Losa Aligerada (4 Tramos)

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DISEÑO DE LO

Transcript of Losa Aligerada (4 Tramos)

  • DISEO DE LOSAS ALIGERADAS SIN VOLADIZO (RELLENAR DATOS AQUI)

    1 Metrado de cargas1.1 Cargas permanentes:

    Luces a considerar (m)= 6.00 4.00 5.00 4.80 Por lo tanto h = (Lmay/25)=

    1 Peso de la losa aligerada 320 kg/m22 Peso piso acabado 100 kg/m23 Peso tabiqueria 100 kg/m24 kg/m25 kg/m2

    TOTAL 520 kg/m2

    1.2 Carga viva:

    1 Sobrecarga 350 kg/m22 kg/m23 kg/m24 kg/m2

    TOTAL 350 kg/m2

    2 Carga ultima de diseo: FD = 1.50 FL = 1.80

    U = 1410.00 kg/m2

    Wviga = 564.00 kg/mlWuD = 312.00 kg/mlWuL = 252.00 kg/ml

    3 Determinacion de momentos:OJO

    k1 = 9.60 Extremo izquierdo cara interior solo transmite = Ki*0.75k2 = 14.40 Extremo derecho cara interior solo transmite = Kd*0.75k3 = 11.52k4 = 12.00 *Momentos extremo:

    *Momentos medios:

    4 DISEANDO CROSS (Usando la combinacion 1

    1 2

  • L = 0.00 6.00 6.00 4.00Rig = 0.00 9.60 7.20 14.40

    0.00 1.00 0.33 0.67Carga U = 564 564 564 564Mtos=(WL^2)/(12 0.00 -1692 1692 -752

    0.00 -1.00 -0.33 -0.67

    0.00 -1692 1692 -752

    0 0-157 -313.33 -627

    157 78 212

    -48 -97 -193

    48 24 41

    -11 -22 -43

    11 5 10

    -3 -5 -10

    3 1 3

    -0.64 -1 -3

    0.64 0.32 0.63

    0 -0.32 -0.63

    0 0.08 0.17

    0.00 -1692 1363.18 -13630 1692 1363 1363

    Izq. Der. Izq.

    5 Calculo de reacciones, momentos y distancias:

    1 2

    Coef. Asumimos valores negativos a

    todos

  • Ri = 1746.80 kgRd = 1637.20 kg

    x(+) = 3.10 mx'(+) = 2.90 mM(+) = 1013.06 kg-m

    xi = 1.20 mxd = 1.01 mx = 0.15 m

    X Y6 GRAFICOS 0 1746.80

    3.10 06.00 -1637.20

    Momentos de diseoMx = -1436.33 kg-mM'x = -1123.95 kg-mM(+) = 1013.06 kg-m

    DIAGRAMA DE CORTE

    X Y0 1436.33

    1.20 0DIAGRAMA DE MOMENTO 3.095 -1013.06

    4.99 06.00 1123.95

    7 CALCULO DE CANTIDAD DE ACERO

    -2000

    -1000

    0

    1000

    20001746.8

    0

    -1637.2-2000

    -1000

    0

    1000

    20001257.38

    0-998.62

    -2000

    -1000

    0

    1000

    20001436.33

    0

    -1013.060

    1123.95

    -1000

    0

    1000

    20001180.67

    0-38.670701.96

  • F'c = 175As (-) = 6.02-(36.25-Mu*100/5336.47)^1/2As (+) = 24.08-(580-Mu(+)*100/1134.12)^1/2

    F'c = 210As (-) = 7.23-(52.20-Mu*100/4447.05)^1/2As (+) = 28.90-(835.21-Mu(+)*100/1111.76)^1/2

    MOMENTOS DE DISEO:

    1436.33 1123.95 1180.67

    1013.06

    1 2F'c = 175 2.96 (-) cm2 2.26 (-)

    (+) cm2 1.93 (+)F'c = 210 2.77 (-) cm2 2.17 (-)

    (+) cm2 1.62 (+)

    Si :F'c = 210

    As (-) Cant. pulg Cant. pulg

    cm2

    1 2.77 2 1/2 0 1/22 2.17 2 1/2 0 1/23 1.20 1 1/2 0 1/24 1.77 1 3/8 1 1/25 1.56 2 3/8 0 1/2

    F'c = 175As (-) Cant. pulg Cant. pulg

    cm2

    1 2.96 2 1/2 1 3/82 2.26 2 1/2 0 1/23 1.21 1 1/2 0 5/84 1.83 1 5/8 0 1/25 1.60 2 3/8 0 1/2

    Ingesar cantidades y diametro de aceros

    Ingesar cantidades y diametro de aceros

  • 8 CALCULO DE LA LONGITUD DE DESARROLLOmayor

    Xi Xd db b L 1.20 1.29 0.30 6.00 0.151.01 1.29 0.30 0.151.86 1.29 0.30 4.00 0.151.40 1.29 0.30 0.150.75 1.29 0.30 5.00 0.151.00 1.29 0.30 0.151.13 1.29 0.30 4.80 0.151.04 1.29 0.30 0.15

    Fc = 21021/2'' 21/2''1.45 m 1.20 m 1.95 m

    13/8''+11/2'' 13/8''

    Fc = 17521/2''+13/8'' 21/2''

    1.45 m 1.20 m 1.95 m

    15/8'' 13/8''

  • DISEO DE LOSAS ALIGERADAS SIN VOLADIZO (RELLENAR DATOS AQUI)

    AsumirPor lo tanto h = (Lmay/25)= 0.24 0.25 m

    0.40 m

    0.10 0.30 0.10 0.30 0.10 0.30

    COMBINACION DE CARGAS1 U U U U2 U D U D3 U D D U

    OJO 4 U D D DExtremo izquierdo cara interior solo transmite = Ki*0.75 5 D U D DExtremo derecho cara interior solo transmite = Kd*0.75 6 D D U D

    M = (WL^2)/24M = (WL^2)/12

    Trabajar con:

    3 4 5

  • 4.00 5.00 5.00 4.80 4.8014.40 11.52 11.52 9.00 12.000.56 0.44 0.56 0.44 1.00564 564 564 564 564752 -1175 1175 -1082.88 1082.88

    -0.56 -0.44 -0.56 -0.44 -1.00

    752 -1175 1175 -1082.88 1082.88940 92.12

    0 0-313 -26 -52 -40 -20

    -762.2423 339 169 10 20

    290.06 179-97 -50 -101 -79 -39

    -147.0482 65 33 20 39

    65.03 52.18-22 -15 -29 -23 -11

    -36.3320 16 8 5.5 11

    15.51 13.58-5 -4 -8 -5.96 -3

    -8.985 4 2 1.5 3

    3.8 3.5-1 -1 -2 -2 -1

    -2.251 1 0.50 0.50 1

    0.95 1-0.32 -0.28 -0.56 -0.44 0

    -0.60.33 0.27 0.14 0.00 0

    845.41 -845 1195.93 -1195.79 1082.88845 845 1196 1196 1083Der. Izq. Der. Izq. Der.

    3 4 5

  • 1257.38 kg 1339.9 kg 1377.12 kg998.62 kg 1480.1 kg 1330.08 kg

    2.23 m 2.38 m 2.44 m1.77 m 2.62 m 2.36 m

    38.67 kg-m 746.2 kg-m 485.47 kg-m1.86 m 0.75 m 1.13 m1.40 m 1.00 m 1.04 m0.15 m 0.15 m 0.15 m

    X Y X Y X Y0 1257.38 0 1339.90 0 1377.12

    2.23 0 2.38 0 2.44 04.00 -998.62 5.00 -1480.10 4.80 -1330.08

    -1180.67 kg-m -650.77 kg-m -995.57-701.96 kg-m -980.26 kg-m -889.7138.67 kg-m 746.20 kg-m 485.47

    X Y X Y X Y0 1180.67 0 650.77 0 995.57

    1.86 0 0.75 0 1.13 02.23 -38.67 2.375 -746.20 2.445 -485.472.60 0 4.00 0 3.76 04.00 701.96 5.00 980.26 4.80 889.71

    -2000

    -1000

    0

    1000

    20001257.38

    0-998.62 0 1 2 3 4 5 6

    -2000

    -1000

    0

    1000

    20001339.9

    0

    -1480.1-2000

    -1000

    0

    1000

    20001377.12

    0

    -1330.08

    -1000

    0

    1000

    20001180.67

    0-38.670701.96

    -1000

    0

    1000

    2000

    650.770

    -746.20

    980.26

    -1000

    0

    1000

    2000

    995.57

    0-485.47

    0

    889.71

  • As (-) = 6.02-(36.25-Mu*100/5336.47)^1/2As (+) = 24.08-(580-Mu(+)*100/1134.12)^1/2

    As (-) = 7.23-(52.20-Mu*100/4447.05)^1/2As (+) = 28.90-(835.21-Mu(+)*100/1111.76)^1/2

    1180.67 701.96 650.77 980.26 995.57 889.71

    38.67 746.20 485.47

    3 4 5cm2 1.21 (-) cm2 1.83 (-) 1.60cm2 0.07 (+) cm2 1.40 (+) 0.90cm2 1.20 (-) cm2 1.77 (-) 1.56cm2 0.06 (+) cm2 1.19 (+) 0.77

    cm TOT As (+) Cant. pulg Cant. plg.

    RPT. cm2 Ingesar cantidades y diametro de aceros1.27 1.27 2.541.27 1.27 2.54 1.62 1 3/8 1 1/21.27 1.27 1.27 0.06 1 3/8 0 3/80.71 1.27 1.98 1.19 1 1/2 0 3/80.71 1.27 1.42 0.77 1 3/8 0 5/8

    cm TOT As (+) cant pulg plg.

    RPT. cm2 Ingesar cantidades y diametro de aceros1.27 0.71 3.251.27 1.27 2.54 1.93 1 5/8 0 3/81.27 1.98 1.27 0.07 1 3/8 0 1/21.98 1.27 1.98 1.40 2 3/8 0 1/20.71 1.27 1.42 0.90 1 1/2 0 1/2

  • Li = Xi - + Max Ld = Xd - + Max

    h - r 12db (L-b)/16 Max. Li Ld0.22 0.1548 0.36 0.36 1.41 1.40 1.450.22 0.1548 0.36 0.36 1.220.22 0.1548 0.23 0.23 1.94 1.95 1.950.22 0.1548 0.23 0.23 1.480.22 0.1548 0.29 0.29 0.89 0.90 0.900.22 0.1548 0.29 0.29 1.140.22 0.1548 0.28 0.28 1.26 1.25 1.300.22 0.1548 0.28 0.28 1.17

    11/2'' 13/8''+11/2'' 23/8''1.50 m 0.90 m 1.15 m 1.30 m 1.20 m

    13/8'' 11/2'' 13/8''

    11/2'' 15/8'' 23/8''1.50 m 0.90 m 1.15 m 1.30 m 1.20 m

    13/8'' 23/8'' 11/2''

  • 0.25 m

    5

  • 0.000.000.005640.00 Asumimos negativo a 1

    0.00

    0.00

    0.000.00

    5

  • -2000

    -1000

    0

    1000

    20001377.12

    0

    -1330.08

    -1000

    0

    1000

    2000

    995.57

    0-485.47

    0

    889.71

  • (-) cm2(+) cm2(-) cm2(+) cm2

    cm TOT

    Respta.

    0.71 1.27 1.980.71 0.71 0.711.27 0.71 1.270.71 1.98 0.71

    cm TOT

    Respta.

    1.98 0.71 1.980.71 1.27 0.710.71 1.27 1.421.27 1.27 1.27

  • 1.20 1.20

    1.50 1.50

    1.15 1.15

    1.15 1.20

  • Combinacion de cargas

    1 U U U U2 U D U D3 U D D U4 U D D D5 D U D D6 D D U D

    1 564 564 564 5642 564 312 564 3123 564 312 312 5644 564 312 312 312 3/8''5 312 564 312 312 1/2''6 312 312 564 312 5/8''

    3/4''

    7/8''

    1''

    1 1/8''

    1 1/4''

    1 3/8''

    1 1/2''

  • D 312.00L 252.00U 564.00

    ACERO DE REFUERZO

    BARRA NDIAMETROS

    PESO Kg/m Area cm2 Perimetro cmPulg. Cms

    3 3/8 0.95 0.559 0.71 2.994 1/2 1.27 0.993 1.27 3.995 5/8 1.59 1.552 1.98 4.996 3/4 1.91 2.235 2.85 5.987 7/8 2.22 3.042 3.88 6.988 1 2.54 3.973 5.07 7.989 1 1/8 2.86 5.028 6.41 8.9810 1 1/4 3.18 6.207 7.92 9.9711 1 3/8 3.49 7.511 9.58 10.9712 1 1/2 3.81 8.938 11.4 11.97

    DISEO 4 LUCES 1(PRINCIPAL)DATOS