1. 2. ANÁLISIS SISMICO
2.1. CÁLCULO DE LA CORTANTE BASAL SEGÚN LA NORMA E030:
Datos Técnicos :
f'c = 21 MPa
f'm = 6.4 MPa (King Kong Industrial)
fy = 420 MPa
Para la ciudad de Huaraz Zona 3 :
Z = 0.4
U = 1
S = 1.4
Tp = 0.9
Rd = 6
C = 2.5*(Tp/T)^1.25 ....... ( 1 ) ( C < 2.5 )
T = hn/CT ....... ( 2 )
Donde :
hn = Altura total del Edificio = 10.10 m.
CT = Coeficiente edif. Albañileria = 60
Reemplazando valores en la Ec. (1)
T = 0.1683
Reemplazando valores en la Ec. (2)
C = 20.32499705
Como C < 2.5 , entónces C = 2.5 C = 2.5
Z*U*S*C
Rd
V = 0.233 * P ......(a )
Longitud de muros:
MURO LX-X MURO LY-Y
X1 5.48 Y1 4.80
X2 2.8 Y2 1.92
X3 2.8 Y3 3.80
X4 2.8 Y4 4.80
X5 4.12 Y5 3.72
X6 2 Y6 1.92
X7 4.12 Y7 1.92
X8 2 Y8 3.72
X9 2.8 Y9 3.72
X10 2.8 Y10 2.40
X11 2.8 Y11 3.48
X12 5.48 Y12 3.72
LTOTAL 40 39.92
2.1.1. Verificando Area necesaria de muros
Am Z*U*S*N ( N = # de Pisos del edificio )
Ap 140
Am
Ap
> 0.016
V = * P
EJE X-X EJE Y-Y
>
2. En la dirección del eje X-X
Amx = 5200
Ap = Lt * At = 143.8864
36.1396 > 0.016 ...OK!
En la dirección del eje Y-Y
Amx = 5189.60
36.0673 > 0.016 ...OK!
2.1.2. Metrado de cargas
Las partidas a considerar son :
CODIGO UNID. CARGA
P1 MN/mm3 0.000024
P2 Mpa 0.001000
P3 Mpa 0.002850
P4 Mpa 0.002100
P5 Mpa 0.002000
P6 Mpa 0.000500
P7 S/C Asotea Mpa 0.001000
P8 S/C Escalera Mpa 0.004000
P9 Ventana Mpa 0.000200
X1 0.0113 269280.0000 313200 0.0014 0.0000 0.0002 582480.013
X2 0.0113 269280.0000 313200 0.0014 0.0000 0.0002 582480.013
X3 0.0147 269280.0000 383400 0.0000 0.0014 0.0001 652681.416
X4 0.0056 269280.0000 264600 0.0023 0.0000 0.0003 533880.008
X5 0.0160 269280.0000 383400 0.0000 0.0000 0.0000 652681.416
X6 0.0144 269280.0000 448200 0.0019 0.0081 0.0000 717480.024
X7 0.0144 269280.0000 340200 0.0000 0.0028 0.0000 609480.017
X8 0.0144 269280.0000 448200 0.0019 0.0044 0.0000 717480.021
X9 0.0144 269280.0000 340200 0.0000 0.0000 0.0000 609480.014
X10 0.0141 269280.0000 340200 0.0000 0.0000 0.0000 609480.014
X11 0.0141 269280.0000 367200 0.0000 0.0000 0.0000 636480.014
X12 0.0113 269280.0000 313200 0.0019 0.0000 0.0002 582480.013
Y1 0.0245 269280.0000 464400 0.0000 0.0000 0.0000 733680.024
Y2 0.0245 269280.0000 464400 0.0000 0.0000 0.0000 733680.024
Y3 0.0245 269280.0000 550800 0.0043 0.0000 0.0000 820080.029
Y4 0.0245 269280.0000 550800 0.0043 0.0000 0.0000 820080.029
Y5 0.0235 269280.0000 550800 0.0000 0.0000 0.0000 820080.024
Y6 0.0235 269280.0000 550800 0.0000 0.0000 0.0000 820080.024
Y7 0.0245 269280.0000 550800 0.0000 0.0000 0.0000 820080.024
Y8 0.0245 269280.0000 1063800 0.0026 0.0000 0.0000 1333080.027
Y9 0.0245 269280.0000 464400 0.0034 0.0000 0.0000 733680.028
Y10 0.0100 269280.0000 210600 0.0009 0.0000 0.0000 479880.011
Y11 0.0245 269280.0000 464400 0.0000 0.0000 0.0000 733680.024
Y12 0.0245 269280.0000 464400 0.0000 0.0000 0.0000 733680.024
2.1.3. Cargas Axiales Totales en Muros :
PESO
VENTANA
Pm
PESO
Tabique
PESO
Ventana
Pm
Dirección Y-Y
MURO PESO MURO PESO COL.
PESO
VIGA
PESO
PARAPETO
PESO
TABIQUE
P9 Losa Macisa = P1*e MPa 0.003120
Dirección X-X
MURO PESO MURO PESO COL.
PESO
VIGA
PESO
Parapeto
S/C(Efecto de sismo) 25%
P7 Losa Armada 25% S/C = P1*e+P2+P6 MPa 0.004620
P8 Losa Armada 100% S/C = P1*e+P2+P5 MPa 0.006120
PARTIDA
Concreto Armado
Acabados
Muro de Albañileria Tarraqjeado
Alfeizar y parapetos (tarrajeado)
S/C (Viviendas)
LTOTAL X-X * t =
Amx/Ap =
LTOTAL Y-Y * t =
Amx/Ap =
3. X1 7087200 22112.0640 582480.01 604592.08 2418368.31 3394.6776
X2 6018000 18776.1600 582480.01 601256.17 2405024.69 6607.2107
X3 7368000 22988.1600 652681.42 675669.58 2702678.30 7424.9404
X4 4893000 15266.1600 533880.01 549146.17 2196584.67 6034.5733
X5 2553600 7967.2320 652681.42 660648.65 2642594.59 4933.8958
X6 7093000 22130.1600 717480.02 739610.18 2958440.74 11378.6182
X7 2553600 7967.2320 609480.02 617447.25 2469789.00 4611.2565
X8 6593000 20570.1600 717480.02 738050.18 2952200.72 11354.6182
X9 4893000 15266.1600 609480.01 624746.17 2498984.70 6865.3426
X10 6018000 18776.1600 609480.01 628256.17 2513024.70 6903.9140
X11 7368000 22988.1600 636480.01 659468.17 2637872.70 7246.9030
X12 7087200 22112.0640 582480.01 604592.08 2418368.31 3394.6776
S 69525600.0000 30813931.42
Y1 3868200 12068.7840 733680.02 745748.81 2982995.2338 4780.4411
Y2 705600 2201.4720 733680.02 735881.50 2943525.9858 11792.9727
Y3 705600 2201.4720 820080.03 822281.50 3289126.0029 6658.1498
Y4 3868200 12068.7840 820080.03 832148.81 3328595.2509 5334.2873
Y5 7668000 23924.1600 820080.02 844004.18 3376016.7341 6981.0106
Y6 4857200 15154.4640 820080.02 835234.49 3340937.9501 13385.1681
Y7 4857200 15154.4640 820080.02 835234.49 3340937.9538 13385.1681
Y8 7668000 23924.1600 1333080.03 1357004.19 5428016.7481 11224.1868
Y9 3207600 10007.7120 733680.03 743687.74 2974750.9595 6151.2634
Y10 2847600 8884.5120 479880.01 488764.52 1955058.0915 6266.2118
Y11 4719200 14723.9040 733680.02 748403.93 2993615.7138 6617.1877
Y12 3207600 10007.7120 733680.02 743687.74 2974750.9458 6151.2633
S 48180000.0000 38928327.57
S X,Y 69742258.99
2.1.4. Cargas Axiales Totales en Muros :
X1 7087200 32742.8640 ########## 615222.88 2460891.51 3454.3676
X2 6018000 27803.1600 ########## 610283.17 2441132.69 6706.4085
X3 7368000 34040.1600 ########## 686721.58 2746886.30 7546.3909
X4 4893000 22605.6600 ########## 556485.67 2225942.67 6115.2271
X5 2553600 11797.6320 ########## 664479.05 2657916.19 4962.5022
X6 7093000 32769.6600 ########## 750249.68 3000998.74 11542.3028
X7 2553600 11797.6320 ########## 621277.65 2485110.60 4639.8630
X8 6593000 30459.6600 ########## 747939.68 2991758.72 11506.7643
X9 4893000 22605.6600 ########## 632085.67 2528342.70 6945.9964
X10 6018000 27803.1600 ########## 637283.17 2549132.70 7003.1118
X11 7368000 34040.1600 ########## 670520.17 2682080.70 7368.3536
X12 7087200 32742.8640 ########## 615222.88 2460891.51 3454.3676
S 7807771.26 31231085.02
( Con 25% de S/C )
Dirección X-X
MURO Area tributaria
Carga Losa
Pl
Pm
Carga Tipico
W = Pl+Pm
Carga acum.
P= 4*W (Tn)
s =P/(t*L)
(Tn/m2)
s =P/(t*L)
(Tn/m2)
Dirección Y-Y
MURO
Area
tributaria(mm2)
Carga Losa
Pl
Pm
Carga Tipico
W = Pl+Pm
Carga acum.
P= 4*W (Tn)
s =P/(t*L)
(Tn/m2)
( Sin S/C )
Dirección X-X
MURO
Area
tributaria(mm2)
Carga Losa Pl Pm
Carga tipico
W=P1 + Pm
Carga acum. P=
4*W (Tn)
4. Y1 3868200 17871.0840 733680.02 751551.11 3006204.43 4817.64
Y2 705600 3259.8720 733680.02 736939.90 2947759.59 11809.93
Y3 705600 3259.8720 820080.03 823339.90 3293359.60 6666.72
Y4 3868200 17871.0840 820080.03 837951.11 3351804.45 5371.48
Y5 7668000 35426.1600 820080.02 855506.18 3422024.73 7076.15
Y6 4857200 22440.2640 820080.02 842520.29 3370081.15 13501.93
Y7 4857200 22440.2640 820080.02 842520.29 3370081.15 13501.93
Y8 7668000 35426.1600 1333080.03 1368506.19 5474024.75 11319.32
Y9 3207600 14819.1120 733680.03 748499.14 2993996.56 6191.06
Y10 2847600 13155.9120 479880.01 493035.92 1972143.69 6320.97
Y11 4719200 21802.7040 733680.02 755482.73 3021930.91 6679.78
Y12 3207600 14819.1120 733680.02 748499.14 2993996.55 6191.06
S 9804351.89 39217407.57
S X,Y 17612123.15
2.1.5. Cargas Axiales Totales en Muros :
s =P/(t*L)
X1 1.075 0.075 7087200 43373.664 582480.013 625853.68 2503414.71 3514.0577 2691170.81 187756.10
X2 6.375 0.075 6018000 36830.160 582480.013 619310.17 2477240.69 6805.6063 15792409.40 185793.05
X3 8.625 0.075 7368000 45092.160 652681.416 697773.58 2791094.30 7667.8415 24073188.37 209332.07
X4 14.625 0.075 4893000 29945.160 533880.008 563825.17 2255300.67 6195.8810 32983772.32 169147.55
X5 8.725 2.725 2553600 15628.032 652681.416 668309.45 2673237.79 4991.1086 23323999.73 7284572.98
X6 1.325 4.225 7093000 43409.160 717480.024 760889.18 3043556.74 11705.9875 4032712.68 12859027.22
X7 6.125 4.225 2553600 15628.032 609480.017 625108.05 2500432.20 4668.4694 15315147.21 10564326.03
X8 1.325 5.975 6593000 40349.160 717480.021 757829.18 3031316.72 11658.9105 4016494.66 18112117.42
X9 6.125 5.975 4893000 29945.160 609480.014 639425.17 2557700.70 7026.6503 15665916.77 15282261.67
X10 13.925 5.975 6018000 36830.160 609480.014 646310.17 2585240.70 7102.3096 35999476.70 15446813.16
X11 8.625 8.775 7368000 45092.160 636480.014 681572.17 2726288.70 7489.8041 23514240.01 23923183.31
X12 1.075 10.125 7087200 43373.664 582480.013 625853.68 2503414.71 3514.0577 2691170.81 25347073.93
S 31648238.62 200099699.46 129571404.49
s =P/(t*L)
Y1 0.075 2.150 3868200 23673.3840 733680.02 757353.4085 3029413.63 4854.8295 227206.02 6513239.31
Y2 0.075 8.050 705600 4318.2720 733680.02 737998.2965 2951993.19 11826.8958 221399.49 23763545.15
Y3 3.725 2.150 705600 4318.2720 820080.03 824398.3007 3297593.20 6675.2899 12283534.68 7089825.39
Y4 3.725 8.050 3868200 23673.3840 820080.03 843753.4127 3375013.65 5408.6757 12571925.85 27168859.89
Y5 7.375 2.150 7668000 46928.1600 820080.02 867008.1835 3468032.73 7171.2836 25576741.41 7456270.38
Y6 7.375 8.050 4857200 29726.0640 820080.02 849806.0875 3399224.35 13618.6873 25069279.58 27363756.02
Y7 11.525 2.150 4857200 29726.0640 820080.02 849806.0885 3399224.35 13618.6873 39176060.68 7308332.36
Y8 11.525 8.050 7668000 46928.1600 1333080.03 1380008.1870 5520032.75 11414.4598 63618377.42 44436263.62
Y9 15.175 2.150 3207600 19630.5120 733680.03 753310.5399 3013242.16 6230.8564 45725949.77 6478470.64
Y10 15.175 5.100 2847600 17427.3120 479880.01 497307.3229 1989229.29 6375.7349 30186554.50 10145069.39
Y11 15.175 8.050 4719200 28881.5040 733680.02 762561.5285 3050246.11 6742.3654 46287484.78 24554481.22
Y12 15.175 8.050 3207600 19630.5120 733680.02 753310.5365 3013242.15 6230.8564 45725949.56 24256599.27
S 39506487.57 346670463.75 216534712.63
S X,Y 71154726.19 546770163.21 346106117.13
scritico = 13618.6873 Tn/m2
scritico = 1361.87 Kg/cm2 < 0.15*f^m
1361.87 Kg/cm4 < 0.9600 OK!
Pi*YiPi*Xi
Pi*Yi
Dirección Y-Y
MURO
Xi(mm
)
Yi(mm) Area tributaria
Carga Losa
Pl
Pm
Carga Tipico W =
Pl+Pm
Carga acum. P= 4*W
(Tn)
( Con 100% de S/C )
Dirección X-X
Muro
Xi(mm
)
Yi(mm) Area tributaria
Carga Losa
Pl
Pm
Carga Tipico W =
Pl+Pm
Carga acum. P=4*W
(Tn)
Dirección Y-Y
MURO Area tributaria
Carga Losa
Pl
Pm
Carga Tipico
W = Pl+Pm
Carga acum.
P= 4*W (Tn)
s =P/(t*L)
(Tn/m2)
Pi*Xi
5. 2.1.6. Cálculo de la Posición del Centro de Gravedad :
Xcg = S Pi*Xi/S Pi = 7.68 m.
Ycg = S Pi*Yi/S Pi = 4.86 m.
De lo calculado anteriormente (Ec. a ) se tiene :
V = 0.233 *P
SW = 17612123.1476 Tn
Como para el metrado de cargas inicial se omitió el peso de la escalera, se procederá al metrado del mismo :
cos a = 0.82
tn = 0.240
Peso Graderia : 2.349 Tn
Peso descanso : 0.900 Tn
PE = 3.249 Tn
P = (S W + PE)*N° Pisos
P = ########## Tn
V = 16437984.64 Tn ( Cortante Basal )
(Notese que el peso de un nivel tipico para efectos de ANÁLISIS
SISMICO, se a obtenido con el 25% de S/C y mas no con el 100 %)
α
cos α =0.82
0.25
0.175
CP=0.175
P=0,25
te=0.125
P/2 α
α
CP/2
tn =CP/2 + te/cos α
6. 2.2. CALCULO DE FUERZAS CORTANTES EN CADA NIVEL :
NIVEL Pi (Tn) hi (m) Pi*hi Fi (Tn) Vi (Tn) Xcg (m) Ycg (m)
4 ####### 10.10 ########## 6575193.85 6575193.85 7.68 4.86
3 ####### 7.58 ########## 4931395.39 11506589.25 7.68 4.86
2 ####### 5.05 88941238.31 3287596.93 14794186.17 7.68 4.86
1 ####### 2.53 44470619.15 1643798.46 16437984.64 7.68 4.86
S ####### ##########
Pi*hi
S Pi*hi
Donde :
hi = Altura del piso respecto a la base del edificio
Pi = Peso del piso respectivo
H = Cortante Basal
Fi = * H
1
F 3=39.51 Tn
F 1=13.17 Tn
F 2=26.34 Tn
3
2
F 4=52.67 Tn
4
1
332 .52 Tn-m
1
92.18Tn
131.69 Tn
118.52 Tn
3
2
52.67Tn
4
132 .99 Tn-m
299 .26 Tn-m
232 .75 Tn-m
3
2
4
FUERZAS Fi (Tn) CORTANTES Vi (Tn) MOMENTOS M(Tn-m)
