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Midas Gen: 1. Design Condition

The document provides the design results for a reinforced concrete column with a height of 3.3 meters and section C2. It analyzes the column for axial load, flexure, and shear. The column satisfies the requirements for axial load, flexure, and shear except at the joint where the joint shear ratio exceeds 1.

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88 views1 page

Midas Gen: 1. Design Condition

The document provides the design results for a reinforced concrete column with a height of 3.3 meters and section C2. It analyzes the column for axial load, flexure, and shear. The column satisfies the requirements for axial load, flexure, and shear except at the joint where the joint shear ratio exceeds 1.

Uploaded by

engr.geraldkevincatipon
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
Available Formats
Download as PDF, TXT or read online on Scribd
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midas Gen RC Column Design Result

Company PETER MOLO ENGINEERING CONSULT


Project Title
Author PETER MOLO ENGINEERING
File CONSULT
Name C:\...\PWD 2023.mgb
1. Design Condition z
Design Code : ACI318M-14 UNIT SYSTEM: kN, m
Member Number: 106 (PM), 107 (Shear)
Material Data : fc = 24131.7, fy = 275790, fys = 275790 KPa
Column Height : 3.3 m
Section Property: C2 (No : 6)
y

0.3
Rebar Pattern : 6 - 3 - #5 Ast = 0.0012 m^2 (Rhost = 0.016)

2. Design for Axial and Flexure

0.0635
Load Combination : 2 (I)
Concentric Max. Axial Load phiPn-max = 959.258 kN 0.25
Axial Load Ratio Pu / phiPn = -23.604 / 30.7842 = 0.767 < 1.000 ....... O.K
Moment Ratio Mc / phiMn = 20.3866 / 26.0943 = 0.781 < 1.000 ....... O.K
Mcy / phiMny = 2.42352 / 3.19888 = 0.758 < 1.000 ....... O.K
Mcz / phiMnz = 20.2420 / 25.8975 = 0.782 < 1.000 ....... O.K

P-M Interaction Diagram


P(kN)2000
phiPn(kN) phiMn(kN-m)
1750 Theta=82.96Deg.
N.A=87.44Deg. 1199.07 0.00
1500 1057.41 15.41
1250 901.02 27.38
754.30 35.07
1000
959 620.15 39.69
750 506.48 42.31
500 438.26 43.46
250
380.53 41.28
336.94 42.12
0
0
255.46 41.84
(-24,20)
(-31,26) M(kN-m)
-250 57.80 32.25
-500 -182.92 13.26
-297.85 0.00
14

21

28

35

42

49

56

63

70
7

3. Design for Shear


[ END ] y : 37 (J) z : 37 (J)
Applied Shear Force (Vu) 21.6423 kN 29.5658 kN
Design Shear Strength (phiVc+phiVs)0.00000 + 136.050 = 136.050 kN 0.00000 + 143.771 = 143.771 kN
Shear Ratio 0.159 < 1.000 ....... O.K 0.206 < 1.000 ....... O.K
As-H_req 0.00056 m^2/m, 2-#3 @20 0.00060 m^2/m, 2-#3 @20

[ MIDDLE ] y : 37 (1/2) z : 37 (1/2)


Applied Shear Force (Vu) 21.6423 kN 29.5658 kN
Design Shear Strength (phiVc+phiVs)0.00000 + 60.8369 = 60.8369 kN 0.00000 + 77.1470 = 77.1470 kN
Shear Ratio 0.356 < 1.000 ....... O.K 0.383 < 1.000 ....... O.K
As-H_req 0.00056 m^2/m, 2-#3 @90 0.00060 m^2/m, 2-#3 @90

[ JOINT ] y : 34 (I) z : (I)


Joint Shear (Vhj/phiVnj) 409.546 / 313.165 = 1.308 0.00000 / 0.00000 = 0.000
Joint Ratio 1.308 > 1.000 ....... N.G 0.000 < 1.000 ....... O.K

Modeling, Integrated Design & Analysis Software Print Date/Time : 06/09/2023 10:31
http://www.MidasUser.com
Gen 2020

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