Hoja1 UNIVERSIDAD NACIONAL DE INGENIERA FACULTAD DE INGENIERIA CIVIL DEPARTAMENTO ACADMICO DE ESTRUCTURASPUENTES Y OBRAS DE ARTE EC 323DISEO DE PUENTES DE VIGAS POSTENSADAS

DATOS

LUZ:42mCALZADA:8.4mLOSA:0.2mSILLA:0.0508mS (ejes)2.1mn1.05Fc losa280kg/cm2F'c viga420kg/cm2

CARPETA ASFALTICACARRIL3.6mESPESOR0.075masfalto2.25ton/m3

PERALTE:CONTINUASL/321.3125NO CONTINUASL/22---L/161.90909090912.625

TOMAR2m

DISEO

TOMAMOS UN TIPO TENTATIVO DE VIGA POSTENSADA:# VIGAS:4

1.2PROPIEDADES L A SECCIONI382600000000mm4A716300mm2Sb375400000mm30.981St390000000mm32Wd1.722t/mCt0.981mCp1.019m1.019d2mMd379.701ton-mVIGA DIAFRAGMA h= 1.7mb=0.2m

SILLA1.20.0508

VEREDAb0.6mh0.25m

VARANDAWlineal0.15ton/m

METRADO DE CARGASDC (losa)1.008ton/mSILLA0.146304ton/mVIGA1.722ton/mVEREDAS0.18ton/mBARANDAS0.075ton/mDC3.131304ton/mMDC723.010932ton-mV. DIAFRAGMA1.5504tonCARPETA ASFALTICA0.30375ton/m66.976875ton-mCARGA VEHICULARMCdeD:303.824ton-mMcardeD:209.916ton-mMHL-93513.74ton-mCALCULO FACTOR DE DSITRIBUCIONS2100mmL42000mmts200mmI382600000000A716300eg1131.8Ecviga420Eclosa280n1.2247448714Kg1592363923599.93mg0.6037581619MOMENTO DEBIDO A CARGA VIVAMLL310.1747180969ton-mEFECTO DINAMICO (impacto)MIM60.5339525282ton-mMOMENTO ULTIMOn1.05Mu1735.6176086488ton-m

DISEO DE TORONESTORON A USARgrado270ksiFps18900kg/cm2Aps63.7719579897cm2torones 0.5'64.6119128569toronestorones 0.6'45.5513985641toronesSISTEMA VCL50mm50mm3/8"9.52mm200mmTANTEOS-274.75pulg120.65mmNO ENTRAS-193.75pulg95.25mmNO ENTRAS123.13pulg79.502mmOKVERIFICACION DE LOS ESFUERZOS FIBRARIOSFc420kg/cm2F'ci0.8fc336kg/cm2Fci0.55F'ci184.8kg/cm2Fti0.8F'ci14.6642422239kg/cm2Pi843.7030042043tone81.9mmr25341.3374284518AL INICIOFtop-37.9724940966kg/cm2OKfbottom-200.6765225216kg/cm2NOPASAREDUCIR Pi%90CASTIGAR A Pi EN DICHO PORCENTAJENUEVO Pi759.3327037838Ftop-43.9111677639kg/cm2OKfbottom-170.4942991453kg/cm2OKSECCION COMPUESTA(servicio)AYAY =-YA2ILOSA3429.2856398964215.08737570.755428929-73.054907924218302164.5774634SILLA609.6202.54123468.384-60.51490792422232388.1678226VIGA7163101.9729909.740.125092075811532594.849939638260000AY1590948.83942893Itotal70327147.5952257142.0250920758NUEVOS MODULOS ELASTICOS83.0549079242Stc846754.867989424cm3Stb495174.103162624cm3M'DC343.309932 0.15M'DC645.4327982163

ESFUERZOS FIBRARIOS FINALES

CARGA MUERTAFtop-52.4129174547kg/cm2OKfbottom-46.8912167385kg/cm2OKCARGA TOTALFtop-144.1623291115kg/cm2OKFbottom27.9730922505kg/cm2OK

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