MEMORIADECLCULODELACIMENTACINDETORREAUTOSOPORTADAEBCPICHANAKIDISEODEZAPATARNE.060TATH=48.00m

1.0DATOSDECALCULO

A = 3.20 mB = 0.60 mC = 1.90 mD = 0.40 mE = 0.70 m

b1 = 1.60 m

2.0CARGASCOMBINACION1001 COMBINACION1001

Fx Fy Fz Mx My Fx Fy Fz Mx MyKN KN KN KNm KNm Ton Ton Ton Ton*m Ton*m

1205 12.89 15.06 198.25 1.26 0.22 1205 1.29 1.51 19.83 0.13 0.021215 12.89 15.06 198.26 1.26 0.22 1215 1.29 1.51 19.83 0.13 0.021235 46.02 0.00 498.61 0.00 2.75 1235 4.60 0.00 49.86 0.00 0.27

Result 71.80 0.00 102.10 0.01 1928.91 Result 7.18 0.00 10.21 0.00 192.89

COMBINACION1002 COMBINACION1002Fx Fy Fz Mx My Fx Fy Fz Mx MyKN KN KN KNm KNm Ton Ton Ton Ton*m Ton*m

1205 2.62 11.71 124.04 0.20 1.06 1205 0.26 1.17 12.40 0.02 0.111215 18.25 30.01 364.44 1.72 0.76 1215 1.83 3.00 36.44 0.17 0.081235 30.71 2.58 342.50 0.58 1.96 1235 3.07 0.26 34.25 0.06 0.20

Result 46.34 44.30 102.10 1171.03 1280.60 Result 4.63 4.43 10.21 117.10 128.06

COMBINACION1003 COMBINACION540Fx Fy Fz Mx My Fx Fy Fz Mx MyKN KN KN KNm KNm Ton Ton Ton Ton*m Ton*m

1205 7.51 19.44 220.54 0.69 1.24 1205 0.75 1.94 22.05 0.07 0.121215 17.90 31.39 374.97 1.65 0.97 1215 1.79 3.14 37.50 0.17 0.101235 22.58 3.12 256.53 0.70 1.50 1235 2.26 0.31 25.65 0.07 0.15

Result 32.97 53.95 102.10 1427.58 923.65 Result 3.30 5.39 10.21 142.76 92.36

COMBINACION1004 COMBINACION1004Fx Fy Fz Mx My Fx Fy Fz Mx MyKN KN KN KNm KNm Ton Ton Ton Ton*m Ton*m

1205 16.33 32.37 389.52 1.63 1.45 1205 1.63 3.24 38.95 0.16 0.151215 13.84 28.22 321.33 1.17 1.20 1215 1.38 2.82 32.13 0.12 0.121235 2.21 3.63 33.91 0.83 0.27 1235 0.22 0.36 3.39 0.08 0.03

Result 0.29 64.22 102.10 1704.05 0.55 Result 0.03 6.42 10.21 170.41 0.05

COMBINACION1005 COMBINACION1005Fx Fy Fz Mx My Fx Fy Fz Mx MyKN KN KN KNm KNm Ton Ton Ton Ton*m Ton*m

1205 22.40 39.03 478.51 2.23 1.30 1205 2.24 3.90 47.85 0.22 0.131215 5.84 17.90 180.59 0.30 1.16 1215 0.58 1.79 18.06 0.03 0.121235 19.54 3.58 195.82 0.80 0.94 1235 1.95 0.36 19.58 0.08 0.09

Result 36.10 60.51 102.10 1580.12 954.37 Result 3.61 6.05 10.21 158.01 95.44

COMBINACION1006 COMBINACION1006Fx Fy Fz Mx My Fx Fy Fz Mx MyKN KN KN KNm KNm Ton Ton Ton Ton*m Ton*m

1205 21.84 35.87 448.55 2.22 1.02 1205 2.18 3.59 44.85 0.22 0.101215 0.29 8.67 68.10 0.23 0.91 1215 0.03 0.87 6.81 0.02 0.091235 27.30 2.79 278.35 0.63 1.38 1235 2.73 0.28 27.83 0.06 0.14

Result 48.84 47.33 102.10 1238.59 1297.03 Result 4.88 4.73 10.21 123.86 129.70

COMBINACION1007 COMBINACION1007Fx Fy Fz Mx My Fx Fy Fz Mx MyKN KN KN KNm KNm Ton Ton Ton Ton*m Ton*m

1205 13.67 17.19 239.19 1.54 0.05 1205 1.37 1.72 23.92 0.15 0.001215 13.67 17.19 239.19 1.54 0.05 1215 1.37 1.72 23.92 0.15 0.001235 36.40 0.00 376.28 0.00 1.92 1235 3.64 0.00 37.63 0.00 0.19

Result 63.73 0.00 102.10 0.01 1703.60 Result 6.37 0.00 10.21 0.00 170.36

COMBINACION1008 COMBINACION1008Fx Fy Fz Mx My Fx Fy Fz Mx MyKN KN KN KNm KNm Ton Ton Ton Ton*m Ton*m

1205 0.29 8.67 68.10 0.23 0.91 1205 0.03 0.87 6.81 0.02 0.091215 21.84 35.87 448.54 2.22 1.02 1215 2.18 3.59 44.85 0.22 0.101235 27.30 2.79 278.35 0.63 1.38 1235 2.73 0.28 27.83 0.06 0.14

Result 48.84 47.331 102.1 1238.578 1297.034 Result 4.88 4.73 10.21 123.86 129.70

COMBINACION1009 COMBINACION1009Fx Fy Fz Mx My Fx Fy Fz Mx MyKN KN KN KNm KNm Ton Ton Ton Ton*m Ton*m

1205 5.84 17.90 180.59 0.30 1.16 1205 0.58 1.79 18.06 0.03 0.121215 22.40 39.03 478.51 2.23 1.30 1215 2.24 3.90 47.85 0.22 0.131235 19.54 3.58 195.82 0.80 0.94 1235 1.95 0.36 19.58 0.08 0.09

Result 36.10 60.51 102.10 1580.10 954.37 Result 3.61 6.05 10.21 158.01 95.44

A

CD

B

E

COMBINACION1010 COMBINACION1010Fx Fy Fz Mx My Fx Fy Fz Mx MyKN KN KN KNm KNm Ton Ton Ton Ton*m Ton*m

1205 13.84 28.22 321.32 1.17 1.20 1205 1.38 2.82 32.13 0.12 0.121215 16.33 32.37 389.51 1.63 1.45 1215 1.63 3.24 38.95 0.16 0.151235 2.21 3.63 33.91 0.83 0.27 1235 0.22 0.36 3.39 0.08 0.03

Result 0.29 64.22 102.10 1704.04 0.55 Result 0.03 6.42 10.21 170.40 0.05

COMBINACION1011 COMBINACION1011Fx Fy Fz Mx My Fx Fy Fz Mx MyKN KN KN KNm KNm Ton Ton Ton Ton*m Ton*m

1205 17.90 31.39 374.96 1.65 0.97 1205 1.79 3.14 37.50 0.17 0.101215 7.51 19.44 220.54 0.69 1.24 1215 0.75 1.94 22.05 0.07 0.121235 22.58 3.12 256.53 0.70 1.50 1235 2.26 0.31 25.65 0.07 0.15

Result 32.97 53.95 102.10 1427.57 923.65 Result 3.30 5.39 10.21 142.76 92.36

COMBINACION1012 COMBINACION1012Fx Fy Fz Mx My Fx Fy Fz Mx MyKN KN KN KNm KNm Ton Ton Ton Ton*m Ton*m

1205 18.25 30.01 364.44 1.72 0.76 1205 1.83 3.00 36.44 0.17 0.081215 2.62 11.71 124.04 0.20 1.06 1215 0.26 1.17 12.40 0.02 0.111235 30.71 2.58 342.50 0.58 1.96 1235 3.07 0.26 34.25 0.06 0.20

Result 46.34 44.30 102.10 1171.01 1280.60 Result 4.63 4.43 10.21 117.10 128.06

3.0PARAMETROSDELESTUDIODEMECANICADELSUELO

1.60 Pesoespecifico(Ton/m3)t 2.00 kg/cm2 20 Ton/m2 CapacidadadmisiblesegnEMSS/CVIVA 250.00 kg/m2

S/CCONFITILLO 190.00 kg/m2Qaneto 1.96 kg/cm2 19.56 Ton/m2 Capacidadportanteneta

4.0PESOSWconc=(AxAxB+(C+D)xExE)x2.40 17.45 TonWrellenoconconodeextraccion=(AxAExE)xCxt 43.02 TonWrellenosinconodeextraccion=(AxAExE)xCxt 25.01 Tont = Densidad terreno de relleno 1.35 Ton

5.0VERIFICACIONDEESTABILIDAD

5.1VerificacionalarrancamientoCOMBINACION1007

Fx Fy Fz Mx MyTon Ton Ton Ton*m Ton*m

1235 3.64 0.00 37.63 0.00 0.19

FuerzasresistentesPesotorre FZ*b1= 0.00 TonPesocimentacion Wconc= 17.45 TonPesoterrenorelleno Wrell= 43.02 Ton

FuerzasdevolcamientoArrancamientotorre FZ 37.63 Ton

Fresistentes/Fdesestabilizantes 1.61 > 1.25 SICUMPLE

5.0Verificacinalvolcamiento

Verificamoslaestabilidadalvolteo(torrezapata),escogemoslacombinacion1001convientoa0,quegeneralasmaximasfuerzasdecompresionenlazapata3ytraccionenlaszapatas1y2porloqueelconjuntotrataraderotarrespectoalejey.

COMBINACION1001Fx Fy Fz Mx MyTon Ton Ton Ton*m Ton*m

1 1205 1.29 1.51 19.83 0.13 0.022 1215 1.29 1.51 19.83 0.13 0.023 1235 4.60 0.00 49.86 0.00 0.27

S 4.80 distanciaentreejesdepedestalesA/2 1.60

Calculodelmomentodevolteo(Mvx)MvY=(Fz1+Fz2)*(A/2+L)Fz3*(A/2)+(Fx1+Fx2+Fx3)*(B+C+D)SeparacionentreejeS= 4.80 mL=S*sen(60)= 4.16 mBrazodepalancaHz= 2.90 m "Mvy= 169.31 Ton*m

Calculodelmomentoresistente(Mr)Mr=W1c,r*(A/2+L)+W2c,r*(A/2+L)+W3c,r*A/2Wc,r=concreto+relleno 42.46 TonMr= 556.80 Ton*m

Mresistentes/Mdestabilizantes 3.29 > 2.0 SICUMPLE

Y

Verificamoslaestabilidadalvolteo(torrezapata),escogemoslacombinacion1007(vientoa180)quegeneralasmaximasfuerzasdetraccionenlazapata3ycompresionenlaszapatas1y2porloqueelconjuntotrataraderotarrespectoalejey.

COMBINACION1007Fx Fy Fz Mx MyTon Ton Ton Ton*m Ton*m

1 1205 1.37 1.72 23.92 0.15 0.002 1215 1.37 1.72 23.92 0.15 0.003 1235 3.64 0.00 37.63 0.00 0.19

S 4.80 m distanciaentreejesdepedestalesA/2 1.60 m

Calculodelmomentodevolteo(Mvx)MvY=Fz3*(L+M)(Fz1+Fz2)*M+(Fx1+Fx2+Fx3)*(B+C+D)SeparacionentreejeS= 4.80 mL=S*sen(60)= 4.16 mM 2.19 mBrazodepalancaHz= 2.90 mMvy= 152.54 Ton*m

Calculodelmomentoresistente(Mr)Mr=W1c,r*M+W2c,r*M+W3c,r*(L+M)Wc,r=concreto+relleno 42.46 TonMr= 455.46 Ton*m

Mresistentes/Mdestabilizantes 2.99 > 2.0 SICUMPLE

6.0VERIFICACIONDELACAPACIDADPORTANTE

COMBINACION1001Fx Fy Fz Mx MyTon Ton Ton Ton*m Ton*m

1235 4.60 0.00 49.86 0.00 0.27

max=P/A+Fy*(B+C+D)*c/Iy+Mx*C/Ix 11.51 Ton/m2 < 19.56 Ton/m2 SICUMPLEmin=P/A+P*eg*c/IFx*b2*c/IyMy*C/Iy 6.52 Ton/m2c=A/2 = 1.6 mIx=Iy=A*A3/12 8.74 m4

7.0ANALISISYDISEOZAPATA

X1= 1.250 Q1: 9.56 Ton/m2

X2= 1.95 Q2: 0.00 Ton/m2

m=x+d 1.20 m 1)Lv voladizo 1.25 mn=y+d 1.20 m 2)hz altura 0.60 mb0=2*(m+n) 4.80 m 3)d peralte 0.50 m

4)Azapata area 10.24 m2

7.1 AnalisisdecorteporpunzonamientoPesobloquedeZapata Wconcreto+Wrelleno 60.47 Ton ResistenciaalCortanteporPunzoniamentoCargafactoradaultima Pu=1.25*(Wconc+Wrell+Fz) 169.42 Ton f'c 210 kg/cm2Vux=1.25*Fx 5.75 Ton fy 4200 kg/cm

2

Vuy=1.25*Fy 0.00 TonMux=1.25*(Fy*(B+C+D)+1.25*Mx 0.00 Ton*m Vcd=1.06*f'c*b0*d 368.66 TonMuy=1.25*Fx*(B+C+D)+1.25*My 17.60 Ton*m vcd=0.53*(1+2/c)*f'c*b0*d 552.99 TonWnu=Pu/(A*A)Mux*c/IxMuy*c/Iy 13.32 Ton/m2 vcd=0.27*(2+.d/b0)*f'c*b0*d 579.08 TonWnu=Pu/(A*A)+Mux*c/Ix+Muy*c/Iy 19.77 Ton/m2

c=A/2 1.6 m c=Dmayor/DmenorVud!

7.2 AnalisisdecortanteenSeccionCritica

Lvd= 0.75 mmax= 11.51 Ton/m2Ld= 10.34 Ton/m2prod 10.93 Ton/m2 f'c 210 kg/cm2V1=1.25*prod*A*(Lvd) 32.78 Ton fy 4200 kg/cm2Vc=0.53*f'c*b0*d 122.89 ton !CUMPLEVc>V1,V2!

hz

Lv

seccio

n critic

ay n

mx

A

B Q1 Q2X1 X2

7.3 AnalisisdeflexionenSeccionCritica

max= 11.51 Ton/m2x1= 9.56 Ton/m2prom= 0.00 Ton/m2 Mn>Mu,diseo:Mn=Mu/ = 0.9

Mu 1.25*1/2*prom*ALv2 0.00 Ton*mAs,min=0.0020*A*hzNormaE0.60RNE9.7.2 38.4 cm2

As=Mu//fy/(da/2) a=As*fy/0.85/f'c/A pulg cm Areacm23.00 cm2 0.22 pulg 3/4 1/2 1.27 1.270.00 cm2 0.00 Areacm2 1.27 5/8 1.59 1.980.00 cm2 0.00 n 31 3/4 1.91 2.850.00 cm2 0.00 s(cm) 10 1 2.54 5.070.00 cm2 0.000.00 cm2 0.00 Acerocorrugado3/4"@0.20doblemalla

COLUMNA

COMBINACION1001Fx Fy Fz Mx MyTon Ton Ton Ton*m Ton*m

1235 4.60 0.00 49.86 0.00 0.27

7.4 VerificaciondelaColumnaporaplastamiento RNE0.601017.1

factordereduccionresistencia 0.7Pesocolumna Pcol=E*E*(C+D) 2.70 TonCargaUltima Pu=1.25*(Wconc+ped)+Fz)= 65.71 Ton f'c 210 kg/cm2SeccionColumna b*D=1,1Pu/0,3/f'c 1147.27 cm2 fy 4200 kg/cm2 !CUMPLESECCION!Resdeaplastamiento *(0.85*f'c*E*E) 612.26 Ton

7.5 VerificaciondelaColumnacomoVigaenVoladizoVux=1.25*Fx 5.75 TonVuy=1.25*Fy 0.00 TonMux=1.25*(Fy*(C+D)+Mx) 0.00 Ton*mMuy=1.25*(Fx*(C+D)+My) 13.57 Ton*md 0.50 mLv 2.30 m

Mdiseo=max(Mux;Muy) 13.57 Ton*mAsmin=0.010*B*B normaE.0.60RNE10.9.1 49.00 cm2

As=Mu//fy/(da/2) a=As*fy/0.85/f'c/E pulg cm Areacm24.00 cm2 1.34 pulg 3/4 1/2 1.27 1.299.36 cm2 3.15 Areacm2 1.29 5/8 1.59 1.989.53 cm2 3.20 n 38 3/4 1.91 2.859.54 cm2 3.21 1 2.54 5.079.54 cm2 3.219.54 cm2 3.21

VerificaciondeldiagramadeinteraccioncompresinenlacolumnaFz= 65.71 Ton Vu= 5.75 Ton Mu= 13.57 Ton*m

Verificaciondeldiagramadeinteraccioncontracciondelacolumna

COMBINACION2012NUDO1905Fx Fy Fz Mx MyTon Ton Ton Ton*m Ton*m3.64 0.00 37.63 0.00 0.19

1.25 4.55 0.00 47.03 0.00 0.24

Fz= 47.03 Ton Vu= 4.55 Mu= 10.46

acerocorrugado3/4"6piezasporcara

hz

Iv

seccion critica

a t

Iv

7.6 DiseodeestribosenPedestales

Ag = 4900 cm2 f'c 210 kg/cm2

d 60.00 cm fy 4200 kg/cm2

Vu=1.25*max(Fx,Fy)= 5.75 TonNu=Fz 62.33 ton

ResistenciaproporcionadaporelconcretoconcompresionaxialVc=0.53*f'c*(1+Nu/(140*Ag))*bw*d 35.19 Ton !CUMPLESECCION!

SespaciamientominimoE.06011.5.5.1= 60 cmd/2= 25 cms(asumido)= 20 cm

S:separacinestribos 20 cmAnchodecolumna 70 cm

CuantaminimaporCorteAvmin=3.5*bw*s/fy= 1.17 cm2

ResistenciaproporcionadaporelrefuerzoVs=Av*fyt*d/s 14.70 Ton

Resistenciaalcortantepulg cm Areacm2

Vn=Vc+Vs= 49.89 Ton pulg 3/8 1/4 0.64 0.32= 0.85 Areacm2 1.29 3/8 0.95 0.71*Vn 42.4 Ton n 1 1/2 1.27 1.29*Vn>Vu CUMPLE 1 2.54 5.07

Acerocorrugado3/8"@0.20

8.0 CALCULODELANCLAJEENLABASESerealizalaverificaciondelospernosdeanclajeconlacombinacindevientoparacargasfactoradas.

COMBINACION1007Fx Fy Fz Mx MyTon Ton Ton Ton*m Ton*m3.64 0.00 37.63 0.00 0.19

1.6 5.82 0.00 60.20 0.00 0.31

VerificacionsegnNormaACI31811

Tipoperno SAE1045Pernoequivalente:pulg. 1+1/2"Areatotaldelpernodeanclaje 11.4 cm2npernosdeanclajeequiv.alperfilEA6x6x1/2" 6areaefectivadelperno Aef 8.55 cm2distanciabordepernodir"x" C1 17.5 cmdistanciabordepernodir"y" C2 17.5 cmResistenzaultimadelanclajefu 6550 kg/cm2Res.acompresiondelconcretof'c 210 kg/cm2Fmax 10034 kg

Traccionenunanclaje(D.5.1.2) Nsa=Aef*fu= 56002.5 kg Nsa= 42002 kg > Nda= 6271 kg CUMPLECortanteenunanclaje(D.6.1.2.b) Vsa=0.6*Aef*fu= 33601.5 kg Vsa= 21841 kg > Vda= 607 kg CUMPLE

8.1 ResistenciaalarrancamientodelconcretoA1 70 cm e'N 0.00A2 70 cm ec,N 1.00cmin 17.5 cm ed,N 0.74hefminimadelanclaje 100 cm c,N 1.25ANC= 50250 cm2 c,N 1ANC0=9*hef2 90000 cm2Nb=24*f'c0.5*hef1.5 347793 kg*Ncbg=*Anc/Anc0*ec,N*ed,N*c,N*cp,N*Nb= 199816 kg > Fu= 10034 kg CUMPLE

9.0CONCLUSIONESa.Lazapatacumpleconlaspresionestramitidasalterreno,lascualesresultaninferioresalacapacidadportantesegnEMS.

b.Lazapatacumpleconlaresistenciaalasfuerzasinternas(Corteyflexion).

c.Lazapatacumpleconlaresistenciaalasfuerzasexternas(estabilidad).

d.LosanclajesdelazapatacumplenconlosrequerimientosdelanormativaACI31811