Download - Trabajo Avance
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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 β1/2 EDIF. 17.66X9 1.90 βTOTAL EDIF. 35.32
X10 0.84X11 1.55X12 0.91X13 1.45
β1/2 EDIF. 17.90βTOTAL 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=
(*)
(**)
(**)
π΄ππ’πππ /π΄πππππ‘πβ₯ππππ/56
t>β/20=
Z=U=S=N=
(Zona 2)(vivienda)(suelos intermedios S2) π_π (π )=
π΄_π=π΄ππ’πππ /π΄πππππ‘πβ₯
π·πΌπ πΈπΆπΆ. ππ·πΌπ πΈπΆπΆ. π π΄π=π΄π=
π·πΌπ πΈπΆπΆ. ππ·πΌπ πΈπΆπΆ. ππ΄ππ’πππ /π΄πππππ‘π=
π΄ππ’πππ /π΄πππππ‘π=
π΄π πΈπ΄ πΈπ ππΏπ΄πππ΄
(*) corresponde a 1/2 muro(**) descontando por no estar confinado
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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
(*)
πππππππ‘π ππππππππππππππ ππππΓ±ππππππ π πππππtnf/m3π‘ππ/π2π‘ππβππ/π2ππππ πππ ππ ππ ππ’ππ = π‘ππ/π2
ππ πππ ππ ππ πππ π ππ πππππππππ π‘ππ/π2 el 25%= π‘ππ/π2
πΆππ ππΈ π΄βπ΄(ππ.π»π»)πΆππ ππΈ π΅βπ΅(ππ’πππ ππππ.)πΆππ ππΈ πΆβπΆ(π£πππ‘ππππ )π‘ππ/ππ‘ππ/ππ‘ππ/π
ESCALERAS(π’π π‘ππππ) π‘ππVIGAS PERALTADAS(ππ’πππ‘ππ ) π‘ππ/π
(**)
(**)
(*)
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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 Y7ππ¨π§π¬π’πππ«ππ§ππ¨ ππ¨ππ π₯π π¬π¨ππ«ππππ«π πw=w= tnf/m2 P= tnfβ
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
πππ=16/2= m
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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
β 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 37.556β 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)
πππ=(βππ₯π*ππ+βππ¦πβππ)/(β +βππ₯π ππ¦π)πππ=
πΆπΊ=( , )m
PESO DE PISO TIPICO=PESO TOTAL ACUMULADO EN 1ER PISO= tnftnf
π=πππΆπ/π πZ=U= (Zona 2)
(vivienda)
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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 8.00β 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) π_π (π )=
πΆ=2.5 π_π/π ; πΆβ€π=β_π/πΆ_π =β_π=πΆ_π=
πΆ=
R=
π=πππΆπ/π π= tnf
π=(βπΉπ*πππ)/π= π=(πΉπ*πππ)/π=
K=πΈπ/(β^3/3πΌ+πβ(πΈπ/πΊπ)/π΄)
πΈπ= π‘ππ/π2h=Gπ= π‘ππ/π2π
π‘ππ/π2πΈπ=
n=
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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
β 57319.222 224266.647
AREA ALMA (m2)
AREAS QUE CONSTRIBUYEN AL AREA TRANSFORMADA
AREA TRANSFOR.
(m2)
Ki (tonf/m)
Yi (m)
Ki*Yi (tonf)
(*)
(*)
(**)
(**)
πππ=(βπΎπππ)/(βπΎπ)=
(*)
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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
β 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
πππ=(βπΎπππ)/(βπΎπ)=
πππ=16/2=πππ,πππ=( ; )
π_π=e=
e'=Mt=
(*)
π_π=e=
e'=Mt=
tnf-m
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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
β ###
(*)
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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
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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
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Vti
2.096.902.968.975.68
14.794.52
12.0511.562.697.653.187.59
Vti
22.0212.76
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12.7314.6812.4113.4010.34
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PARA TDO EL MURO