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Level 1 Level 0 Main Beam K= 6 x105 mm³ 7000 mm 300 Main Beam K= 6 x105 mm²³ Secondary Beam K= 9 x 105 mm³ Column: Kz-z = 1.41 x 10³ mm³ Ky-y = 1.04 x 105 mm³ 350 Secondary Beam K=9x105 mm³ The first lift of an edge column in a reinforced concrete framed building is shown in Figure Q. Lateral load on the building is carried by shear walls. All beams framing into the column are of the same cross-section, with the main and secondary beams having stiffness of 6 x 105 mm³ and 9 x 105 mm³ respectively. A section 300 x 350 mm is proposed for the column which has a clear height of 7.0 m as shown in the figure. ( Kz-z = 1.41 x 105 mm³, and Ky-y = 1.04 x 105 mm³). Under the worst conditions of loading on the main ns, the ultimate bending moments about the major axis of the column are 65 kNm (in the anti-clockwise direction) at Level 1, and 20 kNm (also in the anti-clockwise direction) at Level 0, which resulted in the column to bend in double curvatures. The moments in the column resulted from the difference in end moments in the secondary beams are small and may be neglected. The ultimate axial load (including the self-weight of the column) is 2400 kN (a) Determine the effective heights and the slenderness ratios of the column and state whether the second order moment due to deflection need to be considered in design. (Take the effective creep ratio, Qef as 1.35, and assume the limiting slenderness ratios, Alim(y) = Alim(z)) (b) Design all reinforcement required in the column using Grade C30/37 concrete, Grades 500 and 250 steel for the main bars and links respectively, and a cover thickness to the main bars of 40 mm. (c) Show in neat dimensioned sketches the arrangement of the main reinforcement and links (longitudinal and cross-section).

Level 1 Level 0 Main Beam K= 6 x105 mm³ 7000 mm 300 Main Beam K= 6 x105 mm²³ Secondary Beam K= 9 x 105 mm³ Column: Kz-z = 1.41 x 10³ mm³ Ky-y = 1.04 x 105 mm³ 350 Secondary Beam K=9x105 mm³ The first lift of an edge column in a reinforced concrete framed building is shown in Figure Q. Lateral load on the building is carried by shear walls. All beams framing into the column are of the same cross-section, with the main and secondary beams having stiffness of 6 x 105 mm³ and 9 x 105 mm³ respectively. A section 300 x 350 mm is proposed for the column which has a clear height of 7.0 m as shown in the figure. ( Kz-z = 1.41 x 105 mm³, and Ky-y = 1.04 x 105 mm³). Under the worst conditions of loading on the main ns, the ultimate bending moments about the major axis of the column are 65 kNm (in the anti-clockwise direction) at Level 1, and 20 kNm (also in the anti-clockwise direction) at Level 0, which resulted in the column to bend in double curvatures. The moments in the column resulted from the difference in end moments in the secondary beams are small and may be neglected. The ultimate axial load (including the self-weight of the column) is 2400 kN (a) Determine the effective heights and the slenderness ratios of the column and state whether the second order moment due to deflection need to be considered in design. (Take the effective creep ratio, Qef as 1.35, and assume the limiting slenderness ratios, Alim(y) = Alim(z)) (b) Design all reinforcement required in the column using Grade C30/37 concrete, Grades 500 and 250 steel for the main bars and links respectively, and a cover thickness to the main bars of 40 mm. (c) Show in neat dimensioned sketches the arrangement of the main reinforcement and links (longitudinal and cross-section).

Structural Analysis
Structural Analysis
6th Edition
ISBN:9781337630931
Author:KASSIMALI, Aslam.
Publisher:KASSIMALI, Aslam.
Chapter2: Loads On Structures
Section: Chapter Questions
Problem 1P
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Level 1 Level 0 Main Beam K= 6 x105 mm³ 7000 mm 300 Main Beam K= 6 x105 mm²³ Secondary Beam K= 9 x 105 mm³ Column: Kz-z = 1.41 x 10³ mm³ Ky-y = 1.04 x 105 mm³ 350 Secondary Beam K=9x105 mm³
Transcribed Image Text:Level 1 Level 0 Main Beam K= 6 x105 mm³ 7000 mm 300 Main Beam K= 6 x105 mm²³ Secondary Beam K= 9 x 105 mm³ Column: Kz-z = 1.41 x 10³ mm³ Ky-y = 1.04 x 105 mm³ 350 Secondary Beam K=9x105 mm³
The first lift of an edge column in a reinforced concrete framed building is shown in Figure Q. Lateral load on the building is carried by shear walls. All beams framing into the column are of the same cross-section, with the main and secondary beams having stiffness of 6 x 105 mm³ and 9 x 105 mm³ respectively. A section 300 x 350 mm is proposed for the column which has a clear height of 7.0 m as shown in the figure. ( Kz-z = 1.41 x 105 mm³, and Ky-y = 1.04 x 105 mm³). Under the worst conditions of loading on the main ns, the ultimate bending moments about the major axis of the column are 65 kNm (in the anti-clockwise direction) at Level 1, and 20 kNm (also in the anti-clockwise direction) at Level 0, which resulted in the column to bend in double curvatures. The moments in the column resulted from the difference in end moments in the secondary beams are small and may be neglected. The ultimate axial load (including the self-weight of the column) is 2400 kN (a) Determine the effective heights and the slenderness ratios of the column and state whether the second order moment due to deflection need to be considered in design. (Take the effective creep ratio, Qef as 1.35, and assume the limiting slenderness ratios, Alim(y) = Alim(z)) (b) Design all reinforcement required in the column using Grade C30/37 concrete, Grades 500 and 250 steel for the main bars and links respectively, and a cover thickness to the main bars of 40 mm. (c) Show in neat dimensioned sketches the arrangement of the main reinforcement and links (longitudinal and cross-section).
Transcribed Image Text:The first lift of an edge column in a reinforced concrete framed building is shown in Figure Q. Lateral load on the building is carried by shear walls. All beams framing into the column are of the same cross-section, with the main and secondary beams having stiffness of 6 x 105 mm³ and 9 x 105 mm³ respectively. A section 300 x 350 mm is proposed for the column which has a clear height of 7.0 m as shown in the figure. ( Kz-z = 1.41 x 105 mm³, and Ky-y = 1.04 x 105 mm³). Under the worst conditions of loading on the main ns, the ultimate bending moments about the major axis of the column are 65 kNm (in the anti-clockwise direction) at Level 1, and 20 kNm (also in the anti-clockwise direction) at Level 0, which resulted in the column to bend in double curvatures. The moments in the column resulted from the difference in end moments in the secondary beams are small and may be neglected. The ultimate axial load (including the self-weight of the column) is 2400 kN (a) Determine the effective heights and the slenderness ratios of the column and state whether the second order moment due to deflection need to be considered in design. (Take the effective creep ratio, Qef as 1.35, and assume the limiting slenderness ratios, Alim(y) = Alim(z)) (b) Design all reinforcement required in the column using Grade C30/37 concrete, Grades 500 and 250 steel for the main bars and links respectively, and a cover thickness to the main bars of 40 mm. (c) Show in neat dimensioned sketches the arrangement of the main reinforcement and links (longitudinal and cross-section).
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