CALCULO-DE-MURO-CONTRAFUERTE-CHANEL.xlsx
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Transcript of CALCULO-DE-MURO-CONTRAFUERTE-CHANEL.xlsx
DISEO MURO CONTRA FUERTEDISEO DE MURO EN VOLADIZO CON CONTRAFUERTEAPELLIDOS Y NOMBRESHUAMAN RAMON CHANELCODIGOA51392DSECCIONADisear un muro en voladizoDATOS
Descripciongs=1.80Tn/m3Peso especifico del material taludgc=2.40Tn/m3Peso especifico del concreto=35.00Angulo de friccion internau=0.60f' c=210.00kg/cm2Resistencia la compresion del concretofy=4200.00kg/cm2t=32.00Tn/m2Capacidad Protante del sueloEsfuerzo permisible a nivel fondo de cimet1=0.30mAncho del muro superiort2=0.60mAncho del muro superiorFSD=1.80Fscor de segurida de deslizamientoFSV=2.50Fscor de segurida de VolteoHp=7.20mAltura de Pantalla (acero )=5/8pulgAcero Principal Vertical pantallaL=3.00mLuzw=0.09Cuantiarec=6.00cmrecubrimiento (acero )=1/2pulgAcero Princi. Verti.l pantalla inclinado=0.002 (acero )=1/2pulg (acero )=3/8pulgb=100.00cmAncho de estudiod=54.00cmAncho de estudioPASO IDIMENSIONAMIENTO DE LA PANTALLAa). Calculo del Coeficiente de Empuje Activo (Ka)
Ka=( tang2 )*(45-35)2Ka=( tang2 )*(27.5)
Ka=0.27
b) Calculo de Carga Ultima (WU1) - (MU1) -(AS1) INFERIORWU1=1.7*0.27*1800.00*7.20*1mWU1=5948.64Kg/m
MU1=0.0833333333*5948.64*9.00
MU1=4461.48Kg - m
MU1=0.0416666667*5948.64*9.00
MU1=2230.74Kg - m
a=6.00cmAs=2.3142857143cm2
a=0.54cmAs=2.1967905405cm2
a=0.52cmAs=2.1962255001cm2
a=0.52cmAs=2.1962227835cm2
a=0.52cmAs=2.196cm2As mini=0.0018*100*54
As mini=9.72cm2
NV=9.72cm21.27cm2
NV=7.6732533628
100cm_____9.72cm2Sep_____1.27cm2
Sep=13.0cm
a=6.00cmAs=1.1571428571cm2
a=0.27cmAs=1.0956192081cm2
a=0.26cmAs=1.0954720016cm2
a=0.26cmAs=1.0954716494cm2
a=0.26cmAs=1.095cm2As mini=0.0018*100*54
As mini=9.72cm2
NV=9.72cm21.27cm2
NV=7.6732533628
100cm_____9.72cm2Sep_____1.27cm2
Sep=13.0cm
c) Calculo de Carga Ultima (WU2) - (MU2) -(AS2) INTERMEDIOWU2=1.7*0.27*1800.00*4.80*1mWU2=3965.76Kg/m
MU2=0.0833333333*3965.76*9.00
MU2=2974.32Kg - m
MU2=0.0416666667*3965.76*9.00
MU2=1487.16Kg - m
a=6.00cmAs=1.6741641337cm2
a=0.39cmAs=1.6741641337cm2
a=0.39cmAs=1.5799379928cm2
a=0.37cmAs=1.5799379928cm2
a=0.37cmAs=1.580cm2As mini=0.0018*100*50.00
As mini=9cm2
NV=9.00cm21.27cm2
NV=7.1048642248
100cm_____9.00cm2Sep_____1.27cm2
Sep=14.1cm
a=6.00cmAs=0.8370820669cm2
a=0.20cmAs=0.788409999cm2
a=0.19cmAs=0.7883195405cm2
a=0.19cmAs=0.7883193724cm2
a=0.19cmAs=0.788cm2As mini=0.0018*100*50As mini=9.00cm2
NV=9.00cm21.27cm2
NV=7.1048642248
100cm_____9.00cm2Sep_____1.27cm2
Sep=14.1cm
d) Calculo de Carga Ultima (WU3) - (MU3) -(AS3) SUPERIORWU3=1.7*0.27*1800.00*2.40*1mWU3=1982.88Kg/m
MU3=0.0833333333*1982.88*9.00
MU3=1487.16Kg - m
MU3=0.0416666667*1982.88*9.00
MU3=743.58Kg - m
As mini=0.0018*100*40.00
As mini=7.2cm2
NV=7.20cm21.27cm2
NV=5.6838913799
100cm_____7.20cm2Sep_____1.27cm2
Sep=17.6cm
As mini=0.0018*100*40
As mini=7.20cm2
NV=7.20cm21.27cm2
NV=5.6838913799
100cm_____7.20cm2Sep_____1.27cm2
Sep=17.6cm
Asmin = 0.0018 * b * d1b ________ AsminSep ________ AvAsmin = 0.0018 * b * d1b ________ AsminSep ________ AvAsmin = 0.0018 * b * d2b ________ AsminSep ________ AvAsmin = 0.0018 * b * d2b ________ AsminSep ________ AvAsmin = 0.0018 * b * d3b ________ AsminSep ________ AvAsmin = 0.0018 * b * d2b ________ AsminSep ________ Av