P. CuadradoDATOSqm =50.00 tonMm =5.00 ton-mqv =10.00 tonMv =0.20 ton-mqs =2.00 tonMs =7.00 ton-mCapacidad del sueloqadm =20.00 ton/m2Profundidad de excavacin =1.50 mCargas de Servicio
Ing. Gerardo Meja: Las CARGAS DE SERVICIO, se disea para el suelo.Cargas MayoradasChequeo por CortePT =62.00 tonCARGAMOMENTOMT =12.20 ton-m176.00 ton6.32 ton-m270.00 ton7.00 ton-mrea del Plinto372.00 ton13.20 ton-mA =6.20 m2447.00 ton11.50 ton-mdPmx =76.00 ton0.35 m0.70 mFactor =2.00Mmx =13.20 ton-m

Dimensiones del PlintoEsfuerzo del SueloL =2.49 mmx =17.23 ton/m2Asumido2.50 m7.09 ton/m2V =14.39 ton/m2v =27.67 tonrea final =6.25 m21 =14.59 ton/m23 =16.59 ton/m2vcorta. =4.52 kg/cm29.73 ton/m26.45 ton/m2v < vadm.___OK.Relleno =18.75 tonvadm. =7.68 kg/cm2peso especfico suelo =2.00 t/m32 =13.89 ton/m24 =11.94 ton/m28.51 ton/m23.10 ton/m2Presin Bruta del SueloPbs =17.60 ton/m2Cheque a Flexin8.24 ton/m2d =0.35 m

Presin Neta del SueloPNT =14.60 ton/m20.400.75 m5.24 ton/m20.40

1.05 m

0.18 m0.88 m

2.50 mflexin =12.97 ton/m2rea =1.42 m2M =21.79 ton-mXg =0.3590 mVariacin =4.06 t/m3As =18.68 cm2Asmn =29.17 cm2fy =4200.00 kg/cm2Chequeo por Punzonamientopunzon. =15.77 ton/m2Ast =15.75 cm2

V =22.43 tonv =12.21 kg/cm2v < vadm.____OK. En caso contrario, cambiar el valor de d f'c =210.00 kg/cm2vadm. =14.49 kg/cm2

P. RectangularDATOSqm =190.00 tonMm =95.00 ton-mqv =160.00 tonMv =85.00 ton-mqs =1.00 tonMs =6.00 ton-mCapacidad del sueloqadm =26.00 ton/m2Profundidad de excavacin =1.60 mCargas de Servicio
Ing. Gerardo Meja: Las CARGAS DE SERVICIO, se disea para el suelo.Cargas MayoradasChequeo por CortePT =351.00 tonCARGAMOMENTOMT =186.00 ton-m1484.00 ton250.00 ton-m2266.00 ton133.00 ton-mrea del Plinto3389.00 ton205.00 ton-mA =27.00 m24172.00 ton91.50 ton-mdPmx =484.00 ton1.15 m1.95 mFactor =2.00Mmx =250.00 ton-m

Dimensiones del PlintoEsfuerzo del Suelo7.00 m4.00 mmx =24.94 ton/m2Asumido28.00 m29.63 ton/m2V =20.67 ton/m2v =311.31 tonrea final =28.00 m21 =24.94 ton/m23 =20.17 ton/m2vcorta. =5.52 kg/cm29.63 ton/m27.62 ton/m2v < vadm.___OK.Relleno =89.60 tonvadm. =7.99 kg/cm2peso especfico suelo =2.00 t/m32 =13.57 ton/m24 =8.94 ton/m25.43 ton/m23.34 ton/m2Presin Bruta del SueloPbs =21.43 ton/m2Cheque a Flexin10.04 ton/m2d =1.15 m3.10 m4.00 m1.18 mPresin Neta del SueloPNT =18.23 ton/m20.801.65 m6.84 ton/m20.50

3.10 m

0.58 m2.53 m

7.00 m1.35 mflexin =18.16 ton/m2rea =8.72 m2M =762.82 ton-mXg =1.1246 mVariacin =2.19 t/m3As =199.00 cm2Asmn =268.33 cm2fy =4200.00 kg/cm2Chequeo por Punzonamientopunzon. =22.48 ton/m2Ast =144.90 cm2

V =196.01 tonv =14.76 kg/cm2v < vadm.____OK. En caso contrario, cambiar el valor de d f'c =227.00 kg/cm2vadm. =15.07 kg/cm2

Viga de CimentacinDATOSN de columnas12PM60.0080.00PV20.0025.00PS2.002.00-2.00-2.00MV1.00-1.50Mm6.00-8.00MS10.0010.00Separacin de columnas5.00 mProfundidad1.50 mqad=12.00 ton/m2Columnas50.00 cm50.00 cm

Anlisis Primer estado de CargaAnlisis Segundo estado de CargaAnlisis Segundo estado de CargaCortes y Momentos CtrticosPTm =140.00 tonSismo HorarioSismo AntihorarioPTv =45.00 ton2.00 ton2.00 ton2.00 ton2.00 ton

PTm+PTv =185.00 ton80.00 ton105.00 ton80.00 ton105.00 ton

10.00 ton-m10.00 ton-m10.00 ton-m10.00 ton-m80.00 ton105.00 tonAA58.43

2.00 m5.00 m2.00 m2.00 m5.00 m2.00 m37.65A185.00 ton185.00 tonxx2.00 m5.00 m2.00 m185.00 tonMA = 0MA = 0Cortexx =2.89 mx =2.78 mex =0.39 mex =0.28 mMA = 0Mex =72.50 ton-mMex =52.50 ton-mx =2.84 mrea plinto =30.83 m2Presin Bruta del SueloPresin Bruta del Suelo47.263.43 m3.50 mPbs =10.78 ton/m2Pbs =9.51 ton/m251.486.97 ton/m28.24 ton/m2Cimentac. =31.50 m2Relleno =94.50 tonPresin Neta del SueloPresin Neta del Suelopeso especfico suelo =2.00 t/m3Pns =7.78 ton/m2Pns =6.51 ton/m2ex =0.34 m3.97 ton/m25.24 ton/m2Mex =62.50 ton-m-31.88

Presin Bruta del SueloVariacin =1.4815Variacin =0.4938Pbs =10.14 ton/m27.60 ton/m278.00 ton107.00 ton82.00 ton103.00 tonMomentoPresin Neta del Suelo2.00 m5.00 m2.00 m2.00 m5.00 m2.00 mPns =7.14 ton/m24.60 ton/m213.89 ton/m20.5918.33 ton/m20.4237.3327.22 ton/m22.78 ton/mVariacin =0.987716.85 ton/m19.32 ton/m24.26 ton/m21.79 ton/m80.00 ton105.00 ton52.47

2.00 m5.00 m2.00 mFactor Mayoracin =1.05

16.11 ton/m20.4455.5258.4350.00 cmVIGA25.00 ton/md =47.35 cm18.09 ton/m30.7437.65Asumido =50.0023.02 ton/m

1010Corte0Corte0V = 0V = 050.00

56.981.4034.2047.2644.3551.4844.57mn 20cm

Corte0V = 03.50 m-31.88-12.61dasum. Ala =25.00 cm45.8048.02

MomentoMomento

-22.0329.7537.33

x52.47 x44.90Momento

33.54abcabc1.481533.70-94.520.493838.64-88.69

x1 =2.52x1 =2.23 x48.68x2 =-25.27x2 =-80.48

abc0.987736.17-91.60

x1 =2.38x2 =-39.00

Z. CorridaDATOSN Columnas12Dimensiones160.00 cm45.00 cmPM90.00 ton130.00 ton260.00 cm60.00 cmPVPS

MVMmMSSeparacin de Columnas =5.50 mFactor de Carga =1.5qadm. Suelo =21.50 ton/m2Prof. Excavacin =1.50 mMaterialesf'c =210.00 kg/cm2fy =4200.00 kg/cm290.00 ton130.00 ton5.50 m

0.45 m0.60 m4.975Esfuerzo del Suelo

Resultante =220.00 tonrea Funda. =12.28 m2rea asum. =

Viga040161677612345678910DATO =15.215.20 tonCarga Viva =7.60 ton/m

Carga Muerta =peso viga7.60 m7.60 mSeccin Transversal VigaMT =319.18 ton-mb =0.0183154762 =0.01373660711.09w =0.31875HRu =46.84 kg/cm2

yasm. =10.40 cmdasum. =99.60 cmd =117.33 cmSe disea doble armadura 0.54bMn1 =255.58 ton-mAs1 =75.25 cm2f'c =181.00 kg/cm2fy =4200.00 kg/cm2Dimensiones VigaMn2 =99.06 ton-m1.100.55As2 =25.31 cm2d' =6.40 cmPPv =1.45 ton/mPPv mayor.=1.45 ton/m1.2 AsT =100.56 cm2traccin 1628.00 mm98.52MPPv =41.93 ton-mA's =25.31 cm2compresin428.00 mm24.63Pviva =7.60 ton/mEr =55.73 cmPviva may. =7.60 ton/m1.6e =10.00 mmrecub. =40.00 mmMviva =219.49 ton-mS =7# varillas =8Ppunt. =15.20 tonvarilla =28.00 mmPpunt may. =15.20 ton1.6d =99.6d' =6.4Mpunt. =57.76 ton-mChequeo Ductilidad del acero en compresin =0.0089923645' =0.0022480911(-') =0.00674>0.006670.000075184OK.Chequeo Ductilidad acero en tracin

0.00899236450.0021s =0.003925055fs = fy's =0.0025550165y =0.0021's vs.y0.0026>0.0021f's = fyCc =310339.088692214kgCs =103446.362897405kgTs =413785.451589619kg413785.451589619ok413785.451589619Mn =348.60 ton-mMuvs.*Mn319.18 ton-m313.74 ton-msimilarOK.