24MPa, fy=413.7MPa. The concentrated live load that it could support at its midspan if it has a dead load including its own weight of 20kN/m with the beam span of 6m is _kN.A. 132kNB. 152KNC. 112kND. 92kN
An 8 m long steel is simply supported at the left end and 2 m from the right end. It carries a total uniform load of 45 kN/m all throughout its length. STEEL DECIGON CIVIL ENGINEERING Beam properties: A= 11,500 mm² bf = 250 mm tw- 10 mm d === 350 mm If=: 16 mm 1x = 266 x 106 mm c) To strengthen the beam, 2- 200 mm x 10 mm cover plates, one at the top of the flange and the other at the bottom of the flange were added. What is the resulting maximum bending stress?
quarter points. The maximum live load deflection must not exceed L/240. Lateral support is provided 01 The beam shown in Figure 3 must support two concentrated live loads of 90 kN cah at ake he ends of the bam. Use steel with fy 450 MPa and select a W shape that can resist the live Josd 90 kN 90 kN 1.85 m 1.85 m 1.85 m 1.85 m 7.40 m
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 = 1.25
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. 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
1%9. l. In. • f 10 Y:- quiz2.pdf > Quiz: Design the reinforcement steel that necessary for the shcar and torsion for the rectangular cantilever beam shown in figure. Use for stirrups (o12) and let f.=25 MPa, f-400 MPa, dead load (5 kN/m?) and live load (10 kN/m), take into account the self-weight of beam. All dimensions in (mm) 1000 800 3000 300 Cnand TEXTEDT II
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 a.what is the maximum bending stress fbx(MPa) in the girder? b.determine the maximum bending stress fby(MPa) in the girder c.Using the interaction formula fbx/Fbx + fby/Fby
5. The beam-column has a height of 7.5m and is a member of a braced frame. It is subjected to an axial load of DL-65KN and LL= 1OOKN. It is pinned at both ends. A W12X35 section was used and was made up of A-36 steel with Fy-250MPA. Compute the interaction value for beam- column based on NSCP 2015 code provisions. Ngelect the weight of the section. A = 6645 mm2 Zx- 839x10^3 mm3 d- 317.50mm Sx- 747x10^3 mm3 tw= 7.62 Rx= 133.35 bf= 166.62 ly= 10x10^6 mm4 tf- 13.21 Sy= 122x10^3 mm3 Ix= 119x10^6 mm4 Ry3 39.12mm 3.5 Note: Use C=D1.00%--0.2
Q2 A simply supported beam of cross section 280X 560 overall depth. It spans over a length of 8.5 m. The cross section of the beam has tension steel and compression steel 3-32 mm dia and 2-20 mm dia respectively. Assume the effective cover to steel as 50 mm. Dead load on the beam excluding its self-weight is 24.75 kN/m Imposed Load on the beam is 7 kN/m Take fck = 25 N/mm2 and fyk = 500 N/mm2 respectively Check whether the tension and compression steel provided is adequate to carry the given loads
University of Al-Qadisiyah- Civil Eng. Dept. Lecture 11; Shear design.mp4 Example 1 GIF the rectangular beam given in figure below has been designed for flexure; design the necessary shear reinforcement given that that beam is loaded by a uniformly distributed live load of 25 kN/m and a dead load (including self-weight) of 40 kN/m, take f. = 28 MPа, fyt 3 420 MPа, о 542 mm 600 mm 5020- +300 mm Face of Support 300 mm 7.0 m 44:רן •..
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 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 load is applied at section B whereas 10 kN loads are applied at sections D and F as shown in the 20 kN 10 kN 10 kN 5 kN/m C H B A D FAG 4 m 4 m 4 m In the figure, CD = DE = EF= FG=1m 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. The magnitude of the shear force left and immediate to immediate to the right of section B are