Data Loading...
Tabla de Columnas Flipbook PDF
Tabla de Columnas
124 Views
49 Downloads
FLIP PDF 2.24MB
COLUMN DESIGN
3 - 16
DESIGN STRENGTH OF COLUMNS
v
3-17
Fy= 36 ksi
-I-
COLUMNS W shapes Design axial strength in kips
(
COLUMNS W shapes Design axial strength in kips
= 0.85)
(
= 0.85)
v
Designation
Designation
Wt./ft
Wt.lft
-
-
F?--
F?--
o
11 12 13 14 15
~ c:
o
~>Ol
o
5610 5480 5350 5230 5110
~ c: .Q
[ Ol
'O
'"~ ~
'O
tí ro ..9! .9 U ID a.
'"~ ~ .-
C)
'O 11 12 13 14 15
1110 1100 1080 1070 1050
16 17 18 19 20
1030 1020 997 978 958
22 24 26 28 30
916 872 826 780 733
'"
::>
'O
r!!
lií ro
~ .9
.9 Ü Q)
a.
'"~ ~
g ~ ..c:
o, c:
~ Q)
.2:
Ü Q)
a.
'"~ ..c: ~
g ~ ..c:
o,c:
~ Q)
ti
Ü
~ w
32 34 36 38
686 639 593 547 u
u
2.03-
P"" (kips)
P"" (kips)
196 23.2 520 215 15.7 73.7
P",
P",
(kips/in.) p .•• (kips) P",(~ps) Lp (ft) L,(ft)
(kipslin.) p .•• (kips) (kips) Lp(ft) L,(ft)
P",
A (in.2) /. (in4)
38.8 1530
35.3 1380
32 1240
~~~
~
~
~
(in.) Ralio r. / ry pex(I{L)2/10' ry
Pey(I{L)2/10'
3.76 1.67 43800 15700
3.74 1.67 39300 14100
3.73 1.67 35400 12700
tFlange is noncompacl; see discussion preceding column load lables.
AMERlCAN INSTITUTE OF STEEL CONSTRUCTION
26.5 999 362 3.70 1.66 28600 10400
2.85 149 18.4 257 148 10.3 43.0
A (in.2)
24.1
21.8
20
17.9
15.6
14.1
4~~
~
~
rn
~
~
~
/y (in.4)
(in.) Ratio r. / ry pex(l{L)2/10' ry
Pey(I(l.)2/10'
148 2.48 2.44 25200 4240
134 2.48 2.44 22800 3840
121 2.46 2.44 20700 3460
107 2.45 2.44 18300 3080
57.7 1.92 3.07 15500 1650
51.4 1.91 3.06 13800 1470
12.6
W 45.2 1.89 3.08 12200 1290
tWeb may be noncompact lar combined axial and bendin9 stress; see AISC LRFDSpecíflcatíonSec"on 65. Note: Heavy line indicales I{I / rol 200.
AMERlCAN INsTITUTE OF STEEL CONSTRUCTION
3- 22
COLUMN DESIGN
DESIGN STRENGTH OF COLUMNS
3 -23
,1,
Fy= 36 ksi
1
COLUMNS W shapes Design axial strength in kips
(
COLUMNS W shapes Design axial strength in kips
= 0.85)
(
= 0.85)
y
Oesignation
y
Oesignation
Wt.lft
Wt.Jft
y
F
I o
e c: .Q
[ Cl
'O III
:J
'O
~
iñ ro
~
6 7 8 9 10
Fy
~
2960 2930 2900 2870 2840
c: .Q
~>Cl
11 12 13 14 15
2800 2760 2720 2670 2620
16 17 18 19 20
2570 2520 2470 24~0 2350
a. '" III
~
£;
.~
22 24 26 28 30
2230 2100 1980 1850 1720
32 34 36 38 40
1590 1460 1340 1220 1100
'O III
:J
'O
~
iñ ro
~
.J::
o,c:
~
> '" U
~ w
1890
6 7 8 '9 10
1840 1830 1810 1790 1760
11 12 13 14 15
1740 1710 1680 1650 1610
16 17 18 19 20
1580 1540 1510 1470 1430
22 24 26 28 30
1340 1260 1170 1090 1000
32 34 36 38 40
919 837 759 682 616
.9 Ü
a. '"
III
~ .J:: ~
g
;S
Si!
O
e
.9 Ü
36
3020
Si! .J::
o, c: ~ .~ '" Ü
u P""
(kips) p .••(kipsfon.)
P"" (kips) P",(kips) Lp (ft) L,(ft)
A (in2) (in.4) ly(in.4) 'y (in.) Ratio,x I,y Ix
Pex(I{L)2/104
Pey (1{L)2 1104
~ w
2.18 1180 64 12700 1770 14.5 202
u P""
-----I....:..
98.8 4060 1190 3.47 1.85 116000 34000
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
(kips) p .••(kipsfon.) P"" (kips) P",(kips) Lp (ft) L,(ft)
A (in2) Ix
(in4)
ly(in.4) 'y (in.)
Ratio 'Xl,y Pex(I{L)2/1041 Pey(I{L)2/104
2.16 558 42 3760 731 13.7 129
~
61.8 2140 664 3.28 1.80 61400 19000
55.8 1890 589 3.25 1.79 54100 16900
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
39.9 1240 398 3.16 1.77 35600 11400
35.3 1070 345 3.13 1.76 30700 9900
COLUMN DESIGN
3 - 24
,1
=
Fy
DESIGN STRENGTH OF COLUMNS
3 - 25
36 ksi
COLUMNS W shapes Design axial strength in kips ( = 0.85)
COLUMNS W shapes Design axial strength in kips (
= 0.85)
y
y
Designation
Designation
Wt.lft
Wt.lft
c:
o
~
;>, el
'5
'"
::>
'O
III
iií
o-
'"~ ~ .c:
g s! .c:
C, c:
.!!! Q>
.2:
o
& w
36
Fy
Fy
e
,1,
o
I 955
6 7 8 9 10
928 919 908 896 883
11 12 13 14 15
868 853 836 819 800
16 17 18 19 20
781 761 741 719 698
22 24 26 28 30
653 608 562 516 472
32 34 36 38 40
428 386 345 310 279
lJ
P"" (kips)
P", P""
(kipsfln.) (kips) PIb (kips) Lp (ft) L,(ft) A(in.2) Ix (in.') Iy (in4) ry (in.) Ratiorx/ry Pex(KL)2/10'
Pey(K02/10'
o
520
6 7 8 9 10
498 490 482 472 461
11 12 13 14 15
450 437 424 411 397
16 18 20 22 24
382 352 321 291 260
26 28 30 32 34
231 202 176 155 137
38 41
110 94
(kipsfln.) (kips) PIb (kips) Lp (ft) L,(ft)
2.41 89 13 106 83 10.5 38.3
e c:
o
~
;>, el
'5
'"::>
'O
III
iií
o-
'"~ ~ .c:
g
s! .c:
C, c:
.!!! Q>
:fl
& w
2.12 185 22 518 198 13.0 67.2
lJ
P"" (kips)
P", P""
31.2 933 301 3.11 1.76 26700 8640
28.2 833 270 3.09 1.76 23900 7710'
tFlange is noncompact; see discussion preceding column load tables.
"
AMERICAN INSTITUTE OF STEEL CoNSTRUCTION
A (in.2) Ix (in4) Iy (in4) ry (in.) Ratiorx/ry pex(KLl/l0' P.y(KL)2/10'
11.8 310 44.1 1.93 2.66 8890 1260
17.0 475 107 2.51 2.10 13600 3070
Note: Heavy line indicales KI / rol 200.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
3.26
COLUMN DESIGN
,1,
COLUMNS W shapes Design axial strength in kips
(
DESIGN STRENGTH OF COLUMNS
3.27
COLUMNS W shapes Design axial strength in kips
= 0.85)
(
= 0.85)
y
y
Designation
Designation
Wt.lft
Wt.lft
y
F
., ~. e O
~ >-
Ol
'O VI
::J
'O
~
u;
'"
.!!!
I
o
Fy
~
6 7 8 9 10
969 956 941 924 906
11 12 13 14 15
886 865 842 819 794
16 17 18 19 20
768 742 715 688 660
VI
~ :5
.¡:
g s!
22 24 26 28 30
604 548 493 440 389
oC
15> e .!!! Q)
>
32 34 36 38 40
342 303 270 242 219
W10
36 539
6 7 8 9 10
517 509 500 491 480
11 12 13 14 15
469 457 444 430 416
16 17 18 19 20
401 387 371 356 340
22 24 26 28 30
309 278 248 219 191
32 33 34 36
168 158 149 1 133
u P"", (kips) p .••(kipslin.) P"" (kips) Pfb (kips) Lp (ft) L,(ft)
2.00 99 15 209 94 10.7 48.1
~ e
.2
~
Ol
'O VI
::J
'O
~
u;
'"
.!!!
B ti Q) a. (J)
~ oC
.~
g s! oC
15> e .!!! Q)
:B
U
~ w
I
o
1010
B ti Q) a.
u P"", (kips) p .••(kipslin.) (kips) Pfb(kips) Lp (ft) L,(ft)
P...,
4 (in.2) (in') (in') 'y (in.) Ratio 'xl 'y
¡x
¡y
Pex(I(L)2/104 p.y(I(02/104
,1,
~ w
2.06 255 27 1210 316 11.2 86.4
4 (in2)
-.J..;.;;;.;;.
32.9 716 236 2.68 1.74 20400 6760
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
22.6 455 154 2.60 1.73 13000 4370
¡x (in.4) ¡y (in') 'y (in.) Ratio 'x 1'y Pex(I(02/104 p.y(I(02/104
17.6 341 116 2.57 1.71 9710 3330
Note: Heavy line indicates 1(11 rol 200.
AMERICAN INSTITUTE OF STEEL CoNSTRUCTION
COLUMN DESIGN
3 - 28
=
y
Fy
'f
36 ksi
DESIGN STRENGTH OF COLUMNS
3 -29
Fy= 36 ksi
COLUMNS W shapes Design axial strength in kips ($ = 0.85)
COLUMNS W shapes Design axial strength in kips ($
= 0.85)
y
y
Designation
Designation
Wt.lft
Wt./ft
-F~
Fy
,--
c: .Q
~ Cl
'5 Ul
::J
'O
~
u;
ro
~ .9 tí Q) c. Ul
~ £
'j¡
~
6 7 8 9 10
567 555 541 526 509
11 12 13 14 15
492 473 453 433 412
16 17 18 19 20
391 370 349 328 307
22 24 26 28 30
266 228 194 167 146
c:
o
~,., Cl
'5
.c:
o, c:
~ Q)
.2: tí
~ w
6 7 8 9 10
Ul
::J
'O
~
u;
ro
~ .9 tí Q) c. Ul
~ .c:
.~
g
;E.
~
136
o
O
~
,1,
32 33 34 35
u
P"" (kips) p •••(kips/in.) P"" (kips) P/b (kips) Lp(ft) L,(ft) A (in.2) 1,(in4) 1, (in4) r, (in.) Ratio r,1 r, Pex (KL)2 110' Pe, (KL)2 110'
~ .c:
o, c:
~ Q)
>
ti
11 12 13 14 15 16 17 18 19 20 22 24 25 26 27
~ w
128 120 113 107
u P"" (kips)
2.03 147 21 648 177 8.8 64.0
p •••(kipslin.) P"" (kips) P/b (kips) Lp (ft) L,(ft) A (in.2) 14.1 184 60.9 2.08 1.74 5260 1750
19.7 272 88.6 2.12 t.75 7800 2530
11.7 146 49.1 2.04 1.73 4170 1390
Nole: Heavy line indicales Kt 1 rol 200.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
9.13 110 37.1 2.02 1.72 3150 1070
1, (in.4)
1,(in4) r, (in.) Ratio r,1 r, Pex(KL)2/10' Pe, (KL)2 110'
2.17 48 10 81 44 6.8 27.2 8.25 98.0 21.7 1.62 2.13 2810 620
4.43 '29.1 9.32 1.46 1.75 831 270
tFlange is noncompact; see discussion preceding column load lables. Note: Heavy line indicales /(/1 rol 200. .
AMERICAN INSTITUTE OF STEEL CoNSTRUCTION
3 - 30
COLUMN DESIGN
,1
=
Fy
36 ksi
COLUMNS W shapes Design axial strength in kips (
Ol
'5 U>
:;]
'ti
~
1ií ..9! .9
'" o Q)
c. U>
~ .J::
.~
g S
I
7 8 9 10 11 12 13 14 15 16 17 18 19 20 21
U ~ w
u P"", (kips) P"" (kipslin.) p .•• (kips) PIb (kips) L.(fl) L,(fl) A (in.2) l. (in.4) Iy (in.4) 'y (in.) Ratio,. /'y p•• (I(L)2 /104 p.y(I(U2/104
2.84 35 9 78 33 4.0 18.3 4.74 32.1 4.43 0.966 2.69 917 127
3.55 22.1 2.99 0.918 2.71 630 85.6
5.54 26.2 9.13 1.28 1.70 747 260
Note:HeavylineindicatesKI / rol 200.
AMERICAN INSTITUTE OF STEEL CONSTRUCTlON
4.68 21.3 7.51 1.27 1.68 608 216
3 - 36
COLUMN DESIGN
I COLUMNS Standard steel pipe Design axial strength in kips (
$
=
Fy
DESIGN STRENGTH OF COLUMNS
=
36 ksi
Fy
3 - 37
I
36 ksi
COLUMNS Extra strong steel pipe Design axial strength in kips ( = 0.85)
= 0.85)
$
.
Nominal
Oia.
Wall Thickness Weight
per ft
12
10
8
6
5
4
3%
3
0.375
0.365
0.322
0.280
0.258
0.237
0.226
0.216
49.56
40.48
28.55
18.97
14.62
10.79
9.11
7.58
Fy
g 52 :5
C>
U ~ w
Nominal
Dia.
Wall Thickness Weight
36 ksi
per ft
12
10
8
6
5
4
3%
3
0.500
0.500
0.500
0.432
0.375
0.337
0.318
0.300
65.42
54.74
43.39
28.57
20.78
14.98
12.50
10.25
Fy
36 ksi
O
447
364
257
171
132
97
82
68
O
588
493
392
257
187
135
113
92
6 7 8 9 10
440 438 436 433 429
357 354 351 348 344
249 246 243 239 235
162 159 155 151 147
122 118 115 111 106
86 82 78 74 70
70 67 63 58 54
56 52 48 43 39
6 7 8 9 10
579 576 573 569 564
483 479 475 470 465
379 375 369 364 357
243 238 232 226 219
172 168 162 156 149
119 114 108 102 95
96 91 85 79 72
75 69 64 58 52
11 12 13 14 15
426 422 418 413 409
340 336 331 326 321
231 227 222 216 211
142 138 133 127 122
102 97 92 86 81
65 60 55 51 46
49 45 40 36 32
35 30 26 23 20
11 12 13 14 15
559 554 549 543 536
460 453 447 440 433
351 343 336 327 319
212 205 197 189 180
143 135 128 121 113
89 82 75 68 62
66 60 53 47 42
46 40 34 30 26
16 17 18 19 20
404 399 393 387 381
315 309 303 297 291
205 199 193 187 181
116 111 105 99 94
76 71 66 61 56
41 37 33 30 27
28 25 22 20 18
17 15 14 12
16 18 19 20 21
530 515 508 500 492
425 409 400 391 382
310 291 282 272 262
172 154 145 137 128
105 91 83 76 70
56 44 40 36 32
37 29 26 23 21
23 18 16
22 24 25 26 28
369 356 349 342 328
277 263 256 249 234
168 155 149 142 129
83 72 67 62 53
47 39 36 33 29
22 19 17
15
22 24 26 28 30
483 465 447 428 408
373 354 334 314 294
252 231 211 191 172
120 103 88 76 66
63 53 45 39 34
30 25
30 31 32 34 36
313 306 298 283 268
219 212 205 190 176
117 111 105 93 83
47 44 41 36 32
25 23
32 34 36 38 40
388 368 348 328 308
273 253 234 215 196
154 136 121 109 98
58 52 46
37 38 40
260 253 237
169 162 148
79 75 67
31
14.6 279 4.38
11.9 161 3.67
8.40 72.5 2.94
19.2 362 4.33
16.1 212 3.63
12.8 106 2.88
6.11 20.7 1.84
4.41 9.61 1.48
3.68 6.28 1.31
3.02 3.89 1.14
. g 52 .;:: 0.85)
0.864
Fy
3C!
=
Fy
COLUMNS Double-extra strong steel pipe Design axial strength in kips ( ;:: 0.85)
8
per ft
g
36 ksi
0.875
Wall Thickness Weight
=
Fy
DESIGN STRENGTH OF COLUMNS
21.3 162 2.76
15.6 66.3 2.06
11.3 33.6 1.72
Note: Heavy line indicales /(/ / rol 200.
AMERICAN INSTITUTE OF STEEL CoNSTRUCTION
8.10 15.3 1.37
•
5.47 5.99 1.05
Properties A (in2) 1(in.4) r(in.)
I
20.1 615 5.54
AMERICAN INSTlTUTE OF STEEL CONSTRUCTION
COLUMN DESIGN
3 - 40
Fy= 46 ksi
-
8 Nominal Thickness
%
%
%
Wt.lft
76.33
62.46
47.90
40.35
%
5/8
112
32.63
59.32
48.85
O
S
%
5/16
46 ksi
Fy
21 22 23 24 25
650 631 612 593 573
538 523 508 493 477
416 405 394 382 370
353 343 334 324 314
286 278 270 263 255
418 398 379 360 341
354 338 322 307 291
277 266 254 242 230
236 226 216 206 196
193 -185
26 27 28 29 30
554 534 515 495 476
461 446 430 414 398
358 347 335 323 311
305 295 285 275 265
247 239 231 223 215
322 304 286 268 251
276 261 246 232 218
219 207 196 185 174
187 177 168 158 149
153 146 138 131 123
32 34 36 38 40
437 400 364 328 296
367 337 307 278 251
287 264 242 220 199
245 225 206 188 170
199 184 168 154 139
221 195 174 156 141
191 169 151 136 122
153 136 121 109 98
132 117 104 93 84
109 97 86 77 70
22.4 321 3.78
18.4 271 3.84
14.1 214 3.90
11.9 183 3.93
9.59 151 3.96
17.4 153 2.96
AMERICAN INSTITUTE OF STEEL CoNSTRUcnON
14.4 131 3.03
11.1 106 3.09
9.36 90.9 3.12
g S
Q)
ll=
w
~
46 ksi
Fy
46 ksi
Fy
ñ
4x4
%
.%
c:
4%x4h
Thickness
3/16
~
Size
%
%
C>
Nominal
El
3116
5116
£
I
%1
%
~
3 -43
COLUMNS Square structural tubing Design axial strength in kips ( = 0.85)
5x5
5%x5h
Size
Thickness
g
Fy= 46 ksi
COLUMNS Square structural tubing Design axial strength in kips ( = 0.85)
8
Nominal
ksi
DESIGN STRENGTH OF COLUMNS
g
~ £ C>
c:
~ ~ U ~ w
26 27 28 29
.....!L
.
31
26
21
15
--E....
29 27
25 23
20 18 17
14 13 12
5.83 16.0 1.66
4.98 14.2 1.69
4.09 12.1 1.72
3.14 9.60 1.75
-2L
,.....!.L
-
Properties
Properties A (in2) /(in4) r(in.)
7.33 31.2 2.07
6.23 27.4 2.10
5.09 23.0 2.13
3.89 18.1 2.16
8.36 27.0 1.80
6.58 22.8 1.86
Note: Heavy line indicateskl / rol 200.
AMERICAN INSTITUTE OF STEEL CONSTRUCTlON
5.61 20.1 1.89
4.59 16.9 1.92
3.52 13.4 1.95
2.40 9.41 1.98
A (in2) /(in4) r(in.)
2.15 6.78 1.78
6.36 12.3 1.39
5.08 10.7 1.45
4.36 9.58 1.48
Note: Heavy line indicates kl / rol 200.
AMERICAN INSTITUTE OF STEEL CoNSTRUCTION
3.59 8.22 1.51
2.77 6.59 1.54
1.90 4.70 1.57
COLUMN DESIGN
3 -44
I ~
=
Fy
46 ksi
DESIGN STRENGTH OF COLUMNS
Fy=46
ksi
-t-
I
y
COLUMNS Rectangular structural tubing Design axial strength in kips ( 0.85)
COLUMNS Square structural tubing Design axial strengthin kips ( = 0.85)
,
3- 45
111
=
y
Nominal
Size
Nominal
3x3
3hx3V2 5/16
%
3;'6
%
5/16
%
3/16
%
12.7
10.51
8.15
5.61
10.58
8.81
6.87
4.75
O
146
121
93
65
122
101
79
55
6 7 8 9 10
118 109 100 90 81
99 92 84 76 69
77 72 66 60 54
54 50 46 42 39
90 80 71 61 52
76 68 61 53 45
60 54 49 43 37
42 39 35 31 27
Thickness Wt.lft
16x8
112
V2
%
%
89.68
76.07
82.88
63.21
O
1030
876
952
726
876
6 7 8 9 10
1020 1010 1010 998 990
848 838 827 815 801
938 933 927 920 912
715 712 707 702 697
11 12 13 14 15
982 973 963 952 941
786 771 754 736 717
904 895 886 876 865
16 17 18 19 20
929 916 903 889 875
697 677 657 635 614
22 24 26 28 30
645 813 781 746 711
32 34 36 38 40
Wt./ft
14x12
14xl0
11 12 13 14 15
71 62 54 46 40
61 54 46 40 35
49 .43 38 32 28
35 31 27 23 20
44 37 31 27 23
38 32 27 24 21
32 27 23 19 17
23 20 17 14 12
16 17 18 19 20
35 31 28 25 23
31 27 24 22 20
25 22 20 18 16
18 16 14 13 11
21 18
18 16 14
15 13 12
11 10 9 8
21 22
21
18
14 13
10 9
c:
o
""~ >-
O>
'O
'"~ ~
'O iñ
12x10
V2
%
%
%
5/16
%
76.07
58.10
69.27
53.00
44.60
36.03
669
796
609
513
414
857 850 843 834 825
655 650 644 638 631
778 772 765 757 748
596 591 586 580 573
502 498 493 '488 483
405 402 399 395 390
691 684 677 669 661
815 803 791 779 765
623 615 606 597 587
738 728 716 704 692
566 558 550 541 531
477 470 463 456 448
386 380 , 375 369 363
854 842 829 816 803
653 644 634 625 615
751 737 721 705 689
576 565 554 542 530
679 665 650 636 620
522 511 501 489 478
440 431 422 413 404
356 349 342 335 327
569 525 480 436 393
774 744 713 681 648
593 571 548 524 499
655 620 584 547 511
504 478 451 424 396
589 556 522 488 454
454 430 404 379 353
384 363 342 321 300
311 295 278 261 244
676 640 604 568 533
352 313 279 250 226
615 581 547 514 480
474 448 423 398 372
474 438 403 369 335
368 341 315 289 264
420 387 355 324 293
328 302 278 254 231
278 257 237 217 197
227 210 193 177 162
26.4 962 618 1.25 4.84
22.4 722 244 1.72 3.30
24.4 699 552 1.13 4.76
18.6 546 431 1.13 4.82
17.1 476 284 1.29 4.08
20.4 419 316 1.15 3.94
15.6 330 249 1.15 4.00
13.1 281 213 1.15 4.03
10.6 230 174 1.15 4.06
I I
46 ksi
Fy
46 ksi
Fy
16x12
Size
Thickness
tIl
g ~ .s= e, c: ~ >
w
B "O Q) a.
'"~ £
.~
Q)
U &
~
g
~ .s= e, c: ~ Q)
:8 & w
Properties A (in2) 4 l. (in. ) 1,(in.4)
Properties A (in2) 1 (in.4) r(in.)
3.73 6.09 1.28
3.09 5.29 1.31
2.39 4.29 1.34
1.65 3.09 1.37
3.11 3.58 1.07
AMERICAN INSTITIITE OF STEEL CoNSTRUCTION
2.59 3.16 1.10
2.02 2.60 1.13
1.40 1.90 1.16
'xl ry r,(in.)
22.4 608 361 1.30 4.02
Note: Heavy line indicates/(1/ rol 200.
AMERICAN INSTITIITE OF STEEL CONSTRUCTION
COLUMN DESIGN
3 -46
,El
3 -47
Fy= 46 ksi
Fy= 46 ksi
1
y
DESIGN STRENGTH OF COLUMNS
y
COLUMNS Rectangular structural tubing Design axial strength in kips ($ 0.85)
COLUMNS Rectangular structural tubing Design axial strength in kips ($ 0.85)
=
la
=
y
y
Nominal
12x8
Size
%
%
:vs
5A6
67.82
55.66
42.79
36.10
i C>
'O
:o'" ::;¡
~
1ií
.9 "O a. '"
'"~ ..c:: ~ g se! ..c::
o, e ~ .~ '"
0/,6
%
h
:vs
5A6
%
55.66
42.79
36.10
29.23
48.85
37.69
31.84
25.82
%
47.90
40.35
P
876
719
551
465
778
641
493
414
O
641
493
414
336
563
434
366
297
6 7 8 9 10
845 835 822 809 794
695 687 677 666 655
534 527 520 512 503
450 445 439 433 425
731 715 697 677 655
604 591 577 561 543
466 456 445 434 421
392 384 376 366 355
6 7 8 9 10
619 611 602 592 581
476 470 463 456 448
401 396 390 384 377
325 321 317 312 306
529 517 504 490 474
409 400 391 380 368
345 338 330 321 312
281 275 269 261 254
11 12 13 14 15
778 760 742 722 702
642 628 613 598 582
494 483 473 461 449
417 409 400 390 380
632 607 581 555 528
525 505 485 464 442
407 393 378 362 346
344 332 320 307 293
11 12 13 14 15
568 556 542 528 513
439 429 419 408 397
370 362 354 345 335
300 294 287 280 273
457 439 421 402 382
356 343 329 315 300
302 291 279 267 255
246 237 228 218 209
16 17 18 19 20
497 481 465 448 431
386 374 361 349 336
326 316 306 295 285
265 257 249 241 232
362 342 322 302 282
285 270 255 240 225
243 230 218 205 193
199 189 179 169 159
22 24 26 28 30
396 361 327 294 262
310 284 258 232 208
263 241 220 198 178
215 197 180 163 146
244 208 177 153 133
196 169 144 124 108
169 146 124 107 93
139 121 103 89 77
32 34 36 38 39
231 205 183 164 156
184 163 146 131 124
158 140 125 112 106
130 116 103 93 88
117 104 92 83 79
67 64
82 73 65 58 55
68 60 54 48 46
40
148
118
101
84
61
52
44
16.4 226 160 1.19 3.12
12.6 180 127 1.19 3.18
10.6 154 109 1.19 3.21
11.1 145 65.4 1.49 2.43
9.36 125 56.5 1.48 2.46
7.59 103 46.9 1.48 2.49
Wt./fl Fy
46 ksi
e
o
i C>
'O
'" ~ ::;¡
'O 1ií
46 ksi
tU
16 17 18 19 20
681 659 637 614 591
565 547 530 511 493
437 424 410 397 383
370 359 348 336 325
500 473 445 418 390
420 398 375 353 331
329 313 296 279 262
280 266 252 238 224
22 24 26 28 30
544 497 451 405 362
455 417 380 343 307
355 326 298 270 243
301 277 253 230 207
338 288 245 211 184
288 247 211 182 158
230 199 170 146 128
197 171 146 126 110
32 34 36 38 39
320 283 252 227 215
273 241 215 193 184
217 192 171 154 146
185 164 146 131 125
162 143 128 115 109
139 123 110 99 94
112 99 89 80 75
97 86 76 69 65
40
205
174
139
119
89
72
62
22.4 418 221 1.38 3.14
18.4 353 188 1.37 3.20
14.1 279 149 1.37 3.26
16.4 287 96.0 1.73 2.42
12.6 228 77.2 1.72 2.48
10.6 196 66.6 1.71 2.51
"O
~ w
~ .9 "O
'a. "
'"~
£;
.~
g se! ..c::
o, e
-'"
'>" ti
~ w
rxlr)' 'y (in.)
11.9 239 128 1.37 3.28
19.9 337 112 1.73 2.37
Note: Heavy line indicales /(/ / rol 200.
AMERICAN
A (in2) 4 Ix (in. ) Iy (in.4) ,xl ry 'y
(in.)
8.59 127 90.2 1.19 3.24
14.4 181 80.8 1.50 2.37
Note: Heavy line indicales 1(1/ rol 200.
INSTITUTE
OF STEEL
95 84 75 .
Properties
Properties A (in2) 4 Ix (in ) Iy (in.4)
10x6
318
62.46
Thickness
tU
~
.
%
%
Fy
o
10x8
Size
76.33
Wt./fl
e
Nominal
12x6 5A6
:vs
Thickness
CONSTRUCTION
AMERICAN
INSTITUTE
OF STEEL
CONSTRUCTION
DESIGN STRENGTH OF COLUMNS
COLUMN DESIGN
3 -48
I
y
,El
=
Fy
Fy=46
46 ksi
ksi
COLUMNS Rectangular structural tubing Design axial strength in kips ((j> 0.85)
3 -49
I
y
fIl
COLUMNS Rectangular structural tubing Design axial strength in kips ((j> 0.85)
=
=
y
Nominal
y
O
i CJ)
O IJ)
"
'5
~
u;
.9 ti a. '" IJ)
~
.c
.~
g si .c
o,e
'" > '"
ti ~ w
Vz
3/8
0/16
%
Vz
3/8
5/16
%
3/16
27.59
22.42
Wt.lft
42.30
35.24
27.48
23.34
19.02
35.24
27.48
23.34
19.02
14.53
375
317
258
O
486
407
316
268
219
407
316
268
219
167
454 444 432 419 404
352 344 335 325 315
298 292 284 276 268
243 238 232 225 218
6 7 8 9 10
415 393 368 341 314
351 333 313 292 270
276 262 248 233 216
235 224 212 199 185
192 164 174 164 153
369 357 342 327 311
288 279 268 257 245
245 238 229 220 210
200 194 187 180 172
154 149 144 138 132
212 201 191 179 168
389 373 357 340 322
303 292 279 266 253
258 248 238 227 217
211 203 195 186 178
11 12 13 14 15
287 259 233 207 182
248 226 204 183 162
200 183 167 150 135
172 158 144 130 117
142 131 120 109 98
294 276 258 240 222
232 219 205 192 178
199 188 177 165 154
164 155 146 137 127
126 119 113 106 99
191 178 164 151 138
157 146 135 124 114
305 287 269 252 235
240 227 213 200 187
205 194 183 172 161
169 160 151 142 133
16 17 18 19 20
160 141 126 113 102
143 126 113 101 91
120 106 95 85 77
104 92 82 74 67
88 78 70 62 56
205 187 170 154 139
165 151 138 126 114
142 131 120 110 100
118 109 101 92 84
92 85 79 72 66
131 110 94 81 71
115 96 82 71 62
95 80 68 59 51
201 170 145 125 109
161 137 117 101 88
140 119 102 88 76
116 99 85 73 64
84
76 63
63 53 49
55 46 43 39 37
47 39 36 33 31
115 97 89 82 76
94 79 73 67 62
82 69 64 59 55
069
54 46 42 39
62 55
54 48
45 40
71 66 62
58 54 51 47
51 47 44 41 39
43 40 37 35 33
37
31
%
%
35.13
29.72
24.12
42.05
32.58
O
403
341
277
485
6 7 8 9 10
370 359 347 334 319
315 306 295 284 272
256 249 241 232 222
11 12 13 14 15
304 288 272 255 239
260 246 233 219 205
16 17 18 19 20
222 206 189 174 159
22 24 26 28 30 32 34 36 38 39
5/16
Fy
46 ksi
/
e o
~>CJ)
O IJ)
"
'5
~
u;
46 ksi
.
ro
~ .9 ti 'a. " IJ)
~
.c
.~
g si .c
o,e
~
22 24 25 26 27
---1.!...
--2L
-iL
.~ '" ti
96 85 76 68
77 68 61 55 52
67 59 53 48 45
56 49 44 40 38
-
~ w,
36
40
28 29 30 31 32
~
10.3 128 42.9 1.72 2.04
8.73 110 37.2 1.71 2.07
7.09 91.2 31.1 1.72 2.09
~
33 34
,
58 54 50 46
36 34 31 29 27 26 24
~
Properties A (in2) 4 1. (in. ) ly(in4) r)(/ry ry(in.)
7x5
%
3/8
ro
~
8x4
Thickness
5A6
Fy
e
Size
%
3/8
Wt.lft
Nominal
8x6
10x5
Size
Thickness
Properties 12.4 103 65.7 1.25 2.31
Note: Heavy line indicate5 /{I / rol 200.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
9.58 83.7 53.5 1.25 2.36
8.11 72.4 46.4 1.25 2.39
6.59 60.1 38.6 1.25 2.42
A (in2) 1. (in4) ly(in.4) 'xl fy ry(in.)
12.4 85.1 27.4 1.76 1.49
10.4 75.1 24.6 1.75 1.54
8.08 61.9 20.6 1.73 1.60
6.86 53.9 18.1 1.73 1.62
5.59 45.1 15.3 1.72 1.65
10.40 63.5 37.2 1.31 1.90
8.08 52.2 30.8 1.30 1.95
Note: Heavy line indicates /{I / rol 200.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
6.86 45.5 26.9 1.30 1.98
5.59 38.0 22.6 1.30 2.01
4.27 29.8 17.7 1.29 2.04
3.50
COLUMN DESIGN
I
y
la
=
Fy
46 ksi
DESIGN STRENGTH OF COLUMNS
3.51
Fy= 46 ksi
COLUMNS Rectangular structural tubing Design axial strength in kips ( = 0.85)
y
COLUMNS Rectangular structural tubing Design axial strength in kips ( = 0.85)
ftl
y
Nominal
y
7x4
Size
%
%
21.21
17.32
13.25
28.43
287
244
199
152
249 236 223 208 193
213 202 191 179 167
175 166 158 148 138
134 128 121 114 107
51,6
24.93
O 6 7 8 9 10
Wt.lft
6x4 31,6
3/8
Thickness
e
o
>Ol
'5
'O
~
u;
'"
%
%
31,6
22.37
19.08
15.62
11.97
327
257
219
179
138
279 263 246 228 210
222 211 198 185 171
190 181 171 160 148
157 149 141 132 123
121 115 109 102 96
11 12 13 14 15
178 163 148 133 118
154 141 129 116 104
B
16 17 18 19 20
105 93 83 74 67
92 82 73 65 59
a.
'"
'" -!.L.
I
~ w
---Ü-
21 22 23 24 25 26
1
I
Properties A (in2) Ix (in.4) 4 ly(in. ) rl(/ 'y
ry(in.)
7.33 44.0 18.1 1.56 1.57
6.23 38.5 16.0 1.56 1.60
5.09 32.3 13.5 1.55 1.63
3.89 25.4 10.7 1.54 1.66
Properties 8.36 35.3 18.4 1.39 1.48
6.58 29.7 15.6 1.38 1.54
Note: Heavy Une indlcates /(/ / rol 200.
AMERICAN INSTlTUTE OF STEEL CoNSTRUCTION
5.61 26.2 13.8 1.38 1.57
4.59 22.1 11.7 1.37 1.60
3.52 17.4 9.32 1.37 1.63
A (in2) Ix (In4) ly(ln.4) 'xl ry ry(ln.)
7.36 27.7 8.91 1.76 1.10
4.98 21.1 6.98 1.75 1.18
5.83 23.8 7.78 1.74 1.16
4.09 17.9 6.00 1.73 1.21
3.14 14.3 4.83 1.72 1.24
5.83 18.7 13.2 1.19 1.50
Note: Heavy Ilne indicates /(1/ rol 200.
AMERICAN INSTlTUTE OF STEEL CONSTRUCTION
4.98 16.6 11.7 1.20 1.53
COLUMN DESIGN
3 - 52
fa,
=
Fy
y
46 ksi
COLUMNS Rectangular structural tubing Design axial strength in kips ( = 0.85)
y
Nominal
4x3
5x3
Size
%
%
5A6
%
3A6
%
5/16
%
3/16
%
21.63
17.27
14.83
12.21
9.42
6.46
12.70
10.51
8.15
5.61
O
249
199
170
140
108
74
146
121
93
64
6 7 8 9 10
183 164 145 125 107
151 137 122 107 93
132 120 108 95 83
110 100 91 81 71
85 78 71 63 56
59 55 50 45 40
110 100 89 78 67
93 84 76 67 58
73 66 60 53 47
51 47 42 38 33
11 12 13 14 15
89 75 64 55 48
79 67 57 49 43
71 60 51 44 39
61 52 45 38 33
49 42 36 31 27
35 30 26 22 19
57 48 41 35 31
50 42 36 31 27
40 34 29 25 22
29 25 21 18 16
42
38 33
34 30 27 24
29 26 23 21
23 21 19 17 15
17 15 13 12 11
27 24
.....,1.L
24 21 19 17
19 17 15 14
14 12 11 10
1.90 6.44 2.93 1.48 1.24
3.73 7.45 4.71 1.26 1.12
Thickness Wt.lft
46 ksi
Fy
e O
""~
»
Ol
'15
'":o ~
15 U; ro
~ .9 O Ql a.
'"~ :5 .:¡¡
16 17 18 19 20
-E....
....12...
~
;S Si! ..c::
e, e ~ Ql
>
U ~ w
Properties A (in2) l. (in4) 1,,(in.4) '1(/ 'y
r,,(in.)
6.36 16.9 7.33 1.52 1.07
5.08 14.7 6.48 1.50 1.13
4.36 13.2 5.85 1.50 1.16
3.59 11.3 5.05 1.49 1.19
2.77 9.06 4.08 1.50 1.21
Note: Heavy line indicates 1(/ / rol 200.
AMERICAN INSTITUTE OF STEEL CoNSTRUCTION
3.09 6.45 4.10 1.26 1.15
2.39 5.23 3.34 1.25 1.18
1.65 3.76 2.41 1.25 1.21