Post on 08-Dec-2014
VALOR DEL CORTANTE BASAL "X "
10.28 Altura de la edificacion
Z = 0.4 3 1 1
1 3
1.2 2
6 4
0.6 Periodo del suelo
60 3
8.75
0.171 Periodo fundamental < 0.70
ZUSC / R = 0.20
877632.35 Peso Total de la estructura (Kg)
175526.47 Cortante en la Base
C/R = 1.46 > 0.125
Distribución de la fuerza cortante en altura
Piso4 229107.20 10.28 2355221.965 0.41 72671.80 72671.803 216175.05 7.71 1666709.635 0.29 51427.33 124099.132 216175.05 5.14 1111139.757 0.20 34284.89 158384.021 216175.05 2.57 555569.8785 0.10 17142.44 175526.47
877632.345 5688641.236 175526.47
_7.77
hm =
U =S =R =
Tp =Ct =C = 2.5 (Tp /T) < 2.5, Para Tp > T entonces C = 2.5
T =Factor
P =CB =
Pi hi Pi x hi Pixhi/∑Pixhi Fi Vi
h =
Tabla Nº 1Factores de Zona
ZONA
Zona 3
Zona 2
Zona 1
Tabla Nº 2Parámetros de Suelo
Tipo
Tabla Nº 3Categoria de las Edificaciones
Categoria
(*) En estas edificaciones, a criterio del proyectista, se podrá omitir el análisis por fuerzas sísmicas,
pero deberá proveerse de la resistencia y rigidez adecuadas para acciones laterales
S1 Roca o suelos muy Rigidos
S2 Suelos Intermedios
S3 Suelos Flexibles
S4 Condiciones excepcionales
Categoria A Edific. Esenciales
Categoria B Edific. Importantes
Categoria C Edific. Comunes
Categoria D Edific. Menores
Factores de Zona
1 Z1 0.40
2 0.30
3 0.15
Parámetros de SueloDescripción Tp(s) S
1 0.4 1 1
2 0.6 2 1.2
3 0.9 3 1.4
4 4
Categoria de las EdificacionesDescripcion U
1 1.5
2 1.3
3 1
4 (*)(*) En estas edificaciones, a criterio del proyectista, se podrá omitir el análisis por fuerzas sísmicas,
pero deberá proveerse de la resistencia y rigidez adecuadas para acciones laterales
Tabla Nº 6Sistemas Estructurales
Coeficiente de reducción, RSistema Estructural Para estructuras regularesAcero con arriostres en cruz 1 6
Acero con arriostres excéntricos 2 6.5
Acero con Pórticos dúctiles con unione 3 9.5
Albañilería armada o confinada 4 6
Concreto armado con muros de ductilida 5 4
Concreto armado de muros estructurale 6 6
Concreto armado Dual 7 7
Concreto armado Pórticos 8 8
Madera (por esfuerzos admisibles) 9 7
Características para hallar el periodo fundam CTElementos resistentes en la dirección de 1 35
Elementos resistentes pórticos, cajas d 2 45
S1 Roca o suelos muy Rigidos
S2 Suelos Intermedios
S3 Suelos Flexibles
S4 Condiciones excepcionales
Categoria A Edific. Esenciales
Categoria B Edific. Importantes
Categoria C Edific. Comunes
Categoria D Edific. Menores
Elementos sismorresistentes por muros 3 60
PRIMER PISO CENTRO DE RIGIDECES
Muro Distancias
x y1 X 0.23 2.40 4.15 3.675 12.33 1.73 0.77 2.51 0.091685 1.1300 31.30
2 X 0.23 2.40 2.60 1.3 8.675 2.77 3.15 5.92 0.038882 0.3373 31.30
3 X 0.23 2.40 3.60 6.55 8.675 2.00 1.19 3.19 0.072209 0.6264 31.30
4 X 0.23 2.40 3.60 6.55 7.18 2.00 1.19 3.19 0.072209 0.5181 31.30
5 X 0.13 2.40 2.20 2.7 4.18 3.27 5.19 8.47 0.015356 0.0641 55.38
6 X 0.13 2.40 7.35 10.875 4.18 0.98 0.14 1.12 0.116190 0.4851 55.38
7 X 0.13 2.40 5.75 4.475 0.08 1.25 0.29 1.54 0.084249 0.0063 55.38
8 X 0.13 2.40 4.00 10.85 0.08 1.80 0.86 2.66 0.048799 0.0037 55.38
9 X 0.23 2.40 4.15 18.075 12.33 1.73 0.77 2.51 0.091685 1.1300 31.30
10 X 0.23 2.40 2.60 20.45 8.68 2.77 3.15 5.92 0.038882 0.3373 31.30
11 X 0.23 2.40 3.60 15.2 8.68 2.00 1.19 3.19 0.072209 0.6264 31.30
12 X 0.23 2.40 3.60 15.2 7.18 2.00 1.19 3.19 0.072209 0.5181 31.30
13 X 0.13 2.40 2.20 19.05 4.18 3.27 5.19 8.47 0.015356 0.0641 55.38
14 X 0.13 2.40 5.75 17.275 0.08 1.25 0.29 1.54 0.084249 0.0063 55.38
1y 8.35 2.40 0.23 0.125 8.28 31.30 4544.75 4576.06 0.001825 0.0151 0.86
2y 3.90 2.40 0.23 3.675 10.50 31.30 4544.75 4576.06 0.000852 0.0089 1.85
3y 3.45 2.40 0.23 3.675 5.83 31.30 4544.75 4576.06 0.000754 0.0044 2.09
4y 3.90 2.40 0.13 7.275 10.50 55.38 25168.87 25224.25 0.000155 0.0016 1.85
5y 2.05 2.40 0.13 7.275 5.13 55.38 25168.87 25224.25 0.000081 0.0004 3.51
6y 3.10 2.40 0.13 7.275 1.55 55.38 25168.87 25224.25 0.000123 0.0002 2.32
7y 1.75 2.40 0.23 8.225 7.93 31.30 4544.75 4576.06 0.000382 0.0030 4.11
8y 8.35 2.40 0.23 10.875 8.28 31.30 4544.75 4576.06 0.001825 0.0151 0.86
9y 1.75 2.40 0.23 13.525 7.93 31.30 4544.75 4576.06 0.000382 0.0030 4.11
10y 3.10 2.40 0.13 14.475 1.55 55.38 25168.87 25224.25 0.000123 0.0002 2.32
11y 2.05 2.40 0.13 14.475 5.13 55.38 25168.87 25224.25 0.000081 0.0004 3.51
12y 3.90 2.40 0.13 14.475 10.50 55.38 25168.87 25224.25 0.000155 0.0016 1.85
13y 3.45 2.40 0.23 18.075 5.83 31.30 4544.75 4576.06 0.000754 0.0044 2.09
14y 3.90 2.40 0.23 18.075 10.50 31.30 4544.75 4576.06 0.000852 0.0089 1.85
15y 8.35 2.40 0.23 21.625 8.28 31.30 4544.75 4576.06 0.001825 0.0151 0.86
16y 2.90 2.40 0.13 9.55 2.80 55.38 25168.87 25224.25 0.000115 0.0003 2.48
17y 2.90 2.40 0.13 12.2 2.80 55.38 25168.87 25224.25 0.000115 0.0003 2.48
0.924569 5.9364
6.421
∑ Kx/E
10.875
∑ Ky/E
t (m)
h (m) l (m) Direccion X Direccion Y
3h/l 4(h/l)3 3h/l+4(h/l )3 Kx /E (Kx /E) y 3h/l
YCR = ∑ (Kx/E) Y =
XCR = ∑ (Ky/E) X =
CENTRO DE RIGIDECES CENTRO DE MASAS
4544.7522 4576.0565 0.000907 0.003333 4123.44 15153.64 50821.40
4544.7522 4576.0565 0.000568 0.000739 2583.36 3358.37 22410.65
4544.7522 4576.0565 0.000787 0.005153 3576.96 23429.09 31030.13
4544.7522 4576.0565 0.000787 0.005153 3576.96 23429.09 25664.69
25168.8666 25224.2513 0.000087 0.000235 1235.52 3335.90 5158.30
25168.8666 25224.2513 0.000291 0.003169 4127.76 44889.39 17233.40
25168.8666 25224.2513 0.000228 0.001020 3229.20 14450.67 242.19
25168.8666 25224.2513 0.000159 0.001721 2246.40 24373.44 168.48
4544.7522 4576.0565 0.000907 0.016392 4123.44 74531.18 50821.40
4544.7522 4576.0565 0.000568 0.011619 2583.36 52829.71 22410.65
4544.7522 4576.0565 0.000787 0.011958 3576.96 54369.79 31030.13
4544.7522 4576.0565 0.000787 0.011958 3576.96 54369.79 25664.69
25168.8666 25224.2513 0.000087 0.001661 1235.52 23536.66 5158.30
25168.8666 25224.2513 0.000228 0.003938 3229.20 55784.43 242.19
0.0950 0.9573 0.240270 0.030034 8296.56 1037.07 68654.03
0.9322 2.7783 0.082783 0.304229 3875.04 14240.77 40687.92
1.3466 3.4335 0.066986 0.246174 3427.92 12597.61 19967.63
0.9322 2.7783 0.046791 0.340402 2190.24 15934.00 22997.52
6.4185 9.9307 0.013091 0.095235 1151.28 8375.56 5900.31
1.8561 4.1787 0.031110 0.226326 1740.96 12665.48 2698.49
10.3176 14.4319 0.015937 0.131081 1738.80 14301.63 13779.99
0.0950 0.9573 0.240270 2.612938 8296.56 90225.09 68654.03
10.3176 14.4319 0.015937 0.215547 1738.80 23517.27 13779.99
1.8561 4.1787 0.031110 0.450318 1740.96 25200.40 2698.49
6.4185 9.9307 0.013091 0.189489 1151.28 16664.78 5900.31
0.9322 2.7783 0.046791 0.677294 2190.24 31703.72 22997.52
1.3466 3.4335 0.066986 1.210773 3427.92 61959.65 19967.63
0.9322 2.7783 0.082783 1.496310 3875.04 70041.35 40687.92
0.0950 0.9573 0.240270 5.195841 8296.56 179413.11 68654.03
2.2673 4.7500 0.027368 0.261368 1628.64 15553.51 4560.19
2.2673 4.7500 0.027368 0.333894 1628.64 19869.41 4560.19
1.296120 14.09530 99420.48 1081141.56 715202.78
10.874
7.194
Direccion Y Peso (kg)
P * X (kg-m)
P * Y kgt-m)
4(h/l)3 3h/l+4(h/l )3 Ky /E (Ky /E) X
XCM = ∑ P* X / ∑ P =
YCM = ∑ P* Y /∑ P =
1º PISODireccion X
Muro Espesor h Area Peso propio Peso Peso Peso TotalTributaria Muro Aligerado Acabados Parapeto
m t (m) (m) m2 kg kg kg kg (kg)1 X 0.23 2.40 3974.40 0.00 0.00 210.6 4185.002 X 0.23 2.40 3974.40 0.00 0.00 0.00 3974.403 X 0.23 2.40 3974.40 0.00 0.00 0.00 3974.404 X 0.23 2.40 3974.40 0.00 0.00 0.00 3974.405 X 0.13 2.40 2.125 2246.40 2380.00 850.00 0.00 5476.406 X 0.13 2.40 2.125 2246.40 2380.00 850.00 210.6 5687.007 X 0.13 2.40 2.125 2246.40 2380.00 850.00 210.6 5687.008 X 0.13 2.40 0.60 2246.40 672.00 240.00 210.6 3369.009 X 0.23 2.40 3974.40 0.00 0.00 0.00 3974.40
10 X 0.23 2.40 3974.40 0.00 0.00 0.00 3974.4011 X 0.23 2.40 3974.40 0.00 0.00 0.00 3974.4012 X 0.23 2.40 3974.40 0.00 0.00 0.00 3974.4013 X 0.13 2.40 2.125 2246.40 2380.00 850.00 210.6 5687.0014 X 0.13 2.40 2.125 2246.40 2380.00 850.00 210.6 5687.00
Direccion Y 1y 8.35 2.40 1.90 3974.4 2128.00 760.00 210.6 7073.002y 3.90 2.40 3.60 3974.4 4032.00 1440.00 0.00 9446.403y 3.45 2.40 3.60 3974.4 4032.00 1440.00 0.00 9446.404y 3.90 2.40 3.65 2246.4 4088.00 1460.00 0.00 7794.405y 2.05 2.40 3.65 2246.4 4088.00 1460.00 0.00 7794.406y 3.10 2.40 0.00 2246.4 0.00 0.00 0.00 2246.407y 1.75 2.40 1.825 3974.4 2044.00 730.00 0.00 6748.408y 8.35 2.40 3.65 3974.4 4088.00 1460.00 0.00 9522.409y 1.75 2.40 1.825 3974.4 2044.00 730.00 0.00 6748.40
10y 3.10 2.40 0.00 2246.4 0.00 0.00 0.00 2246.4011y 2.05 2.40 3.65 2246.4 4088.00 1460.00 0.00 7794.4012y 3.90 2.40 3.65 2246.4 4088.00 1460.00 0.00 7794.4013y 3.45 2.40 3.60 3974.4 4032.00 1440.00 0.00 9446.4014y 3.90 2.40 3.60 3974.4 4032.00 1440.00 0.00 9446.4015y 8.35 2.40 1.90 3974.4 2128.00 760.00 210.6 7073.0016y 2.90 2.40 0.00 2246.4 0.00 0.00 210.6 2457.0017y 2.90 2.40 0.00 2246.4 0.00 0.00 210.6 2457.00
CM
Total Esfuerzo act. Esfuerzo act. Esf. Total x CM
(kg)0.00 1.82 0.00 1.820.00 1.73 0.00 1.730.00 1.73 0.00 1.730.00 1.73 0.00 1.73
1593.75 4.21 1.23 5.441593.75 4.37 1.23 5.601593.75 4.37 1.23 5.60450.00 2.59 0.35 2.940.00 1.73 0.00 1.730.00 1.73 0.00 1.730.00 1.73 0.00 1.730.00 1.73 0.00 1.73
1593.75 4.37 1.23 5.601593.75 4.37 1.23 5.60
1425.00 3.08 0.62 3.692700.00 4.11 1.17 5.282700.00 4.11 1.17 5.282737.50 6.00 2.11 8.102737.50 6.00 2.11 8.10
0.00 1.73 0.00 1.731368.75 2.93 0.60 3.532737.50 4.14 1.19 5.331368.75 2.93 0.60 3.53
0.00 1.73 0.00 1.732737.50 6.00 2.11 8.102737.50 6.00 2.11 8.102700.00 4.11 1.17 5.282700.00 4.11 1.17 5.281425.00 3.08 0.62 3.69
0.00 1.89 0.00 1.890.00 1.89 0.00 1.89
CV x CV Fa (kg/cm2) (kg/cm2) (kg/cm2)
Excentricidad Reale = ex + ey
Primer Piso Real De Diseñoex = -0.0006 m e'x = 2.17416ey = 0.7730 m e''x = -2.17556 Accidental 2.40446
2.175 m -0.47203
1.245 m
Momento torsor354207.26 kgm 381622.2 kgm
-82853.64 kgm
381671.46 kgm 422045.7 kgm
-381868.7 kgm
MOMENTO POLAR DE INERCIAPrimer Piso
Muro
1 X -7.200 51.840 0.047013 5.904254
2 X -9.575 91.681 0.052091 2.254254
3 X -4.325 18.706 0.014716 2.254254
4 X -4.325 18.706 0.014716 0.754254
5 X -8.175 66.831 0.005829 -2.245746
6 X 0.000 0.000 0.000000 -2.245746
7 X -6.400 40.960 0.009337 -6.345746
8 X -0.025 0.001 0.000000 -6.345746
9 X 7.200 51.840 0.047013 5.904254
10 X 9.575 91.681 0.052091 2.254254
11 X 4.325 18.706 0.014716 2.254254
12 X 4.325 18.706 0.014716 0.754254
13 X 8.175 66.831 0.005829 -2.245746
14 X 6.400 40.960 0.009337 -6.345746
1y -10.750 115.562 27.766201 1.854254
2y -7.200 51.840 4.291489 4.079254
3y -7.200 51.840 3.472555 -0.595746
4y -3.600 12.960 0.606406 4.079254
5y -3.600 12.960 0.169656 -1.295746
6y -3.600 12.960 0.403186 -4.870746
7y -2.650 7.022 0.111917 1.504254
8y 0.000 0.000 0.000000 1.854254
9y 2.650 7.023 0.111917 1.504254
10y 3.600 12.960 0.403187 -4.870746
11y 3.600 12.960 0.169656 -1.295746
12y 3.600 12.960 0.606408 4.079254
e'y =
ex acc = e''y =
ey acc =
Mtx1 =Mtx2 =Mty1 =Mty2 =
X = x-xCR X 2 (Ky/E) X2 Y = y-yCR
13y 7.200 51.840 3.472561 -0.595746
14y 7.200 51.840 4.291496 4.079254
15y 10.750 115.563 27.766232 1.854254
16y -1.325 1.756 0.048048 -3.620746
17y 1.325 1.756 0.048049 -3.620746
CORTANTES FINALES DE DISEÑO
V= 175,526.47 10.875
Muro X Y
1 X 0.09168 0.00091 3.675 12.33 5.90 -7.200 17406.040 2102.796 -491.871
2 X 0.03888 0.00057 1.300 8.675 2.25 -9.575 7381.616 340.476 -79.642
3 X 0.07221 0.00079 6.550 8.675 2.25 -4.325 13708.705 632.312 -147.906
4 X 0.07221 0.00079 6.550 7.175 0.75 -4.325 13708.705 211.566 -49.488
5 X 0.01536 0.00009 2.700 4.175 -2.25 -8.175 2915.264 -133.959 31.335
6 X 0.11619 0.00029 10.875 4.175 -2.25 0.000 22058.369 -1013.599 237.094
7 X 0.08425 0.00023 4.475 0.075 -6.35 -6.400 15994.476 -2076.753 485.779
8 X 0.04880 0.00016 10.850 0.075 -6.35 -0.025 9264.296 -1202.894 281.372
9 X 0.09168 0.00091 18.075 12.325 5.90 7.200 17406.040 2102.796 -491.871
10 X 0.03888 0.00057 20.450 8.675 2.25 9.575 7381.616 340.476 -79.642
11 X 0.07221 0.00079 15.200 8.675 2.25 4.325 13708.705 632.312 -147.906
12 X 0.07221 0.00079 15.200 7.175 0.75 4.325 13708.705 211.566 -49.488
13 X 0.01536 0.00009 19.050 4.175 -2.25 8.175 2915.264 -133.959 31.335
14 X 0.08425 0.00023 17.275 0.075 -6.35 6.400 15994.476 -2076.753 485.779
1y 0.00182 0.24027 0.125 8.275 1.85 -10.750 346.416 13.143 -3.074
2y 0.00085 0.08278 3.675 10.500 4.08 -7.200 161.799 13.505 -3.159
3y 0.00075 0.06699 3.675 5.825 -0.60 -7.200 143.130 -1.745 0.408
4y 0.00015 0.04679 7.275 10.500 4.08 -3.600 29.353 2.450 -0.573
5y 0.00008 0.01309 7.275 5.125 -1.30 -3.600 15.429 -0.409 0.096
6y 0.00012 0.03111 7.275 1.550 -4.87 -3.600 23.332 -2.325 0.544
7y 0.00038 0.01594 8.225 7.925 1.50 -2.650 72.602 2.235 -0.523
8y 0.00182 0.24027 10.875 8.275 1.85 0.000 346.416 13.143 -3.074
9y 0.00038 0.01594 13.525 7.925 1.50 2.650 72.602 2.235 -0.523
10y 0.00012 0.03111 14.475 1.550 -4.87 3.600 23.332 -2.325 0.544
11y 0.00008 0.01309 14.475 5.125 -1.30 3.600 15.429 -0.409 0.096
12y 0.00015 0.04679 14.475 10.500 4.08 3.600 29.353 2.450 -0.573
13y 0.00075 0.06699 18.075 5.825 -0.60 7.200 143.130 -1.745 0.408
14y 0.00085 0.08278 18.075 10.500 4.08 7.200 161.799 13.505 -3.159
15y 0.00182 0.24027 21.625 8.275 1.85 10.750 346.416 13.143 -3.074
16y 0.00011 0.02737 9.550 2.800 -3.62 -1.325 21.826 -1.617 0.378
17y 0.00011 0.02737 12.200 2.800 -3.62 1.325 21.826 -1.617 0.378
0.92457 1.29612
XCR =
Kx /E Ky /E y = y - yCR x = x - xCR
Cortantes Direccion X
V tras ∆V1 ∆V2
verificar ojo
MOMENTO POLAR DE INERCIA
J
34.860 3.196147 3.243160
5.082 0.197585 0.249676
5.082 0.366943 0.381659
0.569 0.041080 0.055796
5.043 0.077445 0.083274
5.043 0.585992 0.585992
40.268 3.392596 3.401933
40.268 1.965054 1.965054
34.860 3.196147 3.243160
5.082 0.197585 0.249676
5.082 0.366943 0.381659
0.569 0.041080 0.055796
5.043 0.077445 0.083274
40.268 3.392596 3.401933
3.438 0.006274 27.772475
16.640 0.014182 4.305671
0.355 0.000268 3.472822
16.640 0.002573 0.608978
1.679 0.000136 0.169792
23.724 0.002916 0.406101
2.263 0.000865 0.112782
3.438 0.006274 0.006274
2.263 0.000865 0.112783
23.724 0.002916 0.406103
1.679 0.000136 0.169793
16.640 0.002573 0.608980
Y 2 (Kx/E) Y2
0.355 0.000268 3.472828
16.640 0.014182 4.305678
3.438 0.006274 27.772506
13.110 0.001507 0.049556 Muros a Reforzar13.110 0.001507 0.049556 En las Zonas Sísmicas 2 y 3 se reforzará cualquier muro portante que
91.18472 lleve el 10% o más de la fuerza sísmica, y a los muros perimetrales de
cierre. En la Zona Sísmica 1 se reforzaran como mínimo los muros
perimetrales de cierre.
6.421
2102.796 19508.835 11.11 % 122.82 -27.33 27.35 27.35 150.161 0.09 %
340.476 7722.092 4.40 % 76.94 -22.77 22.78 22.78 99.728 0.06 %
632.312 14341.017 8.17 % 106.54 -14.24 14.25 14.25 120.788 0.07 %
211.566 13920.271 7.93 % 106.54 -14.24 14.25 14.25 120.788 0.07 %
31.335 2946.598 1.68 % 11.81 -2.98 2.99 2.99 14.797 0.01 %
237.094 22295.463 12.70 % 39.46 0.00 0.00 0.00 39.461 0.02 %
485.779 16480.255 9.39 % 30.87 -6.11 6.11 6.11 36.980 0.02 %
281.372 9545.668 5.44 % 21.48 -0.02 0.02 0.02 21.492 0.01 %
2102.796 19508.835 11.11 % 122.82 27.33 -27.35 27.33 150.147 0.09 %
340.476 7722.092 4.40 % 76.94 22.77 -22.78 22.77 99.716 0.06 %
632.312 14341.017 8.17 % 106.54 14.24 -14.25 14.24 120.781 0.07 %
211.566 13920.271 7.93 % 106.54 14.24 -14.25 14.24 120.781 0.07 %
31.335 2946.598 1.68 % 11.81 2.98 -2.99 2.98 14.796 0.01 %
485.779 16480.255 9.39 % 30.87 6.11 -6.11 6.11 36.977 0.02 %
13.143 359.560 0.20 % 32538.47 -10811.25 10816.83 10816.83 43355.305 24.70 %
13.505 175.304 0.10 % 11210.91 -2494.84 2496.13 2496.13 13707.040 7.81 %
0.408 143.538 0.08 % 9071.56 -2018.76 2019.80 2019.80 11091.360 6.32 %
2.450 31.803 0.02 % 6336.60 -705.06 705.43 705.43 7042.028 4.01 %
0.096 15.525 0.01 % 1772.81 -197.26 197.36 197.36 1970.169 1.12 %
0.544 23.876 0.01 % 4213.07 -468.78 469.02 469.02 4682.091 2.67 %
2.235 74.837 0.04 % 2158.25 -176.77 176.86 176.86 2335.114 1.33 %
13.143 359.560 0.20 % 32538.47 0.00 0.00 0.00 32538.476 18.54 %
2.235 74.837 0.04 % 2158.25 176.77 -176.87 176.77 2335.023 1.33 %
0.544 23.876 0.01 % 4213.07 468.78 -469.02 468.78 4681.849 2.67 %
0.096 15.525 0.01 % 1772.81 197.26 -197.36 197.26 1970.067 1.12 %
2.450 31.803 0.02 % 6336.60 705.07 -705.43 705.07 7041.665 4.01 %
0.408 143.538 0.08 % 9071.56 2018.76 -2019.80 2018.76 11090.318 6.32 %
13.505 175.304 0.10 % 11210.91 2494.85 -2496.13 2494.85 13705.753 7.81 %
13.143 359.560 0.20 % 32538.47 10811.25 -10816.84 10811.25 43349.724 24.70 %
0.378 22.205 0.01 % 3706.35 -151.79 151.86 151.86 3858.212 2.20 %
0.378 22.205 0.01 % 3706.35 151.79 -151.86 151.79 3858.135 2.20 %
YCR =
Cortantes Direccion X Cortantes Direccion Y
V asumido V Diseño
% de Absorcion V tras ∆V1 ∆V2 V asumido V Diseño
% de Absorcion
En las Zonas Sísmicas 2 y 3 se reforzará cualquier muro portante que
lleve el 10% o más de la fuerza sísmica, y a los muros perimetrales de
cierre. En la Zona Sísmica 1 se reforzaran como mínimo los muros
Muro 2yLong. L = 0.23 mAltura libre h = 2.40 mEspesor efectivo t = 3.90 mArea de seccion A = 8.97 cm2Modulo de seccion S = 583.05 cm3Modulo de Inercia I = 113694.75 cm4Cargas actuantesCarga Muerta Pd = 36840.96 kgCarga viva PL = 10530.00 kgCarga total P = 47370.96 kgFuerza Cortante V = 13707.04 kg-mMomento M =Resistenciasalbañileria a la Compresion f'm= 60 kg/cm2Compresion del concreto f'c = 210 kg/cm2Acero fy = 4200 kg/cm2
Diseño por compresion axialEsfuerzo actuante
fa = 5.28 kg/cm2esfuerzo admisible
Fa = 10.93 kg/cm2 (t = 0.23 m)Fa = 8.66 kg/cm2 (t = 0.13 m)
comparando esfuerzos
Diseño por corteEsfuerzo cortante actuante
va = 1.53 kg/cm2Esfuerzo cortante admisible con cal
vn = 2.54 kg/cm2 < 3.3 kg/cm2comparando esfuerzos
va < vn OKDiseño por flexionANALISIS POR CORTE Y CONFINAMIENTO
Area de Concreto
MuroVkg
1 X 23 240 415 1.82 19508.83545 2.04 2.13 1.53 1211.61
2 X 23 240 260 1.73 7722.0924138 1.29 2.11 1.51 479.59
3 X 23 240 360 1.73 14341.017091 1.73 2.11 1.51 890.66
4 X 23 240 360 1.73 13920.271274 1.68 2.11 1.51 864.53
5 X 13 240 220 5.44 2946.5984288 1.03 2.56 1.96 183.00
6 X 13 240 735 5.60 22295.463017 2.33 2.59 1.99 1384.68
7 X 13 240 575 5.60 16480.25477 2.20 2.59 1.99 1023.52
8 X 13 240 400 2.94 9545.6682601 1.84 2.27 1.67 592.84
9 X 23 240 415 1.73 19508.83545 2.04 2.11 1.51 1211.61
fa < Fa
t ( cm)
h ( cm)
l ( cm)
f`a (kg/ cm2)
va ( kg/cm2)
vn (cc)
( kg/cm2)
vn (sc) ( kg/cm2)
requerida (cm2)
10 X 23 240 260 1.73 7722.0924138 1.29 2.11 1.51 479.59
11 X 23 240 360 1.73 14341.017091 1.73 2.11 1.51 890.66
12 X 23 240 360 1.73 13920.271274 1.68 2.11 1.51 864.53
13 X 13 240 220 5.60 2946.5984288 1.03 2.59 1.99 183.00
14 X 13 240 575 5.60 16480.25477 2.20 2.59 1.99 1023.52
ANALISIS POR FLEXOCOMPRESION
Muroh
cm
1 X 23 415 9545 660195.8333 777 19508.83545 15158482.99 1.82 22.96
2 X 23 260 5980 259133.3333 777 7722.0924138 6000112.45 1.73 23.15
3 X 23 360 8280 496800.00 777 14341.017091 11143056.91 1.73 22.43
4 X 23 360 8280 496800.00 777 13920.271274 10816134.87 1.73 21.77
5 X 13 220 2860 104866.6667 777 2946.5984288 2289524.78 5.44 21.83
6 X 13 735 9555 1170487.5 777 22295.463017 17323709.44 5.60 14.80
7 X 13 575 7475 716354.1667 777 16480.25477 12805257.51 5.60 17.88
8 X 13 400 5200 346666.6667 777 9545.6682601 7417041.90 2.94 21.40
9 X 23 415 9545 660195.8333 777 19508.83545 15158482.99 1.73 22.96
10 X 23 260 5980 259133.3333 777 7722.0924138 6000112.45 1.73 23.15
11 X 23 360 8280 496800.00 777 14341.017091 11143056.91 1.73 22.43
12 X 23 360 8280 496800.00 777 13920.271274 10816134.87 1.73 21.77
13 X 13 220 2860 104866.6667 777 2946.5984288 2289524.78 5.60 21.83
14 X 13 575 7475 716354.1667 777 16480.25477 12805257.51 5.60 17.88
t ( cm)
l ( cm)
A ( cm2)
S ( cm3)
V
( kg)
M ( kg-cm)
fa
( kg/cm2)
fm
( kg/cm2)
T
(Traccion)
dist. )d(
Ø 1/4" Av = 0.64 cm2
Ø 3/8" Av = 1.42 cm2
Area de Concreto Area confinamientos Estribaje
460 1380 23 x 60 6.50 4.03 6.9 1.42 57 12
460 2.57 2.54
460 4.78 3.41
460 4.64 3.31
260 0.98 1.15
260 7.43 2.60
260 5.49 2.46
260 3.18 2.04
460 6.50 4.03
Minima (cm2)
Asumida (cm2)
seccion asumida
Ash (cm2)
Asv (cm2)
As min. (cm2)
Av (cm2)
d (cm)
S (cm)
460 2.57 2.54
460 4.78 3.41
460 4.64 3.31
260 0.98 1.15
260 5.49 2.46
24.78 21.14 1.11 191 46449.91 15.3604 6.90 15.36042 OK
24.88 21.43 1.11 120 29642.11 9.80 OK
24.16 20.70 1.08 166 39551.06 13.08 OK
23.50 20.04 1.05 166 38197.21 12.63 OK
27.27 16.39 1.36 83 8801.89 2.91 NO PASA
20.40 9.20 1.09 228 13660.22 4.52 OK
23.48 12.28 1.21 197 15751.98 5.21 OK
24.33 18.46 1.14 173 20700.28 6.85 OK
24.69 21.23 1.10 192 46853.15 15.49 OK
24.88 21.43 1.11 120 29642.11 9.80 OK
24.16 20.70 1.08 166 39551.06 13.08 OK
23.50 20.04 1.05 166 38197.21 12.63 OK
27.43 16.23 1.38 82 8628.79 2.85 NO PASA
23.48 12.28 1.21 197 15751.98 5.21 OK
σc (kg/cm2)
σt (kg/cm2)
C < 1.33
X (cm)
T (Kg) As (cm2)
Asvcorte (cm2)
As diseño (cm2)
T
Compresiondist. )d(