Hoja1 (2)

ANALISIS Y DISEO DE VIVIENDA UNIFAMILIAR DE ALBAILERIADATOS TECNICOS DE LA EDIFICACINh=3.00mAltura libre primer nivel h=2.40mAltura libre segundo nivelt=0.15mEspesor del muro210

E=325000t/m2Muros de albaileriaCONCRETO Fc=210 KG/CM2E=2173707t/m2Muros de ductivilidad LimitadaEc=15 000 ( fc )1/2 (Kg/cm2)

CALCULO DE DENSIDAD MINIMA DE MUROS

DONDE:Z = Factor de Zona sismicaU = Factor de importanciaS = Factor de SonaN = Numero de pisos

FACTORES DE ZONAPARAMETROS DE DISEOZONAZTIPODESCRIPCIONTp(S)S30.4S1Roca o suelo muy rigido0.4120.3S2Suelos intermedios0.61.210.15S3Suelos flexibles o con estratos con gran espesor0.91.4S4Condiciones epcepcionales

CATEGORIA EDIFICIOFACTOR U

A1.5B1.3C1D0.6

De acuerdo a la tabla 01:

Tabla 01. Densidad De Muros ReforzadosDireccion X-XDireccion Y-YMurosL(m)t(m)Ac(m2)NmMuros L(m)t(m)Ac(m2)NmX110.810.151.62151Y11.80.150.271X21.70.150.2551Y20.850.150.12751X31.330.150.19951Y30.550.150.08251X41.680.150.2521Y41.80.150.271X52.30.150.3451Y50.860.150.1291X69.850.151.47751Y60.50.150.0751Y71.80.150.271Y81.40.150.211Y91.50.150.2251Y100.650.150.09751Y111.150.150.172510.06804801150.0316262171

Entonces:=0.0193=0.06804801150.0316262171si cumple !!!x

CALCULO DE CENTRO DE RIGIDESES

CALCULO DE RIGIDEZ DEL MURO

ANALISI EN EL EJE "Y"

XibhDA=bxh I=(bXh^3)/12K

X110.810.155.331.62150.00304540500.000X21.70.151.730.2550.0004885000.000X31.330.154.140.19950.0003766500.000X41.680.156.550.2520.0004784000.000X52.30.159.510.3450.00065115000.000X69.850.154.9251.47750.00277492500.000=1383500.00

dx=5.33

E=32500t/m2 MUROS

ANALISIS EN EL EJE "X"

YihbD A=bxh I=bxh^3/12K

Y10.151.500.980.2250.042188191929.134188090.551181102Y20.150.505.350.0750.00156356818.182303977.272727273Y30.151.003.150.1500.012500125482.625395270.27027027Y40.151.350.980.2030.030755172100.484168658.474576271Y50.150.865.350.1290.007951106610.727570367.390407427Y60.150.503.180.0750.00156356818.182180681.818181818Y70.151.800.980.2700.072900231428.571226800Y80.151.002.300.1500.012500125482.625288610.038610039Y90.151.355.180.2030.030755172100.484891480.508474576Y100.150.502.750.0750.00156356818.182156250Y110.151.000.500.1500.012500125482.62562741.3127413127=1421071.823432927.63717009dy=2.422.41573126845.84CALCULO DE CENTRO DE MASAS

DIRECCION X-XDIRECCION Y-YDESCRIPCIONAREASDISTANCIAAXDDESCRIPCIONAREASDISTANCIAAXDA-124.184.14100.1052A-124.183.8392.6094A-28.648.9877.5872A-28.644.4238.1888A-36.139.5158.2963A-36.131.59.195A-42.77.8421.168A-42.71.584.266A-54.016.0224.1402A-54.010.93.609A-67.562.3717.9172A-67.560.96.80453.22299.214153.22154.6722Dx=5.62Dy=2.91

Luego:eX = dx C.M. dx C.R.eY = dY C.M. dY C.R

Entonces:eX=0.29eY=0.492.- DETERMINACION DE LA FUERZA CORTANTE BAZALNota :Determinacion del peso de la edificacionCargas Indirectas y Areas de Influencia

Piso Tipico wD=0.388tn/m2wL=0.2tn/m2Tabla 3 Cargas Indirectas (tn)MuroAI (m2)PD=AIwDPL= AIwLX16.412.490.50X24.661.810.36X35.822.260.45X47.022.720.54X52.310.900.18X63.401.320.26Y13.241.260.25Y23.241.260.25Y38.033.120.62Y45.512.140.43Y55.642.190.44Y64.141.610.32Y74.181.620.32Y85.182.010.40Y96.182.400.48Y107.182.790.56Y118.183.170.63

Tabla 4 Caraga en el nivel de los Pisos TipicosCargas DirectasCarga Indirecta PD+0.25PL (tabla 3)Pi (tn)Yi (m)ZonaMuroPuertaAlf. H=1.0Alf. H=1.8P (Tn) directaTabla 2 (Tn/m)0.7 en X2 : 0.880.090.390.59

MuroLongitudes de Influencia (metros)X110.811.258.052.6110.671.24X21.700.452.492.511.904.416.77X31.330.901.401.562.373.934.00X41.680.451.222.864.085.03X52.300.701.880.942.828.00X69.850.700.597.521.398.908.00Y11.500.901.131.322.454.00Y20.500.700.621.321.941.24Y31.000.701.193.274.466.77Y41.350.450.992.243.231.49Y50.860.450.642.302.946.52Y60.500.900.431.692.122.52Y71.800.901.341.703.046.52Y81.001.171.392.113.506.00Y91.351.170.952.523.467.00Y100.501.170.352.933.288.00Y111.001.170.703.334.039.00

Hoja1

VIVIENDA UNIFAMILIARDATOS TECNICOS DE LA EDIFICACINh=3.00maltura libret=0.15mespesor del muro

E=325000t/m2

ANALISI EN EL EJE "Y"

XibhDA=bxh I=(bXh^3)/12K=3EI/h^3 +EA/2.5xh

x16.50.171.001.1050.00266552545.500552545.5x21.390.151.050.20850.00039117003.250122853.4125x31.390.153.780.20850.00039117003.250442272.285x410.810.150.001.62150.00304909931.7500x51.680.155.830.2520.00047141414.000824443.62x62.450.158.410.36750.00069206228.7501734383.7875=2044126.503676498.6051.7985670676dy=1.803.23

E=32500t/m2

ANALISIS EN EL EJE "X"

Yibh D A=bxh I=bxh^3/12k=3EI/h^3 + EA/2.5Xh

Y11.500.1500.2250.00042212626.2500Y20.500.155.350.0750.0001414208.75022516.8125Y31.000.152.850.1500.0002818417.50023989.875Y41.350.150.000.2030.00038011363.6250Y50.500.155.350.0750.0001414208.75022516.8125Y61.000.152.850.1500.0002818417.50023989.875Y71.500.150.650.2250.00042212626.2508207.0625Y81.000.151.800.1500.0002818417.50015151.5Y91.350.154.500.2030.00038011363.62551136.3125Y100.500.152.500.0750.0001414208.75010521.875Y111.000.150.000.1500.0002818417.5000=94276.00178030.125dx=1.891.88839285713.57hallando la excentricidade=2.608

Hoja2

Hoja3