2.99 See Answer

Question: Find the controlling buckling load (kN) for

Find the controlling buckling load (kN) for the steel column shown in the figure. The column is pinned at top and bottom and is made up of two C 150 × 12.2 shapes that act together. Assume that E = 205 GPa and L = 6 m.
Find the controlling buckling load (kN) for the steel column shown in the figure. The column is pinned at top and bottom and is made up of two C 150 × 12.2 shapes that act together. Assume that E = 205 GPa and L = 6 m.





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> A horizontal beam AB is pin-supported at end A and carries a load Q at joint B, as shown in the figure. The beam is also supported at C by a pinned end column of length L; the column is restrained laterally at 0.6L from the base at D. Assume the column c

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> A column, pinned at top and bottom, is made up of two C6 × 13 steel shapes (see figure) that act together. (a) Find the buckling load (kips) if the gap is zero. (b) Find required separation distance d (inches) so that the buckling load is th

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> A column, fixed at the base and free at the top, is made up of two C 100 × 10.8 steel shapes (see figure) that act together. (a) Find the buckling load (kN) if the gap is zero. (b) Find the required separation distance d (mm) so that the buc

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> Determine the critical load Pcr and the equation of the buckled shape for an ideal column with ends fixed against rotation (see figure) by solving the differential equation of the deflection curve. B A

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> Determine the allowable axial load Pallow for a steel pipe column with pinned ends having an outside diameter of 220 mm and wall thickness of 12 mm for each of the following lengths: L = 2.5 m, 5 m, 7.5 m, and 10 m. (Assume E = 200 GPa and σY = 250 MPa)

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> A wide-flange steel column (E = 30 × 106 psi) of W12 × 87 shape (see figure) has a length L = 28 ft. It is supported only at the ends and may buckle in any direction. Calculate the allowable load allow P based upon the critical

> Solve the preceding problem for a steel pipe column (E = 210GPa) with length L = 1.2 m, inner diameter d1 = 36 mm, and outer diameter d2 = 40 mm. Data from Problem 3: An aluminum pipe column (E = 10,400ksi) with a length L = 10.0 ft has inside and out

> An aluminum pipe column (E = 10,400ksi) with a length L = 10.0 ft has inside and outside diameters d1 = 5.0 in. and d2 = 6.0 in., respectively (see figure). The column is supported only at the ends and may buckle in any direction. Calculate the critical

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> Solve the preceding problem for an aluminum column with b = 6.0 in., t = 0.5 in., P = 30 kips, and E = 10.6 × 103 ksi. The deflection at the top is limited to 2.0 in. Data from Problem 12: An aluminum box column with a square cross sectio

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> Determine the allowable axial load Pallow for a steel pipe column with pinned ends having an outside diameter of 4.5 in. and wall thickness of 0.237 in. for each of the following lengths: L = 6 ft, 12 ft, 18 ft, and 24 ft. (Assume E = 29,000 ksi and σY =

> Solve the preceding problem (W250 × 44.8) if the resultant force P equals 110 kN and E = 200 GPa. Data from Problem 9: A wide-flange member (W10 × 30) is compressed by axial loads that have a resultant P = 20 kips acting at t

> A wide-flange member (W10 × 30) is compressed by axial loads that have a resultant P = 20 kips acting at the point shown in the figure. The material is steel with modulus of elasticity E = 29,000 ksi. Assuming pinned-end conditions, determin

> A wide-flange member (W 200 × 22.5) is compressed by axial loads that have a resultant P acting at the point shown in the figure. The member has modulus of elasticity E = 200 GPa and pinned conditions at the ends. Lateral supports prevent an

> Solve the preceding problem for a column with e = 0.20 in., L = 12 ft, I = 21.7 in4, and E = 30 × 106 psi. Data from Problem 6: Plot the load-deflection diagram for a pinned-end column with eccentric axial loads (see figure) if the eccent

> Plot the load-deflection diagram for a pinned-end column with eccentric axial loads (see figure) if the eccentricity e of the load is 5 mm and the column has a length L = 3.6 m, moment of inertia I = 9.0 × 106 mm4, and modulus of elasticity

> Determine the bending moment M in the pinned-end column with eccentric axial loads shown in the figure. Then plot the bending-moment diagram for an axial load P = 0.3 Pcr. Note: Express the moment as a function of the distance x from the end of the colum

> A brass bar of a length L = 0.4 m is loaded at end B by force P = 10 kN with an eccentricity e = 6 mm. The bar has a rectangular cross section with an h/b ratio of 1.5. Find the dimensions of the bar if the deflection at the end is limited to 4 mm. Assum

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> A steel bar having a square cross section (50mm × 50mm) and length L = 2.0 m is compressed by axial loads that have a resultant P = 60 kN acting at the midpoint of one side of the cross section (see figure). Assuming that the modulus of elas

> A wide-flange column with a bracket is fixed at the base and free at the top (see figure). The column supports a load P1 = 340 kN acting at the centroid and a load P2 = 110 kN acting on the bracket at a distance s = 250 mm from the load P1. The column is

> Select a steel wide-flange column of a nominal depth of 360 mm (W 360 shape) to support an axial load P = 1100 kN (see figure). The column has pinned ends and length L = 6 m. Assume E = 200 GPa and σY = 340 MPa. A L A Section A-A H

> A W14 × 53 wide-flange column of a length L = 15 ft is fixed at the base and free at the top (see figure). The column supports a centrally applied load P1 = 120 kips and a load P2 = 40 kips supported on a bracket. The distance from the centr

> The wide-flange, pinned-end column shown in the figure carries two loads: a force P1 = 450 kN acting at the centroid and a force P2 = 270 kN acting at a distance s = 100 mm from the centroid. The column is a W250 × 67 shape with L = 4.2 m, E

> A pinned-end column with a length L = 18 ft is constructed from a W12 × 87 wide-flange shape (see figure). The column is subjected to a centrally applied load P1 = 180 kips and an eccentrically applied load P = 752 kips. The load P2 acts at

> A W310 × 74 wide-flange steel column with length L = 3.8 m is fixed at the base and free at the top (see figure). The load P acting on the column is intended to be centrally applied, but because of unavoidable discrepancies in construction,

> A steel column (E = 3 0 × 103 ksi) that is fixed at the base and free at the top is constructed of a W8 × 35 wide-flange member (see figure). The column is 9.0 ft long. The force P acting at the top of the column has an eccentri

> A W410 × 85 steel column is compressed by a force P = 340 kN acting with an eccentricity e = 38 mm, as shown in the figure. The column has pinned ends and a length L. Also, the steel has a modulus of elasticity E = 200 GPa and yield stress &

> A steel column (E = 30 × 103 ksi) with pinned ends is constructed of a W10 × 60 wide flange shape (see figure). The column is 24 ft long. The resultant of the axial loads acting on the column is a force P acting with an eccentri

> A steel W310 × 52 column is pin-supported at the ends and has a length L = 4 m. The column supports two eccentrically applied loads P1 = 750 kN and P2 = 500 kN (see figure). Bending occurs about axis 1–1 of the cross sectio

> A steel W12 × 35 column is pin-supported at the ends. The column carries an axial load P = 150 kips with eccentricity e = 3 in. (see figure). Find the length of the column if the maximum stress is restricted to the proportional limit Ï&

> A circular aluminum tube with pinned ends supports a load P = 18 kN acting at a distance e = 50 mm from the center (see figure). The length of the tube is 3.5 m, and its modulus of elasticity is 73 GPa. If the maximum permissible stress in the tube is 20

> Select a steel wide-flange column of a nominal depth of 12 in. (W 12 shape) to support an axial load P = 175 kips (see figure). The column has pinned ends and length L = 35 ft. Assume E = 29,000 ksi and σY = 36 ksi. A L A Section A-A H

2.99

See Answer