diseño albañileria
TRANSCRIPT
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1.- DATOS Y CONFIGURACIN ESTRUCTURAL DEL EDIFICIO
ESPECIFICACIONES: f`c = 175 Kg/cm2 fy = 4200 kg/cm2
Ubicacin: PASCO Capacidad Portante del Suelo: 3.26 kg/m2
Uso: Vivienda
h= 2.60 m
ESPESOR MINIMO DEL MURO
Del RNE (E070, art. 19.1) se tiene:
t >= 0.13 m
se asume un espesor de: 0.13 m muro soga
UNIVERSIDAD NACIONAL DANIEL ALCIDES CARRIO
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vigas soleras en X-X: 0.25 x 0.30 m
vigas soleras en Y-Y: 0.15 x 0.30 m
ESRUCTURACION
La losa aligerada sera un diafragma rigida
PLANO TECHO TIPICO
Losa aligerada e= 0.20 m
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N
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2.- PROPIEDADES DE LOSA MATERIALES Y CARGAS
PROPIEDADES DE LOS MATERIALES
Concreto: f'c= 175 kg/cm2Acero: fy= 4200 kg/cm2
Albaileria: Pilas: f'm= 65 kg/cm2
Ladrillo: kin kong industrial
Mortero: 1:4 (Cemento:Agua)
CARGAS MUERRTAS Y VIVAS
Concreto Armado: = 2 Tn/m3
Losa Aligerada: 300.0 Kg/m2
Acabado:
Sobrecarga Azotea:
Sobrecarga Pisos.
Muros de Albaileria: 1.90 Tn/m3
3.- Estructuracin en plantaDENSIDAD MINIMA DE MUROS
De acuerdo ala norma E030:
Z= 0.2
U= 1
S= 1.2
N= 4
Ap= 114
Para direccion X-X
MURO Aparejo Espesor t (m) Largo (m)Area de
Muro (m2)
X1 soga 0.13 1.20 0.156
X2 soga 0.13 0.30 0.039
X3 soga 0.13 2.30 0.299
X4 soga 0.13 3.10 0.403
X5 soga 0.13 2.35 0.3055
X6 soga 0.13 0.25 0.0325
X7 soga 0.13 3.20 0.416
X8 soga 0.13 0.25 0.0325
X9 soga 0.13 1.15 0.1495
X10 soga 0.13 3.35 0.4355X11 soga 0.13 0.60 0.078
X12 soga 0.13 7.70 1.001
TOTAL 6.36025
0.055791667 > 0.017142857 CUMPLE
0.1 Tn/m2
0.1 Tn/m2
0.2 Tn/m2
UNIVERSIDAD NACIONAL DANIEL ALCIDES CARRION
= 0.175 Tn/cm2= 4.200 Tn/cm2
= 650.0 Tn/m2
= 0.3 Tn/m2
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Para direccion Y-Y
MURO Aparejo Espesor t (m) Largo (m)Area de
Muro (m2)
Y1 soga 0.13 7.20 0.936
Y2 soga 0.13 3.65 0.4745
Y3 soga 0.13 2.60 0.338
Y4 soga 0.13 1.80 0.234
Y5 soga 0.13 1.20 0.156Y6 soga 0.13 0.30 0.039
Y7 soga 0.13 0.30 0.039
Y8 soga 0.13 0.80 0.104
Y9 soga 0.13 3.60 0.468
Y10 soga 0.13 4.11 0.5343
Y11 soga 0.13 1.15 0.1495
Y12 soga 0.13 0.90 0.117
TOTAL 6.81967
0.059821667 > 0.017142857 CUMPLE
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4.- Esfuerzo Axial Mximo (m)
Para direccion X-X
Piso
TipicoAzotea servicio servicio
P.Viva Ton P.Viva Ton P.D. (Ton)P.L.
(Ton)
P.D. + P.L.
(Ton)P.D. (Ton)
P.L.
(Ton)
P.D. + P.L.
(Ton)
X1 7.95 1.59 0.795 0.2964 1.59 1.8864 0.2964 0.795 1.0914 3 1
X2 3.22 0.644 0.322 0.0741 0.644 0.7181 0.0741 0.322 0.3961 3 1
X3 13.4 2.68 1.34 0.5681 2.68 3.2481 0.5681 1.34 1.9081 3 1
X4 12.53 2.506 1.253 0.7657 2.506 3.2717 0.7657 1.253 2.0187 3 1
X5 4.68 0.936 0.468 0.58045 0.936 1.51645 0.58045 0.468 1.04845 3 1
X6 3.57 0.714 0.357 0.06175 0.714 0.77575 0.06175 0.357 0.41875 3 1
X7 12.34 2.468 1.234 0.7904 2.468 3.2584 0.7904 1.234 2.0244 3 1
X8 3.6 0.72 0.36 0.06175 0.72 0.78175 0.06175 0.36 0.42175 3 1
X9 6.74 1.348 0.674 0.28405 1.348 1.63205 0.28405 0.674 0.95805 3 1
X10 17.28 3.456 1.728 0.82745 3.456 4.28345 0.82745 1.728 2.55545 3 1
X11 5.27 1.054 0.527 0.1482 1.054 1.2022 0.1482 0.527 0.6752 3 1
X12 18.8 3.76 1.88 1.9019 3.76 5.6619 1.9019 1.88 3.7819 3 1
Para direccion Y-Y
Piso
TipicoAzotea servicio servicio
P.Viva Ton P.Viva Ton P.D. (Ton) P.L.(Ton)
P.D. + P.L.(Ton)
P.D. (Ton) P.L.(Ton)
P.D. + P.L.(Ton)
Y1 23.26 4.652 2.326 1.7784 4.652 6.4304 1.7784 2.326 4.1044 3 1
Y2 9.02 1.804 0.902 0.90155 1.804 2.70555 0.90155 0.902 1.80355 3 1
Y3 13.24 2.648 1.324 0.6422 2.648 3.2902 0.6422 1.324 1.9662 3 1
Y4 10.64 2.128 1.064 0.4446 2.128 2.5726 0.4446 1.064 1.5086 3 1
Y5 4.08 0.816 0.408 0.2964 0.816 1.1124 0.2964 0.408 0.7044 3 1
Y6 3.74 0.748 0.374 0.0741 0.748 0.8221 0.0741 0.374 0.4481 3 1
Y7 4.35 0.87 0.435 0.0741 0.87 0.9441 0.0741 0.435 0.5091 3 1
Y8 6.01 1.202 0.601 0.1976 1.202 1.3996 0.1976 0.601 0.7986 3 1
Y9 15.11 3.022 1.511 0.8892 3.022 3.9112 0.8892 1.511 2.4002 3 1
Y10 6.96 1.392 0.696 1.01517 1.392 2.40717 1.01517 0.696 1.71117 3 1
Y11 6.72 1.344 0.672 0.28405 1.344 1.62805 0.28405 0.672 0.95605 3 1
Y12 12.28 2.456 1.228 0.2223 2.456 2.6783 0.2223 1.228 1.4503 3 1
Azotea
UNIVERSIDAD NACIONAL DANIEL AL
MURO
Piso Tipico Azotea N de
PisosTipicos Azotea
Area
Tributaria
Area
Tributaria
MURO
Piso Tipico Azotea N de
Pisos
Tipicos
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Total
Muro
P.D.+P.L.
(Ton)(Ton/m2) (Ton/m2) (Ton/m2)
6.7506 43.27 87.55 97.5 Comforme
2.5504 65.39 87.55 97.5 Comforme
11.6524 38.97 87.55 97.5 Comforme
11.8338 29.36 87.55 97.5 Comforme
5.5978 18.32 87.55 97.5 Comforme
2.746 84.49 87.55 97.5 Comforme
11.7996 28.36 87.55 97.5 Comforme
2.767 85.14 87.55 97.5 Comforme
5.8542 39.16 87.55 97.5 Comforme
15.4058 35.37 87.55 97.5 Comforme
4.2818 54.89 87.55 97.5 Comforme
20.7676 20.75 87.55 97.5 Comforme
Total
Muro
P.D.+P.L.(Ton)
(Ton/m2) (Ton/m2) (Ton/m2)
23.3956 25.00 87.55 97.5 Comforme
9.9202 20.91 87.55 97.5 Comforme
11.8368 35.02 87.55 97.5 Comforme
9.2264 39.43 87.55 97.5 Comforme
4.0416 25.91 87.55 97.5 Comforme
2.9144 74.73 87.55 97.5 Comforme
3.3414 85.68 87.55 97.5 Comforme
4.9974 48.05 87.55 97.5 Comforme
14.1338 30.20 87.55 97.5 Comforme
8.93268 16.72 87.55 97.5 Comforme
5.8402 39.06 87.55 97.5 Comforme
9.4852 81.07 87.55 97.5 Comforme
IDES CARRION
Limites de norma E-070
Resultado
Limites de norma E-070
Resultado
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5.- METRADO DE CARGAS
AZOTEA
L Sobrecarga = Kg m2 CV Kg cm CV
D Peso aligerado = Kg m2 Kg cm
D Peso acabado = Kg m2 Kg cm
D Carga Muerta Kg m2 CM Kg cm CM
OTROS NIVELES
L Sobrecarga = Kg m2 CV Kg cm CV
D Peso aligerado = Kg m2 Kg cm
D Peso acabado = Kg m2 Kg cm
D Tabiqueria = Kg m2 Kg cm
D arga uerta g m g cm100 0.0100
500 0.0500
200 0.0200
300 0.0300
100 0.0100
100 0.0100
400 0.0400
UNIVERSIDAD NACIONAL DANIEL ALCIDES CARRION
100 0.0100
300 0.0300
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6.- CALCULO DE LA CORTANTE BASAL
PARAMETROS DE SITIO
a) ZONIFICACION (Z)
De acuerdo al Mapa de Sismos.
Pasco se encuentra en la Zona 2
Z = 0.3
b) CONDICIONES GEOTECNICAS (S)
De acuerdo al Reglamneto Nacional de Edificaciones el suelo es tipo S 1
S= 1.2
TP= 0.40 s
c) CATEGORIA DE LA EDIFICACION
El uso de la edificacion es para vivienda lo que lo clasifica en una edificacion comun
U= 1.0
d) SISTEMA ESTRUCTURAL
La estructura es un portico por lo que el coeficiente de reduccion es:
R= 3
e) PERIODO FUNDAMENTAL
El periodo fundamental se calcula mediante la formula:
hn = 10.4Ct= 35 (E-030)
T = 0.30 s
f) FACTOR DE AMPLIFICACION SISMICA
El factor de amplificacion sismica se calculara mediante la formula:
y C < = 2.5C = 2.5 ( Tp / T )
T = hn / Ct
UNIVERSIDAD NACIONAL DANIEL ALCIDES CARRION
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C= 3.37
como C es mayor que 2.5 usaremos:
C= 2.50
PisoPeso de Vigas
(Tn)
Peso de
Columnas (Tn)Aligerado (Tn) Acabados (Tn) Tabiqueria (Tn)
Total de Carga
Muerta (Tn)
Total de Carga
Viva (Tn)
2 4.32 1.56 34.20 11.40 13.18 64.66 0.20
3 4.32 1.56 34.20 11.40 13.18 64.66 0.20
4 4.32 1.56 34.20 11.40 13.18 64.66 0.20
Azotea 4.32 - 34.20 11.40 5.07 54.99 0.10
Peso 17.28 4.68 136.80 45.60 44.61 248.97 0.70
V = 151.33
NUDO Pi hi Pi x hiPi x hi / (Pi x
hi)Fi Vi
1 97.350 2.600 253.110 0.106 16.041 151.175
2 97.350 5.200 506.219 0.213 32.233 135.134
3 97.350 7.800 759.329 0.319 48.273 102.902
4 82.664 10.400 859.704 0.361 54.629 54.629
374.71 2,378.362 151.175
PARA EL PISO N01
Vi=
Area =
Rigidez X-X Cte. Directo
Muro L(cm) t(cm) H(cm)Area de
muro (cm2)Kxi (kg/cm2) Kxi/kxi (%) Vmi-x (Tn)
X1 120 13 260 1560.00 11709.18 1.187% 1.794
X2 30 13 260 390.00 210.09 0.021% 0.032
X3 230 13 260 2990.00 60253.73 6.107% 9.232
X4 310 13 260 4030.00 113309.24 11.485% 17.362
X5 235 13 260 3055.00 63241.38 6.410% 9.690
X6 25 13 260 325.00 121.95 0.012% 0.019
X7 320 13 260 4160.00 120554.02 12.219% 18.472
X8 25 13 260 325.00 121.95 0.012% 0.019
X9 115 13 260 1495.00 10422.83 1.056% 1.597X10 335 13 260 4355.00 131598.52 13.338% 20.164
X11 60 13 260 780.00 1632.29 0.165% 0.250
X12 770 13 260 10010.00 473443.28 47.986% 72.544
TOTAL 986618.46
Vi=
Area =
Rigidez X-X Cte. Directo
Muro L(cm) t(cm) H(cm)Area de
muro (cm2)Kxi (kg/cm2) Kxi/kxi (%) Vmi-x (Tn)
Y1 720.00 13 260 9360.00 434461.00 40.486% 61.205
CALCULO DE PESO POR PISO
CALCULO DE CORTANTE BASAL POR PISO SEGN NORMA
151.175
114,000.000
151.175
114,000.000
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Y2 365.00 13 260 4745.00 154210.56 14.370% 21.724
Y3 260.00 13 260 3380.00 78928.57 7.355% 11.119
Y4 180.00 13 260 2340.00 33713.28 3.142% 4.749
Y5 120.00 13 260 1560.00 11709.18 1.091% 1.650
Y6 30.00 13 260 390.00 210.09 0.020% 0.030
Y7 30.00 13 260 390.00 210.09 0.020% 0.030
Y8 80.00 13 260 1040.00 3756.91 0.350% 0.529
Y9 360.00 13 260 4680.00 150400.49 14.015% 21.188
Y10 411.00 13 260 5343.00 189833.25 17.690% 26.743
Y11 115.00 13 260 1495.00 10422.83 0.971% 1.468
Y12 90.00 13 260 1170.00 5256.62 0.490% 0.741TOTAL 1073112.85
PARA EL PISO N02
Vi=
Area =
Rigidez X-X Cte. Directo
Muro L(cm) t(cm) H(cm)Area de
muro (cm2)Kxi (kg/cm2) Kxi/kxi (%) Vmi-x (Tn)
X1 120 13 260 1560.00 11709.18 1.187% 1.604
X2 30 13 260 390.00 210.09 0.021% 0.029
X3 230 13 260 2990.00 60253.73 6.107% 8.253X4 310 13 260 4030.00 113309.24 11.485% 15.520
X5 235 13 260 3055.00 63241.38 6.410% 8.662
X6 25 13 260 325.00 121.95 0.012% 0.017
X7 320 13 260 4160.00 120554.02 12.219% 16.512
X8 25 13 260 325.00 121.95 0.012% 0.017
X9 115 13 260 1495.00 10422.83 1.056% 1.428
X10 335 13 260 4355.00 131598.52 13.338% 18.025
X11 60 13 260 780.00 1632.29 0.165% 0.224
X12 770 13 260 10010.00 473443.28 47.986% 64.846
TOTAL 986618.46
Vi=
Area =
Rigidez X-X Cte. Directo
Muro L(cm) t(cm) H(cm)Area de
muro (cm2)Kxi (kg/cm2) Kxi/kxi (%) Vmi-x (Tn)
Y1 720.00 13 260 9360.00 434461.00 40.486% 54.711
Y2 365.00 13 260 4745.00 154210.56 14.370% 19.419
Y3 260.00 13 260 3380.00 78928.57 7.355% 9.939
Y4 180.00 13 260 2340.00 33713.28 3.142% 4.245
Y5 120.00 13 260 1560.00 11709.18 1.091% 1.475
Y6 30.00 13 260 390.00 210.09 0.020% 0.026
Y7 30.00 13 260 390.00 210.09 0.020% 0.026
Y8 80.00 13 260 1040.00 3756.91 0.350% 0.473
Y9 360.00 13 260 4680.00 150400.49 14.015% 18.940
Y10 411.00 13 260 5343.00 189833.25 17.690% 23.905
Y11 115.00 13 260 1495.00 10422.83 0.971% 1.313
Y12 90.00 13 260 1170.00 5256.62 0.490% 0.662
TOTAL 1073112.85
PARA EL PISO N03
Vi=
Area =
Rigidez X-X Cte. Directo
135.134
114,000.000
135.134
114,000.000
102.902
114,000.000
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Muro L(cm) t(cm) H(cm)Area de
muro (cm2)Kxi (kg/cm2) Kxi/kxi (%) Vmi-x (Tn)
X1 120 13 260 1560.00 11709.18 1.187% 1.221
X2 30 13 260 390.00 210.09 0.021% 0.022
X3 230 13 260 2990.00 60253.73 6.107% 6.284
X4 310 13 260 4030.00 113309.24 11.485% 11.818
X5 235 13 260 3055.00 63241.38 6.410% 6.596
X6 25 13 260 325.00 121.95 0.012% 0.013
X7 320 13 260 4160.00 120554.02 12.219% 12.573
X8 25 13 260 325.00 121.95 0.012% 0.013X9 115 13 260 1495.00 10422.83 1.056% 1.087
X10 335 13 260 4355.00 131598.52 13.338% 13.725
X11 60 13 260 780.00 1632.29 0.165% 0.170
X12 770 13 260 10010.00 473443.28 47.986% 49.379
TOTAL 986618.46
Vi=
Area =
Rigidez X-X Cte. Directo
Muro L(cm) t(cm) H(cm)Area de
muro (cm2)Kxi (kg/cm2) Kxi/kxi (%) Vmi-x (Tn)
Y1 720.00 13 260 9360.00 434461.00 40.486% 41.661
Y2 365.00 13 260 4745.00 154210.56 14.370% 14.787
Y3 260.00 13 260 3380.00 78928.57 7.355% 7.569
Y4 180.00 13 260 2340.00 33713.28 3.142% 3.233
Y5 120.00 13 260 1560.00 11709.18 1.091% 1.123
Y6 30.00 13 260 390.00 210.09 0.020% 0.020
Y7 30.00 13 260 390.00 210.09 0.020% 0.020
Y8 80.00 13 260 1040.00 3756.91 0.350% 0.360
Y9 360.00 13 260 4680.00 150400.49 14.015% 14.422
Y10 411.00 13 260 5343.00 189833.25 17.690% 18.203
Y11 115.00 13 260 1495.00 10422.83 0.971% 0.999
Y12 90.00 13 260 1170.00 5256.62 0.490% 0.504
TOTAL 1073112.85
PARA EL PISO N04
Vi=
Area =
Rigidez X-X Cte. Directo
Muro L(cm) t(cm) H(cm)Area de
muro (cm2)Kxi (kg/cm2) Kxi/kxi (%) Vmi-x (Tn)
X1 120 13 260 1560.00 11709.18 1.187% 0.648
X2 30 13 260 390.00 210.09 0.021% 0.012
X3 230 13 260 2990.00 60253.73 6.107% 3.336
X4 310 13 260 4030.00 113309.24 11.485% 6.274
X5 235 13 260 3055.00 63241.38 6.410% 3.502
X6 25 13 260 325.00 121.95 0.012% 0.007
X7 320 13 260 4160.00 120554.02 12.219% 6.675
X8 25 13 260 325.00 121.95 0.012% 0.007
X9 115 13 260 1495.00 10422.83 1.056% 0.577
X10 335 13 260 4355.00 131598.52 13.338% 7.287
X11 60 13 260 780.00 1632.29 0.165% 0.090
X12 770 13 260 10010.00 473443.28 47.986% 26.214
TOTAL 986618.46
54.629
114,000.000
102.902
114,000.000
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Vi=
Area =
Rigidez X-X Cte. Directo
Muro L(cm) t(cm) H(cm)Area de
muro (cm2)Kxi (kg/cm2) Kxi/kxi (%) Vmi-x (Tn)
Y1 720.00 13 260 9360.00 434461.00 40.486% 22.117
Y2 365.00 13 260 4745.00 154210.56 14.370% 7.850
Y3 260.00 13 260 3380.00 78928.57 7.355% 4.018
Y4 180.00 13 260 2340.00 33713.28 3.142% 1.716
Y5 120.00 13 260 1560.00 11709.18 1.091% 0.596Y6 30.00 13 260 390.00 210.09 0.020% 0.011
Y7 30.00 13 260 390.00 210.09 0.020% 0.011
Y8 80.00 13 260 1040.00 3756.91 0.350% 0.191
Y9 360.00 13 260 4680.00 150400.49 14.015% 7.656
Y10 411.00 13 260 5343.00 189833.25 17.690% 9.664
Y11 115.00 13 260 1495.00 10422.83 0.971% 0.531
Y12 90.00 13 260 1170.00 5256.62 0.490% 0.268
TOTAL 1073112.85
54.629
114,000.000
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Peso Total
1.5CM+1.8CV(Tn)
97.35
97.35
97.35
82.66
374.71
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7.- CONTROL DE LA FISURACION
PARAMETROS DE SITIO
a) ZONIFICACION (Z)
De acuerdo al Mapa de Sismos.
Pasco se encuentra en la Zona 2
Z = 0.3
b) CONDICIONES GEOTECNICAS (S)
De acuerdo al Reglamneto Nacional de Edificaciones el suelo es tipo S1
S= 1.2
TP= 0.40 s
c) CATEGORIA DE LA EDIFICACION
El uso de la edificacion es para vivienda lo que lo clasifica en una edificacion comun
U= 1.0
d) SISTEMA ESTRUCTURAL
La estructura es un portico por lo que el coeficiente de reduccion es:
R= 6
e) PERIODO FUNDAMENTAL
El periodo fundamental se calcula mediante la formula:
hn = 10.4
Ct= 35 (E-030)
T = 0.30 s
f) FACTOR DE AMPLIFICACION SISMICA
El factor de amplificacion sismica se calculara mediante la formula:
y C < = 2.5
C= 3.37
como C es mayor que 2.5 usaremos:
C= 2.50
Piso Peso de Vigas(Tn) Peso deColumnas (Tn) Aligerado (Tn) Acabados (Tn) Tabiqueria (Tn) Total de CargaMuerta (Tn) Total de CargaViva (Tn)
Peso Total
1.5CM+1.8CV(Tn)
2 4.32 1.56 34.20 11.40 13.18 64.66 0.20 97.35
3 4.32 1.56 34.20 11.40 13.18 64.66 0.20 97.35
4 4.32 1.56 34.20 11.40 13.18 64.66 0.20 97.35
Azotea 4.32 - 34.20 11.40 5.07 54.99 0.10 82.66
Peso 17.28 4.68 136.80 45.60 44.61 248.97 0.70 374.71
V = 75.66
NUDO Pi hi Pi x hiPi x hi / (Pi x
hi)
Fi Vi
1 97.350 2.600 253.110 0.106 8.020 75.588
2 97.350 5.200 506.219 0.213 16.116 67.568
3 97.350 7.800 759.329 0.319 24.137 51.451
4 82.664 10.400 859.704 0.361 27.314 27.315
374.71 2,378.362 75.588
PARA EL PISO N01
Vi=
Area =Rigidez X-X Cte. Directo Vm
Muro L(cm) t(cm) H(cm)Area de
muro (cm2)Kxi (kg/cm2) Kxi/kxi (%) Vtotal MFc(Tn-m) v'm (tn/m) =Ve*L/Me final
Pg=PD+0.25P
L
Vm=.55*v'm
**t*L+0.23
*PgX1 120 13 260 1560 00 11709 18 1 187% 0 897 1 166 81 0 923 0 923 7 7564 8 199172
UNIVERSIDAD NACIONAL DANIEL ALCIDES CARRION
T = hn / Ct
C = 2.5 ( Tp / T )
CALCULO DE PESO POR PISO
CALCULO DE CORTANTE BASAL POR PISO SEGN NORMA
Para realizar el analisis de control de fisuracion se tomara en cuenta que el coeficiente de reduccion se debe de
aumentar a 6 para una analisis en sismo moderado
75.588
114,000.000
-
8/10/2019 diseo albaileria
21/25
X3 230 13 260 2990.00 60253.73 6.107% 4.616 6.001 81 1.769 1.000 14.8206 16.729188 9.2011
X4 310 13 260 4030.00 113309.24 11.485% 8.681 11.285 81 2.385 1.000 19.9582 22.544036 12.3992
X5 235 13 260 3055.00 63241.38 6.410% 4.845 6.299 81 1.808 1.000 15.1417 17.092616 9.4009
X6 25 13 260 325.00 121.95 0.012% 0.009 0.012 81 0.192 0.192 1.6555 0.6592025 0.3626
X7 320 13 260 4160.00 120554.02 12.219% 9.236 12.007 81 2.462 1.000 20.6004 23.270892 12.7990
X8 25 13 260 325.00 121.95 0.012% 0.009 0.012 81 0.192 0.192 1.6555 0.6592025 0.3626
X9 115 13 260 1495.00 10422.83 1.056% 0.799 1.038 81 0.885 0.885 7.4353 7.6018565 4.1810
X10 335 13 260 4355.00 131598.52 13.338% 10.082 13.107 81 2.577 1.000 21.5637 24.361176 13.3986
X11 60 13 260 780.00 1632.29 0.165% 0.125 0.163 81 0.462 0.462 3.9032 2.501536 1.3758
X12 770 13 260 10010.00 473443.28 47.986% 36.272 47.154 81 5.923 1.000 49.4994 78.276687 43.0522TOTAL 986618.46
Vi=
Area =
Rigidez X-X Cte. Directo Vm
Muro L(cm) t(cm) H(cm)Area de
muro (cm2)Kxi (kg/cm2) Kxi/kxi (%) Vmi-x (Tn) MFc(Tn-m) v'm (tn/m) =Ve*L/Me final
Pg=PD+0.25P
L
Vm=.55*v'm
**t*L+0.23
*Pg
0.55Vm
Y1 720.00 13 260 9360.00 434461.00 40.486% 30.603 39.783 81 5.538 1.000 46.2884 52.345132 28.7898
Y2 365.00 13 260 4745.00 154210.56 14.370% 10.862 14.121 81 2.808 1.000 23.4903 26.541744 14.5980
Y3 260.00 13 260 3380.00 78928.57 7.355% 5.560 7.227 81 2.000 1.000 16.7472 18.909756 10.4004
Y4 180.00 13 260 2340.00 33713.28 3.142% 2.375 3.087 81 1.385 1.000 11.6096 13.094908 7.2022
Y5 120.00 13 260 1560.00 11709.18 1.091% 0.8251.072 81 0.923 0.923 7.7564 8.199172 4.5095Y6 30.00 13 260 390.00 210.09 0.020% 0.015 0.019 81 0.231 0.231 1.9766 0.855568 0.4706
Y7 30.00 13 260 390.00 210.09 0.020% 0.015 0.019 81 0.231 0.231 1.9766 0.855568 0.4706
Y8 80.00 13 260 1040.00 3756.91 0.350% 0.265 0.344 81 0.615 0.615 5.1876 4.044348 2.2244
Y9 360.00 13 260 4680.00 150400.49 14.015% 10.594 13.772 81 2.769 1.000 23.1692 26.178316 14.3981
Y10 411.00 13 260 5343.00 189833.25 17.690% 13.371 17.383 81 3.162 1.000 26.44442 29.8852816 16.4369
Y11 115.00 13 260 1495.00 10422.83 0.971% 0.734 0.954 81 0.885 0.885 7.4353 7.6018565 4.1810
Y12 90.00 13 260 1170.00 5256.62 0.490% 0.370 0.481 81 0.692 0.692 5.8298 6.753679 3.7145
TOTAL 1073112.85
PARA EL PISO N02
Vi=
Area =
Rigidez X-X Cte. Directo Vm
Muro L(cm) t(cm) H(cm)Area de
muro (cm2)Kxi (kg/cm2) Kxi/kxi (%) Vmi-x (Tn) MFc(Tn-m) v'm (tn/m) =Ve*L/Me final
Pg=PD+0.25P
L
Vm=.55*v'm
**t*L+0.23
*Pg
0.55Vm
X1 120 13 260 1560.00 11709.18 1.187% 0.802 1.042 81 0.923 0.923 7.7564 8.199172 4.5095
X2 30 13 260 390.00 210.09 0.021% 0.014 0.019 81 0.231 0.231 1.9766 0.855568 0.4706
X3 230 13 260 2990.00 60253.73 6.107% 4.126 5.364 81 1.769 1.000 14.8206 16.729188 9.2011
X4 310 13 260 4030.00 113309.24 11.485% 7.760 10.088 81 2.385 1.000 19.9582 22.544036 12.3992
X5 235 13 260 3055.00 63241.38 6.410% 4.331 5.630 81 1.808 1.000 15.1417 17.092616 9.4009
X6 25 13 260 325.00 121.95 0.012% 0.008 0.011 81 0.192 0.192 1.6555 0.6592025 0.3626
X7 320 13 260 4160.00 120554.02 12.219% 8.256 10.733 81 2.462 1.000 20.6004 23.270892 12.7990
X8 25 13 260 325.00 121.95 0.012% 0.008 0.011 81 0.192 0.192 1.6555 0.6592025 0.3626
X9 115 13 260 1495.00 10422.83 1.056% 0.714 0.928 81 0.885 0.885 7.4353 7.6018565 4.1810
X10 335 13 260 4355.00 131598.52 13.338% 9.012 11.716 81 2.577 1.000 21.5637 24.361176 13.3986
X11 60 13 260 780.00 1632.29 0.165% 0.112 0.145 81 0.462 0.462 3.9032 2.501536 1.3758
X12 770 13 260 10010.00 473443.28 47.986% 32.423 42.150 81 5.923 1.000 49.4994 78.276687 43.0522
TOTAL 986618.46
Vi=
Area =
Rigidez X-X Cte. Directo Vm
Muro L(cm) t(cm) H(cm)Area de
muro (cm2)Kxi (kg/cm2) Kxi/kxi (%) Vmi-x (Tn) MFc(Tn-m) v'm (tn/m) =Ve*L/Me final
Pg=PD+0.25P
L
Vm=.55*v'm
**t*L+0.23
*Pg
0.55Vm
Y1 720.00 13 260 9360.00 434461.00 40.486% 27.355 35.562 81 5.538 1.000 46.2884 52.345132 28.7898
Y2 365.00 13 260 4745.00 154210.56 14.370% 9.710 12.623 81 2.808 1.000 23.4903 26.541744 14.5980
Y3 260.00 13 260 3380.00 78928.57 7.355% 4.970 6.461 81 2.000 1.000 16.7472 18.909756 10.4004
Y4 180.00 13 260 2340.00 33713.28 3.142% 2.123 2.760 81 1.385 1.000 11.6096 13.094908 7.2022
Y5 120.00 13 260 1560.00 11709.18 1.091% 0.737 0.958 81 0.923 0.923 7.7564 8.199172 4.5095
Y6 30.00 13 260 390.00 210.09 0.020% 0.013 0.017 81 0.231 0.231 1.9766 0.855568 0.4706
Y7 30.00 13 260 390.00 210.09 0.020% 0.013 0.017 81 0.231 0.231 1.9766 0.855568 0.4706
Y8 80.00 13 260 1040.00 3756.91 0.350% 0.237 0.308 81 0.615 0.615 5.1876 4.044348 2.2244
Y9 360.00 13 260 4680.00 150400.49 14.015% 9.470 12.311 81 2.769 1.000 23.1692 26.178316 14.3981
Y10 411.00 13 260 5343.00 189833.25 17.690% 11.953 15.539 81 3.162 1.000 26.44442 29.8852816 16.4369
Y11 115.00 13 260 1495.00 10422.83 0.971% 0.656 0.853 81 0.885 0.885 7.4353 7.6018565 4.1810
Y12 90.00 13 260 1170.00 5256.62 0.490% 0.331 0.430 81 0.692 0.692 5.8298 6.753679 3.7145
TOTAL 1073112.85
PARA EL PISO N03
Vi=
Area =
Rigidez X-X Cte. Directo Vm
Muro L(cm) t(cm) H(cm)Area de
muro (cm2)Kxi (kg/cm2) Kxi/kxi (%) Vmi-x (Tn) MFc(Tn-m) v'm (tn/m) =Ve*L/Me final
Pg=PD+0.25P
L
Vm=.55*v'm
**t*L+0.23
*Pg
0.55Vm
X1 120 13 260 1560.00 11709.18 1.187% 0.611 0.794 81 0.923 0.923 7.7564 8.199172 4.5095
X2 30 13 260 390.00 210.09 0.021% 0.011 0.014 81 0.231 0.231 1.9766 0.855568 0.4706
X3 230 13 260 2990.00 60253.73 6.107% 3.142 4.085 81 1.769 1.000 14.8206 16.729188 9.2011
X4 310 13 260 4030.00 113309.24 11.485% 5.909 7.682 81 2.385 1.000 19.9582 22.544036 12.3992
X5 235 13 260 3055.00 63241.38 6.410% 3.298 4.287 81 1.808 1.000 15.1417 17.092616 9.4009
X6 25 13 260 325.00 121.95 0.012% 0.006 0.008 81 0.192 0.192 1.6555 0.6592025 0.3626
X7 320 13 260 4160.00 120554.02 12.219% 6.287 8.173 81 2.462 1.000 20.6004 23.270892 12.7990
X8 25 13 260 325.00 121.95 0.012% 0.006 0.008 81 0.192 0.192 1.6555 0.6592025 0.3626
X9 115 13 260 1495.00 10422.83 1.056% 0.544 0.707 81 0.885 0.885 7.4353 7.6018565 4.1810
X10 335 13 260 4355.00 131598.52 13.338% 6.863 8.922 81 2.577 1.000 21.5637 24.361176 13.3986
X11 60 13 260 780.00 1632.29 0.165% 0.085 0.111 81 0.462 0.462 3.9032 2.501536 1.3758
X12 770 13 260 10010.00 473443.28 47.986% 24.690 32.097 81 5.923 1.000 49.4994 78.276687 43.0522
TOTAL 986618.46
Vi=
Area =
Rigidez X-X Cte. Directo Vm
Muro L(cm) t(cm) H(cm)Area de
muro (cm2)Kxi (kg/cm2) Kxi/kxi (%) Vmi-x (Tn) MFc(Tn-m) v'm (tn/m) =Ve*L/Me final
Pg=PD+0.25P
L
Vm=.55*v'm
**t*L+0.23
*Pg
0.55Vm
114,000.000
67.568
114,000.000
51.451
114,000.000
51.451
114,000.000
75.588
114,000.000
67.568
-
8/10/2019 diseo albaileria
22/25
Y1 720.00 13 260 9360.00 434461.00 40.486% 20.831 27.080 81 5.538 1.000 46.2884 52.345132 28.7898
Y2 365.00 13 260 4745.00 154210.56 14.370% 7.394 9.612 81 2.808 1.000 23.4903 26.541744 14.5980
Y3 260.00 13 260 3380.00 78928.57 7.355% 3.784 4.920 81 2.000 1.000 16.7472 18.909756 10.4004
Y4 180.00 13 260 2340.00 33713.28 3.142% 1.616 2.101 81 1.385 1.000 11.6096 13.094908 7.2022
Y5 120.00 13 260 1560.00 11709.18 1.091% 0.561 0.730 81 0.923 0.923 7.7564 8.199172 4.5095
Y6 30.00 13 260 390.00 210.09 0.020% 0.010 0.013 81 0.231 0.231 1.9766 0.855568 0.4706
Y7 30.00 13 260 390.00 210.09 0.020% 0.010 0.013 81 0.231 0.231 1.9766 0.855568 0.4706
Y8 80.00 13 260 1040.00 3756.91 0.350% 0.180 0.234 81 0.615 0.615 5.1876 4.044348 2.2244
Y9 360.00 13 260 4680.00 150400.49 14.015% 7.211 9.374 81 2.769 1.000 23.1692 26.178316 14.3981
Y10 411.00 13 260 5343.00 189833.25 17.690% 9.102 11.832 81 3.162 1.000 26.44442 29.8852816 16.4369Y11 115.00 13 260 1495.00 10422.83 0.971% 0.500 0.650 81 0.885 0.885 7.4353 7.6018565 4.1810
Y12 90.00 13 260 1170.00 5256.62 0.490% 0.252 0.328 81 0.692 0.692 5.8298 6.753679 3.7145
TOTAL 1073112.85
PARA EL PISO N04
Vi=
Area =
Rigidez X-X Cte. Directo Vm
Muro L(cm) t(cm) H(cm)Area de
muro (cm2)Kxi (kg/cm2) Kxi/kxi (%) Vmi-x (Tn) MFc(Tn-m) v'm (tn/m) =Ve*L/Me final
Pg=PD+0.25P
L
Vm=.55*v'm
**t*L+0.23
*Pg
0.55Vm
X1 120 13 260 1560.00 11709.18 1.187% 0.324 0.421 81 0.923 0.923 7.7564 8.199172 4.5095
X2 30 13 260 390.00 210.09 0.021% 0.0060.008 81 0.231 0.231 1.9766 0.855568 0.4706X3 230 13 260 2990.00 60253.73 6.107% 1.668 2.169 81 1.769 1.000 14.8206 16.729188 9.2011
X4 310 13 260 4030.00 113309.24 11.485% 3.137 4.078 81 2.385 1.000 19.9582 22.544036 12.3992
X5 235 13 260 3055.00 63241.38 6.410% 1.751 2.276 81 1.808 1.000 15.1417 17.092616 9.4009
X6 25 13 260 325.00 121.95 0.012% 0.003 0.004 81 0.192 0.192 1.6555 0.6592025 0.3626
X7 320 13 260 4160.00 120554.02 12.219% 3.338 4.339 81 2.462 1.000 20.6004 23.270892 12.7990
X8 25 13 260 325.00 121.95 0.012% 0.003 0.004 81 0.192 0.192 1.6555 0.6592025 0.3626
X9 115 13 260 1495.00 10422.83 1.056% 0.289 0.375 81 0.885 0.885 7.4353 7.6018565 4.1810
X10 335 13 260 4355.00 131598.52 13.338% 3.643 4.736 81 2.577 1.000 21.5637 24.361176 13.3986
X11 60 13 260 780.00 1632.29 0.165% 0.045 0.059 81 0.462 0.462 3.9032 2.501536 1.3758
X12 770 13 260 10010.00 473443.28 47.986% 13.107 17.040 81 5.923 1.000 49.4994 78.276687 43.0522
TOTAL 986618.46
Vi=
Area =
Rigidez X-X Cte. Directo Vm
Muro L(cm) t(cm) H(cm)Area de
muro (cm2)Kxi (kg/cm2) Kxi/kxi (%) Vmi-x (Tn) MFc(Tn-m) v'm (tn/m) =Ve*L/Me final
Pg=PD+0.25P
L
Vm=.55*v'm
**t*L+0.23
*Pg
0.55Vm
Y1 720.00 13 260 9360.00 434461.00 40.486% 11.059 14.376 81 5.538 1.000 46.2884 52.345132 28.7898
Y2 365.00 13 260 4745.00 154210.56 14.370% 3.925 5.103 81 2.808 1.000 23.4903 26.541744 14.5980
Y3 260.00 13 260 3380.00 78928.57 7.355% 2.009 2.612 81 2.000 1.000 16.7472 18.909756 10.4004
Y4 180.00 13 260 2340.00 33713.28 3.142% 0.858 1.116 81 1.385 1.000 11.6096 13.094908 7.2022
Y5 120.00 13 260 1560.00 11709.18 1.091% 0.298 0.387 81 0.923 0.923 7.7564 8.199172 4.5095
Y6 30.00 13 260 390.00 210.09 0.020% 0.005 0.007 81 0.231 0.231 1.9766 0.855568 0.4706
Y7 30.00 13 260 390.00 210.09 0.020% 0.005 0.007 81 0.231 0.231 1.9766 0.855568 0.4706
Y8 80.00 13 260 1040.00 3756.91 0.350% 0.096 0.124 81 0.615 0.615 5.1876 4.044348 2.2244
Y9 360.00 13 260 4680.00 150400.49 14.015% 3.828 4.977 81 2.769 1.000 23.1692 26.178316 14.3981
Y10 411.00 13 260 5343.00 189833.25 17.690% 4.832 6.282 81 3.162 1.000 26.44442 29.8852816 16.4369
Y11 115.00 13 260 1495.00 10422.83 0.971% 0.265 0.345 81 0.885 0.885 7.4353 7.6018565 4.1810
Y12 90.00 13 260 1170.00 5256.62 0.490% 0.134 0.174 81 0.692 0.692 5.8298 6.753679 3.7145
TOTAL 1073112.85
27.315
114,000.000
27.315
114,000.000
-
8/10/2019 diseo albaileria
23/25
Vtotal
-
8/10/2019 diseo albaileria
24/25
COMFORME
COMFORME
COMFORME
COMFORME
COMFORME
COMFORME
COMFORME
COMFORME
COMFORME
COMFORME
Vtotal
-
8/10/2019 diseo albaileria
25/25
COMFORME
COMFORME
COMFORME
COMFORME
COMFORME
COMFORME
COMFORME
COMFORME
COMFORME
COMFORMECOMFORME
COMFORME
Vtotal