Aligerado Tipo 1
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ANALISIS Y DISEÑO DE LOSAS ALIGERADAS TIPO DE ALIGERADO : TIPO 1 e losa h lad. h 0.10 m 0.30 m bw l. bw l. lad. Determinación del Espesor de la Losa luz = 5 m _ h = 0.2 m Se toma = 0.25 m esp. Losa = 0.05 m h ladrillo = 0.20 m Determinación de la Carga Ultima Peso propio de la losa P. Losa = 120 kg/m2 Peso muerto P. Vigueta 120 kg/m2 P.P. = 360 kg/m2 Carga de tabiquería equivalente P. Ladrillo120 kg/m2 Sobrecarga Wcm = 924 kg/m2 Wcv = 425 kg/m2 Wcu = 1349 kg/m2 Vigas = 0.3 x 0.5 Columnas = 0.3 x 1.00 h≥ luz 25
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Aligerado Tipo 1
Transcript of Aligerado Tipo 1
Hoja1ANALISIS Y DISEO DE LOSAS ALIGERADASTIPO DE ALIGERADO :TIPO 1e losah lad.h0.10 m0.30 mbw l. lad.bwl. lad.Determinacin del Espesor de la Losaluz =5.0_h =0.2Se toma =0.25 mesp. Losa =0.05 mh ladrillo =0.20 mDeterminacin de la Carga UltimaPeso propio de la losaP. Losa =120.0Peso muerto100.0P. Vigueta =120.0P.P. =360.0Carga de tabiquera equivalente200.0P. Ladrillo =120.0Sobrecarga250.0Wcm =923.9999999999999Wcv =425.0Wcu =1349.0Vigas =0.30.5Columnas =0.31.005.356.35.35Verificaremos si es que es aplicable los coeficientes del ACI:1. Nmero de tramos =3OK2. Diferencia de longitud =Tramo 1 - Tramo 2 =0.18OKNo es aplicable los coeficientesTramo 2 - Tramo 3 =-0.15OK3. Relacin Carga Viva / Carga Muerta =0.38OKANALISISI. Carga Ultima1.3495.1999999999999996.35.1999999999999991.0000.5480.4520.4520.5481.000-3.0403.040-4.4624.462-3.0403.0400.3900.7790.6430.3222.6501.325-0.394-0.788-0.955-0.478-0.510-0.421-2.5620.0004.634-4.6343.995-3.9950.0004.63392873421553.9949266449275362.2426556328922492.37829856042848142.562156677536231II. Combinacin de Carga N 011.3491.3490.92399999999999995.1999999999999996.35.1999999999999991.0000.5480.4520.4520.5481.000-3.0403.040-3.0563.056-3.0403.0400.0040.0090.0070.0043.0351.518-0.005-0.009-0.011-0.006-0.829-0.684-3.0340.0003.737-3.7373.051-3.0510.0003.73744231735020943.05075106364209162.6908988413248941.1900983095038493.034244468178953III. Combinacin de Carga N 021.3490.92399999999999990.92399999999999995.1999999999999996.35.1999999999999991.0000.5480.4520.4520.5481.000-2.0822.082-4.4624.462-2.0822.0820.6521.3041.0760.5381.4300.715-0.660-1.319-1.598-0.799-0.030-0.025-1.2830.0004.071-4.0713.681-3.6810.0004.07 Tn-m/m3.68 Tn-m/m1.08786784033862022.81722016926111651.2828660789224942IV. Combinacin de Carga N 031.3490.92399999999999995.1999999999999996.35.1999999999999991.0000.5480.4520.4520.5481.000-3.0403.040-4.4624.462-2.0822.0820.3900.7790.6430.3222.6501.325-0.611-1.221-1.480-0.740-0.391-0.323-1.3420.0004.753-4.7533.562-3.5620.0004.75 Tn-m/m3.56 Tn-m/m2.18 Tn-m/m2.54 Tn-m/m1.34 Tn-m/mV. Combinacin de Carga N 041.3490.92399999999999995.1999999999999996.35.1999999999999991.0000.5480.4520.4520.5481.000-2.0822.082-3.0563.056-3.0403.0400.2670.5340.4400.2201.8150.908-0.053-0.107-0.130-0.065-0.468-0.386-2.9750.0003.055-3.0553.169-3.1690.0003.06 Tn-m/m3.17 Tn-m/m1.60 Tn-m/m1.47 Tn-m/m2.97 Tn-m/mEnvolvente:4.7525418155009443.9949266449275361.5198733333333331.5198733333333332.69 Tn-m/m2.82 Tn-m/m3.03 Tn-m/mDISEO DEL REFUERZO DE LA LOSAA. Para Momentos Positivos:Mu =3.034244468178953f'c =210.0bfy =4200.0b =100.0rec. =2.0h =25.05.0 =5/8A =2.0_d =22.21 cm20.0Posicin del eje neutro:asumir que:c = hf =5.0a =4.25As =4.00 cm2/m15/8A cada vigueta le corresponde (As/2.5) =1.60 cm2As =2.0Area de acero en un metro de aligerado:As =5.0a =1.18 cmc =1.38 cmc = 1.38 cm
