Muro de Sostenimiento

DISEO MURO SOSTENIMIENTOs/c = 250 kg/m2F'c= 175 kg/cm2Fy= 4200 kg/cm2 h' e1 = 8.75 c = 0.38 kg/cm2 0.78 kg/cm2

2400 kg/m3 T1638 kg/m3

h' = 0.15 mh = 4.00 m h W2e1 = 0.25 m Eae2 = 0.55 mhp = 0.55 mht = 0.40 m W3 YLp = 1.50 mLt = 1.50 md1= 0.40 md2= 0.40 m hp W1 ht

Estabilidad al volteo Lp e2 LtCw= 0.74Ea= 10379 kg Y= 1.93 mMv= 20039 kg.m

x(m) x. FW1= 4686 kg 1.78 8318W2= 2400 kg 1.63 3900W3= 1440 kg 1.85 2664T= 11426 kg 2.58 29422

19952 kg Me = 44304 kg.m 2.22 mFS= 2.21 >1.5 ok

Estabilidad al deslizamientof = 0.45FS = f * Suma fuerzas vert./ EaFS = 0.86501 < 1.5 Colocar dentelln

Esfuerzos en el sueloF x' F.x'

W= 19952 -0.45 -8888.8 Bz = 3.55 m Bz / 6 = 0.59 mEa= 10379 1.93 20039

11150 e = 0.56 m < Bz / 6M= 11150 kg.m I= 3.72824 m4

5620.28 + 5308.4 = 10929 kg/m2 = 1.09287 kg/cm2 < 0.78 5620.28 + -5308.4 = 311.882 kg/m2 = 0.03119 kg/cm2

7617

312

c =s =

xv =

p =t =

s =

t =

Area de aceroAcero vertical cara posterior de la elevacinM= 2003865 kg.cm n= 10.58Fs = 2100 kg/cm2 k= 0.28411fc = 79 kg/cm2 j = 0.9053b= 100 cm K= 10.1274Es= 2.1E+06 kg/cm2 d= 44.5 , tomamosEc= 198431 kg/cm2 d= 50 cm

(cm) A (cm2)As = M/(fs.j.d) = 21 cm2 / m 17 1/2" 1/2" a 0.06 1.27 1.27

13 5/8" 5/8" a 0.08 1.59 1.9811 3/4" 3/4" a 0.09 1.91 2.858 1" 1" a 0.12 2.54 5.07

Acero inferior en la punta de la zapataM= 12295 kg.m = 1E+006 kg.cmFs = 2100 kg/cm2 (cm) A (cm2)d = 47.5 cm 0.098 0.01j = 0.9 0.95 0.71As = M/(fs.j.d) = 13.7 cm2 / m 11 1/2" 1/2" a 0.09 1.27 1.27

9 5/8" 5/8" a 0.12 1.59 1.987 3/4" 3/4" a 0.14 1.91 2.855 1" 1" a 0.19 2.54 5.07

Acero superior en taln de zapata de la zapataM= 8218.63 kg.m = 821863 kg.cmFs = 2100 kg/cm2 (cm) A (cm2)d = 47.5 cm 0.098 0.01j = 0.9 0.95 0.71As = M/(fs.j.d) = 9.2 cm2 / m 7 1/2" 1/2" a 0.14 1.27 1.27

6 5/8" 5/8" a 0.17 1.59 1.985 3/4" 3/4" a 0.21 1.91 2.854 1" 1" a 0.28 2.54 5.07

Asero mnimo = 5 cm2 4 1/2" 1/2" a 0.25 1.27 1.273 5/8" 5/8" a 0.32 1.59 1.983 3/4" 3/4" a 0.38 1.91 2.852 1" 1" a 0.51 2.54 5.07

h' e1

h

hp ht

p =

d1d2

Lp e2 Lt

DISEO MURO DE CONTENCION EN TALUD, BLOCK 1, PABELLON As/c = 250 kg/m2 e1F'c= 175 kg/cm2Fy= 4200 kg/cm2 h' = 8.75 c = 0.38 kg/cm2 0.78 kg/cm2

2400 kg/m3 T1638 kg/m3 W2

h' = 0.01 m hh = 3.75 me1 = 0.25 m Eae2 = 0.60 mhp = 0.40 m W3ht = 0.65 m YLp = 1.70 mLt = 1.30 md1= 0.40 md2= 0.40 m hp W1 ht



16938 kg Me = 41089 kg.m 2.43 mFS= 2.92 >1.5 ok



W= 16938 -0.63 -10601 Bz = 3.60 m Bz / 6 = 0.60 mEa= 8521 1.65 14088

3486.56 e = 0.21 m < Bz / 6M= 3486.56 kg.m I= 3.888 m4

4704.87 + 1614.15 = 6319 kg/m2 = 0.6319 kg/cm2 < 0.78 4704.87 + -1614.1 = 3090.73 kg/m2 = 0.30907 kg/cm2

6159

3091

c =s =

xv =

p =t =

s =

t =

Area de aceroAcero vertical cara posterior de la elevacinM= 854925 kg.cm n= 10.23Fs = 2100 kg/cm2 k= 0.27727fc = 79 kg/cm2 j = 0.90758b= 100 cm K= 9.90833Es= 2.0E+06 kg/cm2 d= 29.4 , tomamosEc= 198431 kg/cm2 d= 52.5 cm


4 5/8" 5/8" a 0.23 1.59 1.983 3/4" 3/4" a 0.33 1.91 2.852 1" 1" a 0.59 2.54 5.07

Acero inferior en la punta de la zapataM= 913098 kg.cm n= 10.58Fs = 2100 kg/cm2 k= 0.28411fc = 79 kg/cm2 j = 0.9053b= 100 cm K= 10.1274Es= 2.1E+06 kg/cm2 d= 30.0 , tomamosEc= 198431 kg/cm2 d= 57.5 cm


4 5/8" 5/8" a 0.237 1.59 1.983 3/4" 3/4" a 0.34 1.91 2.852 1" 1" a 0.61 2.54 5.07

Acero superior en taln de zapata de la zapataM= 259259 kg.cm n= 10.58Fs = 2100 kg/cm2 k= 0.28411fc = 79 kg/cm2 j = 0.9053b= 100 cm K= 10.1274Es= 2.1E+06 kg/cm2 d= 16.0 , tomamosEc= 198431 kg/cm2 d= 57.5 cm


1 5/8" 5/8" a 0.83 1.59 1.981 3/4" 3/4" a 1.20 1.91 2.85

0.5 1" 1" a 2.14 2.54 5.07

Acero mnimo = 5 cm2 4 1/2" 1/2" a 0.25 1.27 1.273 5/8" 5/8" a 0.40 1.59 1.982 3/4" 3/4" a 0.57 1.91 2.851 1" 1" a 1.01 2.54 5.07

p =

0.25

1/2" a .25 1/2" a .15

3.75

1/2" a .25

0.4 0.65

1/2" a .15

1.7 0.6 1.3 3.6

DISEO MURO DE CONTENCION EN TALUD BLOCKS 2 Y 3, PABELLON A

s/c = 250 kg/m2 e1F'c= 175 kg/cm2Fy= 4200 kg/cm2 h' = 8.75 c = 0.38 kg/cm2 0.78 kg/cm2

2400 kg/m3 T1638 kg/m3 W2

h' = 0.45 m hh = 3.00 me1 = 0.25 m Eae2 = 0.53 mhp = 0.30 m W3ht = 0.50 m YLp = 1.27 mLt = 1.00 md1= 0.40 md2= 0.40 m hp W1 ht



11514 kg Me = 21927 kg.m 1.90 mFS= 2.20 >1.5 ok



W= 11514 -0.50 -5806.8 Bz = 2.80 m Bz / 6 = 0.47 mEa= 7052 1.42 9981.09

4174.3 e = 0.36 m < Bz / 6M= 4174.3 kg.m I= 1.82933 m4

4112.25 + 3194.61 = 7306.86 kg/m2 = 0.73069 kg/cm2 < 0.78 4112.25 + -3194.6 = 917.635 kg/m2 = 0.09176 kg/cm2

5651

c =s =

xv =

p =t =

s =

918

Area de aceroAcero vertical cara posterior de la elevacinM= 645516 kg.cm n= 10.23Fs = 2100 kg/cm2 k= 0.27727fc = 79 kg/cm2 j = 0.90758b= 100 cm K= 9.90833Es= 2.0E+06 kg/cm2 d= 25.5 , tomamosEc= 198431 kg/cm2 d= 45.5 cm


4 5/8" 5/8" a 0.27 1.59 1.983 3/4" 3/4" a 0.38 1.91 2.851 1" 1" a 0.68 2.54 5.07

Acero inferior en la punta de la zapataM= 589262 kg.cm n= 10.58Fs = 2100 kg/cm2 k= 0.28411fc = 79 kg/cm2 j = 0.9053b= 100 cm K= 10.1274Es= 2.1E+06 kg/cm2 d= 24.1 , tomamosEc= 198431 kg/cm2 d= 42.5 cm


4 5/8" 5/8" a 0.271 1.59 1.983 3/4" 3/4" a 0.39 1.91 2.851 1" 1" a 0.69 2.54 5.07

Acero superior en taln de zapata de la zapataM= 236673 kg.cm n= 10.58Fs = 2100 kg/cm2 k= 0.28411fc = 79 kg/cm2 j = 0.9053b= 100 cm K= 10.1274Es= 2.1E+06 kg/cm2 d= 15.3 , tomamosEc= 198431 kg/cm2 d= 42.5 cm


1 5/8" 5/8" a 0.68 1.59 1.981 3/4" 3/4" a 0.97 1.91 2.851 1" 1" a 1.73 2.54 5.07

Acero mnimo = 5 cm2 4 1/2" 1/2" a 0.25 1.27 1.273 5/8" 5/8" a 0.40 1.59 1.982 3/4" 3/4" a 0.57 1.91 2.851 1" 1" a 1.01 2.54 5.07

t =p =

0.25

1/2" a .25 1/2" a .17

3.00

1/2" a .25 1/2" a .25

0.3 0.50

1/2" a .17

1.27 0.53 1 2.8

DISEO MURO DE CONTENCION EN TALUD, BLOCK 1, PABELLON As/c = ### kg/m2 e1F'c= ### kg/cm2Fy= ## kg/cm2 h' = 9 c = 0.4 kg/cm2 1 kg/cm2

## kg/m3 T## kg/m3 W2

h' = ### m hh = ### me1 = ### m Eae2 = ### mhp = ### m W3ht = ### m YLp = ### mLt = ### md1= ### md2= ### m hp W1 ht

Estabilidad al volteo Lp e2 LtCw= ###Ea= ## kg Y= ### mMv= # kg.m

x(m) x. FW1= ## kg 1.87 11097W2= ## kg 2.18 4698W3= ## kg 2.42 3654T= ## kg 3.13 20789

# kg Me = 40237 kg.m 2.48 mFS= 3.20 >1.5 ok

Estabilidad al deslizamientof = 0.5FS = f * Suma fuerzas vert./ EaFS = 1 < 1.5 Colocar dentelln


W= # -0.68 -10983 Bz = 3.60 m Bz / 6 0.60 mEa= ## 1.60 12594

1610.26 e = 0.10 m < Bz / 6M= 1610.26 kg.m I= 3.888 m4

### + 745.491 = 5260 kg/m2 = 0.526 kg/cm < 0.78 ### + -745.49 = 3769 kg/m2 = 0.3769 kg/cm2

7002

3769

c =s =

xv =

p =t =

s =

t =p =

Area de aceroAcero vertical cara posterior de la elevacinM= ### kg.cm n= 10.23Fs = ## kg/cm2 k= 0.27727fc = 79 kg/cm2 j = 0.90758b= ### cm K= 9.90833Es= ### kg/cm2 d= 25.2 , tomamosEc= ### kg/cm2 d= 52.5 cm

(cm) A (cm2)As = M/(fs.j.d) 6 cm2 / m 5 1/2" 1/2" a 0.20 1.27 1.27

3 5/8" 5/8" a 0.31 1.59 1.982 3/4" 3/4" a 0.45 1.91 2.851 1" 1" a 0.80 2.54 5.07

Acero inferior en la punta de la zapataM= ### kg.cm n= 10.58Fs = ## kg/cm2 k= 0.28411fc = 79 kg/cm2 j = 0.9053b= ### cm K= 10.1274Es= ### kg/cm2 d= 33.0 , tomamosEc= ### kg/cm2 d= 72.5 cm

(cm) A (cm2)As = M/(fs.j.d) 8 cm2 / m 6 1/2" 1/2" a ### 1.27 1.27

4 5/8" 5/8" a 0.25 1.59 1.983 3/4" 3/4" a 0.36 1.91 2.852 1" 1" a 0.63 2.54 5.07

Acero superior en taln de zapata de la zapataM= ### kg.cm n= 10.58Fs = ## kg/cm2 k= 0.28411fc = 79 kg/cm2 j = 0.9053b= ### cm K= 10.1274Es= ### kg/cm2 d= 12.0 , tomamosEc= ### kg/cm2 d= 72.5 cm

(cm) A (cm2)As = M/(fs.j.d) 1 cm2 / m 1 1/2" 1/2" a 1.20 1.27 1.27

1 5/8" 5/8" a 1.87 1.59 1.980.4 3/4" 3/4" a 2.69 1.91 2.850.2 1" 1" a 4.79 2.54 5.07

Acero mnimo 5 cm2 4 1/2" 1/2" a 0.25 1.27 1.273 5/8" 5/8" a 0.40 1.59 1.982 3/4" 3/4" a 0.57 1.91 2.851 1" 1" a 1.01 2.54 5.07

0.25

1/2" a .25

1/2" a .20

3.60

1/2" a .25

0.4 0.80

1/2" a .150.4

2.05 0.6 0.95 3.6

0.25

1/2" a .25 1/2" a .17

2.55

1/2" a .25 1/2" a .25

0.30.50

1/2" a .20

1.00 0.53 0.80 2.33

m1muro plataforma 1muro talud blocks 2 y 3muro eje 15MC-1

Muro de Sostenimiento

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