Hoja1AREALXLY9.56C -13.571.843751.935EVXcvCT(kg/m2)LnBB*b=ln/hh =ln/bphcal sis 3hcal sis 2C -26.653.43751.935L14003303.18751.935000.590330.139.340.340.250.2730.25C -35.472.826251.935L24003303.18751.935000.590330.139.340.340.250.2730.25C -44.722.43751.935L34003301.9651.935000.590330.139.340.210.250.1690.15C -52.821.4551.935E44003302.411.935000.590330.139.340.260.250.2090.19C -65.041.843752.735EOL54003303.18752.735000.676500.179.340.340.250.2990.28C -79.403.43752.735LOCVER MENOS EN Y64003303.18752.735000.676500.179.340.340.250.2990.28C -87.732.826252.735LOCVER MENOS EN Y74003301.9652.735000.676500.179.340.210.250.1850.17C -96.672.43752.735LOCVER MENOS EN Y84003302.412.735000.676500.179.340.260.250.2290.21C -103.981.4552.735EOL93503303.18752.125000.705170.149.570.330.250.2720.25C -113.921.843752.125E103503303.18754.000000.705170.249.570.330.250.3260.32C -127.303.43752.125LVER MENOS EN Y113503303.18753.937500.705170.239.570.330.250.3210.32C -138.002.643753.025EOLVER MENOS EN Y123503303.18752.962520.259.570.330.250.3300.33C -147.381.843754L133503303.18752.125000.705170.149.570.330.250.2720.25C -1513.753.43754C143503303.18754.000000.705170.249.570.330.250.3260.32C -1610.582.643754LOC153503303.18753.937500.705170.239.570.330.250.3210.32C -177.261.843753.9375L163503303.18752.962520.259.570.330.250.3300.33C -1813.543.43753.9375C17350011.140.000.250.0000.00C -1910.412.643753.9375LOC18350011.140.000.250.0000.00C -205.461.843752.9625E19C -2110.183.43752.9625L20C -227.832.643752.9625EOL21C -230.00chata22C -240.0023C -250.0024C -260.0025C -270.00C -280.00C -290.00VYcvCT(kg/m2)LnBB*b=ln/hh =ln/bphcal sis 3hcal sis 2C -300.00VV13503300.91.843753.590000.279.570.090.250.090.09C -310.00VV23503300.93.43756.100000.489.570.090.250.110.13VV34003300.92.643753.590000.319.340.100.250.110.11VV4

14003303.371.843750.590330.129.340.360.250.280.2524005103.373.437500.590140.28.760.380.250.3530.34COLUMNAS34003303.372.826250.676500.189.340.360.250.3230.3144005103.372.437500.590140.158.760.380.250.3210.29TABLA DE VALORES "n"54003303.371.455000.590330.19.340.360.250.270.23Tipo C1 Columna interior N4 pisosP= 1.10Pgn=0.2573503303.753.437500.705170.219.570.390.250.370.36Tipo C2, C3Columna extremas de porticos interioresP= 1.25Pgn=0.2584003303.752.643750.676500.179.340.400.250.350.33Tipo C4Columna de esquinaP= 1.50Pgn=0.2093503303.751.843750.615340.129.570.390.250.310.27103503303.753.437500.705170.219.570.390.250.370.36PREDIMENSIONAMIENTObD= P/(n f'c)114003303.752.643750.676500.179.340.400.250.350.33123503303.6251.843750.615340.129.570.380.250.300.26D= Dimensin de la columna en la direccin del analisis sismico133503303.6253.437500.705170.219.570.380.250.360.35b= La otra diemnsin de la columna144003303.6252.643750.676500.179.340.390.250.340.32P= Carga total que soporta la columna 1575009.020.000.250.000.00n= Valor que depende del tipo de columna y se obtiene de la tabla 1675009.020.000.250.000.00f'c= Resistencia del concreto a la compresin simple1775009.020.000.250.000.00Pg= Debida a cargas de gravedad1875009.020.000.250.000.00P= Debida a cargas de sismo1975009.020.000.250.000.002075009.020.000.250.000.001er pisoDemas pisos2175009.020.000.250.000.00CARGA MUERTA2275009.020.000.250.000.00LOSA ALIGERADA E=20CM300KG/m22375009.020.000.250.000.00ACABADOS200KG/m22475009.020.000.250.000.00MUROS c/revo314KG/m2314KG/m22575009.020.000.250.000.00muro234KG/m223426revoq.80KG/m227COLUMNA c/revo264KG/m28p.pv216KG/m29revoq.48KG/m30VIGA VX c/revo224KG/mp.pv180KG/mrevoq.44KG/mVIGA VY c/revo258KG/mp.pv210KG/mrevoq.48KG/mCARGA VIVACOLUMNAS INICIALESSOBRECARGA400KG/m2b=0.30mPARAh=0.30m

PESO CONCRETO2400KG/m3PESO TABIQUERIA1800KG/m31800KG/m3e (m) =0.13COLUMNA CAREA TRIBUTARIA3.57m2ALTURA H2.85mSOBRECARGA400KG/m2L VX1.54mL VY1.64mCALCULO DE LA CARGA Pf'c= 210KG/cm2LOSA ALIGERADA E=20 CM1070.296875KGFactor P= 1.50SEGN TABLAACABADOS713.53125KGn= 0.20SEGN TABLAMUROS2645.037875KG2545.225H muro2.65
jeshu: jeshu:la altura mayor del muro a soportar del nivel superiorm2.55
jeshu: jeshu:la altura mayor del muro a soportar del nivel superiormCOLUMNA752.40KGL muro3.2mVIGA VX345.8KGVIGA VY421.83KGVIGA PRINCIPAL VXSOBRECARGA1427.0625KGb=0.25mh=0.30m1erdemas nivelesSECCIONACARGA TOTAL7,375.96KG7,276.15VIGA SECUNDARIA VYCOLUMNASb=0.25mC-125X 30650.65DIMENSIONAMIENTO DE COLUMNA C1bD= P/(n f'c)h=0.35mC-225X 30675.12C-325X 30bD=1,432.81cm2escoger numero :10.143281C-413X 30421.77D (aprox.)=37.85cmPOSICIONEC-525X 30555.46ASUMIMOS# PISOS :5.5C-6*30/4X 628739.61D1=25cmC-725X 30X 666D2=60cmC-813X 30X 366C-925X 25X 444VERIFICACION DEL APLASTAMIENTOn= P/(f'c*D1*D2)C-1025X 25X 507C-1125X 25X 392n=0.04OKC-1213X 30X 289C-1325X 25X 439n < 1/3 Se recomienda que sea falla ductilC-1425X 30X 580C-1525X 30X 555C-1625X 25X 4030.33C-1725X 30X 630C-1825X 30653.3C-1925X 25549.17C-2025X 25480.77