Please help me solve all the parts of this question need answers in 1 hour please help me solve ASAP Select an economi
Posted: Mon May 16, 2022 8:38 am
Please help me solve all the parts of this question need answers
in 1 hour please help me solve ASAP
Select an economical W16 section for beam B2 using AISC Tables
3-2 (attached) and determine the adequacy of the beam section based
on the following LRFD design criteria: (i) Yielding (Flexure) (ii)
Shear (iii) Deflection (For Deflection check only: Thee Equivalent
trapezoidal load formula given in Equation (2-1) may be used (or
any other suitable method)
(For Deflection check only: Thee Equivalent trapezoidal load formula given in Equation (2-1) may be used (or any other suitable method). :] Eqn. (2-1) wl 1 Equivalent udl on B2, Wive,eg =2 1 2 382 Where, w=unfactored live load (lbs/ft?) В. 4 12 11 = longer side (span, ft) 12 = shorter side (tributary width, ft.)
30 PD=300 k PL=500 k A I С 8 * B1 oo B1 oc L = 24 B1 oc B 16 А G2 B2 FIG. 2 - Steel Column 16 C I I Fig. 1- Floor Beam Layout
ZX Shape Zx BF انیتے in. 134 133 132 130 130 129 W24 x 55 W18 x 65 W12 x 87 W10 x 07 W10 x 100 W21 x 57 AISC Table 3-2 W Shapes - Selection by Zx OD Mpx фьме Lp kip-ft kip-ft kips ft. 503 299 22.2 4.73 307 14.0 5.07 405 310 5.76 10.8 488 307 10.4 8.09 488 294 4.01 9.30 484 291 2041 4.77 Lr ft. 13.9 18.8 43.0 20.1 5727 14.3 Fy = 50 ksi = 0.90 y = 1.00 Ix Vnx in. kips 1350 251 1070 248 740 194 954 194 023 220 1170 256 W21 x 55 W14 x 74 W18 x 60 W12 x 70 W14 x 08 W10 x 88 126 126 123 119 115 113 473 473 401 440 431 424 289 204 284 281 270 259 16.3 8.03 14.5 5.67 7.81 3.95 6.11 8.78 5.93 10.8 8.00 9.29 17.4 31.0 18.2 39.9 29.3 51.1 1140 795 984 002 722 534 234 191 227 175 175 197 W18 x 55 112 420 258 13.9 5.90 17.5 890 212 W21 x 50 W12 x 72 110 108 413 405 248 250 18.3 5.50 4.59 10.7 13.6 37.4 984 597 237 158 107 14.7 106 120 W21 x 48 W16 x 57 W14 X 81 W18 x 50 W10 x 77 W12 x 05 102 101 97.6 96.8 398 394 383 379 300 350 244 242 242 233 226 231 7.48 13.1 3.00 5.41 6.09 5.50 8.85 5.83 9.18 11.0 16.6 18.3 27.5 17.0 45.2 959 758 640 800 456 533 217 212 158 102 160 142 W21 x 44 W16 x 50 W18 x 48 W14 x 53 W12 x 58 W10 x 68 W16 x 45 95.4 92.0 90.7 8741 86.4 85.3 82.3 3.8 345 340 327 324 320 309 214 213 207 204 205 199 191 16.8 11.4 14.8 7.93 5.66 3.80 10.8 4.45 5.82 4.58 6.78 8.87 9.15 13.0 17.2 13.7 22.2 29.0 40.6 16.5 712 541 475 394 580 217 185 195 156 132 147 107 W18 x 40 W14 x 48 W12 x 53 W10 x 60 78.4 78.4 77.0 74.0 294 204 202 280 180 184 185 175 13.3 7.88 5.48 3.80 4.49 6.75 3.76 9.08 13.1 21.1 28.2 30.6 612 484 425 341 169 141 125 120 73.0 W16 x 40 W12 x 50 W8 x 67 W14 x 43 W10 x 54 274 270 283 261 250 70.1 69.8 68.6 170 169 150 164 158 10.1 5.92 2.80 724 5.55 6.92 7.49 8.88 9.04 15.9 23.9 4747 20.0 33.7 518 391 272 428 303 146 135 154 125 112 W18 x 35 W12 x 45 W16 X 36 W14 x 38 W10 x 40 W8 x 58 W12 x 40 W10 x 45 66.5 64.2 64.0 61.5 60.4 50.8 57.0 54.9 249 241 240 231 227 224 214 200 151 151 148 143 143 137 135 129 12.3 5.75 9.31 8.10 3.67 2.5e 5.50 3.89 4.31 6.89 5.37 5.47 8.07 7.42 0.85 7.10 12.4 22.4 15.2 16.2 31.0 41.7 21.1 20.9 510 348 448 385 272 229 307 248 159 121 140 131 102 134 100 100 Mpx-Mex - Mpx = (0.7Fy) = BF = L-LP Adapted from Steel Construction Manal, 14th ed. AISC. 2011.
in 1 hour please help me solve ASAP
Select an economical W16 section for beam B2 using AISC Tables
3-2 (attached) and determine the adequacy of the beam section based
on the following LRFD design criteria: (i) Yielding (Flexure) (ii)
Shear (iii) Deflection (For Deflection check only: Thee Equivalent
trapezoidal load formula given in Equation (2-1) may be used (or
any other suitable method)
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30 PD=300 k PL=500 k A I С 8 * B1 oo B1 oc L = 24 B1 oc B 16 А G2 B2 FIG. 2 - Steel Column 16 C I I Fig. 1- Floor Beam Layout
ZX Shape Zx BF انیتے in. 134 133 132 130 130 129 W24 x 55 W18 x 65 W12 x 87 W10 x 07 W10 x 100 W21 x 57 AISC Table 3-2 W Shapes - Selection by Zx OD Mpx фьме Lp kip-ft kip-ft kips ft. 503 299 22.2 4.73 307 14.0 5.07 405 310 5.76 10.8 488 307 10.4 8.09 488 294 4.01 9.30 484 291 2041 4.77 Lr ft. 13.9 18.8 43.0 20.1 5727 14.3 Fy = 50 ksi = 0.90 y = 1.00 Ix Vnx in. kips 1350 251 1070 248 740 194 954 194 023 220 1170 256 W21 x 55 W14 x 74 W18 x 60 W12 x 70 W14 x 08 W10 x 88 126 126 123 119 115 113 473 473 401 440 431 424 289 204 284 281 270 259 16.3 8.03 14.5 5.67 7.81 3.95 6.11 8.78 5.93 10.8 8.00 9.29 17.4 31.0 18.2 39.9 29.3 51.1 1140 795 984 002 722 534 234 191 227 175 175 197 W18 x 55 112 420 258 13.9 5.90 17.5 890 212 W21 x 50 W12 x 72 110 108 413 405 248 250 18.3 5.50 4.59 10.7 13.6 37.4 984 597 237 158 107 14.7 106 120 W21 x 48 W16 x 57 W14 X 81 W18 x 50 W10 x 77 W12 x 05 102 101 97.6 96.8 398 394 383 379 300 350 244 242 242 233 226 231 7.48 13.1 3.00 5.41 6.09 5.50 8.85 5.83 9.18 11.0 16.6 18.3 27.5 17.0 45.2 959 758 640 800 456 533 217 212 158 102 160 142 W21 x 44 W16 x 50 W18 x 48 W14 x 53 W12 x 58 W10 x 68 W16 x 45 95.4 92.0 90.7 8741 86.4 85.3 82.3 3.8 345 340 327 324 320 309 214 213 207 204 205 199 191 16.8 11.4 14.8 7.93 5.66 3.80 10.8 4.45 5.82 4.58 6.78 8.87 9.15 13.0 17.2 13.7 22.2 29.0 40.6 16.5 712 541 475 394 580 217 185 195 156 132 147 107 W18 x 40 W14 x 48 W12 x 53 W10 x 60 78.4 78.4 77.0 74.0 294 204 202 280 180 184 185 175 13.3 7.88 5.48 3.80 4.49 6.75 3.76 9.08 13.1 21.1 28.2 30.6 612 484 425 341 169 141 125 120 73.0 W16 x 40 W12 x 50 W8 x 67 W14 x 43 W10 x 54 274 270 283 261 250 70.1 69.8 68.6 170 169 150 164 158 10.1 5.92 2.80 724 5.55 6.92 7.49 8.88 9.04 15.9 23.9 4747 20.0 33.7 518 391 272 428 303 146 135 154 125 112 W18 x 35 W12 x 45 W16 X 36 W14 x 38 W10 x 40 W8 x 58 W12 x 40 W10 x 45 66.5 64.2 64.0 61.5 60.4 50.8 57.0 54.9 249 241 240 231 227 224 214 200 151 151 148 143 143 137 135 129 12.3 5.75 9.31 8.10 3.67 2.5e 5.50 3.89 4.31 6.89 5.37 5.47 8.07 7.42 0.85 7.10 12.4 22.4 15.2 16.2 31.0 41.7 21.1 20.9 510 348 448 385 272 229 307 248 159 121 140 131 102 134 100 100 Mpx-Mex - Mpx = (0.7Fy) = BF = L-LP Adapted from Steel Construction Manal, 14th ed. AISC. 2011.