1、 1Revision and Errata List February 2012 AISC Steel Construction Manual, 14thEdition 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 HP1253 should hav
2、e 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.) 3-22
3、5 In Case 35, replace the 5th line with the following: 2(at 0.423 ). 0.0642maxMlxlEI 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 attached revised Table 4-2 (Insert P4-25, P4-26 and P4-27). See boxed areas for revisions.
4、 6-43 Replace this table with the attached Insert P6-43. See boxed areas for revisions. 6-49 Replace this table with the attached Insert P6-49. See boxed areas for revisions. 6-51 Replace this table with the attached Insert P6-51. See boxed areas for revisions. 10-17 For Group A bolts, with N thread
5、 condition and STD holes, the ASD value for 5/16-in. angle thickness should be 165 kips. 15-4 In Equation 15-7, replace Vawith Vn. 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 f
6、igure with the following. 16.1-31 In Section E1, 2nd line, replace Pncwith Pn/c. 16.1-145 Insert “ B” following “(5tp+lb)” 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 met
7、hod 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 follo
8、ws: (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 Jo
9、ints that Combine Bolts and Welds,” Engineering Journal, AISC, Vol. 40, No. 2, 2nd Quarter, pp. 8998. 3 Table 2-6Applicable ASTM Specifications for Various Types of Structural FastenersFyMin. FuYield TensileASTM Stress StressaDiameter Range Designation (ksi) (ksi) (in.)A108 65 0.375 to 0.75, incl.A3
10、25d 105 over 1 to 1.5, incl. 120 0.5 to 1, incl.A490d 150 0.5 to 1.5F1852d 105 1.125 120 0.5 to 1, incl.F2280d 150 0.5 to 1.125, incl.A194 Gr. 2H 0.25 to 4A563 0.25 to 4F436b 0.25 to 4F959 0.5 to 1.5A36 36 58-80 to 10 100 over 4 to 7A193 Gr. B7e 115 over 2.5 to 4 125 2.5 and underA307 Gr. A 60 0.25
11、to 4A354 Gr. BD 140 2.5 to 4, incl. 150 0.25 to 2.5, incl. 90 1.75 to 3, incl.cA449 105 1.125 to 1.5, incl.c 120 0.25 to 1, incl.cGr. 42 42 60 to 6Gr. 50 50 65 to 4A572 Gr. 55 55 70 to 2Gr. 60 60 75 to 1.25Gr. 65 65 80 to 1.2542 63 Over 5 to 8, incl.A588 46 67 Over 4 to 5, incl.50 70 4 and underA687
12、 105 150 max. 0.625 to 3F1554 Gr. 36 36 58-80 0.25 to 4Gr. 55 55 75-95 0.25 to 4Gr. 105 105 125-150 0.25 to 3= Preferred material specification= Other applicable material specification, the availability of which should be confirmed prior to specification= Material specification does not apply Indica
13、tes that a value is not specified in the material specification.aMinimum unless a range is shown or maximum (max.) is indicated.bSpecial washer requirements may apply per RCSC Specification Table 6.1 for some steel-to-steel bolting applications and per Part 14 foranchor-rod applications.cSee AISC Sp
14、ecification Section J3.1 for limitations on use of ASTM A449 bolts.dWhen atmospheric corrosion resistance is desired, Type 3 can be specified.eFor anchor rods with temperature and corrosion resistance characteristics.250 GENERAL DESIGN CONSIDERATIONSAMERICAN INSTITUTE OF STEEL CONSTRUCTIONConvention
15、al Common Bolts Nuts WashersDirect-Tension-Indicator WashersThreaded Rods Steel Headed Stud Anchors Hooked Headed Threaded & NuttedTwist-Off-Type Tension-ControlHigh-StrengthBoltsAnchor Rods4Revised Table 2-6STEEL COMPRESSIONMEMBER SELECTION TABLES 425Table 4-2 (continued)Available Strength inAxial
16、Compression, kipsHP-ShapesAMERICAN INSTITUTE OF STEEL CONSTRUCTIONEffective length,KL(ft),with respect to least radius of gyration,ryHP16Fy= 50 ksicShape is slender for compression with Fy= 50 ksi.Shape HP16lb/ft 183 162 141 121 101 88cDesignPn/ccPnPn/ccPnPn/ccPnPn/ccPnPn/ccPnPn/ccPnASD LRFD ASD LRF
17、D ASD LRFD ASD LRFD ASD LRFD ASD LRFD0 1610 2430 1430 2150 1250 1880 1070 1610 895 1350 749 11306 1570 2360 1390 2090 1220 1830 1040 1570 871 1310 729 11007 1560 2340 1380 2070 1200 1810 1030 1550 862 1300 722 10808 1540 2320 1360 2050 1190 1790 1020 1540 852 1280 714 10709 1520 2290 1350 2020 1180
18、1770 1010 1520 841 1260 705 106010 1500 2260 1330 2000 1160 1740 995 1490 829 1250 694 104011 1480 2230 1310 1970 1140 1720 979 1470 816 1230 684 103012 1460 2190 1290 1930 1120 1690 962 1450 802 1210 672 101013 1430 2150 1260 1900 1100 1660 944 1420 787 1180 659 99114 1410 2110 1240 1860 1080 1630
19、926 1390 771 1160 646 97115 1380 2070 1210 1820 1060 1590 906 1360 754 1130 632 95016 1350 2020 1190 1780 1030 1560 885 1330 736 1110 617 92817 1320 1980 1160 1740 1010 1520 863 1300 718 1080 602 90518 1280 1930 1130 1700 985 1480 841 1260 699 1050 587 88219 1250 1880 1100 1650 958 1440 818 1230 679
20、 1020 570 85720 1220 1830 1070 1610 931 1400 794 1190 659 991 554 83322 1150 1720 1010 1510 876 1320 746 1120 618 929 520 78224 1070 1610 942 1420 819 1230 696 1050 576 866 485 72926 1000 1500 877 1320 761 1140 646 971 534 802 450 67628 927 1390 811 1220 703 1060 596 896 491 739 415 62330 854 1280 7
21、46 1120 645 970 546 821 450 676 380 57132 783 1180 682 1030 589 886 498 748 409 615 346 52034 713 1070 620 932 535 804 451 678 370 556 313 47136 646 971 561 843 482 725 405 609 331 498 281 42338 581 873 503 756 433 651 364 547 297 447 253 38040 524 787 454 682 391 587 328 494 268 404 228 343Properti
22、esPwo, kips 435 653 363 545 300 451 241 362 189 283 155 232Pwi, kips/in. 37.7 56.5 33.3 50.0 29.2 43.8 25.0 37.5 20.8 31.3 18.0 27.0Pwb, kips 2100 3160 1450 2190 974 1460 612 920 356 535 229 345Pfb, kips 239 359 187 281 143 215 105 158 73.1 110 54.6 82.0Lp, ft 13.6 13.5 13.4 16.7 20.2 22.9Lr, ft 67.
23、6 60.2 54.5 48.6 43.6 40.6Ag, in.253.9 47.7 41.7 35.8 29.9 25.8Ix, in.42490 2190 1870 1590 1300 1110Iy, in.4803 697 599 504 412 349ry, in. 3.86 3.82 3.79 3.75 3.71 3.68rx/ry1.76 1.77 1.77 1.78 1.78 1.78Pex(KL)2/104, k-in.271300 62700 53500 45500 37200 31800Pey(KL)2/104, k-in.223000 19900 17100 14400
24、 11800 9990ASD LRFDc= 1.67 c= 0.905Insert P4-25Shape HP14 HP12lb/ft 117 102 89 73c84 74DesignPn/ccPnPn/ccPnPn/ccPnPn/ccPnPn/ccPnPn/ccPnASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD0 1030 1550 901 1350 781 1170 623 937 737 1110 653 9816 1000 1500 875 1310 758 1140 605 909 705 1060 624 9387 99
25、0 1490 865 1300 750 1130 598 899 694 1040 614 9238 977 1470 855 1280 740 1110 590 887 681 1020 603 9069 964 1450 843 1270 730 1100 582 875 667 1000 591 88810 949 1430 829 1250 718 1080 573 861 652 980 577 86711 933 1400 815 1220 705 1060 563 846 636 955 562 84512 916 1380 800 1200 692 1040 552 830 6
26、18 929 546 82113 897 1350 783 1180 677 1020 541 813 599 901 530 79614 878 1320 766 1150 662 995 528 794 580 872 512 77015 857 1290 748 1120 646 971 516 775 560 842 494 74316 836 1260 729 1100 629 946 502 755 539 810 476 71517 813 1220 709 1070 612 920 489 735 518 779 457 68718 790 1190 689 1030 594
27、893 475 713 496 746 437 65819 767 1150 668 1000 576 866 460 691 474 713 418 62820 743 1120 646 972 557 838 445 669 452 680 398 59922 694 1040 603 906 519 780 415 623 408 614 359 54024 643 967 558 839 480 722 384 577 365 549 320 48226 593 891 514 772 441 663 353 531 323 486 283 42628 543 816 470 706
28、403 606 322 484 283 425 247 37230 494 742 427 641 365 549 292 439 247 371 216 32432 446 671 385 579 329 494 263 396 217 326 189 28534 400 602 344 518 294 441 235 354 192 289 168 25236 357 537 307 462 262 394 210 316 171 257 150 22538 320 482 276 414 235 353 188 283 154 231 134 20240 289 435 249 374
29、212 319 170 256 139 208 121 182PropertiesPwo, kips 201 302 162 243 134 201 100 150 158 236 132 198Pwi, kips/in. 26.8 40.3 23.5 35.3 20.5 30.8 16.8 25.3 22.8 34.3 20.2 30.3Pwb, kips 790 1190 531 798 354 532 195 294 572 859 393 591Pfb, kips 121 182 93.0 140 70.8 106 47.7 71.7 87.8 132 69.6 105Lp, ft 1
30、2.9 15.6 17.8 21.2 10.4 11.9Lr, ft 50.5 45.7 41.7 37.6 41.3 37.9Ag, in.234.4 30.1 26.1 21.4 24.6 21.8Ix, in.41220 1050 904 729 650 569Iy, in.4443 380 326 261 213 186ry, in. 3.59 3.56 3.53 3.49 2.94 2.92rx/ry1.66 1.66 1.67 1.67 1.75 1.75Pex(KL)2/104, k-in.234900 30100 25900 20900 18600 16300Pey(KL)2/
31、104, k-in.212700 10900 9330 7470 6100 5320ASD LRFDc= 1.67 c= 0.90Table 4-2 (continued)Available Strength inAxial Compression, kipsHP-ShapesEffective length,KL(ft),with respect to least radius of gyration,ryHP14-HP12Fy= 50 ksicShape is slender for compression with Fy= 50 ksi.426 DESIGN OF COMPRESSION
32、 MEMBERSAMERICAN INSTITUTE OF STEEL CONSTRUCTION6Insert P4-26Shape HP12 HP10 HP8lb/ft 63 53c57 42 36DesignPn/ccPnPn/ccPnPn/ccPnPn/ccPnPn/ccPnASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD0 551 828 460 691 500 751 371 558 317 4776 526 791 439 660 469 706 348 523 287 4327 518 778 432 649 459 690 340 511
33、 277 4168 508 763 424 637 447 672 331 497 266 4009 497 747 415 623 434 652 321 482 254 38110 485 729 405 608 420 631 310 465 241 36211 472 710 394 592 404 608 298 448 227 34112 459 690 383 575 388 584 286 430 213 32013 445 668 371 557 372 559 273 411 199 29914 430 646 358 538 355 533 260 391 184 277
34、15 414 622 345 519 337 506 247 371 170 25616 398 598 332 499 319 480 233 351 156 23517 382 574 318 478 301 453 220 330 143 21418 365 549 304 457 283 426 206 310 129 19419 348 524 290 436 265 399 193 290 117 17520 332 498 276 415 248 373 180 270 105 15822 298 448 248 373 214 322 154 232 86.9 13124 26
35、5 399 221 332 182 273 131 196 73.0 11026 234 351 194 292 155 233 111 167 62.2 93.528 203 305 169 254 133 201 95.9 144 53.7 80.730 177 266 147 221 116 175 83.5 126 46.7 70.332 156 234 129 194 102 154 73.4 110 41.1 61.834 138 207 114 172 90.5 136 65.0 97.736 123 185 102 153 80.7 121 58.0 87.238 110 16
36、6 91.6 138 72.5 109 52.1 78.240 99.6 150 82.7 124 65.4 98.3 47.0 70.6PropertiesPwo, kips 107 161 81.9 123 118 177 78.2 117 83.8 126Pwi, kips/in. 17.2 25.8 14.5 21.8 18.8 28.3 13.8 20.8 14.8 22.3Pwb, kips 243 365 147 221 397 597 158 237 241 363Pfb, kips 49.6 74.6 35.4 53.2 59.7 89.8 33.0 49.6 37.1 55
37、.7Lp, ft 14.4 16.6 8.65 12.3 6.90Lr, ft 34.0 31.1 34.8 28.3 27.3Ag, in.218.4 15.5 16.7 12.4 10.6Ix, in.4472 393 294 210 119Iy, in.4153 127 101 71.7 40.3ry, in. 2.88 2.86 2.45 2.41 1.95rx/ry1.76 1.76 1.71 1.71 1.72Pex(KL)2/104, k-in.213500 11200 8410 6010 3410Pey(KL)2/104, k-in.24380 3630 2890 2050 1
38、150ASD LRFDc= 1.67 c= 0.90STEEL COMPRESSIONMEMBER SELECTION TABLES 427AMERICAN INSTITUTE OF STEEL CONSTRUCTIONEffective length,KL(ft),with respect to least radius of gyration,ryTable 4-2 (continued)Available Strength inAxial Compression, kipsHP-ShapesHP12-HP8Fy= 50 ksicShape is slender for compressi
39、on with Fy= 50 ksi.Note: Heavy line indicates KL /ryequal to or greater than 200.7Insert P4-27STEEL BEAM-COLUMN SELECTION TABLES 643AMERICAN INSTITUTE OF STEEL CONSTRUCTIONShapeW24103c94c84cp 103bx 103p 103bx 103p 103bx 103Design (kips)1(kip-ft)1(kips)1(kip-ft)1(kips)1(kip-ft)1ASD LRFD ASD LRFD ASD
40、LRFD ASD LRFD ASD LRFD ASD LRFD0 1.13 0.753 1.27 0.847 1.26 0.840 1.40 0.933 1.46 0.968 1.59 1.0611 1.52 1.01 1.42 0.944 1.67 1.11 1.57 1.05 1.92 1.28 1.80 1.2012 1.62 1.08 1.46 0.972 1.78 1.18 1.62 1.08 2.03 1.35 1.87 1.2413 1.73 1.15 1.51 1.00 1.90 1.26 1.68 1.12 2.17 1.44 1.93 1.2814 1.86 1.23 1.
41、55 1.03 2.04 1.36 1.73 1.15 2.33 1.55 2.00 1.3315 2.00 1.33 1.61 1.07 2.21 1.47 1.79 1.19 2.52 1.68 2.08 1.3816 2.18 1.45 1.66 1.10 2.40 1.60 1.86 1.24 2.75 1.83 2.16 1.4417 2.38 1.58 1.72 1.14 2.62 1.74 1.93 1.28 3.01 2.00 2.25 1.4918 2.61 1.74 1.78 1.19 2.88 1.92 2.01 1.33 3.32 2.21 2.34 1.5619 2.
42、88 1.92 1.85 1.23 3.18 2.12 2.09 1.39 3.68 2.45 2.45 1.6320 3.19 2.12 1.92 1.28 3.53 2.35 2.17 1.45 4.08 2.71 2.56 1.7022 3.86 2.57 2.09 1.39 4.27 2.84 2.43 1.61 4.94 3.28 2.95 1.9624 4.60 3.06 2.37 1.58 5.08 3.38 2.76 1.84 5.88 3.91 3.37 2.2426 5.40 3.59 2.65 1.77 5.96 3.97 3.10 2.06 6.90 4.59 3.80
43、 2.5328 6.26 4.16 2.94 1.95 6.92 4.60 3.44 2.29 8.00 5.32 4.24 2.8230 7.19 4.78 3.22 2.14 7.94 5.28 3.79 2.52 9.18 6.11 4.67 3.1132 8.18 5.44 3.50 2.33 9.03 6.01 4.13 2.75 10.4 6.95 5.11 3.40Other Constants and Propertiesby 103, (kip-ft)18.58 5.71 9.50 6.32 10.9 7.27ty 103, (kips)11.10 0.733 1.21 0.
44、802 1.35 0.900tr 103, (kips)11.35 0.903 1.48 0.987 1.66 1.11rx/ry5.03 4.98 5.02ry, in. 1.99 1.98 1.95Table 6-1 (continued)Combined Flexure and Axial ForceW-ShapesFy= 50 ksiW24Effective length,KL(ft),with respect to least radius of gyration,ry,or Unbraced Length,Lb(ft),for X-X axis bendingcShape is s
45、lender for compression with Fy= 50 ksi.Note: Heavy line indicates KL/ryequal to or greater than 200.8Insert P6-43ShapeW2168c62c57cp 103bx 103p 103bx 103p 103bx 103Design (kips)1(kip-ft)1(kips)1(kip-ft)1(kips)1(kip-ft)1ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD0 1.77 1.18 2.23 1.48 1.98 1.
46、31 2.47 1.65 2.18 1.45 2.76 1.846 1.95 1.30 2.23 1.48 2.18 1.45 2.47 1.65 2.56 1.71 2.91 1.947 2.02 1.34 2.27 1.51 2.26 1.50 2.54 1.69 2.73 1.82 3.04 2.038 2.10 1.40 2.35 1.56 2.35 1.56 2.62 1.74 2.94 1.96 3.19 2.129 2.21 1.47 2.43 1.62 2.47 1.64 2.71 1.81 3.21 2.14 3.35 2.2310 2.33 1.55 2.51 1.67 2
47、.61 1.74 2.81 1.87 3.56 2.37 3.53 2.3511 2.48 1.65 2.61 1.73 2.78 1.85 2.92 1.94 4.02 2.68 3.73 2.4812 2.67 1.77 2.70 1.80 2.98 1.98 3.04 2.02 4.60 3.06 3.95 2.6313 2.89 1.92 2.81 1.87 3.22 2.14 3.16 2.10 5.32 3.54 4.20 2.7914 3.16 2.10 2.93 1.95 3.53 2.35 3.30 2.19 6.17 4.10 4.48 2.9815 3.47 2.31 3
48、.05 2.03 3.89 2.59 3.44 2.29 7.08 4.71 4.94 3.2916 3.84 2.55 3.19 2.12 4.31 2.87 3.61 2.40 8.06 5.36 5.47 3.6417 4.27 2.84 3.34 2.22 4.83 3.21 3.78 2.52 9.10 6.05 6.01 4.0018 4.79 3.19 3.50 2.33 5.41 3.60 3.98 2.65 10.2 6.79 6.55 4.3619 5.34 3.55 3.72 2.48 6.03 4.01 4.33 2.88 11.4 7.56 7.10 4.7220 5.91 3.93 4.03 2.68 6.68 4.45 4.70 3.13 12.6 8.38 7.65 5.0922 7.16 4.76 4.66 3.10 8.09 5.38 5.46 3.63 15.2 10.1 8.76 5.8324 8.52 5.67 5.31 3.53 9.63 6.40 6.24 4.1526 9.99 6.65 5.95 3.96 11.3 7.52 7.02 4.6728 11.6 7.71 6.60 4.39 13.1 8.72 7.81 5.2030 13.3 8.85 7.26 4.83Other Constants and
