Ing. Gustavo Rimari

DENSIDAD DE MUROS

Z = 0.4 (Zona 3)U = 1 (Edificio Comun)S = 1.4 (Suelo Flexible)N = 2 (Numero de Pisos)Ap = 122.5 m2

D = 0.020

Muro X L (m) t (m) h (m) γ (tn/m3) Am (m2) Peso (tn)1X 3.33 0.23 2.55 1.80 0.77 3.52 2X 2.10 0.23 2.55 1.80 0.48 2.22 3X 3.14 0.23 2.55 1.80 0.72 3.31 4X 2.81 0.23 2.55 1.80 0.65 2.97 5X 0.88 0.23 2.55 1.80 0.20 0.93 6X 2.10 0.23 2.55 1.80 0.48 2.22 7X 5.62 0.23 2.55 1.80 1.29 5.93 8X 6.66 0.23 2.55 1.80 1.53 7.03 9X 1.63 0.23 2.55 1.80 0.37 1.72

10X 3.33 0.23 2.55 1.80 0.77 3.52 11X 2.10 0.23 2.55 1.80 0.48 2.22 12X 3.14 0.23 2.55 1.80 0.72 3.31 13X 2.81 0.23 2.55 1.80 0.65 2.97 14X 0.88 0.23 2.55 1.80 0.20 0.93 T1X 1.2 0.23 2.55 1.80 0.28 1.27 T2X 1.2 0.23 2.55 1.80 0.28 1.27 T3X 0.25 0.13 2.55 1.80 0.03 0.15 T4X 0.25 0.13 2.55 1.80 0.03 0.15 T5X 0.25 0.23 2.55 1.80 0.06 0.26

Am = 9.9964 m2Dm = 0.0816 OK

Muro Y L (m) t (m) h (m) γ (tn/m3) Am (m2) Peso (tn)1Y 2.35 0.23 2.55 1.80 0.54 2.48 2Y 3.70 0.23 2.55 1.80 0.85 3.91

3Y* 2.45 0.23 2.55 1.80 0.56 2.59 T1Y 2.20 0.13 2.55 1.80 0.29 1.31 T2Y 1.03 0.23 2.55 1.80 0.24 1.09

Am = 2.4779 m2Dm = 0.0202 OK

3Y* en el eje D-1-2 deja de ser ventana a albañileria con el fin de obtener el % minimo

Ing. Gustavo Rimari

CENTRO DE MASA

Piso Tipico AzoteawD (ton/m2) 0.35 wD (ton/m2) 0.35wL (ton/m2) 0.2 wL (ton/m2) 0.1

Cargas Cargas Indirectas

directas Piso Tipico

Muro X x y Peso de Muro AI (m2) PD PL PESO TOTAL P.T.x Xi P.T.x Yi1X 1.725 0.0125 3.52 2.21 0.77 0.44 4.73 8.16 0.06 2X 4.375 0.0125 2.22 0.86 0.30 0.17 2.69 11.77 0.03 3X 7.99 0.0125 3.31 2.10 0.74 0.42 4.47 35.71 0.06 4X 9.965 0.0125 2.97 1.63 0.57 0.33 3.86 38.49 0.05 5X 11.873 0.0125 0.93 1.00 0.35 0.20 1.48 17.56 0.02 6X 4.375 3.375 2.22 2.1 0.74 0.42 3.37 14.75 11.38 7X 9.965 3.375 5.93 3.06 1.07 0.61 7.62 75.89 25.70 8X 1.14 6.625 7.03 2.13 0.75 0.43 8.20 9.35 54.34 9X 4.125 6.625 1.72 1.63 0.57 0.33 2.62 10.80 17.34

10X 1.725 9.875 3.52 1.63 0.57 0.33 4.41 7.61 43.57 11X 4.375 9.875 2.22 3.33 1.17 0.67 4.05 17.71 39.98 12X 7.99 9.875 3.31 2.1 0.74 0.42 4.47 35.71 44.14 13X 9.965 9.875 2.97 3.14 1.10 0.63 4.69 46.77 46.35 14X 11.873 9.875 0.93 2.81 0.98 0.56 2.47 29.38 24.44 T1X 1.725 3.375 1.27 2.21 0.77 0.44 2.48 4.28 8.38 T2X 6.52 3.375 1.27 1.2 0.42 0.24 1.93 12.56 6.50 T3X 7.09 4.425 0.15 0.86 0.30 0.17 0.62 4.41 2.75 T4X 6.39 5.425 0.15 2.07 0.72 0.41 1.29 8.23 6.99 T5X 5.18 6.625 0.26 0.62 0.22 0.12 0.60 3.13 4.01 1Y 3.325 4.47 2.48 2.29 0.80 0.46 3.74 12.44 16.72 2Y 5.425 4.47 3.91 2.25 0.79 0.45 5.14 27.90 22.99 3Y 5.425 1.23 2.59 4.17 1.46 0.83 4.88 26.47 6.00

T1Y 0.0175 4.47 1.31 2.30 0.80 0.46 2.58 0.05 11.52 T2Y 3.325 6.07 1.09 0.25 0.09 0.05 1.22 4.07 7.43

83.63 463.23 400.75

Xcg 5.54 mYcg 4.79 m

Ing. Gustavo Rimari

CORTANTE SISMICO

Z = 0.4 (Zona 3)U = 1 (Edificio Comun)Ct = 60 (Estructura de Mamposteria)T = 0.085 sC = 2.5S = 1.4 (Suelo Flexible) Tp = 0.9 sR = 6 (Albañileria Sismo Moderado)R = 3 (Albañileria Sismo Severo)Ap = 122.5 m2

Carga MuertaTecho 250.00 kgf/m2Piso 100.00 kgf/m2Muros 138.32 kgf/m2

Carga VivaVivienda 200.00 kgf/m2Azotea 100.00 kgf/m2

V = 30.06 tn

Piso h (m) hi (m) PD (tn) PL (tn) P=PD+25%PL hiPi Fi (tn) Vi (tn)2 2.55 5.10 59.82 12.25 62.88 320.69 19.72 19.72 1 2.55 2.55 59.82 24.50 65.94 168.16 10.34 30.06

5.10 128.82 30.06

2

1

-

5.00 10.00

15.00

20.00

25.00

30.00

35.00

19.72

30.06

Cortante Sismico por Piso

Cortante Sismico (Tnf)

Piso

Ing. Gustavo Rimari

RIGIDECES Y DISTRIBUCION DE CORTANTES

f´m = 65 kgf/cm2 Unidad de Arcilla Industrialv´m = 8.1 kgf/cm2 Unidad de Arcilla IndustrialEm = 32500 kgf/cm2 Unidad de Arcilla

Ve = 30.06 tn VE = 60.12 tnXcm = 5.539 mYcm = 4.792 mBx = 7.50 mex = -0.60 m Mx = -18.05 tn-m 1.4By = 5.95 mey = 1.35 m My = 40.63 tn-m

Muro X L (m) t (m) h (m) I (m4) Kxi (tn/m) Yi (m) Ryi (m) Kxi*Ryi (tn) Kxi*Ryi2 (tn-m) V1i (tn) V2i (tn) Vei (tn)1X 3.33 0.23 2.55 0.71 20,145.07 0.0125 -5.005 -100,824.77 504,621.54 2.44 0.92 3.36 2X 2.10 0.23 2.55 0.18 7,330.21 0.0125 -5.005 -36,687.24 183,617.32 0.89 0.34 1.22 3X 3.14 0.23 2.55 0.59 17,914.44 0.0125 -5.005 -89,660.65 448,745.84 2.17 0.82 2.99 4X 2.81 0.23 2.55 0.43 14,216.62 0.0125 -5.005 -71,153.30 356,117.73 1.72 0.65 2.37 5X 0.88 0.23 2.55 0.01 714.82 0.0125 -5.005 -3,577.65 17,905.91 0.09 0.03 0.12 6X 2.10 0.23 2.55 0.18 7,330.21 3.3750 -1.642 -12,039.41 19,773.96 0.89 0.11 1.00 7X 5.62 0.23 2.55 3.40 49,569.05 3.3750 -1.642 -81,414.01 133,717.31 6.00 0.74 6.75 8X 6.66 0.23 2.55 5.66 63,254.79 6.625 1.608 101,686.11 163,466.92 7.66 -0.93 6.73 9X 1.63 0.23 2.55 0.08 3,887.95 6.625 1.608 6,250.13 10,047.48 0.47 -0.06 0.41

10X 3.33 0.23 2.55 0.71 20,145.07 9.875 4.858 97,855.94 475,341.48 2.44 -0.89 1.55 11X 2.10 0.23 2.55 0.18 7,330.21 9.875 4.858 35,606.97 172,963.15 0.89 -0.33 0.56 12X 3.14 0.23 2.55 0.59 17,914.44 9.875 4.858 87,020.56 422,707.91 2.17 -0.79 1.38 13X 2.81 0.23 2.55 0.43 14,216.62 9.875 4.858 69,058.16 335,454.43 1.72 -0.63 1.09 14X 0.88 0.23 2.55 0.01 714.82 9.875 4.858 3,472.31 16,866.94 0.09 -0.03 0.05 T1X 1.20 0.23 2.55 0.03 1,710.71 3.375 -1.642 -2,809.73 4,614.81 0.21 0.03 0.23 T2X 1.20 0.23 2.55 0.03 1,710.71 3.375 -1.642 -2,809.73 4,614.81 0.21 0.03 0.23 T3X 0.25 0.13 2.55 0.00 9.89 4.425 -0.592 -5.86 3.47 0.00 0.00 0.00 T4X 0.25 0.13 2.55 0.00 9.89 5.425 0.408 4.03 1.64 0.00 -0.00 0.00 T5X 0.25 0.23 2.55 0.00 17.50 6.625 1.608 28.14 45.24 0.00 -0.00 0.00

248,143.06 -0.00 1,838,014.00 30.06

Muro Y L (m) t (m) h (m) I (m4) Kyi (tn/m) Xi (m) Rxi (m) Kyi*Rxi (tn) Kyi*Rxi2 (tn-m) V1i (tn) V2i (tn) Vei (tn)1Y 2.35 0.23 2.55 0.25 9,554.64 3.325 -1.160 -11,081.49 12,852.34 5.69 -0.23 5.46 2Y 3.70 0.23 2.55 0.97 24,650.59 5.425 0.940 23,176.42 21,790.42 14.68 0.48 15.16

3Y* 2.45 0.23 2.55 0.28 10,510.26 5.425 0.940 9,881.72 9,290.77 6.26 0.20 6.46 T1Y 2.20 0.13 2.55 0.12 4,629.30 0.018 -4.467 -20,680.50 92,386.03 2.76 -0.43 2.33 T2Y 1.03 0.23 2.55 0.02 1,117.56 3.325 -1.160 -1,296.15 1,503.28 0.67 -0.03 0.64

50,462.35 -0.00 137,822.84 30.06

Centro de RigidezXcr = 4.485 mYcr = 5.017 m

Rigidez TorsionalRT = 1,975,836.85 tn-m