modelacion-estructura
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Hoja1MODELAMIENTO DE ESTRUCTURA EN SAP 200
CARECTERISTICAS Edificacin de concreto armado de 4 pisosTipo aporticado, con zapatas aisladasdiafragma horizontal:losa aligerada
ESPECIFICACIONES TECNICAS
DATOS GEOMETRICOSCARACTERISTICAS DE LA ZONA
Largo22.00 mUBICACINZona 3 (Piura)Ancho21.00 mUSOEdificaciones comunes (vivienda)N porticos XX4SUELORigidoN porticos YY4qa =4 kg/cm2N pisos4Altura Entrepiso3.50 m
CARACTERISTICAS DE LOS MATERIALESPESO POR METRO CUADRADO
Resistencia a la compresin fc210 kg/cm2VIVIENDA S/C200 kg/m2Esfuerzo de fluencia del acreo fy4200 kg/cm2AZOTEA100 kg/m2Modulo de elasticidad del concreto Ec217371 kg/cm2Peso especifico del concreto2400 kg/m3
PREDIMENSIONAMIENTO
LOSASTipo:losa aligerdaLuz:Lmax =8 mt =30 cm
VIGAS
Pisos 1 al 3Piso 4L ongitud 8 m7 m8 m7 mAltura0.80 m0.70 m0.70 m0.60 mancho0.40 m0.35 m0.35 m0.30 m
COLUMNAS
Columna centralpesoarea tributariatotallosa (CM)0.42 ton/m256.00 m223.52 tonCV0.20 ton/m256.00 m211.20 tonP serv34.72 ton
AREA de columna0.37 m2Lcol0.6 m
Columna esquinapesoarea tributariatotallosa (CM)0.42 ton/m214.00 m25.88 tonCV0.20 ton/m214.00 m22.80 ton8.68 ton
AREA de columna0.12 m2Lcol0.34 m
ZAPATASP =138.88 tonqa =4.0 kg/cm2B =1.9 mh= 0.60 m
METRADO DE CARGAS
Peso de cada piso
losaTramo 1-2 y 2-30.42 ton/m231.6952.1357Tramo 3-43.00 ton/m262.29541.31vigas V12.40 tn/m340.322267.584V22.40 tn/m3120.245749.392columnasC12.40 tn/m3120.364.546.656C22.40 tn/m340.164.56.912tabiques1.80 tn/m30213.9897
losaTramo 1-2 y 2-30.42 ton/m231.6952.1357Tramo 3-43.00 ton/m262.29541.31vigas V12.40 tn/m340.322267.584V22.40 tn/m3120.245749.392columnasC12.40 tn/m3120.363.536.288C22.40 tn/m340.163.55.376tabiques1.80 tn/m30202.0857
losaTramo 1-2 y 2-30.42 ton/m231.6952.1357Tramo 3-43.00 ton/m262.29541.31vigas V12.40 tn/m340.2452251.744V22.40 tn/m3120.18736.288columnasC12.40 tn/m3120.363.536.288C22.40 tn/m340.163.55.376tabiques1.80 tn/m30173.1417
PdPlPd+.25PlPiso 1092.423.1Piso 2 y 3092.423.1Piso 4046.211.55
ANALISIS ESTATICO
Datos:Factor zonaZ =0.4Factor sueloS =1Factor UsoU =1Coeficiente de reduccinR =8periodoTp =0.40 seg
Periodo fundamental
Alturah =15.0 mCoef. Para estimar periodoCT =35Periodo fundamentalT =0.43 seg
Fuerza cortante basal
Factor de amplificacion ssmica
C =2.333OK
C/R =0.292OK
Cortante basalV =9.43
Distribucion de fuerza ssmica
NIVELhi (m)Pi (Ton)Pi*hi (Ton-m)SISMO MODERADOFiHi41511.55173.252.482.48311.523.1265.653.816.292523.1115.501.657.9414.523.1103.951.499.43SUMA80.85658.359.43
Excentricidad accidental
LongitudExcentricidadX211.05Y221.1
CLCULO DE RIGIDECES LA TERALES EN BARRAS BIEMPOTRADAS
Elementoperalte h (m)ancho b (m)area A (m2)Inercia I (m4)Rigidez K (Ton/m)Rigidez K (Ton/vm)C10.60.60.360.0108234823.48C20.40.40.160.00214644.64
DIRECCION X-XEJEXi (m) K (Ton/m)A2 (m2)I3 (m4)A056.23010.5B793.90657.3288492072C1493.901314.6576984143D2156.231180.7573772795300.263152.74
DIRECCION Y-YMUROYcg (m)A1 (m2)A3 (m2)I2 (m4)1056.2306.532893.90751.232970522531693.901502.465941044942256.231236.983919054746.00300.26
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