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Concrete Column Buckling Analysis

The document summarizes the design of an unbraced concrete column based on ACI 318-05 standards. It provides the material properties, dimensions of the columns and beams, and service loads on a column. It then calculates the required and factored axial loads and moments at different positions of the column. Several design checks are performed, including a slenderness check and a capacity check, and it is determined that the column must be enlarged to meet design requirements.

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sherif mahmoud
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69 views1 page

Concrete Column Buckling Analysis

The document summarizes the design of an unbraced concrete column based on ACI 318-05 standards. It provides the material properties, dimensions of the columns and beams, and service loads on a column. It then calculates the required and factored axial loads and moments at different positions of the column. Several design checks are performed, including a slenderness check and a capacity check, and it is determined that the column must be enlarged to meet design requirements.

Uploaded by

sherif mahmoud
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
Available Formats
Download as XLS, PDF, TXT or read online on Scribd
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COLUMN ID: C7 BUCKLING IN DIRECTION OF 500 PAGE : 1

DESIGN BY : Ahmed Megally


COLUMN LEVEL: FOUNDATION LEVEL REVIEW BY : Dr. Magdy Thabet
DATE : 7/9/2019
Concrete Column Buckling Based on ACI 318-05

System: Unbraced
MATERIAL PROPERTIES b

FC= 40 Mpa h
FY= 460 Mpa
Note: h is dimension resisting
COLUMNS AND BEAMS DIM.: applied moment.
dimensions: h(mm) b(mm) L(m) Lu(m)
top.col 500 1000 6.8 5.7
Columns col (AB) 500 1000 6.8
top col
bott.col 0 0 0
No.1 1800 500 5.6 top beam No.1 top beam
top beams No.2
No.2 1800 500 5.6
No.1 800 3000 5.6
bot.beams
No.2 800 3000 5.6 A
SERVICE LOAD ON COLUMN.(AB) Lu L
LOADS at top at bottom
PD(KN) 3300 3380 B
PL(KN) 370 370
MD(KN.m) -25 9 bottom
botomt.beam
ML(KN.m) -2 0.2 No.1 beam
Comments : No.2.
1) User shall determine the correct sign for the moments at TOP ; bott.col.
For (ONLY) double curvature, both MD and ML at TOP shall have MINUS signs.
2) The magnified moment (db Mu) must be used in column design .
3) The magnification factor (ds) is not calculated.
CALCULATION
Ec= 29725.410006 Mpa
POSITION Pud(KN) PuL(KN) Pu(KN) Mu(KN.m) MuD(kN.m)
top 4620 629 5249 -38.4 -35
bottom 4732 629 5361 12.94 12.6

M2b= 38.4 KN.m


M1b= 12.94 KN.m
type A(mm2) Ig(mm3) r(mm.5)
top.col 500000 10416666667 144.337567
Columns col (AB) 500000 10416666667 144.337567
bott.col 0 0 0
No.1 900000 243000000000 519.615242
top beams
No.2 900000 243000000000 519.615242
No.1 2400000 128000000000 230.940108
bot.beams
No.2 2400000 128000000000 230.940108
ytop= 0.077
yBottom= 0.080 ( k * Lu )/r= 40.854 > 22
ym= 0.079 ( k * Lu )/r= 40.854 < 100 OK
ymini= 0.077 Take into consideration slenderness
K(eqn.) 1.035 SUMMARY
bd 0.883 The column must be enlarged
(EI)cr 2.6315E+13 N/mm2 eq(10-12) Pu= 5249 KN
M2mini 162.117 KN.m use M2b=M2mini Mc= ##### KN.m
Cm1 0.465
Cm 1 cl 10.12.3.2 eq(10-14)
Pc 7469.329 Kn
Pu/fPc= 0.937 eq(10-10) dns = 15.870 15.870

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