COLUMNS SHORT COLUMNS LONG COLUMNS Fail by crushing, cracking Fail by buckling = Slenderness Ratio r...
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Transcript of COLUMNS SHORT COLUMNS LONG COLUMNS Fail by crushing, cracking Fail by buckling = Slenderness Ratio r...
![Page 1: COLUMNS SHORT COLUMNS LONG COLUMNS Fail by crushing, cracking Fail by buckling = Slenderness Ratio r = Least radius of gyration, inches E = Modulus of.](https://reader034.fdocuments.net/reader034/viewer/2022050704/5697bfd81a28abf838caf37b/html5/thumbnails/1.jpg)
COLUMNS
SHORT COLUMNS LONG COLUMNSFail by crushing, cracking Fail by buckling
4.71y
KL Er F
4.71y
KL Er F
= Slenderness Ratio
r = Least radius of gyration, inches
E = Modulus of elasticity, ksi
Fy = Yield strength of steel, ksi
KLr
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SHORT COLUMNSLONG COLUMNS
SLENDERNESS RATIO
CRITICALSTRESS, ksi (Fcr)
Fe = Euler’s Buckling Stress, ksi2
2( )
E
KL r
KLr
![Page 3: COLUMNS SHORT COLUMNS LONG COLUMNS Fail by crushing, cracking Fail by buckling = Slenderness Ratio r = Least radius of gyration, inches E = Modulus of.](https://reader034.fdocuments.net/reader034/viewer/2022050704/5697bfd81a28abf838caf37b/html5/thumbnails/3.jpg)
Pn = Nominal Strength (Failure Strength) of Column = Fcr. Ag, kips
Design strength of column = 0.9 x Pn
FOR LRFDDESIGN STRENTH DESIGN LOAD Pn Pu
C
C = Resistance Factor for Compression, 0.9
![Page 4: COLUMNS SHORT COLUMNS LONG COLUMNS Fail by crushing, cracking Fail by buckling = Slenderness Ratio r = Least radius of gyration, inches E = Modulus of.](https://reader034.fdocuments.net/reader034/viewer/2022050704/5697bfd81a28abf838caf37b/html5/thumbnails/4.jpg)
Fixed FreePin
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FIXED
FIXED
FIXED
PINPIN
PIN
K = 0.65 K = 1.0 K = 0.8
RECOMMENDED VALUES OF EFFECTIVE LENGTH FACTOR , K
POINT OF INFLECTION
![Page 6: COLUMNS SHORT COLUMNS LONG COLUMNS Fail by crushing, cracking Fail by buckling = Slenderness Ratio r = Least radius of gyration, inches E = Modulus of.](https://reader034.fdocuments.net/reader034/viewer/2022050704/5697bfd81a28abf838caf37b/html5/thumbnails/6.jpg)
K = 2.1
FIXED
FREE TO ROTATE & TRANSLATE
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HSS 10x6x ½ASTM A500,Grade B steel(Fy = 46ksi)
FIXED
FIXED
K = 0.65
PROBLEM # 1
Determine the available strength of the compression member shown in Figure 1, in each of the following ways:a. Use AISC Equation E3-2 or E3-3. Compute both the design strength for LRFD and
the allowable strength for ASD.b. Use table 4-22 from Part 4 of the Manual. Compute both the design strength for
LRFD and the allowable strength for ASD.
Figure 1
3.57xr
2.39yr
![Page 8: COLUMNS SHORT COLUMNS LONG COLUMNS Fail by crushing, cracking Fail by buckling = Slenderness Ratio r = Least radius of gyration, inches E = Modulus of.](https://reader034.fdocuments.net/reader034/viewer/2022050704/5697bfd81a28abf838caf37b/html5/thumbnails/8.jpg)
PROBLEM # 1
1) Find Slenderness Ratio
KL 0.65(15x12)48.95 200
r 2.39 OK
2) Find Euler’s Buckling Stress
2 2
22eE x29,000
F 119.5ksi48.95KL
r
3) Find if Short or Long Column
29,0004.71 4.71 118.3
46
y
E
F
KL48.95 118.3
r SHORT COLUMN
4) Find Fcr
0.658 .
Fy
FeyF Fcr
46119.5
cr 0.658 .46
39.15ksi
F
HSS 10x6x ½ASTM A500,Grade B steel(Fy = 46ksi)
FIXED
K = 0.65
FIXED
Figure 1
![Page 9: COLUMNS SHORT COLUMNS LONG COLUMNS Fail by crushing, cracking Fail by buckling = Slenderness Ratio r = Least radius of gyration, inches E = Modulus of.](https://reader034.fdocuments.net/reader034/viewer/2022050704/5697bfd81a28abf838caf37b/html5/thumbnails/9.jpg)
PROBLEM # 1
5) Design Strength of Column = 0.9 x Fcr x Ag = 0.9 x 39.15 x 13.5 = 475.7 kips
KL = 0.65 x 15 = 9.75’
Effective length
9' 486kips9.75' 474kips10' 470kips
*By interpolation = 486 -
= 474 kips
486 470x0.75
1
Page # 4-31
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Page # 4-319
KLr
crF
49 35.2
Load = 35.2 x 13.5 = 475.2 kips
C
PROBLEM # 1
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For the conditions shown in Figure 1, use LRFD and
a. Select a W12 of A992 steel.b. Select a steel pipe.c. Select a square HSS.d. Select a rectangular HSS.
W12 PIPE, RECTANGULAR HSS, SQUARE HSS
Pu = 1.2D + 1.6L = 1.2 x 90 + 1.6 x 260 = 524 kips
KL = 0.65 x 15.33’ = 9.97’
D = 90kL= 260k
Figure 1
PROBLEM # 2
WEB
FLANGES
A 992STEEL
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PROBLEM # 2
W12
Page # 4-18
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COLUMN DESIGNATION
WEIGHT(lbs/ft)
LOAD CAPACITY Pn (kips)
STRENGTH REQUIRE (Pu)
W12 53 590 524 kips
C
PROBLEM # 2
W12
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PROBLEM # 2
Page # 4-64
ROUND HSS
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Page # 4-65
PROBLEM # 2
ROUND HSS
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PROBLEM # 2
Page # 4-65
ROUND HSS
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Page # 4-66
PROBLEM # 2
ROUND HSS
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COLUMN DESIGNATION
WEIGHT(lbs/ft)
LOAD CAPACITY Pn (kips)
STRENGTH REQUIRE (Pu)
HSS 16.000x0.375 62.6 630 524 kips
HSS 16.000x0.312 52.3 528 524 kips
HSS 14.000x0.375 54.6 545 524 kips
HSS 10.750x0.500 54.8 531 524 kips
C
PROBLEM # 2
ROUND HSS
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PROBLEM # 2
SQUARE HSS
Page # 4-48
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PROBLEM # 2
SQUARE HSS
Page # 4-49
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PROBLEM # 2
SQUARE HSS
Page # 4-51