Rigidez
17
EJE A-A Y EJE C-C VIGA (1mer. Piso) kg/cm2 cm cm f'c= 210 b= 25 h= 45 E= 217.37 tn/cm2 3 4 I= 189843.75 cm2 Kv1= 338596.59 169298.30 kv1= 338596.59 169298.30 3 L= 487.500 cm 169298.30 338596.59 169298.30 338596.59 4 4 5 kv2= 338596.59 169298.30 4 169298.30 338596.59 5 VIGA (2do. Piso) kg/cm2 cm cm f'c= 210 b= 25 h= 40 E= 217.37 tn/cm2 6 7 I= 133333.33 cm2 Kv1= 237807.21 118903.60 kv3= 237807.21 118903.60 6 L= 487.500 cm 118903.60 237807.21 118903.60 237807.21 7 7 8 kv4= 237807.21 118903.60 7 118903.60 237807.21 8 COLUMNA (1mer. piso) kg/cm2 cm cm f'c= 210 b= 25 h= 45 1 E= 217.37 tn/cm2 18.34 -2751.10 -18.34 -2751.10 0.00 0.00 0.00 I= 189843.75 cm2 Kc1= -2751.10 550219.46 2751.10 275109.73 kc1= 0.00 0.00 0.00 L= 300 cm -18.34 2751.10 18.34 2751.10 0.00 0.00 18.34 -2751.10 275109.73 2751.10 550219.46 0.00 0.00 2751.10 1 4 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 kc2= 0.00 0.00 0.00 0.00 kc3= 0.00 0.00 0.00 0.00 0.00 18.34 2751.10 1 0.00 0.00 18.34 0.00 0.00 2751.10 550219.46 4 0.00 0.00 2751.10 COLUMNA (2do. piso) kg/cm2 cm cm f'c= 210 b= 25 h= 40 1 3 2 E= 217.37 tn/cm2 15.84 -2218.07 -15.84 -2218.07 15.84 -2218.07 -15.84 I= 133333.33 cm2 Kc1= -2218.07 414039.34 2218.07 207019.67 kc4= -2218.07 414039.34 2218.07 L= 280 cm -15.84 2218.07 15.84 2218.07 -15.84 2218.07 15.84 -2218.07 207019.67 2218.07 414039.34 -2218.07 207019.67 2218.07 1 4 2 7 1 5 2 15.84 -2218.07 -15.84 -2218.07 1 15.84 -2218.07 -15.84 kc5= -2218.07 414039.34 2218.07 207019.67 4 kc6= -2218.07 414039.34 2218.07 -15.84 2218.07 15.84 2218.07 2 -15.84 2218.07 15.84
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calculo de rigidez para columnas vigas placas y muros
Transcript of Rigidez
EJE A-A Y EJE C-CVIGA (1mer. Piso)
kg/cm2 cm cmf'c= 210 b= 25 h= 45
E= 217.37 tn/cm2 3 4I= 189843.75 cm2 Kv1= 338596.59 169298.30 kv1= 338596.59 169298.30 3L= 487.500 cm 169298.30 338596.59 169298.30 338596.59 4
4 5kv2= 338596.59 169298.30 4
169298.30 338596.59 5VIGA (2do. Piso)
kg/cm2 cm cmf'c= 210 b= 25 h= 40
E= 217.37 tn/cm2 6 7I= 133333.33 cm2 Kv1= 237807.21 118903.60 kv3= 237807.21 118903.60 6L= 487.500 cm 118903.60 237807.21 118903.60 237807.21 7
7 8kv4= 237807.21 118903.60 7
118903.60 237807.21 8COLUMNA (1mer. piso)
kg/cm2 cm cmf'c= 210 b= 25 h= 45 1 3
E= 217.37 tn/cm2 18.34 -2751.10 -18.34 -2751.10 0.00 0.00 0.00 0.00I= 189843.75 cm2 Kc1= -2751.10 550219.46 2751.10 275109.73 kc1= 0.00 0.00 0.00 0.00L= 300 cm -18.34 2751.10 18.34 2751.10 0.00 0.00 18.34 2751.10 1
-2751.10 275109.73 2751.10 550219.46 0.00 0.00 2751.10 550219.46 31 4 1 5
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00kc2= 0.00 0.00 0.00 0.00 kc3= 0.00 0.00 0.00 0.00
0.00 0.00 18.34 2751.10 1 0.00 0.00 18.34 2751.10 10.00 0.00 2751.10 550219.46 4 0.00 0.00 2751.10 550219.46 5
COLUMNA (2do. piso)kg/cm2 cm cm
f'c= 210 b= 25 h= 40 1 3 2 6E= 217.37 tn/cm2 15.84 -2218.07 -15.84 -2218.07 15.84 -2218.07 -15.84 -2218.07 1I= 133333.33 cm2 Kc1= -2218.07 414039.34 2218.07 207019.67 kc4= -2218.07 414039.34 2218.07 207019.67 3L= 280 cm -15.84 2218.07 15.84 2218.07 -15.84 2218.07 15.84 2218.07 2
-2218.07 207019.67 2218.07 414039.34 -2218.07 207019.67 2218.07 414039.34 61 4 2 7 1 5 2 8
15.84 -2218.07 -15.84 -2218.07 1 15.84 -2218.07 -15.84 -2218.07 1kc5= -2218.07 414039.34 2218.07 207019.67 4 kc6= -2218.07 414039.34 2218.07 207019.67 5
-15.84 2218.07 15.84 2218.07 2 -15.84 2218.07 15.84 2218.07 2
-2218.07 207019.67 2218.07 414039.34 7 -2218.07 207019.67 2218.07 414039.34 8
PLACA (1mer. Piso)kg/cm2 cm cm
f'c= 210 b= 25 h= 250E= 217.37 tn/cm2 1 3I= 32552083.33 cm2 1149.38 -172406.93 -1149.38 -172406.93 0.00 0.00 0.00 0.00L= 300.00 cm kp1= -172406.93 49447263.94 172406.93 2274813.60 kp1= 0.00 0.00 0.00 0.00G= 86.95 -1149.38 172406.93 1149.38 172406.93 0.00 0.00 1149.38 172406.93 1Q= 1.74 -172406.93 2274813.60 172406.93 49447263.94 0.00 0.00 172406.93 49447263.94 3
1 50 0 0 0
kp2= 0 0 0 00 0 1149.38 172406.93 1
PLACA (2do. Piso) 0 0 172406.93 49447263.94 5kg/cm2 cm cm
f'c= 210 b= 25 h= 250E= 217.37 tn/cm2 1 3 2 6I= 32552083.33 cm2 1292.36 -180929.92 -1292.36 -180929.92 1292.36 -180929.92 -1292.36 -180929.92 1L= 280.00 cm kp1= -180929.92 50601144.09 180929.92 59233.01 kp3= -180929.92 50601144.09 180929.92 59233.01 3G= 86.95 -1292.36 180929.92 1292.36 180929.92 -1292.36 180929.92 1292.36 180929.92 2Q= 1.99 -180929.92 59233.01 180929.92 50601144.09 -180929.92 59233.01 180929.92 50601144.09 6
1 5 2 81292.36 -180929.92 -1292.36 -180929.92 1
kp4= -180929.92 50601144.09 180929.92 59233.01 5-1292.36 180929.92 1292.36 180929.92 2
-180929.92 59233.01 180929.92 50601144.09 8
MANPOSTERIA (1mer. Piso)L= 375 h= 277.5 ancho= 25.00 1
a= 116.63 KM1= 0.00 0.00A= 2915.69 cm2 km1= 70.67 -70.67 0.00 70.67 1L= 466.51 cm2 -70.67 70.67
36.501441121 grados 10.6370703293 rad. KM2= 0.00 0.00
Em= 17.5 tn/cm2 0.00 70.67 1
MANPOSTERIA (2do. Piso)L= 375 h= 237.5 ancho= 25.00 1 2
a= 110.97 KM3= 70.67 -70.67 1A= 2774.26 cm2 km1= 70.67 -70.67 -70.67 70.67 2L= 443.88 cm2 -70.67 70.67
32.347443499 grados 1 2
q=q=
q=
0.5645693937 rad. KM4= 70.67 -70.67 1Em= 17.5 tn/cm2 -70.67 70.67 2
1 2 3 4 5 6 7 8
1 5268.72 -2773.59 -7989.96 533.03 -7989.96 -183147.99 -2218.07 -183147.992 -2773.59 2773.59 183147.99 2218.07 183147.99 183147.99 2218.07 183147.993 -7989.96 183147.99 101351263.42 169298.30 0.00 266252.68 0.00 0.004 533.03 2218.07 169298.30 1641451.98 169298.30 0.00 207019.67 0.005 -7989.96 183147.99 0.00 169298.30 101351263.42 0.00 0.00 266252.686 -183147.99 183147.99 266252.68 0.00 0.00 51252990.64 118903.60 0.007 -2218.07 2218.07 0.00 207019.67 0.00 118903.60 889653.75 118903.608 -183147.99 183147.99 0.00 0.00 266252.68 0.00 118903.60 51252990.64
KL= 3956.229 -1437.958-1437.958 806.438
q=
EJE B-BVIGA (1mer. Piso)
kg/cm2 cm cmf'c= 210 b= 25 h= 20 3 4
E= 217.37 tn/cm2 kv1= 28982.75 14491.38 3I= 16666.67 cm2 Kv1= 28982.75 14491.38 14491.38 28982.75 4L= 500.00 cm 14491.38 28982.75
4 5kv2= 28982.75 14491.38 4
14491.38 28982.75 5VIGA (2do. Piso)
kg/cm2 cm cmf'c= 210 b= 25 h= 20 6 7
E= 217.37 tn/cm2 kv3= 28982.75 14491.38 6I= 16666.67 cm2 Kv1= 28982.75 14491.38 14491.38 28982.75 7L= 500.00 cm 14491.38 28982.75
7 8kv4= 28982.75 14491.38 7
14491.38 28982.75 8COLUMNA (1mer. piso)
kg/cm2 cm cmf'c= 210 b= 30 h= 45 1 4
E= 217.37 tn/cm2 22.01 -3301.32 -22.01 -3301.32 0.00 0.00 0.00 0.00I= 227812.50 cm2 Kc1= -3301.32 660263.35 3301.32 330131.68 kc1= 0.00 0.00 0.00 0.00L= 300 cm -22.01 3301.32 22.01 3301.32 0.00 0.00 22.01 3301.32 1
-3301.32 330131.68 3301.32 660263.35 0.00 0.00 3301.32 660263.35 4
COLUMNA (2do. piso)kg/cm2 cm cm
f'c= 210 b= 30 h= 40 1 4 2 7E= 217.37 tn/cm2 19.01 -2661.68 -19.01 -2661.68 19.01 -2661.68 -19.01 -2661.68 1I= 160000.00 cm2 Kc1= -2661.68 496847.20 2661.68 248423.60 kc2= -2661.68 496847.20 2661.68 248423.60 4L= 280 cm -19.01 2661.68 19.01 2661.68 -19.01 2661.68 19.01 2661.68 2
-2661.68 248423.60 2661.68 496847.20 -2661.68 248423.60 2661.68 496847.20 7
1 2 3 4 5 6 7 8
1 41.02 -19.01 0.00 639.64 0.00 0.00 -2661.68 0.002 -19.01 19.01 0.00 2661.68 0.00 0.00 2661.68 0.003 0.00 0.00 28982.75 14491.38 0.00 0.00 0.00 0.00 KL= 24.713 -8.3674 639.64 2661.68 14491.38 1215076.06 14491.38 0.00 248423.60 0.00 -8.367 3.9975 0.00 0.00 0.00 14491.38 28982.75 0.00 0.00 0.006 0.00 0.00 0.00 0.00 0.00 28982.75 14491.38 0.007 -2661.68 2661.68 0.00 248423.60 0.00 14491.38 554812.71 14491.388 0.00 0.00 0.00 0.00 0.00 0.00 14491.38 28982.75
EJE 1-1 Y EJE 3-3VIGA (1mer. Piso)
kg/cm2 cm cmf'c= 210 b= 25 h= 50
E= 217.37 tn/cm2 3 4I= 260416.67 cm2 Kv1= 411686.84 205843.42 kv1= 411686.84 205843.42 3 1L= 550.000 cm 205843.42 411686.84 205843.42 411686.84 4 2
3VIGA (2do. Piso) 4
kg/cm2 cm cm 5f'c= 210 b= 25 h= 50 6
E= 217.37 tn/cm2 5 6I= 260416.67 cm2 Kv1= 411686.84 205843.42 kv2= 411686.84 205843.42 5L= 550.000 cm 205843.42 411686.84 205843.42 411686.84 6
kg/cm2 cm cmPLACA f'c= 210 b= 250 h= 25
E= 217.37 tn/cm2 1 3I= 325520.83 cm2 30.91 -4636.75 -30.91 -4636.75 0.00 0.00 0.00 0.00L= 300.00 cm kp1= -4636.75 931374.15 4636.75 459649.64 kp1= 0.00 0.00 0.00 0.00G= 86.95 -30.91 4636.75 30.91 4636.75 0.00 0.00 30.91 4636.75 1Q= 0.02 -4636.75 459649.64 4636.75 931374.15 0.00 0.00 4636.75 931374.15 3
kg/cm2 cm cmPLACA f'c= 210 b= 250 h= 25
E= 217.37 tn/cm2 1 3 2 5I= 325520.83 cm2 37.92 -5309.39 -37.92 -5309.39 37.92 -5309.39 -37.92 -5309.39 1L= 280.00 cm kp1= -5309.39 996024.08 5309.39 490604.97 kp3= -5309.39 996024.08 5309.39 490604.97 3G= 86.95 -37.92 5309.39 37.92 5309.39 -37.92 5309.39 37.92 5309.39 2Q= 0.02 -5309.39 490604.97 5309.39 996024.08 -5309.39 490604.97 5309.39 996024.08 5
1 40 0 0 0
1 2 3 4 5 6 kp2= 0 0 0 00 0 30.91 4636.75 1
137.67 -75.85 -672.64 -672.64 -5309.39 -5309.39 0 0 4636.75 931374.15 4-75.85 75.85 5309.39 5309.39 5309.39 5309.39
-672.64 5309.39 2339085.06 205843.42 490604.97 0.00-672.64 5309.39 205843.42 2339085.06 0.00 490604.97
-5309.39 5309.39 490604.97 0.00 1407710.92 205843.42 1 4 2 6-5309.39 5309.39 0.00 490604.97 205843.42 1407710.92 37.92 -5309.39 -37.92 -5309.39 1
kp4= -5309.39 996024.08 5309.39 490604.97 4-37.92 5309.39 37.92 5309.39 2
KL= 101.990 -43.812 -5309.39 490604.97 5309.39 996024.08 6
-43.812 29.509
EJE 2-2VIGA (1mer. Piso)
kg/cm2 cm cmf'c= 210 b= 30 h= 60 3 4
E= 217.37 tn/cm2 kv1= 1173801.52 586900.76 3I= 540000.00 cm2 Kv1= 1173801.52 586900.76 586900.76 1173801.52 4L= 400.000 cm 586900.76 1173801.52
4 5kv2= 1173801.52 586900.76 4
586900.76 1173801.52 5VIGA (2do. Piso)
kg/cm2 cm cmf'c= 210 b= 30 h= 55 6 7
E= 217.37 tn/cm2 kv3= 904126.05 452063.03 6I= 415937.50 cm2 Kv1= 904126.05 452063.03 452063.03 904126.05 7L= 400.000 cm 452063.03 904126.05
7 8kv4= 904126.05 452063.03 7
452063.03 904126.05 8COLUMNA (1mer. piso)
kg/cm2 cm cmf'c= 210 b= 45 h= 30 1 3
E= 217.37 tn/cm2 9.78 -1467.25 -9.78 -1467.25 0.00 0.00 0.00 0.00I= 101250.00 cm2 Kc1= -1467.25 293450.38 1467.25 146725.19 kc1= 0.00 0.00 0.00 0.00L= 300 cm -9.78 1467.25 9.78 1467.25 0.00 0.00 9.78 1467.25 1
-1467.25 146725.19 1467.25 293450.38 0.00 0.00 1467.25 293450.38 3
1 4 1 50.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
kc2= 0.00 0.00 0.00 0.00 kc3= 0.00 0.00 0.00 0.000.00 0.00 9.78 1467.25 1 0.00 0.00 9.78 1467.25 10.00 0.00 1467.25 293450.38 4 0.00 0.00 1467.25 293450.38 5
COLUMNA (2do. piso)kg/cm2 cm cm
f'c= 210 b= 40 h= 30 1 3 2 6E= 217.37 tn/cm2 10.69 -1497.20 -10.69 -1497.20 10.69 -1497.20 -10.69 -1497.20 1I= 90000.00 cm2 Kc1= -1497.20 279476.55 1497.20 139738.28 kc4= -1497.20 279476.55 1497.20 139738.28 3L= 280 cm -10.69 1497.20 10.69 1497.20 -10.69 1497.20 10.69 1497.20 2
-1497.20 139738.28 1497.20 279476.55 -1497.20 139738.28 1497.20 279476.55 6
1 4 2 7 1 5 2 810.69 -1497.20 -10.69 -1497.20 1 10.69 -1497.20 -10.69 -1497.20 1
kc5= -1497.20 279476.55 1497.20 139738.28 4 kc6= -1497.20 279476.55 1497.20 139738.28 5-10.69 1497.20 10.69 1497.20 2 -10.69 1497.20 10.69 1497.20 2
-1497.20 139738.28 1497.20 279476.55 7 -1497.20 139738.28 1497.20 279476.55 8
1 2 3 4 5 6 7 8
1 61.43 -32.08 -29.94 -29.94 -29.94 -1497.20 -1497.20 -1497.202 -32.08 32.08 1497.20 1497.20 1497.20 1497.20 1497.20 1497.203 -29.94 1497.20 1746728.45 586900.76 0.00 139738.28 0.00 0.004 -29.94 1497.20 586900.76 2920529.96 586900.76 0.00 139738.28 0.005 -29.94 1497.20 0.00 586900.76 1746728.45 0.00 0.00 139738.286 -1497.20 1497.20 139738.28 0.00 0.00 1183602.60 452063.03 0.007 -1497.20 1497.20 0.00 139738.28 0.00 452063.03 2087728.66 452063.038 -1497.20 1497.20 0.00 0.00 139738.28 0.00 452063.03 1183602.60
KL= 57.543 -28.412-28.412 26.047
RESUMEN DEL CALCULO DE LA RIGIDEZ FINAL
K x-x
2* 3956.229 -1437.958 + 1* 24.713 -8.3672 -1437.958 806.438 -8.367 3.997
KLx= 7937.172 -2884.284-2884.284 1616.873
K1+K2= 7937.172K2= 1616.873K1= 6320.298
K y-y
2* 101.990 -43.812 + 1* 57.543 -28.4122 -43.812 29.509 -28.412 26.047
KLy= 261.524 -116.036-116.036 85.066
K1+K2= 261.524K2= 85.066K1= 176.459
METRADO DE CARGASMETRADO DE CARGAS PRIMER PISO
DESCRIPCIÓN CANTIDAD LAGO ANCHO ALTURA PESOS ESPECTOTALLOSA ALIGERADA 1 10 8 0.25 20 Ton.VIGA PERALTADA EJE 2-2 1 8 0.3 0.6 2.4 3.456 Ton.VIGA SOLERA EJE 1-1 Y 3-3 2 8 0.25 0.55 2.4 5.28 Ton.PLACA EJE 1-1 Y 3-3 4 2.5 0.25 2.9 2.4 17.4 Ton.COLUMNA CENTRAL 1 0.45 0.3 2.9 2.4 0.9396 Ton.COLUMNA LATERAL 2 0.45 0.3 2.9 2.4 1.8792 Ton.MURO PERIMETRICO 1 10 8 0.1 8 Ton.MURO INTERIOR 1 10 8 0.1 8 Ton.ACABADOS 1 10 8 0.1 8 Ton.CARGA VIVA 0.5 10 8 0.5 20 Ton.
92.95 Ton.m1= 0.0948
METRADO DE CARGAS SEGUNDO PISO
DESCRIPCIÓN CANTIDAD LAGO ANCHO ALTURA PESOS ESPECTOTALLOSA ALIGERADA 1 10 8 0.25 20 Ton.VIGA PERALTADA EJE 2-2 1 8 0.3 0.55 2.4 3.168 Ton.VIGA SOLERA EJE 1-1 Y 3-3 2 8 0.25 0.5 2.4 4.8 Ton.PLACA EJE 1-1 Y 3-3 4 2.5 0.25 1.4 2.4 8.4 Ton.COLUMNA CENTRAL 1 0.4 0.3 1.4 2.4 0.4032 Ton.COLUMNA LATERAL 2 0.4 0.3 1.4 2.4 0.8064 Ton.MURO PERIMETRICO 1 10 8 0.1 8 Ton.MURO INTERIOR 1 10 8 0.1 8 Ton.ACABADOS 1 10 8 0.1 8 Ton.CARGA VIVA 0.25 10 8 0.5 10 Ton.
71.58 Ton.m2= 0.0730
