106933593 diseno muro armado

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  • 7/26/2019 106933593 Diseno Muro Armado

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    DISEO MUROS DE CONCRETO ARMADOH = 7.10 M

    1. DATOS DE ENTRADA

    DIMENSIONAMIENTO PLANTEADO DEBIDO A RESTRICCIONES

    DEL TERRENO EN AMBOS LADOSg1 = 1.80 tn/m

    3g2 = 1.80 tn/m3

    f1 = 32 f2 = 32

    ssuelo = 0.80 kg/cm2

    Ka = 0.30

    Kp = 3.00

    = 0.45

    hz (altura de zapata) = 1.00 m Espesor de Muro

    B1 (Externa) = 1.8 m t1 (sup) = 0.30 m

    B2 (central) = 0.70 m t2 (inf) = 0.70 m

    B3 (interna) = 0.65 m

    L : Ancho de Zapata = 3.15 m

    R1 (Altura de relleno 1) = 1.70 m H pantalla = 7.10 m

    R2 (Altura de relleno 2) = 7.10 m

    f'c = 210 kg/cm2

    gconcreto = 2.40 tn/m3

    fy = 4200 kg/cm3

    S/C = 0.30 tn/m2

    2. ANALISIS POR CADA METRO DE LONGITUD

    W s/c = 0.30 300 = 90 kg/m

    E s/c = 90 8.10 = 729 kg

    M s/c = 729 4.05 = 2952.45 kg.m

    Ka

    Wa = 0.30 1800 8.1 4374 kg/m

    Ea = 4374 4.05 17714.7 kg

    Ma = 17714.7 2.7 47829.69 kg.m

    Kp

    Wp = 3.00 1800.00 2.70 = 14580 kg/m

    Ep = 14580 1.35 = 19683 kg

    Mp = 19683 0.9 = 17714.7 kg.m

    3. VERIFICACIONES

    VERIFICACION DE ESTABILIDAD

    Zonas L H Cargas (kg) Brazo de Giro (m) Momentos (kg.m)

    1 0.65 7.1 1800 8,307.00 2.83 23,467.28

    2 0.7 7.1 2400 11,928.00 2.15 25,645.20

    3 1.8 1.7 1800 5,508.00 0.90 4,957.20

    4 3.15 1 2400 7,560.00 1.58 11,907.00

    5 1.8 300 540.00 2.83 1,525.50anc o

    6 0.3 0.4 7.10 2400 2,044.80 1.65 3,373.92

    columnas extremas

    35,887.80 70,876.10

    VERIFICACION POR DESP LAZAMIENTO

    Factu = Es/c + E a 18443.7 Kg

    Fres = Ep+u x Cargas 35,832.51 Kg

    Fsd = 1.94 > 1.50 CORRECTO

    VERIFICACION POR VOLTEO

    Datos de Suelo

    Datos de muro

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    Mact = M s/c + Ma 50,782.14 kg.m

    Mres = Mp + Momentos 88,590.80 kg.m

    Fsv = 1.74 > 1.50 CORRECTO

    PRESION DEL TERRENO

    = 35887.8 = 17032.26667

    P = 35,887.80 kg 2 1.05

    MO = Mres-Mact 37,808.66 kg.m 1.703226667

    d = Mo/P 1.054 m

    e = B/2 - d 0.521 m

    B/6 = 0.525 m > 0.521 CORRECTO

    4. DISEO POR CONCRETO ARMADO

    4.1 DISEO DE PANTALLA

    kp

    wu = 1.8 0.30 1800 7.1 = 6,901.20 kg/m

    Vu = 6901.20 3.55 = 24,499.26 Kg

    Mu = 24499.26 2.36666667 = 57,981.58

    d VuVc = 0.85 0.53 14.4913767 100 65 = 42,434.37 > 24,499.26 CORRECTO

    b x d = 100 x 65

    Calculo del acero en pantalla

    Datos Momentos en tn.mh (cm): 70.00

    r (cm): 5

    d (cm): 65

    b (cm): 100 b (cm) 100

    f'c (Kg/cm2): 210 M (tn.m) 57.981582

    f: 0.9 As (cm2) 24.70

    fy (Kg/cm2): 4200

    1" @ 0.30 m + BASTONES DE 5 /8" @ 30 Acero colocado: 26.25 cm2

    r= As = 0.0040 > rmin= 0.0018 OK!

    bd

    Refuerzo Mnimo parte superior = 0.0018 x 100 x 0.3 = 5.4 cm2 / m

    parte inferior = 0.0018 x 100 x 0.7 = 12.6 cm2 / m

    Como la pantalla es de seccin variable y asumiendo a = d / 5, ademas As1= As2se obtiene

    Ka =tg2( 45 - 32/2 ) = 0.307

    hc = 1.4

    Lc = 2.05 m

    Lc = hc + d usar Lc = 2.1 m

    Lc : tambien 1/3 H pantalla Utilizado = 2.40 m

    Refuerzo Horizontal As = rtbt dArriba: = 0.0018 x 100 x 30 = 5.4 cm2 / m

    2/3 As

    1/3As 3.6 f1/2" @ 0.30 m

    P

    MMresBe

    act

    =

    2

    =st

    A3

    2

    3

    max )5(7.16

    2/c

    sahxx

    KM

    =

    g

    v

    h

    aK

    s

    sf=

    =2

    45tan2

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    1.8

    Intermedio: = 0.0018 x 100 x 50 = 9 cm2 / m

    6

    3

    Abajo: = 0.0018 x 100 x 70 = 12.6 cm2 / m

    8.4

    4.2

    Acero de montaje: 36f = 36 x 1.91 = 68.76 < S Smax = 30 cm

    4.1 DISEO DE ZAPATA

    DISEO DE LA PUNTA

    =

    wu = 1.67 17032.27 = 28443.88534 kg

    Mu = 28443.88534 1.62 = 46079.09 kg.m

    Vu = Wu ( B3-d) = 25599.50 kg

    Vc = 0.85 0.53 14.4913767 100 90 = 58,755.29 > 25,599.50 CORRECTO

    b x d = 100 x 90

    Datos Momentos en tn.mh (cm): 100.00

    r (cm): 10

    d (cm): 90

    b (cm): 100 b (cm) 100

    f'c (Kg/cm2): 210 M (tn.m) 46.08

    f: 0.9 As (cm2) 13.79

    fy (Kg/cm2): 4200

    Se coloca acero en doble malla :

    Acero colocado : f 5/8" @ 0.25 m en doble malla

    DISEO DEL TALON

    Wu = 1.5 x hz x + 1.8 x x R1 = 26604 Kg/m

    Vu = Wu ( B3-d) = -6651 kg

    Vc = 0.85 0.53 14.4913767 100 90 = 58,755.29 > -6,651.00 CORRECTO

    b x d = 100 x 90

    Mu = Wu x B3xB3/ 2 = 5620.095

    Datos Momentos en tn.mh (cm): 100.00

    r (cm): 10

    d (cm): 90

    b (cm): 100 b (cm) 100

    f'c (Kg/cm2): 210 M (tn.m) 5.62

    f: 0.9 As (cm2) 1.66

    fy (Kg/cm2): 4200

    Asmin zapata : 0.0018 100 100.00 = 18 cm2

    En cada cara : 9 cm2 =

    Refuerzo transversal

    As temp = 0.0018 x 100 x 100 = 18

    En cada cara 9

    f3/8" @ 0.25 m

    f5/8" @ 0.25 cm

    f1/2" @ 0.30 m

    f3/4" @ 0.30 m

    f 5/8" @ 0.25 m

    f5/8" @ 0.30 m

    f3/8" @ 0.30 m

    f1/2" @ 0.25 m

    =st

    A3

    1

    =st

    A3

    2

    =st

    A3

    1

    =stA32

    =st

    A3

    1

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    DISEO MUROS DE CONCRETO ARMADOH = 6.50 M

    1. DATOS DE ENTRADA DIMENSIONAMIENTO PLANTEADO DEBIDO A

    RESTRICCIONES DEL TERRENO EN AMBOS LADOS

    g1 = 1.80 tn/m3

    g2 = 1.80 tn/m3

    f1 = 32 f2 = 32

    ssuelo = 0.80 kg/cm2

    Ka = 0.30

    Kp = 3.00

    = 0.45

    hz (altura de zapata) = 1.00 m Espesor de Muro

    B1 (Externa) = 1.8 m t1 (sup) = 0.30 m

    B2 (central) = 0.55 m t2 (inf) = 0.55 m

    B3 (interna) = 0.5 m

    L : Ancho de Zapata = 2.85 m

    R1 (Altura de relleno 1) = 1.7 m H pantalla = 6.50 m

    R2 (Altura de relleno 2) = 6.5 m

    f'c = 210 kg/cm2

    gconcreto = 2.40 tn/m3

    fy = 4200 kg/cm3

    S/C = 0.30 tn/m2

    2. ANALISIS POR CADA METRO DE LONGITUD

    W s/c = 0.30 300 = 90 kg/m

    E s/c = 90 7.50 = 675 kg

    M s/c = 675 3.75 = 2531.25 kg.m

    Ka

    Wa = 0.30 1800 7.5 4050 kg/m

    Ea = 4050 3.75 15187.5 kg

    Ma = 15187.5 2.5 37968.75 kg.m

    Kp

    Wp = 3.00 1800.00 2.70 = 14580 kg/m

    Ep = 14580 1.35 = 19683 kg

    Mp = 19683 0.9 = 17714.7 kg.m

    3. VERIFICACIONES

    VERIFICACION DE ESTABILIDAD

    Zonas L H Cargas (kg) Brazo de Giro (m) Momentos (kg.m)

    1 0.5 6.5 1800 5850 2.6 15210

    2 0.55 6.5 2400 8580 2.075 17803.5

    3 1.8 1.7 1800 5508 0.9 4957.2

    4 2.85 1 2400 6840 1.425 9747

    5 1.8 300 540 2.60 1404

    27318 49121.7

    VERIFICACION POR DES PLAZAMIENTO

    Factu = Es/c + E a 15862.5 Kg

    Fres = Ep+u x Cargas 31,976.10 Kg

    Fsd = 2.02 > 1.50 CORRECTO

    Datos de Suelo

    Datos de muro

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    VERIFICACION POR VOLTEO

    Mact = M s/c + Ma 40,500.00 kg.m

    Mres = Mp + Momentos 66,836.40 kg.m

    Fsv = 1.65 > 1.50 CORRECTO

    PRESION DEL TERRENO

    = 27318 = 14168.09291

    P = 27,318.00 kg 2 0.96

    MO = Mres-Mact 26,336.40 kg.m 1.416809291

    d = Mo/P 0.964 m

    e = B/2 - d 0.461 m

    B/6 = 0.475 m > 0.461 CORRECTO

    4. DISEO POR CONCRETO ARMADO

    4.1 DISEO DE PANTALLA

    kp

    wu = 1.8 0.30 1800 6.5 = 6,318.00 kg/m

    Vu = 6318.00 3.25 = 20,533.50 Kg

    Mu = 20533.5 2.16666667 = 44,489.25

    d Vu

    Vc = 0.85 0.53 14.4913767 100 50 = 32,641.83 > 20,533.50 CORRECTO

    b x d = 100 x 50

    Calculo del acero en pantalla

    Datos Momentos en tn.mh (cm): 55.00

    r (cm): 5

    d (cm): 50

    b (cm): 100 b (cm) 100

    f'c (Kg/cm2): 210 M (tn.m) 44.48925

    f: 0.9 As (cm2) 25.01

    fy (Kg/cm2): 4200

    1" @ 0.30 m + BASTONES DE 5 /8" @ 30 Acero co locado: 26.25 cm2

    r= As = 0.0053 > rmin= 0.0018 OK!bd

    Refuerzo Mnimo parte superior = 0.0018 x 100 x 0.3 = 5.4 cm2 / m

    parte inferior = 0.0018 x 100 x 0.55 = 9.9 cm2 / m

    Como la pantalla es de seccin variable y asumiendo a = d / 5, ademas As1= As2se obtiene

    Ka =tg2( 45 - 32/2 ) = 0.307

    hc = 1.282

    Lc = 1.78 m

    Lc = hc + d usar Lc = 1.8 m

    Lc : tambien 1/3 H pantalla Utilizado = 2.20 m

    Refuerzo Horizontal As = rtbt dArriba: = 0.0018 x 100 x 30 = 5.4 cm2 / m

    2/3 As

    1/3As 3.6 f1/2" @ 0.30 m

    P

    MMresBe

    act

    =

    2

    =A2

    3

    max )5(7.16

    2/c

    sahxx

    KM

    =

    g

    v

    h

    aK

    s

    sf=

    =2

    45tan2

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    1.8

    Intermedio: = 0.0018 x 100 x 42.5 = 7.65 cm2 / m

    5.1

    2.55

    Abajo: = 0.0018 x 100 x 55 = 9.9 cm2 / m

    6.6

    3.3

    Acero de montaje: 36f = 36 x 1.91= 68.76 < S Smax = 30 cm

    4.1 DISEO DE ZAPATA

    DISEO DE LA PUNTA

    =

    wu = 1.67 14168.09 = 23660.71515 kg

    Mu = 23660.71515 1.62 = 38330.36 kg.m

    Vu = Wu ( B3-d) = 21294.64 kg

    Vc = 0.85 0.53 14.4913767 100 90 = 58,755.29 > 21,294.64 CORRECTO

    b x d = 100 x 90

    Datos Momentos en tn.mh (cm): 100.00

    r (cm): 10

    d (cm): 90

    b (cm): 100 b (cm) 100

    f'c (Kg/cm2): 210 M (tn.m) 38.33

    f: 0.9 As (cm2) 11.44

    fy (Kg/cm2): 4200

    Se coloca acero en doble malla :

    Acero colocado : f 5/8" @ 0.25 m en doble malla

    DISEO DEL TALON

    Wu = 1.5 x hz x + 1.8 x x R1 = 24660 Kg/m

    Vu = Wu ( B3-d) = -9864 kg

    Vc = 0.85 0.53 14.4913767 100 90 = 58,755.29 > -9,864.00 CORRECTO

    b x d = 100 x 90

    Mu = Wu x B3xB3/ 2 = 3082.5

    Datos Momentos en tn.mh (cm): 100.00

    r (cm): 10

    d (cm): 90

    b (cm): 100 b (cm) 100

    f'c (Kg/cm2): 210 M (tn.m) 3.0825

    f: 0.9 As (cm2) 0.91

    fy (Kg/cm2): 4200

    Asmin zapata : 0.0018 100 100.00 = 18 cm2

    En cada cara : 9 cm2 =

    Refuerzo transversal

    As temp = 0.0018 x 100 x 100 = 18

    En cada cara 9

    f3/8" @ 0.30 m

    f1/2" @ 0.25 m

    f3/8" @ 0.25 m

    f5/8" @ 0.25 cm

    f1/2" @ 0.30 m

    f3/4" @ 0.30 m

    f 5/8" @ 0.25 m

    f5/8" @ 0.30 m

    st

    3

    =st

    A3

    1

    =st

    A3

    2

    =st

    A3

    1

    =st

    A3

    2

    =st

    A3

    1

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    DISEO MUROS DE CONCRETO ARMADOH = 5.10 M

    1. DATOS DE ENTRADA DIMENSIONAMIENTO PLANTEADO DEBIDO A

    RESTRICCIONES DEL TERRENO EN AMBOS LADOS

    g1 = 1.80 tn/m3

    g2 = 1.80 tn/m3

    f1 = 32 f2 = 32

    ssuelo = 0.80 kg/cm2

    Ka = 0.30

    Kp = 3.00

    = 0.45

    hz (altura de zapata) = 0.80 m Espesor de Muro

    B1 (Externa) = 1.8 m t1 (sup) = 0.30 m

    B2 (central) = 0.45 m t2 (inf) = 0.45 m

    B3 (interna) = 0.5 m

    L : Ancho de Zapata = 2.75 m

    R1 (Altura de relleno 1) = 1.7 m H pantalla = 5.10 m

    R2 (Altura de relleno 2) = 5.1 m

    f'c = 210 kg/cm2

    gconcreto = 2.40 tn/m3

    fy = 4200 kg/cm3

    S/C = 0.30 tn/m2

    2. ANALISIS POR CADA METRO DE LONGITUD

    W s/c = 0.30 300 = 90 kg/m

    E s/c = 90 5.90 = 531 kg

    M s/c = 531 2.95 = 1566.45 kg.m

    Ka

    Wa = 0.30 1800 5.9 3186 kg/m

    Ea = 3186 2.95 9398.7 kg

    Ma = 9398.7 1.96666667 18484.11 kg.m

    Kp

    Wp = 3.00 1800.00 2.50 = 13500 kg/m

    Ep = 13500 1.25 = 16875 kg

    Mp = 16875 0.83333333 = 14062.5 kg.m

    3. VERIFICACIONES

    VERIFICACION DE ESTABILIDAD

    Zonas L H Cargas (kg) Brazo de Giro (m) Momentos (kg.m)

    1 0.5 5.1 1800 4590 2.5 11475

    2 0.45 5.1 2400 5508 2.025 11153.7

    3 1.8 1.7 1800 5508 0.9 4957.2

    4 2.75 0.8 2400 5280 1.375 7260

    5 1.8 300 540 2.50 1350

    21426 36195.9

    VERIFICACION POR DE SPLAZAMIENTO

    Factu = Es/c + E a 9929.7 Kg

    Fres = Ep+u x Cargas 26,516.70 Kg

    Fsd = 2.67 > 1.50 CORRECTO

    Datos de Suelo

    Datos de muro

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    VERIFICACION POR VOLTEO

    Mact = M s/c + Ma 20,050.56 kg.m

    Mres = Mp + Momentos 50,258.40 kg.m

    Fsv = 2.51 > 1.50 CORRECTO

    PRESION DEL TERRENO

    = 21426 = 7598.581626

    P = 21,426.00 kg 2 1.41

    MO = Mres-Mact 30,207.84 kg.m 0.759858163

    d = Mo/P 1.410 m

    e = B/2 - d -0.035 m

    B/6 = 0.45833333 m > -0.035 CORRECTO

    4. DISEO POR CONCRETO ARMADO

    4.1 DISEO DE PANTALLA

    kp

    wu = 1.8 0.30 1800 5.1 = 4,957.20 kg/m

    Vu = 4957.20 2.55 = 12,640.86 Kg

    Mu = 12640.86 1.7 = 21,489.46

    d Vu

    Vc = 0.85 0.53 14.4913767 100 40 = 26,113.46 > 12,640.86 CORRECTO

    b x d = 100 x 40

    Calculo del acero en pantalla

    Datos Momentos en tn.mh (cm): 45.00

    r (cm): 5

    d (cm): 40

    b (cm): 100 b (cm) 100

    f'c (Kg/cm2): 210 M (tn.m) 21.49

    f: 0.9 As (cm2) 14.86

    fy (Kg/cm2): 4200

    3/4" @ 0.30 m + BASTONES DE 5/8" @ 30 Acero colocado: 17.45 cm2

    r= As = 0.0044 > rmin= 0.0018 OK!bd

    Refuerzo Mnimo parte superior = 0.0018 x 100 x 0.3 = 5.4 cm2 / m

    parte inferior = 0.0018 x 100 x 0.45 = 8.1 cm2 / m

    Como la pantalla es de seccin variable y asumiendo a = d / 5, ademas As1= As2se obtiene

    Ka =tg2( 45 - 32/2 ) = 0.307

    hc = 1.006

    Lc = 1.41 m

    Lc = hc + d usar Lc = 1.5 m

    Lc : tambien 1/3 H pantalla Utilizado = 1.70 m

    Refuerzo Horizontal As = rtbt dArriba: = 0.0018 x 100 x 30 = 5.4 cm2 / m

    2/3 As

    1/3As 3.6 f1/2" @ 0.30 m

    P

    MMresBe

    act

    =

    2

    2

    3

    max )5(7.16

    2/c

    sahxx

    KM

    =

    g

    v

    h

    aK

    s

    sf=

    =2

    45tan2

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    1.8

    Intermedio: = 0.0018 x 100 x 37.5 = 6.75 cm2 / m

    4.5

    2.25

    Abajo: = 0.0018 x 100 x 45 = 8.1 cm2 / m

    5.4

    2.7

    Acero de montaje: 36f = 36 x 1.59 = 57.24 < S

    4.1 DISEO DE ZAPATA

    DISEO DE LA PUNTA

    =

    wu = 1.67 7598.58 = 12689.63132 kg

    Mu = 12689.63132 1.62 = 20557.20 kg.m

    Vu = Wu ( B3-d) = 13958.59 kg

    Vc = 0.85 0.53 14.4913767 100 70 = 45,698.56 > 13,958.59 CORRECTO

    b x d = 100 x 70

    Datos Momentos en tn.mh (cm): 80.00

    r (cm): 10

    d (cm): 70

    b (cm): 100 b (cm) 100

    f'c (Kg/cm2): 210 M (tn.m) 20.56

    f: 0.9 As (cm2) 7.87

    fy (Kg/cm2): 4200

    Se coloca acero en doble malla :

    Acero colocado : f 5/8" @ 0.30 m en doble malla

    DISEO DEL TALON

    Wu = 1.5 x hz x + 1.8 x x R1 = 19404 Kg/m

    Vu = Wu ( B3-d) = -3880.8 kg

    Vc = 0.85 0.53 14.4913767 100 70 = 45,698.56 > -3,880.80 CORRECTO

    b x d = 100 x 70

    Mu = Wu x B3xB3/ 2 = 2425.5

    Datos Momentos en tn.mh (cm): 80.00

    r (cm): 10

    d (cm): 70

    b (cm): 100 b (cm) 100

    f'c (Kg/cm2): 210 M (tn.m) 2.4255

    f: 0.9 As (cm2) 0.92

    fy (Kg/cm2): 4200

    Asmin zapata : 0.0018 100 80.00 = 14.4 cm2

    En cada cara : 7.2 cm2 =

    Refuerzo transversal

    As temp = 0.0018 x 100 x 80 = 14.4

    En cada cara 7.2

    f3/8" @ 0.25 m

    f5/8" @ 0.25 cm

    f1/2" @ 0.30 m

    f5/8" @ 0.25m

    f 5/8" @ 0.30m

    f5/8" @ 0.30 m

    f3/8" @ 0.30 m

    f1/2" @ 0.25 m

    =st

    A3

    =st

    A3

    1

    =st

    A3

    2

    =st

    A3

    1

    =st

    A3

    2

    =st

    A3

    1

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    DISEO MUROS DE CONCRETH = 5.10 M

    1. DATOS DE ENTRADA

    g1 = 1.80 tn/m3

    g2 = 1.80

    f1 = 32 f2 = 32

    ssuelo = 0.80

    Ka = 0.30

    Kp = 3.00

    = 0.45

    hz (altura de zapata) = 0.80 m Espesor de Muro

    B1 (Externa) = 1.8 m t1 (sup) = 0.30

    B2 (central) = 0.45 m t2 (inf) = 0.45

    B3 (interna) = 0.5 m

    L : Ancho de Zapata = 2.75 m

    R1 (Altura de relleno 1) = 1.1 m H pantalla = 5.10

    R2 (Altura de relleno 2) = 5.1 m

    f'c = 210 kg/cm2

    gconcreto = 2.40

    fy = 4200 kg/cm3

    S/C = 0.30 tn/m2

    2. ANALISIS POR CADA METRO DE LONGITUD

    W s/c = 0.30

    E s/c = 90

    M s/c = 531

    Ka

    Wa = 0.30

    Ea = 3186

    Datos de Suelo

    Datos de muro

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    Ma = 9398.7

    Kp

    Wp = 3.00

    Ep = 10260

    Mp = 9747

    3. VERIFICACIONES

    VERIFICACION DE ESTABILIDAD

    Zonas L H

    1 0.5 5.1 1800

    2 0.45 5.1 2400

    3 1.8 1.1 1800

    4 2.75 0.8 2400

    5 1.8 300

    VERIFICACION POR DESPLAZAMIENTO

    Factu = Es/c + E a 9929.7 Kg

    Fres = Ep+u x Cargas 18,513.90 Kg

    Fsd = 1.86 > 1.50

    VERIFICACION POR VOLTEO

    Mact = M s/c + Ma 20,050.56 kg.m

    Mres = Mp + Momentos 40,619.40 kg.m

    Fsv = 2.03 > 1.50

    PRESION DEL TERRENO

    MMresBe

    act

    =

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    P = 19,482.00 kg

    MO = Mres-Mact 20,568.84 kg.m

    d = Mo/P 1.056 m

    e = B/2 - d 0.319 m

    B/6 = 0.45833333 m >

    4. DISEO POR CONCRETO ARMADO

    4.1 DISE O DE PANTALLA

    kp

    wu = 1.8 0.30 1800 5.1 =

    Vu = 4957.20 2.55 =

    Mu = 12640.86 1.7 =

    d

    Vc = 0.85 0.53 14.4913767 100 40

    b x d = 100 x 40

    Calculo del acero en pantalla

    Datos Momentos en tn.mh (cm): 45.00

    r (cm): 5

    d (cm): 40

    b (cm): 100 b (cm) 100

    f'c (Kg/cm2): 210 M (tn.m) 21.49

    f: 0.9 As (cm2) 14.86

    fy (Kg/cm2): 4200

    3/4" @ 0.30 m + BASTONES DE 5/8"

    r= As = 0.0044 > rmin= 0.0018

    bd

    Refuerzo Mnimo parte superior = 0.0018 x 100 x 0.3 =

    parte inferior = 0.0018 x 100 x 0.45 =

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    Como la pantalla es de seccin variable y asumiendo a = d / 5, ademas As1= As2se obtiene

    Ka =tg2( 45 - 32/2 ) = 0.307

    hc = 1.006

    Lc = 1.41 m

    Lc = hc + d usar Lc = 1.5 m

    Lc : tambien 1/3 H pantalla Utilizado = 1.70 m

    Refuerzo Horizontal As = rtbt dArriba: = 0.0018 x 100 x 30 =

    2/3 As

    1/3As 3.6

    1.8

    Intermedio: = 0.0018 x 100 x 37.5 =

    4.5

    2.25

    Abajo: = 0.0018 x 100 x 45 =

    5.4

    2.7

    Acero de montaje: 36f = 36 x 1.59 = 57.24 < S

    f5/8" @ 0.25m

    =st

    A3

    2

    =st

    A3

    1

    =st

    A3

    2

    =st

    A3

    1

    =st

    A3

    2

    =st

    A3

    1

    3

    max )5(7.16

    2/c

    sahxx

    KM

    =

    g

    v

    h

    aK

    s

    sf=

    =2

    45tan2

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    4.1 DISE O DE ZAPATA

    DISE O DE LA PUNTA

    =

    wu = 1.67 9226.29 = 15407.91073 kg

    Mu = 15407.91073 1.62 = 24960.82 kg.m

    Vu = Wu ( B3-d) = 16948.70 kg

    Vc = 0.85 0.53 14.4913767 100 70

    b x d = 100 x 70

    Datos Momentos en tn.mh (cm): 80.00

    r (cm): 10d (cm): 70

    b (cm): 100 b (cm) 100

    f'c (Kg/cm2): 210 M (tn.m) 24.96

    f: 0.9 As (cm2) 9.59

    fy (Kg/cm2): 4200

    Se coloca acero en doble malla :

    Acero colocado : f 5/8" @ 0.30 m en doble malla

    DISE O DEL TALON

    Wu = 1.5 x hz x + 1.8 x x R1 = 19404 Kg/m

    Vu = Wu ( B3-d) = -3880.8 kg

    Vc = 0.85 0.53 14.4913767 100 70

    b x d = 100 x 70

    Mu = Wu x B3xB3/ 2 = 2425.5

    Datos Momentos en tn.mh (cm): 80.00

    r (cm): 10

    d (cm): 70

    b (cm): 100 b (cm) 100

    f'c (Kg/cm2): 210 M (tn.m) 2.4255

    f: 0.9 As (cm2) 0.92

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    fy (Kg/cm2): 4200

    Asmin zapata : 0.0018 100 80.00 = 14.4

    En cada cara : 7.2 cm2 =

    Refuerzo transversal

    As temp = 0.0018 x 100 x 80 = 14.4

    En cada cara 7.2

    f 5/8" @ 0.30m

    f5/8" @ 0.30

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    O ARMADO

    DIMENSIONAMIENTO PLANTEADO DEBIDO A

    RESTRICCIONES DEL TERRENO EN AMBOS LADOS

    tn/m3

    kg/cm2

    m

    m

    m

    tn/m3

    300 = 90 kg/m

    5.90 = 531 kg

    2.95 = 1566.45 kg.m

    1800 5.9 3186 kg/m

    2.95 9398.7 kg

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    1.96666667 18484.11 kg.m

    1800.00 1.90 = 10260 kg/m

    0.95 = 9747 kg

    0.63333333 = 6173.1 kg.m

    Cargas (kg) Brazo de Giro (m) Momentos (kg.m)

    4590 2.5 11475

    5508 2.025 11153.7

    3564 0.9 3207.6

    5280 1.375 7260

    540 2.50 1350

    19482 34446.3

    CORRECTO

    CORRECTO

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    = 19482 = 9226.29385

    2 1.06

    0.922629385

    0.319 CORRECTO

    4,957.20 kg/m

    12,640.86 Kg

    21,489.46

    Vu

    = 26,113.46 > 12,640.86 CORRECTO

    30 Acero colocado: 17.45 cm2

    OK!

    5.4 cm2 / m

    8.1 cm2 / m

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    5.4 cm2 / m

    2.834645669

    35.27777778

    2.535211268

    39.44444444

    6.75 cm2 / m

    3.543307087

    28.22222222

    3.169014085

    31.55555556

    8.1 cm2 / m

    2.713567839

    36.85185185

    2.125984252

    47.03703704

    f3/8" @ 0.25 m

    f5/8" @ 0.25 cm

    f1/2" @ 0.30 m

    f1/2" @ 0.30 m

    f3/8" @ 0.30 m

    f1/2" @ 0.25 m

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    = 45,698.56 > 16,948.70 CORRECTO

    = 45,698.56 > -3,880.80 CORRECTO

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    cm2

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    pulg cm area

    3/8 0.95 0.71

    1/2 1.27 1.27

    5/8 1.59 1.99

    3/4 1.91 2.87

    1 2.54 5.07

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    DISEO MUROS DE CONCRETO ARMADOH = 3.50 M

    1. DATOS DE ENTRADA DIMENSIONAMIENTO PLANTEADO DEBIDO A

    RESTRICCIONES DEL TERRENO EN AMBOS LADOS

    g1 = 1.80 tn/m3

    g2 = 1.80 tn/m3

    f1 = 32 f2 = 32

    ssuelo = 0.80 kg/cm2

    Ka = 0.30

    Kp = 3.00

    = 0.45

    hz (altura de zapata) = 0.60 m Espesor de Muro

    B1 (Externa) = 0.7 m t1 (sup) = 0.30 m

    B2 (central) = 0.30 m t2 (inf) = 0.30 m

    B3 (interna) = 0.5 m

    L : Ancho de Zapata = 1.50 m

    R1 (Altura de relleno 1) = 1 m H pantalla = 3.50 m

    R2 (Altura de relleno 2) = 3.5 m

    f'c = 210 kg/cm2

    gconcreto = 2.40 tn/m3

    fy = 4200 kg/cm3

    S/C = 0.30 tn/m2

    2. ANALISIS POR CADA METRO DE LONGITUD

    W s/c = 0.30 300 = 90 kg/m

    E s/c = 90 4.10 = 369 kg

    M s/c = 369 2.05 = 756.45 kg.m

    Ka

    Wa = 0.30 1800 4.1 2214 kg/m

    Ea = 2214 2.05 4538.7 kg

    Ma = 4538.7 1.36666667 6202.89 kg.m

    Kp

    Wp = 3.00 1800.00 1.60 = 8640 kg/m

    Ep = 8640 0.8 = 6912 kg

    Mp = 6912 0.53333333 = 3686.4 kg.m

    3. VERIFICACIONES

    VERIFICACION DE ESTABILIDAD

    Zonas L H Cargas (kg) Brazo de Giro (m) Momentos (kg.m)

    1 0.5 3.5 1800 3150 1.25 3937.5

    2 0.3 3.5 2400 2520 0.85 2142

    3 0.7 1 1800 1260 0.35 441

    4 1.50 0.6 2400 2160 0.75 1620

    5 1.8 300 540 1.25 675

    9630 8815.5

    VERIFICACION POR DESP LAZAMIENTO

    Factu = Es/c + E a 4907.7 Kg

    Fres = Ep+u x Cargas 11,245.50 Kg

    Fsd = 2.29 > 1.50 CORRECTO

    Datos de Suelo

    Datos de muro

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    VERIFICACION POR VOLTEO

    Mact = M s/c + Ma 6,959.34 kg.m

    Mres = Mp + Momentos 12,501.90 kg.m

    Fsv = 1.80 > 1.50 CORRECTO

    PRESION DEL TERRENO

    = 9630 = 8365.890491

    P = 9,630.00 kg 2 0.58

    MO = Mres-Mact 5,542.56 kg.m 0.836589049

    d = Mo/P 0.576 m

    e = B/2 - d 0.174 m

    B/6 = 0.25 m > 0.174 CORRECTO

    4. DISEO POR CONCRETO ARMADO

    4.1 DISEO DE PANTALLA

    kp

    wu = 1.8 0.30 1800 3.5 = 3,402.00 kg/m

    Vu = 3402.00 1.75 = 5,953.50 Kg

    Mu = 5953.5 1.16666667 = 6,945.75

    d Vu

    Vc = 0.85 0.53 14.4913767 100 25 = 16,320.91 > 5,953.50 CORRECTO

    b x d = 100 x 25

    Calculo del acero en pantalla

    Datos Momentos en tn.mh (cm): 30.00

    r (cm): 5

    d (cm): 25

    b (cm): 100 b (cm) 100

    f'c (Kg/cm2): 210 M (tn.m) 6.95

    f: 0.9 As (cm2) 7.62

    fy (Kg/cm2): 4200

    5/8" @ 0.25 m Acero colocado: 9.95 cm2

    r= As = 0.0040 > rmin= 0.0018 OK!bd

    Refuerzo Mnimo parte superior = 0.0018 x 100 x 0.3 = 5.4 cm2 / m

    parte inferior = 0.0018 x 100 x 0.3 = 5.4 cm2 / m

    Como la pantalla es de seccin variable y asumiendo a = d / 5, ademas As1= As2se obtiene

    Ka =tg2( 45 - 32/2 ) = 0.307

    hc = 0.69

    Lc = 0.94 m

    Lc = hc + d usar Lc = 1.00 m

    Lc : tambien 1/3 H pantalla Utilizado = 1.00 m

    Refuerzo Horizontal As = rtbt dArriba: = 0.0018 x 100 x 30 = 5.4 cm2 / m

    2/3 As

    1/3As 3.6 f3/8" @ 0.25 m

    P

    MMresBe

    act

    =

    2

    2

    3

    max )5(7.16

    2/c

    sahxx

    KM

    =

    g

    v

    h

    aK

    s

    sf=

    =2

    45tan2

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    1.8

    Intermedio: = 0.0018 x 100 x 30 = 5.4 cm2 / m

    3.6

    1.8

    Abajo: = 0.0018 x 100 x 30 = 5.4 cm2 / m

    3.6

    1.8

    Acero de montaje: 36f = 36 x 1.27 = 45.72 < S

    4.1 DISEO DE ZAPATA

    DISEO DE LA PUNTA

    =

    wu = 1.67 8365.89 = 13971.03712 kg

    Mu = 13971.03712 0.245 = 3422.90 kg.m

    Vu = Wu ( B3-d) = 2794.21 kg

    Vc = 0.85 0.53 14.4913767 100 50 = 32,641.83 > 2,794.21 CORRECTO

    b x d = 100 x 50

    Datos Momentos en tn.mh (cm): 60.00

    r (cm): 10

    d (cm): 50

    b (cm): 100 b (cm) 100

    f'c (Kg/cm2): 210 M (tn.m) 3.42

    f: 0.9 As (cm2) 1.82

    fy (Kg/cm2): 4200

    Se coloca acero en doble malla :

    Acero colocado : f 1/2" @ 0.25 m en doble malla

    DISEO DEL TALON

    Wu = 1.5 x hz x + 1.8 x x R1 = 13500 Kg/m

    Vu = Wu ( B3-d) = 0 kg

    Vc = 0.85 0.53 14.4913767 100 50 = 32,641.83 > 0.00 CORRECTO

    b x d = 100 x 50

    Mu = Wu x B3xB3/ 2 = 1687.5

    Datos Momentos en tn.mh (cm): 60.00

    r (cm): 10

    d (cm): 50

    b (cm): 100 b (cm) 100

    f'c (Kg/cm2): 210 M (tn.m) 1.6875

    f: 0.9 As (cm2) 0.89

    fy (Kg/cm2): 4200

    Asmin zapata : 0.0018 100 60.00 = 10.8 cm2

    En cada cara : 5.4 cm2 =

    Refuerzo transversal

    As temp = 0.0018 x 100 x 60 = 10.8

    En cada cara 5.4

    f3/8" @ 0.25 m

    f1/2" @ 0.30 cm

    f1/2" @ 0.30 m

    f1/2" @ 0.25m

    f 1/2" @ 0.25m

    f 1/2" @ 0.25m

    f3/8" @ 0.25 m

    f3/8" @ 0.25 m

    =st

    A3

    =st

    A3

    1

    =st

    A3

    2

    =st

    A3

    1

    =st

    A3

    2

    =st

    A3

    1

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    DISEO MUROS DE CONCRETO ARMADOH = 2.20 M

    1. DATOS DE ENTRADA

    g1 = 1.80 tn/m3

    g2 = 1.80 tn/m3

    f1 = 32 f2 = 32

    ssuelo = 0.80 kg/cm2

    Ka = 0.30

    Kp = 3.00

    = 0.45

    hz (altura de zapata) = 0.50 m Espesor de Muro

    B1 (Externa) = 0.45 m t1 (sup) = 0.25 m

    B2 (central) = 0.25 m t2 (inf) = 0.25 m

    B3 (interna) = 0.5 m

    L : Ancho de Zapata = 1.20 m

    R1 (Altura de relleno 1) = 0.4 m H pantalla = 2.20 m

    R2 (Altura de relleno 2) = 2.2 m

    f'c = 210 kg/cm2

    gconcreto = 2.40 tn/m3

    fy = 4200 kg/cm3

    S/C = 0.30 tn/m2

    2. ANALISIS POR CADA METRO DE LONGITUD

    W s/c = 0.30 300 = 90 kg/m

    E s/c = 90 2.70 = 243 kg

    M s/c = 243 1.35 = 328.05 kg.m

    Ka

    Wa = 0.30 1800 2.7 1458 kg/m

    Ea = 1458 1.35 1968.3 kg

    Ma = 1968.3 0.9 1771.47 kg.m

    Kp

    Wp = 3.00 1800.00 0.90 = 4860 kg/m

    Ep = 4860 0.45 = 2187 kg

    Mp = 2187 0.3 = 656.1 kg.m

    3. VERIFICACIONES

    VERIFICACION DE ESTABILIDAD

    Zonas L H Cargas (kg) Brazo de Giro (m) Momentos (kg.m)

    1 0.5 2.2 1800 1980 0.95 1881

    2 0.25 2.2 2400 1320 0.575 759

    3 0.45 0.4 1800 324 0.225 72.9

    4 1.20 0.5 2400 1440 0.6 864

    5 1.8 300 540 0.95 513

    5604 4089.9

    VERIFICACION POR DESP LAZAMIENTO

    Factu = Es/c + E a 2211.3 Kg

    Fres = Ep+u x Cargas 4,708.80 Kg

    Fsd = 2.13 > 1.50 CORRECTO

    Datos de Suelo

    Datos de muro

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    VERIFICACION POR VOLTEO

    Mact = M s/c + Ma 2,099.52 kg.m

    Mres = Mp + Momentos 4,746.00 kg.m

    Fsv = 2.26 > 1.50 CORRECTO

    PRESION DEL TERRENO

    = 5604 = 5933.318219

    P = 5,604.00 kg 2 0.47

    MO = Mres-Mact 2,646.48 kg.m 0.593331822

    d = Mo/P 0.472 m

    e = B/2 - d 0.128 m

    B/6 = 0.2 m > 0.128 CORRECTO

    4. DISEO POR CONCRETO ARMADO

    4.1 DISEO DE PANTALLA

    kp

    wu = 1.8 0.30 1800 2.2 = 2,138.40 kg/m

    Vu = 2138.40 1.1 = 2,352.24 Kg

    Mu = 2352.24 0.73333333 = 1,724.98

    d Vu

    Vc = 0.85 0.53 14.4913767 100 20 = 13,056.73 > 2,352.24 CORRECTO

    b x d = 100 x 20

    Calculo del acero en pantalla

    Datos Momentos en tn.mh (cm): 25.00

    r (cm): 5

    d (cm): 20

    b (cm): 100 b (cm) 100

    f'c (Kg/cm2): 210 M (tn.m) 1.72

    f: 0.9 As (cm2) 2.31

    fy (Kg/cm2): 4200

    3/8" @ 0.25 m Acero colocado: 3.55 cm2

    r= As = 0.0018000 > rmin= 0.0018 OK!bd

    Refuerzo Mnimo parte superior = 0.0018 x 100 x 0.25 = 4.5 cm2 / m

    parte inferior = 0.0018 x 100 x 0.25 = 4.5 cm2 / m

    Como la pantalla es de seccin variable y asumiendo a = d / 5, ademas As1= As2se obtiene

    Ka =tg2( 45 - 32/2 ) = 0.307

    hc = 0.434

    Lc = 0.63 m

    Lc = hc + d usar Lc = 0.65 m

    Lc : tambien 1/3 H pantalla Utilizado = 0.65 m

    Refuerzo Horizontal As = rtbt dArriba: = 0.0018 x 100 x 25 = 4.5 cm2 / m

    2/3 As

    1/3As 3 f3/8" @ 0.30 m

    P

    MMresBe

    act

    =

    2

    2

    3

    max )5(7.16

    2/c

    sahxx

    KM

    =

    g

    v

    h

    aK

    s

    sf=

    =2

    45tan2

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    1.5

    Intermedio: = 0.0018 x 100 x 25 = 4.5 cm2 / m

    3

    1.5

    Abajo: = 0.0018 x 100 x 25 = 4.5 cm2 / m

    3

    1.5

    Acero de montaje: 36f = 36 x0.71 = 34.2 < S

    4.1 DISEO DE ZAPATA

    DISEO DE LA PUNTA

    =

    wu = 1.67 5933.32 = 9908.641426 kg

    Mu = 9908.641426 0.10125 = 1003.25 kg.m

    Vu = Wu ( B3-d) = 495.43 kg

    Vc = 0.85 0.53 14.4913767 100 40 = 26,113.46 > 495.43 CORRECTO

    b x d = 100 x 40

    Datos Momentos en tn.mh (cm): 50.00

    r (cm): 10

    d (cm): 40

    b (cm): 100 b (cm) 100

    f'c (Kg/cm2): 210 M (tn.m) 1.00

    f: 0.9 As (cm2) 0.66

    fy (Kg/cm2): 4200

    Se coloca acero en doble malla :

    Acero colocado : f 1/2" @ 0.25 m en doble malla

    DISEO DEL TALON

    Wu = 1.5 x hz x + 1.8 x x R1 = 8928 Kg/m

    Vu = Wu ( B3-d) = 892.8 kg

    Vc = 0.85 0.53 14.4913767 100 40 = 26,113.46 > 892.80 CORRECTO

    b x d = 100 x 40

    Mu = Wu x B3xB3/ 2 = 1116

    Datos Momentos en tn.mh (cm): 50.00

    r (cm): 10

    d (cm): 40

    b (cm): 100 b (cm) 100

    f'c (Kg/cm2): 210 M (tn.m) 1.116

    f: 0.9 As (cm2) 0.74

    fy (Kg/cm2): 4200

    Asmin zapata : 0.0018 100 50.00 = 9 cm2

    En cada cara : 4.5 cm2 =

    Refuerzo transversal

    As temp = 0.0018 x 100 x 50 = 9

    En cada cara 4.5

    f3/8" @ 0.30 m

    f3/8" @ 0.30 m

    f3/8" @ 0.30 m

    f3/8" @ 0.30m

    f 1/2" @ 0.25m

    f 1/2" @ 0.30m

    f3/8" @ 0.30 m

    f3/8" @ 0.30 m

    =st

    A3

    =st

    A3

    1

    =st

    A3

    2

    =st

    A3

    1

    =st

    A3

    2

    =st

    A3

    1

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    DISEO MUROS DE CONCRETO ARMADOH = 1.70 M

    1. DATOS DE ENTRADA

    g1 = 1.80 tn/m3

    g2 = 1.80 tn/m3

    f1 = 32 f2 = 32

    ssuelo = 0.80 kg/cm2

    Ka = 0.30

    Kp = 3.00

    = 0.45

    hz (altura de zapata) = 0.30 m Espesor de Muro

    B1 (Externa) = 0.3 m t1 (sup) = 0.20 m

    B2 (central) = 0.20 m t2 (inf) = 0.20 m

    B3 (interna) = 0.3 m

    L : Ancho de Zapata = 0.80 m

    R1 (Altura de relleno 1) = 0.3 m H pantalla = 1.70 m

    R2 (Altura de relleno 2) = 1.7 m

    f'c = 210 kg/cm2

    gconcreto = 2.40 tn/m3

    fy = 4200 kg/cm3

    S/C = 0.30 tn/m2

    2. ANALISIS POR CADA METRO DE LONGITUD

    W s/c = 0.30 300 = 90 kg/m

    E s/c = 90 2.00 = 180 kg

    M s/c = 180 1 = 180 kg.m

    Ka

    Wa = 0.30 1800 2 1080 kg/m

    Ea = 1080 1 1080 kg

    Ma = 1080 0.66666667 720 kg.m

    Kp

    Wp = 3.00 1800.00 0.60 = 3240 kg/m

    Ep = 3240 0.3 = 972 kg

    Mp = 972 0.2 = 194.4 kg.m

    3. VERIFICACIONES

    VERIFICACION DE ESTABILIDAD

    Zonas L H Cargas (kg) Brazo de Giro (m) Momentos (kg.m)

    1 0.3 1.7 1800 918 0.65 596.7

    2 0.2 1.7 2400 816 0.4 326.4

    3 0.3 0.3 1800 162 0.15 24.3

    4 0.80 0.3 2400 576 0.4 230.4

    5 1.8 300 540 0.65 351

    3012 1528.8

    VERIFICACION POR DES PLAZAMIENTO

    Factu = Es/c + E a 1260 Kg

    Fres = Ep+u x Cargas 2,327.40 Kg

    Fsd = 1.85 > 1.50 CORRECTO

    Datos de Suelo

    Datos de muro

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    VERIFICACION POR VOLTEO

    Mact = M s/c + Ma 900.00 kg.m

    Mres = Mp + Momentos 1,723.20 kg.m

    Fsv = 1.91 > 1.50 CORRECTO

    PRESION DEL TERRENO

    = 3012 = 5510.291545

    P = 3,012.00 kg 2 0.27

    MO = Mres-Mact 823.20 kg.m 0.551029155

    d = Mo/P 0.273 m

    e = B/2 - d 0.127 m

    B/6 = 0.13333333 m > 0.127 CORRECTO

    4. DISEO POR CONCRETO ARMADO

    4.1 DISEO DE PANTALLA

    kp

    wu = 1.8 0.30 1800 1.7 = 1,652.40 kg/m

    Vu = 1652.40 0.85 = 1,404.54 Kg

    Mu = 1404.54 0.56666667 = 795.91

    d Vu

    Vc = 0.85 0.53 14.4913767 100 15 = 9,792.55 > 1,404.54 CORRECTO

    b x d = 100 x 15

    Calculo del acero en pantalla

    Datos Momentos en tn.mh (cm): 20.00

    r (cm): 5

    d (cm): 15

    b (cm): 100 b (cm) 100

    f'c (Kg/cm2): 210 M (tn.m) 0.80

    f: 0.9 As (cm2) 1.42

    fy (Kg/cm2): 4200

    3/8" @ 0.30 m Acero colocado: 2.84 cm2

    r= As = 0.0019000 > rmin= 0.0018 OK!bd

    Refuerzo Mnimo parte superior = 0.0018 x 100 x 0.2 = 3.6 cm2 / m

    parte inferior = 0.0018 x 100 x 0.2 = 3.6 cm2 / m

    Como la pantalla es de seccin variable y asumiendo a = d / 5, ademas As1= As2se obtiene

    Ka =tg2( 45 - 32/2 ) = 0.307

    hc = 0.335

    Lc = 0.49 m

    Lc = hc + d usar Lc = 0.50 m

    Lc : tambien 1/3 H pantalla Utilizado = 0.50 m

    Refuerzo Horizontal As = rtbt dArriba: = 0.0018 x 100 x 20 = 3.6 cm2 / m

    2/3 As

    1/3As 2.4 f3/8" @ 0.30 m

    P

    MMresBe

    act

    =

    2

    2

    3

    max )5(7.16

    2/c

    sahxx

    KM

    =

    g

    v

    h

    aK

    s

    sf=

    =2

    45tan2

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    1.2

    Intermedio: = 0.0018 x 100 x 20 = 3.6 cm2 / m

    2.4

    1.2

    Abajo: = 0.0018 x 100 x 20 = 3.6 cm2 / m

    2.4

    1.2

    Acero de montaje: 36f = 36 x0.71 = 34.2 < S

    4.1 DISEO DE ZAPATA

    DISEO DE LA PUNTA

    =

    wu = 1.67 5510.29 = 9202.18688 kg

    Mu = 9202.18688 0.045 = 414.10 kg.m

    Vu = Wu ( B3-d) = 920.22 kg

    Vc = 0.85 0.53 14.4913767 100 20 = 13,056.73 > 920.22 CORRECTO

    b x d = 100 x 20

    Datos Momentos en tn.mh (cm): 30.00

    r (cm): 10

    d (cm): 20

    b (cm): 100 b (cm) 100

    f'c (Kg/cm2): 210 M (tn.m) 0.41

    f: 0.9 As (cm2) 0.55

    fy (Kg/cm2): 4200

    Se coloca acero en una malla :

    Acero colocado : f 1/2" @ 0.25 m Una malla

    DISEO DEL TALON

    Wu = 1.5 x hz x + 1.8 x x R1 = 6588 Kg/m

    Vu = Wu ( B3-d) = 658.8 kg

    Vc = 0.85 0.53 14.4913767 100 20 = 13,056.73 > 658.80 CORRECTO

    b x d = 100 x 20

    Mu = Wu x B3xB3/ 2 = 296.46

    Datos Momentos en tn.mh (cm): 30.00

    r (cm): 10

    d (cm): 20

    b (cm): 100 b (cm) 100

    f'c (Kg/cm2): 210 M (tn.m) 0.29646

    f: 0.9 As (cm2) 0.39

    fy (Kg/cm2): 4200

    Asmin zapata : 0.0018 100 30.00 = 5.4 cm2

    en una malla 6.35 cm2 =

    Refuerzo transversal

    As temp = 0.0018 x 100 x 30 = 5.4

    f3/8" @ 0.30 m

    f3/8" @ 0.30 m

    f3/8" @ 0.30 m

    f3/8" @ 0.30m

    f 1/2" @ 0.25m

    f 1/2" @ 0.30m

    f3/8" @ 0.30 m

    f3/8" @ 0.30 m

    =st

    A3

    =st

    A3

    1

    =st

    A3

    2

    =st

    A3

    1

    =st

    A3

    2

    =st

    A3

    1

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    DISEO MUROS DE CONCRETH = 1.30 M

    1. DATOS DE ENTRADA

    g1 = 1.80 tn/m3

    g2 = 1.80

    f1 = 32 f2 = 32

    ssuelo = 0.80

    Ka = 0.30

    Kp = 3.00

    = 0.45

    hz (altura de zapata) = 0.30 m Espesor de Muro

    B1 (Externa) = 0.25 m t1 (sup) = 0.15

    B2 (central) = 0.15 m t2 (inf) = 0.15

    B3 (interna) = 0.3 m

    L : Ancho de Zapata = 0.70 m

    R1 (Altura de relleno 1) = 0.3 m H pantalla = 1.30

    R2 (Altura de relleno 2) = 1.3 m

    f'c = 210 kg/cm2

    gconcreto = 2.40

    fy = 4200 kg/cm3

    S/C = 0.30 tn/m2

    2. ANALISIS POR CADA METRO DE LONGITUD

    W s/c = 0.30

    E s/c = 90

    M s/c = 144

    Ka

    Wa = 0.30

    Ea = 864

    Datos de Suelo

    Datos de muro

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    Ma = 691.2

    Kp

    Wp = 3.00

    Ep = 3240

    Mp = 972

    3. VERIFICACIONES

    VERIFICACION DE ESTABILIDAD

    Zonas L H

    1 0.3 1.3 1800

    2 0.15 1.3 2400

    3 0.25 0.3 1800

    4 0.70 0.3 2400

    5 1.8 300

    VERIFICACION POR DESPLAZAMIENTO

    Factu = Es/c + E a 835.2 Kg

    Fres = Ep+u x Cargas 2,029.05 Kg

    Fsd = 2.43 > 1.50

    VERIFICACION POR VOLTEO

    Mact = M s/c + Ma 483.84 kg.m

    Mres = Mp + Momentos 1,222.88 kg.m

    Fsv = 2.53 > 1.50

    PRESION DEL TERRENO

    MMresBe

    act

    =

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    P = 2,349.00 kg

    MO = Mres-Mact 739.04 kg.m

    d = Mo/P 0.315 m

    e = B/2 - d 0.035 m

    B/6 = 0.11666667 m >

    4. DISEO POR CONCRETO ARMADO

    4.1 DISE O DE PANTALLA

    kp

    wu = 1.8 0.30 1800 1.3 =

    Vu = 1263.60 0.65 =

    Mu = 821.34 0.43333333 =

    d

    Vc = 0.85 0.53 14.4913767 100 10

    b x d = 100 x 10

    Calculo del acero en pantalla

    Datos Momentos en tn.mh (cm): 15.00

    r (cm): 5

    d (cm): 10

    b (cm): 100 b (cm) 100

    f'c (Kg/cm2): 210 M (tn.m) 0.36

    f: 0.9 As (cm2) 0.95

    fy (Kg/cm2): 4200

    3/8" @ 0.30 m Acero colocado: 2.84

    r= As = 0.0028000 > rmin= 0.0018

    bd

    Refuerzo Mnimo parte superior = 0.0018 x 100 x 0.15 =

    parte inferior = 0.0018 x 100 x 0.15 =

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    Como la pantalla es de seccin variable y asumiendo a = d / 5, ademas As1= As2se obtiene

    Ka =tg2( 45 - 32/2 ) = 0.307

    hc = 0.256

    Lc = 0.36 m

    Lc = hc + d usar Lc = 0.40 m

    Lc : tambien 1/3 H pantalla Utilizado = 0.40 m

    Refuerzo Horizontal As = rtbt dArriba: = 0.0018 x 100 x 15 =

    2/3 As

    1/3As 1.8

    0.9

    Intermedio: = 0.0018 x 100 x 15 =

    1.8

    0.9

    Abajo: = 0.0018 x 100 x 15 =

    1.8

    0.9

    Acero de montaje: 36f = 36 x0.71 = 34.2 < S

    f3/8" @ 0.30m

    =st

    A3

    2

    =st

    A3

    1

    =st

    A3

    2

    =st

    A3

    1

    =st

    A3

    2

    =st

    A3

    1

    3

    max )5(7.16

    2/c

    sahxx

    KM

    =

    g

    v

    h

    aK

    s

    sf=

    =2

    45tan2

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    4.1 DISE O DE ZAPATA

    DISE O DE LA PUNTA

    =

    wu = 1.67 3733.11 = 6234.297205 kg

    Mu = 6234.297205 0.03125 = 194.82 kg.m

    Vu = Wu ( B3-d) = 311.71 kg

    Vc = 0.85 0.53 14.4913767 100 20

    b x d = 100 x 20

    Datos Momentos en tn.mh (cm): 30.00

    r (cm): 10d (cm): 20

    b (cm): 100 b (cm) 100

    f'c (Kg/cm2): 210 M (tn.m) 0.19

    f: 0.9 As (cm2) 0.26

    fy (Kg/cm2): 4200

    Se coloca acero en una malla :

    Acero colocado : f 1/2" @ 0.25 m Una malla

    DISE O DEL TALON

    Wu = 1.5 x hz x + 1.8 x x R1 = 5292 Kg/m

    Vu = Wu ( B3-d) = 529.2 kg

    Vc = 0.85 0.53 14.4913767 100 20

    b x d = 100 x 20

    Mu = Wu x B3xB3/ 2 = 238.14

    Datos Momentos en tn.mh (cm): 30.00

    r (cm): 10

    d (cm): 20

    b (cm): 100 b (cm) 100

    f'c (Kg/cm2): 210 M (tn.m) 0.23814

    f: 0.9 As (cm2) 0.32

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    fy (Kg/cm2): 4200

    Asmin zapata : 0.0018 100 30.00 = 5.4

    en una malla 6.35 cm2 =

    Refuerzo transversal

    As temp = 0.0018 x 100 x 30 = 5.4

    f 1/2" @ 0.25m

    f 1/2" @ 0.30m

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    O ARMADO

    tn/m3

    kg/cm2

    m

    m

    m

    tn/m3

    300 = 90 kg/m

    1.60 = 144 kg

    0.8 = 115.2 kg.m

    1800 1.6 864 kg/m

    0.8 691.2 kg

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    0.53333333 368.64 kg.m

    1800.00 0.60 = 3240 kg/m

    0.3 = 972 kg

    0.2 = 194.4 kg.m

    Cargas (kg) Brazo de Giro (m) Momentos (kg.m)

    702 0.55 386.1

    468 0.325 152.1

    135 0.125 16.875

    504 0.35 176.4

    540 0.55 297

    2349 1028.475

    CORRECTO

    CORRECTO

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    = 2349 = 3733.112099

    2 0.31

    0.37331121

    0.035 CORRECTO

    1,263.60 kg/m

    821.34 Kg

    355.91

    Vu

    = 6,528.37 > 821.34 CORRECTO

    cm2

    OK!

    2.7 cm2 / m

    2.7 cm2 / m

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    2.7 cm2 / m

    1.417322835

    70.55555556

    1.267605634

    78.88888889

    2.7 cm2 / m

    1.417322835

    70.55555556

    1.267605634

    78.88888889

    2.7 cm2 / m

    0.904522613

    110.5555556

    0.708661417

    141.1111111

    f3/8" @ 0.30 m

    f3/8" @ 0.30 m

    f3/8" @ 0.30 m

    f3/8" @ 0.30 m

    f3/8" @ 0.30 m

    f3/8" @ 0.30 m

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    = 13,056.73 > 311.71 CORRECTO

    = 13,056.73 > 529.20 CORRECTO

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    cm2

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    pulg cm area

    3/8 0.95 0.71

    1/2 1.27 1.27

    5/8 1.59 1.99

    3/4 1.91 2.87

    1 2.54 5.07