vigasTramoLuz (m)b=2513.75h=4021.4533.18fy=4200VIGA 1VIGA 2VIGA
3fc=280CM=220kg/mDISEO POR FLEXIONIzquierdaCentroDerechaIzquierda
CentroDerechaIzquierda
CentroDerechaCV=80kg/mABCABCABCMcm1.251.181.694Mcm0.81250.650.874Mcm1.2541.0540.989=0.9Mcv0.640.720.981Mcv0.43750.3780.475Mcv0.6890.5570.5531=0.85Mu2.8382.8764.0393Mu1.881251.55262.0311Mu2.92692.42252.3247Ig=133333.333333333b252525b252525b252525yt=20d37.36537.36537.365d37.36537.36537.365d37.36537.36537.365As12.857.5811.81As0.55299171230.19648350870.93029321As0.55299171230.19648350870.93029321As
colocado1.272.541.2713/4"As colocado1.271.271.2713/4"As
colocado1.271.271.2713/4"a9.07058823538.3364705882NO CUMPLEOKNO
CUMPLEa0.3903470910.65667756NO CUMPLEOKNO
CUMPLEa0.3903470910.65667756NO CUMPLEOKNO
CUMPLEAsmin2.60515015762.60515015762.6051501576NO CUMPLENO CUMPLENO
CUMPLEAsmin2.60515015762.60515015762.6051501576NO CUMPLENO CUMPLENO
CUMPLEAsmin2.60515015762.60515015762.6051501576NO CUMPLENO CUMPLENO
CUMPLE1.2*Mcr2.67731208492.67731208492.6773120849OKOKOK1.2*Mcr000OKOKOK1.2*Mcr000OKOKOK0.75*Asb19.8501562519.8501562519.85015625Ya
que no cumple el As min, se verifica por el inciso 10.5.3 de la
norma E 0600.75*Asb19.8501562519.8501562519.85015625Ya que no
cumple el As min, se verifica por el inciso 10.5.3 de la norma E
0600.75*Asb19.8501562519.8501562519.85015625Ya que no cumple el As
min, se verifica por el inciso 10.5.3 de la norma E 0604/3 As
17.133333333310.106666666715.7466666667NO CUMPLENO CUMPLENO
CUMPLE4/3 As 0.73732228310.26197801161.2403909467OKOKOK4/3 As
0.73732228310.26197801161.2403909467OKOKOK
DISEO POR CORTEApoyo 1Apoyo 2apoyo
3DBEVcm0.7211.1460.343Vcv0.5460.6590.478V
1.93762.72471.2928Vu2.7247Vc normal8.2843775012Vc9.1128152514Vs0por
que no hay
estribosVn9.1128152514OK40.64034245890.85Vn7.7458929637OKViga 1Viga
2Viga 3Viga 1Viga 2Viga
3kd5.11004807824.80369686565.1100480782Control de
deflexionesABCMcr2.23109340412.23109340412.2310934041k=0.13676028580.12856140410.1367602858Ma2.8761.55262.4225n=7.96819072897.96819072897.9681907289fisuracionSE
FISURANO SE FISURASE
FISURA-0.00010876111966.6664270744-0.0001087611Ie84750.5834904216310019.423164598113394.979844247Icr42207.654236283843525.942884289842207.6542362838Iprom159840.1967151470178936.46095103l315CV
(kg/cm)2.2Def inmed0.00011677770.0007880882190CM (kg/cm)0.08Def
difer0.00000424650.0000286578norma0.395833333300.65625okControl de
fisuracionMs1.891.92.675fs0.0442538019Z1.906838518500kN/mmok
ZapataZapata AisladaDiseo2kg/cm2Verficacion de Altura Minmia de
Zapatah0.65mFlexionPcm12tonLdg55.21cmY1.05Columna0.3Pcv5.5tonh62.21cmCumpleI1.62Pcs9.3tonGancho30.48cmMcm0.3ton.mPu
(ton)Mu (ton.m)eb/61 (ton/m2)2 (ton/m2)Mu (ton.m)Mu
(kg.cm)Mcv0.09ton.mComprobacion Area
MinimaCu135.780.72250.02020.3500CUMPLE8.587.658.583.48347562.787172012Mcs5.48ton.mCu239.778.3920.21100.3500CUMPLE14.463.5814.465.85585474.271137026c2.4ton/m3n1.84kg/cm2Longuitud
ZapatasCu321.1745-7.03750.33240.3500CUMPLE0.249.369.363.79379117.128279883F'c210kg/cm2Amin13250cm2L12.1Cu426.291648.17450.31090.3500CUMPLE11.260.6711.264.56455945.090379009Fy4200kg/cm2L11.15mL22.1Cu57.69164-7.33550.95370.3500NO
CUMPLE-3.016.506.502.63263114.186588921dbv1"L21.15mVcm0.15tonb210Cantidad
de Fierro9Vcv0.08tonVerficacion de PresionesSe Asume 3/4 Nominal
(plgs) Nominal (cm)Area
(cm2)Vcs3.5tond57.04753/80.950.71Pz6.88tonGravedadSismoAs
req5.4593889333585474.269999996
Cesar1: Cesar1:HACER FUNCION OBJETIVO1/21.271.27As
Colocado25.65Verificacin por
Meyerhov5/81.591.98PT24.38tonPT31.82tonMn585474.271137026Cu53/41.912.85MT0.5395ton.mMT6.7435ton.mArea2.8502295699B
prima0.192604438112.545.07Y1.05mY1.05mAs
min24.570cumpleAe0.037096469600.000.00I1.620675m4I1.620675m4q2.0734156352e0.022e0.212B/60.35No
hay traccionesB/60.35No hay
tracciones10.5877784257Kg/cm2Cumple11.1584295432Kg/cm2Cumple20.517872368Kg/cm2Cumple20.2846362164Kg/cm2Cumple
Punzonamiento11.12.2.1
b=30mc=30mabcd=57.0475mVc457.6776267439664.7763392904305.1184178293alpha=40Vc=259.3506551549bo=348.19Vup=68.340593307CUMPLEbeta=1
CortanteVs0Vc=92.0113555015tonVn92.0113555015CUMPLEVC10.346C23.7875C3-3.2125C43.635C5-3.365Vu=3.7875Vs=-88.2238555015NO
SE REQUIERE ACERO TRANSVERSALVn max451.3764609508ESQUEMA DE
ARMADO.
ColumnasCaracteristicas geometricas:
OCULTARb=25cmCfs1 (kg/cm2)Fs tomadoPn (Ton)Mn
(Ton-.m)interpoladousadoH=25cmfierroP.
balanceado10.862386.352386.348862405236.548.310.7no
necesario0.725.585.82d1=6.54cm3/8Traccion4200-85.1300.9no
necesario0.9-76.610.00d2=18.46cm1/2Compresion
recto4200183.24200.7no necesario0.7128.270.001/2plg3/4Compresion
real4200229.0500.7no
necesario0.7160.340.001plg5/818125.38Flexion5.97-569.45-07.010.9no
necesario0.90.006.31n1=21Resto de
puntos1-33240-33240-374.37-16.930.9no
necesario0.9-336.93-15.24n2=22-13620-13620-170.48-4.510.9no
necesario0.9-153.43-4.063-7080-7080-99.14-0.040.9no
necesario0.9-89.23-0.03Materiales: 4-3810-3810-60.942.420.9no
necesario0.9-54.852.18fc=280kg/cm25-1848-1848-36.004.040.9no
necesario0.9-32.403.640.856-540-540-17.695.230.9no
necesario0.9-15.924.71fy=4200kg/cm27394394-3.176.150.9no
necesario0.9-2.855.538109510958.996.88-0.800.807.175.4891640164019.577.480.7no
necesario0.713.705.23Areas:102076207629.057.960.7no
necesario0.720.345.57As1c=10.13cm2112433243337.728.360.7no
necesario0.726.415.85As2c=10.13cm2122730273045.798.680.7no
necesario0.732.056.07Ast=20.27cm2132982298253.408.920.7no
necesario0.737.386.25Ag=625cm2143197319760.649.110.7no
necesario0.742.456.37153384338467.599.230.7no
necesario0.747.326.46163548354874.319.290.7no
necesario0.752.026.50Valores a interpolar el
173692369280.839.300.7no necesario0.756.586.510.7Pb
=25.577Ton183820382087.189.260.7no
necesario0.761.036.480.1fcAg=17.5Ton193935393593.409.170.7no
necesario0.765.386.42204038403899.519.020.7no
necesario0.769.666.32Valor
utilizado=17.500Ton2141314131105.518.830.7no
necesario0.773.866.182242164200111.438.580.7no
necesario0.778.006.002342944200117.278.240.7no
necesario0.782.095.772443654200123.057.870.7no
necesario0.786.145.512544304200128.777.440.7no
necesario0.790.145.212644914200134.446.980.7no
necesario0.794.114.892745474200140.076.470.7no
necesario0.798.054.532845994200145.655.920.7no
necesario0.7101.954.152946474200151.205.330.7no
necesario0.7105.843.733046924200156.714.690.7no
necesario0.7109.703.293147344200162.204.020.7no
necesario0.7113.542.813247744200167.653.290.7no
necesario0.7117.362.313348114200173.092.530.7no
necesario0.7121.161.773448464200178.501.720.7no
necesario0.7124.951.203548794200183.890.870.7no
necesario0.7128.720.613649104200189.27-0.020.7no
necesario0.7132.49-0.023749394200194.62-0.960.7no
necesario0.7136.23-0.673849674200199.96-1.940.7no
necesario0.7139.97-1.363949944200205.29-2.960.7no
necesario0.7143.70-2.074050194200210.60-4.030.7no
necesario0.7147.42-2.82
Diagrama de iteraccin
Hoja5deflexionescolumnasbiaxialplacasteoriacimentacionteoriacorte
columnas y vigas
metrado de carga placaelementoCarga UnitariaLong o AreaCm
(Ton)CV (Ton)Cs (Ton)p.p placa7749.006.97p.p viga2881.690.49p.p
aligerado3003.631.09p. piso terminado1004.280.43s/c2004.280.86TOTAL
=8.970.860.45Vcs=2.61
Placa
DATOSespesor h=25cmV ACTUANTEM ACTUANTEV PLSTICOlongitud
lw=725cmCombinacin 2476.91209.38461.57altura hw=540cmCombinacin
3193.5478.20473.64fc=210kg/cm2Combinacin
4475.721208.81460.65fy=4200kg/cm2Combinacin 5192.27477.64471.18As
vertical=34barras de 5/8"As horizontal=36barras de 5/8"
CALCULO DEL ESPAC.Mn=1170.51Ton.mVu=473.64TonVn
max=1225.07KipsVc=245.01KipsVs=1409.84Kipss calculado=25cms
utilizado=20cm
TALN COMPRIMIDOPu (ton)Mu (ton)c (kg/cm2)t (kg/cm2)Combinacion
285657.661.72No necesita confinamiento por taln
comprimidoCombinacion 385657.661.72No necesita confinamiento por
taln comprimidoCombinacion 443.2655.35-0.58No necesita
confinamiento por taln comprimidoCombinacion 543.2655.35-0.58No
necesita confinamiento por taln comprimido
CORTE FRICCIN=0.60 Av:20.86cm2Cumple por corte
friccinVn=44686.70tonPu=108.64ton
