The rigid frame shown is unbraced. The members are oriented so that bending is about the strong axis. Support conditions in the direction perpendicular to the plane of the frame are such that Ky = 1.0. The beams are W410 x 85, and the columns are W250 x 89. A992 steel is used, Fy=345 mPa. The axial compressive dead load is 750 kN and the axial compressive live load is 900 kN. Use the AISC alignment chart or Magdy I. Salama Formula for Kx. B 4.5 m 5.5 m 6.0 m Sx ly Sy mm^4 mm^3 A Ix Zx Zy J Cw rx ry mm^3 mm^3 mm^3 mm^g SECTION mm^2 mm^4 mm^3 mm mm W250x89 4500 W410x85 5500 10800 11400 143 1100 112 48.4 378 65.2 1230 574 1040 713 315 1510 171 18 199 40.8 1730 310 926 716 Which of the following best gives the allowable axial strength of column AB? Use the NSCP 2015 LRFD specifications. O 1,647 kN O 2,471 kN

The rigid frame shown is unbraced. The members are oriented so that bending is about the strong axis. Support conditions in the direction perpendicular to the plane of the frame are such that Ky = 1.0. The beams are W410 x 85, and the columns are W250 x 89. A992 steel is used, Fy=345 mPa. The axial compressive dead load is 750 kN and the axial compressive live load is 900 kN. Use the AISC alignment chart or Magdy I. Salama Formula for Kx. B 4.5 m 5.5 m 6.0 m Sx ly Sy mm^4 mm^3 A Ix Zx Zy J Cw rx ry mm^3 mm^3 mm^3 mm^g SECTION mm^2 mm^4 mm^3 mm mm W250x89 4500 W410x85 5500 10800 11400 143 1100 112 48.4 378 65.2 1230 574 1040 713 315 1510 171 18 199 40.8 1730 310 926 716 Which of the following best gives the allowable axial strength of column AB? Use the NSCP 2015 LRFD specifications. O 1,647 kN O 2,471 kN

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

6th Edition

ISBN:9781337094740

Author:Segui, William T.

Publisher:Segui, William T.

Chapter6: Beam–columns

Section: Chapter Questions

Problem 6.2.2P

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The rigid frame shown is unbraced. The members are oriented so that bending is about the strong axis. Support conditions in the direction perpendicular to the plane of the frame are such that Ky = 1.0. The beams are W410 x 85, and the columns are W250 × 89. A992 steel is used, Fy=345 mPa. The axial compressive dead load is 750 kN and the axial compressive live load is 900 kN. Use the AISC alignment chart or Magdy I. Salama Formula for Kx. 4.5 m 5.5 m 6.0 m ly Cw Sx mm^2 mm^4 mm^3 1100 1510 A Ix rx Sy ry Zx Zy SECTION m mm^4 mm^3 378 mm^3 mm^3 mm^3 mm^9 1040 713 716 mm mm W250x89 4500 11400 143 W410x85 5500 10800 315 48.4 65.2 1230 574 1730 310 112 171 18 199 40.8 926 Which of the following best gives the axial strength of column AB? Use the NSCP 2015 LRFD specifications. O 2,340 kN 1,647 kN O 2,745 kN O 2,471 kN
The rigid frame shown is unbraced. The members are oriented so that bending is about the strong axis. Support conditions in the direction perpendicular to the plane of the frame are such that Ky = 1.0. The beams are W410 x 85, and the columns are W250 × 89. A992 steel is used, Fy=345 mPa. The axial compressive dead load is 750 kN and the axial compressive live load is 900 kN. Use the AISC alignment chart or Magdy I. Salama Formula for Kx. B 4.5 m 5.5 m 6.0 m Sx mm^2 mm^4 mm^3 1100 L A Ix Sy Zx Cw ly mm mm^4 mm^3 112 48.4 Zy mm mm^3 mm^3 mm^3 mm19 1040 SECTION ry 65.2 1230 574 713 W250x89 4500 11400 W410x85 5500 10800 315 143 378 1510 171 18 199 40.8 1730 310 926 716 Which of the following best gives the allowable axial strength of column AB? Use the NSCP 2015 LRFD specifications. O 1,647 kN 2,471 kN O 900 kN
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A column is built up from four (4)- 125 x 125 x 18 angle shapes as shown. The plates are not continuous but are spaced at intervals along the column length and function to maintain the separation of the angles. They do not contribute to the cross-sectional properties. The effective length is 4 m. Compute the allowable design compressive strength based on flexural buckling. E= 250 MPa. Use ASD. k 375 mm 125mm, HPlate 125mm 4 - 4 125 × 125× l8 section 下好业

PROBLEM 2: The rigid frame shown is unbraced. The members are oriented so that bending is about the strong axis. Support conditions in the direction perpendicular to the plane of the frame are such that Ky = 1.0. The beams are W410 x 85, and the columns are B W250 x 149. A992 steel is used. The axial 4.5 m compressive dead load is 400 kN, and the axial compressive live load is 490 kN. a. Determine the axial compressive design strength of column AB. 5.5 m 6.0 m b. Determine the allowable axial compressive strength of column AB.
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A flexural member is fabricated from two flange plates 1/2x16 and a web plate 1/4x20, thusforming a built-up ‘I’ shape member. The yield stress of the steel is 50 ksi.a. Compute the plastic section modulus Z and the plastic moment Mp with respect to the majoraxis.b. Compute the section modulus S and the plastic moment My with respect to the major axis
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