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MURO1.3.8.2.- MUROS DE ENCAUZAMIENTO:Min =0h =4.1X1 =1.251x2=1.089980695n=0n=0n=0n=0n=9n=12n=92Muro GuiaMx =4.1hp =3.70y1 =0.104y2=4.03Acero PAcero MAcero Punta.Acero Taln.AsT. PuntaAsT. TalnAsT. P.Ext.AsT. P.IntFy =4200AlieamientoxyDATOS GENERALES PARA EL DISEOXYh -rcb =3.96b =0.6XYXYXYXYXYXYXYXYF'c =175359766.028275323.13397491.7368374525.803GEOMETRICOS:RELLENO:SOBRECARGA:q =0.00Kg/m200z =-24.7a =0.330.5990.1040.9270.070.070.070.070.330.09333333330.08619250.09333333330.31380750.950.461.210.46360135.558275522.82397499.6018374538.5760.15m3.000angb =1.611R3 =0.0401.1990.1040.9273.9642.930.072.930.33Xi=0.0160.4250.6903.000.4T1 =0.05193612331.2240.1110.9323.984Yi=0.400d22.7228227714H =1.50m1.30714285710.4R1 =0.04987293/83/8"1.2420.1300.9473.999t1 =0.15m=2400.00kg/m3q =0.00Kg/m21.15714285714.10anga =1.531/21/2"1.2480.1560.9674.004t2 =0.35m1 =1660.00kg/m30.8574.10T2 =0.055/85/8"1.0923.98012711.0874.004B =0.85m1 =320.07317073170.8570.4R2 =0.04987293/43/4"1.0864.004477948e =0.25m2 =1660.00kg/m300.411"1.0684.0226290345D =0.00m2 =32001 3/81 3/8"1.0444.02995906651.50mRecubr=7cm0.9324.02995906652 =1660PANTALLA :2 =32Asmn =13.53As =6.58r5/8 =5/8"@0.451.58754.98729AsVnO.KDISEO TALN :Verificacin Por Corte :As =5.05/8 =5/8"@0.40Vc =23.14Vn =8.7476676476Fig. N29Fig. N30Vc>VnO.KEl analisis se realiza por cada metro de longitud, reemplazando las ecuaciones tenemos :REFUERZO TRANSVERSAL :Astemp =0.0018*b*tCALCULO DEL EMPUJE PASIVO (E1) :CALCULO DEL EMPUJE ACTIVO (E2) :Astemp =3.91/2 =1/2"@0.35Estabilidad :Donde :Donde :Volteo4.161>2.000O.KKpCoeficiente de presin pasiva de RankineKaCoeficiente de presin activa de RankineExcentricidad0.371.500O.KQu =0.9538Kg/cm2F.S =1.001.5O.KEVALUACIN DEL VUELCO :Recordando Resultados :MA =24388.43KgMomento que se opone al volteoCculo de Mv (Momento que produce el volteo ) :Como podrn suponer la nica fuerza que producir el volteo son E1, E2 :E1 =0.000Kgh1 =0.000mE2 =4287.542Kgh2 =1.367mMomentando respecto al punto A:Entonces el momento Mv quedar dado por la ecuacin :Mv = E1 x h1 - E2 x h2kg-mMv =0 x 0 - 4287.54179 x 1.367Mv =-5861.06962693Kg-mEl signo del momento indica la direccin de la fuerza :F.S.V =MAMVconvencin de signosF.S.V =24388.430kg-m+-5861.070kg-mF.S.V =4.161>2O.KEVALUACIN DE LOS ESFUERZOS :Se proceder momentando respecto a A quedando como sigue :Donde :a =Centro de aplicacin de la fuerzaRecordando resultados :MA =24388.430Kg-mMv =5861.070Kg-mP =16396.100KgReemplazando en la ecuacin de ( a ) :a =24388.43-5861.07016396.100a =1.130mClculo de la excentricidad :B =3.00ma =1.130me =3 / 2 - 1.13ye mx =B=3.0066Donde :e =0.37mVnO.K0.85DISEO DEL TALN :Para este clculo momentaremos respecto a B:Para esto, recordaremos resultados :=2400.00kg/m32 =1660.00kg/m3H-e =3.70mL2 =1.40mWS =6142kg/mWPP =960kg/mWS/C =0.00kg/mW (Taln ) =1421.00kg/m2W2 =5195.74kg/m2Mu =6068.021kg-mFy =4200Kg/cm2F'c =175Kg/cm2d =33.00cmb =100cmr =7cm =0.9Por estar en flexinfactor de reduccinClculo de rea de acero (As) :Reemplazando (b) en (a) y resolviendo tenemos :(a)(b)(c)As =4.970cm2a =20874.909El espaciamiento se dar por :14875 =5/8PulgA =1.979cm2As =4.97cm2a =1.403cmEspaciamiento =A x 1.00=1.98x 1.00 mAs4.97Por lo tanto :5/[email protected] =0.40mVERIFICACIN POR CORTE :W (talon) =1421.00kg/m2W2 =5195.74kg/m2L2 =1.400mDonde :V =7435.5175004444kgVc =23.14tVn =V=8747.6676475817kg=8.7476676476tVc>VnO.K0.85Refuerzo Transversal :As temp =0.0012*b*tAs temp =3.9cm2As temp =0.0012x100.00x32.50 =1/2A =1.267cm2Espaciamiento =A x 1.00=1.27x 1.00 mAs3.90Por lo tanto :1/[email protected] =0.30m
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