Hoja1DISEO DE VIGAS COMPUESTASL1 =11mL2 =13.75mL=35.75mPeso esp concr =2400.00Kg/m3Peso esp acero =7850.00Kg/m3Peso baranda y ver =0.15Tn/m/ladoEspesor losa =0.20mLong trans. Losa =7.70mEspesor asfalto =0.05mAncho de la via =7.20mf'c =280.00kg/cm2fy =3500.00kg/cm2Eacero =2.10E+06Elosa =2.51E+05PROPIEDADES DE LA SECCIONviga metalica solaAncho del ala sup. =0.300mEspesor ala sup. =1.59E-02mAltura del alma =1.500mEspesor del alma =9.53E-03mAncho al inf. =0.500mEspesor ala inf. =3.49E-02mn =8.367ycg =0.517mArea =0.037m2Inercia x-x =1.31E-02m4Inercia y-y =3.99E-04m4J =1.35E-02m4yt =1.034myb =0.517mst =1.27E-02m3sb =2.53E-02m3ANALISIS DEL PUENTEMETRADOS DE CARGAWviga met =0.860Tn/mWlosa =3.696Tn/mW vereda+baranda =0.3Tn/mW asfalto =0.792Tn/mWd =1.519Tn/mW asf =0.264Tn/mCALCULO DE LAS REACCIONES EN LOS APOYOSR1=R2=R10R10 = 1.2534*g*L1g = Wlosa + Wvig =1.519Tn/m/vigaR10 =20.938Tn/vigaCALCULO DE MOMENTOS EN EL C.L. DEL PUENTE FRAGUADOMomento del las cargas de apoyosMcl =230.319Tn-m/vigaMomento de las Carga Muerta Y AsfaltoMclD =242.615Tn-m/vigaMcl pm =90.103Tn-m/vigaMomento del Camion de Diseo HL'93P =3.64Tn/viaw =0.96Tn/viaMcl cam =253.936Tn -m /viaMcl w =153.368Tn -m /viaI =33%MI =83.799Tn -m /viaMs/cHL'93 =491.102Tn -m /viaConcentracin de Cargas LRFDviga interiors =2.8mgint =0.663viga exteriorde =1.05me =1.145mgext=0.760viga interiorMs/cHL'93 =325.77Tn -m /viaviga exteriorMs/cHL'93 =373.01Tn -m /viaMOMENTO ULTIMOEstado de resistencia In =1Mu v.int =1296.421Tn-m/vigaMu v.ext =1379.085Tn-m/vigaEstado de servicio IMu v.int =888.808Tn-m/vigaMu v.ext =936.045Tn-m/vigaPROPIEDADES DE LA SECCION COMPUESTAAncho efectivoL/4 =8.94m12ts+max (esp alma, 1/2 ancho de ala sup) =2.55ms =2.8mbint =2.55mL/8 =4.47m6ts+max(1/2esp alma; 1/4anch ala sup) =1.28mancho del volado =1.05mbext =2.33mPropiedades de la viga compuesta 3nviga interiorn =25.100ancho C =0.102mAc =0.020m2Ic =3.39E-04m4Y e.n =0.922mYt vc =0.628mYb vc =0.922mst =0.040m3sb =0.027m3Ic =2.51E-02m4viga exteriorancho C =0.093mAc =0.019m2Ic =3.09E-04m4Y e.n =0.899mYt vc =0.652mYb vc =0.899mst =0.037m3sb =0.027m3Ic =2.44E-02m4Propiedades de la viga compuesta nViga interiorn =8.367ancho C =0.305mAc =0.061m2Ic =1.02E-03m4y e.n =1.226mYt vc =0.325mYb vc =1.226mst =0.109m3sb =0.029m3Ic =3.55E-02m4viga exteriorancho C =0.278mAc =0.3047832954m2Ic =9.26E-04m4y e.n =1.529mYt vc =0.021mYb vc =1.529mst =2.503m3sb =0.035m3Ic =5.33E-02m4CALCULO DE LOS ESFUERZOS EN LAS VIGASfadm =1925kg/cm2Etapa 1 (ppvigametalica)Mppvm =20.32Tn-m/vigaviga interior t =160.57kg/cm2OK b =80.34kg/cm2OKviga exterior t =160.57kg/cm2OK b =80.34kg/cm2OKEtapa 2 (pplosa)Mpplosa =87.347Tn-m/vigaviga interior t =690.12kg/cm2OK b =345.28kg/cm2OKviga exterior t =690.12kg/cm2OK b =345.28kg/cm2OKEtapa 3 (sin apoyos)M apoyos =230.319Tn-m/vigaviga interior comp 3n t =576.78kg/cm2OK b =846.52kg/cm2OKviga exterior comp 3n t =616.68kg/cm2OK b =849.71kg/cm2OKEtapa 4 (pm)M pm =90.103Tn-m/vigaviga interior comp 3n t =225.64kg/cm2OK b =331.17kg/cm2OKviga exterior comp 3n t =241.25kg/cm2OK b =332.41kg/cm2OKEtapa 5 (s/c)M s/c =325.77Tn-m/vigaviga interior comp n t =297.71kg/cm2OK b =1123.97kg/cm2OKM s/c =373.01Tn-m/vigaviga exterior comp n t =14.90kg/cm2OK b =934.31kg/cm2OKSUMANDO TODOCALCULO DEL EJE PLASTICO Y EL MOMENTO PLASTICOViga interiorLosaPs =1213.80Tnvemos queAla sup.Pc =166.95TnPs =1213.80