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CONCRETO ARMADO II

DISEÑO DE PLATEA DE CIMENTACION PROPIEDADES DEL SUELO

PROPIEDADES DE LOS MATERIALES

OTRAS CONSIDERACIONES

Resistencia del terreno

σt =

1.20 Kg/cm2

f'c =

280.00 Kg/cm2

S/C

=

200.00 Kg/m2

coeficiente de balasto

Ko =

2.560 Kg/cm3

ɣc =

2400.000 Kg/m3

ep

=

0.15 m

fy =

4200.00 Kg/cm2

rec

=

7.50 cm

ɣr =

1700.000 Kg/m3

Df

=

1.50 m

=

2000.000 Kg/m3

NPT

=

0.15 m

ɣcs

Lx

=

11.00 m

LY

=

15.95 m

CARGAS Y POSICION DE COLUMNAS Y MUROS COL./PL C2A C3A C4A C5A C6A C7A C2B C3B C4B C5B C6B C7B C2C C3C C4D C5D C2E C3E C4E C5E C6E C7E

P (Tn) 45.14 50.97 41.30 30.16 39.92 36.60 55.55 66.29 67.36 66.40 103.52 84.89 52.82 62.59 56.69 65.78 41.00 45.13 31.26 27.35 65.06 54.95

CARGA MUERTA MX (Tn.m) MY (Tn.m) 0.95 0.40 1.06 -0.20 0.06 0.86 0.54 -0.15 0.67 0.71 0.63 -0.82 -0.70 0.26 -0.69 -0.01 -0.20 -0.09 0.19 0.06 1.16 1.23 1.19 -1.78 0.45 0.29 0.46 -0.20 -0.16 -0.25 -0.44 -0.79 -0.71 0.36 -0.25 -0.25 -0.42 -0.19 -0.46 0.23 -2.18 0.84 -2.12 -1.12

P (Tn) 8.52 9.91 7.56 4.51 6.79 6.47 10.66 13.44 13.97 13.63 23.15 18.18 10.04 12.58 11.27 13.85 7.48 23.34 4.98 3.99 13.55 10.91

CARGA VIVA MX (Tn.m) MY (Tn.m) 0.23 0.09 0.26 0.26 -0.01 -0.05 0.12 -0.05 0.16 0.18 0.15 -0.19 -0.18 0.05 -0.18 0.01 -0.05 -0.02 0.06 0.01 0.30 0.32 0.29 -0.46 0.12 0.06 0.12 -0.04 -0.04 -0.06 -0.11 0.20 -0.17 0.08 -0.48 -0.06 -0.1 -0.05 -0.1 0.06 -0.55 0.21 -0.51 -0.27

POSICION x (m) y (m) 0 0 3.15 0 6.05 0 8.5 0 11.05 0 15.6 0 0 4.2 3.15 4.2 6.05 4.2 8.5 4.2 11.05 4.2 15.6 4.2 0 6.95 3.15 6.95 6.05 7.6 8.5 7.6 0 10.65 3.15 10.65 6.05 10.65 8.5 10.65 11.05 10.65 15.6 10.65

Alumno: Javier Guevara Davila

CONCRETO ARMADO II

1) ESFUERZO NETO DEL SUELO

σn =

9.800 Tn/m2

para verificacion por cargas de gravedad

2) CARGAS DE SERVICIO Ps = PD+PL = 1439.510 Tn

3) CARGA AMPLIFICADA Pu = 1.4*PD+1.7*PL

4) ESPESOR MINIMO a) Verificacion por punzonamiento se verificará la columna mas cargada

:

0.35+d

0.35

0.35

columna mas cargada PD PL Pu2C

esfuerzo aproximado:

= C6B = 103.520 Tn = 23.150 Tn = 184.283 Tn ��=��/�

=

= 1783.049 Tn

(1.4*PD+1.7*PL)

1783.049 Tn = 10.163 Tn/m2 11.00 x 15.95

m = 0.35+d n = 0.35+d bo = 2*m+2*n Ao = m*n

0.35+d ���=��−��∗�∗� Vup

=

184.283 Tn

-

10.163 Tn/m2 x

(0.35+d) x

(0.35+d)

…… (1)

ɸ���=ɸ∗1.1∗√(�^′ �)∗�∗� =

0.85 x

1.1 x

280.00 x

(2x

(0.35+d) +

2x

(0.35+d) )x d x

10

……. (2)

igualando las ecuaciones (1) y (2), se obtiene el valor de "d" d = 0.387 m peralte minimo de la platea: H = d+rec.+Ø/2 adoptando Ø = 1 '' H =

0.50 m

Alumno: Javier Guevara Davila

CONCRETO ARMADO II 5) VERIFICACIÓN POR RIGIDEZ λ=√(4&(𝐾𝑐∗𝑏)/4𝐸𝐼)

𝐼=(𝑏∗ℎ^3)/12 𝐾𝑐=(𝑛+0.5)/1.5𝑛∗𝐾�

n=(𝑙𝑎𝑑� 𝑚𝑎𝑦�𝑟)/

𝐸𝑐=15000∗√(𝑓´𝑐)

(𝑙𝑎𝑑� 𝑚𝑒𝑛�𝑟)

reemplazando I en λ se tiene:λ=√(4&(3∗𝐾𝑐)/(𝐸∗ℎ^3 )) n Direccion X-Y

1.450 m

(𝒏+𝟎.𝟓)/(𝟏.𝟓𝒏) 0.90

Kc

λ

2295.172 Tn/m3 0.38489217

(𝟏.𝟕𝟓)/�

verificacion

4.547 m

OK

6) PRESIONES DE CONTACTO las presiones de contacto seran verificados en los puntos perifericos y debajo de las columnas y muros a) CONSIDERANDO SOLO CARGAS DE GRAVEDAD centro de rigidez PT 53.66 60.88 48.86 34.67 46.71 43.07 66.21 79.73 81.33 80.03 126.67 103.07 62.86 75.17 67.96 79.63 48.48 68.47

X (m) 0 3.15 6.05 8.5 11.05 15.6 0 3.15 6.05 8.5 11.05 15.6 0 3.15 6.05 8.5 0 3.15

P*X 0 191.772 295.603 294.695 516.1455 671.892 0 251.1495 492.0465 680.255 1399.7035 1607.892 0 236.7855 411.158 676.855 0 215.6805

PT 53.66 60.88 48.86 34.67 46.71 43.07 66.21 79.73 81.33 80.03 126.67 103.07 62.86 75.17 67.96 79.63 48.48 68.47

Y (m) 0 0 0 0 0 0 4.2 4.2 4.2 4.2 4.2 4.2 6.95 6.95 7.6 7.6 10.65 10.65

P*Y 0 0 0 0 0 0 278.082 334.866 341.586 336.126 532.014 432.894 436.877 522.4315 516.496 605.188 516.312 729.2055

centro de gravedad y rigidez de la platea At = 175.450 m2 xg = 5.500 m yg = 7.975 m Ix = 3719.577 m4 Iy = 1769.121 m4

Y M y

15.950 m

excentricidad ex = -0.528 m ey = 0.993 m

11.000 m momentos en cada direccion debido a la excentricidad Mx = P*ey My = P*ex

= =

1429.43 -760.06

�=𝑃/𝐴±(𝑀𝑦∗𝑋)/𝐼𝑦±(𝑀𝑥∗𝑌)/𝐼𝑥

Alumno: Javier Guevara Davila

X M x

CONCRETO ARMADO II 36.24 31.34 78.61 65.86 1439.51

6.05 8.5 11.05 15.6

∑My =

-0.330 Tn.m

Xr

=

219.252 266.39 868.6405 1027.416 10323.3315

6.028 m

36.24 31.34 78.61 65.86 1439.51

10.65 10.65 10.65 10.65

∑Mx =

-1.640 Tn.m

Yr

=

X (m) 0.000 3.150 6.050 8.500 11.050 15.600 0.000 3.150 6.050 8.500 11.050 15.600 0.000 3.150 6.050 8.500 0.000 3.150 6.050 8.500 11.050 15.600

Y (m) 0.000 0.000 0.000 0.000 0.000 0.000 4.200 4.200 4.200 4.200 4.200 4.200 6.950 6.950 7.600 7.600 10.650 10.650 10.650 10.650 10.650 10.650

σ =

36.24 175.45

σ =

0.20655 + 0.42962655 *X + 0.38430004 *Y

±

-760.06 *X ± 1769.12

1429.43 *Y 3719.58

6.982 m

Verificacion de presiones punto C2A C3A C4A C5A C6A C7A C2B C3B C4B C5B C6B C7B C2C C3C C4D C5D C2E C3E C4E C5E C6E C7E

385.956 333.771 837.1965 701.409 7840.4105

Esfuerzos ultimos de diseño σ (Tn/m2) 0.207 1.560 2.806 3.858 4.954 6.909 1.821 3.174 4.420 5.472 6.568 8.523 2.877 4.231 5.726 6.779 4.299 5.653 6.899 7.951 9.047 11.002

verificacion OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK AUMENTAR A o σ

punto σ (Tn/m2) C2A 0.207 C3A 1.560 C4A 2.806 C5A 3.858 C6A 4.954 C7A 6.909 C2B 1.821 C3B 3.174 C4B 4.420 C5B 5.472 C6B 6.568 C7B 8.523 C2C 2.877 C3C 4.231 C4D 5.726 C5D 6.779 C2E 4.299 C3E 5.653 C4E 6.899 C5E 7.951 C6E 9.047 C7E 11.002

Alumno: Javier Guevara Davila

Fp 1.453 1.453 1.453 1.453 1.453 1.453 1.453 1.453 1.453 1.453 1.453 1.453 1.453 1.453 1.453 1.453 1.453 1.453 1.453 1.453 1.453 1.453

σu (Tn/m2) 0.300 2.266 4.076 5.605 7.196 10.036 2.645 4.611 6.420 7.949 9.541 12.380 4.180 6.146 8.318 9.847 6.245 8.211 10.021 11.550 13.142 15.981

CONCRETO ARMADO II

7) PRESION ULTIMA factor de mayoracion de cargas

𝐹�=(1.4∗∑𝑃𝐷+1.7∗∑𝑃𝐿)/(∑𝑃𝐷+∑𝑃𝐿) Fp

=

1.453

8) DISEÑO POR FLEXIÓN FRANJA 1 b = 1.525 m W1 = #REF! W2 = #REF! W3 = #REF! W4 = #REF! 0.6

2.65

FRANJA 2 b = W1 = W2 = W3 = 0.3 2.75

3.7

3.350 m #REF! #REF! #REF! 4.325

5.075

0.3

0.3 #REF! #REF!

73.4

#REF!

104.05

#REF!

14.64

27.471 2.67

-2.907

Alumno: Javier Guevara Davila

-160.837

-2.317

CONCRETO ARMADO II

-5.413

-16.097

acero minimo: asumiendo Ø = d = 41.706 cm

-1.057

acero minimo: asumiendo Ø = d = 41.706 cm

5/8''

As.min = 0.0018*b*d = 11.448 cm2 adoptamos Ø

-31.655

As.min = 0.0018*b*d = 25.149 cm2

S = 5/8''

@

25.000 cm

se colocará acero minimo para todos los tramos

para Mu = -160.837 Tn.m a = 5.774 cm As = 109.609 cm2 Øb.as = 1 '' S = 15.496 cm 1 '' @ 15.000 cm

0.3

4.325 m #REF! #REF! #REF! 4.325

S =

adoptamos Ø 5/8'' As.min = 26.532 cm2 a.min = 1.398 cm Mur.min = 41.127 Tn.m

26.375 cm

As.min = 12.078 cm2 a.min = 1.398 cm Mur.min = 18.722 Tn.m

FRANJA 3 b = W1 = W2 = W3 =

5/8''

5.075

0.3

@

26.375 cm 25.000 cm

para Mu = 73.400 Tn.m a = 2.529 cm As = 48.015 cm2 Øb.as = 5/8'' S = 13.814 cm 5/8'' @ 12.500 cm

para Mu = 104.050 Tn.m a = 3.635 cm As = 69.008 cm2 Øb.as = 3/4'' S = 13.835 cm 3/4'' @ 12.500 cm

para Mu = 89.200 Tn.m a = 2.376 cm As = 58.240 cm2 Øb.as = 5/8'' S = 14.704 cm 5/8'' @ 12.500 cm

para Mu = 132.679 Tn.m a = 3.588 cm As = 87.944 cm2 Øb.as = 3/4'' S = 14.016 cm 3/4'' @ 12.500 cm

para Mu = -201.466 Tn.m a = 5.589 cm As = 136.971 cm2 Øb.as = 1 '' S = 16.009 cm 1 '' @ 15.000 cm FRANJA 4 b =

Alumno: Javier Guevara Davila

5.200 m

CONCRETO ARMADO II W1 W2 W3

#REF! #REF!

89.2

132.679

= = =

0.3

-3.551

-201.466

#REF! #REF! #REF! 4.325

5.075

-2.981

0.3

#REF! #REF!

acero minimo: asumiendo Ø = d = 41.706 cm

101

157.1

5/8''

As.min = 0.0018*b*d = 32.468 cm2

S =

26.375 cm -3.974

adoptamos Ø 5/8'' As.min = 34.254 cm2 a.min = 1.398 cm Mur.min = 53.096 Tn.m

adoptamos Ø 5/8'' As.min = 41.184 cm2 a.min = 1.398 cm Mur.min = 63.839 Tn.m

@

acero minimo: asumiendo Ø = d = 41.706 cm

@

-3.570

25.000 cm

5/8''

As.min = 0.0018*b*d = 39.037 cm2 S = FRANJA 5 b = 4.150 m W1 = #REF! W2 = #REF! W3 = Err:504 0.125

para Mu = 101.000 Tn.m a = 2.234 cm As = 65.829 cm2 Øb.as = 5/8'' S = 15.640 cm 5/8'' @ 15.000 cm

-233.173

25.000 cm

4.5

26.375 cm

4.775

0.6

Err:504 #REF!

88.6

Alumno: Javier Guevara Davila

100.323

CONCRETO ARMADO II para Mu = 157.100 Tn.m a = 3.531 cm As = 104.057 cm2 Øb.as = 3/4'' S = 14.242 cm 3/4'' @ 12.500 cm

para Mu = -233.173 Tn.m a = 5.364 cm As = 158.072 cm2 Øb.as = 1 '' S = 16.679 cm 1 '' @ 15.000 cm

-0.501 acero minimo: asumiendo Ø = d = 41.706 cm

adoptamos Ø 5/8'' As.min = 32.868 cm2 a.min = 1.398 cm Mur.min = 50.948 Tn.m

FRANJA 6 b = W1 = W2 = W3 =

1.500 m #REF! #REF! #REF!

para Mu = 29.500 Tn.m a = 2.263 cm As = 19.234 cm2 Øb.as = 5/8'' S = 15.441 cm 5/8'' @ 15.000 cm

para Mu = 50.953 Tn.m a = 3.994 cm As = 33.946 cm2 Øb.as = 3/4''

Alumno: Javier Guevara Davila

-11.495

5/8''

As.min = 0.0018*b*d = 31.155 cm2

para Mu = 88.600 Tn.m a = 2.463 cm As = 57.910 cm2 Øb.as = 5/8'' S = 14.189 cm 5/8'' @ 12.500 cm

para Mu = -169.463 Tn.m a = 4.853 cm As = 114.134 cm2 Øb.as = 1 '' S = 18.435 cm 1 '' @ 17.500 cm

-169.463

S = @

26.375 cm 25.000 cm

para Mu = 100.323 Tn.m a = 2.800 cm As = 65.847 cm2 Øb.as = 3/4'' S = 17.962 cm 3/4'' @ 17.500 cm

CONCRETO ARMADO II 4.625

5.375

S

#REF!

= 3/4''

12.594 cm @ 12.500 cm

#REF!

29.5

para Mu = -72.787 Tn.m a = 5.841 cm As = 49.646 cm2 Øb.as = 1 '' S = 15.318 cm 1 '' @ 15.000 cm

50.953

-72.787 acero minimo: asumiendo Ø = d = 41.706 cm

5/8''

As.min = 0.0018*b*d = 11.261 cm2

S =

adoptamos Ø 5/8'' As.min = 11.880 cm2 a.min = 1.398 cm Mur.min = 18.415 Tn.m

FRANJA 7 b = W1 = W2 = W3 = W4 = 0.175

2.4625 m #REF! #REF! #REF! #REF! 2.750

26.375 cm

@

W5 W6

3.900

25.000 cm

= =

4.750

#REF! #REF!

6.275

para Mu = -52.180 Tn.m a = 2.444 cm As = 34.098 cm2 Øb.as = 5/8'' S = 14.299 cm 5/8'' @ 12.500 cm

para Mu = -60.024 Tn.m a = 2.824 cm As = 39.409 cm2 Øb.as = 3/4'' S = 17.809 cm 3/4'' @ 17.500 cm

para Mu =

para Mu =

2.200

-126.425 Tn.m

Alumno: Javier Guevara Davila

-90.298 Tn.m

CONCRETO ARMADO II #REF! #REF! 23.6

29.8

89.028

29.8

-0.746

-52.180

acero minimo: asumiendo Ø = d = 41.706 cm

-126.425

= 6.209 cm = 86.643 cm2 = 1 '' = 14.410 cm 1 '' @ 12.500 cm

a As Øb.as S

= 4.329 cm = 60.413 cm2 = 1 '' = 20.666 cm 1 '' @ 20.000 cm

-90.298

5/8''

As.min = 0.0018*b*d = 18.486 cm2 adoptamos Ø

-60.024

a As Øb.as S

S = 5/8''

@

26.375 cm 25.000 cm

As.min = 19.503 cm2 a.min = 1.398 cm Mur.min = 30.231 Tn.m para Mu = 89.028 Tn.m a = 4.265 cm As = 59.515 cm2 Øb.as = 1 '' S = 20.978 cm 1 '' @ 20.000 cm FRANJA 8 b = 4.7000 m W1 = Err:504 W2 = #REF! W3 = #REF! W4 = #REF!

W5 W6

= =

para Mu = -111.180 Tn.m a = 2.738 cm As = 72.917 cm2 Øb.as = 3/4'' S = 18.370 cm 3/4'' @ 17.500 cm

#REF! #REF!

0.350 0.125

2.800

3.900

4.750

5.525

2.600

Alumno: Javier Guevara Davila

para Mu = -166.248 Tn.m a = 4.168 cm As = 111.000 cm2 Øb.as = 1 '' S = 21.468 cm 1 '' @ 20.000 cm

CONCRETO ARMADO II

para Mu = -126.610 Tn.m a = 3.133 cm As = 83.445 cm2 Øb.as = 3/4'' S = 16.052 cm 3/4'' @ 15.000 cm

#REF! Err:504 43

62.4

101.044

46.9

4.37

-9.298 -0.646

-85.489

acero minimo: asumiendo Ø = d = 41.706 cm

-166.248

-126.610

5/8''

As.min = 0.0018*b*d = 35.283 cm2 adoptamos Ø

-111.180

S = 5/8''

@

26.375 cm 25.000 cm

As.min = 37.224 cm2 a.min = 1.398 cm Mur.min = 57.700 Tn.m para Mu = 101.044 Tn.m a = 2.480 cm As = 66.058 cm2 Øb.as = 5/8'' S = 14.088 cm 5/8'' @ 12.500 cm FRANJA 9 b = 2.8375 m W1 = #REF! W2 = #REF! W3 = #REF! W4 = #REF!

W5 W6

= =

para Mu = -64.864 Tn.m a = 2.643 cm As = 42.491 cm2 Øb.as = 3/4'' S = 19.032 cm 3/4'' @ 17.500 cm

#REF! #REF!

0.350

Alumno: Javier Guevara Davila

para Mu = -108.463 Tn.m a = 4.524 cm As = 72.746 cm2 Øb.as = 1 '' S = 19.776 cm 1 '' @ 17.500 cm

CONCRETO ARMADO II 0.125

2.800

3.900

4.750

5.525

#REF!

2.600

para Mu = -88.594 Tn.m a = 3.655 cm As = 58.772 cm2 Øb.as = 1 '' S = 24.478 cm 1 '' @ 22.500 cm

#REF! 23.05

38.4

69.25

25.6

5

-2.699 -0.340

-47.266

acero minimo: asumiendo Ø = d = 41.706 cm

S = 5/8''

-108.463

-88.594

2.925 6.825 11.575 17.100 19.700

5/8''

As.min = 0.0018*b*d = 21.301 cm2 adoptamos Ø

-64.864

@

26.375 cm 25.000 cm

As.min = 22.473 cm2 a.min = 1.398 cm Mur.min = 34.835 Tn.m para Mu = 69.250 Tn.m a = 2.828 cm As = 45.468 cm2 Øb.as = 3/4'' S = 17.786 cm 3/4'' @ 17.500 cm

Alumno: Javier Guevara Davila

Story

Joint Label

Load Case/Combo

Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base

1 1 1 1 2 2 2 2 3 3 3 3 4 4 4 4 5 5 5 5 6 6 6 6 7 7 7 7 8 8 8 8 9 9 9 9 10 10 10 10 11 11 11 11 12 12 12 12 13 13 13 13 14 14 14

Dead Live SY dinámico Max SX dinámico Max Dead Live SY dinámico Max SX dinámico Max Dead Live SY dinámico Max SX dinámico Max Dead Live SY dinámico Max SX dinámico Max Dead Live SY dinámico Max SX dinámico Max Dead Live SY dinámico Max SX dinámico Max Dead Live SY dinámico Max SX dinámico Max Dead Live SY dinámico Max SX dinámico Max Dead Live SY dinámico Max SX dinámico Max Dead Live SY dinámico Max SX dinámico Max Dead Live SY dinámico Max SX dinámico Max Dead Live SY dinámico Max SX dinámico Max Dead Live SY dinámico Max SX dinámico Max Dead Live SY dinámico Max

FX tonf -0.39 -0.05 3.61 5.49 0.22 0.05 3.91 5.86 0.14 0.01 5.24 7.87 7.93 0.83 41.81 61.26 0.62 0.21 3.63 3.28 0.14 0.04 1.38 2.33 0.17 0.05 1.13 2.1 0.19 0.05 1.09 1.7 0.52 0.18 3.81 4.03 0.67 0.17 2.55 4.42 -0.95 -0.23 2.51 4.33 0.97 0.25 2.24 4.11 -1.33 -0.34 2.12 3.88 1.04 0.26 1.38

FY tonf -0.16 -0.03 1.02 0.27 -0.21 -0.05 0.6 0.23 -0.16 -0.04 0.62 0.38 -0.04 -0.01 0.59 0.51 0.00315 0.04 9.24 5.63 -0.53 -0.13 3.96 2.17 -0.56 -0.13 4.5 2.57 -0.47 -0.11 2.09 0.82 -1.15 -0.28 14.68 8.96 -0.13 -0.02 1.53 1.29 -0.11 -0.02 1.21 0.3 -0.12 -0.02 1.42 1.07 -0.11 -0.02 1.16 0.32 -0.17 -0.03 1.1

FZ tonf 26.98 2.68 13.11 19.44 26.29 2.77 6.9 9.21 18.04 1.67 21.22 30.24 4.52 0.57 53.34 80.92 53.96 12.94 10.27 9.14 69.27 12.43 3.8 5.1 99.99 19.94 2.81 1.2 144.66 31.42 1.39 0.6 104.62 24.56 10.85 8.83 40.17 5.56 10.45 15.11 46.48 6.93 7.9 9.81 62.16 10.29 5.49 8.92 69.27 12.05 4.18 5.81 82.13 14.85 2.87

MX tonf-m 0.18 0.03 1.66 0.44 0.24 0.06 1.08 0.46 0.19 0.04 1.16 0.74 -0.11 -0.01 0.27 0.38 0.06 -0.02 10.64 6.45 0.61 0.14 7.26 4.13 0.63 0.14 7.83 4.57 0.55 0.13 5.22 2.64 0.81 0.18 17.19 10.42 0.16 0.03 2.37 1.95 0.12 0.02 1.88 0.48 0.15 0.03 2.25 1.7 0.13 0.02 1.82 0.5 0.2 0.04 1.89

MY tonf-m -0.41 -0.05 7.98 12.02 0.24 0.05 6.63 9.92 0.15 0.02 8.08 12.1 0.01 0.01 1.1 1.71 0.47 0.16 4.39 4.02 0.15 0.04 2.12 3.55 0.2 0.05 1.71 3.17 0.22 0.06 1.67 2.63 0.4 0.14 4.54 4.81 0.74 0.19 6.07 10.3 -1 -0.24 6.03 10.21 1.09 0.29 5.01 9.26 -1.38 -0.35 4.87 9.01 1.2 0.31 3.96

MZ tonf-m 0.002247 0.0005709 0.14 0.1 0.001742 0.0004426 0.11 0.08 0.001742 0.0004426 0.11 0.08 -0.01 -0.001214 0.39 0.3 0.002914 0.0007405 0.18 0.13 0.002247 0.0005709 0.14 0.1 0.002247 0.0005709 0.14 0.1 0.002247 0.0005709 0.14 0.1 0.003759 0.0009552 0.23 0.17 0.002247 0.0005709 0.14 0.1 0.002247 0.0005709 0.14 0.1 0.002247 0.0005709 0.14 0.1 0.002247 0.0005709 0.14 0.1 0.002247 0.0005709 0.14

Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base

14 15 15 15 15 16 16 16 16 17 17 17 17 18 18 18 18 19 19 19 19 74 74 74 74 97 97 97 97 98 98 98 98 99 99 99 99 100 100 100 100 101 101 101 101 20 20 20 20 21 21 21 21 103 103 103 103

SX dinámico Max Dead Live SY dinámico Max SX dinámico Max Dead Live SY dinámico Max SX dinámico Max Dead Live SY dinámico Max SX dinámico Max Dead Live SY dinámico Max SX dinámico Max Dead Live SY dinámico Max SX dinámico Max Dead Live SY dinámico Max SX dinámico Max Dead Live SY dinámico Max SX dinámico Max Dead Live SY dinámico Max SX dinámico Max Dead Live SY dinámico Max SX dinámico Max Dead Live SY dinámico Max SX dinámico Max Dead Live SY dinámico Max SX dinámico Max Dead Live SY dinámico Max SX dinámico Max Dead Live SY dinámico Max SX dinámico Max Dead Live SY dinámico Max SX dinámico Max

1.15 0.77 -1.56 -0.14 -0.41 -0.03 1.25 0.98 0.9 0.33 -12.84 -6.13 -2.7 -1.19 34.09 14.1 23.62 7.14 0.07 19.15 0.02 3.61 0.56 32.87 0.37 26.1 -0.04 -20.66 -0.00499 -3.94 1.9 35.97 2.2 27.87 -0.61 6.8 -0.16 1.46 0.92 43.5 0.56 10.73 -0.39 0.77 -0.11 0.19 0.4 29.24 0.46 9.76 0.07 0.16 0.02 0.07 0.4 7.56 0.4 7.86 0.06 0.9 0.01 0.21 0.37 4.74 0.39 5.79 0.09 2.27 0.02 0.46 0.39 5.59 0.44 6.48 -0.39 0.96 -0.11 0.23 0.21 18.44 0.31 5.76 -0.22 0.7 -0.06 0.14 0.43 25.53 0.31 13.18 -7.88 -0.03 -0.74 -0.01 26.06 0.31 39.3 0.15 13.95 0.04 3.09 0.01 43.24 0.38 43.21 0.28 0.12 -0.03 0.02 -0.01 11.94 0.41 16.71 0.33

3.47 83.21 15.31 2.52 3.41 17.87 3.95 104.68 89.52 9.35 1.87 58.21 40.26 3.45 0.64 69.48 47.17 12.86 2.75 94.9 23.55 22.25 4.51 43.16 33.19 21.97 4.04 41.24 30.94 24.78 4.61 4.16 2.94 28.75 5.34 30.94 23.51 21.71 4.5 90.73 24.03 23.42 4.53 65.07 48.13 2.39 0.06 72.51 111.01 1.7 0.09 64.44 72.21 8.34 0.82 43.69 65.11

1.37 0.15 0.03 1.62 0.51 -0.17 -0.04 3.72 2.18 0.04 0.002374 1.5 0.97 0.07 0.04 5.4 3.96 -0.12 -0.04 3.33 0.84 -0.14 -0.04 10.92 3.1 0.06 0.002354 3.68 2.4 -0.07 -0.02 4.57 3 -0.44 -0.09 4.28 2.79 -0.24 -0.07 9.37 2.41 -0.17 -0.05 9.92 3.16 -0.09 -0.02 0.26 0.23 0.25 0.07 0.1 0.06 0.22 0.03 1.52 1.41

5.34 -1.6 -0.42 3.76 4.99 -0.62 -0.16 1.43 1.57 -0.17 -0.04 0.31 0.36 -0.49 -0.12 1.98 1.98 -0.25 -0.07 0.22 0.12 -0.49 -0.13 1.12 0.92 0.38 0.09 1.17 1.11 0.02 0.01 0.92 0.96 0.57 0.14 1.23 1.37 -0.53 -0.14 1.31 1 -0.42 -0.11 1.23 1.17 0.06 0.01 2.07 3.18 -0.2 -0.05 1.52 1.75 0.03 0.01 2.65 4.11

0.1 0.002247 0.0005709 0.14 0.1 -0.32 -0.08 1.36 1.23 -0.01 -0.003516 0.46 0.45 0.14 0.04 8.34 5.82 -0.05 -0.01 0.44 0.17 0.06 0.02 2 1.63 0 0 0 0 0 0 0 0 0 0 0 0 0.01 0.01 2.51 2.18 0.09 0.03 2.67 2.59 0.01 0.001022 0.36 0.27 -0.001361 0.0001007 0.3 0.1 0 0 0 0

Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base

105 105 105 105 106 106 106 106 126 126 126 126 127 127 127 127 128 128 128 128

Dead Live SY dinámico Max SX dinámico Max Dead Live SY dinámico Max SX dinámico Max Dead Live SY dinámico Max SX dinámico Max Dead Live SY dinámico Max SX dinámico Max Dead Live SY dinámico Max SX dinámico Max

0.22 0.03 8.5 11.26 0.4 0.05 6.67 8.51 -2.26 -0.65 6.49 4.91 -1.79 -0.54 6.51 1.88 -1.85 -0.56 10.18 1.82

-0.03 -0.01 0.33 0.24 -0.04 -0.01 0.31 0.21 -0.01 -0.00489 0.48 0.19 -0.03 -0.01 0.36 0.07 -0.01 -0.00254 0.27 0.11

8.75 0.85 16.81 24.53 9.24 0.89 5.36 8.87 16.72 3.71 52.53 47.83 14.79 3.14 41.47 23.15 10.92 2.1 45.65 27.44

0.01 0.002919 0.78 0.57 0.19 0.04 0.88 0.6 -0.32 -0.08 0.89 0.24 0.03 0.01 0.7 0.17 0.01 -0.000547 0.91 0.25

0.05 0.01 3.42 5.3 0.09 0.02 3.94 6.08 -0.61 -0.17 3.3 3.82 -0.56 -0.15 4.09 4.53 -0.57 -0.16 4.01 4.22

0 0 0 0 0 0 0 0 -0.24 -0.07 1.59 1.63 -0.2 -0.07 1.37 1.16 -0.13 -0.04 0.95 0.67

Story

Pier

Story1

Y1

Story1 Story1

Load Case/Combo

Location

P

V2

V3

T

M2

M3

tonf

tonf

tonf

tonf-m

tonf-m

tonf-m

-1.82

0.24

-0.2

0.31

-1.94

Dead

Bottom

-88.3

Y1

Live

Bottom

-16.49

-0.41

0.07

-0.05

0.08

-0.44

Y1

SY dinámico Max

Bottom

3.67

54.19

3.57

7.46

5.59

124.11

Story1

Y1

SX dinámico Max

Bottom

4.32

35.77

3.7

6.11

5.77

86.41

Story1

Y3

Dead

Bottom

-88.62

-3.09

-2.11

0.4

-2

-5.25

Story1

Y3

Live

Bottom

-17.92

-0.82

-0.56

0.1

-0.52

-1.59

Story1

Y3

SY dinámico Max

Bottom

120.72

122.08

0.92

7.75

3.33

339.87

Story1

Y3

SX dinámico Max

Bottom

93.9

34.69

1

6.84

2.73

85.38

Story1

X1

Dead

Bottom

-53.62

4.3

0.004276

0.64

-0.03

5.18

Story1

X1

Live

Bottom

-11.36

1.24

0.002045

0.2

-0.01

1.47

Story1

X1

SY dinámico Max

Bottom

96.65

54.83

1.1

4.34

2.24

119.48

Story1

X1

SX dinámico Max

Bottom

39.96

60.75

0.19

3.6

0.55

131.56

Story1

X2

Dead

Bottom

-33.25

-0.78

0.17

-0.003993

0.22

-1.25

Story1

X2

Live

Bottom

-3.19

-0.19

0.03

0.001269

0.04

-0.35

Story1

X2

SY dinámico Max

Bottom

36.44

41.7

1.5

0.49

3.26

103.32

Story1

X2

SX dinámico Max

Bottom

50.81

64.46

1.13

0.4

2.47

157.71