DISEODISEO ESTRUCTURAL DEL FILTRO LENTOI. GEOMETRA DEL RESERVORIO TIPO CIRCULARADOPTADOSLado A:2.80 mLado B:2.80 mBorde Libre:0.30 mAltura Interna (H):3.30 mLado C:3.70 mP.e. del concreto (c):2.40 Tn/m3Gravedad:9.81 m/s2Resistencia del concreto:210Mdulo de Elasticidad:E+= 218820 Kg/cm2Mdulo de Poisson:0.20Espesor del Techo :0.15CORTE A-A3.30 m2.80 m2.80 mCORTE B-B3.70 mII. DISEO ESTATIVO EN SAP 2000PRESION DEL TERRENO SOBRE LAS PAREDES DEL FILTRO LENTOTnSECCION DE PARED E=.20mENVOLVENTE PARA EL DISEO POR FLEXION EN LAS PAREDESCOMINACION 3 = (1.4CM+1.4PH+1.7CV)PH es la presion del aguaIII. CAPACIDAD DE CARGA DEL SUELO SEGN TERZAGHIPara el siguiente clculo debemos de asumir un ancho de cimentacin igual a un metro lineal (B) con la finalidad de determinar la capacidad portante del suelo. Para fines de diseo se estimar adems la profundidad de la cimentacin, teniendo en cuenta que por lo general el cimiento tiene un espesor t=0.30 a 0.50m. debajo del nivel plataformeado del suelo. =17.0 (ngulo de friccin interna del suelo)PV.natural =1800Kg / m3 =0.00180Kg / cm3C =0.39B =1.00m =100cmZ =0.50m =50cmSegn grfico de Terzaghi tenemos :a) Factores de Capacidad de CargaNc =12.340Nq =4.77Nw =3.53qd = qc / csCs =3.001) Cimentacin Corridaq=PVxZC1 qc =5.52 Kg/cmt =1.84 Kg/cm2) Cimentacin CuadradaC2 qc =6.88 Kg/cmt =2.29 Kg/cm3) Cimentacin CircularC3 qc =6.82 Kg/cmt =2.27 Kg/cmqd =1.84 Kg/cmTt =0.60 Kg/cmComo se cuenta con ensayo de suelos emplearemos el valor proporcionadoIV. DISEO DEL FILTRO LENTO1. PREDIMENSIONAMIENTO DE LA PAREDEl Empuje del agua en las paredes de un reservorio circular muestra la siguiente distribucin de fuerzas:0.30 ma) Clculo del Empuje del agua:3.30 m1Wu= 1.65*1.7*W=Wu= 3.06 Tn/m3H= 3.30 mE=5.45 TnT=ExD/2Para el diseo se considera el estado en el que el Filtro Lento esta sin agua, y actuando la presion del terreno.b) Predimensionamiento del espesor de la pared ( e )f'c=210 Kg/cmfy=4200 Kg/cm =0.65(Del RNE)t=12.53e=5.6413407821Adoptamos:e=0.200 mFacilitar proceso constructivo3. PREDIMENSIONAMIENTO DE LA LOSA DE FONDO(RNE 2009)h=0.200 mVI. DISEO DEL ACERO EN LA SUPER ESTRUCTURAa) Diseo de la Pared del Filtro lento-) DISEO ESTRUCTURAL POR FUERZA ANULAR - CARA EXTERNAT=16.40 Tn/mPmin=0.002As=8.68 cmb=100.00 cmt=0.20 mre= 2.5 cmd=17.50 cmAsh mnimo=3.50 cm2- ESPACIAMIENTO DEL ACERO ANULAR INTERNOCONSIDERANDO =1/2 Ab =1.27 cmS=100xAb/AsS=10.00 cm1/210Acero Horizontal en la Cara Externa y en la Cara Interna Hasta la Altura H-) DISEO ESTRUCTURAL POR FUERZA ANULAR - CARA EXTERNAT=0.00 Tn/mPmin=0.002As=0.00 cmb=100.00 cmt=0.20 mre= 2.5 cmd=17.50 cmAsh mnimo=3.50 cm2- ESPACIAMIENTO DEL ACERO ANULAR EXTERNOCONSIDERANDO =3/8 Ab =0.71 cmS=100xAb/AsS=20.00 cm3/820Comprobacin del espesor de la pared:C=0.0003fct=21 Kg/cmfs=2520 Kg/cmEc=218819.79 Kg/cm2t=0.09 cmOkEs=2000000 Kg/cmn=9.14-) DISEO ESTRUCTURAL POR MOMENTO FLEXIONANTE MAXIMO ABSOLUTO PARA ACERO VERTICALMr mx = K b d^2d =17.5recubrimi =2.5DECRIP.FLEXION =0.90Mu (-) =3.25 Tn/mb =100W =0.05814d =17.5 =0.00291OK!fc =210 Kg/cmb=0.0216fy =4200 Kg/cmmin =0.00200Ku mx = 49.53 Kg/cmmax=0.01620Mr mx =13.65 Tn/mAs (+)=5.09 cm2Ok, cumpleDIAM.1/2Abarra1.27 cm2Espac. S=24 cmAs (-) =1/2@ 20 cmAcero Vertical hasta Altura H-Cara Interna-) DISEO ESTRUCTURAL POR MOMENTO FLEXIONANTE MAXIMO ABSOLUTO PARA ACERO HORIZONTALMr mx = K b d^2d =17.5recubrimi =2.5DECRIP.FLEXION =0.90Mu (+) =2.43 Tn/mb =100W =0.04307d =17.5 =0.00215OK!fc =210 Kg/cmb=0.0216fy =4200 Kg/cmrt =0.00200Ku mx = 49.53 Kg/cmmax=0.01620Mr mx =13.65 Tn/mAs (+)=3.77 cm2Ok, cumpleDIAM.3/8Abarra0.71 cm2Espac. S=18 cmAs (+) =3/8@ 15 cmAcero Vertical hasta una Altura H-Cara Externa-) VERIFICACIN DEL CORTANTE EN LA PARED DEL FILTRO LENTOCortante Positivo (V):4.24 Tn/mCortante Negativo (V):4.24 Tn/mVc = 0.53 ((fc)^(1/2)) b d =0.75Vc =10.08TnVc =10.08Tn >Vu. =4.24TnOK, La seccin no necesita refuerzo por corte (Diseo de estribos)VII. DISEO DEL ACERO EN LA SUB ESTRUCTURAa) Diseo de la Losa de FondoSe disear como si fuera una losa simplemente apoyada con la luz igual al dimetro interno, sin embargo, debido a que no existen excentricidades por fuerzas de volteo a nivel del suelo, nicamente debern verificarse que los esfuerzos producidos en el mismo no sean mayores a su capacidad portante. Para ello se realizarn los metrados considerando las cargas distribuidas en 1 metro cuadrado.3.70 mp.e CA=2.40 Tn/m3Ancho de influencia:100A) POR CARGA MUERTAe. losa:0.20 mPeso propio:0.48 Tn/m2Piso terminado:0.10 Tn/m20.58 Tn/m2B) POR CARGA VIVAPeso del agua=0.03 Tn/m2C) CARGA LTIMA FACTORADAWu=1.4xCD+1.7xCVWu=0.86 Tn/m2Verificamos los esfuerzos admisibles del suelo:T = (1 * Sum FV / B )Tt =0.60Kg / cm^2Tmx =0.086Kg / cm2= r/5000.24cme VokCalculo de la armaduraAcero minimoAs min = 0.002 * b * d1.00cm20.71usando acero de 3/8" =0.71mts3/8" @0.71mtspara fines practicos3/8"@0.15mts en forma radialpara fines practicos3/8"@0.15mts en forma circularComporbacion del espesor de la cupulaH / r0 = V / rel empuje seraH = V * (ro - f) / r =202.063125kgLa fuerza de compresion resultante es:R =raiz(H2 + V2) =257.7702639653kgespesor necesarioe = R/(100*Esf adm de conc) =0.4474927834cmE>eokSiendo este espesor de cupula muy debil, entonces es correcto el espesor asumido7.5cmen los extremos se asumira un espesor e=0.1255 mts

3/8"3/8"

REACCIONESTABLE: Joint 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