Muros de Contencion m Melgar

MUROS DE CONTENCIÓN DE CONCRETO ARMADO

MURO: M-2A Proyecto: PLANTA DE INCLAN - MOLLENDO

1. DATOS CHEQUEOSGs = 1000.00 kg/m3 Cuantía mínima

fi = 90.00 ° 1.57 Cuantía máximau s/c = 0.50 Esfuerzo cortanteu s/s = 0.55

Gc = 2400.00 kg/m3 RESULTADOSf`c = 280.00 kg/cm2 0.07 Pantalla CorteSt = 445.00 kg/cm2 Flexiónfy = 4200.00 kg/cm2 Deslizamientoh = 3.85 m Volteo

Presiones2. PREDIMENSIONAMIENTO Talón Corte

Estimados Adoptados Flexióne = 0.20 m 0.25 m Punta Cortet = 0.40 m 0.25 m Flexión

h1 = 0.40 m 0.25 m 1.50B = 0.39 m 0.00 mL = 1.93 m 5.00 m

hp = 0.50 m 0.35 m

3. DISEÑO DE LA PANTALLA

Ka = 1.00 0.00 Kp = -2.00y = 1.20 m 0.78 m

Ep = 6480.00 kg 0.00 kg Epu = 11664.00 kgM = 7776.00 kg m 0.00 kg m Mu = 13996.80 kg mb = 100.00 cm 100.00 cmd = 19.00 cm 41.00 cm

Corte: Vu/fi = 13722.35 kg OK !Flexión: Ku = 38.77

Cuantía = 0.0114 OK !Acero = 21.68 cm2

4. DESLIZAMIENTO Y VOLTEO

Ea = 7411.25 kg Ep = - 122.21 M = 9511.10 kg m M p = -14.26

Figura Peso (kg) x (m) M (kg m)1 2160.00 0.13 270.002 0.00 0.00 0.003 3000.00 2.50 7500.004 0.00 0.00 0.005 17100.00 2.63 44887.50

22260.00 kg ###

Fr = 11130.00

FSD = 1.48 REDIMENSIONAR LFSV = 5.53 OK !

5. PRESIONES

x = 1.94 me = 0.56 m

L/6 = 0.83 mS1 = 0.75 kg/cm2 OK !

6. FUERZAS EN ROTURAEu = 13340.25 kgMu = 17119.99 kg m


33390.00 kg ###

Diagrama de presiones amplificadox = 1.85 m -0.56 m 5.56 me = 0.65 m

L/6 = 0.83 mS1 = 1.19 kg/cm2

7. DISEÑO DEL TALÓNCarga Repartida (Wu)

pps = 3600.00 kg/m2ppt = 600.00 kg/m2

4200.00 kg/m2 Wu = 6.30 t/m2

Wu= 6.3 t/m2-0.56 m 5.31 m

11.33 t/m2

11.01 t/m25.16 m 0.15 m

Corte: Vu/fi = 0.68 kg/cm2 OK ! M = 17.86 t mFlexión: Ku = 79.36 b = 100.00 cm

Cuantía 0.0279 0.00 d = 15.00 cm

8. DISEÑO DE LA PUNTA

Carga Repartida (Wu)ppz = 0.00 kg/m2

0.00 kg/m2 Wu = 0.00 t/m2

Wu= 0 t/m2 0.00 t/m2-0.56 m 5.56 m

0.00 t/m2

0.00 t/m20.15 m 0.10 m

5.31 m 0.25 m


Cuantía 0.0000 0.00 d = 15.00 cm

0.0000 OK !

9.00 AREA DE ACEROAREA DE SEPARACION

ELEMENTO CUANTIA ACERO 3/8" 1/2"MURO 0.71 1.27

PANTALLA 0.009135 17.36 0.04 0.07

PANTALLA 8.68 0.08 0.15

ASV1P

ASV2P

PANTALLA 0.00250 1.58 0.45 0.80

PANTALLA 0.00250 3.17 0.22 0.40

TALON 0.02787 41.80 0.02 0.03

TALON 20.90 0.03 0.06

TALON 0.00250 1.25 0.57 1.02

TALON 0.00250 2.50 0.28 0.51

PUNTA 0.00000 0.00 #DIV/0! #DIV/0!

PUNTA 0.00 #DIV/0! #DIV/0!

PUNTA 0.00250 1.25 0.57 1.02

PUNTA 0.00250 2.50 0.28 0.51

ASH1P

ASH2P

ASTT1

ASTT2

ASL1P

ASL2P

ASTT1

ASTT2

ASL1P

ASL2P


PLANTA DE INCLAN - MOLLENDO

Cmin = 0.0024Cmax = 0.0120

Vc = 16850.33 kg/cm2

OK ! OK !OK ! OK !REDIMENSIONAR LOK !OK !OK !0.00OK !OK !

Ka = 1.00 Kp = -2.00y = 1.20 m

Ep = 6480.00 kg Epu = 11664.00 kgM = 7776.00 kg m Mu = 13996.80 kg mb = 100.00 cmd = 21.00 cm

Corte: Vu/fi = 13722.35 kg OK ! 3850.00Flexión: Ku = 31.74


5.56 m

11.86 t/m2

5/8" 3/4" 1"2.00 2.84 5.10

0.12 0.16 0.29

0.23 0.33 0.59

1.27 1.80 3.23

0.63 0.90 1.61

0.05 0.07 0.12

0.10 0.14 0.24

1.60 2.27 4.08

0.80 1.14 2.04

#DIV/0! #DIV/0! #DIV/0!

#DIV/0! #DIV/0! #DIV/0!

1.60 2.27 4.08

0.80 1.14 2.04


MURO: M-1 Proyecto: PLANTA DE INCLAN - MOLLENDO

1. DATOS CHEQUEOSGs = 1800.00 kg/m3 Cuantía mínima

fi = 36.09 ° 0.63 Cuantía máximau s/c = 0.50 Esfuerzo cortanteu s/s = 0.55

Gc = 2400.00 kg/m3 RESULTADOSf`c = 210.00 kg/cm2 0.05 Pantalla CorteSt = 1.33 kg/cm2 Flexiónfy = 4200.00 kg/cm2 Deslizamientoh = 3.50 m Volteo

Presiones2. PREDIMENSIONAMIENTO Talón Corte

Estimados Adoptados Flexióne = 0.20 m 0.25 m Punta Cortet = 0.40 m 0.30 m Flexión

h1 = 0.40 m 0.30 m 1.50B = 0.35 m 0.00 mL = 1.75 m 1.20 m

hp = 0.50 m 0.60 m


Ka = 0.26 0.26 Kp = 0.22y = 1.07 m 0.67 m

Ep = 2383.34 kg 930.99 kg Epu = 4290.02 kgM = 2542.23 kg m 620.66 kg m Mu = ###b = 100.00 cm 100.00 cmd = 24.00 cm 41.00 cm

Corte: Vu/fi = 5047.08 kg OK !Flexión: Ku = 7.94

Cuantía = 0.0022 0.00Acero = 5.18 cm2


Ea = 2851.17 kg Ep = 70.12 M = 3326.36 kg m M p = 14.02


8160.00 kg 4748.80 kg m

Fr = 4080.00

FSD = 1.47 REDIMENSIONAR LFSV = 1.43 REDIMENSIONAR L

5. PRESIONES

x = 0.17 me = 0.43 m

L/6 = 0.20 mS1 = 3.12 kg/cm2 REDIMENSIONAR



12240.00 kg 7123.20 kg m

Diagrama de presiones amplificadox = 0.09 m 0.92 m 0.28 me = 0.51 m

L/6 = 0.20 mS1 = 8.79 kg/cm2


pps = 5760.00 kg/m2ppt = 720.00 kg/m2

6480.00 kg/m2 Wu = 9.72 t/m2

Wu= 9.72 t/m20.92 m -0.02 m

-6.83 t/m2

-70.02 t/m2-0.22 m 0.20 m

Corte: Vu/fi = -1.12 kg/cm2 OK ! M = 3.94 t mFlexión: Ku = 9.84 b = 100.00 cm

Cuantía 0.0027 OK ! d = 20.00 cm

8. DISEÑO DE LA PUNTA

Carga Repartida (Wu)ppz = 0.00 kg/m2

0.00 kg/m2 Wu = 0.00 t/m2

Wu= 0 t/m2 0.00 t/m20.92 m 0.28 m

0.00 t/m2

0.00 t/m20.20 m 0.10 m

-0.02 m 0.30 m


Cuantía 0.0000 0.00 d = 20.00 cm

0.0000 OK !


ELEMENTO CUANTIA ACERO 3/8" 1/2"MURO 0.71 1.27

PANTALLA 0.007608 18.26 0.04 0.07

PANTALLA 9.13 0.08 0.14

ASV1P

ASV2P

PANTALLA 0.00250 2.00 0.36 0.64

PANTALLA 0.00250 4.00 0.18 0.32

TALON 0.00269 5.38 0.13 0.24

TALON 2.69 0.26 0.47

TALON 0.00250 1.67 0.43 0.76

TALON 0.00250 3.33 0.21 0.38

PUNTA 0.00000 0.00 #DIV/0! #DIV/0!

PUNTA 0.00 #DIV/0! #DIV/0!

PUNTA 0.00250 1.67 0.43 0.76

PUNTA 0.00250 3.33 0.21 0.38

ASH1P

ASH2P

ASTT1

ASTT2

ASL1P

ASL2P

ASTT1

ASTT2

ASL1P

ASL2P


PLANTA DE INCLAN - MOLLENDO

Cmin = 0.0024Cmax = 0.0090

Vc = 18433.03 kg/cm2

OK ! AUMENTAR t !0.00 OK !REDIMENSIONAR LREDIMENSIONAR LREDIMENSIONAROK !OK !OK !OK !

Ka = 1.00 Kp = 0.22y = 1.07 m

Ep = 9216.00 kg Epu = 16588.80 kgM = 9830.40 kg m Mu = 17694.72 kg mb = 100.00 cmd = 26.00 cm

Corte: Vu/fi = 19516.24 kg AUMENTAR t !Flexión: Ku = 26.18


0.28 m

87.94 t/m2

5/8" 3/4" 1"2.00 2.84 5.10

0.11 0.16 0.28

0.22 0.31 0.56

1.00 1.42 2.55

0.50 0.71 1.28

0.37 0.53 0.95

0.74 1.06 1.90

1.20 1.70 3.05

0.60 0.85 1.53

#DIV/0! #DIV/0! #DIV/0!

#DIV/0! #DIV/0! #DIV/0!

1.20 1.70 3.05

0.60 0.85 1.53



1. DATOS CHEQUEOSGs = 1000.00 kg/m3 Cuantía mínima Cmin = 0.0024

fi = 90.00 ° 1.57 Cuantía máxima Cmax = 0.0090u s/c = 0.50 Esfuerzo cortante Vc = 18433.03 kg/cm2u s/s = 0.55

Gc = 2400.00 kg/m3 RESULTADOSf`c = 210.00 kg/cm2 0.05 Pantalla Corte OK ! AUMENTAR t !St = 445.00 kg/cm2 Flexión 0.00 0.00fy = 4200.00 kg/cm2 Deslizamiento OK !h = 4.47 m Volteo OK !

Presiones OK !2. PREDIMENSIONAMIENTO Talón Corte OK !

Estimados Adoptados Flexión 0.00e = 0.20 m 0.30 m Punta Corte OK !t = 0.40 m 0.30 m Flexión OK !

h1 = 0.45 m 0.25 m 1.50B = 0.45 m 0.90 mL = 2.23 m 1.20 m

hp = 0.50 m 0.25 m


Ka = 0.00 0.00 Kp = -2.00 -4.23 Ka = 1.00y = 1.41 m 0.99 m y = 1.41 m

Ep = 0.00 kg 0.00 kg Epu = 0.00 kg 0.00 kg Ep = 8895.76 kgM = 0.00 kg m 0.00 kg m Mu = 0.00 kg m 0.00 kg m M = 12507.44 kg mb = 100.00 cm 100.00 cm b = 100.00 cmd = 24.00 cm 41.00 cm d = 26.00 cm

Corte: Vu/fi = 0.00 kg OK ! 0.00 kg OK ! Corte: Vu/fi =Flexión: Ku = 0.00 0.00 Flexión: Ku =

Cuantía = 0.0000 0.00 0.0000 0.00 Cuantía =Acero = 0.00 cm2 0.00 cm2 Acero =


Ea = 0.00 kg Ep = - 62.35 M = 0.00 kg m M p = -5.20


3756.96 kg 3620.81 kg m

Fr = 1878.48FSD = 30.13 OK !FSV = 696.31 OK !

5. PRESIONES

x = 0.96 me = -0.36 m

L/6 = 0.20 mS1 = -0.26 kg/cm2 OK !


Figura Peso (kg) x (m) M (kg m)1 4555.44 1.05 4783.212 0.00 0.90 0.003 270.00 1.05 283.504 810.00 0.45 364.50

5 0.00 1.20 0.005635.44 kg 5431.21 kg m

Diagrama de presiones amplificadox = 0.96 m -1.69 m 2.89 me = -0.36 m

L/6 = 0.20 m -3.85 t/m2S1 = -0.38 kg/cm2


pps = 4218.00 kg/m2ppt = 600.00 kg/m2

4818.00 kg/m2 Wu = 7.23 t/m2

Wu= 7.227 t/m2-1.69 m 1.69 m

-2.25 t/m2

-2.05 t/m21.54 m 0.15 m


Cuantía 0.0013 0.00 d = 15.00 cm

8. DISEÑO DE LA PUNTACarga Repartida (Wu)

ppz = 2160.00 kg/m22160.00 kg/m2 Wu = 3.24 t/m2

Wu= 3.24 t/m2 -3.71 t/m2-1.69 m 2.89 m

-3.85 t/m2

-3.51 t/m20.15 m 0.10 m

2.64 m 0.25 m

Corte: Vu/fi = -0.83 kg/cm2 OK ! M = -0.01 t mFlexión: Ku = -0.05 b = 100.00 cm

Cuantía 0.0000 0.00 d = 15.00 cm

0.0000 OK !


ELEMENTO CUANTIA ACERO 3/8" 1/2" 5/8" 3/4"MURO 0.71 1.27 2.00 2.84

PANTALLA 0.01 23.97 0.03 0.05 0.08 0.12

PANTALLA 11.99 0.06 0.11 0.17 0.24

PANTALLA 0.00250 2.00 0.36 0.64 1.00 1.42

PANTALLA 0.00250 4.00 0.18 0.32 0.50 0.71

TALON 0.00128 1.92 0.37 0.66 1.04 1.48

TALON 0.96 0.74 1.32 2.08 2.96

TALON 0.00250 1.25 0.57 1.02 1.60 2.27

TALON 0.00250 2.50 0.28 0.51 0.80 1.14

PUNTA -0.00001 -0.02 -35.50 -63.50 -100.00 -142.00

PUNTA -0.01 -71.00 -127.00 -200.00 -284.00

PUNTA 0.00250 1.25 0.57 1.02 1.60 2.27

PUNTA 0.00250 2.50 0.28 0.51 0.80 1.14

ASV1P

ASV2P

ASH1P

ASH2P

ASTT1

ASTT2

ASL1P

ASL2P

ASTT1

ASTT2

ASL1P

ASL2P


W= 4468Kp = -2.00 Ka = 1.00 Kp = #VALUE!

y = 1.41 mEpu = 16012.37 kg Ep = 6654.34 kg Epu = 11977.81 kgMu = 22513.39 kg m M = 25565.21 kg m Mu = 46017.37 kg m

b = 100.00 cmd = 26.00 cm

18838.08 kg AUMENTAR t ! Corte: Vu/fi = 14091.55 kg OK !33.30 Flexión: Ku = 68.07

0.0100 0.00 Cuantía = 0.0260 0.0025.97 cm2 Acero = 67.50 cm2

Diametro Area Espaciam.

pulg. m.

3/8" 0.71 0.011/2" 1.27 0.025/8" 1.98 0.033/4" 2.94 0.041" 5.1 0.08

cm2

1"5.10

0.21

0.43

2.55

1.28

2.66

5.31

4.08

2.04

-255.00

-510.00

4.08

2.04


MURO: M1 Proyecto:


fi = 36.09 ° 0.63 Cuantía máxima Cmax = 0.0075u s/c = 0.50 Esfuerzo cortante Vc = 13321.36 kg/cm2

u s/s = 0.55Gc = 2400.00 kg/m3 RESULTADOSf`c = 175.00 kg/cm2 0.04 Pantalla Corte OK !St = 1.33 kg/cm2 Flexión OK !fy = 4200.00 kg/cm2 Deslizamiento OK !h = 3.50 m Volteo OK !


Estimados Adoptados Flexión OK !e = 0.20 m 0.25 m Punta Corte OK !t = 0.40 m 0.25 m Flexión OK !

h1 = 0.40 m 0.35 m 1.50B = 0.35 m 0.35 mL = 1.75 m 1.75 m

hp = 0.50 m 0.00 m


Ka = 0.26 0.26 Kp = 0.22 4.12y = 1.05 m 0.67 m

Ep = 2309.45 kg 930.99 kg Epu = 4157.00 kg 1675.79 kgM = 2424.92 kg m 620.66 kg m Mu = 4364.85 kg m 1117.19 kg mb = 100.00 cm 100.00 cmd = 19.00 cm 41.00 cm

Corte: Vu/fi = 4890.59 kg OK ! 1971.52 kg OK !Flexión: Ku = 12.09 0.66

Cuantía = 0.0034 OK ! 0.0002 0.00Acero = 6.38 cm2 0.72 cm2


Ea = 2851.17 kg Ep = - M = 3326.36 kg m M p = 0.00


9880.50 kg 9845.59 kg m

Fr = 4940.25FSD = 1.73 OK !FSV = 2.96 OK !

5. PRESIONES

x = 0.66 me = 0.22 m

L/6 = 0.29 mS1 = 0.98 kg/cm2 OK !


Figura Peso (kg) x (m) M (kg m)1 2835.00 0.48 1346.632 0.00 0.35 0.003 1764.00 1.05 1852.204 441.00 0.18 77.18

MEJORAMIENTO VIA PRINCIPAL MATALAQUE

5 9780.75 1.18 11492.3814820.75 kg 14768.38 kg m


L/6 = 0.29 m 16.67 t/m2S1 = 1.67 kg/cm2


pps = 5670.00 kg/m2ppt = 840.00 kg/m2

6510.00 kg/m2 Wu = 9.77 t/m2

Wu= 9.765 t/m2-0.03 m 1.18 m

11.04 t/m2

8.70 t/m20.93 m 0.25 m


Cuantía 0.0023 OK ! d = 25.00 cm


ppz = 840.00 kg/m2840.00 kg/m2 Wu = 1.26 t/m2

Wu= 1.26 t/m2 15.73 t/m2-0.03 m 1.78 m

16.67 t/m2

13.39 t/m20.25 m 0.10 m

1.43 m 0.35 m


Cuantía 0.0005 0.00 d = 25.00 cm

0.0007 OK !


ELEMENTO CUANTIA ACERO 3/8" 1/2" 5/8" 3/4" 1"MURO 0.71 1.27 2.00 2.84 5.10

PANTALLA 0.003358 6.38 0.11 0.20 0.31 0.45 0.80

PANTALLA 3.19 0.22 0.40 0.63 0.89 1.60

PANTALLA 0.00200 1.27 0.56 1.00 1.57 2.24 4.02

PANTALLA 0.00200 2.53 0.28 0.50 0.79 1.12 2.02

TALON 0.00225 5.63 0.13 0.23 0.36 0.50 0.91

TALON 2.82 0.25 0.45 0.71 1.01 1.81

TALON 0.00250 2.08 0.34 0.61 0.96 1.37 2.45

TALON 0.00250 4.17 0.17 0.30 0.48 0.68 1.22

PUNTA 0.00055 1.37 0.52 0.93 1.46 2.07 3.72

PUNTA 0.69 1.04 1.85 2.92 4.15 7.45

PUNTA 0.00250 2.08 0.34 0.61 0.96 1.37 2.45

PUNTA 0.00250 4.17 0.17 0.30 0.48 0.68 1.22

ASV1P

ASV2P

ASH1P

ASH2P

ASTT1

ASTT2

ASL1P

ASL2P

ASTT1

ASTT2

ASL1P

ASL2P


MURO: M-2 Proyecto: MATALAQUE

1. DATOS CHEQUEOSGs = 1800.00 kg/m3 Cuantía mínima Cmin =

fi = 36.00 ° 0.63 Cuantía máxima Cmax =u s/c = 0.50 Esfuerzo cortante Vc =u s/s = 0.55

Gc = 2400.00 kg/m3 RESULTADOSf`c = 210.00 kg/cm2 0.05 Pantalla Corte OK !St = 1.33 kg/cm2 Flexión 0.00fy = 4200.00 kg/cm2 Deslizamiento OK !h = 2.40 m Volteo OK !


Estimados Adoptados Flexión 0.00e = 0.20 m 0.25 m Punta Corte OK !t = 0.40 m 0.25 m Flexión OK !

h1 = 0.40 m 0.30 m 1.50B = 0.24 m 0.25 mL = 1.20 m 1.20 m

hp = 0.50 m 0.00 m


Ka = 0.26 0.26 Kp = 0.17 4.11y = 0.70 m 0.30 m



Cuantía = 0.0010 0.00 0.0000 0.00Acero = 1.83 cm2 0.07 cm2


Ea = 1345.85 kg Ep = - M = 1076.68 kg m M p = 0.00


4770.00 kg 3240.00 kg m

Fr = 2385.00FSD = 1.77 OK !FSV = 3.01 OK !

5. PRESIONES

x = 0.45 me = 0.15 m

L/6 = 0.20 mS1 = 0.69 kg/cm2 OK !



7155.00 kg 4860.00 kg m


L/6 = 0.20 mS1 = 1.17 kg/cm2


pps = 3780.00 kg/m2ppt = 720.00 kg/m2

4500.00 kg/m2 Wu = 6.75 t/m2

Wu= 6.75 t/m2-0.03 m 0.73 m

6.91 t/m2

5.00 t/m20.53 m 0.20 m


Cuantía 0.0007 0.00 d = 20.00 cm


ppz = 600.00 kg/m2600.00 kg/m2 Wu = 0.90 t/m2

Wu= 0.9 t/m2 10.72 t/m2-0.03 m 1.23 m

11.68 t/m2

8.82 t/m20.20 m 0.10 m

0.93 m 0.30 m


Cuantía 0.0003 0.00 d = 20.00 cm

0.0004 OK !


ELEMENTO CUANTIA ACERO 3/8" 1/2" 5/8"MURO 0.71 1.27 2.00

PANTALLA 0.000962 1.83 0.39 0.69 1.09

PANTALLA 0.92 0.78 1.39 2.19

PANTALLA 0.00200 1.27 0.56 1.00 1.57

PANTALLA 0.00200 2.53 0.28 0.50 0.79

TALON 0.00070 1.40 0.51 0.91 1.43

TALON 0.70 1.01 1.81 2.86

TALON 0.00250 1.67 0.43 0.76 1.20

TALON 0.00250 3.33 0.21 0.38 0.60

PUNTA 0.00032 0.64 1.11 1.98 3.13

PUNTA 0.32 2.22 3.97 6.25

PUNTA 0.00250 1.67 0.43 0.76 1.20

PUNTA 0.00250 3.33 0.21 0.38 0.60

ASV1P

ASV2P

ASH1P

ASH2P

ASTT1

ASTT2

ASL1P

ASL2P

ASTT1

ASTT2

ASL1P

ASL2P


0.00240.0090

14592.82 kg/cm2

11.68 t/m2

3/4" 1"2.84 5.10

1.55 2.79

3.10 5.57

2.24 4.02

1.12 2.02

2.03 3.64

4.06 7.29

1.70 3.05

0.85 1.53

4.44 7.97

8.88 15.94

1.70 3.05

0.85 1.53


MURO: TIPO 1 OBRAASFALTADO DE CALLES P.J. ATALAYA



Gc = 2400.00 kg/m3 RESULTADOSf`c = 175.00 kg/cm2 0.04 Pantalla Corte OK !St = 1.33 kg/cm2 Flexión OK !fy = 4200.00 kg/cm2 Deslizamiento OK !h = 3.75 m Volteo OK !



h1 = 0.40 m 0.40 m 1.50B = 0.38 m 0.60 mL = 1.88 m 1.90 m

hp = 0.50 m 0.50 m


Ka = 0.26 0.26 Kp = 0.17 4.11y = 1.12 m 0.75 m





Ea = 3285.77 kg Ep = 38.19 M = 4107.21 kg m M p = 6.37


10165.50 kg 11895.86 kg m

Fr = 5082.75FSD = 1.57 OK !FSV = 2.90 OK !

5. PRESIONES

x = 0.77 me = 0.18 m

L/6 = 0.32 mS1 = 0.85 kg/cm2 OK !



15248.25 kg 17843.79 kg m


L/6 = 0.32 m 14.73 t/m2S1 = 1.47 kg/cm2


pps = 6030.00 kg/m2ppt = 960.00 kg/m2

6990.00 kg/m2 Wu = 10.49 t/m2

Wu= 10.485 t/m2-0.16 m 1.21 m

8.64 t/m2

6.49 t/m20.91 m 0.30 m


Cuantía 0.0015 OK ! d = 30.00 cm


ppz = 1440.00 kg/m21440.00 kg/m2 Wu = 2.16 t/m2

Wu= 2.16 t/m2 14.02 t/m2-0.16 m 2.06 m

14.73 t/m2

11.87 t/m20.30 m 0.10 m

1.66 m 0.40 m


Cuantía 0.0005 0.00 d = 30.00 cm

0.0006 OK !

9.00 AREA DE ACERO

AREA DE SEPARACION

ELEMENTO TIPO CUANTIA ACERO 3/8" 1/2" 5/8" 3/4" 1"

MURO 0.71 1.27 2.00 2.84 5.10

PANTALLA 0.004446 9.34 0.08 0.14 0.21 0.30 0.55

PANTALLA 4.67 0.15 0.27 0.43 0.61 1.09

PANTALLA 0.00250 1.75 0.41 0.73 1.14 1.62 2.91

PANTALLA 0.00250 3.50 0.20 0.36 0.57 0.81 1.46

TALON 0.00146 4.39 0.16 0.29 0.46 0.65 1.16

TALON 2.20 0.32 0.58 0.91 1.29 2.32

TALON 0.00250 2.50 0.28 0.51 0.80 1.14 2.04

TALON 0.00250 5.00 0.14 0.25 0.40 0.57 1.02

PUNTA 0.00047 1.41 0.50 0.90 1.42 2.01 3.62

PUNTA 0.71 1.01 1.80 2.84 4.03 7.23

PUNTA 0.00250 2.50 0.28 0.51 0.80 1.14 2.04

PUNTA 0.00250 5.00 0.14 0.25 0.40 0.57 1.02

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MURO: TIPO 2 OBRAASFALTADO DE CALLES P.J. ATALAYA






h1 = 0.40 m 0.30 m 1.50B = 0.26 m 0.30 mL = 1.30 m 1.30 m

hp = 0.50 m 0.00 m


Ka = 0.26 0.26 Kp = 0.17 4.11y = 0.77 m 0.37 m





Ea = 1579.50 kg Ep = - M = 1368.90 kg m M p = 0.00


5283.00 kg 4023.33 kg m

Fr = 2641.50FSD = 1.67 OK !FSV = 2.94 OK !

5. PRESIONES

x = 0.50 me = 0.15 m

L/6 = 0.22 mS1 = 0.68 kg/cm2 OK !



7924.50 kg 6034.99 kg m


L/6 = 0.22 m 11.71 t/m2S1 = 1.17 kg/cm2


pps = 4140.00 kg/m2ppt = 720.00 kg/m2

4860.00 kg/m2 Wu = 7.29 t/m2

Wu= 7.29 t/m2-0.05 m 0.80 m

6.94 t/m2

5.21 t/m20.60 m 0.20 m


Cuantía 0.0012 OK ! d = 20.00 cm


ppz = 720.00 kg/m2720.00 kg/m2 Wu = 1.08 t/m2

Wu= 1.08 t/m2 10.84 t/m2-0.05 m 1.35 m

11.71 t/m2

9.11 t/m20.20 m 0.10 m

1.05 m 0.30 m


Cuantía 0.0004 0.00 d = 20.00 cm

0.0006 OK !

9.00 AREA DE ACERO

AREA DE SEPARACION

ELEMENTO TIPO CUANTIA ACERO 3/8" 1/2" 5/8" 3/4" 1"

MURO 0.71 1.27 2.00 2.84 5.10

PANTALLA 0.001706 3.24 0.22 0.39 0.62 0.88 1.57

PANTALLA 1.62 0.44 0.78 1.23 1.75 3.15

PANTALLA 0.00250 1.58 0.45 0.80 1.27 1.80 3.23

PANTALLA 0.00250 3.17 0.22 0.40 0.63 0.90 1.61

TALON 0.00116 2.33 0.30 0.55 0.86 1.22 2.19

TALON 1.17 0.61 1.09 1.72 2.44 4.38

TALON 0.00250 1.67 0.43 0.76 1.20 1.70 3.05

TALON 0.00250 3.33 0.21 0.38 0.60 0.85 1.53

PUNTA 0.00044 0.88 0.81 1.44 2.27 3.23 5.80

PUNTA 0.44 1.61 2.89 4.55 6.45 11.59

PUNTA 0.00250 1.67 0.43 0.76 1.20 1.70 3.05

PUNTA 0.00250 3.33 0.21 0.38 0.60 0.85 1.53

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MURO M4 Proyecto: PLANTA DE INCLAN - MOLLENDO

1. DATOS CHEQUEOS

1800.00 kg/m3 Cuantía mínima Cmin = 0.0024

0.00 ° 0.00 Cuantía máxima Cmax = 0.0090u s/c = 0.50 Esfuerzo cortante Vc = 49154.75 kg/cm2u s/s = 0.55

2400.00 kg/m3 RESULTADOSf `c = 210.00 kg/cm2 0.05 Pantalla Corte AUMENTAR t !

St = 445.00 kg/cm2 Flexión OK !fy = 4200.00 kg/cm2 Deslizamiento REDIMENSIONAR Lh = 6.70 m Volteo REDIMENSIONAR L


Estimados Adoptados Flexión #NUM!e = 0.50 m 0.50 m Punta Corte OK !t = 0.70 m 0.70 m Flexión 0.00

h1 = 0.70 m 0.70 mB = 1.00 m 1.00 mL = 4.00 m 4.00 m

hp = 0.80 m 0.80 m

3. DISEÑO DE LA PANTALLAKa = 1.00

y = 2.00 mEp = 31329.00 kg Epu = 56392.20 kgM = 62658.00 kg m Mu = 112784.40 kg mb = 100.00 cmd = 64.00 cm

Corte: Vu/fi = 66343.76 kg AUMENTAR t !Flexión: Ku = 27.54


4. DESLIZAMIENTO Y VOLTEOE = 40401.00 kgM = 90228.90 kg m


40200.00 kg 96306.00 kg m

Fr = 20100.00FSD = 0.50 REDIMENSIONAR LFSV = 1.07 REDIMENSIONAR L

5. PRESIONESx = 0.15 me = 1.85 m

L/6 = 0.67 mS1 = 17.73 kg/cm2 OK !



60300.00 kg 144459.00 kg m

γs=φ=

γc=

Diagrama de presiones amplificadox = -0.30 m 4.89 m -0.89 me = 2.30 m

L/6 = 0.67 m -135.02 t/m2S1 = -13.50 kg/cm2


pps = 10800.00 kg/m2ppt = 1680.00 kg/m2

12480.00 kg/m2 Wu = 18.72 t/m2

Wu= 18.72 t/m24.89 m -2.59 m

-392.01 t/m2

-482.71 t/m2-3.19 m 0.60 m

Corte: Vu/fi = ### OK ! M = 488.87 t mFlexión: Ku = 135.80 b = 100.00 cm

Cuantía #NUM! #NUM! d = 60.00 cm


ppz = 2400.00 kg/m22400.00 kg/m2 Wu = 3.60 t/m2

Wu= 3.6 t/m2 -150.14 t/m24.89 m -0.89 m

-135.02 t/m2

-286.19 t/m20.90 m 0.10 m

-1.89 m 1.00 m

Corte: Vu/fi = -17.20 kg/cm2 OK ! M = -116.10 t mFlexión: Ku = -14.33 b = 100.00 cm

Cuantía -0.0036 0.00 d = 90.00 cm

9 AREA DE ACEROELEMENTO AREA DE SEPARACION (m)

DEL TIPO CUANTIA ACERO 3/8" 1/2" 5/8" 3/4" 1"

MURO 0.71 1.27 2.00 2.84 5.10

PANTALLA 0.008049 51.51 0.01 0.02 0.04 0.06 0.10

PANTALLA 25.76 0.03 0.05 0.08 0.11 0.20

PANTALLA 0.00200 4.27 0.17 0.30 0.47 0.67 1.19

PANTALLA 0.00200 8.53 0.08 0.15 0.23 0.33 0.60

TALON #NUM! #NUM! #NUM! #NUM! #NUM! #NUM! #NUM!

TALON #NUM! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!

TALON 0.00200 0.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!

TALON 0.00200 0.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!

PUNTA -0.00364 -32.72 -0.02 -0.04 -0.06 -0.09 -0.16

PUNTA -16.36 -0.04 -0.08 -0.12 -0.17 -0.31

PUNTA 0.00200 18.00 0.04 0.07 0.11 0.16 0.28

PUNTA 0.00200 18.00 0.04 0.07 0.11 0.16 0.28

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h1 = 0.40 m 0.30 m 1.50B = 0.35 m 0.40 mL = 1.75 m 1.75 m

hp = 0.40 m 0.35 m


Ka = 0.26 0.26 Kp = 0.22 4.12y = 1.07 m 0.67 m





Ea = 2851.17 kg Ep = 23.86 M = 3326.36 kg m M p = 2.78


9516.00 kg 9713.70 kg m

Fr = 4758.00FSD = 1.68 OK !FSV = 2.92 OK !

5. PRESIONES

x = 0.67 me = 0.20 m

L/6 = 0.29 mS1 = 0.92 kg/cm2 OK !



14274.00 kg 14570.55 kg m


L/6 = 0.29 m 15.81 t/m2S1 = 1.58 kg/cm2


pps = 5760.00 kg/m2ppt = 720.00 kg/m2

6480.00 kg/m2 Wu = 9.72 t/m2

Wu= 9.72 t/m2-0.05 m 1.15 m

10.11 t/m2

8.36 t/m20.95 m 0.20 m


Cuantía 0.0025 OK ! d = 20.00 cm


ppz = 960.00 kg/m2960.00 kg/m2 Wu = 1.44 t/m2

Wu= 1.44 t/m2 14.93 t/m2-0.05 m 1.80 m

15.81 t/m2

13.18 t/m20.20 m 0.10 m

1.50 m 0.30 m


Cuantía 0.0005 0.00 d = 20.00 cm

0.0006 OK !

9.00 AREA DE ACERO

AREA DE SEPARACIONELEMENTO CUANTIA ACERO 3/8" 1/2" 5/8" 3/4" 1"

MURO 0.71 1.27 2.00 2.84 5.10

PANTALLA 0.004157 7.27 0.10 0.17 0.28 0.39 0.70

PANTALLA 3.64 0.20 0.35 0.55 0.78 1.40

PANTALLA 0.00250 1.46 0.49 0.87 1.37 1.95 3.49

PANTALLA 0.00250 2.92 0.24 0.43 0.68 0.97 1.75

TALON 0.00248 4.95 0.14 0.26 0.40 0.57 1.03

TALON 2.48 0.29 0.51 0.81 1.15 2.06

TALON 0.00250 1.67 0.43 0.76 1.20 1.70 3.05

TALON 0.00250 3.33 0.21 0.38 0.60 0.85 1.53

PUNTA 0.00046 0.93 0.76 1.37 2.15 3.05 5.48

PUNTA 0.47 1.53 2.73 4.30 6.11 10.97

PUNTA 0.00250 1.67 0.43 0.76 1.20 1.70 3.05

PUNTA 0.00250 3.33 0.21 0.38 0.60 0.85 1.53

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Gc = 2400.00 kg/m3 RESULTADOSf`c = 210.00 kg/cm2 0.05 Pantalla Corte OK !St = 445.00 kg/cm2 Flexión OK !fy = 4200.00 kg/cm2 Deslizamiento REDIMENSIONAR Lh = 3.81 m Volteo OK !



h1 = 0.40 m 0.30 m 1.50B = 0.38 m 0.45 mL = 1.90 m 1.80 m

hp = 0.50 m 0.40 m


Ka = 0.33 0.33 Kp = 0.32 3.34y = 1.17 m 0.77 m





Ea = 4350.26 kg Ep = 46.09 M = 5521.93 kg m M p = 6.15


10346.64 kg 11058.96 kg m

Fr = 5173.32FSD = 1.20 REDIMENSIONAR LFSV = 2.00 OK !

5. PRESIONES

x = 0.54 me = 0.36 m

L/6 = 0.30 mS1 = 1.29 kg/cm2 OK !



15519.96 kg 16588.44 kg m


L/6 = 0.30 m 24.15 t/m2S1 = 2.42 kg/cm2


pps = 6314.40 kg/m2ppt = 720.00 kg/m2

7034.40 kg/m2 Wu = 10.55 t/m2

Wu= 10.5516 t/m20.51 m 0.59 m

11.00 t/m2

7.24 t/m20.39 m 0.20 m


Cuantía 0.0040 OK ! d = 20.00 cm


ppz = 1080.00 kg/m21080.00 kg/m2 Wu = 1.62 t/m2

Wu= 1.62 t/m2 22.27 t/m20.51 m 1.29 m

24.15 t/m2

18.51 t/m20.20 m 0.10 m

0.99 m 0.30 m


Cuantía 0.0007 0.00 d = 20.00 cm

0.0009 OK !

9.00 AREA DE ACERO

Tipo de AREA DE SEPARACION (m)

ELEMENTO Area de CUANTIA ACERO 3/8" 1/2" 5/8" 3/4" 1"

MURO Acero 0.71 1.27 2.00 2.84 5.10

PANTALLA 0.007350 12.86 0.06 0.10 0.16 0.22 0.40PANTALLA 6.43 0.11 0.20 0.31 0.44 0.79PANTALLA 0.00250 1.46 0.49 0.87 1.37 1.95 3.49PANTALLA 0.00250 2.92 0.24 0.43 0.68 0.97 1.75

TALON 0.00400 7.99 0.09 0.16 0.25 0.36 0.64TALON 4.00 0.18 0.32 0.50 0.71 1.28TALON 0.00250 1.67 0.43 0.76 1.20 1.70 3.05TALON 0.00250 3.33 0.21 0.38 0.60 0.85 1.53

PUNTA 0.00066 1.32 0.54 0.96 1.52 2.15 3.86PUNTA 0.66 1.08 1.92 3.03 4.30 7.73PUNTA 0.00250 1.67 0.43 0.76 1.20 1.70 3.05PUNTA 0.00250 3.33 0.21 0.38 0.60 0.85 1.53

cm2

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h1 = 0.40 m 0.43 m 1.50B = 0.40 m 1.00 mL = 1.98 m 1.50 m

hp = 0.50 m 3.14 m


Ka = 1.00 1.00 Kp = 1.62 1.62y = 1.18 m 0.82 m





Ea = 7801.25 kg Ep = 7,985.17 M = 10271.65 kg m M p = 8357.81


4773.00 kg 5053.20 kg m

Fr = 2386.50FSD = -12.98 REDIMENSIONAR LFSV = 2.64 OK !

5. PRESIONES

x = -1.09 me = 1.84 m

L/6 = 0.25 mS1 = -0.29 kg/cm2 OK !



7159.50 kg 7579.80 kg m

Diagrama de presiones amplificadox = -1.52 m 6.07 m -4.57 me = 2.27 m

L/6 = 0.25 m -3.13 t/m2S1 = -0.31 kg/cm2


pps = 3525.00 kg/m2ppt = 1020.00 kg/m2

4545.00 kg/m2 Wu = 6.82 t/m2

Wu= 6.8175 t/m26.07 m -5.87 m

-4.02 t/m2

-4.25 t/m2-6.20 m 0.32 m


Cuantía 0.0063 OK ! d = 32.50 cm


ppz = 2400.00 kg/m22400.00 kg/m2 Wu = 3.60 t/m2

Wu= 3.6 t/m2 -3.20 t/m26.07 m -4.57 m

-3.13 t/m2

-3.42 t/m20.32 m 0.10 m

-5.00 m 0.43 m


Cuantía 0.0000 0.00 d = 32.50 cm

0.0000 OK !

9.00 AREA DE ACERO

AREA DE SEPARACIONELEMENTO CUANTIA ACERO 3/8" 1/2" 5/8" 3/4" 1"

MURO 0.71 1.27 2.00 2.84 5.10

PANTALLA 0.007537 16.96 0.04 0.07 0.12 0.17 0.30

PANTALLA 8.48 0.08 0.15 0.24 0.33 0.60

PANTALLA 0.00250 1.88 0.38 0.68 1.06 1.51 2.71

PANTALLA 0.00250 3.75 0.19 0.34 0.53 0.76 1.36

TALON 0.00629 20.44 0.03 0.06 0.10 0.14 0.25

TALON 10.22 0.07 0.12 0.20 0.28 0.50

TALON 0.00250 2.71 0.26 0.47 0.74 1.05 1.88

TALON 0.00250 5.42 0.13 0.23 0.37 0.52 0.94

PUNTA 0.00001 0.02 35.50 63.50 100.00 142.00 255.00

PUNTA 0.01 71.00 127.00 200.00 284.00 510.00

PUNTA 0.00250 2.71 0.26 0.47 0.74 1.05 1.88

PUNTA 0.00250 5.42 0.13 0.23 0.37 0.52 0.94

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MURO: M7 Proyecto: PLANTA DE INCLAN - MOLLENDO






h1 = 0.40 m 0.30 m 2.00B = 0.34 m 1.33 mL = 1.70 m 2.90 m

hp = 0.50 m 1.17 m


Ka = 1.00 1.00 Kp = 1.62 1.62y = 1.03 m 0.46 m





Ea = 10342.89 kg Ep = 1,995.58 M = 11687.47 kg m M p = 778.28


11311.65 kg 22205.49 kg m

Fr = 5655.83FSD = 0.68 REDIMENSIONAR LFSV = 2.04 OK !

5. PRESIONES

x = 0.93 me = 0.52 m

L/6 = 0.48 mS1 = 0.81 kg/cm2 OK !



16967.48 kg 33308.24 kg m


L/6 = 0.48 m 15.64 t/m2S1 = 1.56 kg/cm2


pps = 5562.00 kg/m2ppt = 720.00 kg/m2

6282.00 kg/m2 Wu = 9.42 t/m2

Wu= 9.423 t/m20.73 m 0.59 m

4.29 t/m2

2.84 t/m20.39 m 0.20 m


Cuantía 0.0057 OK ! d = 20.00 cm


ppz = 3180.00 kg/m23180.00 kg/m2 Wu = 4.77 t/m2

Wu= 4.77 t/m2 14.92 t/m20.73 m 2.17 m

15.64 t/m2

13.48 t/m20.20 m 0.10 m

1.87 m 0.30 m


Cuantía 0.0006 0.00 d = 20.00 cm

0.0008 OK !

9.00 AREA DE ACERO

AREA DE SEPARACION

ELEMENTO CUANTIA ACERO 3/8" 1/2" 5/8" 3/4" 1"

MURO 0.71 1.27 2.00 2.84 5.10

PANTALLA 0.006529 12.41 0.06 0.10 0.16 0.23 0.41

PANTALLA 6.21 0.11 0.20 0.32 0.46 0.82

PANTALLA 0.00250 1.58 0.45 0.80 1.27 1.80 3.23

PANTALLA 0.00250 3.17 0.22 0.40 0.63 0.90 1.61

TALON 0.00568 11.37 0.06 0.11 0.18 0.25 0.45

TALON 5.69 0.12 0.22 0.35 0.50 0.90

TALON 0.00250 1.67 0.43 0.76 1.20 1.70 3.05

TALON 0.00250 3.33 0.21 0.38 0.60 0.85 1.53

PUNTA 0.00057 1.14 0.62 1.11 1.75 2.49 4.47

PUNTA 0.57 1.25 2.23 3.51 4.98 8.95

PUNTA 0.00250 1.67 0.43 0.76 1.20 1.70 3.05

PUNTA 0.00250 3.33 0.21 0.38 0.60 0.85 1.53

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Muros de Contencion m Melgar

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