Diseño en Albañilería

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diseño de albañileria

Transcript of Diseño en Albañilería

  • DISEO DE UN EDIFICIO DE ALBAILERIA CONFINADA

    1. INFORMACION GENERAL

    Ubicacin del edificio: CHICLAYONumero de Pisos: 5 nivelesUso: VIVIENDASistema de Techado: Losa Maciza Dos direccionesAzotea: No utilizableAltura de piso a techo: 2.6 mLongitud de ventanas:

    SALA : 2 mDORMITORIO : 1.5 mCOCINA : 1.65 m

    2. CARACTERISTICAS DE LOS MATERIALES

    LADRILLOS SOLIDOSCLASE 4 CON 30% DE HUECOSTIPO KING KONG DE ARCILLAfb = 145 kg/cm2

    MORTEROTIPO P2CEMENTO ARENA - 1:4 f'm = 65 kg/cm2

    MUERETESRESISTENCIA CARACTERISTICA A CORTE PUROV'm = 8.1 kg/cm2Modulo de elasticidad (Em) = 500*f'mModulo de corte (gm) = 0.4*EmModulo de Poison (v) = 0.25

    CONCRETOf'c = 210 kg/cm2Modulo de elasticidad = 217370.6511928 15000*(f'c)^(1/2)Modulo de Poison = 0.15

    ACERO DE REFUERZOGRADO 60f'y = 4200 kg/cm2

  • 32500

  • CALCULO DE ESPESOR DE LOSA ALIGERADA

    LOSAS ALIGERADA h = L / 16 h = L / 18,50 h = L / 21

    Continua en una direccion = L = 2.65 mh = 0.14 m

    Continua en dos direcciones = L = 3.2 mh = 0.15 m

    Peso Propio (Kgf/m2)0.17 0.05 2800.20 0.05 3000.25 0.05 3500.30 0.05 420

    SIMPLEMENTE APOYADA

    CON UN EXTREMO CONTINUO

    AMBOS EXTREMOS CONTINUOS

    ESPESOR DEL ALIGERADO

    Espesor de Losa super. (m)

  • EN VOLADIZOS

    h = L / 8

    h = 20 cm

  • ESPESOR DEL MURO.-

    ZONA SISMICA 4t = h/ 20 = 0.13 m

    DENSIDAD MINIMA DE MUROS REFORZADOS.-

    = 0.0441964

    L = Longitud total del muro incluyendo sus columnast = espesor efectivo de muro = 0.13 m

    0.23 mAp = rea de la planta tipica = 182.86 m2Z 0.45U 1.00S 1.10N de Pisos 5.00

    DENSIDAD DE MUROS REFORZADOSMuro Direccin X MuroLongitud L (m) t (m) Nro. Ac (m2)MX1 1.65 0.23 2.00 0.76 MY1MX2 1.85 0.23 2.00 0.85 MY2MX3 1.80 0.23 2.00 0.83 MY3MX4 5.50 0.23 2.00 2.53 MY4MX5 2.70 0.23 2.00 1.24 MY5MX6 1.90 0.23 2.00 0.87 MY6MX7 1.85 0.23 2.00 0.85 MY7MX8 1.65 0.23 2.00 0.76 MY8MX9 0.55 1.54 2.00 1.69

    TOTAL 10.39 TOTAL

    = 0.0567984 Correcto

    ESFUERZO AXIAL MAXIMO.-

    f'm= 65 Kg/cm2h= 260 cm

    Muro Direccin X

  • Muro Longitud L (cm) t (cm) Ac (cm2) Pm (Kg) m (Kg/cm2)MX1 165 23 3795 22585.80 5.95MX2 185 23 4255 23596.50 5.55MX3 180 23 4140 21047.54 5.08MX4 550 23 12650 55543.29 4.39MX5 270 23 6210 57211.53 9.21MX6 190 23 4370 23228.86 5.32MX7 185 23 4255 33170.01 7.80MX8 165 23 3795 27146.32 7.15MX9 Muro de Concreto Armado

    Muro Direccin YLongitud L (cm) t (cm) Ac (cm2) Pm (Kg) m (Kg/cm2)MY1 870 13 11310 70674.28 6.25MY2 425 13 5525 42790.45 7.74MY3 195 13 2535 1855.33 0.73MY4 185 23 4255 25690.83 6.04MY5 335 13 4355 36955.06 8.49MY6 Muro de Concreto ArmadoMY7 275 23 6325 45418.03 7.18MY8 480 13 6240 24034.34 3.85

  • DENSIDAD DE MUROS REFORZADOSDireccin Y

    Longitud L (m) t (m) Nro. Ac (m2)8.70 0.13 2.00 2.264.25 0.13 2.00 1.111.95 0.13 2.00 0.511.85 0.23 2.00 0.853.35 0.13 2.00 0.870.80 0.87 2.00 1.392.75 0.23 2.00 1.274.80 0.13 2.00 1.25

    9.50

    = 0.052 Correcto

    Direccin X

  • A (Kg/cm2) 0.15f'm Estado58.22 9.75 Ok58.22 9.75 Ok58.22 9.75 Ok58.22 9.75 Ok58.22 9.75 Ok58.22 9.75 Ok58.22 9.75 Ok58.22 9.75 Ok

    Direccin YA (Kg/cm2) 0.15f'm Estado

    43.78 9.75 Ok43.78 9.75 Ok43.78 9.75 Ok58.22 9.75 Ok43.78 9.75 Ok

    58.22 9.75 Ok43.78 9.75 Ok

  • ESFUERZOS EN MUROS POR SISMO MODERADO.-

    Datos:Altura de Piso, h= 2.8fm = 650.00Vm = 81.00

    MURO PISO 1VeMX1 6.909MX2 6.486MX3 3.169MX4 27.734MX5 15.269MX6 5.641MX7 6.924MX8 6.481MX9 7.546MY1 24.614MY2 5.358MY3 1.374MY4 1.082MY5 3.976MY6 3.481MY7 0.829MY8 2.103

    CONTROL DE FISURACION.-

    PISO 2

    MURO L (m)MX1 1.65MX2 1.85MX3 1.80MX4 5.50MX5 2.70MX6 1.90MX7 1.85MX8 1.65MX9 0.55

    MURO L (m)MY1 8.70MY2 4.25MY3 1.95MY4 1.85

  • MY5 3.35MY6 0.80MY7 2.75MY8 4.80

    SISMO EN X-X250.63

    SISMO EN Y-Y236.08

    VERIFICACION DE LA NECESIDAD DE COLOCAR REFUERZO HORIZONTAL EN LOS MUROS.-

    PISO 2

    MURO L (m)MX1 1.65MX2 1.85MX3 1.80MX4 5.50MX5 2.70MX6 1.90MX7 1.85MX8 1.65MX9 Muro de Concreto Armado

    MURO L (m)MY1 8.70MY2 4.25MY3 1.95MY4 1.85MY5 3.35MY6 Muro de Concreto ArmadoMY7 2.75MY8 4.80

    DISEO DE LOS MUROS DEL PRIMER NIVEL

    Parametros a Utilizar.-

    f'c = 0.21 tn/cm2t = 13.00 cmt = 23.00 cmh = 2.80 m

    Como Vm =

    Como Vm =

  • = 0.900.70

    PISO 1

    MURO X1Columna C1 C2Ubicacin EXTREMA EXTREMA

    Pg 20.64Vu 20.12Mu 30.54L 1.65Lm 1.65Nc 2F 18.51Pc 10.32Pt 16.15 0Vc 10.06 10.06T -7.96 8.19C 44.97 28.83Asf 2.82 2.82Ast -2.10 2.17As 0.71 4.98 As 6 1/2 " 4 5/8 " + 2 1/2 "

    a usar 7.74 10.5 0.80 0.80An 230 -10Usar b= 23.00 23.00

    L= 23.00 23.00Ac 529 529Acf 282 28215t 345 345An 441 441As min 2.645 2.645s1 11.25 11.25s2 5.61 5.61s3 5.75 5.75s4 10 10Lo 45 45Estribos 1/4", 9@ 0.05, rto @ 0.20 1/4", 9@ 0.05, rto @ 0.20

    SolerasTs 10.06As 2.66As,min 2.30Usar 4 3/8"

    a usar 2.84Estribos 1/4", 1@ 0.05,4@ 0.10, rto @ 0.25

  • MURO Y1Columna C18 C19Ubicacin EXTREMA INTERIOR

    Pg 64.59Vu 60.66Mu 186.24L 8.70Lm 4.60Nc 3.00F 21.41Pc 21.53Pt 5.16 5.37Vc 12.03 8.02T -5.28 14.15C 48.10 17.14Asf 3.37 2.25Ast -1.40 3.74As 1.97 5.99 As 4 1/2 " 4 1/2" + 2 3/8"

    a usar 5.16 6.58 0.80 0.80An 335 -15Usar b= 23.00 23.00

    L= 23.00 23.00Ac 529 529Acf 337 22515t 345 345An 441 441As min 2.645 2.645s1 11.25 11.25s2 5.61 5.61s3 5.75 5.75s4 10 10Lo 45 45Estribos 1/4", 9@ 0.05, rto @ 0.20 1/4", 9@ 0.05, rto @ 0.20

    SolerasTs 16.04As 4.24As,min 2.30Usar 4 1/2"

    a usar 5.16

  • Estribos 1/4", 1@ 0.05,4@ 0.10, rto @ 0.25

    RESUMEN DE COLUMNAS

    RESUMEN DE SOLERAS

  • mtn/m2tn/m2

    PISO 1 PISO 2Me Ve

    10.489 #REF!9.0097.141

    114.47635.9898.984

    12.75710.24911.68975.57115.7672.4543.1344.7641.1253.4384.662

    t (m) Pg (Tn)0.23 20.640.23 21.490.23 19.320.23 55.500.23 51.640.23 21.330.23 29.910.23 24.591.54 41.60

    t (m) Pg (Tn)0.13 64.590.13 38.670.13 22.900.23 16.68

  • 0.13 33.090.87 15.910.23 40.470.13 22.25

    tn > Ve = 228.98

    tn > Ve = 115.27

    VERIFICACION DE LA NECESIDAD DE COLOCAR REFUERZO HORIZONTAL EN LOS MUROS.-

    t (m) Pm (Tn)0.23 22.590.23 23.600.23 21.050.23 55.540.23 57.210.23 23.230.23 33.170.23 27.15

    t (m) Pm (Tn)0.13 70.670.13 42.790.13 1.860.23 25.690.13 36.96

    0.23 45.420.13 24.03

    fy =tn =tn = =

  • Recubrimiento =

    X2C3 C4

    EXTREMA EXTREMA21.4919.4627.031.851.85

    214.6110.74

    16.15 011.09 11.09-12.28 3.8741.50 25.353.11 3.11-3.25 1.02-0.14 4.13

    4 1/2 " 6 1/2 "5.16 7.740.80 0.80269 3423 2323 23

    529 529311 311345 345441 441

    2.645 2.64511.25 11.255.61 5.615.75 5.7510 1045 45

    1/4", 9@ 0.05, rto @ 0.20 8 mm, 9@ 0.05, rto @ 0.20

    11.092.932.30

    4 3/8"2.84

    1/4", 1@ 0.05,4@ 0.10, rto @ 0.25

  • Y1 Y2C20 C21

    EXTREMA EXTREMA64.59 38.6760.66 16.08

    186.24 92.018.70 4.254.60 3.303.00 3.00

    21.41 21.6521.53 12.89

    4.83 0.0012.03 9.11-5.28 8.76

    47.77 34.543.37 2.55-1.40 2.321.97 4.87

    4 1/2 " 4 1/2"5.16 5.160.80 0.80331 199

    23.00 13.0023.00 23.00529 299337 255345 195441 231

    2.645 1.49511.25 7.635.61 5.615.75 5.7510 1045 45

    1/4", 9@ 0.05, rto @ 0.20 1/4", 9@ 0.05, rto @ 0.20

    16.04 12.144.24 3.212.30 2.30

    4 1/2" 4 1/2"5.16 5.16

  • 1/4", 1@ 0.05,4@ 0.10, rto @ 0.25 1/4", 1@ 0.05,4@ 0.10, rto @ 0.25

  • PISO 2 PISO 3Me Ve

    #REF! #REF!

    Ve (tn) Me (tn-m)6.91 10.496.49 9.013.17 7.1427.73 114.4815.27 35.995.64 8.986.92 12.766.48 10.257.55 11.6986.16

    Ve (tn) Me (tn-m)24.61 75.575.36 15.771.37 2.451.08 3.13

  • 3.98 4.763.48 1.120.83 3.442.10 4.6642.82

    Resistencia Global OK

    Resistencia Global OK

    0.05f'm (Tn/m2)59.51 32.5055.46 32.5050.84 32.5043.91 32.5092.13 32.5053.16 32.5077.96 32.5071.53 32.50

    m (Tn/m2) 0.05f'm (Tn/m2)62.49 32.5077.45 32.507.32 32.5060.38 32.5084.86 32.50

    71.81 32.5038.52 32.50

    4.20 tn/cm29.00 cm

    19.00 cm1.00 Coef. De friccion en junta rayada

    tn

    tn

    m (Tn/m2)

  • 2.000

    X3C5 C6

    EXTREMA EXTREMA19.329.51

    21.421.801.80

    211.909.66

    16.15 08.92 8.92

    -13.91 2.2437.71 21.562.50 2.50-3.68 0.59-1.18 3.09

    6 1/2 " 4 1/2 " + 2 5/8 "7.74 9.120.80 0.80157 -43

    23.00 23.0023.00 23.00529 529250 250345 345441 441

    2.645 2.64511.25 11.255.61 5.615.75 5.7510 1045 45

    1/4", 9@ 0.05, rto @ 0.20 1/4", 9@ 0.05, rto @ 0.20

    8.922.362.30

    4 3/8"2.84

    1/4", 1@ 0.05,4@ 0.10, rto @ 0.25

  • Y2C22 C23

    INTERIOR EXTREMA38.6716.0892.014.253.303.0021.6512.896.15 7.4811.78 9.1114.45 8.76

    18.23 42.023.30 2.553.82 2.327.12 4.87

    6 1/2" 4 1/2 "7.74 5.160.80 0.80-38 274

    23.00 23.0023.00 23.00529 529330 255345 345441 441

    2.645 2.64511.25 11.255.61 5.615.75 5.7510 1045 45

    1/4", 9@ 0.05, rto @ 0.20 1/4", 9@ 0.05, rto @ 0.20

    12.143.212.30

    4 1/2"5.16

  • 1/4", 1@ 0.05,4@ 0.10, rto @ 0.25

  • PISO 3 PISO 4Me Ve

    #REF! #REF!

    (as.)1.09 1.001.33 1.000.80 0.801.33 1.001.15 1.001.19 1.001.00 1.001.04 1.000.36 0.36

    (as.)2.83 1.001.44 1.001.09 1.000.64 0.64

  • 2.80 1.002.48 1.000.66 0.662.17 1.00

    Refuerzo Horizontal VuSi 20.12Si 19.46Si 9.51Si 64.00Si 37.03Si 16.92Si 20.77Si 19.44

    Refuerzo Horizontal VuSi 60.66Si 16.08No 4.12Si 3.25Si 11.93

    Si 2.49Si 6.31

    Coef. De friccion en junta rayada

  • X4C7 C8

    EXTREMA INTERIOR55.5064.00

    264.165.503.633.00

    48.0318.50

    3.98 10.1215.84 10.5625.55 22.4670.50 12.334.44 2.966.76 5.9411.20 8.90

    10 3/4 " 6 1/2 " + 2 3/8 "28.5 9.160.80 0.80-104 -13723.00 23.0023.00 23.00529 529444 296345 345441 441