For this exercise consider the three-story structural steel building frame shown below. An isometric sketch of the building and a typical bay framing plan is included on the next page (note column AD is the interior column). Assume the frame is laterally braced (that is, the effective length factor for all columns K = 1.0) and the steel is ASTM A992 with Fy = 50 ksi. Note that a column splice will be used just above the first framed floor as indicated on the elevation sketch (just above point B). All joints may be assumed to be pinned connections. Neglect live load reduction. Assume a unit weight of concrete of 150 pounds per cubic foot; a roof snow load of 40 pounds per square foot (PSF); a roof superimposed dead load of 15 PSF; a floor live load of 65 PSF; a floor partition load of 15 PSF; and a floor superimposed dead load of 15 PSF. The self-weight of the column may be neglected. You are asked to select the lightest W10 sections for: a) Column AB. b) Column BD (which extends from the second floor to the roof). 30 ft K Roof The T D a bas bonnig 14 ft 14 ft 18 ft 3rd 30 ft 2 in concrete slab C Column 6 in concrete slabs W splice + Sidy 2nd = 1901 B 1st 14-0 14'-0 18'-0 30-0 T 30-0 Building Isometric I W10 Shape Table 4-1 (continued) Available Strength in Axial Compression, kips W Shapes PJD AND LAFO ASO LAFO 123 112 103 I W12 Shape Table 4-1 (continued) Available Strength in Axial Compression, kips W Shapes W12x D 5'-0" roof 7'-6" floor 50 kal - 50 ksi 354 24.2 Fy - 50 ksi F-50 ksi Shape 40-0 40-0 Typical Bay Framing Plan Table 4-1 (continued) Available Strength in Axial Compression, kips W Shapes ASD I 576 235 220 213 200 300 100 200 173 260 341 141 130 202 118 122 104 100 166 347 241 137 116 177 100 76.8 115 02.2 00.3 Proper 40.9 17.0 13:3 7.43 10.2 01.9 117 27.0 137 24 40'-0 7.10 9.12 371 1.73 77999 6530 5270 3030 3130 Table 4-1 (continued) Available Strength in Axial Compression, kips W Shapes W10 I W10 40 Design ASD 610 LAPO ASD LRFD ASD ASD LMFD ASD LAFO 767 201 437 657 303 500 350 528 0 201 722 438 306 534 316 475 470 707 644 574 343 516 906 45 000 1430 906 1410 1300 918 112 1:00 DO PJD, NJ, PA, S PD, So pju, ep, pja, ap. PM, A AND ASD LIPD ASD LAPO 1320 773 1170 77 LAFO ASD LRFD ASD 034 724 450 GOD 418 495 2003 B 1300 406 610 350 526 314 275 415 676 1320 1250 1200 700 1000 614 1170 1000 1100 1020 076 641 963 944 866 860 534 400 533 541 015 750 734 477 717 527 782 454 432 848 303 500 250 448 1140 1000 500 872 511 765 450 627 417 627 509 314 4/1 261 422 375 828 1240 7:34 401 304 547 294 443 264 234 351 700 200 1200 1100 1970 645 844 495 744 055 642 214 477 217 420 3836 678 340 525 эт 413 246 370 210 220 770 1100 783 459 800 404 606 306 563 333 501 256 384 343 200 740 1110 575 500 751 442 581 507 317 477 236 354 211 317 200 1070 944 477 718 422 632 300 555 333 600 201 452 217 326 150 291 171 257 1000 000 403 331 526 315 475 427 297 176 265 100 234 646 920 571 858 425 751 432 300 571 501 297 446 402 100 270 241 141 212 613 022 542 814 424 712 400 641 315 474 270 420 251 376 244 144 217 127 191 512 770 510 297 447 303 355 145 220 130 196 172 540 525 403 726 422 634 304 319 400 420 227 542 204 306 121 182 106 102 34.8 142 435 729 420 640 271 500 319 420 421 244 196 293 174 261 100 155 10.4 136 120 424 278 242 364 211 317 100 249 148 222 26.8 130 77.0 116 549 319 475 277 416 230 305 100 123 215 127 182 74.6 112 315 473 275 413 368 204 128 186 233 125 182 167 97.3 57.3 87.0 $1.0 26.6 208 312 176 207 150 234 203 10P 97.0 147 868 £0.9 764 468 241 362 210 316 274 156 234 206 137 119 179 97.0 140 86.6 130 200 243 138 121 182 106 144 88.5 190 73.1 116 217 123 106 162 93.9 141 77.B 117 104 257 14 224 10 111 100 140 84.2 127 701 105 136 39 202 117 17 160 87,4 131 76.0 114 Properties Propertion 74.4 112 67.6 101 703 106 60.0 74.9 184 276 160 12.0 150 11.5 17.3 123 11.2 14.5 37.8 22.7 34.0 20.2 83.2 732 03.5 133 97 44.5 940 1420 092 400 1040 225 30.3 17.7 733 121 182 140 124 26.5 15.7 23.5 14.0 928 21.0 245 78.6 61.9 95.0 786 115 61.9 93.0 74 200 235 353 189 278 142 213 167 130 6.07 6.32 9.47 9.36 695 29.9 20.2 224 21.1 64.3 677 51.1 45.2 40.6 36.0 45 170 14.5 13.1 11.7 32.9 29.4 25.8 9328 20.0 17.6 475 107 425 348 307 716 623 534 405 354 341 50.0 44.1 296 179 154 124 116 251 2.48 1.04 2.10 211 2.61 2.64 2.04 2.00 1.24 2:06 1.74 2.60 1.73 2.00 1.73 2.30 1.71 1.71 13600 12200 11200 9000 8790 xcy of ik in 5 2740 1010 1450 1260 AND ASD 20500 6750 LRFD 17800 15300 5120 13000 11300 8790 4410 3840 33:20 44-1.87 Q-1.47 AMERICAN INERTUTE OF SECTION, IN -0.90 AMERICAN INSTITUTE OF STREL CONTRUCTION, BHCT

For this exercise consider the three-story structural steel building frame shown below. An isometric sketch of the building and a typical bay framing plan is included on the next page (note column AD is the interior column). Assume the frame is laterally braced (that is, the effective length factor for all columns K = 1.0) and the steel is ASTM A992 with Fy = 50 ksi. Note that a column splice will be used just above the first framed floor as indicated on the elevation sketch (just above point B). All joints may be assumed to be pinned connections. Neglect live load reduction. Assume a unit weight of concrete of 150 pounds per cubic foot; a roof snow load of 40 pounds per square foot (PSF); a roof superimposed dead load of 15 PSF; a floor live load of 65 PSF; a floor partition load of 15 PSF; and a floor superimposed dead load of 15 PSF. The self-weight of the column may be neglected. You are asked to select the lightest W10 sections for: a) Column AB. b) Column BD (which extends from the second floor to the roof). 30 ft K Roof The T D a bas bonnig 14 ft 14 ft 18 ft 3rd 30 ft 2 in concrete slab C Column 6 in concrete slabs W splice + Sidy 2nd = 1901 B 1st 14-0 14'-0 18'-0 30-0 T 30-0 Building Isometric I W10 Shape Table 4-1 (continued) Available Strength in Axial Compression, kips W Shapes PJD AND LAFO ASO LAFO 123 112 103 I W12 Shape Table 4-1 (continued) Available Strength in Axial Compression, kips W Shapes W12x D 5'-0" roof 7'-6" floor 50 kal - 50 ksi 354 24.2 Fy - 50 ksi F-50 ksi Shape 40-0 40-0 Typical Bay Framing Plan Table 4-1 (continued) Available Strength in Axial Compression, kips W Shapes ASD I 576 235 220 213 200 300 100 200 173 260 341 141 130 202 118 122 104 100 166 347 241 137 116 177 100 76.8 115 02.2 00.3 Proper 40.9 17.0 13:3 7.43 10.2 01.9 117 27.0 137 24 40'-0 7.10 9.12 371 1.73 77999 6530 5270 3030 3130 Table 4-1 (continued) Available Strength in Axial Compression, kips W Shapes W10 I W10 40 Design ASD 610 LAPO ASD LRFD ASD ASD LMFD ASD LAFO 767 201 437 657 303 500 350 528 0 201 722 438 306 534 316 475 470 707 644 574 343 516 906 45 000 1430 906 1410 1300 918 112 1:00 DO PJD, NJ, PA, S PD, So pju, ep, pja, ap. PM, A AND ASD LIPD ASD LAPO 1320 773 1170 77 LAFO ASD LRFD ASD 034 724 450 GOD 418 495 2003 B 1300 406 610 350 526 314 275 415 676 1320 1250 1200 700 1000 614 1170 1000 1100 1020 076 641 963 944 866 860 534 400 533 541 015 750 734 477 717 527 782 454 432 848 303 500 250 448 1140 1000 500 872 511 765 450 627 417 627 509 314 4/1 261 422 375 828 1240 7:34 401 304 547 294 443 264 234 351 700 200 1200 1100 1970 645 844 495 744 055 642 214 477 217 420 3836 678 340 525 эт 413 246 370 210 220 770 1100 783 459 800 404 606 306 563 333 501 256 384 343 200 740 1110 575 500 751 442 581 507 317 477 236 354 211 317 200 1070 944 477 718 422 632 300 555 333 600 201 452 217 326 150 291 171 257 1000 000 403 331 526 315 475 427 297 176 265 100 234 646 920 571 858 425 751 432 300 571 501 297 446 402 100 270 241 141 212 613 022 542 814 424 712 400 641 315 474 270 420 251 376 244 144 217 127 191 512 770 510 297 447 303 355 145 220 130 196 172 540 525 403 726 422 634 304 319 400 420 227 542 204 306 121 182 106 102 34.8 142 435 729 420 640 271 500 319 420 421 244 196 293 174 261 100 155 10.4 136 120 424 278 242 364 211 317 100 249 148 222 26.8 130 77.0 116 549 319 475 277 416 230 305 100 123 215 127 182 74.6 112 315 473 275 413 368 204 128 186 233 125 182 167 97.3 57.3 87.0 $1.0 26.6 208 312 176 207 150 234 203 10P 97.0 147 868 £0.9 764 468 241 362 210 316 274 156 234 206 137 119 179 97.0 140 86.6 130 200 243 138 121 182 106 144 88.5 190 73.1 116 217 123 106 162 93.9 141 77.B 117 104 257 14 224 10 111 100 140 84.2 127 701 105 136 39 202 117 17 160 87,4 131 76.0 114 Properties Propertion 74.4 112 67.6 101 703 106 60.0 74.9 184 276 160 12.0 150 11.5 17.3 123 11.2 14.5 37.8 22.7 34.0 20.2 83.2 732 03.5 133 97 44.5 940 1420 092 400 1040 225 30.3 17.7 733 121 182 140 124 26.5 15.7 23.5 14.0 928 21.0 245 78.6 61.9 95.0 786 115 61.9 93.0 74 200 235 353 189 278 142 213 167 130 6.07 6.32 9.47 9.36 695 29.9 20.2 224 21.1 64.3 677 51.1 45.2 40.6 36.0 45 170 14.5 13.1 11.7 32.9 29.4 25.8 9328 20.0 17.6 475 107 425 348 307 716 623 534 405 354 341 50.0 44.1 296 179 154 124 116 251 2.48 1.04 2.10 211 2.61 2.64 2.04 2.00 1.24 2:06 1.74 2.60 1.73 2.00 1.73 2.30 1.71 1.71 13600 12200 11200 9000 8790 xcy of ik in 5 2740 1010 1450 1260 AND ASD 20500 6750 LRFD 17800 15300 5120 13000 11300 8790 4410 3840 33:20 44-1.87 Q-1.47 AMERICAN INERTUTE OF SECTION, IN -0.90 AMERICAN INSTITUTE OF STREL CONTRUCTION, BHCT

Steel Design (Activate Learning with these NEW titles from Engineering!)

6th Edition

ISBN:9781337094740

Author:Segui, William T.

Publisher:Segui, William T.

Chapter9: Composite Construction

Section: Chapter Questions

Problem 9.4.1P

See similar textbooks