bf/2tf 0.38(E/Fy)^0.5 = 0.38(29000/50)^0.5 = 9.15 wu= 2.016 KLbs/pie Mu=157.5 K/h/tw = 3.76(29000/50)^0.5 = 90.55Perfiles compactos 25 (pies)Verificacin de la deflexin: = ML (L2)/C1(Ixx) = (57.5)(25)2/(161)(301) = 0.74 L/360 = 25(12)/360 = 0.833 OKML = 0.125(0.736)(25)2 = 57.5 KLbs-pie(D)

C1 = 161Ixx = 301 in4Deflexin por carga muerta se absorbera con una contraflecha

Supongamos que no usamos contraflecha , entonces calculamos la deflexin: D + L = 0.736+0.699= 1.435 KLbs/pie M(D+L) = 0.125(1.435)(25)2 = 112.11D = 1041.88 / 1.49 = 699 Lbs/pie = 0.699 KLbs/pie (D+L) = (112.11)(25)2/(161)(301) = 1.44 > L/240= 25(12)/240=1.25 implica que se tiene que usar un perfil de mayor momento de inercia es decir ms pesadoW16X31 Ixx=375 in4 (D + L ) = (301/375)(1.44)= 1.16 < 1.25 OKUsara el W16X31Faltara chequear el cortante Lb = 936Viga de pisoV-1

wL= 1096 Kgs/m /1.49 = 736 Lbs/pie = 0.736 KLbs/pie