Ibarra Cabanillas, Anthony Paolo La estructura mixta compuesta por una armadura inelástica (elemento de 2L2.5x2.5x3/16” A36) que se encuentra apoyada sobre columnas de 0.75x0.50m de concreto armado (f´c = 210 Kgf/cm2). Hallar los esfuerzos y deformaciones en la estructura cuyas características y cargas aplicadas se aprecian en la siguiente figura L = 26m y 3 3 4 4 5 5 6 6 9 9 10 10 11 11 12 12 13 13 14 14 15 15 16 16 H = 7m ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min 0 0 0.000359 -0.00638 0 0 0.005608 0.001633 0.00238 -0.00238 0.002375 -0.002375 0.002814 -0.002288 0.002016 -0.002474 0.000197 -0.006473 0.000437 -0.005972 0.000932 -0.005076 0.001427 -0.004179 0 0 -4.20E-05 -7.30E-05 0 0 -4.20E-05 -7.30E-05 -0.025871 -0.063678 -0.025754 -0.063396 -0.00011 -0.000229 -0.00011 -0.000229 -0.008921 -0.021677 -0.015951 -0.038784 -0.020737 -0.05075 -0.023956 -0.058681 0 0 8.40E-05 -0.001339 0 0 0.001177 0.000333 2.02E-06 -2.02E-06 2.04E-06 -2.04E-06 0.01103 0.004319 -0.004584 -0.01103 0.008935 0.003577 0.006062 0.002468 0.004199 0.001687 0.002559 0.001026 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 26 26 27 27 28 28 29 29 30 30 31 31 32 32 ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE ENVOLVENTE Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min 0.001904 -0.00328 0.003229 -0.001524 0.003947 -0.000843 0.004344 -0.000483 0.004305 -0.000604 0.003872 -0.001117 0.00183 -0.003228 0.001342 -0.003911 0.001069 -0.004273 0.001066 -0.004155 0.001332 -0.003644 0.005841 0.00172 0.005455 0.001216 0.004687 0.000318 0.00392 -0.00058 0.00315 -0.00148 -0.025453 -0.062612 -0.025451 -0.062608 -0.02398 -0.058737 -0.020735 -0.050748 -0.015968 -0.038823 -0.008985 -0.021825 -0.025441 -0.062608 -0.023961 -0.058737 -0.020709 -0.050748 -0.015939 -0.038823 -0.008961 -0.021825 -0.008897 -0.021677 -0.015922 -0.038784 -0.020711 -0.05075 -0.023937 -0.058681 -0.025444 -0.062612 0.001077 0.000411 0.000966 0.000364 0.002471 0.000983 0.004154 0.001669 0.006056 0.002447 0.00745 0.003099 -0.000367 -0.000966 -0.000986 -0.002471 -0.001671 -0.004154 -0.002453 -0.006056 -0.003048 -0.00745 -0.003651 -0.008935 -0.002463 -0.006062 -0.00169 -0.004199 -0.001029 -0.002559 -0.000414 -0.001077