- 1 What Is The Allowable Axial Compression Load For A W12x72 Column With An Unbraced Length Of 16 Assume K 1 0 Use 1 (29.92 KiB) Viewed 22 times
- 1 What Is The Allowable Axial Compression Load For A W12x72 Column With An Unbraced Length Of 16 Assume K 1 0 Use 2 (47.87 KiB) Viewed 22 times
- 1 What Is The Allowable Axial Compression Load For A W12x72 Column With An Unbraced Length Of 16 Assume K 1 0 Use 3 (37.65 KiB) Viewed 22 times
- 1 What Is The Allowable Axial Compression Load For A W12x72 Column With An Unbraced Length Of 16 Assume K 1 0 Use 4 (60.06 KiB) Viewed 22 times
VD FRAMES POLLIMV SLENDERNESS AND END CONDITIONS TABLE 10.1 Critical Unfactored Compressive Stress for 337 Columns, F. where F50 ksi TIONS ompression ontained in steel yield of the col- umn ends ae ratio of KLE KUR KLE 44.2 39.9 he column use of a derness is for a col- ad 50 ksi. 1. derived le 10.1. (0) 50.0 1 41 50.0 2 42 43.9 81 50.0 3 43 43.7 82 49.9 4 44 30.6 43.4 83 49.9 5 45 302 84 43.1 49.9 29.8 6 46 85 42.8 49.8 29,5 7 47 86 42.5 29.1 8 49.8 48 87 422 28.7 9 49.7 49 88 41.9 284 10 49.6 SO 89 41.6 28,0 I 49.6 SI 90 41.3 27.7 91 12 49.5 S2 41.0 27.3 13 49.4 92 53 40.7 26.9 93 49.3 14 54 26.6 40.4 94 15 49.2 55 26.2 40.1 95 16 49.1 56 25.8 39.8 96 17 49.0 57 25.5 39.4 97 18 48.8 25.1 58 39.1 98 24.8 19 48.7 59 38.8 99 244 20 48.6 60 38.4 100 24.1 21 48.4 61 38.1 101 23.7 22 48.3 62 37.7 102 23.4 23 48.1 63 37.4 103 23.0 24 47.9 64 37.1 104 22.7 25 47.8 65 36,7 105 22.3 26 47.6 66 36.4 106 22.0 47.4 67 36,0 107 21.6 28 47.2 68 35.7 108 21.3 29 47.0 69 35.3 109 21.0 30 46.8 70 34.9 110 20.6 31 46.6 71 34,6 111 20.3 32 200 112 46.4 72 34.2 33 19.7 113 46.2 73 33.9 34 19.3 114 45.9 74 33.5 35 19.0 115 45.7 75 33.1 36 18.7 45.5 76 32.8 18.3 37 117 45.2 77 324 118 18.0 38 45.0 78 32.0 17.7 119 39 44.7 79 31.7 17.4 40 44.5 80 31.3 son of the publisher, American Institute of Steel Construction Scarce Developed from data in the Steel Construction Naml (Ref. 5. with permis Usable design stress limit in ksi for obtaining nominal strength (unfactored) of steel 2.0 <四四四四四四四四則昭明时的印时出 18858SRENSE 2.0 xed ed 116 de 120 uckling he pub-
41 area, -bid, SECTIONS TABLE A.3 Properties of W Shapes LA X -Х Т. Y Modulus Web Thickness Area Elastic Properties Axis Y-Y S (in.) (in.) (in.) Flange Width Thickness by (in.) (in.) F Depth d 2 Axis X-X S (in.) (in.) k (in.) (in.) A (in.) (in.) Shape (in.) W30 x 116 x 108 X 99 W27 x 94 x 84 W24 x 84 34.2 31.7 29.1 27.7 24.8 24.7 22.4 20.1 30.01 29.83 29.65 26.92 26.71 24.10 23.92 23.73 0.565 0.545 0.520 0.490 0.460 0.470 0.440 0.415 10.495 10.475 10.450 9.990 9.960 9.020 8.990 8.965 0.850 0.760 0.670 0.745 0.640 0.770 0.680 0.585 1.625 1.562 1.437 1.437 1.375 1.562 1.437 1.375 4930 4470 3990 3270 2850 2370 2100 1830 329 299 269 243 213 196 176 154 12.0 11.9 11.7 10.9 10.7 9.79 9.69 9.35 164 146 128 124 106 94.4 82.5 70.4 31.3 27.9 24.5 24.8 21.2 20.9 18.4 13.7 2.19 378 2.15 346 2.10 312 2.12 278 2.07 244 1.95 224 1.92 200 1.87 177 (contime x76 x 68 651
682 ន TABLEAS (Continued Ares Depih Web Thick w Thick Maalai Shape fin) C) 5 (n.) 243 ES () () W21x3 K 73 X57 x 50 SIE 0.515 0.435 OCH1 ORTS 07.00 0.650 162 14.7 1:33 SOOD ! 11 0.30 SLET 172 129 0.535 WI886 OTO 911 x 76 21.43 2124 21.05 20.83 18.39 1821 18:24 18.11 17.99 18.06 17.90 16.26 7.71 7.73 0.770 0.0 0.6s 0.630 IRO 163 SSX 994 0.425 0.415 0.390 0.355 0.360 0.315 ΕΕΙ 8.355 193 6355 6.530 11090 11.035 7355 7.530 7.495 6060 6.015 7.070 7.005 6995 6.985 1.35 30 263 2.61 1.69 1.67 1.65 1.70 O OLSO 112 Axis 2 1 G 1.562 1.500 1600 1170 1112 964 1.437 1530 1.575 1330 1375 1312 890 1.250 1.250 712 LIST 1.312 659 1.250 586 1.152 1.125 418 2.250 2660 2.000 2140 1.687 15:30 1.635 1350 1.562 796 El Properties Axis Y-Y S 1 in.) tin) in.) 171 KA 1.4 195 151 1.64 70.6 170 111 RM 10,6 9.35 95 X.IS 24.9 7.64 166 175 316 146 152 27.6 100 747 30.1 983 741 449 119 89 2.35 0.1 102 788 225 743 721 12.1 810 668 37.2 105 72.7 665 32.8 9.34 647 663 289 8.25 565 245 7.00 338 655 1030 130 281 6.43 138 107 209 62 548 745 190 6.24 495 67.5 112 6.61 134 2626 OS 101 22. X60 17,6 16.2 x 50 14,7 x 46 * 40 118 W16 x 50 14.7 X 45 133 x 40 11.8 X36 10.6 4143 62.0 x 176 513 x 132 38.8 x 120 353 x 74 203 733 64 NEO LI 91 90.2 24 920 823 72.9 SOE 815 0.60 0.525 0.630 0.565 0.505 0.430 1.560 1.310 100 0940 0.785 DON SI 159 16.01 15.86 15.72 15.22 14.66 14.45 14.17 640 0.365 0.305 0.295 0.980 0.830 0.645 0.590 0.450 15.650 14.735 14.670 10.070 1.50 1.57 1:59 1.52 4,07 4.02 3.76 3.24 2.48 390 320 236 212 126 0051 89 8+ X EX 51.4 969 169 ST 896 510 779 OSE 185 x68 20.0 14.04 0.415 10.033 0.720 723 103 14.1 6.01 13.79 0 340 121 242 8.0.30 246 0.595 1375 115 485 70.3 5.85 12.6 13.66 0.305 7.995 123 1.91 74 0.530 1.312 428 627 5.82 x 34 452 10.0 13.98 0.285 6.745 113 1.89 0.455 1.000 340 48.6 5.83 x 30 233 885 1384 0.270 1.53 6.730 54.6 0185 0.937 291 42.0 5.73 W12x 1.36 5.82 39.9 13.41 19.6 0.790 1.49 12.400 47.3 1 250 1.937 1240 186 3.58 x120 398 642 3.16 35.3 214 13.12 0.710 12 320 1.105 1.812 1070 163 5.51 x 72 345 56.0 3.13 21.1 0.430 12.25 12.040 0.670 186 1.375 597 97.4 X6S 19.1 12.12 531 195 0,390 324 3.04 108 12.000 0.605 1.312 533 87.9 x 53 5.28 15.6 174 0.345 12.06 9.995 0.575 29.1 3.02 1.250 425 x 45 70.6 5.23 13.2 95.8 12.06 0.335 0.575 19.2 2.48 1.250 x 40 5.15 11.8 11.94 0.295 500 8.005 0.515 124 1.94 1250 647 310 $19 x 30 5.13 8.79 12.34 0.260 6520 44.1 11.0 0.440 0.932 1.93 238 575 38 6 x 26 7.65 5.21 12.22 0.230 6.490 0.380 203 6.24 1.52 0.875 W1088 43.1 334 25.0 5.17 10.84 0.605 10.265 17.3 5.34 0.990 1.625 1.51 985 XT 17.2 4.5+ 22.6 10.60 0.530 10,190 0.870 14.8 1.500 2.63 3.9 113 14.4 9.98 4.40 0.340 10.000 0560 154 10.1 2,60 11.5 546 97.6 9.92 435 0.315 7.955 934 1.125 0330 209 18.7 2.34 9.71 42.1 60.4 9.7) 4.27 0290 9.900 01435 1.062 45.0 120 113 350 1.9 x19 46,8 10.24 0.750 40 4.19 0395 36.6 0812 9.20 1.94 63 4.99 38. 10 11 014 0.240 5.010 0310 0.29 0.750 819 2.14 162 405 21.6 D844 187 Soe Adapted from date in the Selim (with permof the publisher Amer aan of Steel Constructia This table sample from an acties in the free down 204 ! TES SS+ 179 49 ZICI 272 MEX TEX LIX PUSO 95 E 653