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5. Select the lightest W12 shape for a column subjected to an axial compressive load of 730,000 Ibs. The unbraced length of the column is 22 feet and uses fixed connections. Use the AISC column tables.

5. Select the lightest W12 shape for a column subjected to an axial compressive load of 730,000 Ibs. The unbraced length of the column is 22 feet and uses fixed connections. Use the AISC column tables.

Steel Design (Activate Learning with these NEW titles from Engineering!)
Steel Design (Activate Learning with these NEW titles from Engineering!)
6th Edition
ISBN:9781337094740
Author:Segui, William T.
Publisher:Segui, William T.
Chapter4: Compression Members
Section: Chapter Questions
Problem 4.9.5P
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5. Select the lightest W12 shape for a column subjected to an axial compressive load of 730,000 Ibs. The unbraced length of the column is 22 feet and uses fixed connections. Use the AISC column tables.
Transcribed Image Text:5. Select the lightest W12 shape for a column subjected to an axial compressive load of 730,000 Ibs. The unbraced length of the column is 22 feet and uses fixed connections. Use the AISC column tables.
Table 4-1 (continued) Available Strength in Axial Compression, kips Fy = 50 ksi W12 W-Shapes Shape W12x Ib/tt 190 170 152 136 120 106 Pale Pa ePn Pae P OePa P/sle Pa Pale dePa Design LAFD ASO LRFD ASD LRFD ASD LRFD ASD 2250 1340 2010 1190 1800 1050 1580 LRFD ASD LRFO 934 1400 ASD 1680 2520 1500 1620 2430 1440 2170 1290 1940 1150 1730 1010 1520 6 1600 2400 1420 2140 1270 1570 2360 1400 898 886 871 855 838 1350 1910 1130 1710 1000 1500 1480 1450 1330 2110 1250 1880 1120 1550 2320 1380 2070 1230 1850 1100 1650 1520 2280 1350 2030 1210 1810 1080 1620 1490 2230 1320 1990 1180 1770 1050 1580 1680 984 966 947 1310 1290 1260 10 1420 11 12 13 14 15 925 1390 903 879 854 819 1230 799 1200 1170 1130 1100 1450 2180 1290 1420 2130 1260 1380 2070 1230 1340 2010 1190 1790 1060 1590 942 1300 1950 1150 1260 1890 1120 1680 1210 1820 1080 1170 1760 1040 1130 1690 997 1030 1560 916 944 855 767 684 1940 1150 1730 1030 1540 1690 1000 1500 1460 1420 1360 1320 1900 1120 1840 1090 1640 972 777 1280 755 828 1240 | 731 1730 1030 1540 912 992 957 921 885 1370 1320 1280 1230 1180 800 773 744 715 686 1200 707 682 1060 16 17 1490 881 1440 849 1380 816 784 1160 1030 1620 1120 1070 1030 656 631 604 987 18 19 20 1560 1500 948 1330 908 22 24 26 28 30 1420 834 1280 754 1150 675 1030 600 1380 1250 1130 1010 902 811 737 665 595 527 1220 717 1110 651 999 894 793 586 523 462 1080 978 880 786 695 626 567 510 454 400 942 853 766 682 601 552 499 448 398 350 829 750 673 598 526 32 603 534 476 428 386 906 803 716 643 580 528 468 418 375 338 794 704 628 563 508 464 411 366 329 297 697 617 551 494 446 406 360 321 288 260 610 541 482 433 391 352 311 278 249 225 528 468 417 375 338 308 272 243 218 197 462 410 365 328 296 34 36 38 40 Properties Pe, kips Pw, kips/in. Pub, kips Pio, kips 49, ft Lr. It 244 43.5 26.3 2120 3190 1580 2370 1170 1760 878 292 11.2 63.2 412 35.3 53.0 32.0 617 346 518 290 435 201 39.5 23.7 837 231 365 302 162 35.5 20.3 30.5 405 183 242 48.0 29.0 609 276 1320 957 567 852 551 455 11.4 78.5 684 367 11.3 70.6 439 347 11.5 87.3 11.1 56.5 11.0 50.7 Ay, in. 4. in. , in. y, in. alty Pa(KL/10°, k-in. Pa(NL/10", k-in? 56.0 1890 589 3.25 1.79 54100 16900 50.0 1650 517 3.22 1.78 47200 14800 44.7 1430 454 3.19 1.77 40900 39.9 1240 398 3.16 1.77 35500 11400 35.2 1070 345 3.13 1.76 30600 31.2 933 301 3.11 1.76 26700 13000 9870 8620 ASD LRFD = 1.67 O 0.90 Effective length, KL (), with respect to least radius 'uogesk6
Transcribed Image Text:Table 4-1 (continued) Available Strength in Axial Compression, kips Fy = 50 ksi W12 W-Shapes Shape W12x Ib/tt 190 170 152 136 120 106 Pale Pa ePn Pae P OePa P/sle Pa Pale dePa Design LAFD ASO LRFD ASD LRFD ASD LRFD ASD 2250 1340 2010 1190 1800 1050 1580 LRFD ASD LRFO 934 1400 ASD 1680 2520 1500 1620 2430 1440 2170 1290 1940 1150 1730 1010 1520 6 1600 2400 1420 2140 1270 1570 2360 1400 898 886 871 855 838 1350 1910 1130 1710 1000 1500 1480 1450 1330 2110 1250 1880 1120 1550 2320 1380 2070 1230 1850 1100 1650 1520 2280 1350 2030 1210 1810 1080 1620 1490 2230 1320 1990 1180 1770 1050 1580 1680 984 966 947 1310 1290 1260 10 1420 11 12 13 14 15 925 1390 903 879 854 819 1230 799 1200 1170 1130 1100 1450 2180 1290 1420 2130 1260 1380 2070 1230 1340 2010 1190 1790 1060 1590 942 1300 1950 1150 1260 1890 1120 1680 1210 1820 1080 1170 1760 1040 1130 1690 997 1030 1560 916 944 855 767 684 1940 1150 1730 1030 1540 1690 1000 1500 1460 1420 1360 1320 1900 1120 1840 1090 1640 972 777 1280 755 828 1240 | 731 1730 1030 1540 912 992 957 921 885 1370 1320 1280 1230 1180 800 773 744 715 686 1200 707 682 1060 16 17 1490 881 1440 849 1380 816 784 1160 1030 1620 1120 1070 1030 656 631 604 987 18 19 20 1560 1500 948 1330 908 22 24 26 28 30 1420 834 1280 754 1150 675 1030 600 1380 1250 1130 1010 902 811 737 665 595 527 1220 717 1110 651 999 894 793 586 523 462 1080 978 880 786 695 626 567 510 454 400 942 853 766 682 601 552 499 448 398 350 829 750 673 598 526 32 603 534 476 428 386 906 803 716 643 580 528 468 418 375 338 794 704 628 563 508 464 411 366 329 297 697 617 551 494 446 406 360 321 288 260 610 541 482 433 391 352 311 278 249 225 528 468 417 375 338 308 272 243 218 197 462 410 365 328 296 34 36 38 40 Properties Pe, kips Pw, kips/in. Pub, kips Pio, kips 49, ft Lr. It 244 43.5 26.3 2120 3190 1580 2370 1170 1760 878 292 11.2 63.2 412 35.3 53.0 32.0 617 346 518 290 435 201 39.5 23.7 837 231 365 302 162 35.5 20.3 30.5 405 183 242 48.0 29.0 609 276 1320 957 567 852 551 455 11.4 78.5 684 367 11.3 70.6 439 347 11.5 87.3 11.1 56.5 11.0 50.7 Ay, in. 4. in. , in. y, in. alty Pa(KL/10°, k-in. Pa(NL/10", k-in? 56.0 1890 589 3.25 1.79 54100 16900 50.0 1650 517 3.22 1.78 47200 14800 44.7 1430 454 3.19 1.77 40900 39.9 1240 398 3.16 1.77 35500 11400 35.2 1070 345 3.13 1.76 30600 31.2 933 301 3.11 1.76 26700 13000 9870 8620 ASD LRFD = 1.67 O 0.90 Effective length, KL (), with respect to least radius 'uogesk6
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