14th Edition steel prob

Revision and Errata List February 2012 th AISC Steel Construction Manual, 14 Edition

The following list represents corrections to the First Printing of the AISC Steel Construction Manual , 14th Edition. These corrections are incorporated in the Second Printing. Page(s)

Item

1-34

The HP1253 should have footnote “c” following the shape designation.

2-50

Replace Table 2-6 with the attached revised Table 2-6. (Revisions are indicated with boxes and include: addition of F2280, added footnote d to A490 and F1852 and revised the shading and applicability for F1554 grades relative to anchor rods.)

3-225

In Case 35, replace the 5th line with the following:  max (at (at x 

0.42 0.423 3l )... ....... ....... .......... ...... ........ ......... ...

 0.06 0.0642 42

2 l EI

3-225

In the last line of Case 36, insert “(when x > a)” following “ x”.

4-25, 26, 27

Replace Table 4-2 on these pages with the the attached revised Table 4-2 4-2 (Insert P4-25, P4-26 and P4-27). See boxed areas for revisions.

6-43

Replace this table with the attached Insert P6-43. See boxed areas for revisions.

6-49


6-51


10-17

For Group A bolts, with N thread condition and STD holes, the ASD value for 5/16-in. angle thickness should be 165 kips.

15-4

In Equation 15-7, replace V a with V n.

16.1-16

In Case 1, the double angle figure should show the b dimension to the heel of the angle.

16.1-17

In Case 16, under the heading “Examples”, replace the lefthand figure with the following.

1

16.1-31

In Section E1, 2nd line, replace P nc with P n/c.

16.1-145

Insert “< B” following “(5t p+l b)” at the end of Equation K1-15.

16.1-306

Replace Figure C-F1.4 with the following:

16.1-366

In the 2nd full paragraph, 2nd to last line, replace “use of method 2” with “use of method 1”.

16.1-387

In the 6th line, revise “1.5 times the thickness of the material….” to “1.0 times the thickness of the material….”

16.1-388

In Section J1.8, third line, replace “(Kulak and Grondin, 2001)” with “(Kulak and Grondin, 2003).”

16.1-390

The captions under Figure C-J2.1 should read as follows: (a) Incorrect for t  4 in.

(b) Correct for t  4 in.

16.1-403

In the middle paragraph, end of the last line should read, “…by 0.75/0.90 = 0.833.”

16.1-542

Insert the following missing reference following the reference, Kulak and Grondin (2002):

2

Kulak, G.L. and Grondin, G.Y. (2003), “Strength of Joints that Combine Bolts and Welds,” Engineering Journal , AISC, Vol. 40, No. 2, 2nd Quarter, pp. 8998.

3

Revised Table 2-6

2–50

GENERAL DESIGN CONSIDERATIONS

Table 2-6

Applicable ASTM Specifications for Various Types of Structural Fasteners HighStrength Bolts F y Min. Yield Stress (ksi)

ASTM Designation A108

F u Tensile Stressa Diameter Range (ksi) (in.)

—

65

0.375 to 0.75, incl.

—

105

over 1 to 1.5, incl.

—

120

0.5 to 1, incl.

—

150

0.5 to 1.5

—

105

1.125

—

120

0.5 to 1, incl.

F2280d

—

150

0.5 to 1.125, incl.

A194 Gr. 2H

—

—

0.25 to 4

A563

—

—

0.25 to 4

b

F436

—

—

0.25 to 4

F959

—

—

0.5 to 1.5

A325d A490d F1852d

A36

36

58-80

to 10

—

100

over 4 to 7

—

115

over 2.5 to 4

—

125

2.5 and under

—

60

0.25 to 4

—

140

2.5 to 4, incl.

—

150

0.25 to 2.5, incl.

—

90

1.75 to 3, incl.

c

—

105

1.125 to 1.5, incl.

c

—

120

0.25 to 1, incl.

c

Gr. 42

42

60

to 6

Gr. 50

50

65

to 4

Gr. 55

55

70

to 2

Gr. 60

60

75

to 1.25

Gr. 65

65

80

to 1.25

42

63

Over 5 to 8, incl.

A193 Gr. B7e A307 Gr. A A354 Gr. BD

A449

A572

A588 A687 F1554

l e o s t l p r l a y t n o n T o B o i f C - n t f n o n O - i o m e t v s s t n i s n m o w e o u C T T C N

Gr. 36

46

67

Over 4 to 5, incl.

50

70

4 and under

105

150 max.

0.625 to 3

36

58-80

0.25 to 4

Gr. 55

55

75-95

0.25 to 4

Gr. 105

105

125-150

0.25 to 3

Anchor Rods s d r u t - e s h S n s d o i a o d s W R e d n e r d a s e e s o r T t d H r e t a l o h c c a e h i e s e c r d r a i t n h e n W D I T S A

d e k o o H

d e d a e H

d d e e d t a t u e r N h T &

= Preferred material specification = Other applicable material specification, the availability of which should be confirmed prior to specification = Material specification does not apply — Indicates that a value is not specified in the material specification. a Minimum unless a range is shown or maximum (max.) is indicated. b Special washer requirements may apply per RCSC Specification Table 6.1 for some steel-to-steel bolting applications and per Part 14 for anchor-rod applications. c See AISC Specification Section J3.1 for limitations on use of ASTM A449 bolts. d When atmospheric corrosion re sistance is desired, Type 3 can be specified. e For anchor rods with temperature and corrosion resistance characteristics. AMERICAN INSTITUTE

OF STEEL CONSTRUCTION

4

Insert P4-25

4–25

STEEL COMPRESSION—MEMBER SELECTION TABLES

Table 4-2 (continued) F y = 50 ksi

Available Strength in Axial Compression, kips HP16

HP-Shapes Shape

HP16×

lb/ft

183

162

141

P n /Ωc φc P n P n /Ωc φc P n

Design

ASD LRFD

121


ASD LRFD

ASD LRFD

ASD LRFD

0 1610 2430 1430 2150 1250 1880 1070 1610 y r

, n o i t a r y g f o s u i d a r t s a e l o t t c e p s e r h t i w , ) t f ( L K

, h t g n e l e v i t c e f f E

6 7 8 9 10

1570 1560 1540 1520 1500

2360 2340 2320 2290 2260

1390 1380 1360 1350 1330

2090 2070 2050 2020 2000

1220 1200 1190 1180 1160

1830 1810 1790 1770 1740

11 12 13 14 15

1480 1460 1430 1410 1380

2230 2190 2150 2110 2070

1310 1290 1260 1240 1210

1970 1930 1900 1860 1820

1140 1120 1100 1080 1060

16 17 18 19 20

1350 1320 1280 1250 1220

2020 1980 1930 1880 1830

1190 1160 1130 1100 1070

ASD LRFD

ASD LRFD

895 1350

749 1130

1570 1550 1540 1520 1490

871 862 852 841 829

1310 1300 1280 1260 1250

729 722 714 705 694

1720 1690 1660 1630 1590

979 962 944 926 906

1470 1450 1420 1390 1360

816 802 787 771 754

1230 1210 1180 1160 1130

684 1030 672 1010 659 991 646 971 632 950

1780 1030 1560 1740 1010 1520 1700 985 1480 1650 958 1440 1610 931 1400

885 863 841 818 794

1330 1300 1260 1230 1190

736 718 699 679 659

1110 1080 1050 1020 991

617 602 587 570 554

928 905 882 857 833

746 1120 696 1050 646 971 596 896 546 821

618 576 534 491 450

929 866 802 739 676

520 485 450 415 380

782 729 676 623 571

498 451 405 364 328

409 370 331 297 268

615 556 498 447 404

346 313 281 253 228

520 471 423 380 343

876 819 761 703 645

32 34 36 38 40

589 535 482 433 391

783 1180 713 1070 646 971 581 873 524 787


1040 1030 1020 1010 995

22 1150 1720 1010 1510 24 1070 1610 942 1420 26 1000 1500 877 1320 28 927 1390 811 1220 30 854 1280 746 1120 682 1030 620 932 561 843 503 756 454 682

88c

101

1320 1230 1140 1060 970 886 804 725 651 587

748 678 609 547 494

1100 1080 1070 1060 1040

Properties P wo , kips 435 653 P wi , kips/in. 37.7 56.5 P wb , kips 2100 3160 P fb , kips 239 359 L p , ft 13.6 L r , ft 67.6 A g , in.2 53.9 I x , in.4 2490 I y , in.4 803 r y , in. 3.86 r x / 1.76 r y P ex (KL ) 2 /104, k-in.2 71300 P ey (KL ) 2 /104, k-in.2 23000 ASD Ωc = 1.67

LRFD

363 545 33.3 50.0 1450 2190 187 281 13.5 60.2 47.7 2190 697 3.82 1.77 62700 19900 c

300 451 29.2 43.8 974 1460 143 215 13.4 54.5 41.7 1870 599 3.79 1.77 53500 17100

241 362 189 283 155 232 25.0 37.5 20.8 31.3 18.0 27.0 612 920 356 535 229 345 105 158 73.1 110 54.6 82.0 16.7 20.2 22.9 48.6 43.6 40.6 35.8 29.9 25.8 1590 1300 1110 504 412 349 3.75 3.71 3.68 1.78 1.78 1.78 45500 37200 31800 14400 11800 9990

Shape is slender for compression with F y = 50 ksi.

φc = 0.90

AMERICAN INSTITUTE


5

Insert P4-26

4–26

DESIGN OF COMPRESSION MEMBERS

Table 4-2 (continued)

Available Strength in Axial Compression, kips HP14-HP12

HP-Shapes

Shape

HP14×

lb/ft

117

ASD LRFD



HP12× c

89

73


84

74


ASD LRFD

ASD LRFD

ASD LRFD

901 1350

781 1170

623

937

737 1110

653

981

6 1000 1500 7 990 1490 8 977 1470 9 964 1450 10 949 1430

875 865 855 843 829

1310 1300 1280 1270 1250

758 750 740 730 718

1140 1130 1110 1100 1080

605 598 590 582 573

909 899 887 875 861

705 694 681 667 652

1060 1040 1020 1000 980

624 614 603 591 577

938 923 906 888 867

11 12 13 14 15

933 916 897 878 857

1400 1380 1350 1320 1290

815 800 783 766 748

1220 1200 1180 1150 1120

705 1060 692 1040 677 1020 662 995 646 971

563 552 541 528 516

846 830 813 794 775

636 618 599 580 560

955 929 901 872 842

562 546 530 512 494

845 821 796 770 743

16 17 18 19 20

836 813 790 767 743

1260 1220 1190 1150 1120

729 709 689 668 646

1100 1070 1030 1000 972

629 612 594 576 557

946 920 893 866 838

502 489 475 460 445

755 735 713 691 669

539 518 496 474 452

810 779 746 713 680

476 457 437 418 398

715 687 658 628 599

22 24 26 28 30

694 1040 643 967 593 891 543 816 494 742

603 558 514 470 427

906 839 772 706 641

519 480 441 403 365

780 722 663 606 549

415 384 353 322 292

623 577 531 484 439

408 365 323 283 247

614 549 486 425 371

359 320 283 247 216

540 482 426 372 324

32 34 36 38 40

446 400 357 320 289

385 344 307 276 249

579 518 462 414 374

329 294 262 235 212

494 441 394 353 319

263 235 210 188 170

396 354 316 283 256

217 192 171 154 139

326 289 257 231 208

189 168 150 134 121

285 252 225 202 182

0 1030 1550 y r

102


Design

F y = 50 ksi

671 602 537 482 435

ASD LRFD

ASD LRFD

Properties P wo , kips P wi , kips/in. P wb , kips P fb , kips L p , ft L r , ft A g , in.2 I x , in.4 I y , in.4 r y , in. r x / r y P ex (KL ) 2 /104, k-in.2 P ey (KL ) 2 /104, k-in.2 ASD Ωc = 1.67

201 302 162 243 134 201 100 150 26.8 40.3 23.5 35.3 20.5 30.8 16.8 25.3 790 1190 531 798 354 532 195 294 121 182 93.0 140 70.8 106 47.7 71.7 12.9 15.6 17.8 21.2 50.5 45.7 41.7 37.6 34.4 30.1 26.1 21.4 1220 1050 904 729 443 380 326 261 3.59 3.56 3.53 3.49 1.66 1.66 1.67 1.67 34900 30100 25900 20900 12700 10900 9330 7470 LRFD

c

158 236 132 198 22.8 34.3 20.2 30.3 572 859 393 591 87.8 132 69.6 105 10.4 11.9 41.3 37.9 24.6 21.8 650 569 213 186 2.94 2.92 1.75 1.75 18600 16300 6100 5320


φc = 0.90

AMERICAN INSTITUTE


6

Insert P4-27

4–27

STEEL COMPRESSION—MEMBER SELECTION TABLES

Table 4-2 (continued) F y = 50 ksi

Available Strength in Axial Compression, kips HP12-HP8

HP-Shapes Shape

HP12 ×

lb/ft

63 P n /Ωc

Design

y r



HP10×

c

53 φc P n

P n /Ωc

57 P n /Ωc

φc P n

HP8× 42

P n /Ωc

φc P n

36 P n /Ωc

φc P n

φc P n

ASD LRFD

ASD LRFD

ASD LRFD

ASD LRFD

ASD LRFD

0

551

828

460

691

500

751

371

558

317

477

6 7 8 9 10

526 518 508 497 485

791 778 763 747 729

439 432 424 415 405

660 649 637 623 608

469 459 447 434 420

706 690 672 652 631

348 340 331 321 310

523 511 497 482 465

287 277 266 254 241

432 416 400 381 362

11 12 13 14 15

472 459 445 430 414

710 690 668 646 622

394 383 371 358 345

592 575 557 538 519

404 388 372 355 337

608 584 559 533 506

298 286 273 260 247

448 430 411 391 371

227 213 199 184 170

341 320 299 277 256

16 17 18 19 20

398 382 365 348 332

598 574 549 524 498

332 318 304 290 276

499 478 457 436 415

319 301 283 265 248

480 453 426 399 373

233 220 206 193 180

351 330 310 290 270

156 143 129 117 105

235 214 194 175 158

22 24 26 28 30

298 265 234 203 177

448 399 351 305 266

248 221 194 169 147

373 332 292 254 221

214 182 155 133 116

322 273 233 201 175

154 131 111 95.9 83.5

232 196 167 144 126

32 34 36 38 40

156 138 123 110 99.6

234 207 185 166 150

129 114 102 91.6 82.7

194 172 153 138 124

102 90.5 80.7 72.5 65.4

154 136 121 109 98.3

73.4 65.0 58.0 52.1 47.0

86.9 131 73.0 110 62.2 93.5 53.7 80.7 46.7 70.3

110 97.7 87.2 78.2 70.6

41.1 61.8

Properties P wo , kips P wi , kips/in. P wb , kips P fb , kips L p , ft L r , ft A g , in.2 I x , in.4 I y , in.4 r y , in. r x / r y P ex (KL ) 2 /104, k-in.2 P ey (KL ) 2 /104, k-in.2 ASD Ωc = 1.67

107 161 81.9 123 118 177 78.2 117 83.8 126 17.2 25.8 14.5 21.8 18.8 28.3 13.8 20.8 14.8 22.3 243 365 147 221 397 597 158 237 241 363 49.6 74.6 35.4 53.2 59.7 89.8 33.0 49.6 37.1 55.7 14.4 16.6 8.65 12.3 6.90 34.0 31.1 34.8 28.3 27.3 18.4 15.5 16.7 12.4 10.6 472 393 294 210 119 153 127 101 71.7 40.3 2.88 2.86 2.45 2.41 1.95 1.76 1.76 1.71 1.71 1.72 13500 11200 8410 6010 3410 4380 3630 2890 2050 1150 LRFD

c

Shape is slender for compression with F y = 50 ksi. Note: Heavy line indicates KL / ry equal to or greater than 200.

φc = 0.90

AMERICAN INSTITUTE


7

Insert P6-43

6–43

STEEL BEAM-COLUMN SELECTION TABLES


Combined Flexure and Axial Force

F y = 50 ksi

W24

W-Shapes W24×

Shape

c

94c

103

Design

84c

p × 103

b x × 103

p × 103

b x × 103

p × 103

b x × 103

(kips)–1

(kip-ft)–1

(kips)–1

(kip-ft)–1

(kips)–1

(kip-ft)–1

ASD LRFD

ASD LRFD

ASD LRFD

ASD LRFD

ASD LRFD

ASD LRFD

0 1.13 0.753 1.27 0.847 1.26 0.840 1.40 0.933 1.46 0.968 1.59 1.06

,

y r

, n o i t a r y g n g i f d o n s e u b i s d i a r x t a s X a e X l r o o t f , t ) c t e f ( p b s L e r , h h t t i g w n , e ) t L f ( d L e c K a , r b h t n g U n r e l o e v i t c e f f E

11 12 13 14 15

1.52 1.62 1.73 1.86 2.00

1.01 1.08 1.15 1.23 1.33

1.42 1.46 1.51 1.55 1.61

0.944 0.972 1.00 1.03 1.07

1.67 1.78 1.90 2.04 2.21

1.11 1.18 1.26 1.36 1.47

1.57 1.62 1.68 1.73 1.79

1.05 1.08 1.12 1.15 1.19

1.92 2.03 2.17 2.33 2.52

1.28 1.35 1.44 1.55 1.68

1.80 1.87 1.93 2.00 2.08

1.20 1.24 1.28 1.33 1.38

16 17 18 19 20

2.18 2.38 2.61 2.88 3.19

1.45 1.58 1.74 1.92 2.12

1.66 1.72 1.78 1.85 1.92

1.10 1.14 1.19 1.23 1.28

2.40 2.62 2.88 3.18 3.53

1.60 1.74 1.92 2.12 2.35

1.86 1.93 2.01 2.09 2.17

1.24 1.28 1.33 1.39 1.45

2.75 3.01 3.32 3.68 4.08

1.83 2.00 2.21 2.45 2.71

2.16 2.25 2.34 2.45 2.56

1.44 1.49 1.56 1.63 1.70

22 24 26 28 30

3.86 4.60 5.40 6.26 7.19

2.57 3.06 3.59 4.16 4.78

2.09 2.37 2.65 2.94 3.22

1.39 1.58 1.77 1.95 2.14

4.27 5.08 5.96 6.92 7.94

2.84 3.38 3.97 4.60 5.28

2.43 2.76 3.10 3.44 3.79

1.61 1.84 2.06 2.29 2.52

4.94 5.88 6.90 8.00 9.18

3.28 3.91 4.59 5.32 6.11

2.95 3.37 3.80 4.24 4.67

1.96 2.24 2.53 2.82 3.11

32 8.18 5.44 3.50 2.33 9.03 6.01 4.13 2.75 10.4 6.95 5.11 3.40

Other Constants and Properties b y × 103, (kip-ft)–1 t y × 103, (kips)–1 t r × 103, (kips)–1

c

8.58 1.10 1.35

5.71 0.733 0.903

9.50 1.21 1.48

6.32 0.802 0.987

10.9 1.35 1.66

r x / ry

5.03

4.98

5.02

r y , in.

1.99

1.98

1.95

7.27 0.900 1.11


Note: Heavy line indicates KL / r y equal to or greater than 200.

AMERICAN INSTITUTE


8

Insert P6-49

6–49




F y = 50 ksi

W21

W-Shapes W21×

Shape

c

Design

,

y r

, n o i t a r y g n g i f d o n s e u b i s d i a r x t a s X a e X l r o o t f , t ) c t e f ( p b s L e r , h h t t i g w n , e ) L t f ( d L e c K a , r h t b g n n U r e l o e v i t c e f f E

62c

68

57c

p × 103

b x × 103

p × 103

b x × 103

p × 103

b x × 103

(kips)–1

(kip-ft)–1

(kips)–1

(kip-ft)–1

(kips)–1

(kip-ft)–1

ASD LRFD

ASD LRFD

ASD LRFD

ASD LRFD

ASD LRFD

ASD LRFD

0

1.77 1.18 2.23 1.48 1.98 1.31 2.47 1.65 2.18 1.45 2.76 1.84

6 7 8 9 10

1.95 2.02 2.10 2.21 2.33

1.30 1.34 1.40 1.47 1.55

2.23 2.27 2.35 2.43 2.51

1.48 1.51 1.56 1.62 1.67

2.18 2.26 2.35 2.47 2.61

1.45 1.50 1.56 1.64 1.74

2.47 2.54 2.62 2.71 2.81

1.65 1.69 1.74 1.81 1.87

2.56 2.73 2.94 3.21 3.56

1.71 1.82 1.96 2.14 2.37

2.91 3.04 3.19 3.35 3.53

1.94 2.03 2.12 2.23 2.35

11 12 13 14 15

2.48 2.67 2.89 3.16 3.47

1.65 1.77 1.92 2.10 2.31

2.61 2.70 2.81 2.93 3.05

1.73 1.80 1.87 1.95 2.03

2.78 2.98 3.22 3.53 3.89

1.85 1.98 2.14 2.35 2.59

2.92 3.04 3.16 3.30 3.44

1.94 2.02 2.10 2.19 2.29

4.02 4.60 5.32 6.17 7.08

2.68 3.06 3.54 4.10 4.71

3.73 3.95 4.20 4.48 4.94

2.48 2.63 2.79 2.98 3.29

16 17 18 19 20

3.84 4.27 4.79 5.34 5.91

2.55 2.84 3.19 3.55 3.93

3.19 3.34 3.50 3.72 4.03

2.12 2.22 2.33 2.48 2.68

4.31 4.83 5.41 6.03 6.68

2.87 3.21 3.60 4.01 4.45

3.61 3.78 3.98 4.33 4.70

2.40 2.52 2.65 2.88 3.13

8.06 9.10 10.2 11.4 12.6

5.36 6.05 6.79 7.56 8.38

5.47 6.01 6.55 7.10 7.65

3.64 4.00 4.36 4.72 5.09

22 7.16 24 8.52 26 9.99 28 11.6 30 13.3

4.76 5.67 6.65 7.71 8.85

4.66 5.31 5.95 6.60 7.26

3.10 3.53 3.96 4.39 4.83

8.09 9.63 11.3 13.1

5.38 6.40 7.52 8.72

5.46 6.24 7.02 7.81

3.63 15.2 10.1 8.76 5.83 4.15 4.67 5.20

Other Constants and Properties b y × 103, (kip-ft)–1 t y × 103, (kips)–1 t r × 103, (kips)–1

c

14.6 1.67 2.05

9.71 1.11 1.37

16.4 1.83 2.24

10.9 1.21 1.49

24.1 2.00 2.46

r x / ry

4.78

4.82

6.19

r y , in.

1.80

1.77

1.35

16.0 1.33 1.64



AMERICAN INSTITUTE


9

Insert P6-51

6–51




F y = 50 ksi

W21-W18

W-Shapes W21 ×

Shape

44c

Design

, y r , n o i t a r y g n g i f d o n s e u b i s d i a r x t a s X a e X l r o o t f t ) , c t e f ( p s b L e r , h h t t i g w n , e ) t L f ( d L e c K a , r b h t n g U n r e l o e v i t c e f f E

W18× 311h

283h

p × 103

b x × 103

p × 103

b x × 103

p × 103

b x × 103

(kips)–1

(kip-ft)–1

(kips)–1

(kip-ft)–1

(kips)–1

(kip-ft)–1

ASD LRFD

ASD LRFD

ASD LRFD

ASD LRFD

ASD LRFD

ASD LRFD

0

2.97 1.98 3.73 2.48 0.365 0.243 0.473 0.314 0.401 0.267 0.527 0.351

6 7 8 9 10

3.53 3.78 4.09 4.50 5.03

2.35 2.51 2.72 3.00 3.35

4.03 4.24 4.48 4.75 5.05

2.68 2.82 2.98 3.16 3.36

0.381 0.387 0.394 0.402 0.412

0.253 0.257 0.262 0.268 0.274

0.473 0.473 0.473 0.473 0.473

11 5.74 12 6.68 13 7.84 14 9.10 15 10.4

3.82 4.45 5.22 6.05 6.95

5.39 5.79 6.25 7.11 7.99

3.59 3.85 4.16 4.73 5.32

0.422 0.434 0.447 0.462 0.479

0.281 0.289 0.298 0.308 0.319

0.474 0.477 0.480 0.483 0.486

16 17 18 19 20

7.91 8.90 8.93 9.83 10.0 10.8 11.1 11.8 12.4 12.7

5.92 6.54 7.18 7.82 8.47

0.497 0.517 0.540 0.564 0.592

0.331 0.344 0.359 0.375 0.394

0.489 0.492 0.495 0.498 0.501

0.507 0.514 0.521 0.528 0.535

11.9 13.4 15.0 16.8 18.6

22 24 26 28 30

0.655 0.732 0.826 0.942 1.08

0.436 0.487 0.550 0.627 0.720

32 34 36 38 40

1.23 1.39 1.56 1.74 1.92

0.819 0.924 1.04 1.15 1.28

0.314 0.314 0.314 0.314 0.314

0.419 0.279 0.426 0.284 0.434 0.289 0.443 0.295 0.454 0.302

0.527 0.527 0.527 0.527 0.527

0.351 0.351 0.351 0.351 0.351

0.315 0.317 0.319 0.321 0.323

0.466 0.480 0.495 0.512 0.530

0.310 0.319 0.329 0.340 0.353

0.530 0.533 0.537 0.540 0.544

0.352 0.355 0.357 0.359 0.362

0.325 0.327 0.329 0.331 0.333

0.551 0.574 0.600 0.628 0.659

0.367 0.382 0.399 0.418 0.439

0.548 0.551 0.555 0.559 0.563

0.364 0.367 0.369 0.372 0.374

0.338 0.342 0.347 0.351 0.356

0.732 0.821 0.929 1.06 1.22

0.487 0.546 0.618 0.708 0.813

0.571 0.579 0.588 0.596 0.605

0.380 0.385 0.391 0.397 0.403

1.39 1.57 1.76 1.96 2.17

0.925 1.04 1.17 1.30 1.45

0.614 0.624 0.634 0.644 0.654

0.409 0.415 0.422 0.428 0.435

0.542 0.550 0.557 0.565 0.573

0.361 0.366 0.371 0.376 0.382

Other Constants and Properties b y × 103,(kip-ft)–1 t y × 103, (kips)–1 t r × 103, (kips)–1

35.0 2.57 3.16

23.3 1.71 2.10

1.72 0.365 0.448

1.15 0.243 0.299

1.93 0.401 0.493

r x / ry

6.40

2.96

2.96

r y , in.

1.26

2.95

2.91

c


h

Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.

1.28 0.267 0.328


AMERICAN INSTITUTE


10

14th Edition steel prob

Recommend Documents