Cimentaciones Exam

Hoja 4 (2)Sol: zapata aislada

f'c=210kg/cm20.4mfy=4200kg/cm2t=2kg/cm20.6m%=10%hmin=60cmopcionalcargas

Pm=140TnMm=8Tn-mPv=60TnMv=3Tn-mPs=10TnMs=2Tn-m

a) Predimencionamientoa.1) Teniendo en cuenta la presin del sueloPor esfuerzot=18Tn/m2Pt=200Tn%=10%Por geometraL-B=0.20mB3.397mL 3.597ma.2) Teniendo en cuenta las cargas de sercicio (sin sismo)Por esfuerzot=18Tn/m2Pt=200Tn%=10%M=11Tn-mPor geometraL-B=0.20mB3.535mL 3.735ma.3) Teniendo en cuenta las cargas de sercicio (con sismo)Por esfuerzots=24Tn/m2Pt=208Tn%=10%M=12.6Tn-mPor geometraL-B=0.20mB3.138mL 3.338ma.3) Dimensin finalB3.535mL 3.735mPor lo tanto:B=3.60mL =3.80ml=1.60mA=13.68m2b) Dimencionamiento en elevacinb.1) CombinacionescombP1uM1uminmax129816.322.08125.843226015.7519.08922.724324011.7517.94220.65441369.29.87411.99851165.28.7279.928

se disear con la comb 1u1=25.843Tn/m2b.2) Resistencia requeridacomb1:Pu=298TnMu=298Tn-mmx=25.843Tn/m2min=22.081Tn/m2u=23.962Tn/m21.- Determinacin del peralte usandou=23.962Tn/m2Corte por punzonamiento

s=40v1=358.103Tnd=0.494mmenorv2=354.848Tnd=0.550mv3=363.095Tnd=0.400mvc=354.848Tnd=0.550md=0.600m2.- Verificacin de corte por flexin* Direccin x-x...CUMPLE!!d=24.853Tn/m2...NO CUMPLE!!u=25.348Tn/m2Vu=91.254TnVc=141.013Tn...CUMPLE!!* Direccin y-y

u=23.962Tn/m2Vu=91.056TnVc=148.847Tn...CUMPLE!!Longitud de desarrolloAb=5.10cm2Ab=5.10cm2db=2.54cm2db=2.54cmld=88.687cmld=58.893cm64.008cm42.672cm30cm20cmld=0.887mld=0.589m

d=0.887md=0.600md=0.887md=0.600m

Tomamos:d=0.60md) Diseo del acero de refuerzo por flexin* Direccin Lb=1mo=24.259Tn/m2Mu=32.404Tn-mAs=14.712cm21.60.61.6Asmin=10.8cm2...CUMPLE!!PonerAs=14.712cm2* Direccin Bb=1m=23.962Tn/m2Mu=30.671Tn-mAs=13.903cm21.60.41.6Asmin=10.8cm2...CUMPLE!!PonerAs=13.903cm2Asfranja central=13.527cm251.402cm2Asresto=0.376cm21.428cm2por metroen toda la longitud

Hoja 4 (3)Sol: zapata aislada

f'c=210kg/cm20.3mfy=4200kg/cm2t=4kg/cm20.7m%=5%factor suelo CM+CV1.6para u para el cculoFactor suelo CM+CV+ CS1.25del peraltehmin=60cmopcionalcargas

Pm=150TnMm=20Tn-mPv=90TnMv=10Tn-mPs=18TnMs=30Tn-m

a) Predimencionamientoa.1) Teniendo en cuenta la presin del sueloPor esfuerzot=36Tn/m2Pt=240Tn%=5%Por geometraL-B=0.40mB2.453mL 2.853ma.2) Teniendo en cuenta las cargas de sercicio (sin sismo)Por esfuerzot=36Tn/m2Pt=240Tn%=5%M=30Tn-mPor geometraL-B=0.40mB2.738mL 3.138ma.3) Teniendo en cuenta las cargas de sercicio (con sismo)Por esfuerzots=48Tn/m2Pt=254.4Tn%=5%M=54Tn-mPor geometraL-B=0.40mB2.602mL 3.002ma.3) Dimensin finalB2.738mL 3.138mPor lo tanto:B=2.75mL =3.15ml=1.23mA=8.6625m2b) Dimensionamiento en elevacin b.1) Determinacin de u aproximadoEsfuerzo por cargas de servicio (sin sismo)Pt=240Tn%=5%M=30Tn-m=35.687Tn/m2

Esfuerzo por cargas de servicio (con sismo)Pt=254.4Tn%=5%M=54Tn-m=42.710Tn/m2

Eleccin del esfuerzo amplificadou= mayor57.100Tn/m253.388Tn/m2u= 57.100Tn/m2b.2) Resistencia requeridau=57.100Tn/m21.- Determinacin del peralte usandou=57.100Tn/m2Corte por punzonamiento

s=40v1=487.924Tnd=0.700mmenorv2=491.305Tnd=0.678mv3=519.317Tnd=0.486mvc=487.924Tnd=0.700md=0.700m2.- Verificacin de corte por flexin* Direccin x-x...CUMPLE!!...NO CUMPLE!!u=57.100Tn/m2Vu=82.438TnVc=125.671Tn...CUMPLE!!* Direccin y-y

u=57.100Tn/m2Vu=94.429TnVc=143.950Tn...CUMPLE!!Longitud de desarrolloAb=5.10cm2Ab=5.10cm2db=2.54cm2db=2.54cmld=88.687cmld=58.893cm64.008cm42.672cm30cm20cmld=0.887mld=0.589m

d=0.887md=0.700md=0.887md=0.700m

Tomamos:d=0.70md) Diseo del acero de refuerzo por flexin* Direccin Lb=1mo=57.100Tn/m2Mu=42.843Tn-mAs=16.658cm21.2250.71.225Asmin=12.6cm2...CUMPLE!!PonerAs=16.658cm2* Direccin Bb=1m=57.100Tn/m2Mu=42.843Tn-mAs=16.658cm21.2250.31.225Asmin=12.6cm2...CUMPLE!!PonerAs=16.658cm2Asfranja central=15.529cm248.915cm2Asresto=1.129cm23.557cm2por metroen toda la longitudAsresto/2=1.779cm2

Hoja13.DISEO DE PANTALLAt1=0.25mt2=0.6mr=7cm3.1.ACERO VERTICAL: hp=8.6mKa=0.33Ws/C=0.25Tn/m2s=1.8Tn/m3FRANJASHi(m)Eactivo(Tn)EaS/C(Tn)M(Tn-m/m)Mu(Tn-m/m)ti(m)d(m)a(cm)Vui(tn)Vcverificacin...CUMPLE!!12.8672.4410.2372.6714.5410.3670.2970.9694.55119.367...CUMPLE!!...NO CUMPLE!!25.7339.7630.47320.01434.0230.4830.4135.48817.40126.984...CUMPLE!!38.60021.9660.71066.020112.2350.6000.53015.42738.54934.600...NO CUMPLE!!As(cm2)Asmin(cm2)As usar(cm2)espaciamiento 3/4(cm)espaciamiento a usar (cm) 4.1174.4504.45063.82040Smax=1.823.3256.20023.32512.17640404065.5647.95065.5644.33210d=0.75mMu=179.700Tn-m16.7948587432b=1mfc=210kg/cm2fy=4200kg/cm2As=71.378DISEO DE LA PUNTAqmx=28.168P=0.8mtb=0.7mT=3.7mqmin=2.432Tn/m2B=5.2mhrelleno=0.6mhz=0.6md=0.53m*PARA X=P=0.8mq1=24.209Tn/m2*PARA X=P+tb=1.5mq2=20.744Tn/m2wu2=3.528Tn/mVu=32.794Tn...CUMPLE!!Vc=34.600TnMu=13.476Tn-mAs=6.830cm2Asmin=10.8cm2Asmin/2=5.4cm2DISEO DEL TALONhp=8.6mwu1=24.113Tn/mVu1=16.329Tn...CUMPLE!!Vc=34.600TnMu=-65.724Tn-m65.724Tn-mAs=35.623cm2parte superiorAsmin=10.8cm2Asmin/2=5.4cm2

Hoja3Sol: zapata combinada4.5mf'c=210kg/cm2fy=4200kg/cm2L1=5m0.6m0.5m0.5m0.5mcargasC-1C-2Pm=140TnMm=0Tn-mPm=245TnMm=0Tn-mPv=60TnMv=0Tn-mPv=120TnMv=0Tn-mPs=12.5TnMs=0Tn-mPs=10TnMs=0Tn-ma) Determinacin del C.G. esttico y dimencionamiento en plantaDeterminacin del C.G. esttico (cargas de servicio)MR=O:X=3.199me=0.699mR=583TnP1=210TnP2=373TnM1=0Tn-mM2=0Tn-mDimensionamiento en planta*Posicin inicial%=10%t=3kg/cm2ts=36Tn/m2con o sin sismom0.915mm=1.100mMULTIPLO DE DIEZ*correccin por torsinm1=0.216mm2=1.614mB=2.430mL=7.330m

B=2.8mL=7.7mm1=0.4010.4mb) verificacinm2=1.7991.8m7.7...CUMPLE!!carga viva y muerta...CUMPLE!!R=565Tn...NO CUMPLE!!M=-17.581Tn-mact=28.191Tn/m2...CUMPLE!!carga viva, muerta y sismoR=583TnM=-0.000Tn-mact=29.745Tn/m2...CUMPLE!!c) verificacin por punzonamientocombP1uM1uP2uM2uRuMuumaxumin129805470845.000-31.87040.34538.0412262.50466.250728.750-0.00033.80133.801B=2.800m3237.50446.250683.750-43.95433.30230.125L=7.700m4138.50230.50369.00027.92018.12416.106x=3.199m5113.50210.50324.000-16.03315.60714.448Y=1.801mse disear con la comb 1umax=40.345Tn/m2C-1s=40v1=308.562Tnd=0.392mmenorv2=300.679Tnd=0.477mv3=311.079Tnd=0.364mvc=300.679Tnd=0.477mC-2s=40v1=588.170Tnd=0.580mmenorv2=569.953Tnd=0.745mv3=593.931Tnd=0.522mvc=569.953Tnd=0.745mTomamosd=0.800md) Corte por flexin a "d" de la cara1) Direccin larga:R1R2R1=111.8360.65m5m2.05mR2=198.8190.250.250.250.2540.345Tn/m21.051.051.051.050.44.51.80.50.5116.1127.726.224106.02616.13873.750-16.138

-43.250-85.612-75.525-40.345-72.6212.122m-82.707Vu=206.501TnVc=146.235Tn...NO CUMPLE!!2) Direccin largaR=112.965Tn0.250.2540.345Tn/m21.41.4m1.051.0556.48346.39614.121

-14.121-46.396-56.483Vu=108.729TnVc=402.147Tn...CUMPLE!!e) Diseo del refuerzo en flexin1) Direccin larga:b=1mAsmin=14.4cm2(-)DMF(Tn-m)(+)-82.3113.22865.35957.007

-11.61984.7748.523M1(+)=3.228Tn-mcalculadoAs(+)=1.069cm2ponerAs(+)=14.400cm2M2(+)=65.359Tn-mcalculadoAs(+)=22.348cm2ponerAs(+)=22.348cm2M(-)=-82.311Tn-mcalculadoAs(+)=28.406cm2ponerAs(+)=28.406cm2si no hay momento negativo5/8''@0.30m(agrietamiento)2) Direccin corta:b=1mAsmin=14.4cm226.67826.678

39.538

M(+)=26.678Tn-mcalculadoAs(+)=8.940cm2ponerAs(+)=14.400cm2

P1P2M2M1RL1/2XL1

Hoja3 (2)Sol: zapata combinadaL.P.4mf'c=210kg/cm2fy=4200kg/cm2L1=4.5m0.6m0.6m0.4m0.6mcargasC-1C-2Pm=45TnMm=0Tn-mPm=91TnMm=0Tn-mPv=22TnMv=0Tn-mPv=46TnMv=0Tn-mPs=10TnMs=5Tn-mPs=8TnMs=9Tn-ma) Determinacin del C.G. esttico y dimencionamiento en plantaDeterminacin del C.G. esttico (cargas de servicio)

%=15%t=1.5kg/cm2ts=13.5Tn/m2con o sin sismoX=3.222m0.2L=6.444mR=204.000TnB2.697mB=2.70m4.7mL=6.45mL=6.450m

P1=67TnP2=137TnM1=0Tn-mM2=0Tn-mb) verificacincarga viva y muerta...CUMPLE!!R=204Tn...NO CUMPLE!!M=0.600Tn-mact=13.503Tn/m2...CUMPLE!!carga viva, muerta y sismots=18Tn/m2R=218.4TnM=4.160Tn-m

act=14.644Tn/m2...CUMPLE!!

R=218.4TnM=26.560Tn-m


R=189.6TnM=-25.360Tn-m


R=189.6TnM=-2.960Tn-m


c) verificacin por punzonamientocombP1uM1uP2uM2uRuMuumaxumin1100.40205.60306.0000.45017.59517.547293.755179.259273.0005.20015.95415.398B=2.700m373.75-5163.25-9237.000-3.70013.80713.411L=6.450m450.5589.99140.4006.1608.3917.733530.5-573.9-9104.400-2.7406.1415.848se disear con la comb 1umax=17.595Tn/m2C-1s=30v1=107.932Tnd=0.209mmenorv2=107.093Tnd=0.237mv3=107.551Tnd=0.221mvc=107.093Tnd=0.237mC-2s=40v1=226.031Tnd=0.275mmenorv2=222.318Tnd=0.372mv3=225.122Tnd=0.300mvc=222.318Tnd=0.372mTomamosd=0.372m0.50md) Corte por flexin a "d" de la cara1) Direccin larga:R1R2R1=37.1990.24.5m1.75mR2=76.2890.20.20.30.317.595Tn/m20.70.70.80.841.4500.40.645.4986.4503.51940.2190.00031.422-8.798

-21.363-33.680-30.161-16.715-25.5131.914m-30.791Vu=84.839TnVc=88.133Tn...CUMPLE!!2) Direccin largaR=47.507Tn0.30.317.595Tn/m21.351.35m0.80.823.75318.4759.677

-9.677-18.475-23.753Vu=62.419TnVc=210.540Tn...CUMPLE!!e) Diseo del refuerzo en flexin1) Direccin larga:b=1mAsmin=9cm2(-)DMF(Tn-m)(+)0.000-31.88318.49714.085

-6.03226.9420.352M1(+)=0.000Tn-mcalculadoAs(+)=0.000cm2ponerAs(+)=9.000cm2M2(+)=18.497Tn-mcalculadoAs(+)=10.023cm2ponerAs(+)=10.023cm2M(-)=-31.883Tn-mcalculadoAs(+)=17.598cm2ponerAs(+)=17.598cm2si no hay momento negativo5/8''@0.30m(agrietamiento)2) Direccin corta:b=1mAsmin=9cm29.6999.699

16.034


P1P2M2M1Re1Xe2=

Hoja3 (3)Sol: zapata combinada3mf'c=210kg/cm2fy=4200kg/cm2L1=3.4m0.4m0.6m0.4m0.4mcargasC-1C-2Pm=90TnMm=6Tn-mPm=120TnMm=7Tn-mPv=50TnMv=3Tn-mPv=65TnMv=3.5Tn-mPs=10TnMs=6Tn-mPs=12TnMs=7Tn-ma) PredimencionamientoDeterminacin del C.G. esttico (cargas de servicio)MR=O:X=1.995me=0.295mR=325TnP1=140TnP2=185TnM1=9Tn-mM2=10.5Tn-mDimensionamiento en planta*Posicin inicial%=8%t=2kg/cm2ts=18Tn/m2con o sin sismom1.248mm=1.300mMULTIPLO DE DIEZ*correccin por torsinm1=0.953mm2=1.544mB=3.097mL=6.297m

B=3.2mL=6.4mm1=1.0051mb) verificacinm2=1.5951.6m6.4...CUMPLE!!carga viva y muerta...CUMPLE!!R=325Tn...NO CUMPLE!!M=-0.000Tn-mact=17.139Tn/m2...CUMPLE!!carga viva, muerta y sismots=24Tn/m2R=342.6TnM=-7.921Tn-mact=18.429Tn/m2...CUMPLE!!c) verificacin por punzonamientocombP1uM1uP2uM2uRuMuumaxumin121113.5278.515.75489.5000.59123.92823.874218517.25243.2520.125428.250-9.90221.36420.457B=3.200m31655.25219.256.125384.2509.90219.21518.309L=6.400m49111.412013.3211.000-11.67410.8379.768x=1.995m571-0.696-0.7167.0008.1298.5267.782Y=1.405mse disear con la comb 1umax=23.928Tn/m2C-1s=40v1=232.956Tnd=0.337mmenorv2=228.299Tnd=0.442mv3=233.604Tnd=0.321mvc=228.299Tnd=0.442mC-2s=40v1=303.006Tnd=0.441mmenorv2=300.206Tnd=0.492mv3=306.880Tnd=0.365mvc=300.206Tnd=0.492mTomamosd=0.500md) Corte por flexin a "d" de la cara1) Direccin larga:R1R2R1=63.0581.2m3.4m1.8mR2=90.0830.20.20.20.223.928Tn/m20.70.70.70.7131.60.40.447.0126.428.71442.22723.92830.26211.964

-17.594-34.344-29.559-26.321-38.2851.435m-43.071Vu=96.840TnVc=104.454Tn...CUMPLE!!2) Direccin largaR=76.571Tn0.20.223.928Tn/m21.61.6m0.70.738.28533.50021.536

-21.536-33.500-38.285Vu=137.828TnVc=208.908Tn...CUMPLE!!e) Diseo del refuerzo en flexin1) Direccin larga:b=1mAsmin=9cm2(-)DMF(Tn-m)(+)-7.41911.96430.62829.840

10.83838.76417.228M1(+)=11.964Tn-mcalculadoAs(+)=6.427cm2ponerAs(+)=9.000cm2M2(+)=30.628Tn-mcalculadoAs(+)=16.876cm2ponerAs(+)=16.876cm2M(-)=-7.419Tn-mcalculadoAs(+)=3.962cm2ponerAs(+)=9.000cm2si no hay momento negativo5/8''@0.30m(agrietamiento)2) Direccin corta:b=1mAsmin=9cm223.45023.450

30.628


P1P2M2M1RL1/2XL1

Hoja 4Sol: zapata conectadaL.P.4mf'c=210kg/cm2fy=4200kg/cm2L'=4.5m0.6m0.6m0.4m0.6mcargasC-1C-2Pm=45TnMm=0Tn-mPm=91TnMm=0Tn-mPv=22TnMv=0Tn-mPv=46TnMv=0Tn-mPs=10TnMs=5Tn-mPs=8TnMs=9Tn-mI) PredimencionamientoZapata exteriorPt=67Tn%=15%t=1.5kg/cm2ts=13.5Tn/m2con o sin sismom1.340mm=1.400mMULTIPLO DE DIEZB1=3.40mL1=1.80mZapata interiorPt=137Tn%=15%t=1.5kg/cm2ts=13.5Tn/m2con o sin sismom1.408mm=1.500mMULTIPLO DE DIEZB2=3.60mL2=3.60m

e=0.7mII) Verificacin de las dimensiones en plantaa) Verificacin por gravedadP1=67TnP2=137TnM1=0Tn-mM2=0Tn-m20.55Tn10.05TnR1=87.472TnR2=147.128Tn1=14.293Tn/m2...CUMPLE!!2=11.352Tn/m2...CUMPLE!!

a) Verificacin por sismots=18Tn/m2P1=75TnP2=143.4TnM1=4Tn-mM2=7.2Tn-m20.55Tn10.05TnR1=94.228TnR2=154.772Tn1=15.397Tn/m2...CUMPLE!!...CUMPLE!!2=11.942Tn/m2...CUMPLE!!...NO CUMPLE!!III) Dimensionamiento en elevacincombP1uM1uP2uM2uRu1Ru2u1u21100.40205.60116.018189.98218.95714.659e=0.7m293.755179.259105.222167.77817.19312.946B1=3.400m373.75-5163.25-988.333148.66714.43411.471L1=1.800m450.5589.9955.24485.1569.0276.571B2=3.600m530.5-573.9-938.35666.0446.2675.096L2=3.600mse disear con la comb 1u1=18.957Tn/m2u2=14.659Tn/m2A) Zapata exteriorCorte por punzonamiento

s=30v1=124.744Tnd=0.331mmenorv2=123.723Tnd=0.375mv3=126.122Tnd=0.269mvc=123.723Tnd=0.375md=0.6mcorte por flexin

* Direccin L

Vu=51.563TnVc=133.179Tn...CUMPLE!!* Direccin BVu=27.298TnVc=70.506Tn...CUMPLE!!Longitud de desarrolloAb=5.10cm2Ab=5.10cm2db=2.54cm2db=2.54cmld=88.687cmld=58.893cm64.008cm42.672cm30cm20cmld=0.887mld=0.589md=0.887md=0.600md=0.80mB) Zapata exteriorCorte por punzonamiento

s=40v1=210.732Tnd=0.261mmenorv2=207.800Tnd=0.354mv3=209.908Tnd=0.288mvc=207.800Tnd=0.354md=0.300mcorte por flexin* Direccin LVu=63.327TnVc=70.506Tn...CUMPLE!!* Direccin BVu=63.327TnVc=70.506Tn...CUMPLE!!Longitud de desarrolloAb=5.10cm2Ab=5.10cm2db=2.54cm2db=2.54cmld=88.687cmld=58.893cm64.008cm42.672cm30cm20cmld=0.887mld=0.589md=0.887md=0.589md=0.80m

Tomamos:d=0.887m0.80mIV) Diseo del acero de refuerzo por flexinA) Zapata exterior* Direccin Lb=1mMu=18.578Tn-mAs=6.200cm2Asmin=14.4cm2poner Asmin0.41.40PonerAs=14.400cm2

u1

* Direccin Bb=1mMu=18.578Tn-mAs=6.200cm21.40.61.4Asmin=14.4cm2poner AsminPonerAs=14.400cm2 u1B) Zapata exterior* Direccin Lb=1mMu=16.492Tn-mAs=5.498cm21.50.61.5Asmin=14.4cm2poner AsminPonerAs=14.400cm2 u2* Direccin Bb=1mMu=16.492Tn-mAs=5.498cm21.50.61.5Asmin=14.4cm2poner AsminPonerAs=14.400cm2 u2V) Diseo de la viga de cimentacincomb 1Pu1=100.4TnPu2=205.6TnMu2=0Tn-mMu1=0R1=116.018TnR2=189.982Tn15.61815.6180.74.50.000

-100.4-100.4-70.28

0.000

0Dimencionamiento

h=0.643m0.80md=0.75mb=0.40mpmax=0.0159pmin=0.0024As=27.827cm2p=0.0093OKh=1.00md=0.95mb=0.50mpmax=0.0159pmin=0.0024As=20.625cm2p=0.0043OK

P1Pp1=P2Pp2=M1M2P1Pp1=P2Pp2=M1M2

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Cimentaciones Exam