DISEÑO ESTRUCTURAL VIGA A-A

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Transcript of DISEÑO ESTRUCTURAL VIGA A-A

A-AViga de Cimentacin eje2-2EsquemaP8P9P10P11P12P13P14L1L2L3L4L5L6DatosLongitudes a ejes :CargasColumnasP muertaP vivaM muertaM vivacolt (m)b(m)L13.30mP832.83Ton4.91Ton-0.63Ton-m-0.15Ton-m80.400.40L22.72mP933.59Ton6.12Ton-0.53Ton-m-0.18Ton-m90.400.40L33.15mP1066.88Ton12.66Ton-0.21Ton-m0.03Ton-m100.450.45L44.50mP1180.39Ton16.68Ton0.20Ton-m0.05Ton-m110.450.45L52.65mP1258.81Ton10.68Ton0.22Ton-m0.03Ton-m120.450.45L63.28mP1351.34Ton8.19Ton0.09Ton-m0.02Ton-m130.450.45P1454.33Ton8.20Ton0.01Ton-m0.02Ton-m140.400.40t =1.00 Kg/cmf'c =210 Kg/cmDf =1.20mfy =4200 Kg/cmKo =3000Ton/ms/c =300 Kg/m ca =2.40Ton/m(e) piso =0.15m cs =2.00Ton/mH asumido=0.50m s =1.60Ton/mN.P.T. =0.30mrec =7.50 cmSolucin :P8:37.74P9:39.71P10:79.54P11:97.07P12:69.49P13:59.53P14:62.533.30m2.72m3.15m4.50m2.65m3.28m0.40.420.00m1.-Determinacion de la Presin Neta :nt = t - s/c - h(ca) - ep(cs) - er(s)nt =10.00 -0.300- 1.20- 0.30- 0.24nt =7.96 Ton/m2.-Posicin de la Resultante Considerando Alternancia de la Cargaa)Xg =3.3039.71+6.0279.54+9.1797.07+13.6769.49+16.3259.53+19.6062.53+-1.0310.43m445.61b)Xg =3.3039.71+6.0279.54+9.1797.07+13.6769.49+16.3259.53+19.6062.53+-0.9510.48m443.15c)Xg =3.3036.65+6.0279.54+9.1797.07+13.6769.49+16.3259.53+19.6062.53+-0.9410.48m442.55d)Xg =3.3039.71+6.0273.21+9.1797.07+13.6769.49+16.3259.53+19.6062.53+-1.0410.49m439.28e)Xg =3.3039.71+6.0279.54+9.1788.73+13.6769.49+16.3259.53+19.6062.53+-1.0510.45m437.27f)Xg =3.3039.71+6.0279.54+9.1797.07+13.6764.15+16.3259.53+19.6062.53+-1.0510.39m440.27g)Xg =3.3039.71+6.0279.54+9.1797.07+13.6769.49+16.3255.43+19.6062.53+-1.0410.37m441.51h)Xg =3.3039.71+6.0279.54+9.1797.07+13.6769.49+16.3259.53+19.6058.43+-1.0410.34m441.51e1 =9.8-10.34=-0.54e1 =9.8-10.49=-0.693.-Determinacin del Ancho "B" :A =Sum Ps=55.98msntb =2.80mb =2.90m4.-Presiones6.33 nt No cumple5.95 nt No cumpleConsiderando una constante (s2/snt) =1.16L =20.00mb =3.35m3.40m5.44