A beam ABC with an overhang from B to C is constructed of a C 10 x 30 channel section with flanges facing upward (see figure). C 2.381 in. C0.649 in. 3.03 in. -10.0 in. The beam supports its own weight (30 lb/ft) plus a triangular load of maximum intensity g, acting on the overhang. The allowable stresses in tension and compression are 23 ksi and 18 ksi, respectively. Assume the distance L equals 5 ft. (a) Determine the allowable triangular load intensity go allow: (Enter the magnitude in Ib/ft.) Ib/ft (b) What is the allowable triangular load intensity q. allow if the beam is rotated 180° about its longitudinal centroidal axis so that the flanges are downward? (Enter the magnitude in Ib/ft.) Ib/ft

A beam ABC with an overhang from B to C is constructed of a C 10 x 30 channel section with flanges facing upward (see figure). C 2.381 in. C0.649 in. 3.03 in. -10.0 in. The beam supports its own weight (30 lb/ft) plus a triangular load of maximum intensity g, acting on the overhang. The allowable stresses in tension and compression are 23 ksi and 18 ksi, respectively. Assume the distance L equals 5 ft. (a) Determine the allowable triangular load intensity go allow: (Enter the magnitude in Ib/ft.) Ib/ft (b) What is the allowable triangular load intensity q. allow if the beam is rotated 180° about its longitudinal centroidal axis so that the flanges are downward? (Enter the magnitude in Ib/ft.) Ib/ft

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

See similar textbooks

Similar questions

A beam with S = 1,050 x 103 mm³, carries uniformly distributed load W1 and a concentrated load P1. Determine loads W and P if the flexural stress is limited to “X" MPa. SET W1, P1, kN L1, m L2=L3, m o (“X"), LN/m. MPa В 3W W 3 1 145 L1 3. L3 5. L2
From the given figure below, determine the maximum flexural stress of the beam if it has a cross section of 150mm wide by 250mm deep. (JN 10 N/m o' RA=42N 42N 3M B IM 75Nm 81NM Im RD=3N -3N 0° 78 Nm 3NM V-DIAG M-DIAG
Girder ABCD below, is made up of W-section and two 10 mm steel plate, supports two intermediate beams at point B and C. A 15 kN/m uniformly distributed load is imposed at girder ABCD in addition to concentrated loads due to two intermediate beams. The intermediate beams are 5 meters long and subjected to a 6kN/m uniformly distributed load. Assume all member is simply supported. Use E=200 GPa, Fy= 420 MPa. Neglect beam weight. a. Determine the maximum bending stress in MPa, on the girder ABCD using the built-up section provided
ANALYZE THE STRUCTURE USING PORTAL FRAME METHOD. COMPUTE: AXIAL LOAD OF AD MINT ALL Onc MOMENT AT SUPPORT B MOMENT OF MEMBER EF ATE P E GOKN A 7m B 5m 8m
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
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
A triangular beam having a base width of 433 mm has a total depth of 776 mm. It is reinforced with 5- 16mm bars placed at 70mm (steel cover) above the bottom of the beam. f'c=24.06 MPa, fy=275 MPa. Use fc (allow) = 0.45f'c and fs(allow) %3D = 0.5fy %3D Calculate the capacity of the beam in kN-m using WSD.
ANALYZE THE STRUCTURE USING CANTILEVER METHOD COMPUTE AXIAL LOAD OF CF MOMENT AT SUPPORT G 50 KN A E 25 KN D G Com H 8m 3m 4m
A triangular wooden beam width 150 mm base and 300 mm height carries two concentrated load of 20 kN at third points. If the simple span of the beam is 6 m. Compute the maximum shearing stress of the beam. a. 0.58 MPa b. 1.33 MPa c. 0.48 MPa d. 0.86 MPa
Q2: A cantilever beam AB, loaded by a uniform load and a concentrated load, is constructed of a channel section. Find the maximum tensile stress g and maximum compressive stress gc. 15 N 20 N/m 40 mm 40 mm F 225 mm- 40 mm 200 mm 2.5m 0.5 m
No. 3. Beam AC carries a concentrated load P at its midspan point B. Determine the depth of the beam h in mm if the maximum bending stress is Omax = 50 MPa, the maximum deflection 8max = 10mm, the span is L = 4m, and the modulus of elasticity is E = 200 GPa. L/2 L/2- B 4+ 18. max
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.