diseño de un edificio
DESCRIPTION
Diseño sísmico de un edificio de 8 niveles: Vigas, columnas, nudosTRANSCRIPT
EJERCICIO :
3.50 m
3.50 m
3.50 m
3.50 m
3.50 m
AREA DE PISO =3.50 m
C. MUERTA =
3.50 m PESO TOTAL =35 x 70 35 x 70 35 x 70
50 70 70 50 PESO POR PISO =4.00 m x x x x
50 60 60 50
5.50 m 7.20 m 6.30 m
4.00 m
5.00 m C1 C2 C3 C4
4.00 m
c1 C2AreaT 12.375 28.575
1 1306.8 3017.52DATOS : 2 1143.45 2640.33
3 980.1 2263.14F´c = 21 MPa 4 816.75 1885.95Fy = 420 MPa 5 653.4 1508.76
ZONA = 3 6 490.05 1131.57USO = DEPARTAMENTOS S/C : 2 KN/m^2 7 326.7 754.38
SUELO = S2 8 163.35 377.19SISTEMA ESTRUCTURAL = PORTICOS REGULARC.MUERTA = 7 KN/m^2
N° PISOS = 8E = 21538.11 MPa
PESO :
AREA DE PISO = 247.00 m^2
C. MUERTA = 13832.00 KNC.VIVA = 988.00 KN 13.2
PESO TOTAL = 14820.00 KN
PESO POR PISO = 1852.50 KN
0.291.47
Pu = 13 KN/m^2
λ =
Ӻ =
C3 C430.375 14.175 85.53207.6 1496.88
2806.65 1309.772405.7 1122.66
2004.75 935.551603.8 748.44
1202.85 561.33801.9 374.22
400.95 187.11
CORTANTE BASAL :
Z = 0.40
U = 1.00
C = 1.84
S = 1.20
R = 8.00TP = 0.60
T = 0.81CT = 35.00P = 14820.00 KN
Vb = 1638.00 KN 1544.63 KN
NIVEL PESO ALTURA P x h % Fa F (% x Vb)8 1852.50 KN 28.50 m 52796.25 KN.m 0.219 93.37 432.00 KN7 1852.50 KN 25.00 m 46312.50 KN.m 0.192 -- 297.05 KN6 1852.50 KN 21.50 m 39828.75 KN.m 0.165 -- 255.46 KN5 1852.50 KN 18.00 m 33345.00 KN.m 0.138 -- 213.87 KN4 1852.50 KN 14.50 m 26861.25 KN.m 0.112 -- 172.29 KN3 1852.50 KN 11.00 m 20377.50 KN.m 0.085 -- 130.70 KN2 1852.50 KN 7.50 m 13893.75 KN.m 0.058 -- 89.11 KN1 1852.50 KN 4.00 m 7410.00 KN.m 0.031 -- 47.53 KN
240825.00 KN.m 1.000
𝑽𝒃=𝒁𝑼𝑪𝑺/𝑹×𝑷
𝑻=𝒉_𝒏/𝑪_𝑻 𝑪=𝟐.𝟓×(𝑻_𝒑/𝑻) ;𝑪≤𝟐.𝟓
432.00 KN
3.50 m
297.05 KN
3.50 m255.46 KN
3.50 m213.87 KN
Vn 3.50 m432.00 KN 172.29 KN729.04 KN984.50 KN 3.50 m
1198.37 KN 130.70 KN1370.66 KN1501.36 KN 3.50 m1590.47 KN 89.11 KN1638.00 KN
3.50 m47.53 KN 35 X 70 35 X 70 35 X 70
50 X
50
60 X
70
60 X
70
50 X
50
4.00 m
5.50 m 7.20 m 6.30 m
METODO DEL PORTAL :
108.00 KN
V = 21.60 1.5V = 32.40 1.5V = 32.40
74.26 KN
V = 36.45 1.5V = 54.68 1.5V = 54.68
63.86 KN
V = 49.23 1.5V = 73.84 1.5V = 73.84
53.47 KN
V = 59.92 1.5V = 89.88 1.5V = 89.88
43.07 KN
V = 68.53 1.5V = 102.80 1.5V = 102.80
32.67 KN
V = 75.07 1.5V = 112.60 1.5V = 112.60
22.28 KN
V = 79.52 1.5V = 119.29 1.5V = 119.29
11.88 KN
V = 81.90 1.5V = 122.85 1.5V = 122.85
5.50 m 7.20 m 6.30 m
DIAGRAMA DE MOMENTO FLECTOR DE COLUMNAS ( MOMENTO DE SISMO ) :
2.28 m49.14 73.71
V = 21.60 3.50 m1.22 m
26.46 39.69 39.69
2.10 m76.55 114.82
V = 36.45 3.50 m1.40 m
51.03 76.55 76.55
1.93 m94.76 142.14
V = 49.23 3.50 m1.58 m
77.53 116.29 116.29
1.75 m104.86 157.29
V = 59.92 3.50 m1.75 m
104.86 157.29 157.29
1.75 m119.93 179.90
V = 68.53 3.50 m1.75 m
119.93 179.90 179.90
1.75 m131.37 197.05
V = 75.07 3.50 m1.75 m
131.37 197.05 197.05
1.75 m139.17 208.75
V = 79.52 3.50 m1.75 m
139.17 208.75 208.75
1.60 m131.04 196.56
V = 81.90 4.00 m2.40 m
196.56 294.84 294.84
CD = 0.57 0.43
DIAGRAMA DE MOMENTO FLECTOR DE COLUMNAS ( MOMENTO DE SISMO ) : DIAGRAMA DE MOMENTO FLECTOR DE VIGAS ( MOMENTO DE SISMO ) :
41.7973.71 49.14 49.14 31.92
26.46 87.60114.82 76.55 103.01 66.92
51.03 123.98142.14 94.76 145.79 94.71
77.53 155.10157.29 104.86 182.39 118.48
104.86 191.16179.90 119.93 224.79 146.03
119.93 213.71197.05 131.37 251.30 163.25
131.37 230.06208.75 139.17 270.54 175.74
139.17 229.78196.56 131.04 270.21 175.53
196.56
0.47 0.53 CD = 0.57 0.43
DIAGRAMA DE MOMENTO FLECTOR DE VIGAS ( MOMENTO DE SISMO ) : MOMENTOS A LA CARA DE LA VIGA (MOMENTO DE SISMO) :
34.40 49.1439.31 SEPTIMO PISO :
COLUMNAS = 0.50 0.5072.11 103.01
82.41 COLUMNAS = 0.50 0.50
M.max 103.009 87.598 66.915102.05 145.79 Va/3 5.776 5.776 3.218
116.63 M.Cara 97.233 81.822 63.697
127.67 182.39 CUARTO PISO :145.91
COLUMNAS = 0.50 0.50
157.35 224.79 COLUMNAS = 0.50 0.50179.83
M.max 224.790 191.160 146.025Va/3 12.605 12.605 7.023
175.91 251.30 M.Cara 212.186 178.556 139.003201.04
PRIMER PISO :189.37 270.54
216.43 COLUMNAS = 0.50 0.50
COLUMNAS = 0.50 0.50189.14 270.21
216.17 M.max 270.206 229.782 175.528Va/3 15.151 15.151 8.441M.Cara 255.055 214.631 167.086
0.47 0.53
MOMENTOS A LA CARA DE LA VIGA (MOMENTO DE SISMO) :
72.106 82.407 103.009 KN.m3.218 4.905 4.905 KN.m
68.888 77.502 98.104 KN.m
157.353 179.832 224.790 KN.m7.023 10.704 10.704 KN.m
150.331 169.128 214.086 KN.m
189.144 216.165 270.206 KN.m8.441 12.867 12.867 KN.m180.703 203.298 257.339 KN.m
DOS CICLOS PARA LA VIGA DEL PRIMER PISO ( 1.4 CM + 1.7 CV) :
0.50
0.70
3.50 mx x
0.50
0.60
Cv = 9.00 KN/m Cv = 9.00 KN/mCm = 31.50 KN/m Cm = 31.50 KN/m
0.35 x 0.70 0.35 x 0.70
4.00 m 0.50
0.70
x x
0.50
0.60
5.50 m 7.20 m
1.4 Cm = 44.10 KN/m 1.4 Cm = 44.10 KN/m1.7 Cv = 15.30 KN/m 1.7 Cv = 15.30 KN/m
Cu = 59.40 KN/m Cu = 59.40 KN/m
CD 0.395 0.147 0.112 0.114M.Cm -111.169 -111.169 -190.512 -190.512M.Ct -149.737 74.869 -149.737 -256.608 128.304 -256.608TRAS 2.992 -2.086 -29.546 -6.325 3.517 -8.151Suma -146.746 16.941 -179.284 -262.933 4.541 -264.759DIST. 57.912 12.274 -9.376 -3.731M.Mmáx -88.834 89.724 -167.009 -272.309 136.362 -268.490
CALCULO DEL MOMENTO A LA CARA :
V.ISO 163.350 163.350 213.840 213.840Va/3 27.225 32.670 42.768 42.768
Va/6 14.974 21.384M.Cara -61.609 74.750 -134.339 -229.541 114.978 -225.722
DOS CICLOS PARA LA VIGA DEL PRIMER PISO ( 1.4 CM + 1.7 CV) : DOS CICLOS PARA LA VIGA DEL PRIMER PISO ( 1.25 CM + 1.25 CV) :0.
70
0.50
0.50
x x
3.50 m
x
0.60
0.50
0.50
Cv = 9.00 KN/m Cv = 9.00 KN/m Cv = 9.00 KN/mCm = 31.50 KN/m Cm = 31.50 KN/m Cm = 31.50 KN/m
0.35 x 0.70 0.35
0.70
0.50
4.00 m 0.50
x x x
0.60
0.50
0.50
6.30 m
1.4 Cm = 44.10 KN/m 1.25 Cm = 39.38 KN/m1.7 Cv = 15.30 KN/m 1.25 Cv = 11.25 KN/m
Cu = 59.40 KN/m Cu = 50.63 KN/m
0.114 0.131 0.363 CD 0.395-190.512 -145.861 -145.861 KN.m M.Cm -99.258-256.608 -196.465 98.233 -196.465 KN.m M.Ct -127.617
-8.151 -35.629 20.140 -0.389 KN.m TRAS 3.117-264.759 -232.095 0.265 -196.854 KN.m Suma -124.500
-3.731 4.264 71.399 KN.m DIST. 49.133-268.490 -227.831 118.638 -125.455 KN.m M.Mmáx -75.368
CALCULO DEL MOMENTO A LA CARA :
213.840 187.110 187.110 KN V.ISO 139.21942.768 37.422 31.185 KN.m Va/3 23.203
17.152 KN.m Va/6-225.722 -190.409 101.486 -94.270 KN.m M.Cara -52.164
DOS CICLOS PARA LA VIGA DEL PRIMER PISO ( 1.25 CM + 1.25 CV) :
0.70
0.70
x x
0.60
0.60
Cv = 9.00 KN/m Cv = 9.00 KN/m Cv = 9.00 KN/mCm = 31.50 KN/m Cm = 31.50 KN/m Cm = 31.50 KN/m
x 0.70 0.35 x 0.70 0.35 x 0.70
0.70
0.70
x x
0.60
0.60
5.50 m 7.20 m 6.30 m
1.25 Cm = 39.38 KN/m 1.25 Cm = 39.38 KN/m1.25 Cv = 11.25 KN/m 1.25 Cv = 11.25 KN/m
Cu = 50.63 KN/m Cu = 50.63 KN/m
0.147 0.112 0.114 0.131 0.363-99.258 -170.100 -170.100 -130.233 -130.233
63.809 -127.617 -218.700 109.350 -218.700 -167.442 83.721 -167.442-2.173 -25.181 -5.052 2.809 -6.694 -30.366 17.165 0.17314.438 -152.799 -223.752 3.729 -225.394 -197.808 -0.118 -167.269
10.412 -7.953 -3.151 3.601 60.66976.073 -142.387 -231.706 115.889 -228.545 -194.207 100.768 -106.600
CALCULO DEL MOMENTO A LA CARA :
139.219 182.250 182.250 159.469 159.46927.844 36.450 36.450 31.894 26.578
12.762 18.225 14.61863.312 -114.543 -195.256 97.664 -192.095 -162.313 86.150 -80.022
DOS CICLOS PARA LA VIGA DEL PRIMER PISO ( 0.90 CM ) :0.
50
0.50
0.70
x
3.50 m
x x
0.50
0.50
0.60
Cv = 9.00 KN/m Cv = 9.00 KN/m Cv = 9.00 KN/mCm = 31.50 KN/m Cm = 31.50 KN/m Cm = 31.50 KN/m
0.35 x 0.70 0.35
0.50
4.00 m 0.50
0.70
x x x
0.50
0.50
0.60
5.50 m
0.9 Cm = 28.35 KN/m 0.9 Cm = 28.35 KN/m0 Cv = 0.00 KN/m 0 Cv = 0.00 KN/m
Cu = 28.35 KN/m Cu = 28.35 KN/m
0.363 CD 0.395 0.147 0.112-130.233 KN.m M.Cm -71.466 -71.466 -122.472-167.442 KN.m M.Ct -71.466 35.733 -71.466 -122.472
0.173 KN.m TRAS 3.742 -2.610 -14.102 -1.639-167.269 KN.m Suma -67.723 8.085 -85.567 -124.11160.669 KN.m DIST. 26.726 5.656 -4.320
-106.600 KN.m M.Mmáx -40.997 41.209 -79.911 -128.432
CALCULO DEL MOMENTO A LA CARA :
159.469 KN V.ISO 77.963 77.963 102.06026.578 KN.m Va/3 12.994 15.593 20.412
KN.m Va/6 7.147-80.022 KN.m M.Cara -28.003 34.062 -64.319 -108.020
DOS CICLOS PARA LA VIGA DEL PRIMER PISO ( 0.90 CM ) :
0.70
0.50
x x
0.60
0.50
Cv = 9.00 KN/m Cv = 9.00 KN/mCm = 31.50 KN/m Cm = 31.50 KN/m
x 0.70 0.35 x 0.70
0.70
0.50
x x
0.60
0.50
7.20 m 6.30 m
0.9 Cm = 28.35 KN/m0 Cv = 0.00 KN/m
Cu = 28.35 KN/m
0.114 0.131 0.363-122.472 -93.768 -93.768 KN.m
61.236 -122.472 -93.768 46.884 -93.768 KN.m0.912 -2.859 -17.005 9.612 1.873 KN.m1.593 -125.331 -110.773 -1.276 -91.894 KN.m
-1.663 1.900 33.330 KN.m63.740 -126.993 -108.872 55.220 -58.564 KN.m
102.060 89.303 89.303 KN20.412 17.861 14.884 KN.m
10.206 8.186 KN.m53.534 -106.581 -91.012 47.034 -43.680 KN.m
DOS CICLOS PARA LA VIGA DEL CUARTO PISO ( 1.4 CM + 1.7 CV) :
0.50
0.70
3.50 m
x x
0.50
0.60
Cv = 9.00 KN/m Cv = 9.00 KN/mCm = 31.50 KN/m Cm = 31.50 KN/m0.35 x 0.70 0.35 x 0.70
3.50 m 0.50
0.70
x x
0.50
0.60
5.50 m 7.20 m
1.4 Cm = 44.10 KN/m 1.4 Cm = 44.10 KN/m1.7 Cv = 15.30 KN/m 1.7 Cv = 15.30 KN/m
Cu= 59.40 KN/m Cu= 59.40 KN/m
CD 0.379 0.140 0.107 0.109M.Cm -111.169 -111.169 -190.512 -190.512M.Ct -149.737 74.869 -149.737 -256.608 128.304 -256.608TRAS 2.851 -1.966 -28.400 -6.022 3.332 -7.767Suma -146.887 16.186 -178.138 -262.630 4.306 -264.375DIST. 55.719 11.814 -9.025 -3.668M.Mmáx -91.168 89.088 -166.323 -271.654 135.942 -268.044
CALCULO DEL MOMENTO A LA CARA :
V.ISO 163.350 163.350 213.840 213.840Va/3 27.225 32.670 42.768 42.768
Va/6 14.974 21.384M.Cara -63.943 74.115 -133.653 -228.886 114.558 -225.276
DOS CICLOS PARA LA VIGA DEL CUARTO PISO ( 1.4 CM + 1.7 CV) : DOS CICLOS PARA LA VIGA DEL CUARTO PISO ( 1.25 CM + 1.25 CV) :0.
70
0.50
0.50
x x
3.50 m
x
0.60
0.50
0.50
Cv = 9.00 KN/m Cv = 9.00 KN/m Cv = 9.00 KN/mCm = 31.50 KN/m Cm = 31.50 KN/m Cm = 31.50 KN/m
0.35 x 0.70 0.35
0.70
0.50
3.50 m 0.50
x x x
0.60
0.50
0.50
6.30 m
1.4 Cm = 44.10 KN/m 1.25 Cm = 39.38 KN/m1.7 Cv = 15.30 KN/m 1.25 Cv = 11.25 KN/m
Cu= 59.40 KN/m Cu = 50.63 KN/m
0.109 0.110 0.348 CD 0.379-190.512 -145.861 -145.861 KN.m M.Cm -99.258-256.608 -196.465 98.233 -196.465 KN.m M.Ct -127.617
-7.767 -34.177 18.969 -0.328 KN.m TRAS 2.970-264.375 -230.643 0.221 -196.793 KN.m Suma -124.647
-3.668 3.712 68.468 KN.m DIST. 47.282-268.044 -226.931 117.423 -128.325 KN.m M.Mmáx -77.365
CALCULO DEL MOMENTO A LA CARA :
213.840 187.110 187.110 KN V.ISO 139.21942.768 37.422 31.185 KN.m Va/3 23.203
17.152 KN.m Va/6-225.276 -189.509 100.271 -97.140 KN.m M.Cara -54.161
DOS CICLOS PARA LA VIGA DEL CUARTO PISO ( 1.25 CM + 1.25 CV) :
0.70
0.70
x x
0.60
0.60
Cv = 9.00 KN/m Cv = 9.00 KN/m Cv = 9.00 KN/mCm = 31.50 KN/m Cm = 31.50 KN/m Cm = 31.50 KN/m
x 0.70 0.35 x 0.70 0.35 x
0.70
0.70
x x
0.60
0.60
5.50 m 7.20 m 6.30 m
1.25 Cm = 39.38 KN/m 1.25 Cm = 39.38 KN/m1.25 Cv = 11.25 KN/m 1.25 Cv = 11.25 KN/m
Cu = 50.63 KN/m Cu = 50.63 KN/m
0.140 0.107 0.109 0.124-99.258 -170.100 -170.100 -130.233
63.809 -127.617 -218.700 109.350 -218.700 -167.442 83.721-2.048 -24.205 -4.810 2.662 -6.379 -29.128 16.37413.795 -151.822 -223.510 3.536 -225.079 -196.570 -0.111
10.024 -7.657 -3.100 3.54375.555 -141.798 -231.167 115.548 -228.179 -193.027 99.984
CALCULO DEL MOMENTO A LA CARA :
139.219 182.250 182.250 159.46927.844 36.450 36.450 31.894
12.762 18.225 14.61862.793 -113.954 -194.717 97.323 -191.729 -161.134 85.366
DOS CICLOS PARA LA VIGA DEL CUARTO PISO ( 1.25 CM + 1.25 CV) : DOS CICLOS PARA LA VIGA DEL CUARTO PISO ( 0.90 CM ) :
0.50
0.50
0.70
x
3.50 m
x x
0.50
0.50
0.60
Cv = 9.00 KN/m Cv = 9.00 KN/m Cv = 9.00 KN/mCm = 31.50 KN/m Cm = 31.50 KN/m Cm = 31.50 KN/m
0.70 0.35 x 0.70
0.50
3.50 m 0.50
0.70
x x x
0.50
0.50
0.60
5.50 m
0.9 Cm = 28.35 KN/m 0.9 Cm =0 Cv = 0.00 KN/m 0 Cv =
Cu = 28.35 KN/m Cu =
0.348 CD 0.379 0.140 0.107-130.233 KN.m M.Cm -71.466 -71.466 -122.472-167.442 KN.m M.Ct -71.466 35.733 -71.466 -122.472
0.165 KN.m TRAS 3.566 -2.459 -13.555 -1.561-167.277 KN.m Suma -67.900 7.725 -85.020 -124.03358.199 KN.m DIST. 25.756 5.455 -4.167
-109.078 KN.m M.Mmáx -42.143 40.998 -79.565 -128.200
CALCULO DEL MOMENTO A LA CARA :
159.469 KN V.ISO 77.963 77.963 102.06026.578 KN.m Va/3 12.994 15.593 20.412
KN.m Va/6 7.147-82.500 KN.m M.Cara -29.149 33.852 -63.973 -107.788
DOS CICLOS PARA LA VIGA DEL CUARTO PISO ( 0.90 CM ) :
0.70
0.50
x x
0.60
0.50
Cv = 9.00 KN/m Cv = 9.00 KN/mCm = 31.50 KN/m Cm = 31.50 KN/m0.35 x 0.70 0.35 x 0.70
0.70
0.50
x x
0.60
0.50
7.20 m 6.30 m
28.35 KN/m 0.9 Cm = 28.35 KN/m0.00 KN/m 0 Cv = 0.00 KN/m28.35 KN/m Cu = 28.35 KN/m
0.107 0.109 0.124 0.348-122.472 -122.472 -93.768 -93.768 KN.m-122.472 61.236 -122.472 -93.768 46.884 -93.768 KN.m
-1.561 0.864 -2.724 -16.312 9.170 1.784 KN.m-124.033 1.510 -125.196 -110.079 -1.202 -91.984 KN.m
-4.167 -1.644 1.879 32.003 KN.m-128.200 63.610 -126.840 -108.201 54.851 -59.981 KN.m
102.060 102.060 89.303 89.303 KN20.412 20.412 17.861 14.884 KN.m
10.206 8.186 KN.m-107.788 53.404 -106.428 -90.340 46.665 -45.097 KN.m
DOS CICLOS PARA LA VIGA DEL SEPTIMO PISO ( 1.4 CM + 1.7 CV) :
0.50
0.50
3.50 m
x x
0.50
0.50
Cv = 9.00 KN/m Cv = 9.00 KN/mCm = 31.50 KN/m Cm = 31.50 KN/m0.35 x 0.70 0.35 x
3.50 m 0.50
0.50
x x
0.50
0.50
5.50 m 7.20 m
1.4 Cm = 44.10 KN/m 1.4 Cm = 44.10 KN/m1.7 Cv = 15.30 KN/m 1.7 Cv = 15.30 KN/m
Cu = 59.40 KN/m Cu = 59.40 KN/m
CD 0.379 0.294 0.225M.Cm -111.169 -111.169 -190.512M.Ct -149.737 74.869 -149.737 -256.608 128.304TRAS 5.996 -4.135 -28.400 -12.923 7.913Suma -143.741 18.376 -178.138 -269.531 10.075DIST. 54.526 26.880 -20.533M.Mmáx -89.216 89.110 -151.258 -290.064 146.293
CALCULO DEL MOMENTO A LA CARA :
V.ISO 163.350 163.350 213.840Va/3 27.225 27.225 35.640Va/6 13.612 17.820M.Cara -61.991 75.497 -124.033 ### 128.473
DOS CICLOS PARA LA VIGA DEL SEPTIMO PISO ( 1.4 CM + 1.7 CV) :0.
50
0.50
0.50
x x
3.50 m
x
0.50
0.50
0.50
Cv = 9.00 KN/m Cv = 9.00 KN/m Cv = 9.00 KN/mCm = 31.50 KN/m Cm = 31.50 KN/m Cm = 31.50 KN/m
0.70 0.35 x 0.70
0.50
0.50
3.50 m 0.50
x x x
0.50
0.50
0.50
6.30 m
1.4 Cm = 44.10 KN/m 1.25 Cm =1.7 Cv = 15.30 KN/m 1.25 Cv =
Cu = 59.40 KN/m Cu =
0.233 0.267 0.348 CD 0.379-190.512 -145.861 -145.861 KN.m M.Cm -99.258-256.608 -196.465 98.233 -196.465 KN.m M.Ct -127.617-16.338 -34.177 21.647 -0.794 KN.m TRAS 2.970
-272.946 -230.643 0.535 -197.259 KN.m Suma -124.647-9.873 11.283 68.631 KN.m DIST. 47.282
-282.818 -219.360 120.414 -128.629 KN.m M.Mmáx -77.365
CALCULO DEL MOMENTO A LA CARA :
213.840 187.110 187.110 KN V.ISO 139.21935.640 31.185 31.185 KN.m Va/3 23.203
15.592 KN.m Va/6-247.178 -188.175 104.822 -97.444 KN.m M.Cara -54.161
DOS CICLOS PARA LA VIGA DEL SEPTIMO PISO ( 1.25 CM + 1.25 CV) :
0.70
0.70
x x
0.60
0.60
Cv = 9.00 KN/m Cv = 9.00 KN/m Cv = 9.00 KN/mCm = 31.50 KN/m Cm = 31.50 KN/m Cm = 31.50 KN/m
0.35 x 0.70 0.35 x 0.70
0.70
0.70
x x
0.60
0.60
5.50 m 7.20 m
39.38 KN/m 1.25 Cm = 39.38 KN/m 1.25 Cm =11.25 KN/m 1.25 Cv = 11.25 KN/m 1.25 Cv =50.63 KN/m Cu = 50.63 KN/m Cu =
0.379 0.140 0.107 0.109 0.124-99.258 -99.258 -170.100 -170.100 -130.233
-127.617 63.809 -127.617 -218.700 109.350 -218.700 -167.4422.970 -2.048 -24.205 -4.810 2.662 -6.379 -29.128
-124.647 13.795 -151.822 -223.510 3.536 -225.079 -196.57047.282 10.024 -7.657 -3.100 3.543-77.365 75.555 -141.798 -231.167 115.548 -228.179 -193.027
CALCULO DEL MOMENTO A LA CARA :
139.219 139.219 182.250 182.250 159.46923.203 27.844 36.450 36.450 31.894
12.762 18.225-54.161 62.793 -113.954 ### 97.323 -191.729 -161.134
DOS CICLOS PARA LA VIGA DEL SEPTIMO PISO ( 1.25 CM + 1.25 CV) : DOS CICLOS PARA LA VIGA DEL SEPTIMO PISO ( 0.90 CM ) :
0.50
0.50
x
3.50 m
x
0.50
0.50
Cv = 9.00 KN/m Cv = 9.00 KN/mCm = 31.50 KN/m Cm = 31.50 KN/m
0.35 x 0.70 0.35
0.50
3.50 m 0.50
x x
0.50
0.50
6.30 m
39.38 KN/m 0.9 Cm = 28.35 KN/m11.25 KN/m 0 Cv = 0.00 KN/m50.63 KN/m Cu = 28.35 KN/m
0.124 0.348 CD 0.379-130.233 -130.233 KN.m M.Cm -71.466-167.442 83.721 -167.442 KN.m M.Ct -71.466-29.128 16.374 0.165 KN.m TRAS 3.566
-196.570 -0.111 -167.277 KN.m Suma -67.9003.543 58.199 KN.m DIST. 25.756
-193.027 99.984 -109.078 KN.m M.Mmáx -42.143
CALCULO DEL MOMENTO A LA CARA :
159.469 159.469 KN V.ISO 77.96331.894 26.578 KN.m Va/3 12.994
14.618 KN.m Va/6-161.134 85.366 -82.500 KN.m M.Cara -29.149
DOS CICLOS PARA LA VIGA DEL SEPTIMO PISO ( 0.90 CM ) :
0.70
0.70
x x
0.60
0.60
Cv = 9.00 KN/m Cv = 9.00 KN/m Cv = 9.00 KN/mCm = 31.50 KN/m Cm = 31.50 KN/m Cm = 31.50 KN/m
x 0.70 0.35 x 0.70 0.35 x
0.70
0.70
x x
0.60
0.60
5.50 m 7.20 m 6.30 m
0.9 Cm = 28.35 KN/m 0.9 Cm = 28.35 KN/m0 Cv = 0.00 KN/m 0 Cv = 0.00 KN/m
Cu = 28.35 KN/m Cu = 28.35 KN/m
0.140 0.107 0.109 0.124-71.466 -122.472 -122.472 -93.768
35.733 -71.466 -122.472 61.236 -122.472 -93.768 46.884-2.459 -13.555 -1.561 0.864 -2.724 -16.312 9.1707.725 -85.020 -124.033 1.510 -125.196 -110.079 -1.202
5.455 -4.167 -1.644 1.87940.998 -79.565 -128.200 63.610 -126.840 -108.201 54.851
CALCULO DEL MOMENTO A LA CARA :
77.963 102.060 102.060 89.30315.593 20.412 20.412 17.861
7.147 10.206 8.18633.852 -63.973 ### 53.404 -106.428 -90.340 46.665
0.50
x0.
50
Cv = 9.00 KN/mCm = 31.50 KN/m
0.70
0.50
x0.
50
0.348-93.768 KN.m-93.768 KN.m1.784 KN.m
-91.984 KN.m32.003 KN.m-59.981 KN.m
89.303 KN14.884 KN.m
KN.m-45.097 KN.m
PREDIMENSIONAMIENTO DE LAS VIGAS :
PRIMER PISO :
9.1) 1.4CM + 1.7 CV = -229.541 = -229.5419.4.1) 1.25 (CM+ CV) + CS -195.256 + 257.34 = 62.0849.4.2) 1.25 (CM+ CV) - CS -195.256 - 257.34 = 452.5959.5.1) 0.9 (CM) + CS -108.020 + 257.34 = 149.3209.5.1) 0.9 (CM) - CS -108.020 - 257.34 = -365.359
MOMENTO MAXIMO : Mmax = 452.595
b = 35 db^2 = 350d = 67.275h = 73.775 70
VIGA 35 70
CUARTO PISO :
9.1) 1.4CM + 1.7 CV = -228.886 = -228.8869.4.1) 1.25 (CM+ CV) + CS -194.717 + 214.09 = 19.3699.4.2) 1.25 (CM+ CV) - CS -194.717 - 214.0861 = 408.8039.5.1) 0.9 (CM) + CS -107.788 + 214.0861 = 106.2989.5.1) 0.9 (CM) - CS -107.788 - 214.0861 = -321.874
MOMENTO MAXIMO Mmax = 408.803
b = 35 db^2 = 350d = 63.938h = 70.438 70
VIGA 35 70
SEPTIMO PISO :
9.1) 1.4CM + 1.7 CV = -254.424 = -254.4249.4.1) 1.25 (CM+ CV) + CS -194.717 + 98.104 = -96.6139.4.2) 1.25 (CM+ CV) - CS -194.717 - 98.104 = -292.8219.5.1) 0.9 (CM) + CS -107.788 + 98.104 = -9.6849.5.1) 0.9 (CM) - CS -107.788 - 98.104 = 205.892
MOMENTO MAXIMO Mmax = 205.892
b = 35 db^2 = 350d = 45.375h = 51.875 75
VIGA 35 75
PREDIMENSIONAMIENTO DE COLUMNAS :
DIMENSIONES DE COLUMNAS PARA EL EDIFICIO :
r = 0.3 h(M1/M2) = 1 EL elemento se flexiona en curvatura simple
REEMPLZAMOS LOS VALORES :
h = 0.51 m = 0.50 m
ENTONCES LAS COLUMNAS TREDRAN LAS DIMENSIONES :
COLUMNAS = 0.50 m X 0.50 m
(𝑲𝑳_𝒖)/𝒓≤𝟑𝟒−𝟏𝟐(𝑴𝟏/𝑴𝟐)
𝒉=𝑳_𝒖/(𝟕.𝟖)
METODO DE MUTO :
Kv = 1818.939 Kv = 1389.468 Kv = 1587.963Kc = 1488.095 1488.095 1488.095
1.222 2.156 2.001a = 0.379 0.519 0.500D = 564.480 771.985 744.203K = 119.097 162.878 157.016
CD = 0.217 Kv = 1818.939 0.297 Kv = 1389.468 0.286 Kv = 1587.963Kc = 1488.095 1488.095 1488.095
1.222 2.156 2.001a = 0.379 0.519 0.500D = 564.480 771.985 744.203K = 119.097 162.878 157.016
CD = 0.217 Kv = 1818.939 0.297 Kv = 1389.468 0.286 Kv = 1587.963Kc = 1488.095 1488.095 1488.095
1.222 2.156 2.001a = 0.379 0.519 0.500D = 564.480 771.985 744.203K = 119.097 162.878 157.016
CD = 0.217 Kv = 1818.939 0.297 Kv = 1389.468 0.286 Kv = 1587.963Kc = 1488.095 1488.095 1488.095
1.222 2.156 2.001a = 0.379 0.519 0.500D = 564.480 771.985 744.203K = 119.097 162.878 157.016
CD = 0.217 Kv = 1818.939 0.297 Kv = 1389.468 0.286 Kv = 1587.963Kc = 1488.095 1488.095 1488.095
1.222 2.156 2.001a = 0.379 0.519 0.500D = 564.480 771.985 744.203K = 119.097 162.878 157.016
CD = 0.217 Kv = 1818.939 0.297 Kv = 1389.468 0.286 Kv = 1587.963Kc = 1488.095 1488.095 1488.095
1.222 2.156 2.001a = 0.379 0.519 0.500D = 564.480 771.985 744.203K = 119.097 162.878 157.016
CD = 0.217 Kv = 1818.939 0.297 Kv = 1389.468 0.286 Kv = 1587.963Kc = 1488.095 1488.095 1488.095
1.222 2.156 2.001
k =
k =
k =
k =
k =
k =
k =
a = 0.379 0.519 0.500D = 564.480 771.985 744.203K = 119.097 162.878 157.016
CD = 0.217 Kv = 1818.939 0.297 Kv = 1389.468 0.286 Kv = 1587.963Kc = 1302.083 1302.083 1302.083
1.397 2.464 2.287a = 0.558 0.664 0.650D = 727.118 864.561 846.455K = 153.411 182.410 178.590
CD = 0.232 0.276 0.270
Col1 Col2 Col2
550 Cm 720 Cm 630 Cm
k =
PUNTO DE INFLEXION :
DATOS :1488.0951.067 Col1 = 50 Cm 50 Cm0.348
Do = 0.211 KN/cm 350 CmCol2 = 50 Cm 50 Cm Y3 = 0.000
0.37
2517.739 Vig = 35 Cm 70 Cm Y2 = 0.000109.235 Y1 = 0.0000.199 Icol1 = 520833.33 cm^4 Yo = 0.3721488.095 Icol2 = 520833.33 cm^41.067 Ivig = 1000416.67 cm^40.348
Do = 0.211 KN/cm 350 CmE = 2153.811 KN/cm^2 Y3 = 0.000
0.45
0517.739 Ko = 1.00 cm^3 Y2 = 0.000109.235 Y1 = 0.0000.199 Yo = 0.4501488.0951.0670.348
Do = 0.211 KN/cm 350 CmY3 = 0.000
0.46
1517.739 Y2 = 0.000109.235 Y1 = 0.0000.199 Yo = 0.4611488.0951.0670.348
Do = 0.211 KN/cm 350 CmY3 = 0.000
0.46
1517.739 Y2 = 0.000109.235 Y1 = 0.0000.199 Yo = 0.4611488.0951.0670.348
Do = 0.211 KN/cm 350 CmY3 = 0.000
0.50
0517.739 Y2 = 0.000109.235 Y1 = 0.000
0.199 Yo = 0.5001488.0951.0670.348
Do = 0.211 KN/cm 350 CmY3 = 0.000
0.50
0517.739 Y2 = 0.000109.235 Y1 = 0.0000.199 Yo = 0.5001488.0951.067
0.348Do = 0.211 KN/cm 350 Cm
Y3 = 0.000
0.50
0517.739 Y2 = 0.000109.235 Y1 = 0.0000.199 Yo = 0.5001302.0831.2200.534
Do = 0.162 KN/cm 400 CmY3 = 0.000
0.63
0695.439 Y2 = 0.000146.728 Y1 = 0.0000.222 Yo = 0.630
Col1
PUNTO DE INFLEXION :
1.00 0.35 2.00 0.45 2.00 0.451.22 x 2.16 x 2.00 x
Y3 = 0.000
0.45
0
Y3 = 0.000
0.45
0
Y3 = 0.000
0.35
7
2.00 0.45 3.00 0.45 3.00 0.45Y2 = 0.000 Y2 = 0.000 Y2 = 0.000Y1 = 0.000 Y1 = 0.000 Y1 = 0.000 x = 0.37 x = 0.45 x = 0.45Yo = 0.450 Yo = 0.450 Yo = 0.357
1.00 0.45 2.00 0.45 2.00 0.451.22 x 2.16 x 2.00 x
Y3 = 0.000
0.45
8
Y3 = 0.000
0.45
0
Y3 = 0.000
0.45
0
2.00 0.45 3.00 0.50 3.00 0.50Y2 = 0.000 Y2 = 0.000 Y2 = 0.000Y1 = 0.000 Y1 = 0.000 Y1 = 0.000 x = 0.45 x = 0.46 x = 0.45Yo = 0.458 Yo = 0.450 Yo = 0.450
1.00 0.45 2.00 0.50 2.00 0.501.22 x 2.16 x 2.00 x
Y3 = 0.000
0.50
0
Y3 = 0.000
0.50
0
Y3 = 0.000
0.40
7
2.00 0.50 3.00 0.50 3.00 0.50Y2 = 0.000 Y2 = 0.000 Y2 = 0.000Y1 = 0.000 Y1 = 0.000 Y1 = 0.000 x = 0.46 x = 0.50 x = 0.50Yo = 0.500 Yo = 0.500 Yo = 0.407
1.00 0.45 2.00 0.50 2.00 0.501.22 x 2.16 x 2.00 x
Y3 = 0.000
0.50
0
Y3 = 0.000
0.50
0
Y3 = 0.000
0.45
0
2.00 0.50 3.00 0.50 3.00 0.50Y2 = 0.000 Y2 = 0.000 Y2 = 0.000Y1 = 0.000 Y1 = 0.000 Y1 = 0.000 x = 0.46 x = 0.50 x = 0.50Yo = 0.500 Yo = 0.500 Yo = 0.450
1.00 0.50 2.00 0.50 2.00 0.501.22 x 2.16 x 2.00 x
Y3 = 0.000
0.50
0
Y3 = 0.000
0.50
0
Y3 = 0.000
0.50
0
2.00 0.50 3.00 0.50 3.00 0.50Y2 = 0.000 Y2 = 0.000 Y2 = 0.000Y1 = 0.000 Y1 = 0.000 Y1 = 0.000 x = 0.50 x = 0.50 x = 0.50
Yo = 0.500 Yo = 0.500 Yo = 0.5001.00 0.50 2.00 0.50 2.00 0.501.22 x 2.16 x 2.00 x
Y3 = 0.000
0.50
0
Y3 = 0.000
0.50
0
Y3 = 0.000
0.50
0
2.00 0.50 3.00 0.50 3.00 0.50Y2 = 0.000 Y2 = 0.000 Y2 = 0.000Y1 = 0.000 Y1 = 0.000 Y1 = 0.000 x = 0.50 x = 0.50 x = 0.50Yo = 0.500 Yo = 0.500 Yo = 0.500
1.00 0.50 2.00 0.50 2.00 0.501.22 x 2.16 x 2.00 x
CALCULO DE LA ALTURA ESTÁNDAR DEL PUNTO DE INFLEXION Yo :
Y3 = 0.000
0.50
0
Y3 = 0.000
0.50
0
Y3 = 0.000
0.50
0
2.00 0.50 3.00 0.50 3.00 0.50Y2 = 0.000 Y2 = 0.000 Y2 = 0.000Y1 = 0.000 Y1 = 0.000 Y1 = 0.000 x = 0.50 x = 0.50 x = 0.50Yo = 0.500 Yo = 0.500 Yo = 0.500
1.00 0.65 2.00 0.60 2.00 0.601.40 x 2.46 x 2.29 x
Y3 = 0.000
0.57
7
Y3 = 0.000
0.58
6
Y3 = 0.000
0.63
9
2.00 0.60 3.00 0.55 3.00 0.55Y2 = 0.000 Y2 = 0.000 Y2 = 0.000Y1 = 0.000 Y1 = 0.000 Y1 = 0.000 x = 0.63 x = 0.58 x = 0.59Yo = 0.577 Yo = 0.586 Yo = 0.639
1.00 0.35 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.01.07 x 1.0 x 1.0 x 1.0 x 1.0 x 0.0 x 0.0 x 0.0 x 0.0 x2.00 0.45 2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0
x = 0.36 x = 0.0 x = 0.0 x = 0.0 x = 0.0 x = 0.0 x = 0.0 x = 0.0 x = 0.0
1.00 0.45 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.01.07 x 1.0 x 1.0 x 1.0 x 1.0 x 1.0 x 1.0 x 1.0 x 1.0 x2.00 0.45 2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0
x = 0.45 x = 0.0 x = 0.0 x = 0.0 x = 0.0 x = 0.0 x = 0.0 x = 0.0 x = 0.0
1.00 0.40 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.01.07 x 1.0 x 1.0 x 1.0 x 1.0 x 1.0 x 1.0 x 1.0 x 1.0 x2.00 0.50 2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0
x = 0.41 x = 0.0 x = 0.0 x = 0.0 x = 0.0 x = 0.0 x = 0.0 x = 0.0 x = 0.0
1.00 0.45 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.01.07 x 1.0 x 1.0 x 1.0 x 1.0 x 1.0 x 1.0 x 1.0 x 1.0 x2.00 0.45 2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0
x = 0.45 x = 0.0 x = 0.0 x = 0.0 x = 0.0 x = 0.0 x = 0.0 x = 0.0 x = 0.0
1.00 0.50 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.01.07 x 1.0 x 1.0 x 1.0 x 1.0 x 1.0 x 1.0 x 1.0 x 1.0 x2.00 0.50 2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.5 2.0 0.0
x = 0.50 x = 0.0 x = 0.0 x = 0.0 x = 0.0 x = 0.0 x = 0.0 x = 0.0 x = 0.0
1.00 0.50 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.01.07 x 1.0 x 1.0 x 1.0 x 1.0 x 1.0 x 1.0 x 1.0 x 1.0 x2.00 0.50 2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0
x = 0.50 x = 0.0 x = 0.0 x = 0.0 x = 0.0 x = 0.0 x = 0.0 x = 0.0 x = 0.0
1.00 0.50 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.01.07 x 1.0 x 1.0 x 1.0 x 1.0 x 1.0 x 1.0 x 1.0 x 1.0 x
CALCULO DE LA ALTURA ESTÁNDAR DEL PUNTO DE INFLEXION Yo :
CALCULO DE LA ALTURA ESTÁNDAR DEL PUNTO DE INFLEXION Y1 :
CALCULO DE LA ALTURA ESTÁNDAR DEL PUNTO DE INFLEXION Y2 :
2.00 0.50 2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0
x = 0.50 x = 0.0 x = 0.0 x = 0.0 x = 0.0 x = 0.0 x = 0.0 x = 0.0 x = 0.0
1.00 0.65 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.01.22 x 0.0 x 0.0 x 0.0 x 0.0 x 0.9 x 0.9 x 0.9 x 0.9 x2.00 0.60 2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0 0.8 0.0 0.8 0.0 0.8 0.0 0.8 0.0
x = 0.64 x = 0.0 x = 0.0 x = 0.0 x = 0.0 x = 0.0 x = 0.0 x = 0.0 x = 0.0
1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.01.0 x 1.0 x 1.0 x 1.0 x2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0
x = 0.0 x = 0.0 x = 0.0 x = 0.0
1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.01.0 x 1.0 x 1.0 x 1.0 x2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0
x = 0.0 x = 0.0 x = 0.0 x = 0.0
1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.01.0 x 1.0 x 1.0 x 1.0 x2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0
x = 0.0 x = 0.0 x = 0.0 x = 0.0
1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.01.0 x 1.0 x 1.0 x 1.0 x2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0
x = 0.0 x = 0.0 x = 0.0 x = 0.0
1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.01.0 x 1.0 x 1.0 x 1.0 x2.0 0.0 2.0 0.0 2.0 0.5 2.0 0.0
x = 0.0 x = 0.0 x = 0.0 x = 0.0
1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.01.0 x 1.0 x 1.0 x 1.0 x2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0
x = 0.0 x = 0.0 x = 0.0 x = 0.0
1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.01.1 x 1.1 x 1.1 x 1.1 x
CALCULO DE LA ALTURA ESTÁNDAR DEL PUNTO DE INFLEXION Y3 :
1.2 0.0 1.2 0.0 1.2 0.0 1.2 0.0
x = 0.0 x = 0.0 x = 0.0 x = 0.0
1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.00.0 x 0.0 x 0.0 x 0.0 x2.0 0.0 2.0 0.0 2.0 0.0 2.0 0.0
x = 0.0 x = 0.0 x = 0.0 x = 0.0
CALCULO DE LA DISTANCIA AL PUNTO DE INFLEXION :
108.00 KN2.
20 m
1.93
m
1.93
m
2.25
m
1.30
m
1.58
m
1.58
m
1.25
m
74.26 KN
1.93
m
1.90
m
1.92
m
1.93
m
1.58
m
1.60
m
1.58
m
1.58
m
63.86 KN
1.89
m
1.75
m
1.75
m
2.08
m
1.61
m
1.75
m
1.75
m
1.42
m
53.47 KN
1.89
m
1.75
m
1.75
m
1.93
m
1.61
m
1.75
m
1.75
m
1.58
m
1.61
m
1.75
m
1.75
m
1.58
m
43.07 KN
1.75
m
1.75
m
1.75
m
1.75
m
1.75
m
1.75
m
1.75
m
1.75
m
32.67 KN
1.75
m
1.75
m
1.75
m
1.75
m
1.75
m
1.75
m
1.75
m
1.75
m
22.28 KN
1.75
m
1.75
m
1.75
m
1.75
m
1.75
m
1.75
m
1.75
m
1.75
m
11.88 KN
1.48
m
1.69
m
1.66
m
1.44
m
2.52
m
2.31
m
2.34
m
2.56
m
5.50 m 7.20 m 6.30 m
DIAGRAMA DE MOMENTO FLECTOR DE COLUMNAS( MOMENTO DE SISMO ) :
3.50 m 23.462 KN 32.087 KN
3.50 m 39.594 KN 54.149 KN
3.50 m 53.468 KN 73.124 KN
3.50 m 65.084 KN 89.009 KN
51.550
61.767
30.566
50.536
48.718
76.219
102.759
62.361
86.764
82.224
100.846
127.966
86.293
127.966
123.361
122.754
155.766
105.039
155.766
150.160
3.50 m 74.441 KN 101.806 KN
3.50 m 81.539 KN 111.513 KN
3.50 m 86.379 KN 118.132 KN
4.00 m 95.021 KN 112.982 KN
130.271
178.160
130.271
178.160
171.748
142.694
195.148
142.694
195.148
188.125
151.163
206.731
151.163
206.731
199.291
140.573
191.257
239.511
260.671
259.137
DIAGRAMA DE MOMENTO FLECTOR DE COLUMNAS( MOMENTO DE SISMO ) : DIAGRAMA DE MOMENTO FLECTOR DE VIGAS (MOMENTO DE SISMO) :
30.932 KN 21.519 KN
52.201 KN 36.316 KN
70.492 KN 49.041 KN
85.806 KN 59.695 KN
59.544
48.451
51.550
48.718
26.866
100.479
69.908
106.786
82.224
57.198
123.361
101.834
163.208
123.361
69.809
150.160
114.912
209.047
150.160
94.019
98.142 KN 68.277 KN
107.500 KN 74.787 KN
113.881 KN 79.226 KN
110.616 KN 90.881 KN
CD =
171.748
119.484
235.311
171.748
119.484
188.125
130.878
272.965
188.125
130.878
199.291
138.646
293.857
199.291
138.646
183.328
131.224
291.736
259.137
232.300
DIAGRAMA DE MOMENTO FLECTOR DE VIGAS (MOMENTO DE SISMO) :
35.017
27.787
48.451
26.749
31.757
86.908
69.625
96.774
66.388
79.571
121.737
95.940
159.032
92.994
109.645
160.856
127.643
184.722
122.876
145.878
189.312
150.224
213.504
0.57 0.43 0.47 0.53
144.613
171.684
211.639
167.941
250.362
161.669
191.932
227.837
180.794
269.524
174.042
206.622
225.631
178.556
269.870
172.357
204.063
SEPTIMO PISO :
COLUMNAS = 0.50 0.50
COLUMNAS = 0.50 0.50
M.max 106.786 86.908 66.388 69.625 79.571 96.774 KN.mVa/3 5.869 5.869 3.148 3.148 4.665 4.665 KN.mM.Cara 100.916 81.038 63.239 66.477 74.906 92.109 KN.m
CUARTO PISO :
COLUMNAS = 0.50 0.50
COLUMNAS = 0.50 0.50
M.max 235.311 189.312 144.613 150.224 171.684 213.504 KN.mVa/3 12.867 12.867 6.825 6.825 10.190 10.190 KN.mM.Cara 222.443 176.445 137.788 143.399 161.494 203.313 KN.m
PRIMER PISO :
COLUMNAS = 0.50 0.50
COLUMNAS = 0.50 0.50
M.max 291.736 225.631 172.357 178.556 204.063 269.870 KN.mVa/3 15.678 15.678 8.123 8.123 12.538 12.538 KN.mM.Cara 276.058 209.953 164.234 170.433 191.526 257.332 KN.m
MOMENTOS A LA CARA DE LA VIGA (MOMENTO DE SISMO) :
DOS CICLOS PARA LA VIGA DEL PRIMER PISO ( 1.4 CM + 1.7 CV) :
0.50
0.50
3.50 mx x
0.50
0.50
Cv = 9.00 KN/m Cv = 9.00 KN/mCm = 31.50 KN/m Cm = 31.50 KN/m
0.35 x 0.70 0.35 x 0.70
4.00 m 0.50
0.50
x x
0.50
0.50
5.50 m 7.20 m
1.4 Cm = 44.10 KN/m 1.4 Cm = 44.10 KN/m1.7 Cv = 15.30 KN/m 1.7 Cv = 15.30 KN/m
Cu = 59.40 KN/m Cu = 59.40 KN/m
CD 0.395 0.303 0.232 0.241M.Cm -111.169 -111.169 -190.512 -190.512M.Ct -149.737 74.869 -149.737 -256.608 128.304 -256.608TRAS 6.182 -4.311 -29.546 -13.340 8.215 -16.844Suma -143.556 19.253 -179.284 -269.948 10.451 -273.452DIST. 56.653 27.492 -21.001 -9.963M.Mmáx -86.903 89.811 -151.792 -290.949 146.970 -283.416
CALCULO DEL MOMENTO A LA CARA Y CORTANTE A LA CARA :
V.ISO 163.350 163.350 213.840 213.840Va/3 27.225 27.225 35.640 35.640
Va/6 13.612 17.820M.Cara -59.678 76.198 -124.567 -255.309 129.150 -247.776
DOS CICLOS PARA LA VIGA DEL PRIMER PISO ( 1.4 CM + 1.7 CV) : DOS CICLOS PARA LA VIGA DEL PRIMER PISO ( 1.25 CM + 1.25 CV) :0.
50
0.50
0.50
x x
3.50 m
x
0.50
0.50
0.50
Cv = 9.00 KN/m Cv = 9.00 KN/m Cv = 9.00 KN/mCm = 31.50 KN/m Cm = 31.50 KN/m Cm = 31.50 KN/m
0.35 x 0.70 0.35
0.50
0.50
4.00 m 0.50
x x x
0.50
0.50
0.50
6.30 m
1.4 Cm = 44.10 KN/m 1.25 Cm = 39.38 KN/m1.7 Cv = 15.30 KN/m 1.25 Cv = 11.25 KN/m
Cu = 59.40 KN/m Cu = 50.63 KN/m
0.241 0.275 0.363 CD 0.395-190.512 -145.861 -145.861 KN.m M.Cm -99.258-256.608 -196.465 98.233 -196.465 KN.m M.Ct -127.617-16.844 -35.629 22.719 -0.820 KN.m TRAS 6.441
-273.452 -232.095 0.558 -197.285 KN.m Suma -121.176-9.963 11.387 71.556 KN.m DIST. 47.821
-283.416 -220.708 121.511 -125.729 KN.m M.Mmáx -73.355
CALCULO DEL MOMENTO A LA CARA Y CORTANTE A LA CARA :
213.840 187.110 187.110 KN V.ISO 139.21935.640 31.185 31.185 KN.m Va/3 23.203
15.592 KN.m Va/6-247.776 -189.523 105.918 -94.544 KN.m M.Cara -50.152
DOS CICLOS PARA LA VIGA DEL PRIMER PISO ( 1.25 CM + 1.25 CV) :
0.50
0.50
x x
0.50
0.50
Cv = 9.00 KN/m Cv = 9.00 KN/m Cv = 9.00 KN/mCm = 31.50 KN/m Cm = 31.50 KN/m Cm = 31.50 KN/m
x 0.70 0.35 x 0.70 0.35 x 0.70
0.50
0.50
x x
0.50
0.50
5.50 m 7.20 m 6.30 m
1.25 Cm = 39.38 KN/m 1.25 Cm = 39.38 KN/m1.25 Cv = 11.25 KN/m 1.25 Cv = 11.25 KN/m
Cu = 50.63 KN/m Cu = 50.63 KN/m
0.303 0.232 0.241 0.275 0.363-99.258 -170.100 -170.100 -130.233 -130.233
63.809 -127.617 -218.700 109.350 -218.700 -167.442 83.721 -167.442-4.491 -25.181 -10.656 6.562 -13.833 -30.366 19.363 0.36616.409 -152.799 -229.356 8.583 -232.533 -197.808 -0.249 -167.076
23.214 -17.733 -8.366 9.561 60.59975.726 -129.584 -247.090 124.495 -240.899 -188.247 102.835 -106.477
CALCULO DEL MOMENTO A LA CARA Y CORTANTE A LA CARA :
139.219 182.250 182.250 159.469 159.46923.203 30.375 30.375 26.578 26.578
11.602 15.188 13.28964.124 -106.381 -216.715 109.308 -210.524 -161.669 89.546 -79.899
DOS CICLOS PARA LA VIGA DEL PRIMER PISO ( 0.90 CM ) :0.
50
0.50
0.50
x
3.50 m
x x
0.50
0.50
0.50
Cv = 9.00 KN/m Cv = 9.00 KN/m Cv = 9.00 KN/mCm = 31.50 KN/m Cm = 31.50 KN/m Cm = 31.50 KN/m
0.35 x 0.70 0.35
0.50
4.00 m 0.50
0.50
x x x
0.50
0.50
0.50
5.50 m
0.9 Cm = 28.35 KN/m 0.9 Cm = 28.35 KN/m0 Cv = 0.00 KN/m 0 Cv = 0.00 KN/m
Cu = 28.35 KN/m Cu = 28.35 KN/m
0.363 CD 0.395 0.303 0.232-130.233 KN.m M.Cm -71.466 -71.466 -122.472-167.442 KN.m M.Ct -71.466 35.733 -71.466 -122.472
0.366 KN.m TRAS 7.733 -5.393 -14.102 -3.458-167.076 KN.m Suma -63.732 9.189 -85.567 -125.93060.599 KN.m DIST. 25.151 12.239 -9.349
-106.477 KN.m M.Mmáx -38.581 39.529 -73.328 -135.279
CALCULO DEL MOMENTO A LA CARA Y CORTANTE A LA CARA :
159.469 KN V.ISO 77.963 77.963 102.06026.578 KN.m Va/3 12.994 12.994 17.010
KN.m Va/6 6.497-79.899 KN.m M.Cara -25.587 33.032 -60.334 -118.269
DOS CICLOS PARA LA VIGA DEL PRIMER PISO ( 0.90 CM ) :
0.50
0.50
x x
0.50
0.50
Cv = 9.00 KN/m Cv = 9.00 KN/mCm = 31.50 KN/m Cm = 31.50 KN/m
x 0.70 0.35 x 0.70
0.50
0.50
x x
0.50
0.50
7.20 m 6.30 m
0.9 Cm = 28.35 KN/m0 Cv = 0.00 KN/m
Cu = 28.35 KN/m
0.241 0.275 0.363-122.472 -93.768 -93.768 KN.m
61.236 -122.472 -93.768 46.884 -93.768 KN.m2.129 -5.907 -17.005 10.843 3.952 KN.m3.665 -128.379 -110.773 -2.692 -89.816 KN.m
-4.242 4.848 32.577 KN.m67.030 -132.621 -105.925 55.035 -57.240 KN.m
102.060 89.303 89.303 KN17.010 14.884 14.884 KN.m
8.505 7.442 KN.m58.525 -115.611 -91.041 47.593 -42.356 KN.m
DOS CICLOS PARA LA VIGA DEL CUARTO PISO ( 1.4 CM + 1.7 CV) :
0.50
0.50
3.50 m
x x
0.50
0.50
Cv = 9.00 KN/m Cv = 9.00 KN/mCm = 31.50 KN/m Cm = 31.50 KN/m0.35 x 0.70 0.35 x 0.70
3.50 m 0.50
0.50
x x
0.50
0.50
5.50 m 7.20 m
1.4 Cm = 44.10 KN/m 1.4 Cm = 44.10 KN/m1.7 Cv = 15.30 KN/m 1.7 Cv = 15.30 KN/m
Cu= 59.40 KN/m Cu= 59.40 KN/m
CD 0.379 0.294 0.225 0.233M.Cm -111.169 -111.169 -190.512 -190.512M.Ct -149.737 74.869 -149.737 -256.608 128.304 -256.608TRAS 5.996 -4.135 -28.400 -12.923 7.913 -16.338Suma -143.741 18.376 -178.138 -269.531 10.075 -272.946DIST. 54.526 26.880 -20.533 -9.873M.Mmáx -89.216 89.110 -151.258 -290.064 146.293 -282.818
CALCULO DEL MOMENTO A LA CARA Y CORTANTE A LA CARA :
V.ISO 163.350 163.350 213.840 213.840Va/3 27.225 27.225 35.640 35.640
Va/6 13.612 17.820M.Cara -61.991 75.497 -124.033 -254.424 128.473 -247.178
DOS CICLOS PARA LA VIGA DEL CUARTO PISO ( 1.4 CM + 1.7 CV) : DOS CICLOS PARA LA VIGA DEL CUARTO PISO ( 1.25 CM + 1.25 CV) :0.
50
0.50
0.50
x x
3.50 m
x
0.50
0.50
0.50
Cv = 9.00 KN/m Cv = 9.00 KN/m Cv = 9.00 KN/mCm = 31.50 KN/m Cm = 31.50 KN/m Cm = 31.50 KN/m
0.35 x 0.70 0.35
0.50
0.50
3.50 m 0.50
x x x
0.50
0.50
0.50
6.30 m
1.4 Cm = 44.10 KN/m 1.25 Cm = 39.38 KN/m1.7 Cv = 15.30 KN/m 1.25 Cv = 11.25 KN/m
Cu= 59.40 KN/m Cu = 50.63 KN/m
0.233 0.209 0.348 CD 0.379-190.512 -145.861 -145.861 KN.m M.Cm -99.258-256.608 -196.465 98.233 -196.465 KN.m M.Ct -127.617-16.338 -34.177 20.656 -0.621 KN.m TRAS 6.247
-272.946 -230.643 0.419 -197.087 KN.m Suma -121.370-9.873 8.831 68.571 KN.m DIST. 46.039
-282.818 -221.811 119.308 -128.516 KN.m M.Mmáx -75.331
CALCULO DEL MOMENTO A LA CARA Y CORTANTE A LA CARA :
213.840 187.110 187.110 KN V.ISO 139.21935.640 31.185 31.185 KN.m Va/3 23.203
15.592 KN.m Va/6-247.178 -190.626 103.715 -97.331 KN.m M.Cara -52.127
DOS CICLOS PARA LA VIGA DEL CUARTO PISO ( 1.25 CM + 1.25 CV) :
0.50
0.50
x x
0.50
0.50
Cv = 9.00 KN/m Cv = 9.00 KN/m Cv = 9.00 KN/mCm = 31.50 KN/m Cm = 31.50 KN/m Cm = 31.50 KN/m
x 0.70 0.35 x 0.70 0.35 x
0.50
0.50
x x
0.50
0.50
5.50 m 7.20 m 6.30 m
1.25 Cm = 39.38 KN/m 1.25 Cm = 39.38 KN/m1.25 Cv = 11.25 KN/m 1.25 Cv = 11.25 KN/m
Cu = 50.63 KN/m Cu = 50.63 KN/m
0.294 0.225 0.233 0.267-99.258 -170.100 -170.100 -130.233
63.809 -127.617 -218.700 109.350 -218.700 -167.442 83.721-4.309 -24.205 -10.323 6.321 -13.417 -29.128 18.44915.662 -151.822 -229.023 8.274 -232.117 -196.570 -0.239
22.706 -17.345 -8.296 9.48175.162 -129.116 -246.368 123.946 -240.413 -187.089 101.931
CALCULO DEL MOMENTO A LA CARA Y CORTANTE A LA CARA :
139.219 182.250 182.250 159.46923.203 30.375 30.375 26.578
11.602 15.188 13.28963.560 -105.913 -215.993 108.758 -210.038 -160.511 88.642
DOS CICLOS PARA LA VIGA DEL CUARTO PISO ( 1.25 CM + 1.25 CV) : DOS CICLOS PARA LA VIGA DEL CUARTO PISO ( 0.90 CM ) :
0.50
0.50
0.50
x
3.50 m
x x
0.50
0.50
0.50
Cv = 9.00 KN/m Cv = 9.00 KN/m Cv = 9.00 KN/mCm = 31.50 KN/m Cm = 31.50 KN/m Cm = 31.50 KN/m
0.70 0.35 x 0.70
0.50
3.50 m 0.50
0.50
x x x
0.50
0.50
0.50
5.50 m
0.9 Cm = 28.35 KN/m 0.9 Cm =0 Cv = 0.00 KN/m 0 Cv =
Cu = 28.35 KN/m Cu =
0.348 CD 0.379 0.294 0.225-130.233 KN.m M.Cm -71.466 -71.466 -122.472-167.442 KN.m M.Ct -71.466 35.733 -71.466 -122.472
0.354 KN.m TRAS 7.501 -5.173 -13.555 -3.350-167.088 KN.m Suma -63.965 8.771 -85.020 -125.82258.133 KN.m DIST. 24.264 12.000 -9.167
-108.954 KN.m M.Mmáx -39.701 39.330 -73.020 -134.988
CALCULO DEL MOMENTO A LA CARA Y CORTANTE A LA CARA :
159.469 KN V.ISO 77.963 77.963 102.06026.578 KN.m Va/3 12.994 12.994 17.010
KN.m Va/6 6.497-82.376 KN.m M.Cara -26.707 32.833 -60.026 -117.978
DOS CICLOS PARA LA VIGA DEL CUARTO PISO ( 0.90 CM ) :
0.50
0.50
x x
0.50
0.50
Cv = 9.00 KN/m Cv = 9.00 KN/mCm = 31.50 KN/m Cm = 31.50 KN/m0.35 x 0.70 0.35 x 0.70
0.50
0.50
x x
0.50
0.50
7.20 m 6.30 m
28.35 KN/m 0.9 Cm = 28.35 KN/m0.00 KN/m 0 Cv = 0.00 KN/m28.35 KN/m Cu = 28.35 KN/m
0.225 0.233 0.267 0.348-122.472 -122.472 -93.768 -93.768 KN.m-122.472 61.236 -122.472 -93.768 46.884 -93.768 KN.m
-3.350 2.051 -5.730 -16.312 10.331 3.828 KN.m-125.822 3.533 -128.202 -110.079 -2.580 -89.940 KN.m
-9.167 -4.229 4.834 31.292 KN.m-134.988 66.820 -132.431 -105.246 54.635 -58.648 KN.m
CALCULO DEL MOMENTO A LA CARA Y CORTANTE A LA CARA :
102.060 102.060 89.303 89.303 KN17.010 17.010 14.884 14.884 KN.m
8.505 7.442 KN.m-117.978 58.315 -115.421 -90.362 47.193 -43.764 KN.m
DOS CICLOS PARA LA VIGA DEL SEPTIMO PISO ( 1.4 CM + 1.7 CV) :
0.50
0.50
3.50 mx x
0.50
0.50
Cv = 9.00 KN/m Cv = 9.00 KN/mCm = 31.50 KN/m Cm = 31.50 KN/m0.35 x 0.70 0.35 x
3.50 m 0.50
0.50
x x
0.50
0.50
5.50 m 7.20 m
1.4 Cm = 44.10 KN/m 1.4 Cm = 44.10 KN/m1.7 Cv = 15.30 KN/m 1.7 Cv = 15.30 KN/m
Cu = 59.40 KN/m Cu = 59.40 KN/m
CD 0.379 0.294 0.225M.Cm -111.169 -111.169 -190.512M.Ct -149.737 74.869 -149.737 -256.608 128.304TRAS 5.996 -4.135 -28.400 -12.923 7.913Suma -143.741 18.376 -178.138 -269.531 10.075DIST. 54.526 26.880 -20.533M.Mmáx -89.216 89.110 -151.258 -290.064 146.293
CALCULO DEL MOMENTO A LA CARA Y CORTANTE A LA CARA :
V.ISO 163.350 163.350 213.840Va/3 27.225 27.225 35.640Va/6 13.612 17.820M.Cara -61.991 75.497 -124.033 -254.424 128.473
DOS CICLOS PARA LA VIGA DEL SEPTIMO PISO ( 1.4 CM + 1.7 CV) :0.
50
0.50
0.50
x x
3.50 m
x
0.50
0.50
0.50
Cv = 9.00 KN/m Cv = 9.00 KN/m Cv = 9.00 KN/mCm = 31.50 KN/m Cm = 31.50 KN/m Cm = 31.50 KN/m
0.70 0.35 x 0.70
0.50
0.50
3.50 m 0.50
x x x
0.50
0.50
0.50
6.30 m
1.4 Cm = 44.10 KN/m 1.25 Cm =1.7 Cv = 15.30 KN/m 1.25 Cv =
Cu = 59.40 KN/m Cu =
0.233 0.267 0.348 CD 0.379-190.512 -145.861 -145.861 KN.m M.Cm -99.258-256.608 -196.465 98.233 -196.465 KN.m M.Ct -127.617-16.338 -34.177 21.647 -0.794 KN.m TRAS 6.247
-272.946 -230.643 0.535 -197.259 KN.m Suma -121.370-9.873 11.283 68.631 KN.m DIST. 46.039
-282.818 -219.360 120.414 -128.629 KN.m M.Mmáx -75.331
CALCULO DEL MOMENTO A LA CARA Y CORTANTE A LA CARA :
213.840 187.110 187.110 KN V.ISO 139.21935.640 31.185 31.185 KN.m Va/3 23.203
15.592 KN.m Va/6-247.178 -188.175 104.822 -97.444 KN.m M.Cara -52.127
DOS CICLOS PARA LA VIGA DEL SEPTIMO PISO ( 1.25 CM + 1.25 CV) :
0.50
0.50
x x
0.50
0.50
Cv = 9.00 KN/m Cv = 9.00 KN/m Cv = 9.00 KN/mCm = 31.50 KN/m Cm = 31.50 KN/m Cm = 31.50 KN/m
0.35 x 0.70 0.35 x 0.70
0.50
0.50
x x
0.50
0.50
5.50 m 7.20 m
39.38 KN/m 1.25 Cm = 39.38 KN/m 1.25 Cm =11.25 KN/m 1.25 Cv = 11.25 KN/m 1.25 Cv =50.63 KN/m Cu = 50.63 KN/m Cu =
0.379 0.294 0.225 0.233 0.267-99.258 -99.258 -170.100 -170.100 -130.233
-127.617 63.809 -127.617 -218.700 109.350 -218.700 -167.4426.247 -4.309 -24.205 -10.323 6.321 -13.417 -29.128
-121.370 15.662 -151.822 -229.023 8.274 -232.117 -196.57046.039 22.706 -17.345 -8.296 9.481-75.331 75.162 -129.116 -246.368 123.946 -240.413 -187.089
CALCULO DEL MOMENTO A LA CARA Y CORTANTE A LA CARA :
139.219 139.219 182.250 182.250 159.46923.203 23.203 30.375 30.375 26.578
11.602 15.188-52.127 63.560 -105.913 -215.993 108.758 -210.038 -160.511
DOS CICLOS PARA LA VIGA DEL SEPTIMO PISO ( 1.25 CM + 1.25 CV) : DOS CICLOS PARA LA VIGA DEL SEPTIMO PISO ( 0.90 CM ) :
0.50
0.50
x
3.50 m
x
0.50
0.50
Cv = 9.00 KN/m Cv = 9.00 KN/mCm = 31.50 KN/m Cm = 31.50 KN/m
0.35 x 0.70 0.35
0.50
3.50 m 0.50
x x
0.50
0.50
6.30 m
39.38 KN/m 0.9 Cm = 28.35 KN/m11.25 KN/m 0 Cv = 0.00 KN/m50.63 KN/m Cu = 28.35 KN/m
0.267 0.348 CD 0.379-130.233 -130.233 KN.m M.Cm -71.466-167.442 83.721 -167.442 KN.m M.Ct -71.466-29.128 18.449 0.354 KN.m TRAS 7.501
-196.570 -0.239 -167.088 KN.m Suma -63.9659.481 58.133 KN.m DIST. 24.264
-187.089 101.931 -108.954 KN.m M.Mmáx -39.701
CALCULO DEL MOMENTO A LA CARA Y CORTANTE A LA CARA :
159.469 159.469 KN V.ISO 77.96326.578 26.578 KN.m Va/3 12.994
13.289 KN.m Va/6-160.511 88.642 -82.376 KN.m M.Cara -26.707
DOS CICLOS PARA LA VIGA DEL SEPTIMO PISO ( 0.90 CM ) :
0.50
0.50
x x
0.50
0.50
Cv = 9.00 KN/m Cv = 9.00 KN/m Cv = 9.00 KN/mCm = 31.50 KN/m Cm = 31.50 KN/m Cm = 31.50 KN/m
x 0.70 0.35 x 0.70 0.35 x
0.50
0.50
x x
0.50
0.50
5.50 m 7.20 m 6.30 m
0.9 Cm = 28.35 KN/m 0.9 Cm = 28.35 KN/m0 Cv = 0.00 KN/m 0 Cv = 0.00 KN/m
Cu = 28.35 KN/m Cu = 28.35 KN/m
0.294 0.225 0.233 0.267-71.466 -122.472 -122.472 -93.768
35.733 -71.466 -122.472 61.236 -122.472 -93.768 46.884-5.173 -13.555 -3.350 2.051 -5.730 -16.312 10.3318.771 -85.020 -125.822 3.533 -128.202 -110.079 -2.580
12.000 -9.167 -4.229 4.83439.330 -73.020 -134.988 66.820 -132.431 -105.246 54.635
CALCULO DEL MOMENTO A LA CARA Y CORTANTE A LA CARA :
77.963 102.060 102.060 89.30312.994 17.010 17.010 14.884
6.497 8.505 7.44232.833 -60.026 -117.978 58.315 -115.421 -90.362 47.193
0.50
x0.
50
Cv = 9.00 KN/mCm = 31.50 KN/m
0.70
0.50
x0.
50
0.348-93.768 KN.m-93.768 KN.m3.828 KN.m
-89.940 KN.m31.292 KN.m-58.648 KN.m
89.303 KN14.884 KN.m
KN.m-43.764 KN.m
CORRECION DE PREDIMENSIONAMIENTO DE LAS VIGAS :
PRIMER PISO :
9.1) 1.4CM + 1.7 CV = -255.309 = -255.3099.4.1) 1.25 (CM+ CV) + CS -216.715 + 164.2343 = -52.4809.4.2) 1.25 (CM+ CV) - CS -216.715 - 164.2343 = 380.9499.5.1) 0.9 (CM) + CS -118.269 + 164.2343 = 45.9659.5.1) 0.9 (CM) - CS -118.269 - 164.2343 = -282.503
MOMENTO MAXIMO : Mmax = 380.949
b = 35 db^2 = 350d = 62h = 68 70
VIGA 35 70
CUARTO PISO :
9.1) 1.4CM + 1.7 CV = -254.424 = -254.4249.4.1) 1.25 (CM+ CV) + CS -215.993 + 137.7884 = -78.2049.4.2) 1.25 (CM+ CV) - CS -215.993 - 137.7884 = 353.7819.5.1) 0.9 (CM) + CS -117.978 + 137.7884 = 19.8109.5.1) 0.9 (CM) - CS -117.978 - 137.7884 = -255.767
MOMENTO MAXIMO Mmax = 353.781
b = 35 db^2 = 350d = 59h = 66 70
VIGA 35 70
SEPTIMO PISO :
9.1) 1.4CM + 1.7 CV = -254.424 = -254.4249.4.1) 1.25 (CM+ CV) + CS -215.993 + 63.239 = -152.7549.4.2) 1.25 (CM+ CV) - CS -215.993 - 63.239 = -279.2329.5.1) 0.9 (CM) + CS -117.978 + 63.239 = -54.739
9.5.1) 0.9 (CM) - CS -117.978 - 63.239 = 181.218
MOMENTO MAXIMO Mmax = 181.218
b = 35 db^2 = 350d = 43h = 49 70
VIGA 35 70
PRIMER PISO :PRIMER TRAMO DE LA VIGA :
CM = 31.50 KN/mCV = 9.00 KN/mL = 4.95 m
MCM = 64.319 MCM =MCV = 18.377 MCV =
MS = 276.058 MS =
9-1 9-4(+) 9-4(-) 9-5(+) 9-5(-)
X MCM(X) MCV(X) MS(X)
0.000 -64.319 -18.377 -276.058 -121.287 -379.428 172.688 -333.945 218.1712.475 32.160 9.188 -33.052 60.644 18.633 84.737 -4.109 61.9964.950 -64.319 -18.377 209.953 -121.287 106.584 -313.323 152.066 -267.841
SEGUNDO TRAMO DE LA VIGA :
CM = 31.50 KN/mCV = 9.00 KN/mL = 6.60 m
MCM = 64.319 MCM =MCV = 18.377 MCV =
COMBINCION DE CARGAS SEGÚN LA NORMA E.060 CON LAS ECUACIONES 9-1, 9-4 y 9-5 :
1.4MCM+1.7MCV
1.25(MCM+MCV)+MS
1.25(MCM+MCV)-MS
0.9MCM+MS
0.9MCM -MS
MS = 164.234 MS =
9-1 9-4(+) 9-4(-) 9-5(+) 9-5(-)
X MCM(X) MCV(X) MS(X)
0.000 -64.319 -18.377 -164.234 -121.287 -267.604 60.864 -222.121 106.3473.300 107.198 30.628 3.099 202.146 175.382 169.184 99.578 93.3796.600 -64.319 -18.377 170.433 -121.287 67.063 -273.802 112.545 -228.320
TERCER TRAMO DE LA VIGA :
CM = 31.50 KN/mCV = 9.00 KN/mL = 5.75 m
MCM = 64.319 MCM =MCV = 18.377 MCV =
MS = 191.526 MS =
9-1 9-4(+) 9-4(-) 9-5(+) 9-5(-)
X MCM(X) MCV(X) MS(X)
0.000 -64.319 -18.377 -191.526 -121.287 -294.895 88.156 -249.413 133.6382.875 104.354 29.815 32.903 196.781 200.615 134.808 126.822 61.0155.750 12.659 3.617 257.332 23.871 277.677 -236.987 268.726 -245.939
1.4MCM+1.7MCV
1.25(MCM+MCV)+MS
1.25(MCM+MCV)-MS
0.9MCM+MS
0.9MCM -MS
1.4MCM+1.7MCV
1.25(MCM+MCV)+MS
1.25(MCM+MCV)-MS
0.9MCM+MS
0.9MCM -MS
CUARTO PISO :PRIMER TRAMO DE LA VIGA :
CM = 31.50 KN/mCV = 9.00 KN/mL = 4.95 m
64.319 MCM = 64.31918.377 MCV = 18.377
209.953 MS = 222.443
MAX NEG
9-1 9-4(+) 9-4(-)
X MCM(X) MCV(X) MS(X)
-379.428 218.171 0.000 -64.319 -18.377 -222.443 -121.287 -325.813 119.074-4.109 84.737 2.475 32.160 9.188 -22.999 60.644 28.686 74.684
-313.323 152.066 4.950 -64.319 -18.377 176.445 -121.287 73.075 -279.815
SEGUNDO TRAMO DE LA VIGA :
CM = 31.50 KN/mCV = 9.00 KN/mL = 6.60 m
64.319 MCM = 64.31918.377 MCV = 18.377
COMBINCION DE CARGAS SEGÚN LA NORMA E.060 CON LAS COMBINCION DE CARGAS SEGÚN LA NORMA E.060 CON LAS ECUACIONES 9-1, 9-4 y 9-5 :
MAX POS 1.4MCM+1
.7MCV1.25(MCM+M
CV)+MS1.25(MCM+
MCV)-MS
170.433 MS = 137.788
MAX NEG
9-1 9-4(+) 9-4(-)
X MCM(X) MCV(X) MS(X)
-267.604 106.347 0.000 -64.319 -18.377 -137.788 -121.287 -241.158 34.4180.000 202.146 3.300 107.198 30.628 2.805 202.146 175.088 169.478
-273.802 112.545 6.600 -64.319 -18.377 143.399 -121.287 40.029 -246.769
TERCER TRAMO DE LA VIGA :
CM = 31.50 KN/mCV = 9.00 KN/mL = 5.75 m
64.319 MCM = 64.31918.377 MCV = 18.377
257.332 MS = 161.494
MAX NEG
9-1 9-4(+) 9-4(-)
X MCM(X) MCV(X) MS(X)
-294.895 133.638 0.000 -64.319 -18.377 -161.494 -121.287 -264.864 58.1240.000 200.615 2.875 65.865 29.815 20.910 142.896 140.509 98.690
-245.939 277.677 5.750 -64.319 3.617 203.313 -83.898 127.436 -279.191
MAX POS 1.4MCM+1
.7MCV1.25(MCM+M
CV)+MS1.25(MCM+
MCV)-MS
MAX POS 1.4MCM+1
.7MCV1.25(MCM+M
CV)+MS1.25(MCM+
MCV)-MS
SEPTIMO PISO :PRIMER TRAMO DE LA VIGA :
CM = 31.50 KN/mCV = 9.00 KN/mL = 4.95 m
MCM = 64.319 MCM = 64.319MCV = 18.377 MCV = 18.377
MS = 176.445 MS = 100.916
9-5(+) 9-5(-)
MAX NEG
9-1 9-4(+)
X MCM(X) MCV(X) MS(X)
-280.331 164.556 -325.813 164.556 0.000 -64.319 -18.377 -100.916 -121.287 -204.2865.944 51.943 0.000 74.684 2.475 32.160 9.188 -9.939 60.644 41.746
118.557 -234.332 -279.815 118.557 4.950 -64.319 -18.377 81.038 -121.287 -22.332
SEGUNDO TRAMO DE LA VIGA :
CM = 31.50 KN/mCV = 9.00 KN/mL = 6.60 m
MCM = 64.319 MCM = 64.319MCV = 18.377 MCV = 18.377
COMBINCION DE CARGAS SEGÚN LA NORMA E.060 CON LAS ECUACIONES 9-1, 9-4 y 9-5 :
COMBINCION DE CARGAS SEGÚN LA NORMA E.060 CON LAS ECUACIONES 9-1, 9-4 y 9-5 :
MAX POS0.9MCM+
MS0.9MCM -
MS1.4MCM+1
.7MCV1.25(MCM+M
CV)+MS
MS = 143.399 MS = 63.239
9-5(+) 9-5(-)
MAX NEG
9-1 9-4(+)
X MCM(X) MCV(X) MS(X)
-195.676 79.901 -241.158 79.901 0.000 -64.319 -18.377 -63.239 -121.287 -166.60999.284 93.673 0.000 202.146 3.300 107.198 30.628 1.619 202.146 173.90285.512 -201.286 -246.769 85.512 6.600 -64.319 -18.377 66.477 -121.287 -36.893
TERCER TRAMO DE LA VIGA :
CM = 31.50 KN/mCV = 9.00 KN/mL = 5.75 m
MCM = 64.319 MCM = 64.319MCV = 18.377 MCV = 18.377
MS = 203.313 MS = 74.906
9-5(+) 9-5(-)
MAX NEG
9-1 9-4(+)
X MCM(X) MCV(X) MS(X)
-219.381 103.607 -264.864 103.607 0.000 -64.319 -18.377 -74.906 -121.287 -178.27680.188 38.368 0.000 142.896 2.875 65.865 18.818 8.602 124.202 114.455
145.426 -261.201 -279.191 145.426 5.750 -64.319 -18.377 92.109 -121.287 -11.261
MAX POS0.9MCM+
MS0.9MCM -
MS1.4MCM+1
.7MCV1.25(MCM+M
CV)+MS
MAX POS0.9MCM+
MS0.9MCM -
MS1.4MCM+1
.7MCV1.25(MCM+M
CV)+MS
PRIMER TRAMO DE LA VIGA :
MCM = 64.319MCV = 18.377
MS = 81.038
9-4(-) 9-5(+) 9-5(-)
MAX NEG MAX POS
-2.454 -158.803 43.029 -204.286 43.02961.624 19.004 38.883 0.000 61.624
-184.408 23.151 -138.925 -184.408 23.151
SEGUNDO TRAMO DE LA VIGA :
MCM = 64.319MCV = 18.377
COMBINCION DE CARGAS SEGÚN LA NORMA E.060 CON LAS ECUACIONES 9-1, 9-4 y 9-5 :
1.25(MCM+MCV)-MS
0.9MCM+MS
0.9MCM -MS
MS = 66.477
9-4(-) 9-5(+) 9-5(-)
MAX NEG MAX POS
-40.131 -121.126 5.352 -166.609 5.352170.665 98.097 94.860 0.000 202.146-169.846 8.589 -124.364 -169.846 8.589
TERCER TRAMO DE LA VIGA :
MCM = 64.319MCV = 18.377
MS = 92.109
9-4(-) 9-5(+) 9-5(-)
MAX NEG MAX POS
-28.464 -132.793 17.019 -178.276 17.01997.252 67.880 50.677 0.000 124.202
-195.479 34.222 -149.996 -195.479 34.222
1.25(MCM+MCV)-MS
0.9MCM+MS
0.9MCM-MS
1.25(MCM+MCV)-MS
0.9MCM+MS
0.9MCM -MS
CALCULO DEL ACERO LONGITUDINAL Y ACERO DE ESTRIBOS (POR CONFINAMIENTO) PARA LA VIGA DEL PRIMER PISO :
VIGA = 35 X 70 d = 63.5 Cm
Mn = -379 AS* = 448 Mn = -313 Mn = -268AS* = 1793 Mn = -95 AS* = 1480 AS* = 1264AS.c = 1788 AS.c = 1020 AS.c = 1491 AS.c = 1291Mn = 432 Mn = 257 Mn = 366 Mn = 321
2 φ 1"Mn = 257 Mn = 257 Mn = 257 Mn = 257AS.c = 1020 AS.c = 1020 AS.c = 1020 AS.c = 1020AS* = 1031 Mn = 85 AS* = 740 AS* = 632Mn = 218 190 AS* = 400 157 Mn = 152 Mn = 106
4.95 m
2h d/2 2h 2h
140.00 Cm 353.60 Cm 1.40 Cm 140.00 Cm
11φ3/8"@32 1φ3/8"@5+18φ3/8"@8 1φ3/8"@5+18φ3/8"@8
a ) d/4 = 16 Cmb) 8 x 3/8" = 8 Cmc) 24 x 3/8" = 23 Cm
2 φ 1"
2 φ 3/4" + 1 φ 5/8" 2 φ 5/8" + 1 φ 3/8" 1 φ 5/8" + 1 φ 3/8"
1φ3/8"@5+18φ3/8"@8
d) 300mm = 30 Cm
f) d/2 = 32 Cm
CALCULO DEL ACERO LONGITUDINAL Y ACERO DE ESTRIBOS (POR CONFINAMIENTO) PARA LA VIGA DEL PRIMER PISO :
AS* = 316 Mn = -274 Mn = -295Mn = -67 AS* = 1294 AS* = 1393AS.c = 1020 AS.c = 1291 AS.c = 1349Mn = 257 Mn = 321 Mn = 334
1 φ 5/8" + 1 φ 3/8" 1 φ 5/8" + 1 φ 1/2"
Mn = 257 Mn = 257 Mn = 257AS.c = 1020 AS.c = 1020 AS.c = 1020Mn = 202 AS* = 647 AS* = 697
134 AS* = 955 137 Mn = 113 Mn = 134 147
6.60 m
2h d/2 2h 2h
140.00 Cm 380.00 Cm 140.00 Cm 140.00 Cm
1φ3/8"@5+18φ3/8"@8 12φ3/8"@32 1φ3/8"@5+18φ3/8"@8 1φ3/8"@5+18φ3/8"@8
1 φ 5/8" + 1 φ 3/8"
CALCULO DEL ACERO LONGITUDINAL Y ACERO DE ESTRIBOS (POR CONFINAMIENTO) PARA LA VIGA DEL PRIMER PISO :
AS* = 348 Mn = -246 φ 1 2 3 4Mn = -74 AS* = 1162 3/8 71 142 213 284AS.c = 1020 AS.c = 1149 1/2 129 258 387 516Mn = 257 Mn = 288 5/8 200 400 600 800
3/4 284 568 852 11361 510 1020 1530 2040
1 φ 1/2"
1 φ 5/8" + 1 φ 3/8"
Mn = 257 Mn = 321AS.c = 1020 AS.c = 1291Mn = 201 AS* = 1312AS* = 948 123 Mn = 278
5.75 m
d/2 2h
295.00 Cm 140.00 Cm
9φ3/8"@32 1φ3/8"@5+18φ3/8"@8
CALCULO DEL ACERO LONGITUDINAL Y ACERO DE ESTRIBOS (POR CONFINAMIENTO) PARA LA VIGA DEL CUARTO PISO :
VIGA = 35 X 70 d = 63.5 Cm
Mn = -326 AS* = 385 Mn = -280 Mn = -241AS* = 1539 Mn = -81 AS* = 1322 AS* = 1139AS.c = 1549 AS.c = 1020 AS.c = 1291 AS.c = 1149Mn = 379 Mn = 257 Mn = 321 Mn = 288
Mn = 257 Mn = 257 Mn = 257 Mn = 257AS.c = 1020 AS.c = 1020 AS.c = 1020 AS.c = 1020AS* = 777 Mn = 75 AS* = 661 AS* = 570Mn = 165 163 AS* = 353 140 Mn = 119 Mn = 80
4.95 m
2h d/2 2h 2h
140.00 Cm 353.60 Cm 1.40 Cm 140.00 Cm
11φ3/8"@32 1φ3/8"@5+18φ3/8"@8 1φ3/8"@5+18φ3/8"@8
a ) d/4 = 16 Cmb) 8 x 3/8" = 8 Cmc) 24 x 3/8" = 23 Cm
2 φ 1"
2 φ 5/8" + 1 φ 1/2" 1 φ 5/8" + 1 φ 3/8" 1 φ 1/2"
2 φ 1"
1φ3/8"@5+18φ3/8"@8
d) 300mm = 30 Cm
f) d/2 = 32 Cm
CALCULO DEL ACERO LONGITUDINAL Y ACERO DE ESTRIBOS (POR CONFINAMIENTO) PARA LA VIGA DEL CUARTO PISO :
AS* = 285 Mn = -247 Mn = -265 AS* = 313Mn = -60 AS* = 1166 AS* = 1251 Mn = -66AS.c = 1020 AS.c = 1149 AS.c = 1220 AS.c = 1020Mn = 257 Mn = 288 Mn = 304 Mn = 257
1 φ 1/2" 1 φ 5/8"
Mn = 257 Mn = 257 Mn = 257 Mn = 257AS.c = 1020 AS.c = 1020 AS.c = 1020 AS.c = 1020Mn = 202 AS* = 583 AS* = 626 Mn = 143
121 AS* = 955 123 Mn = 86 Mn = 104 132 AS* = 675
6.60 m 5.75 m
2h d/2 2h 2h d/2
140.00 Cm 380.00 Cm 140.00 Cm 140.00 Cm 295.00 Cm
1φ3/8"@5+18φ3/8"@8 12φ3/8"@32 1φ3/8"@5+18φ3/8"@8 1φ3/8"@5+18φ3/8"@8 9φ3/8"@32
1 φ 1/2"
CALCULO DEL ACERO LONGITUDINAL Y ACERO DE ESTRIBOS (POR CONFINAMIENTO) PARA LA VIGA DEL CUARTO PISO :
Mn = -279 φ 1 2 3 4AS* = 1319 3/8 71 142 213 284AS.c = 1304 1/2 129 258 387 516Mn = 324 5/8 200 400 600 800
3/4 284 568 852 11361 510 1020 1530 2040
1 φ 3/4"
Mn = 257AS.c = 1020AS* = 687
140 Mn = 145
d/2 2h
295.00 Cm 140.00 Cm
9φ3/8"@32 1φ3/8"@5+18φ3/8"@8
CALCULO DEL ACERO LONGITUDINAL Y ACERO DE ESTRIBOS (POR CONFINAMIENTO) PARA LA VIGA DELSEPTIMO PISO :
VIGA = 35 X 70 d = 63.5 Cm 321.71
Mn = -204 AS* = 241 Mn = -184 Mn = -167AS* = 965 Mn = -51 AS* = 871 AS* = 787AS.c = 929 AS.c = 400 AS.c = 871 AS.c = 800Mn = 236 Mn = 104 Mn = 222 Mn = 204
1 φ 3/8"
Mn = 122 Mn = 104 Mn = 122 Mn = 122AS.c = 471 AS.c = 400 AS.c = 471 AS.c = 471AS* = 483 Mn = 62 AS* = 436 AS* = 394Mn = 43 102 AS* = 291 92 Mn = 23 Mn = 5
4.95 m
2h d/2 2h 2h
140.00 Cm 353.60 Cm 1.40 Cm 140.00 Cm
11φ3/8"@32 1φ3/8"@5+18φ3/8"@8 1φ3/8"@5+18φ3/8"@8
a ) d/4 = 16 Cmb) 8 x 3/8" = 8 Cmc) 24 x 3/8" = 23 Cmd) 300mm = 30 Cm
f) d/2 = 32 Cm
2 φ 5/8"2 φ 5/8" + 1 φ 3/8" 2 φ 5/8" + 1 φ 3/8" 2 φ 3/4"
1 φ 3/8" 1 φ 3/8"2 φ 5/8"
1φ3/8"@5+18φ3/8"@8
CALCULO DEL ACERO LONGITUDINAL Y ACERO DE ESTRIBOS (POR CONFINAMIENTO) PARA LA VIGA DELSEPTIMO PISO :
AS* = 197 Mn = -170 Mn = -178 AS* = 211Mn = -42 AS* = 802 AS* = 842 Mn = -45AS.c = 400 AS.c = 800 AS.c = 800 AS.c = 400Mn = 104 Mn = 204 Mn = 204 Mn = 104
2 φ 3/4" 2 φ 3/4"
2 φ 3/4" 1 φ 3/8" 1 φ 5/8"
Mn = 245 Mn = 104 Mn = 104 Mn = 155AS.c = 968 AS.c = 400 AS.c = 400 AS.c = 600Mn = 202 AS* = 401 AS* = 421 Mn = 124
83 AS* = 955 85 Mn = 9 Mn = 17 89 AS* = 587
6.60 m 5.75 m
2h d/2 2h 2h d/2
140.00 Cm 380.00 Cm 140.00 Cm 140.00 Cm 295.00 Cm
1φ3/8"@5+18φ3/8"@8 12φ3/8"@32 1φ3/8"@5+18φ3/8"@8 1φ3/8"@5+18φ3/8"@8 9φ3/8"@32
2 φ 3/4"
1 φ 3/8"
CALCULO DEL ACERO LONGITUDINAL Y ACERO DE ESTRIBOS (POR CONFINAMIENTO) PARA LA VIGA DELSEPTIMO PISO :
Mn = -195 φ 1 2 3 4AS* = 924 3/8 71 142 213 284AS.c = 929 1/2 129 258 387 516Mn = 236 5/8 200 400 600 800
3/4 284 568 852 11361 510 1020 1530 2040
2 φ 5/8" + 1 φ 1/2"
1 φ 3/8"
Mn = 122AS.c = 471AS* = 462
98 Mn = 34
d/2 2h
295.00 Cm 140.00 Cm
9φ3/8"@32 1φ3/8"@5+18φ3/8"@8
PRIMER PISO
180 286 273
432 366 321 321 334
180 286 273
CUARTO PISO
158 254 247
379 321 288 288 304
158 254 247
SEPTIMO PISO
98 177 170
236 222 204 204 204
98 177 170
MOMENTOS NOMINALES DE LAS COLUMNAS Y MOMENTOS RESISTENTES NOMINALES DE LAS VIGAS QUE LLEGAN A LOS NUDOS :
CALCULO DE ACERO EN COLUMNAS :
COLUMNA N°1 ( COLUMNA LATERAL) :
40 Cm
Pu = 1307 KN
120 b = 36 = 4040
Cm
288 Ag = 1600 Cm^2
Ρg = 2.5
As.req = 4000 mm^2120 γ = 0.69
As.col = 4080 mm^2
1.2 0.40135
324
COLUMNA N°3 ( COLUMNA CENTRICA) :
50 Cm135 Pu = 3208 KN
b = 51 = 50
50 C
m
98 Ag = 2500 Cm^2
236 Ρg = 2.5
As.req = 6250 mm^2γ = 0.75
As.col = 6120 mm^298
1.9 0.30
4 φ 1" + 4 φ 1" + 4 φ 1" Y ESTRIVOS DE φ 3/8"
MOMENTOS NOMINALES DE LAS COLUMNAS Y MOMENTOS RESISTENTES NOMINALES DE LAS VIGAS QUE LLEGAN A LOS NUDOS :
φPn/Ag (Ksi) =
φMn/Ag*h (Ksi) =
4 φ 1" + 2 φ 1" + 2 φ 1" Y ESTRIVOS DE φ 3/8"
φPn/Ag (Ksi) =
φMn/Ag*h (Ksi) =
CALCULO DE ACERO EN COLUMNAS :
COLUMNA N°2 ( COLUMNA CENTRICA) :φ 1 2
50 Cm 3/8 71 142
Pu = 3018 KN 1/2 129 3200
5/8 200 400b = 49 = 50 3/4 284 568
50 C
m 1 510 1020
Ag = 2500 Cm^2
Ρg = 2.5
As.req = 6250 mm^2γ = 0.75
As.col = 6120 mm^2
1.8 0.30
4 φ 1" + 4 φ 1" + 4 φ 1" Y ESTRIVOS DE φ 3/8"
COLUMNA N°4 ( COLUMNA LATERAL) :
40 CmPu = 1497 KN
b = 39 = 40
40 C
m
Ag = 1600 Cm^2
Ρg = 2.6
As.req = 4160 mm^2γ = 0.69
As.col = 4080 mm^2
1.4 0.30
4 φ 1" + 2 φ 1" + 2 φ 1" Y ESTRIVOS DE φ 3/8"
φPn/Ag (Ksi) =
φMn/Ag*h (Ksi) =
φPn/Ag (Ksi) =
φMn/Ag*h (Ksi) =
3 4
213 284
4800 6400
600 800852 1136
1530 2040
PRIMER PISO
431.59 Kn.m 366.17 Kn.m 320.71 Kn.m 320.71 Kn.m 334.01 Kn.m 257.30 Kn.m
257.30 Kn.m 257.30 Kn.m 257.30 Kn.m 257.30 Kn.m 257.30 Kn.m 257.30 Kn.m
C1 C2 C3 C4
Columna Nº 1 (Columna Lateral) Columna Nº 2 (Columna Central)
258.95 Pu = 1307.00 KN 412.13 Pu = 3018.00 KNB = 36.15 cm B = 54.94 cm
431.
59
B = 40 cm
366.
17
320.
71
B = 60 cmAg = 40 x 40 Ag = 60 x 60Ag = 1600 cm2 Ag = 3600 cm2Ag = 160000 mm2 Ag = 360000 mm2γ = 0.688 γ = 0.792
258.95 412.13
40 cm φPn = 1.18 Ksi 60 cm φPn = 1.22 KsiAg Ag
φMn= 0.59
φMn= 0.28
40 cm
60 cm
ρ = 2.50% ρ = 2.50%A*req = 4000 mm2 A*req = 9000 mm2
4 @ 1 '' 4 @ 1 ''2 @ 1 '' 4 @ 1 ''2 @ 1 '' 4 @ 1 ''
4 @ 1'' + 2 @ 1'' + 2 @ 1'' A*Col = 4080 mm2 4 @ 1'' + 4 @ 1'' + 4 @ 1'' A*Col = 6120 mm2Con estribos de 3/8'' Con estribos de 3/8''
Ag × h Ag × h
Columna Nº 3 (Columna Central) Columna Nº 4 (Columna Lateral)
392.83 Pu = 3208.00 KN 154.38 Pu = 1497.00 KNB = 56.64 cm B = 38.69 cm
320.
71
334.
01
B = 60 cm
257.
30
B = 45 cmAg = 60 x 60 Ag = 45 x 45Ag = 3600 cm2 Ag = 2025 cm2Ag = 360000 mm2 Ag = 202500 mm2γ = 0.792 γ = 0.722
392.83 154.38
60 cm φPn = 1.29 Ksi 45 cm φPn = 1.07 KsiAg Ag
φMn= 0.26
φMn= 0.25
60 cm
45 cm
ρ = 2.50% ρ = 2.50%A*req = 9000 mm2 A*req = 5063 mm2
4 @ 1 '' 4 @ 1 ''4 @ 1 '' 2 @ 1 ''4 @ 1 '' 2 @ 1 ''
4 @ 1'' + 4 @ 1'' + 4 @ 1'' A*Col = 6120 mm2 4 @ 1'' + 2 @ 1'' + 2 @ 1'' A*Col = 4080 mm2Con estribos de 3/8'' Con estribos de 3/8''
Ag × h Ag × h
Columna Nº 1 (Columna Lateral)
Columna Nº 1 (Columna Lateral) Columna Nº 2 (Columna Central)
0.00 Pu = 1307.00 KN 0.00 Pu = 3018.00 KNB = 36.15 cm B = 54.94 cm
0.00
B = 40 cm
0.00
0.00
B = 60 cmAg = 40 x 40 Ag = 60 x 60Ag = 1600 cm2 Ag = 3600 cm2Ag = 160000 mm2 Ag = 360000 mm2γ = 0.688 γ = 0.792
0.00 0.00
40 cm φPn = 1.18 Ksi 60 cm φPn = 1.22 KsiAg Ag
φMn= 0.00
φMn= 0.00
40 cm
60 cm
ρ = 2.50% ρ = 2.50%A*req = 4000 mm2 A*req = 9000 mm2
4 @ 1 '' 4 @ 1 ''2 @ 1 '' 4 @ 1 ''2 @ 1 '' 4 @ 1 ''
4 @ 1'' + 2 @ 1'' + 2 @ 1'' A*Col = 4080 mm2 4 @ 1'' + 4 @ 1'' + 4 @ 1'' A*Col = 6120 mm2Con estribos de 3/8'' Con estribos de 3/8''
Columna Nº 3 (Columna Central) Columna Nº 4 (Columna Lateral)
0.00 Pu = 3208.00 KN 0.00 Pu = 1497.00 KN
Ag × h Ag × h
B = 56.64 cm B = 38.69 cm0.
00
0.00
B = 60 cm
0.00
B = 45 cmAg = 60 x 60 Ag = 45 x 45Ag = 3600 cm2 Ag = 2025 cm2Ag = 360000 mm2 Ag = 202500 mm2γ = 0.792 γ = 0.722
0.00 0.00
60 cm φPn = 1.29 Ksi 45 cm φPn = 1.07 KsiAg Ag
φMn= 0.00
φMn= 0.00
60 cm
45 cm
ρ = 2.50% ρ = 2.50%A*req = 9000 mm2 A*req = 5063 mm2
4 @ 1 '' 4 @ 1 ''4 @ 1 '' 2 @ 1 ''4 @ 1 '' 2 @ 1 ''
4 @ 1'' + 4 @ 1'' + 4 @ 1'' A*Col = 6120 mm2 4 @ 1'' + 2 @ 1'' + 2 @ 1'' A*Col = 4080 mm2Con estribos de 3/8'' Con estribos de 3/8''
154.38 308.76 308.76 154.38
257.
30
257.
30
257.
30
257.
30
257.
30
257.
30
154.38 308.76 308.76 154.38
Ag × h Ag × h
CUARTO PISO
379.14 Kn.m 320.71 Kn.m 287.74 Kn.m 287.74 Kn.m 304.30 Kn.m 323.70 Kn.m
257.30 Kn.m 257.30 Kn.m 257.30 Kn.m 257.30 Kn.m 257.30 Kn.m 257.30 Kn.m
C1 C2 C3 C4
Columna Nº 1 (Columna Lateral) Columna Nº 2 (Columna Central)
227.49 Pu = 816.75 KN 365.07 Pu = 1885.95 KNB = 28.58 cm B = 43.43 cm
379.
14
B = 35 cm
320.
71
287.
74
B = 50 cmAg = 35 x 35 Ag = 50 x 50Ag = 1225 cm2 Ag = 2500 cm2Ag = 122500 mm2 Ag = 250000 mm2γ = 0.643 γ = 0.750
227.49 365.07
35 cm φPn = 0.97 Ksi 50 cm φPn = 1.09 KsiAg Ag
φMn= 0.77
φMn= 0.42
35 cm
50 cm
ρ = 2.50% ρ = 2.50%A*req = 3063 mm2 A*req = 6250 mm2
4 @ 1 '' 4 @ 1 ''2 @ 1 '' 4 @ 1 ''2 @ 1 '' 4 @ 1 ''
4 @ 1'' + 2 @ 1'' + 2 @ 1'' A*Col = 4080 mm2 4 @ 1'' + 4 @ 1'' + 4 @ 1'' A*Col = 6120 mm2Con estribos de 3/8'' Con estribos de 3/8''
Ag × h Ag × h
Columna Nº 3 (Columna Central) Columna Nº 4 (Columna Lateral)
355.23 Pu = 2004.75 KN 194.22 Pu = 935.55 KNB = 44.77 cm B = 30.59 cm
287.
74
304.
30
B = 50 cm
323.
70
B = 35 cmAg = 50 x 50 Ag = 35 x 35Ag = 2500 cm2 Ag = 1225 cm2Ag = 250000 mm2 Ag = 122500 mm2γ = 0.750 γ = 0.643
355.23 194.22
50 cm φPn = 1.16 Ksi 35 cm φPn = 1.11 KsiAg Ag
φMn= 0.41
φMn= 0.66
50 cm
35 cm
ρ = 2.50% ρ = 2.50%A*req = 6250 mm2 A*req = 3063 mm2
4 @ 1 '' 4 @ 1 ''4 @ 1 '' 2 @ 1 ''4 @ 1 '' 2 @ 1 ''
4 @ 1'' + 4 @ 1'' + 4 @ 1'' A*Col = 6120 mm2 4 @ 1'' + 2 @ 1'' + 2 @ 1'' A*Col = 4080 mm2Con estribos de 3/8'' Con estribos de 3/8''
Ag × h Ag × h
Columna Nº 1 (Columna Lateral)
Columna Nº 1 (Columna Lateral) Columna Nº 2 (Columna Central)
0.00 Pu = 1307.00 KN 0.00 Pu = 3018.00 KNB = 36.15 cm B = 54.94 cm
0.00
B = 40 cm
0.00
0.00
B = 60 cmAg = 40 x 40 Ag = 60 x 60Ag = 1600 cm2 Ag = 3600 cm2Ag = 160000 mm2 Ag = 360000 mm2γ = 0.688 γ = 0.792
0.00 0.00
40 cm φPn = 1.18 Ksi 60 cm φPn = 1.22 KsiAg Ag
φMn= 0.00
φMn= 0.00
40 cm
60 cm
ρ = 2.50% ρ = 2.50%A*req = 4000 mm2 A*req = 9000 mm2
4 @ 1 '' 4 @ 1 ''2 @ 1 '' 4 @ 1 ''2 @ 1 '' 4 @ 1 ''
4 @ 1'' + 2 @ 1'' + 2 @ 1'' A*Col = 4080 mm2 4 @ 1'' + 4 @ 1'' + 4 @ 1'' A*Col = 6120 mm2Con estribos de 3/8'' Con estribos de 3/8''
Columna Nº 3 (Columna Central) Columna Nº 4 (Columna Lateral)
0.00 Pu = 3208.00 KN 0.00 Pu = 1497.00 KN
Ag × h Ag × h
B = 56.64 cm B = 38.69 cm0.
00
0.00
B = 60 cm
0.00
B = 45 cmAg = 60 x 60 Ag = 45 x 45Ag = 3600 cm2 Ag = 2025 cm2Ag = 360000 mm2 Ag = 202500 mm2γ = 0.792 γ = 0.722
0.00 0.00
60 cm φPn = 1.29 Ksi 45 cm φPn = 1.07 KsiAg Ag
φMn= 0.00
φMn= 0.00
60 cm
45 cm
ρ = 2.50% ρ = 2.50%A*req = 9000 mm2 A*req = 5063 mm2
4 @ 1 '' 4 @ 1 ''4 @ 1 '' 2 @ 1 ''4 @ 1 '' 2 @ 1 ''
4 @ 1'' + 4 @ 1'' + 4 @ 1'' A*Col = 6120 mm2 4 @ 1'' + 2 @ 1'' + 2 @ 1'' A*Col = 4080 mm2Con estribos de 3/8'' Con estribos de 3/8''
154.38 308.76 308.76 154.38
257.
30
257.
30
257.
30
257.
30
257.
30
257.
30
154.38 308.76 308.76 154.38
Ag × h Ag × h
PRIMER PISO
235.54 Kn.m 221.55 Kn.m 204.30 Kn.m 204.30 Kn.m 204.30 Kn.m 235.54 Kn.m
122.47 Kn.m 122.47 Kn.m 122.47 Kn.m 104.41 Kn.m 104.41 Kn.m 122.47 Kn.m
C1 C2 C3 C4
Columna Nº 1 (Columna Lateral) Columna Nº 2 (Columna Central)
141.33 Pu = 326.70 KN 255.51 Pu = 754.38 KNB = 18.07 cm B = 27.47 cm
235.
54
B = 25 cm
221.
55
204.
30
B = 30 cmAg = 25 x 25 Ag = 30 x 30Ag = 625 cm2 Ag = 900 cm2Ag = 62500 mm2 Ag = 90000 mm2γ = 0.500 γ = 0.583
141.33 255.51
25 cm φPn = 0.76 Ksi 30 cm φPn = 1.22 KsiAg Ag
φMn= 1.31
φMn= 1.37
25 cm
30 cm
ρ = 2.50% ρ = 2.50%A*req = 1563 mm2 A*req = 2250 mm2
4 @ 1 '' 4 @ 1 ''2 @ 1 '' 4 @ 1 ''2 @ 1 '' 4 @ 1 ''
4 @ 1'' + 2 @ 1'' + 2 @ 1'' A*Col = 4080 mm2 4 @ 1'' + 4 @ 1'' + 4 @ 1'' A*Col = 6120 mm2Con estribos de 3/8'' Con estribos de 3/8''
Ag × h Ag × h
Columna Nº 3 (Columna Central) Columna Nº 4 (Columna Lateral)
245.16 Pu = 801.90 KN 141.33 Pu = 374.22 KNB = 28.32 cm B = 19.34 cm
204.
30
204.
30
B = 35 cm
235.
54
B = 25 cmAg = 35 x 35 Ag = 25 x 25Ag = 1225 cm2 Ag = 625 cm2Ag = 122500 mm2 Ag = 62500 mm2γ = 0.643 γ = 0.500
245.16 141.33
35 cm φPn = 0.95 Ksi 25 cm φPn = 0.87 KsiAg Ag
φMn= 0.83
φMn= 1.31
35 cm
25 cm
ρ = 2.50% ρ = 2.50%A*req = 3063 mm2 A*req = 1563 mm2
4 @ 1 '' 4 @ 1 ''4 @ 1 '' 2 @ 1 ''4 @ 1 '' 2 @ 1 ''
4 @ 1'' + 4 @ 1'' + 4 @ 1'' A*Col = 6120 mm2 4 @ 1'' + 2 @ 1'' + 2 @ 1'' A*Col = 4080 mm2Con estribos de 3/8'' Con estribos de 3/8''
Ag × h Ag × h
Columna Nº 1 (Columna Lateral)
Columna Nº 1 (Columna Lateral) Columna Nº 2 (Columna Central)
0.00 Pu = 1307.00 KN 0.00 Pu = 3018.00 KNB = 36.15 cm B = 54.94 cm
0.00
B = 40 cm
0.00
0.00
B = 60 cmAg = 40 x 40 Ag = 60 x 60Ag = 1600 cm2 Ag = 3600 cm2Ag = 160000 mm2 Ag = 360000 mm2γ = 0.688 γ = 0.792
0.00 0.00
40 cm φPn = 1.18 Ksi 60 cm φPn = 1.22 KsiAg Ag
φMn= 0.00
φMn= 0.00
40 cm
60 cm
ρ = 2.50% ρ = 2.50%A*req = 4000 mm2 A*req = 9000 mm2
4 @ 1 '' 4 @ 1 ''2 @ 1 '' 4 @ 1 ''2 @ 1 '' 4 @ 1 ''
4 @ 1'' + 2 @ 1'' + 2 @ 1'' A*Col = 4080 mm2 4 @ 1'' + 4 @ 1'' + 4 @ 1'' A*Col = 6120 mm2Con estribos de 3/8'' Con estribos de 3/8''
Columna Nº 3 (Columna Central) Columna Nº 4 (Columna Lateral)
0.00 Pu = 3208.00 KN 0.00 Pu = 1497.00 KN
Ag × h Ag × h
B = 56.64 cm B = 38.69 cm0.
00
0.00
B = 60 cm
0.00
B = 45 cmAg = 60 x 60 Ag = 45 x 45Ag = 3600 cm2 Ag = 2025 cm2Ag = 360000 mm2 Ag = 202500 mm2γ = 0.792 γ = 0.722
0.00 0.00
60 cm φPn = 1.29 Ksi 45 cm φPn = 1.07 KsiAg Ag
φMn= 0.00
φMn= 0.00
60 cm
45 cm
ρ = 2.50% ρ = 2.50%A*req = 9000 mm2 A*req = 5063 mm2
4 @ 1 '' 4 @ 1 ''4 @ 1 '' 2 @ 1 ''4 @ 1 '' 2 @ 1 ''
4 @ 1'' + 4 @ 1'' + 4 @ 1'' A*Col = 6120 mm2 4 @ 1'' + 2 @ 1'' + 2 @ 1'' A*Col = 4080 mm2Con estribos de 3/8'' Con estribos de 3/8''
73.48 146.97 125.30 73.48
122.
47
122.
47
122.
47
104.
41
104.
41
122.
47
73.48 146.97 125.30 73.48
Ag × h Ag × h
CALCULO DE ACERO DE ESTRIBOS EN COLUMNAS :
COLUMNA N° 1 y COLUMNA N° 4 DEL PISO 1 :
PARA Lo :
Lo = 67 cm a) 40 Cm = 40 Cmb) 67 Cm = 67 Cmc) 500 mm = 50 Cm
9 φ
3/8
" @ 3
0
PARA So :
400
Cm
400
Cm267 Cm
a) 13 Cm = 13 Cmb) 6 x 1" = 15 Cmc) 100 mm = 10 Cm
Lo = 67 cm
COLUMNA N° 1 y COLUMNA N° 4 DEL PISO 4 AL PISO 7 :
PARA Lo :
Lo = 58 cm a) 40 Cm = 40 Cmb) 58 Cm = 58 Cmc) 500 mm = 50 Cm
8 φ
3/8
" @ 3
0
PARA So :
350
Cm
350
Cm233 Cm
a) 13 Cm = 13 Cmb) 6 x 1" = 15 Cmc) 100 mm = 10 Cm
1 φ
3/8
" @
5 +
6 φ
3/
8" @
10
1 φ
3/8
" @
5 +
6 φ
3/
8" @
10
1 φ
3/8
" @
5 +
5 φ
3/
8" @
10
350
Cm
8 φ
3/8
" @ 3
0
350
Cm
Lo = 58 cm
1 φ
3/8
" @
5 +
5 φ
3/
8" @
10
CALCULO DE ACERO DE ESTRIBOS EN COLUMNAS :
COLUMNA N° 2 y COLUMNA N° 3 DEL PISO 1 :
PARA Lo :
Lo = 67 cm a) 50 Cm = 50 Cmb) 67 Cm = 67 Cmc) 500 mm = 50 Cm
9 φ
3/8
" @ 3
0
PARA So :
217 Cm
a) 17 Cm = 17 Cmb) 6 x 1" = 15 Cmc) 100 mm = 10 Cm
Lo = 67 cm
COLUMNA N° 2 y COLUMNA N° 3 DEL PISO 4 AL PISO 7 :
PARA Lo :
Lo = 58 cm a) 50 Cm = 50 Cmb) 58 Cm = 58 Cmc) 500 mm = 50 Cm
8 φ
3/8
" @ 3
0
PARA So :
233 Cm
a) 17 Cm = 17 Cmb) 6 x 1" = 15 Cmc) 100 mm = 10 Cm
1 φ
3/8
" @
5 +
6 φ
3/
8" @
10
1 φ
3/8
" @
5 +
6 φ
3/
8" @
10
1 φ
3/8
" @
5 +
5 φ
3/
8" @
10
8 φ
3/8
" @ 3
0
Lo = 58 cm
1 φ
3/8
" @
5 +
5 φ
3/
8" @
10
φ A (mm2)8mm 50 3/8'' 71 1/2'' 129 5/8'' 200 3/4'' 284 7/8'' 3871'' 510
Ancho mínimo de vigaØ Para 2 Ø por Ø adic cm
3/8'' 172 35 0.95 1/2'' 175 38 1.27 5/8'' 178 41 1.59 3/4'' 181 44 1.911'' 187 50 2.54
177.875
177.875