PREDIMENSIONAMIENTO DE LOS MUROS

0.12

0.13

LONGITUD DE MUROS

MURO Lxx MURO LyyX1 0.75 Y1 4.65X2 1.50 Y2 3.30X3 0.90 Y3 3.30X4 1.65 Y4 3.38X5 1.25 Y5 3.38X6 2.25 Y6 3.38X7 1.10 Y7 2.95X8 1.85 ∑1/2 EDIF. 17.66X9 1.90 ∑TOTAL EDIF. 35.32

X10 0.84X11 1.55X12 0.91X13 1.45

∑1/2 EDIF. 17.90∑TOTAL EDIF. 35.80

DENSIDAD DE MUROS

0.31.01.2 0.6

5

0.032

126.08

4.6544.5916

0.037 OK!!

0.036 OK!!

t=

(*)

(**)

(**)

𝐴𝑚𝑢𝑟𝑜𝑠/𝐴𝑝𝑙𝑎𝑛𝑡𝑎≥𝑍𝑈𝑆𝑁/56

t>ℎ/20=

Z=U=S=N=

(Zona 2)(vivienda)(suelos intermedios S2) 𝑇_𝑃 (𝑠)=

𝐴_𝑃=𝐴𝑚𝑢𝑟𝑜𝑠/𝐴𝑝𝑙𝑎𝑛𝑡𝑎≥

𝐷𝐼𝑅𝐸𝐶𝐶. 𝑋𝐷𝐼𝑅𝐸𝐶𝐶. 𝑌 𝐴𝑚=𝐴𝑚=

𝐷𝐼𝑅𝐸𝐶𝐶. 𝑌𝐷𝐼𝑅𝐸𝐶𝐶. 𝑋𝐴𝑚𝑢𝑟𝑜𝑠/𝐴𝑝𝑙𝑎𝑛𝑡𝑎=

𝐴𝑚𝑢𝑟𝑜𝑠/𝐴𝑝𝑙𝑎𝑛𝑡𝑎=

𝐴𝑅𝐸𝐴 𝐸𝑁 𝑃𝐿𝐴𝑁𝑇𝐴

(*) corresponde a 1/2 muro(**) descontando por no estar confinado

METRADO DE CARGAS

2.40.10.019 0.285150.120.2 0.05

0.438

AREAS TRIBUTARIAS(A) Y CARGAS (P) EN PISO TIPICO

MUROS XX MUROS YYM A(m2) P(tnf) M A PX1 0.5 0.219 Y1 2.54 1.113X2 1.625 0.712 Y2 4.25 1.862X3 1.125 0.493 Y3 5.332 2.335X4 2.7 1.183 Y4 2.307 1.010X5 1.874 0.821 Y5 5.46 2.391X6 3.724 1.631 Y6 3.027 1.326X7 2.599 1.138 Y7 4.701 2.059X8 2.71 1.187X9 3.126 1.369

X10 0.826 0.362X11 1.677 0.735X12 0.932 0.408X13 1.542 0.675

0.460.740.340.14

1.6

CARGAS VERTICALES

DIRECCION XX

MURO

X1 0.75 7.73 0.958 4.79 4.913X2 1.50 7.73 2.261 11.30375 5.797X3 0.90 7.73 1.414 7.06875 6.042X4 1.65 7.73 2.761 13.803 6.435X5 1.25 4.57 1.809 9.04406 5.566X6 2.25 4.57 3.359 16.79556 5.742X7 1.10 4.57 2.015 10.07681 7.047

L (m)

Yi (m)

CARGA EN PISO TIPICO

(tnf)CARGA ACUMULADA EN

EL 1ER PISOESFUERZO DE COMPRESION (kg/cm2)

w= tnf/m2

(*)

𝑐𝑜𝑛𝑐𝑟𝑒𝑡𝑜 𝑎𝑟𝑚𝑎𝑑𝑜𝑎𝑐𝑎𝑏𝑎𝑑𝑜𝑠𝑎𝑙𝑏𝑎ñ𝑖𝑙𝑒𝑟𝑖𝑎 𝑠𝑜𝑙𝑖𝑑𝑎tnf/m3𝑡𝑛𝑓/𝑚2𝑡𝑛𝑓∗𝑐𝑚/𝑚2𝑐𝑚𝑒𝑠𝑝𝑒𝑠𝑜𝑟 𝑑𝑒 𝑚𝑢𝑟𝑜 = 𝑡𝑛𝑓/𝑚2

𝑒𝑠𝑝𝑒𝑠𝑜𝑟 𝑑𝑒 𝑙𝑜𝑠𝑎 𝑚𝑠𝑜𝑏𝑟𝑒𝑐𝑎𝑟𝑔𝑎 𝑡𝑛𝑓/𝑚2 el 25%= 𝑡𝑛𝑓/𝑚2

𝐶𝑂𝑅𝑇𝐸 𝐴−𝐴(𝑆𝑆.𝐻𝐻)𝐶𝑂𝑅𝑇𝐸 𝐵−𝐵(𝑚𝑢𝑟𝑜𝑠 𝑐𝑜𝑛𝑓.)𝐶𝑂𝑅𝑇𝐸 𝐶−𝐶(𝑣𝑒𝑛𝑡𝑎𝑛𝑎𝑠)𝑡𝑛𝑓/𝑚𝑡𝑛𝑓/𝑚𝑡𝑛𝑓/𝑚

ESCALERAS(𝑢𝑛 𝑡𝑟𝑎𝑚𝑜) 𝑡𝑛𝑓VIGAS PERALTADAS(𝑝𝑢𝑒𝑟𝑡𝑎𝑠) 𝑡𝑛𝑓/𝑚

(**)

(**)

(*)

X8 1.85 3.23 2.619 13.0949 5.445X9 1.90 3.23 2.838 14.19094 5.745

X10 0.84 0 1.187 5.93694 5.437X11 1.55 0 2.290 11.44763 5.681X12 0.91 0 1.286 6.42808 5.434X13 1.45 0 2.088 10.44198 5.540

DIRECCION YY

MURO

Y1 4.65 5.48 4.554 22.768 3.766Y2 3.30 6.16 4.304 21.518 5.016Y3 3.30 6.16 4.903 24.517 5.715Y4 3.38 1.62 3.512 17.558 3.996Y5 3.38 1.62 5.019 25.093 5.711Y6 3.38 1.62 3.827 19.135 4.355Y7 2.95 3.18 5.905 29.525 7.699

0.588 2.764

6.61033.0518.618

65

9.75 8.618 OK!!

DETERMINACION DEL CENTRO DE GRAVEDAD EN PLANTA TIPICA

determnacin de la cordenada Xcg

8.00

determnacin de la cordenada Ycg

MURO Wxi*Yi

X1 7.73 1.916 14.811X2 7.73 4.522 34.951

L (m)

Yi (m)

CARGA EN PISO TIPICO

(tnf)

CARGA ACUMULADA EN EL 1ER PISO

(tnf)

ESFUERZO DE COMPRESION (kg/cm2)

Yi (m)

CARGA TOTAL EN PISO TIPICO

(tnf)

De las dos tablas anteriores se muestra que el muro mas esforzado verticalmente es el muro Y7𝐜𝐨𝐧𝐬𝐢𝐝𝐞𝐫𝐚𝐧𝐝𝐨 𝐭𝐨𝐝𝐚 𝐥𝐚 𝐬𝐨𝐛𝐫𝐞𝐜𝐚𝐫𝐠𝐚w=w= tnf/m2 P= tnf→

CARGA EN PISO(Y7) =CARGA ACUM. EN 1ER PISO(Y7)= tnf

tnfESFUERZO DE COMPRESION(Y7)= kg/cm2

EL ESFUERZO MAXIMO DEBE SER MENOR QUE: 0.15f'm (f'm= kg/cm2)

0.15f'm = >kg/cm2 kg/cm2

𝑋𝑐𝑔=16/2= m

X3 7.73 2.828 21.857X4 7.73 5.521 42.679X5 4.57 3.618 16.533X6 4.57 6.718 30.702X7 4.57 4.031 18.420X8 3.23 5.238 16.919X9 3.23 5.676 18.335

X10 0 2.375 0.000X11 0 4.579 0.000X12 0 2.571 0.000X13 0 4.177 0.000

∑ 53.769 215.206

MURO Wyi*Yi

Y1 5.48 9.107 49.907Y2 6.16 8.607 53.019Y3 6.16 9.807 60.410Y4 1.62 7.023 11.378Y5 1.62 10.037 16.261Y6 1.62 7.654 12.400Y7 3.18 11.810 37.556∑ 64.046 240.930

3.87

8.00 3.87

ANALISIS SISMICO

CONSIDERANDO EL 25% DE SOBRECARGA(TODO EL EDIFICIO)

117.815589.073

DETERMINACION DE LA FUERZA CORTANTE BASAL SISMICO (V)

0.31.0

Yi (m)

CARGA TOTAL EN PISO TIPICO

(tnf)

𝑌𝑐𝑔=(∑𝑊𝑥𝑖*𝑌𝑖+∑𝑊𝑦𝑖∗𝑌𝑖)/(∑ +∑𝑊𝑥𝑖 𝑊𝑦𝑖)𝑌𝑐𝑔=

𝐶𝐺=( , )m

PESO DE PISO TIPICO=PESO TOTAL ACUMULADO EN 1ER PISO= tnftnf

𝑉=𝑍𝑈𝐶𝑆/𝑅 𝑃Z=U= (Zona 2)

(vivienda)

1.2 0.653

12.8560

0.214

2.5 2.5

176.722

DISTRIBUCION DE LA FUERZA CORTANTE BASAL

NIVEL Pi(tnf) hi(m) Pi*hi(tnf-m) Fi(tnf) Ycg(m) Fi*Ycg Xcg(m)5 117.815 12.850 1513.918 58.907 3.87 228.068 8.004 117.815 10.280 1211.135 47.126 3.87 182.454 8.003 117.815 7.710 908.351 35.344 3.87 136.841 8.002 117.815 5.140 605.567 23.563 3.87 91.227 8.001 117.815 2.570 302.784 11.781 3.87 45.614 8.00∑ 4541.755 176.722 684.203

la posicion en planta del cortante es:

8.00 3.87

CALCULO DE LA RIGIDEZ LATERAL DE MUROS

20000003200002.571280006.25

MURO fA1(muro) A2(colum.) A3(colum) A4(transv.)

X1 0.098 0.046 0.163 0.163 0.147 0.517 5.307X2 0.195 0.143 0.163 0.163 0.103 0.571 2.928

AREA ALMA (m2)

AREAS QUE CONSTRIBUYEN AL AREA TRANSFORMADA

AREA TRANSFOR.

(m2)

S=N= (suelos intermedios S2) 𝑇_𝑃 (𝑠)=

𝐶=2.5 𝑇_𝑃/𝑇 ; 𝐶≤𝑇=ℎ_𝑛/𝐶_𝑇 =ℎ_𝑛=𝐶_𝑇=

𝐶=

R=

𝑉=𝑍𝑈𝐶𝑆/𝑅 𝑃= tnf

𝑋=(∑𝐹𝑖*𝑋𝑐𝑔)/𝑉= 𝑌=(𝐹𝑖*𝑌𝑐𝑔)/𝑉=

K=𝐸𝑎/(ℎ^3/3𝐼+𝑓ℎ(𝐸𝑎/𝐺𝑎)/𝐴)

𝐸𝑎= 𝑡𝑛𝑓/𝑚2h=G𝑎= 𝑡𝑛𝑓/𝑚2𝑚

𝑡𝑛𝑓/𝑚2𝐸𝑐=

n=

X3 0.117 0.065 0.163 0.163 0.103 0.493 4.214X4 0.215 0.163 0.163 0.163 0.103 0.591 2.753X5 0.163 0.111 0.163 0.163 0.103 0.539 3.314X6 0.293 0.241 0.163 0.163 0.103 0.669 2.286X7 0.143 0.117 0.163 0.092 0.371 2.595X8 0.241 0.189 0.163 0.163 0.253 0.766 3.185X9 0.247 0.195 0.163 0.163 0.106 0.626 2.533

X10 0.109 0.057 0.163 0.163 0.106 0.488 4.467X11 0.202 0.150 0.163 0.163 0.106 0.580 2.879X12 0.118 0.066 0.163 0.163 0.106 0.497 4.201X13 0.189 0.136 0.163 0.163 0.106 0.567 3.009X7 0.286 0.234 0.163 0.163 0.183 0.742 2.595

MURO fA1(muro) A2(colum.) A3(colum) A4(transv.)

Y1 0.605 0.553 0.163 0.163 0.076 0.954 1.577Y2 0.429 0.403 0.163 0.150 0.715 1.667Y3 0.429 0.377 0.163 0.163 0.074 0.776 1.810Y4 0.439 0.387 0.163 0.163 0.079 0.791 1.801Y5 0.439 0.413 0.163 0.046 0.622 1.416Y6 0.439 0.387 0.163 0.163 0.126 0.838 1.908Y7 0.384 0.332 0.163 0.163 0.032 0.688 1.794

CALCULO DEL CENTRO DE RIGIDEZ

para muros orientados en la direccion X

MURO

X1 1385.778 7.73 10712.061X2 4581.884 7.73 35417.965X3 1963.914 7.73 15181.055X4 5955.119 7.73 46033.068X5 3698.381 4.57 16901.602X6 9633.208 4.57 44023.759X7 1471.830 4.57 6726.262X8 7786.259 3.23 25149.616X9 7467.882 3.23 24121.259

X10 1704.858 0 0.000X11 4847.393 0 0.000X12 2014.086 0 0.000X13 4808.630 0 0.000

∑ 57319.222 224266.647

AREA ALMA (m2)

AREAS QUE CONSTRIBUYEN AL AREA TRANSFORMADA

AREA TRANSFOR.

(m2)

Ki (tonf/m)

Yi (m)

Ki*Yi (tonf)

(*)

(*)

(**)

(**)

𝑌𝑐𝑟=(∑𝐾𝑖𝑌𝑖)/(∑𝐾𝑖)=

(*)

3.91

para muros orientados en la direccion Y

8

8 3.91

CALCULO DEL CORTANTE BASAL PARA MUROS

PARA LOS MUROS X

0.040.3940.455

80.5

MUROS FUERZA CORTANTE TRASLACIONAL FUERZA CORTANTE TORSIONALKi V=H V1i Ki Ri RT V2i

X1 1385.778 176.722 2.136 1385.778 -3.82 20194.403 -0.05X2 4581.884 176.722 7.063 4581.884 -3.82 66770.034 -0.16X3 1963.914 176.722 3.027 1963.914 -3.82 28619.361 -0.07X4 5955.119 176.722 9.180 5955.119 -3.82 86781.650 -0.21X5 3698.381 176.722 5.701 3698.381 -0.66 1598.393 -0.02X6 9633.208 176.722 14.850 9633.208 -0.66 4163.348 -0.06X7 1471.830 176.722 4.538 1471.830 -0.66 636.106 -0.02X8 7786.259 176.722 12.003 7786.259 0.68 3627.851 0.05X9 7467.882 176.722 11.512 7467.882 0.68 3479.510 0.05

X10 1704.858 176.722 2.628 1704.858 3.91 26098.594 0.06X11 4847.393 176.722 7.473 4847.393 3.91 74205.665 0.18X12 2014.086 176.722 3.105 2014.086 3.91 30832.364 0.07X13 4808.630 176.722 7.413 4808.630 3.91 73612.263 0.18

∑ 420619.540 0.0

PARA LOS MUROS Y

0.000.8

0.80141.4

MUROS FUERZA CORTANTE TRASLACIONAL FUERZA CORTANTE TORSIONALKi V=H V1i Ki Ri RT V2i

Y1 25314.364 176.722 18.685 25314.364 8.00 ### 3.33Y2 15294.409 176.722 11.289 15294.409 5.84 521624.993 1.47

𝑌𝑐𝑟=(∑𝐾𝑖𝑌𝑖)/(∑𝐾𝑖)=

𝑋𝑐𝑟=16/2=𝑋𝑐𝑟,𝑌𝑐𝑟=( ; )

𝑒_𝑎=e=

e'=Mt=

(*)

𝑒_𝑎=e=

e'=Mt=

tnf-m

Y3 16275.802 176.722 12.014 16275.802 2.69 117773.334 0.72Y4 16881.582 176.722 12.461 16881.582 8.00 ### 2.22Y5 15047.499 176.722 11.107 15047.499 5.25 414746.691 1.30Y6 17216.577 176.722 12.708 17216.577 2.45 103342.503 0.69Y7 13678.714 176.722 10.097 13678.714 1.10 16551.244 0.25

∑ ###

(*)

Fi*Xcg471.259377.007282.755188.50394.252

1413.776

XcINERCIAS PARCIALES DE LAS AREAS

Iy Io KI1 I2 I3 I4

0.297 0.00686 0.00217 0.06920 0.00168 0.07990 0.03428798 1385.7780.737 0.09486 0.00217 0.31904 0.04778 0.46385 0.15337384 4581.884

0.523 0.01452 0.00217 0.10454 0.06608 0.18731 0.0523784 1963.9140.699 0.13176 0.00217 0.39095 0.00118 0.52605 0.23792029 5955.1190.725 0.04982 0.00217 0.21545 0.13640 0.40383 0.12042336 3698.3810.967 0.37298 0.00217 0.75170 0.00118 1.12802 0.50283406 9633.2080.273 0.05733 0.00217 0.00105 0.06054 0.03280374 1471.8300.653 0.19431 0.00217 0.49820 0.02540 0.72007 0.39339849 7786.2591.094 0.21255 0.00217 0.52704 0.34237 1.08413 0.33603696 7467.8820.351 0.01101 0.00217 0.08953 0.00121 0.10391 0.04390901 1704.8580.776 0.10627 0.00217 0.34220 0.06441 0.51505 0.16578852 4847.3930.530 0.01516 0.00217 0.10716 0.06945 0.19394 0.05410922 2014.0860.609 0.08429 0.00217 0.29670 0.00121 0.38436 0.17430143 4808.6301.372 0.34632 0.00217 0.71717 0.81044 1.87610 0.47955998 9339.313

YcINERCIAS PARCIALES DE LAS AREAS

Iy Io KI1 I2 I3 I4

2.242 3.81824 0.00217 3.36470 0.41782 7.60292 2.81163077 25314.3641.224 1.55692 0.00217 0.00000 0.46435 2.02344 0.95159916 15294.4091.799 1.29060 0.00217 1.66454 0.76222 3.71952 1.20788124 16275.8021.756 1.39314 0.00217 1.74878 0.60174 3.74583 1.30573058 16881.5821.919 1.39349 0.00000 1.74878 0.00032 3.14259 0.85165333 15047.4991.670 1.39314 0.00217 1.74878 0.61974 3.76383 1.42720672 17216.5771.538 0.90085 0.00217 1.32045 0.25611 2.47957 0.85208344 13678.714

119708.947

Vti

2.096.902.968.975.68

14.794.52

12.0511.562.697.653.187.59

Vti

22.0212.76

12.7314.6812.4113.4010.34

PARA TDO EL MURO