Muro de Sostenimiento en Voladizo

PREDIMENSIONAMIENTO

DISEO DE UN MURO DE CONTENCION

Suelo de fundacionSEDIMENTOSys=1700kg/m3ysed =1362kg/m3 =20c =0kg/cm2c =0.38kg/cm2Hsed =0.5mqult. =4.5kg/cm2Df =0.9m.

Material muroyHA=2500kg/m3fc =210kg/cm2fy =4200kg/cm2

yH2O =1000kg/m3

1. PREDIMENSIONAMIENTO.

DATOS:H =9.0m.h =8.1m.B =5.0m.F =0.9m.P =2.6m.T =1.5m.f =0.4m.c =0.5m.e = 0.9m.

121508100

2. CALCULO MOMENTO ESTABILIZANTE

FIGURABRAZO (x)BRAZO (y)AREAPESOPESO*BRAZO (x)PESO*BRAZO (y)m.m.m2Kg/mKg-m/mKg-m/m12.500.454.5011250.0028125.005062.5023.254.954.0510125.0032906.2550118.7532.873.601.624050.0011610.0014580.00SUMA25425.0072641.2569761.25

2.1 PESO PROPIO Y CENTRO DE GRAVEDAD DEL MURO

P.P. =25425.00Kg/m.

Xc.g. =2.86m.

2.2 PRESION EJERCIDA SOBRE EL TALONSi:yH2O =1000kg/m3VH20 =12.15m3WH2O=y*V =12150Kg/mC.G.H2O=4.25m.

El momento estabilizante es:

Me =124278.75kg-m/m

3. CALCULO DEL MOMENTO POR VUELCO

PRESION HIDROSTATICA

P.H. =Y*h*h/2yH2O =1000kg/m3

P.H. =32805kg/m.C.G. =3.6m.

El momento por vuelco es:

Mv =118098.00Kg-m/m

4. FACTOR DE SEGURIDAD CONTRA EL VOLCAMIENTO

1,5

FSv =1.05

5. PUNTO DE APLICACIN DE LAFUERZA RESULTANTE

Si:Rv =37575.00Kg/m

Xr =0.164m.

6. EXCENTRICIDAD DE LA FUERZA RESULTANTE

ex B/6 =0.83

ex =2.34m.

7. PRESION DE CONTACTO MURO-SUELO DE FUNDACION

max =28576.62kg/m2

min =-13546.62kg/m2

corregir




yH2O =1000kg/m3



121508100




P.P. =25062.50Kg/m.

Xc.g. =3.45m.



Me =182208.333333333kg-m/m



P.H. =Y*h*h/2yH2O =1000kg/m3

P.H. =26645kg/m.C.G. =3.1333333333m.


Mv =83487.67Kg-m/m


1,5

FSv =2.1825>1,5 OK


Si:Rv =43312.50Kg/m

Xr =2.279m.


ex B/6 =1.08

ex =0.97m. 39504/0,7552672no cumple, se recurre a armadura transversal

CORREGIR 2




yH2O =1000kg/m3






P.P. =25062.50Kg/m.

Xc.g. =3.45m.



Me =182208.333333333kg-m/m



P.H. =Y*h*h/2yH2O =1000kg/m3

P.H. =26645kg/m.C.G. =3.1333333333m.


Mv =83487.67Kg-m/m


1,5

FSv =2.18>1,5 OK


Si:Rv =43312.50Kg/m

Xr =2.279m.


ex B/6 =1.08

ex =0.97m.> B/6 OK


max =12634.3431952663kg/m2=1.263kg/cm2

min =692.5798816568kg/m2=0.069kg/cm2

8. SOLICITACIONES POR CORTE Y FLEXION MAXIMA EN LA BASE

P =3.0m.F =1.0m.T =2.5m.e =0.7m.h =7.3m.max =1.3kg/cm2min =0.1kg/cm2

1 =0.71kg/cm22 =0.53kg/cm2

yHA=2500kg/m3

PARA PIE:Wpp =5250kgP.C.G.=1.5m

REACCION SUELO (hacia arriba):Rsl =29635.6549840692kg.V1-1 =24385.6549840692kg.

MOMENTO:

R1 =8267.3746017296kg.R1 C.G.=2m.

R2 =21368.2803823396kg.R2 C.G.=1.5m.

M (sentido. Horario) =40712.1697769686kg-m

PARA TALON:Wpp =4375kgWH2O=18250kg:P.C.G.=1.25mWH2O C.G.=1.25m.

REACCION SUELO (hacia abajo):Rsl =7472.6820664542kg.V2-2 =15152.3179335457kg.

MOMENTO:

R1 =5741.2323623122kg.R1 C.G.=0.83m.

R2 =1731.449704142kg.R2 C.G.=1.25m.


9. DISEO POR CORTEfck =210Kg/cm2fyk =4200Kg/cm2yc =1.5ys =1.1yf =1.6

VMAX =24385.6549840692kg.Vu =39017.0479745107kg.262500

CORTANTE RESISTENTE

Si:rec. = 7.5cm.d =62.5cm.bw =100cm.Vcu =36975.4986443726kg.

Se tiene:

Vcu > Vu(no requiere armadura transversal)

Vc =36975.4986443726Kg.Vu =39017.0479745107Kg.

REQUIERE DE ARMADURA TRANSVERSAL

CALCULO DE ESTRIBOS

Si:

Vsu =2041.549Kg

SEPARACION DE ESTRIBOSfyd =3818.1818181818kg/cm2Av (8)=1.01cm2S =105.76cm.Av (6)=0.57cm2S =59.49cm.SEPARACION MAXIMASmax =30cmSmax =0,85*d=53.125cm.S=30.00cmSmax =3*bw=300cm.usar:Estribos 8 c/30cm o Estribos 6 c/30cm10 DISEO POR FLEXIONfck =210Kg/cm2fcd =140Kg/cm2fyk =4200Kg/cm2fyd =3818.1818181818Kg/cm2yc =1.5ys =1.1M (pie) =40712.1697769686kg-myf =1.6M (talon) =21332.5775678956kg-mMu (Pie) =65139.4716431498kg-mMu (Talon) =34132.124108633kg-mVERIFICACION DE ESPESOR =0.9d =62,5 52.30 OK EL ESPESOR ES ADECUADO CALCULO DE ACERO MINIMOAmin.= *bw*h =0.0018Amin=12.60cm2CALCULO DE ACERO fck =210Kg/cm2fcd =140Kg/cm2fyk =4200Kg/cm2fyd =3818.1818181818Kg/cm2yc =1.5ys =1.1M (pie) =65139.4716431498kg-myf =1.6M (talon) =34132.124108633kg-mbw =100cm.d =62.5cm.ELEM.MduwAs (req.)As(min)AsvNNfsAs(disp)(Kg-m)(cm2)(cm2)(cm2)ParrillasBarras(mm.)(cm.)(cm2)PIE65139.47164314980.11910.128929.5412.6029.5419.510.02010.531.416TALON34132.1241086330.06240.064914.8712.6014.8714.85.0202115.708ELEM.MduwAs (req.)As(min)AsvNNfsAs(disp)(Kg-m)(cm2)(cm2)(cm2)ParrillasBarras(mm.)(cm.)(cm2)PIE65139.47164314980.11910.128929.5412.6029.54214.815.01613.530.159TALON34132.1241086330.06240.064914.8712.6014.87214.815.01213.516.96511 DISEO DE LA PANTALLA

h = yyH2O =1000kg/m3RH20 =500yC.G. =y/3(hacia arriba)Entonces:M =166.6666666667yCORTANTE Y MOMENTO ULTIMOSi: yf =1.6

Vu =800yMu =266.6666666667yEl espesor varia de 50cm a 100 m; con la ecuacion de la recta se tieneSe tiene un recubrimiento de 5cm para la pantallaEl acero minimo sera:Amin = 0,0033*bw*F(y)fcd =140Kg/cm2bw =100cm.fyd =3818.18Kg/cm2d =62.5cm.PARA UNA PARRILLAyVuMuF(y)d(y)Vcuw(m.)Kg.(kg-m)(cm.)(cm.)(kg)0.5200.0033.3353.448.428648.410.000100.000101.0800.00266.6756.851.830674.470.000710.000712.03200.002133.3663.758.734726.580.004420.004433.07200.007200.0970.565.538778.690.011970.012064.012800.0017066.8877.472.442830.800.023260.023595.020000.0033333.7584.279.246882.910.037910.038806.028800.0057600.7291.186.150935.020.055510.057457.039200.0091467.8197.992.954987.130.075630.079337.342632.00103739.16100.095.056202.760.082100.08651As (req.)As(min)AsvNNfsAs(disp)(cm2)(cm2)(cm2)ParrillasBarras(mm.)(cm.)(cm2)0.029.629.62110.0121011.3100.1310.2310.23110.0121011.3100.9511.4711.47110.0141015.3942.9012.7012.70110.0141015.3946.2613.9313.93110.0141015.39411.2715.1615.16110.0141015.39418.1416.4018.14110.0161020.10627.0417.6327.04110.0201031.41630.1318.0030.13110.0201031.416

PARA DOS PARRILLASyVuMuF(y)d(y)Vcuw(m.)Kg.(kg-m)(cm.)(cm.)(kg)0.5200.0033.3353.448.428648.410.000100.000101.0800.00266.6756.851.830674.470.000710.000712.03200.002133.3663.758.734726.580.004420.004433.07200.007200.0970.565.538778.690.011970.012064.012800.0017066.8877.472.442830.800.023260.023595.020000.0033333.7584.279.246882.910.037910.038806.028800.0057600.7291.186.150935.020.055510.057457.039200.0091467.8197.992.954987.130.075630.079337.342632.00103739.16100.095.056202.760.082100.08651As (req.)As(min)AsvNNfsAs(disp)(cm2)(cm2)(cm2)ParrillasBarras(mm.)(cm.)(cm2)0.029.629.62210.0122011.3100.1310.2310.23210.0122011.3100.9511.4711.47210.0142015.3942.9012.7012.70210.0142015.3946.2613.9313.93210.0142015.39411.2715.1615.16210.0142015.39418.1416.4018.14210.0162020.10627.0417.6327.04210.0202031.41630.1318.0030.13210.0202031.416

MURO




yH2O =1000kg/m3






P.P. =25062.50Kg/m.

Xc.g. =3.45m.



Me =182208.333333333kg-m/m



P.H. =Y*h*h/2yH2O =1000kg/m3

P.H. =26645kg/m.C.G. =3.1333333333m.


Mv =83487.67Kg-m/m


1,5

FSv =2.18>1,5 OK


Si:Rv =43312.50Kg/m

Xr =2.279m.


ex B/6 =1.08

ex =0.97m.> B/6 OK


max =12634.3431952663kg/m2=1.263kg/cm2

min =692.5798816568kg/m2=0.069kg/cm2



1 =0.71kg/cm22 =0.53kg/cm2

yHA=2500kg/m3



MOMENTO:

R1 =8267.3746017296kg.R1 C.G.=2m.

R2 =21368.2803823396kg.R2 C.G.=1.5m.




MOMENTO:

R1 =5741.2323623122kg.R1 C.G.=0.83m.

R2 =1731.449704142kg.R2 C.G.=1.25m.



VMAX =24385.6549840692kg.Vu =39017.0479745107kg.262500

CORTANTE RESISTENTE


Se tiene:


Vc =36975.4986443726Kg.Vu =39017.0479745107Kg.


CALCULO DE ESTRIBOS

Si:

Vsu =2041.549Kg

SEPARACION DE ESTRIBOSfyd =3818.1818181818kg/cm2Av (8)=1.01cm2S =105.76cm.Av (6)=0.57cm2S =59.49cm.SEPARACION MAXIMASmax =30cmSmax =0,85*d=53.125cm.S=30.00cmSmax =3*bw=300cm.usar:Estribos 8 c/30cm o Estribos 6 c/30cm10 DISEO POR FLEXIONfck =210Kg/cm2fcd =140Kg/cm2fyk =4200Kg/cm2fyd =3818.1818181818Kg/cm2yc =1.5ys =1.1M (pie) =40712.1697769686kg-myf =1.6M (talon) =21332.5775678956kg-mMu (Pie) =65139.4716431498kg-mMu (Talon) =34132.124108633kg-mVERIFICACION DE ESPESOR =0.9d =62,5 52.30 OK EL ESPESOR ES ADECUADO CALCULO DE ACERO MINIMOAmin.= *bw*h =0.0018Amin=12.60cm2CALCULO DE ACERO fck =210Kg/cm2fcd =140Kg/cm2fyk =4200Kg/cm2fyd =3818.1818181818Kg/cm2yc =1.5ys =1.1M (pie) =65139.4716431498kg-myf =1.6M (talon) =34132.124108633kg-mbw =100cm.d =62.5cm.ELEM.MduwAs (req.)As(min)AsvNNfsAs(disp)(Kg-m)(cm2)(cm2)(cm2)ParrillasBarras(mm.)(cm.)(cm2)PIE65139.47164314980.11910.128929.5412.6029.5416.12516.529.750TALON34132.1241086330.06240.064914.8712.6014.8716.11816.515.42212.60212.5121614.137

11 DISEO DE LA PANTALLA


Vu =800yMu =266.6666666667yEl espesor varia de 50cm a 100 m; con la ecuacion de la recta se tieneSe tiene un recubrimiento de 5cm para la pantallaEl acero minimo sera:Amin = 0,0033*bw*F(y)fcd =140Kg/cm2bw =100cm.fyd =3818.18Kg/cm2d =62.5cm.PARA UNA PARRILLAyVuMuF(y)d(y)Vcuw(m.)Kg.(kg-m)(cm.)(cm.)(kg)0.5200.0033.3353.448.428648.410.000100.000101.0800.00266.6756.851.830674.470.000710.000712.03200.002133.3663.758.734726.580.004420.004433.07200.007200.0970.565.538778.690.011970.012064.012800.0017066.8877.472.442830.800.023260.023595.020000.0033333.7584.279.246882.910.037910.038806.028800.0057600.7291.186.150935.020.055510.057457.039200.0091467.8197.992.954987.130.075630.079337.342632.00103739.16100.095.056202.760.082100.08651DISPOSICIN N1DISPOSICIN N2yAs (req.)As(min)AsvNNfsAs(disp)NfsAs(disp)(m.)(cm2)(cm2)(cm2)ParrillasBarras(mm.)(cm.)(cm2)Barras(mm.)(cm.)(cm2)0.50.029.629.62110.0121011.3105.0202015.7081.00.1310.2310.23110.0121011.3105.0202015.7082.00.9511.4711.47110.0141015.3945.0202015.7083.02.9012.7012.70110.0141015.3945.0202015.7084.06.2613.9313.93110.0141015.3945.0202015.7085.011.2715.1615.16110.0141015.3945.0202015.7086.018.1416.4018.14110.0161020.10610.0201031.4167.027.0417.6327.04110.0201031.41610.0201031.4167.330.1318.0030.13110.0201031.41610.0201031.416

PARA DOS PARRILLASyVuMuF(y)d(y)Vcuw(m.)Kg.(kg-m)(cm.)(cm.)(kg)0.5200.0033.3353.448.428648.410.000100.000101.0800.00266.6756.851.830674.470.000710.000712.03200.002133.3663.758.734726.580.004420.004433.07200.007200.0970.565.538778.690.011970.012064.012800.0017066.8877.472.442830.800.023260.023595.020000.0033333.7584.279.246882.910.037910.038806.028800.0057600.7291.186.150935.020.055510.057457.039200.0091467.8197.992.954987.130.075630.079337.342632.00103739.16100.095.056202.760.082100.08651DISPOSICIN N1DISPOSICIN N2yAs (req.)As(min)AsvNNfsAs(disp)NfsAs(disp)(m.)(cm2)(cm2)(cm2)ParrillasBarras(mm.)(cm.)(cm2)Barras(mm.)(cm.)(cm2)0.50.029.629.62210.0122011.3107.7162615.4661.00.1310.2310.23210.0122011.3107.7162615.4662.00.9511.4711.47210.0142015.3947.7162615.4663.02.9012.7012.70210.0142015.3947.7162615.4664.06.2613.9313.93210.0142015.3947.7162615.4665.011.2715.1615.16210.0142015.3947.7162615.4666.018.1416.4018.14210.0162020.10615.4161330.9337.027.0417.6327.04210.0202031.41615.4161330.9337.330.1318.0030.13210.0202031.41615.4161330.933DISPOSICIN DE ARMADURAS 1DISPOSICIN DE ARMADURAS 2

MURO FINAL




yH2O =1000kg/m3






P.P. =25062.50Kg/m.

Xc.g. =3.45m.



Me =182208.333333333kg-m/m



P.H. =Y*h*h/2yH2O =1000kg/m3

P.H. =26645kg/m.C.G. =3.1333333333m.


Mv =83487.67Kg-m/m


1,5

FSv =2.18>1,5 OK


Si:Rv =43312.50Kg/m

Xr =2.279m.


ex B/6 =1.08

ex =0.97m.> B/6 OK


max =12634.3431952663kg/m2=1.263kg/cm2

min =692.5798816568kg/m2=0.069kg/cm2



1 =0.71kg/cm22 =0.53kg/cm2

yHA=2500kg/m3



MOMENTO:

R1 =8267.3746017296kg.R1 C.G.=2m.

R2 =21368.2803823396kg.R2 C.G.=1.5m.




MOMENTO:

R1 =5741.2323623122kg.R1 C.G.=0.83m.

R2 =1731.449704142kg.R2 C.G.=1.25m.



VMAX =24385.6549840692kg.Vu =39017.0479745107kg.262500

CORTANTE RESISTENTE


Se tiene:


Vc =36975.4986443726Kg.Vu =39017.0479745107Kg.


CALCULO DE ESTRIBOS

Si:

Vsu =2041.549Kg

SEPARACION DE ESTRIBOSfyd =3818.1818181818kg/cm2Av (8)=1.01cm2S =105.76cm.Av (6)=0.57cm2S =59.49cm.SEPARACION MAXIMASmax =30cmSmax =0,85*d=53.125cm.S=30.00cmSmax =3*bw=300cm.usar:Estribos 8 c/30cm o Estribos 6 c/30cm10 DISEO POR FLEXIONfck =210Kg/cm2fcd =140Kg/cm2fyk =4200Kg/cm2fyd =3818.1818181818Kg/cm2yc =1.5ys =1.1M (pie) =40712.1697769686kg-myf =1.6M (talon) =21332.5775678956kg-mMu (Pie) =65139.4716431498kg-mMu (Talon) =34132.124108633kg-mVERIFICACION DE ESPESOR =0.9d =62,5 52.30 OK EL ESPESOR ES ADECUADO CALCULO DE ACERO MINIMOAmin.= *bw*h =0.0018Amin=12.60cm2CALCULO DE ACERO fck =210Kg/cm2fcd =140Kg/cm2fyk =4200Kg/cm2fyd =3818.1818181818Kg/cm2yc =1.5ys =1.1M (pie) =65139.4716431498kg-myf =1.6M (talon) =34132.124108633kg-mbw =100cm.d =62.5cm.ELEM.MduwAs (req.)As(min)AsvNNfsAs(disp)(Kg-m)(cm2)(cm2)(cm2)ParrillasBarras(mm.)(cm.)(cm2)PIE65139.47164314980.11910.128929.5412.6029.5416.12516.529.750TALON34132.1241086330.06240.064914.8712.6014.8716.11816.515.42212.60212.5121614.137

11 DISEO DE LA PANTALLA


Vu =800yMu =266.6666666667yEl espesor varia de 50cm a 100 m; con la ecuacion de la recta se tieneSe tiene un recubrimiento de 5cm para la pantallaEl acero minimo sera:Amin = 0,0033*bw*F(y)fcd =140Kg/cm2bw =100cm.fyd =3818.18Kg/cm2d =62.5cm.PARA UNA PARRILLAyVuMuF(y)d(y)Vcuw(m.)Kg.(kg-m)(cm.)(cm.)(kg)0.5200.0033.3353.448.428648.410.000100.000101.0800.00266.6756.851.830674.470.000710.000712.03200.002133.3663.758.734726.580.004420.004433.07200.007200.0970.565.538778.690.011970.012064.012800.0017066.8877.472.442830.800.023260.023595.020000.0033333.7584.279.246882.910.037910.038806.028800.0057600.7291.186.150935.020.055510.057457.039200.0091467.8197.992.954987.130.075630.079337.342632.00103739.16100.095.056202.760.082100.08651DISPOSICIN N1DISPOSICIN N2yAs (req.)As(min)AsvNNfsAs(disp)NfsAs(disp)(m.)(cm2)(cm2)(cm2)ParrillasBarras(mm.)(cm.)(cm2)Barras(mm.)(cm.)(cm2)0.50.029.629.62110.0121011.3105.0202015.7081.00.1310.2310.23110.0121011.3105.0202015.7082.00.9511.4711.47110.0141015.3945.0202015.7083.02.9012.7012.70110.0141015.3945.0202015.7084.06.2613.9313.93110.0141015.3945.0202015.7085.011.2715.1615.16110.0141015.3945.0202015.7086.018.1416.4018.14110.0161020.10610.0201031.4167.027.0417.6327.04110.0201031.41610.0201031.4167.330.1318.0030.13110.0201031.41610.0201031.416

VERIFICACION DE ESPESOR

=0.9

d =66.00cm

El espesor de la pantalla F requerido en el sitio de maxima flexion es:

F = d + recrec.=5cm.

F =71.00cm. OK EL ESPESOR ES ADECUADO

12 DIMENSIONES MURO

DISPOSICIN DE ARMADURAS 1DISPOSICIN DE ARMADURAS 2

Hoja2

Hoja3

Muro de Sostenimiento en Voladizo

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