DATOS D.M.DISEO VIVIENDA DE ALBAILERIA CONFINADA1.1.-DATOS GENERALES DEL PROYECTOUBICACION:MoqueguaNro PISOS:4USO:ViviendaSISTEMA ESTRUCTURAL:Albanileria ConfinadaSISTEMA DE TECHADO:Losa Maciza armada en 02 sentidost:0.14mAZOTEA:S/PARAPETOALTURA DE PISO A TECHO:2.60 Primer nivel y 2.50 Niveles superioresANCHO DE PUERTAS:Indicado en los PlanosALTURA DE ALFEIZARES:1 m, 1.80 m.DISTRIBUCION ARQUITECONICA:90M2de area techada (Cada departamento), " 01 departamento por piso".PESO DE LA UNIDAD DE ALBANILERIA:1800Kg/Cm3ALBANILERIA(f'm):65MORTERO:1 : 4 R Cemento : ArenaCONCRETO(f'c):210Kg/Cm2ACERO(fy):4200Kg/Cm2CAPACIDAD PORTANTE(t):4Suelo - C.P. Chen Chen - MoqueguaDATOS DE LOS MATERIALESALBAILERIACONCRETOLADRILLO KING KONG INDUSTRIALf'c210 kg/cm2t0.13 msogaEct0.25 mcabeza0.15f'b145 kg/cm2f'm65 kg/cm2soga65 kg/cm2cabezaV'm8.1 kg/cm2soga8.1 kg/cm2cabezaEm325000 ton/m2soga325000 ton/m2cabezaGm130000 kg/cm2soga130000 kg/cm2cabeza0.25IIPREDIMENCIONAMIENTOSe indican los criterios y recomendaciones tomados para el predimensionamiento de los elementos estructurales, basados en la experiencia de otros proyectos y los requerimientos de la Norma de E.030 Sismo Resistente, Concreto Armado E.060 y la de Albailera E.0702.1. LOSAS MACISASDebido a la forma simtrica de los paos en las que no predomina una dimensin sobre otra, se decide utilizar losas macizas en lugar de losas aligeradas. Para el dimensionamiento de losas armadas en dos direcciones se considerar el criterio recomendado del libro de concreto armado del Ing. Antonio Blanco (1):ARQ. HEKAR#950884443ING SALAMANCA#985722417h 4.7040.00h 0.12h =15.00OK2.2. VIGAS PRINCIPALESTomando las recomendaciones del libro de concreto armado del Ing. Antonio Blanco (1), las dimensiones de las vigas principales pueden obtenerse con las siguientes expresiones:h 3.55B0.350.411.00h 0.32OKh 0.14Sin embargo, la norma E.060 indica en el numeral 21.5.1.3 que las vigas deben tener un ancho mnimo de 0.25 m en el caso que forme parte de elementos sismo resistentes; por tanto, la viga VP-01 tendr un peralte de 0.35 m y un ancho de 0.25 m.0.350.252.3. VIGAS DINTELESLas vigas dinteles se encuentran ubicadas en los vanos correspondientes a las puertas y ventanas, tienen un peralte de 0.30 m y un ancho igual al de los muros colindantes placas de concreto) (0.15 m en el caso de albailera confinada).2515VIGA INTERIORVIGA EXTERIOR2.4. VIGASLas vigas tendrn un diseo simple con el mismo espesor de la placa y ancho suficiente para albergar el acero mnimo (0.30 x 0.25). Servirn nicamente para union con la estructura correspondientes.h=0.000b =010h=0b=02.5. MUROS DE ALBAILERA2.5.1. Espesor efectivo de muros tt =0.140.142.60Entonces20.00Asumimos0.140.140.13ACEPTABLE2.5.2. Densidad Minima de muros reforzadosComo parte del pre dimensionamiento y estructuracin del edificio, se debe calcularla densidad mnima de muros portantes mediante la siguiente expresin del artculo19.2 de la NTE E.070:Z0.40RNE: E-030U1.00S1.00N4.00N PisosTabla 1.DIRECCION X-XDIRECCION Y-YMUROL(m)t(m)Ac(m2)NmMUROL(m)t(m)Ac(m2)NmX11.200.240.291.00Y14.830.140.681.00Y23.550.140.501.00X33.650.240.881.00Y33.500.140.491.00Y41.250.140.181.00X52.660.240.641.00Y54.100.140.571.00X61.310.240.311.00Y62.450.140.341.00P10.951.673.182.00Y71.350.140.191.00P22.301.6715.384.00Y84.850.140.681.00Y95.350.140.751.00Y103.500.140.491.00 :20.68 :4.86X Ac/Ap :0.2297Y Ac/Ap :0.0540A) DIRECCION X-XB) DIRECCION Y-Y0.22970.0286OK0.05400.0286OK(*) En la placa, de concreto armado, debe emplearse n=(Ec/Em)n =15,000.00210.00n*t =6.70.25500.0065.00n*t =1.67n=6.7

GABO:MODULO DE POISSONGABO:RESISTENCIA A LA COMPRESIO DE PILAS DE ALBAILERIAGABO:MODULO DE ELASTICIDAD DE LA ALBAILERIA. Em = 500*f'mGABO:MODULO DE CORTE DE LA ALBAILERIA Gm = 0.4 * EmGABO:MODULO DE POISSON

METRADOCLCULO DEL PESO DE LA ESTRUCTURACLCULO DEL PESO DE LA ESTRUCTURACLCULO DEL PESO DE LA ESTRUCTURACLCULO DEL PESO DE LA ESTRUCTURAMETRADO 1ER NIVELMETRADO 2DO NIVELMETRADO 3ER NIVELMETRADO 4TO NIVELELEMENTONthLP.ETotalELEMENTONthLP.ETotalELEMENTONthLP.ETotalELEMENTONthLP.ETotalcolumnascolumnascolumnascolumnasC-15.000.152.400.152.400.65C-15.000.152.400.152.400.650.0C-15.000.152.400.152.400.65C-15.000.151.200.152.400.32C-220.000.152.400.252.404.32C-220.000.152.400.252.404.320.0C-220.000.152.400.252.404.32C-220.000.151.200.252.402.16P-12.000.252.400.952.402.74P-12.000.252.400.952.402.740.0P-12.000.252.400.952.402.74P-12.000.251.200.952.401.37P24.000.252.402.302.4013.25P24.000.252.402.302.4013.250.0P24.000.252.402.302.4013.25P24.000.251.202.302.406.620.0Vigas DintelesVigas Dinteles0.0Vigas DintelesVigas DintelesD12.000.150.151.502.400.16D12.000.150.151.502.400.160.0D12.000.150.151.502.400.16D12.000.150.151.502.400.16D1.11.000.150.151.202.400.06D1.11.000.150.151.202.400.060.0D1.11.000.150.151.202.400.06D1.11.000.150.151.202.400.06D21.000.150.150.902.400.05D21.000.150.150.902.400.050.0D21.000.150.150.902.400.05D21.000.150.150.902.400.05D31.000.150.151.552.400.08D31.000.150.151.552.400.080.0D31.000.150.151.552.400.08D31.000.150.151.552.400.08D41.000.150.152.452.400.13D41.000.150.152.452.400.130.0D41.000.150.152.452.400.13D41.000.150.152.452.400.13D51.000.150.151.852.400.10D51.000.150.151.852.400.100.0D51.000.150.151.852.400.10D51.000.150.151.852.400.10D61.000.150.152.452.400.13D61.000.150.152.452.400.130.0D61.000.150.152.452.400.13D61.000.150.152.452.400.13VP11.000.150.150.752.400.04VP11.000.150.150.752.400.040.0VP11.000.150.150.752.400.04VP11.000.150.150.752.400.04VP24.000.150.150.852.400.18VP24.000.150.150.852.400.180.0VP24.000.150.150.852.400.18VP24.000.150.150.852.400.18VP34.000.150.151.202.400.26VP34.000.150.151.202.400.260.0VP34.000.150.151.202.400.26VP34.000.150.151.202.400.26VP41.000.150.151.552.400.08VP41.000.150.151.552.400.080.0VP41.000.150.151.552.400.08VP41.000.150.151.552.400.08V-11.000.150.304.253.400.65V-11.000.150.304.253.400.650.0V-11.000.150.304.253.400.65V-11.000.150.304.253.400.65V-21.000.150.301.853.400.28V-21.000.150.301.853.400.280.0V-21.000.150.301.853.400.28V-21.000.150.301.853.400.280.00.00.00.00.0MurosMuros0.0MurosMurosX11.000.252.401.201.801.30X11.000.252.401.201.801.300.0X11.000.252.401.201.801.30X11.000.251.201.201.800.65X31.000.252.403.651.803.94X31.000.252.403.651.803.940.0X31.000.252.403.651.803.94X31.000.251.203.651.801.97X51.000.252.401.311.801.41X51.000.252.401.311.801.410.0X51.000.252.401.311.801.41X51.000.251.201.311.800.71X61.000.252.401.311.801.41X61.000.252.401.311.801.410.0X61.000.252.401.311.801.41X61.000.251.201.311.800.71m closset2.000.152.400.601.800.78m closset2.000.152.400.601.800.780.0m closset2.000.152.400.601.800.78m closset2.000.151.200.601.800.390.0Y11.000.152.404.831.803.13Y11.000.152.404.831.803.130.0Y11.000.152.404.831.803.13Y11.000.151.204.831.801.56Y21.000.152.403.551.802.30Y21.000.152.403.551.802.300.0Y21.000.152.403.551.802.30Y21.000.151.203.551.801.15Y31.000.152.403.501.802.27Y31.000.152.403.501.802.270.0Y31.000.152.403.501.802.27Y31.000.151.203.501.801.13Y41.000.152.401.251.800.81Y41.000.152.401.251.800.810.0Y41.000.152.401.251.800.81Y41.000.151.201.251.800.41Y51.000.152.404.101.802.66Y51.000.152.404.101.802.660.0Y51.000.152.404.101.802.66Y51.000.151.204.101.801.33Y61.000.152.402.161.801.40Y61.000.152.402.161.801.400.0Y61.000.152.402.161.801.40Y61.000.151.202.161.800.70Y71.000.152.401.351.800.87Y71.000.152.401.351.800.870.0Y71.000.152.401.351.800.87Y71.000.151.201.351.800.44Y81.000.152.404.851.803.14Y81.000.152.404.851.803.140.0Y81.000.152.404.851.803.14Y81.000.151.204.851.801.57Y91.000.152.405.351.803.47Y91.000.152.405.351.803.470.0Y91.000.152.405.351.803.47Y91.000.151.205.351.801.73Y101.000.152.403.501.802.27Y101.000.152.403.501.802.270.0Y101.000.152.403.501.802.27Y101.000.151.203.501.801.130.0AlfeiserAlfeiser0.0AlfeiserAlfeiserA12.000.151.001.501.800.81A12.000.151.001.501.800.810.0A12.000.151.001.501.800.81A21.000.151.800.901.800.44A21.000.151.800.901.800.440.0A21.000.151.800.901.800.44A31.000.151.001.551.800.42A31.000.151.001.551.800.420.0A31.000.151.001.551.800.42A41.000.151.002.451.800.66A41.000.151.002.451.800.660.0A41.000.151.002.451.800.66A51.000.151.001.851.800.50A51.000.151.001.851.800.500.0A51.000.151.001.851.800.50A61.000.151.002.451.800.66A61.000.151.002.451.800.660.0A61.000.151.002.451.800.660.00.00.00.00.0Losa techoLosa techo0.0Losa techoLosa techoLosa1.00AREA =79.930.152.4028.77Losa1.00AREA =79.930.152.4028.770.0Losa1.00AREA =79.930.152.4028.77Losa1.00AREA =79.930.152.4028.77Piso terminado1.00AREA =79.930.00.107.99Piso terminado1.00AREA =79.930.00.107.990.0Piso terminado1.00AREA =79.930.00.107.99Piso terminado1.00AREA =79.930.00.107.990.00.0Peso C.M. =94.59 TnPeso C.M. =94.59 Tn0.0Peso C.M. =94.59 TnPeso C.M. =65.05 Tn0.0CARGA VIVAS/CCARGA VIVAS/C0.0CARGA VIVAS/CCARGA VIVAS/CLosa1.00Area =79.930.2015.99Losa1.00Area =79.930.2015.990.0Losa1.00Area =79.930.2015.99Losa1.00Area =79.930.107.99Peso C.V. =15.99 TnPeso C.V. =15.99 TnPeso C.V. =15.99 TnPeso C.V. =7.99 TnN PISOSPcmPcv4to Nivel65.057.993er Nivel94.5915.992do Nivel94.5915.991er Nivel94.5915.993.9965

C.M.CLCULO DEL CENTRO DE MASA (CG)C.G. NIVEL TPICOCENTROIDE DE MUROSELEMENTONLtHP.E.P. TotalXiYiP * XiP * YiMUROSX11.001.200.242.401.801.240.600.130.750.16X31.003.650.242.401.803.781.8312.536.9347.42X51.001.310.242.401.801.361.3317.881.8124.28X61.001.310.242.401.801.364.3517.885.9124.28m closset1.000.600.142.401.800.363.2011.481.164.17m closset1.000.600.142.401.800.364.5515.781.655.73Y11.004.830.142.401.802.920.082.430.237.10Y21.003.550.142.401.802.150.0810.880.1723.36Y31.003.500.142.401.802.120.0816.250.1734.40Y41.001.250.142.401.800.761.7313.071.319.88Y51.004.100.142.401.802.483.585.558.8813.76Y61.002.160.142.401.801.313.5810.334.6813.49Y71.001.350.142.401.800.823.5813.082.9210.68Y81.004.850.142.401.802.934.932.4214.467.10Y91.005.350.142.401.803.244.939.9815.9532.29Y101.003.500.142.401.802.124.9316.2510.4434.40A11.001.500.141.001.800.381.950.130.740.05A11.001.500.141.001.800.380.904.730.341.79A11.001.500.141.001.800.380.909.230.343.49A11.001.500.141.001.800.380.9014.630.345.53A21.000.900.141.801.800.411.7313.080.715.34A31.001.550.141.001.800.391.738.330.683.25A41.002.450.141.001.800.621.736.081.073.75A51.001.850.141.001.800.474.9313.582.306.33A61.002.450.141.001.800.624.936.083.043.75V-11.004.250.140.301.800.320.086.980.032.24V-21.001.850.140.301.800.140.0813.580.011.90P11.000.950.252.402.401.373.180.134.350.18P21.002.300.252.402.403.311.454.734.8015.67P11.000.950.252.402.401.372.137.432.9110.16P21.002.300.252.402.403.312.509.238.2830.57P21.002.300.252.402.403.312.8014.639.2748.45P21.002.300.252.402.403.312.5017.888.2859.22LOSA 11.005.000.154.852.408.732.502.4321.8321.21LOSA 21.003.350.154.252.405.133.336.9817.0735.78LOSA 31.005.000.153.552.406.392.5010.8815.9869.52LOSA 41.003.350.151.852.402.233.3313.577.4330.28LOSA 51.000.152.400.00.00.0LOSA 61.000.152.400.00.00.0LOSA 71.000.152.400.00.00.0LOSA 81.000.152.400.00.00.0LOSA 51.005.000.153.502.406.302.5016.2515.75102.3878.53202.94753.35CENTRO DE MASA28.78XcgYcg2.589.59CLCULO DE LA EXCENTRICIDAD ACCIDENTALEa =0.05 x LL = Longitud total transversal del edificioLxx =5.00 mEaxx =0.25 mLyy =8.00 mEayy =0.40 mCENTRO DE MASA CORREGIDO POR LA EXCENTRICIDADXcgYcgDISTANCIA AL CENTRO DE MASA2.839.99=0.472.839.992.339.19=0.472.339.19

ZUCSPESOS EN LA ESTRUCTURA PARA DETERMINAR LA FUERZA SSMICA ESTTICA EQUIVALENTEPtotal = 100 % Pcm + 25 % PcvNivelPcmPcvPcv (25%)Total4to Nivel65.057.992.0067.053er Nivel94.5915.994.0098.592do Nivel94.5915.994.0098.591er Nivel94.5915.994.0098.59Peso Total =362.82CLCULO DE LA CORTANTE BASAL ANTE SISMO MODERADOZ=0.40Factor de zona (3)U=1.00Factor de uso o de importanciaC=2.50Coeficiente ssmicoS=1.00Factor de suelo(intermedio)Rx=6.00Factor de ductilidadP=362.82Factor de ductilidadR =6SISMO MODERADOR =3SISMO SEVEROV = H =60.47CALCULO DE LA DISTRIBUCIN DE FUERZASNIVELPhiP * hiSISMO MODERADOSISMO SEVERONIVELPhiP * hiSISMO MODERADOSISMO SEVERO(Tn-m)(m)(Tn-m)Fi (Tn)Vi (Tn)VEi (Tn) = 2Vi(Tn-m)(m)(Tn-m)Fi (Tn)Vi (Tn)VEi (Tn) = 2Vi467.0510.13679.1918.9518.9537.91467.7164910.03679.2019.0719.0738.14398.597.53742.3920.7239.6779.343101.94217.53767.6221.5540.6281.24298.595.03495.9113.8453.51107.022101.94215.03512.7714.4055.02110.03198.592.53249.446.9660.47120.941101.94212.53257.917.2462.26124.51Total =362.822,166.92PARA SAP0.120.830.560.28

DESPLAZAMIENTOSDESPLAZAMIENTOS LATERALES SEGN NORMA E-030DESPLAZAMIENTOS Y DISTORSIONES EN DIRECCIN X XNiv.h(m)RD.ELAST.(m)D.Relat.(m)DrifDrif(adim)NTE-E03042.506.000.00172000.00055000.000990.00446OK32.506.000.00117000.00057000.001030.00462OK22.506.000.00060000.00040000.000720.00324OK2.510.312.606.000.00020000.00020000.000350.00156OK2.67.82.65.22.6DESPLAZAMIENTOS Y DISTORSIONES EN DIRECCIN Y YNiv.h(m)RD.ELAST.(m)D.Relat.(m)DrifDrif(adim)NTE-E03042.506.000.00008680.00002700.00004860.00022OK32.506.000.00005980.00003310.00005960.00027OK22.506.000.00002670.00001960.00003530.00016OK12.606.000.00000710.00000710.00001230.00006OK

FZA CORTANTE Y MOMENTOFUERZAS DE CORTANTE Y MOMENTO ANTE SISMO MODERADOFuerzas Internas Ve (ton) y Me (ton-m) ante Sismo Moderado X-X1er Nivel2do Nivel3er Nivel4to NivelMUROVeMeMUROVeMeMUROVeMeMUROVeMeX10.6183.455X1X1X1X33.50334.595X3X3X3X50.8443.936X5X5X5X60.85163.933X6X6X6Fuerzas Internas Ve (ton) y Me (ton-m) ante Sismo Moderado Y-Y1er Nivel2do Nivel3er Nivel4to NivelMUROVeMeMUROVeMeMUROVeMeMUROVeMeY17.7690070.02200Y1Y1Y1Y25.1280039.11300Y2Y2Y2Y34.9900038.36000Y3Y3Y3Y41.155004.41300Y4Y4Y4Y55.6090038.68900Y5Y5Y5Y62.159009.52000Y6Y6Y6Y71.347005.79000Y7Y7Y7Y87.0960056.65000Y8Y8Y8Y98.2028068.92500Y9Y9Y9Y104.9990038.30800Y10Y10Y10OBS. Se esta analizando el primer piso por ser el mas critico=.

VERIFIC DE MUROSANALISIS Y DISEO ANTE MURO CORTANTECantidadN Pisos =4Vn =60.47 TnS/C =200 kg/m2F'c =210.00 kg/cm2S/C azot =100 kg/m2F'm =65.00 kg/cm2P acab =100 kg/m2h = 1mVERIFICACION DEL ESFUERZO AXIAL MAXIMOVERIFICACION SI EL MURO NECESITA REFUERZO HORIZONTALVERIFICACION DE LA RESISTENCIA AL AGRIETAMIENTO DIAGONALVERIFICACION DE LA RESISTENCIA AL CORTE DEL EDIFICIO X XVERIFICACION DE LA RESISTENCIA AL CORTE DEL EDIFICIO Y Yh = 1.8mV. Dintel (0.15 x 0.30)PmMUROLongitud de muroshP.E.P.TotalArea Trib.P.losaP.Acab.P.Alfeizarh = (1.0 y 1.80 m)P.V. DintelPcmPcvP. TotalmFa0.15 f'mVerificacionm0.05 f'mVERIFICACIONREFUERZO HORIZONTALPgVe (X)Me (X)=Ve*L/Mev'm=f'mVm0.55 VmVERIFICACIONVmxVEVmx>=VEVmyVEVmy>=VEL(m)t(m)(m)(tn/m2)(tn)(m2)(tn)(tn)L(m)(tn)L(m)(tn)(tn)(tn)(tn)(tn/m2)(tn/m2)(tn/m2)(tn/m2)(tn/m2)(tn)1er Piso1er Piso1/3= AsminX1V16.2451.201.203.120.942002100.8325x151.875NO Cumple4 3/8"X3V119.0971.833.654.770.942002101.2625x151.875NO Cumple4 3/8"3.05X5V15.9121.311.312.960.942002100.7825x151.875NO Cumple4 3/8"3.05X6V15.9131.311.312.960.942002100.7825x151.875NO Cumple4 3/8"0.0Y1V120.1414.834.8310.070.942002102.6625x151.875OK Cumple4 3/8"Y2V113.0423.553.556.520.942002101.7325x151.875NO Cumple4 3/8"Y3V112.6433.503.506.320.942002101.6725x151.875NO Cumple4 3/8"Y4V13.6191.251.251.810.942002100.4825x151.875NO Cumple4 3/8"Y5V121.3462.054.105.340.942002101.4125x151.875NO Cumple4 3/8"Y6V19.3892.162.164.690.942002101.2425x151.875NO Cumple4 3/8"Y7V14.2421.351.352.120.942002100.5625x151.875NO Cumple4 3/8"Y8V121.9394.854.8510.970.942002102.9025x151.875OK Cumple4 3/8"0Y9V125.6352.685.356.410.942002101.7025x151.875NO Cumple4 3/8"2.9Y10V113.0023.503.506.500.942002101.7225x151.875NO Cumple4 3/8"2.30.00.81.51.553.853.852.72.551.552.92.31.50.82.73.853.850

cimetnacionDISEO DEL CIMIENTO CORRIDO* Se considerara una capacidad portante del suelo de 4 Kg/cm2CALCULO DEL ANCHO DE CIMENTACIONMUROLtP TOTAL MUROP TOTAL LOSASP TOTAL VIGASP CM 1 NIVELP CV 1 NIVELPmPESO CIMIET.PESO TOTALCAPAC. PORT.Q (Tn/m)B(m)BASE REAL(m)X11.200.241.270.751.6210.131.4511.581.1612.7440.0010.620.270.40X33.650.243.861.721.3525.453.3528.802.8831.6840.008.680.220.40X51.310.241.390.352.167.350.698.040.808.8440.006.750.170.40X61.310.241.390.352.377.350.698.040.808.8440.006.750.170.40Y14.830.142.982.041.8923.073.9627.032.7029.7340.006.160.150.40Y23.550.142.191.191.8915.582.3217.901.7919.6940.005.550.140.40Y33.500.142.161.161.4715.312.2617.561.7619.3241.005.520.130.40Y41.250.140.770.361.835.530.696.220.626.8442.005.480.130.40Y54.100.142.533.711.8931.217.2138.413.8442.2643.0010.310.240.40Y62.160.141.331.641.8314.063.1917.251.7318.9844.008.780.200.40Y71.350.140.830.801.677.651.559.200.9210.1245.007.500.170.40Y84.850.142.991.641.3522.293.1925.482.5528.0346.005.780.130.40Y95.350.143.302.032.3326.893.9430.833.0833.9147.006.340.130.40Y103.500.142.161.301.6416.682.5319.201.9221.1248.006.030.130.40

INCLUYE VIGA DINTEL Y SOLERA

transformadaTRANSFORMADAdatosF`c=210n =Ec=15000*f'cF`n=65En=500*f'nt=0.14n =6.6881.- COLUMNA - SOLA2.- COLUMNA en Ld1=t * nL =4.6d1=0.94d = 6* (t) =0.84d = L /4 =1.15tomar d=1.15TRANSFORMADAdatosF`c=210n =Ec=15000*f'cF`n=65En=500*f'nt=0.24n =6.6881.- COLUMNA - SOLA2.- COLUMNA en Ld1=t * nL =1.65d1=1.61d = 6* (t) =1.44d = L /4 =0.41tomar d=1.44