Albañileria Cpuc
Albañileria Cpuc
Albañileria Cpuc
𝝈𝒎=𝑷𝒎"
" /(𝑳∙𝒕)
𝝈𝒎=𝑷𝒎"
"PISO
/(𝑳∙𝒕)1
N° de
Área Peso Peso Peso pisos en
Espesor propio aligerado acabados+
Muro (m) Longitud (m) tributaria muros h=0.2 Tabiquería los que
(m2) (ton) (ton) (ton) esta el
muro
PISO 2
PISO 3
PISO 2
Dirección "X" Dirección "Y"
Muro Muro Muro
t=0.14 m t=0.24 m t=0.14 m t=0.24 m
X 1 1.84 Y 1 9.90 X 1
X 2 1.60 Y 2 3.05 X 2
X 3 2.7 Y 3 6.80 X 3
X 4 3.4 X 4
X 5 3.9 X 5
Totales 3.44 10.00 Totales 16.70 3.05 Totales
PISO 2 PISO 2
EJE X EJE X
0.0338 > 0.0216 OK 0.0338 >
EJE Y EJE Y
0.0353 > 0.0216 OK 0.0353 >
𝟎.𝟏𝟓𝒇
′𝒎
Peso Carga Esfuerzo
parapeto ó muerta Carga viva total
tabique (ton)
(ton) (ton) (ton/m2)
PISO 3
Dirección "X" Dirección "Y"
Muro
t=0.14 m t=0.24 m t=0.14 m t=0.24 m
1.84 Y 1 9.90
1.60 Y 2 3.05
2.7 Y 3 6.80
3.4
3.9
3.44 10.00 Totales 16.70 3.05
PISO 2
EJE X
0.0216 OK
EJE Y
0.0216 OK
91.21
𝝈𝒎=𝑷𝒎 " 110.20𝟎.𝟐𝒇′𝒎[𝟏−(𝒉/𝟑𝟓𝒕)^𝟐
90.00 ] 𝟎.𝟏𝟓𝒇′𝒎
" /(𝑳∙𝒕)
CALCULO DEL CENTRO DE MASA DE LA EDIFICACIÓN
PISO 1
Altura de muros : 2.4 m
Peso específico de albañileria : 1.9 ton/m3
Altura de parapetos : 1.2 m
Peso específico de parapeto: 1.4 ton/m3
Altura de columna : 2.7 m
Peso especifico de concreto : 2.4 ton/m3
X CM = 3.965 m
Y CM = 5.785 m
PISO 2
Altura de muros : 2.4 m
Peso específico de albañileria : 1.9 ton/m3
Altura de parapetos : 1m
Peso específico de parapeto: 1.4 ton/m3
Altura de columna : 2.7 m
Peso especifico de concreto : 2.4 ton/m3
X CM = 3.882 m
Y CM = 5.831 m
PISO 3
Altura de muros : 2.4 m
Peso específico de albañileria : 1.9 ton/m3
Altura de parapetos : 1m
Peso específico de parapeto: 1.4 ton/m3
Altura de columna : 2.7 m
Peso especifico de concreto : 2.4 ton/m3
X CM = 3.882 m
Y CM = 5.831 m
Y Peso*X Peso*Y
0.08 9.23 0.09
2.08 0.88 2.27
4.93 4.16 15.16
4.93 25.39 19.09
7.18 8.67 31.90
6.95 0.51 47.06
3.53 13.13 12.26
3.40 38.02 15.81
0.08 3.23 0.05
1.25 1.41 0.47
2.08 1.34 1.06
9.63 4.74 6.96
11.83 1.67 10.37
0.38 1.47 0.09
4.48 3.10 2.82
7.6 0.65 2.30
6.35 0.94 8.96
8.13 10.84 10.77
9.63 2.73 5.82
9.93 6.56 17.26
5.82 183.45 260.46
312.00 468.66
CALCULO DEL CENTRO DE RIGIDECES
PISO 1
Altura de muros : 2.4 m
Resistencia albañileria (f'm) : 60 kg/cm2
Elasticidad albañileria (Em) : 30000 kg/cm2
PISO 1
Muro t (m) L(m) X Y Kx Ky
X 1 0.24 2.00 7.33 0.08 684.93 0.00
X 2 0.24 1.80 0.80 2.08 534.07 0.00
X 3 0.24 3.1 1.35 4.93 1723.02 0.00
X 4 0.24 3.4 6.55 4.93 2042.83 0.00
X 5 0.24 4.3 1.95 7.18 3038.10 0.00
X 6 0.24 3.4 6.45 9.63 2042.83 0.00
Y 1 0.14 9.90 0.08 6.95 0.00 5355.36
Y 2 0.24 3.05 3.78 3.53 0.00 1670.70
Y 3 0.14 6.80 8.18 3.40 0.00 3401.68
Y 4 0.24 1.2 3.78 11.30 0.00 189.47
Y 5 0.24 1.45 3.78 7.78 0.00 311.64
Y 6 0.14 1.2 8.18 9.10 0.00 110.53
10065.77 11039.38
X CR = 3.380 m
Y CR = 6.077 m
PISO 2
Altura de muros : 2.4 m
Resistencia albañileria (f'm) : 60 kg/cm2
Elasticidad albañileria (Em) : 30000 kg/cm2
PISO 2
Kx*Y Ky*X Muro t (m) L(m) X Y
51.37 0.00 X 1 0.14 1.84 7.33 0.08
1108.19 0.00 X 2 0.14 1.60 0.80 2.08
8485.87 0.00 X 3 0.24 2.7 1.35 4.93
10060.93 0.00 X 4 0.24 3.4 6.55 4.93
21798.35 0.00 X 5 0.24 3.9 1.95 7.18
19662.21 0.00 Y 1 0.14 9.9 0.08 6.95
0.00 401.65 Y 2 0.24 3.05 3.78 3.53
0.00 6306.88 Y 3 0.14 6.8 8.18 3.40
0.00 27808.75
0.00 715.26
0.00 1176.44
0.00 903.55
61166.91 37312.54
X CR = 3.310 m
Y CR = 5.474 m
PISO 3
Altura de muros :
Resistencia albañileria (f'm) :
Elasticidad albañileria (Em) :
PISO 2 PIS
Kx Ky Kx*Y Ky*X Muro t (m) L(m)
328.39 0.00 24.63 0.00 X 1 0.14 1.84
233.33 0.00 484.17 0.00 X 2 0.14 1.60
1314.83 0.00 6475.54 0.00 X 3 0.24 2.7
2042.83 0.00 10060.93 0.00 X 4 0.24 3.4
2591.48 0.00 18593.88 0.00 X 5 0.24 3.9
0.00 5355.36 0.00 401.65 Y 1 0.14 9.9
0.00 1670.70 0.00 6306.88 Y 2 0.24 3.05
0.00 3401.68 0.00 27808.75 Y 3 0.14 6.8
6510.87 10427.74 35639.13 34517.28
X CR = 3.310 m
Y CR = 5.474 m
2.4 m
60 kg/cm2
30000 kg/cm2
PISO 3
X Y Kx Ky Kx*Y Ky*X
7.33 0.08 328.39 0.00 24.63 0.00
0.80 2.08 233.33 0.00 484.17 0.00
1.35 4.93 1314.83 0.00 6475.54 0.00
6.55 4.93 2042.83 0.00 10060.93 0.00
1.95 7.18 2591.48 0.00 18593.88 0.00
0.08 6.95 0.00 5355.36 0.00 401.65
3.78 3.53 0.00 1670.70 0.00 6306.88
8.18 3.40 0.00 3401.68 0.00 27808.75
6510.87 10427.74 35639.13 34517.28
4. CÁLCULO DEL PESO TOTAL DEL EDIFICIO
Peso de
PISO muros Peso de muros Peso de Peso de losa Peso de
no portantes alfeizares aligerada acabados
portantes
1 37.882 6.685 3.117 24.393 20.328
2 28.653 6.685 3.117 24.393 20.328
3 28.653 6.685 3.117 24.393 20.328
Z = 0.35
U = 1.00
C = 2.50
S = 1.15
R = 6.00
N° Pisos = 3.00
Área = 81.31 m2
(𝑃𝑖∗ℎ𝑖)/
PISO Pi hi pi*hi Fi
(∑▒ 〖𝑃𝑖
1 110.613 2.600 287.593 ∗ℎ𝑖〗 ) 0.181 9.446
2 101.383 5.200 527.193 0.332 17.316
3 99.350 7.800 774.934 0.487 25.453
1589.719 1.000 52.215
MOMENTOS TORSORES
SISMO X
Y (mayor
Pisos Ycm Ycr e Mt1
edificación)
Piso 1 5.785 6.077 0.292 11.9 46.31
Piso 2 5.831 5.474 -0.357 11.9 10.18
Piso 3 5.831 5.474 -0.357 11.9 6.06
PISO 2
V2 = 42.769
SISMO X
Muro Kx Vt Y d Y Kx*dY2
X 1 328.394 2.157 0.08 5.399 9571.692
X 2 233.333 1.533 2.08 3.399 2695.419
X 3 1314.830 8.637 4.93 0.549 395.993
X 4 2042.827 13.419 4.93 0.549 615.247
X 5 2591.481 17.023 7.18 -1.701 7500.014
Y 1 0.000 0.000 6.95 0.000 0.000
Y 2 0.000 0.000 3.53 0.000 0.000
Y 3 0.000 0.000 3.40 0.000 0.000
6510.865 20778.366
PISO 3
V3 = 25.453
SISMO X
Muro Kx Vt Y d Y Kx*dY2
X 1 328.394 1.284 0.08 5.399 9571.692
X 2 233.333 0.912 2.08 3.399 2695.419
X 3 1314.830 5.140 4.93 0.549 395.993
X 4 2042.827 7.986 4.93 0.549 615.247
X 5 2591.481 10.131 7.18 -1.701 7500.014
Y 1 0.000 0.000 6.95 0.000 0.000
Y 2 0.000 0.000 3.53 0.000 0.000
Y 3 0.000 0.000 3.40 0.000 0.000
6510.865 20778.366
Total
Peso de Peso de carga Total
columnas vigas carga viva peso total
muerta
6.864 7.278 106.547 16.262 110.613
6.864 7.278 97.318 16.262 101.383
6.864 7.278 97.318 8.131 99.350
311.346
Vi
52.215
42.769
25.453
SISMO Y
X (mayor
Mt2 Pisos Xcm Xcr e
edificación)
-15.82 Piso 1 3.965 3.380 -0.585 8.25
-40.71 Piso 2 3.882 3.310 -0.571 8.25
-24.23 Piso 3 3.882 3.310 -0.571 8.25
-28.38 -32.68
-22.68 -26.21
-13.50 -15.60
2.774
4.078
RESISTENCIA AL AGRIETAMIENTO DIAGONAL
v'm 80 ton/m2 0.01f'm 6 ton/m2
f'm 600 ton/m2 0.05f'm 30 ton/m2
PISO 1 SISMO X-X
MURO L(m) t(m) Pg (ton) Ve (ton) Me (ton*m) α Vm (ton) 0.55Vm (ton)𝑉_𝑒≤ 〖 0.55 𝑉 〗
_𝑚
X1 1.84 0.14 8.512 2.272 9.421 0.44 6.529 3.591
X2 1.60 0.14 4.638 1.584 6.569 0.39 4.523 2.488
X3 2.70 0.24 12.155 8.684 36.014 0.65 19.670 10.819
X4 3.40 0.24 21.338 13.491 55.954 0.82 31.666 17.416
X5 3.90 0.24 17.981 18.161 75.321 0.94 39.343 21.638
101.732 55.952
SISMO Y-Y
Y1 9.9 0.14 17.251 21.965 91.096 1.00 59.408 32.674
Y2 3.05 0.24 11.906 6.981 28.954 0.74 24.271 13.349
Y3 6.8 0.14 13.184 16.702 69.269 1.00 41.112 22.612
124.791
PRIMER PISO
c1 c2 c1 c2 c1 c2
X-1 X-2 X-3
Exterior Exterior Exterior Exterior Exterior Exterior
Pg (ton) 15.63 9.20 18.00
Vm1 (ton) 11.7528090325488 8.84519320894311 18.4684313597895
Mu1 (ton*m) 55.3178256390441 40.8862699298471 120.811647424242
t (m) 0.24 0.24 0.24 0.24 0.24 0.24
L (m) 1.84 1.60 2.70
Lm (m) 1.84 1.60 2.70
h (m) 2.4 2.4 2.4
Nc 2 2 2
Pgt(ton) 19.83 25.93 25.93
lt (m) 0.5 0.73 1.29
Lt (m) 6.80 9.90 9.90
M (ton*m) 41.2144547999855 30.2720380791154 98.6495297924946
F (ton) 22.399 18.920 36.537
Pc (ton) 7.813818 4.60057 9.000415
Pt (ton) 1.4579720588 1.9121804343 3.3790585758
T (ton) 14.585 13.127 12.407 14.319 24.157 27.536
C (ton) 30.213 30.213 23.521 23.521 45.537 45.537
Vc (ton) 5.876 5.876 4.423 4.423 9.234 9.234
C1 C2 C3 C4
DISEÑO DE COLUMNAS DE CONFINAMIENTO
Ast (cm2)
4.1 3.7 3.5 4.0 6.8 7.7
Asf (cm2) 2.1 2.1 1.5 1.5 3.2 3.2
As (cm2) 6.1 5.735 5.0 5.560 10.0 10.9
Estribos 3/8" 1@5 cm, 4@10 cm, 3/8" 1@5 cm, 4@10 cm, 3/8" 1@5 cm, 4@10 cm,
resto@25 cm resto@25 cm resto@25 cm
2DO PISO
c1 c2 c1 c2 c1 c2
Descripción X-1 X-2 X-3
Exterior Exterior Exterior Exterior Exterior Exterior
Pg (ton) 8.51 4.64 12.16
Vu (ton) 5.9702228265318 4.3133148775281 17.3671257086193
Mu (ton*m) 24.7605221544172 17.888767586595 72.0273117706433
t (m) 0.14 0.14 0.14 0.14 0.24 0.24
L (m) 1.84 1.60 2.70
Lm (m) 1.84 1.60 2.70
h (m) 2.40 2.40 2.40
Nc 2 2 2
Pg t(ton) 13.18 17.25 17.25
lt (m) 0.5 0.73 1.29
Lt (m) 6.80 9.9 9.90
F (ton) 13.457 11.180 26.677
Pc (ton) 4.255957 2.31893 6.07761
Pt (ton) 0.9693955882 1.2720279495 2.2478302121
T (ton) 9.201 8.231 7.590 8.862 18.351 20.599
C (ton) 17.713 17.713 13.499 13.499 32.754 32.754
C1 C2 C3 C4
SEÑO DE COLUMNAS DE CONFINAMIENTO
As (cm2) 2.4 2.2 2.0 2.3 4.9 5.4
As usar (cm2) 2.840 2.840 2.840 2.840 5.080 7.920
4 ø 3/8'' 4 ø 3/8'' 4 ø 3/8'' 4 ø 3/8'' 4 ø 1/2'' 4 ø 5/8''
δ 0.80 1.00 1.00 0.80 1.00 0.80
An (cm2) 96.5 77.8 44.1 54.4 147.7 102.7
Dimensiones de la 14.0 14.0 14.0 14.0 24.0 24.0
columna a usar (cm)
25.0 25.0 25.0 25.0 25.0 25.0
Ac usar (cm2) 350.0 350.0 350.0 350.0 600.0 600.0
Estribos 3/8" 1@5cm, 4@10cm, 3/8" 1@5cm, 4@10cm, resto 3/8" 1@5cm, 4@10cm, resto
resto 25 cm 25 cm 25 cm
Estribos 3/8" 1@5cm, 4@10cm, 3/8" 1@5cm, 4@10cm, resto 3/8" 1@5cm, 4@10cm, resto
resto 25 cm 25 cm 25 cm
3er PISO
c1 c2 c1 c2 c1 c2
Descripción X-1 X-2 X-3
Exterior Exterior Exterior Exterior Exterior Exterior
Pg (ton) 4.19 2.29 6.01
Vu (ton) 3.55305492516712 2.56698034808538 10.3356865108589
Mu (ton*m) 9.23794280543452 6.67414890502198 26.8727849282331
t (m) 0.14 0.14 0.14 0.14 0.24 0.24
L (m) 1.84 1.60 2.70
Lm (m) 1.84 1.60 2.70
h (m) 2.40 2.40 2.40
Nc 2 2 2
Pgt(ton) 6.54 8.57 8.57
lt (m) 0.5 0.73 1.29
Lt (m) 6.80 9.90 9.90
F (ton) 5.021 4.171 9.953
Pc (ton) 2.094541 1.14509 3.00393
Pt (ton) 0.4808191176 0.6318754646 1.1166018485
T (ton) 2.926 2.445 2.394 3.026 5.832 6.949
C (ton) 7.115 7.115 5.316 5.316 12.957 12.957
C1 C2 C3 C4
DISEÑO DE COLUMNAS DE CONFINAMIENTO
As (cm2) 0.8 0.6 0.6 0.8 1.5 1.8
As usar (cm2) 2.840 2.840 2.840 2.840 2.840 2.840
4 ø 3/8'' 4 ø 3/8'' 4 ø 3/8'' 4 ø 3/8'' 4 ø 3/8'' 4 ø 3/8''
δ 0.80 1.00 1.00 0.80 1.00 0.80
An (cm2) -9.5 -7.0 -21.4 -27.5 39.7 48.9
14.0 14.0 14.0 14.0 24.0 24.0
Dimensiones de la
columna a usar (cm)
25.0 25.0 25.0 25.0 25.0 25.0
Ac usar (cm2) 350.0 350.0 350.0 350.0 600.0 600.0
An usar (cm2)
210.0 210.0 210.0 210.0 420.0 420.0
As min (cm2) 1.75 1.75 1.75 1.75 3.00 3.00
Estribos 3/8" 1@5cm, 4@10cm, 3/8" 1@5cm, 4@10cm, resto 3/8" 1@5cm, 4@10cm, resto
resto 25 cm 25 cm 25 cm
3/8" 1@5 cm, 4@10 cm, 3/8" 1@5 cm, 4@10 cm, 3/8" 1@5 cm, 4@10 cm, 3/8" 1@5 cm, 4@10 cm, resto@25 cm
resto@25 cm resto@25 cm resto@25 cm
c1 c2 c1 c2 c1 c5 c2 c3
X-4 X-5 Y-1
Exterior Exterior Exterior Exterior Exterior Interior
21.34 17.98 17.25
29.3657528422233 36.3227948679925 53.2459927111745
121.789654248701 150.642847540372 220.829041137289
0.24 0.24 0.24 0.24 0.14 0.14 0.14 0.14
3.40 3.90 9.90
3.40 3.90 4.95
2.40 2.40 2.40
2 2 5
13.18 17.25 4.64 12.16 17.98
1.17 1.71 0.45 0.78 1.08
6.80 9.90 1.60 2.70 3.90
35.820 38.626 22.306
10.66912 8.99027 3.450158
2.2683856765 2.979681909 1.304398125 3.511508 4.979226462
25.151 22.883 26.656 29.636 17.551 18.856 15.344 13.877
46.490 46.490 47.617 47.617 25.756 25.756 25.756 25.756
C5 C6 C7 C8 C9 C10
c1 c2 c1 c2 c1 c5 c2 c3
X-4 X-5 Y-1
Exterior Exterior Exterior Exterior Exterior Interior
10.52 8.89 8.57
17.4764218688155 21.6167618783045 31.6882538800905
45.4386968589203 56.2035808835917 82.3894600882354
0.24 0.24 0.24 0.24 0.14 0.14 0.14 0.14
3.40 3.90 9.90
3.40 3.90 4.95
2.40 2.40 2.40
2 2 5
6.54 8.57 2.29 6.01 8.89
1.17 1.71 0.45 0.78 1.08
6.80 9.90 1.60 2.70 3.90
13.364 14.411 8.322
5.25856 4.44251 1.713854
1.1251167353 1.480146636 0.644113125 1.735604 2.460467077
8.106 6.981 8.489 9.969 5.964 6.608 4.873 4.148
18.623 18.623 18.854 18.854 10.036 10.036 10.036 10.036
C5 C6 C7 C8 C9 C10
No se diseña No se diseña
0.3 0.3 6.0 6.0 5.9 7.1 por traccion por traccion
2.2 2.2 3.2 3.2 4.1 4.1 2.7 1.0
2.5 2.5 9.2 9.2 10.0 11.2 2.7 1.0
@5 cm, 4@10 cm, resto@25 cm 3/8" 1@5 cm, 4@10 cm, 3/8" 1@5 cm, 4@10 cm, resto@25 cm 3/8" 1@5 cm, 4@10 cm,
resto@25 cm resto@25 cm
c1 c2 c1 c4 c2 c3
Y-2 Y-3
Exterior Exterior Exterior Interior
11.91 13.18
16.1203050546616 38.1606339760141
66.8563271488114 158.26498448109
0.24 0.24 0.14 0.14 0.14
3.05 6.80
3.05 3.4
2.40 2.40
2 4
8.51 21.34
0.5 0.85
1.84 3.40
21.920 23.274
5.952865 3.295945
2.313020109 5.33456
15.967 15.967 17.665 19.978 #REF!
27.873 27.873 26.570 26.570 26.570
8.06 9.54
2.13 2.52
2.84 2.84
4 ø 3/8'' 4 ø 3/8''
500.0 500.0
2.5 2.5
3/8" 1@5cm, 4@10cm, 3/8" 1@5cm, 4@10cm, resto 25 cm
resto 25 cm
c1 c2 c1 c4 c2 c3
Y-2 Y-3
Exterior Exterior Exterior Interior
5.89 6.54
9.5936669256505 22.7105139013281
24.9435340066913 59.0473361434531
0.24 0.24 0.14 0.14 0.14
3.05 6.80
3.05 3.4
2.40 2.40
2 4
4.19 10.52
0.5 0.85
1.84 3.40
8.178 8.683
2.946745 1.634785
1.1383375 2.62928
5.231 5.231 5.910 7.049 #REF!
11.125 11.125 10.318 10.318 10.318
4.80 5.68
1.27 1.50
2.84 2.84
4 ø 3/8'' 4 ø 3/8''
500.0 500.0
2.5 2.5
3/8" 1@5cm, 4@10cm,
resto 25 cm 3/8" 1@5cm, 4@10cm, resto 25 cm
c2 c1 c2 c1 c2
Y-4 Y-5 Y-6
Exterior Exterior Exterior Exterior Exterior
2.35 3.46 1.88
5.85699987692308 8.55872972307692 3.53480326153846
7.08242428007966 11.648960976128 4.72980123247584
0.24 0.24 0.24 0.14 0.14
1.20 1.45 1.20
1.20 1.45 1.20
2.4 2.4 2.4
2 2 2
25.96 10.74
1.08 0.85
3.90 3.10
0.054024427771969 1.37848530843567 0.48803731862969
0.045 0.951 0.407
1.17408 1.72968 0.94188
7.188316615 2.94464129
-1.129 -7.967 -0.779 -0.535 -3.480
1.219 2.680 2.680 1.349 1.349
2.928 4.279 4.279 1.767 1.767
3/8" 1@5 cm, 4@10 cm, 3/8" 1@5 cm, 4@10 cm, 3/8" 1@5 cm, 4@10 cm,
resto@25 cm resto@25 cm resto@25 cm
DISEÑO DE ALFÉIZARES Y TABIQUES
Capacidad resistente de arriostres
f'c 175 kg/cm2 175 kg/cm2 175 kg/cm2
t 14 cm 14 cm 14 cm
f 15 cm 15 cm 25 cm
d 11 cm 11 cm 11 cm
As 0.5 2 de 8mm 0.71 2 de 3/8 1.42 4 de 8mm
T 2100 kgf 2982 kgf 5964 kgf
C(a) 2231.25 kgf 2231.25 kgf 3718.75 kgf
a 0.9 cm 1.3 cm 1.6 cm
Momento flector resistente
MR 19901 Kg-cm 27728 Kg-cm 54739 Kg-cm
2 de 8mm 2 de 3/8'' 4 de 8mm
Vc 810 kgf 810 kgf 1350 kgf
Diseño de alféizares
La longitud máxima de los alféizares es de 3.5 m correspondiente a las ventanas
Se empleara una columneta de arriostre a cada lado y al medio de la longitud.
Peso con tarrajeo Ya 0.0236 kg/cm2
Peso Conreto con tarrajeo Yc 0.0376 kg/cm2
Paño de albañilería
Z U CI
0.35 1 1.3
DISEÑO DE TABIQUES
h 2.4 m
w1 0.009 kg/cm2 albañilería t opc. 24
w2 0.014 kg/cm2 concreto
cm
SISMO ESTÁTICO EN Y
Ve - ETABS Ve - MANUAL
Top 9.368
Y1 11.502
Bottom 9.435
Top 1.884
PISO 2 Y2 3.776
Bottom 1.993
Top 9.686
Y5 8.802
Bottom 9.777
Top 19.720
Y1 16.725
Bottom 19.662
Top 8.866
Y2 5.461
Bottom 8.644
Top 2.544
Y3 1.019
Bottom 2.600
PISO 1
Top 0.985
Y4 0.619
Bottom 0.967
Top 18.889
Y5 12.469
Bottom 18.821
Top 1.226
Y6 0.405
Bottom 1.154
P
Load P
Story Pier Location
Case/Combo tonf
Story2 Y1 S-ESTATICOY Top -0.1636
Story2 Y1 S-ESTATICOY Bottom -0.4949
Story2 Y2 S-ESTATICOY Top 0.0456
Story2 Y2 S-ESTATICOY Bottom 0.1771
Story2 Y5 S-ESTATICOY Top 0.0272
Story2 Y5 S-ESTATICOY Bottom -0.3662
Story1 Y1 S-ESTATICOY Top -0.7732
Story1 Y1 S-ESTATICOY Bottom -1.4456
Story1 Y2 S-ESTATICOY Top 0.2737
Story1 Y2 S-ESTATICOY Bottom 0.2914
Story1 Y3 S-ESTATICOY Top 0.0883
Story1 Y3 S-ESTATICOY Bottom -4.431
Story1 Y4 S-ESTATICOY Top -0.2134
Story1 Y4 S-ESTATICOY Bottom 2.491
Story1 Y5 S-ESTATICOY Top -0.2102
Story1 Y5 S-ESTATICOY Bottom -0.6339
Story1 Y6 S-ESTATICOY Top -0.7202
Story1 Y6 S-ESTATICOY Bottom 1.9911
V2 V3 T M2 M3
tonf tonf tonf-m tonf-m tonf-m
9.368 0.0192 -0.0814 -0.0104 -3.9919
9.4352 0.0167 -0.0603 0.0082 11.6539
1.8844 0.004 0.0042 0.0062 -0.7407
1.9927 -0.004 0.0212 0.0001 1.6147
9.6863 -0.0097 0.0859 0.0042 -4.8329
9.7771 -0.0069 0.0515 -0.0007 9.8062
19.7201 0.007 0.0292 -0.0067 -1.1275
19.662 0.003 0.0506 0.0085 37.7395
8.8657 -0.0054 0.012 0.005 -2.382
8.6443 0.0022 0.0104 -0.0058 8.8049
2.5442 0.0024 0.0131 -0.001 -1.2725
2.6003 0.0041 -0.0007 0.0108 2.9839
0.985 0.0094 0.0039 -0.0097 -0.4958
0.9668 0.0092 0.0047 0.0187 1.0786
18.8894 -0.0253 0.0972 0.0126 -5.5037
18.8205 -0.0314 0.0739 -0.0206 27.4467
1.2264 0.0057 0.0045 -0.0029 -0.9603
1.1539 0.009 0.0009 0.0057 1.1614