CALCULO ESTRUCTUAL DE LAS CISTENAS DE LA ZONA 4

colectorCLCULO ESTRUCTURAL DE LA CISTERNAPresin del agua sobre las paredes del tanque :nivel del agua1.5Fuerza0.50PRESIN EJERCIDA A LO LARGO DEL TANQUE POR EL AGUAFuerza 1 :0TonPRESIN EJERCIDA A LO ANCHO DEL TANQUE POR EL AGUA :Fuerza 2 :0TonCLCULO DE MOMENTOS SENTIDO MS DESFAVORABLEF2F1F1 : Fuerza de empuje del agua hacia la pared del tanque.F2 : Fuerza de empuje del suelo hacia la pared del tanque.PRIMER ESTADO DE CARGA ( ESTADO MS DESFAVORABLE )TANQUE VACO, MURO QUE SE SOPORTA CON EL SUELO DIRECTAMENTE.P123.5Fsh'=1.167mP2H =2.95( considerado aereacion y tapa losa)h =2.5( nivel mximo del agua )Presiones sobre la pared :P1= g *h'KK=tag (45 - f / 2)f =15K=0.5887907065g =1.45T/m^3P1 =1.71T/m^2P2 = g *h'KK=tag (45 - f / 2)f =15K=0.5887907065g =1.45T/m^3P2 =2.99T/m^2Clculo del momento en la base :M =Fs*hT-m / mM=2.6205423133T-m / mClculo de la armadura :f'c =210Kg./cm2fy =4200Kg./cm2b =100cmespesro pared =20cmd =18cmw = 0.85 * (1-(1-(2.36* Ma) / ( 0.9* f'c *b*d^2))^0.5)w =0.0440647036r =w*f'c/fy12345678910r =0.0022032352100.78539816341.57079632682.35619449023.14159265363.9269908174.71238898045.49778714386.28318530727.06858347067.853981634r min=0.003333333121.13097335532.26194671063.39292006594.52389342125.65486677656.78584013187.9168134879.047786842310.178760197611.3097335529As = r b d141.53938040033.07876080054.61814120086.1575216017.69690200139.236282401610.775662801812.315043202113.854423602315.3938040026As =6.00cm2 / m162.01061929834.02123859666.03185789498.042477193210.053096491512.063715789814.074335088116.084954386418.095573684720.106192983As=4 f 14 @ 20 cmcm/m182.54469004945.08938009887.634070148210.178760197612.72345024715.268140296417.812830345920.357520395322.902210444725.4469004941As final =6.16cm^2/m203.14159265366.28318530729.424777960812.566370614415.707963267918.849555921521.991148575125.132741228728.274333882331.4159265359Calculo de la Armadura Transversal ( horizontal )0.166666666710.2As =ro min * b *dAs =6.0cm^2/100As = 4 f 14 mmAs final =6.16cm^2/mChequeo al CorteV = PL/3donde :V= Fuerza de corteV=3.4861316413T/mvu = 1.7*Vdonde :vu= Fuerza de corte ultimavu=5.9264237902T/mvp= 0.53 f'cdonde:vp = esfuerzo cortante permisiblevp =7.6804296755kg/cm^2Vu = vu / 0.85 *b *ddonde :Vu = esfuerzo cortante ultimoVu =3.8734796014kg/cm^2vp > Vu OK !PROFUNDIDADES HASTA 3 METROSCALCULO DE TAPASENTIDO X1.5m1.5mDeterminacion de CargasPeso Relleno= 1.50*3*1.504.5T/mPeso Propio = 0.15*1.0*2.4 =0.36T/ mAcabados = 0.03*1.0*2.1 =0.063T/mCarga Viva = 0.5 * 1.0 =0.5T/mW = 1.4D + 1.7 LDonde :W = Resitencia RequeridaD =Caraga muerta por mD =Caraga viva por mW = 1.4*(0.36+0.063 ) +1.7*0.5W =7.7422T/mCalculo de MomentosPara este calculo se utilizara los coeficientes de ACIW = 1.442 T/m1.5Mapoyos = W*L ^2/10Mclaros = W*L^2/14Mapoyo = 1.42*9.5^2/10Mapoyo=1.74T-mMclaros = 1.42*9.5^2/14Mb =1.24T-mCalculo de la ArmaduraMomento apoyosb =100cmd=18cmw = 0.85 * (1-(1-(2.36* Ma) / ( 0.9* f'c *b*d^2))^0.5)w=0.0290ro = w *f'c/fyro =0.0014514124ro min = 14/fyro min = 14/4200ro min =0.0033333333As = r * b *dAs =6cm2/mAs = 4 f 14 mmAs final =6.157521601cm ^2/mMomento clarosb =100cmd=18cmw = 0.85 * (1-(1-(2.36* M) / ( 0.9* f'c *b*d^2))^0.5)w=0.0206ro = w *f'c/fyro =0.0010315392ro min = 14/fyro min = 14/4200ro min =0.0033333333As = romin * b *dAs =6cm2/mAs = 4 f 114 mmAs final =6.157521601cm ^2/mChequeo al CorteV = PL/2V=5.80665T/mvu = 1.7*Vvu=9.871305Tvp= 0.53 f'cvp = 0.53 * 210vp =7.6804296755kg/cm^2Vu = vu / 0.85 *b *dVu =6.4518333333kg/cm^2vp > Vu OK !CALCULO DE LOSA DE FONDOSENTIDO X1.5m1.5mq =0.9kg/cm^2P=13.5t/m0.750.75Mapoyos = W*L ^2/10Mclaros = W*L^2/14Mapoyo=0.20T-mM claros =0.14T-mCalculo de la ArmaduraMomento apoyosb =100cmd=18cmw = 0.85 * (1-(1-(2.36* Ma) / ( 0.9* f'c *b*d^2))^0.5)w=0.0033ro = w *f'c/fydonde :ro = cuantia de acero estructuralro =0.0001661648ro min = 14/fyro min = 14/4200ro min =0.0033333333As = ro min * b *dAs =6cm2/mAs = 4 f 14 mmAs final =6.157521601cm ^2/mMomento clarosb =100cmd=18cmw = 0.85 * (1-(1-(2.36* M) / ( 0.9* f'c *b*d^2))^0.5)w=0.0024ro = w *f'c/fyro =0.0001186227ro min = 14/fyro min = 14/4200ro min =0.0033333333As = ro min* b *dAs =6cm2/mAs = 4 f 14 mmAs final =6.157521601cm ^2/mChequeo al CorteV = PL/2V=6.75T/mvu = 1.7*Vvu=11.475Tvp= 0.53 f'cvp = 0.53 * 210vp =7.6804296755kg/cm^2Vu = vu / 0.85 *b *dVu =7.5kg/cm^2vp > Vu OK !

Hoja2

Hoja1PLANILLA DE HIERROMARCADIAMETROTIPONUMERODIMENSIONESLONGLONGPESOABGPARCIALTOTALKGCOLECTOR NUMERO UNO ( 1.0X1.0 )10014C11221.350.21.751963.502372.7210112C11221.350.21.751963.501743.2210212I38411.40.612.004608.004091.0510314C2244.0000.350.20.751683.002033.7610414C1402.0001.350.21.752453.502964.84TOTAL13205.59COLECTOR NUMERO DOS (1.2X1.20 )10014C18101.550.21.953529.504265.1010112C18101.550.21.953529.503133.5410212I729.611.40.612.008755.207772.9910314C3620.0000.3650.20.772769.303346.4610414C2262.0001.550.21.954410.905330.19TOTAL23848.28COLECTOR NUMERO CINCO ( 1.5X1.2 )10014C6581.850.22.251480.501789.0610112C6581.850.22.251480.501314.4110212I313.611.40.612.003763.203341.0210314C1316.0000.3650.20.771006.741216.5610414C822.0001.550.21.951602.901936.97TOTAL9598.01COLECTOR NUMERO SEIS ( 1.5X1.50 )10014C11221.850.22.252524.503050.6410112C11221.850.22.252524.502241.2910212I460.811.40.612.005529.604909.2610314C2244.0000.4750.20.881963.502372.7210414C5170.0001.850.22.2511632.5014056.87TOTAL26630.78TOTAL ACERO DE REFUERZO 4200 KG/CM2 :73,282.66KGTOTAL HORMIGON 210 KG/CM2 :791.12M3