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• Ana Julia Becerra Hernandez

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PLATEA DE CIMENTACIÓN DATOS GEOMETRICOS (B) Lx = 25.00 m (A) Ly = 20.00 m rec = 5.00 cm Øbs = 1 '' Øbi = 1 '' PROPIEDADES DEL SUELO σt = 2.74 kg/cm2 Ko = 5.48 kg/cm3 Ubicación : Trujillo-La Libertad

Eje X Eje Y

4.70 m 3.45 m

CARACTERISTICAS DE LOS MATERIALES f'c = 280 kg/cm2 fy = 4200 kg/cm2 Es = 2100000 kg/cm2 Ec = (kg/cm2) = εcu = 0.003 εy = 0.002 β = 0.80 ɣc = 2400 kg/m3 ɣr = 1570 kg/m3 ɣcs = 2000 kg/m3 Longitud entre ejes 4.55 m 6.50 m 5.17 m 2.75 m

4.55 m 5.17 m

250998 kg/cm2

4.70 m 3.45 m

Cargas Pier X1 Y1 Y3 Y5 X8 X9 X10 X11 X12 X13 X14 X15 X16 X17 X18 X19

P (Tn) 913.25 873.71 440.73 873.8 226.72 242.63 244.72 228.5 260.85 267.53 260.58 267.56 226.29 242.79 245.07 228.76

Dead Mx (Tn-m) 8.7845 28.6 23.23 -9.855 4.0584 8.4828 7.8953 4.7522 -1.092 -0.205 1.0993 0.2056 -4.005 -8.58 -7.973 -4.791

My (Tn-m) 864.59 7.135 4.1012 -3.207 864.59 7.135 4.1012 -3.207 -29.87 -32.94 -10.98 -8.133 -21.43 10.679 -21.18 10.715

P (Tn) 170.72 142.06 85.584 139.57 44.327 48.213 48.843 44.363 55.619 54.698 55.56 54.687 44.319 48.24 48.915 44.426

Live Mx (Tn-m) 1.8014 6.8803 3.9909 -3.166 0.6253 1.2682 1.0811 0.6775 -0.044 0.0829 0.0407 -0.083 -0.626 -1.295 -1.102 -0.69

My (Tn-m) 159.21 1.7161 0.8055 -0.376 -7.132 -5.846 -2.303 0.1407 -5.075 2.6724 -5.026 2.682 -7.121 -5.866 -2.332 0.0554

SXDIN-R=2 Max P Mx My (Tn) (Tn-m) (Tn-m) -183.3 1.8643 1185.6 -331.1 43.223 0.6207 -211.5 23.555 1.3005 -342.9 45.01 0.3105 -49.27 0.2318 88.188 -21.63 6.6731 106.48 -23.86 4.4915 103.35 -49.4 0.4027 86.659 -35.61 0.2542 99.422 -47.83 0.4713 112.33 -35.63 0.2539 99.327 -47.84 0.4805 112.31 -49.43 0.2301 88.271 -21.71 6.69 106.59 -23.8 4.4848 103.29 -49.41 0.4062 86.594

SYDIN-R=2 Max P Mx My (Tn) (Tn-m) (Tn-m) -1.621 273.39 3.9136 -0.077 0.0205 4759.9 -0.123 0.0022 157.25 -0.081 0.0285 4853.2 -89.29 5.3223 36.606 -69.13 8.998 3.4761 -67.84 8.866 5.5986 -89.28 5.9871 39.713 -25.74 8.6059 5.8955 -35.32 8.0525 4.5639 -25.7 8.611 5.8928 -35.38 8.0499 4.5749 -89.39 5.3317 36.573 -69.07 8.9971 3.4061 -67.85 8.8646 5.5744 -89.3 5.9824 39.772

2)Verificación de Espesor de Platea de Cimentación: 2.1.Verificación por Cortante: 𝐿 2

𝑉𝑢

= 1 ∗ 𝜎𝑢

PD

= 6043.50 Tn

∅𝑉𝑐 = ∅ ∗ 0.53 ∗ 𝑓𝑐´ ∗ 𝑏 ∗ 𝑑 PL

= 1130.15 Tn

Ø

=

0.85

PU

=

σU

= PU

Vu = Vu =

1.4PD+1.7PL

=

10382.16 Tn

b

/ Aplatea

=

20.76 Ton/m2

ØVc

67.48 Ton 67484.03 Kg

d

Adoptando Øb = Peralte minimo de la platea:

1

'' H = d+rec.+Ø/2

H

=

=

100.00 cm

= 753.83 d =

89.52 cm

95.80 cm

2.2.Verificación por Rigidez: 𝐼=

𝑏 ∗ ℎ3 12

Ks=

(𝑏+1)2 (2𝑏)2

∗ 𝐾𝑜

4

Reemplazando I en λ se tiene: Usando

Y

λ=

4

λ=

3 ∗ 𝐾𝑠 𝐸 ∗ ℎ3

b(m)

(𝒃 + 𝟏)𝟐 (𝟐𝒃)𝟐

Ks(Kg/cm3)

λ

1.725 4.310 3.96 3.96 4.31 1.725 2.35 4.625 5.525 5.525 4.625 2.35

0.624 0.379 0.392 0.392 0.379 0.624 0.508 0.370 0.349 0.349 0.370 0.508

3.419 2.079 2.149 2.149 2.079 3.419 2.784 2.026 1.911 1.911 2.026 2.784

0.2528352 0.2232679 0.225124 0.225124 0.2232679 0.2528352 0.2401762 0.2218312 0.218614 0.218614 0.2218312 0.2401762

𝟏. 𝟕𝟓 𝝀

6.9215049 7.8381159 7.7734928 7.7734928 7.8381159 6.9215049 7.2863159 7.8888817 8.0049778 8.0049778 7.8888817 7.2863159

Por lo tanto se puede analizar utilizando el metodo rígido convencional. 3)Verificación de Espesor de Viga de Cimentación: 3.1.Verificación por Punzonamiento Para muro de perímetro crítico:

Y1 1335

30+(d/2)

●

𝐾𝑐 ∗ 𝑏 4𝐸𝐼

h = 100.00 cm

Dirección

X

𝐸𝑐 = 15000 ∗ 𝑓´𝑐

30

1335+d

Verificación OK OK OK OK OK OK OK OK OK OK OK OK

Efecto de corte por punzonamiento: 𝑉𝑢𝑝 = 𝑃𝑢 PD = 873.71 Tn

Vup =

PU

=

PL

=

1.4PD+1.7PL

Igualando Vup con ØVcp: - Adoptamos:

=

1464.70 Tn

30+(d/2) 2* (30+(d/2)

d

= 61.66 cm

1

''

Para muro interno crítico:

h h h h

=

1464703.31 kg

n = 1335+d ) + 1* ( 1335+d ) x d

= = = =

Ø

=

0.85

Ø

=

0.85

Peralte minimo de platea d + rec. + db/2 67.93 cm 70.00 cm

X15

303

30+d

●

Øb

142.06 Tn =

ɸ𝑉𝑐𝑝 = ɸ ∗ 1.1 ∗ 𝑓 ′𝑐 ∗ 𝑏𝑜 ∗ 𝑑 bo = 2*m+n m = ØVcp = 0.935 x 280.00 x

∅𝑉𝑝𝑐 ≥ 𝑉𝑢𝑝

30

303+d Efecto de corte por punzonamiento: ∅𝑉𝑝𝑐 ≥ 𝑉𝑢𝑝 𝑉𝑢𝑝 = 𝑃𝑢 PD = 440.73 Tn PL = 85.58 Tn Vup =

PU

=

1.4PD+1.7PL

=

ɸ𝑉𝑐𝑝 = ɸ ∗ 1.1 ∗ 𝑓 ′𝑐 ∗ 𝑏𝑜 ∗ 𝑑 bo = 2*m+2n m = ØVcp = 0.935 x 280.00 x

Igualando Vup con ØVcp: - Adoptamos:

Øb

=

762.52 Tn

30+d 2* ( 30+d

d

=

55.01 cm

1

''

h h h h

=

762520.56 kg

n = 303+d ) + 2* ( 303+d ) x d

= = = =

Peralte minimo de platea d + rec. + db/2 61.28 cm 65.00 cm

3.2.Verificación por Longitud de Desarrollo Longitud de desarrollo de varillas sujetas a compresión,el mayor valor de las siguientes expresiones: Ld Ld Ld

0.08𝑑𝑏 𝑓𝑦 / 𝑓𝑐´ 0.004𝑑𝑏 𝑓𝑦 20.00 cm

= = =

= = =

51.00 cm 42.67 cm 20.00 cm

Ld

=

55.00 cm

Longitud de desarrollo de varillas sujetas a tracción,el mayor valor de las siguientes expresiones: Ldh = 0.06𝐴𝑏 𝑓𝑦 / 𝑓𝑐´ Ldh = 0.006𝑑𝑏 𝑓𝑦 Ldh = 30.00 cm

= = =

76.31 cm 64.01 cm 30.00 cm

Ld

=

80.00 cm

- Calculo de la altura de viga de cimentación por longitud de desarrollo: h = Ld + db/2 + db'/2 + rec. h = 87.54 cm h = 90.00 cm Ancho de viga de cimentación:

Dirección X-X Dirección Y-Y

: :

b b

= 50.00 cm = 50.00 cm

3.3.Verificación por Rigidez: 𝐼=

𝑏 ∗ ℎ3 12

Ks=

(𝑏+1)2 (2𝑏)2

∗ 𝐾𝑜

4

Reemplazando I en λ se tiene: Usando

4

𝐸𝑐 = 15000 ∗ 𝑓´𝑐

λ=

λ=

3 ∗ 𝐾𝑠 𝐸 ∗ ℎ3

h = 200.00 cm 𝟏. 𝟕𝟓 𝝀

Dirección

b(m)

(𝒃 + 𝟏)𝟐 (𝟐𝒃)𝟐

Ks(Kg/cm3)

λ

X-X Y-Y

0.50 0.50

2.250 2.250

12.330 12.330

0.207172 0.207172

Por lo tanto:

𝐾𝑐 ∗ 𝑏 4𝐸𝐼

Altura de viga de cimentación Altura de la platea decimentación

H H

8.4470882 8.4470882 = =

200.00 cm 100.00 cm

Pero por ser la platea de 1m se adoptara la altura de la viga de cimentación: 4)Verificación de Presiones de Contacto Placa/Columna X1 Y1 Y3 Y5

Xi(m) 13.22 0 9.25 24.85

Yi(m) 10 10 10.02 10

Verificación OK OK

X8 X9 X10 X11 X12 X13 X14 X15 X16 X17 X18 X19

4.7 9.25 15.75 20.3 4.7 20.3 4.7 20.3 4.7 9.25 15.75 20.3

16.47 16.47 16.47 16.47 11.37 11.37 8.62 8.62 3.52 3.52 3.52 3.52

4.1.Cargas de Gravedad a)Cálculo de la ubicación de la resultante: Placa X1 Y1 Y3 Y5 X8 X9 X10 X11 X12 X13 X14 X15 X16 X17 X18 X19 ∑

Pi Xi (Tn) (m) 1084 13.22 1015.8 0 526.32 9.25 1013.4 24.85 271.05 4.7 290.84 9.25 293.57 15.75 272.87 20.3 316.47 4.7 322.23 20.3 316.14 4.7 322.25 20.3 270.6 4.7 291.03 9.25 293.99 15.75 273.18 20.3 7173.7 XR (m)

Yi (m) 10 10 10 10 16.47 16.47 16.47 16.47 11.37 11.37 8.62 8.62 3.52 3.52 3.52 3.52

Pi*Xi (Tn-m) 14330.19 0 4868.4434 25182.187 1273.9341 2690.2848 4623.6519 5539.1818 1487.3954 6541.3218 1485.8345 6541.6141 1271.8421 2692.0571 4630.3268 5545.6088 88703.874 12.365232

YR (m)

Pi*Yi (Tn-m) 10839.781 10157.743 5263.182 10133.677 4464.1902 4790.1612 4835.0188 4494.1047 3598.2309 3663.7847 2725.0837 2777.7691 952.52854 1024.4369 1034.8413 961.6031 71716.136 9.9971581

Xcg (m)

12.5

ex

0.1347681

Ycg (m)

10

ey

0.0028419

b)Esfuerzos sobre el suelo: R=∑P

Area

Mx=R*ex

My=R*ey

Ix=B*A3/12 Iy=A*B3/12

(Tn) 7,173.65

(m2) 500

(Tn-m) 966.77948

(Tn-m) 20.38691

(m4) (m4) 16666.667 26041.667

𝑞 𝑥´, 𝑦´ =

Placa X1 Y1 Y3 Y5 X8 X9 X10 X11 X12 X13 X14 X15 X16 X17 X18 X19

X´ (m) 0.72 -12.5 -3.25 12.35 -7.8 -3.25 3.25 7.8 -7.8 7.8 -7.8 7.8 -7.8 -3.25 3.25 7.8

𝑅 𝑀𝑥 ∗ 𝑦 ´ 𝑀𝑦 ∗ 𝑥 ´ ± ± ≤ 𝑞𝑎𝑑𝑚𝑖𝑠𝑖𝑏𝑙𝑒 𝐴𝑟𝑒𝑎 𝐼𝑥 𝐼𝑦

q(x´,y´)

=

7,173.65 500

±

966.77948 * y´ 16666.66667

±

20.38691 * x´ 26041.66667

q(x´,y´)

=

14.347305

+

0.0580068

+

0.0007829

Y´ (m) 0 0 0 0 6.47 6.47 6.47 6.47 1.37 1.37 -1.38 -1.38 -6.48 -6.48 -6.48 -6.48

q(x´,y´) (Tn-m2) 14.347868 14.337519 14.34476 14.356973 14.716502 14.720064 14.725153 14.728715 14.420668 14.43288 14.261149 14.273362 13.965314 13.968876 13.973965 13.977527

qadmisible (Tn-m2) 27.4 27.4 27.4 27.4 27.4 27.4 27.4 27.4 27.4 27.4 27.4 27.4 27.4 27.4 27.4 27.4

4.2.Cargas de Gravedad más sismo horario X a)Cálculo de la ubicación de la resultante: Placa X1 Y1 Y3 Y5 X8 X9 X10 X11 X12 X13 X14 X15 X16 X17

Pi Xi (Tn) (m) 900.71 13.22 684.68 0 314.87 9.25 670.48 24.85 221.78 4.7 269.21 9.25 269.71 15.75 223.46 20.3 280.85 4.7 274.41 20.3 280.5 4.7 274.41 20.3 221.18 4.7 269.32 9.25

Yi (m) 10 10 10.02 10 16.47 16.47 16.47 16.47 11.37 11.37 8.62 8.62 3.52 3.52

Pi*Xi (Tn-m) 11907.403 0 2912.504 16661.503 1042.3472 2490.2129 4247.8616 4536.3091 1320.0119 5570.4337 1318.3712 5570.4377 1039.5314 2491.2507

Pi*Yi (Tn-m) 9007.113 6846.814 3154.9503 6704.83 3652.6507 4433.9249 4442.0496 3680.4438 3193.3054 3119.9917 2417.9488 2365.378 778.54269 948.02189

*

y´

* x´

X18 X19 ∑

270.18 15.75 223.78 20.3 5649.5 XR (m)

3.52 3.52

4255.4012 951.04838 4542.6406 787.68941 69906.219 56484.703 12.373815

Xcg (m)

12.5

ex

-0.1261855

9.9981267

Ycg (m)

10

ey

-0.0018733

YR (m) b)Esfuerzos sobre el suelo: R=∑P

Area

(Tn) 5,649.53

(m2) 500

Mx=R*ex

X1 Y1 Y3 Y5 X8 X9 X10 X11 X12 X13 X14 X15 X16 X17 X18 X19

X´ (m) 0.72 -12.5 -3.25 12.35 -7.8 -3.25 3.25 7.8 -7.8 7.8 -7.8 7.8 -7.8 -3.25 3.25 7.8

𝑅 𝑀𝑥 ∗ 𝑦 ´ 𝑀𝑦 ∗ 𝑥 ´ ± ± ≤ 𝑞𝑎𝑑𝑚𝑖𝑠𝑖𝑏𝑙𝑒 𝐴𝑟𝑒𝑎 𝐼𝑥 𝐼𝑦

q(x´,y´)

=

5,649.53 500

q(x´,y´)

=

11.299057

Y´ (m) 0 0 0.02 0 6.47 6.47 6.47 6.47 1.37 1.37 -1.38 -1.38 -6.48 -6.48 -6.48 -6.48

Ix=B*A3/12 Iy=A*B3/12

(Tn-m) (Tn-m) (m4) (m4) -712.88842 -10.583352 16666.667 26041.667

𝑞 𝑥´, 𝑦´ =

Placa

My=R*ey

q(x´,y´) (Tn-m2) 14.347868 14.337519 14.34592 14.356973 14.716502 14.720064 14.725153 14.728715 14.420668 14.43288 14.261149 14.273362 13.965314 13.968876 13.973965 13.977527

± -712.88842 * y´ 16666.66667

± -10.583352 * x´ 26041.66667

+ -0.0427733 *

+ -0.0004064 * x´

qadmisible (Tn-m2) 35.62 35.62 35.62 35.62 35.62 35.62 35.62 35.62 35.62 35.62 35.62 35.62 35.62 35.62 35.62 35.62

4.3.Cargas de Gravedad más sismo antihorario X a)Cálculo de la ubicación de la resultante: Placa X1

Pi Xi (Tn) (m) 1267.2 13.22

Yi (m) 10

Pi*Xi Pi*Yi (Tn-m) (Tn-m) 16752.978 12672.449

y´

Y1 Y3 Y5 X8 X9 X10 X11 X12 X13 X14 X15 X16 X17 X18 X19 ∑

1346.9 0 737.77 9.25 1356.3 24.85 320.32 4.7 312.47 9.25 317.42 15.75 322.27 20.3 352.08 4.7 370.06 20.3 351.77 4.7 370.09 20.3 320.03 4.7 312.74 9.25 317.79 15.75 322.59 20.3 8697.8 XR (m)

10 10.02 10 16.47 16.47 16.47 16.47 11.37 11.37 8.62 8.62 3.52 3.52 3.52 3.52

0 6824.3827 33702.872 1505.5209 2890.3568 4999.4422 6542.0546 1654.7788 7512.2099 1653.2979 7512.7905 1504.1528 2892.8635 5005.2524 6548.577 107501.53 12.359657

YR (m)

13468.672 7392.4664 13562.524 5275.7297 5146.3974 5227.9881 5307.7655 4003.1564 4207.5777 3032.2186 3190.1603 1126.5144 1100.8518 1118.6342 1135.5168 86968.622 9.9989494

Xcg (m)

12.5

ex

-0.1403428

Ycg (m)

10

ey

-0.0010506

b)Esfuerzos sobre el suelo: R=∑P

Area

Mx=R*ex

My=R*ey

Ix=B*A3/12 Iy=A*B3/12

(Tn) 8,697.78

(m2) 500

(Tn-m) -1220.6705

(Tn-m) -9.13774

(m4) (m4) 16666.667 26041.667

𝑞 𝑥´, 𝑦´ =

Placa X1 Y1 Y3 Y5 X8 X9 X10 X11 X12 X13

X´ (m) 0.72 -12.5 -3.25 12.35 -7.8 -3.25 3.25 7.8 -7.8 7.8

𝑅 𝑀𝑥 ∗ 𝑦 ´ 𝑀𝑦 ∗ 𝑥 ´ ± ± ≤ 𝑞𝑎𝑑𝑚𝑖𝑠𝑖𝑏𝑙𝑒 𝐴𝑟𝑒𝑎 𝐼𝑥 𝐼𝑦

q(x´,y´)

=

8,697.78 500

q(x´,y´)

=

17.395552

Y´ (m) 0 0 0.02 0 6.47 6.47 6.47 6.47 1.37 1.37

q(x´,y´) (Tn-m2) 14.347868 14.337519 14.34592 14.356973 14.716502 14.720064 14.725153 14.728715 14.420668 14.43288

± -1220.6705 * y´ 16666.66667

±

+ -0.0732402 *

+ -0.0003509 * x´

qadmisible (Tn-m2) 35.62 35.62 35.62 35.62 35.62 35.62 35.62 35.62 35.62 35.62

y´

-9.13774 * x´ 26041.66667

X14 X15 X16 X17 X18 X19

-7.8 7.8 -7.8 -3.25 3.25 7.8

-1.38 -1.38 -6.48 -6.48 -6.48 -6.48

14.261149 14.273362 13.965314 13.968876 13.973965 13.977527

35.62 35.62 35.62 35.62 35.62 35.62

4.4.Cargas de Gravedad más sismo horario Y a)Cálculo de la ubicación de la resultante: Placa X1 Y1 Y3 Y5 X8 X9 X10 X11 X12 X13 X14 X15 X16 X17 X18 X19 ∑

Pi Xi (Tn) (m) 1082.4 13.22 1015.7 0 526.2 9.25 1013.3 24.85 181.76 4.7 221.71 9.25 225.72 15.75 183.58 20.3 290.73 4.7 286.91 20.3 290.43 4.7 286.87 20.3 181.21 4.7 221.96 9.25 226.14 15.75 183.88 20.3 6418.4 XR (m)

Yi (m) 10 10 10.02 10 16.47 16.47 16.47 16.47 11.37 11.37 8.62 8.62 3.52 3.52 3.52 3.52

Pi*Xi (Tn-m) 14308.758 0 4867.3102 25180.172 854.28845 2050.8008 3555.1073 3726.7349 1366.4343 5824.2872 1365.0417 5823.4427 851.68935 2053.1208 3561.7129 3732.8188 79121.72 12.327232

YR (m)

Pi*Yi (Tn-m) 10823.569 10156.972 5272.4809 10132.866 2993.6448 3651.5341 3717.6265 3023.612 3305.6081 3262.1747 2503.5445 2472.8116 637.86096 781.29568 796.01456 647.2671 64178.883 9.9991251

Xcg (m)

12.5

ex

-0.172768

Ycg (m)

10

ey

-0.0008749

b)Esfuerzos sobre el suelo: R=∑P

Area

(Tn) 6,418.45

(m2) 500

My=R*ey

Ix=B*A3/12 Iy=A*B3/12

(Tn-m) (Tn-m) -1108.9028 -5.615468

(m4) (m4) 16666.667 26041.667

Mx=R*ex

´

𝑞 𝑥 ,𝑦

𝑅 𝑀𝑥 ∗ 𝑦 ´ 𝑀𝑦 ∗ 𝑥 ´ = ± ± ≤ 𝑞𝑎𝑑𝑚𝑖𝑠𝑖𝑏𝑙𝑒 𝐴𝑟𝑒𝑎 𝐼𝑥 𝐼𝑦

´

q(x´,y´)

=

6,418.45 500

± -1108.9028 * y´ 16666.66667

±

q(x´,y´)

=

12.8369

+ -0.0665342 *

+ -0.0002156 * x´

y´

-5.615468 * x´ 26041.66667

Placa X1 Y1 Y3 Y5 X8 X9 X10 X11 X12 X13 X14 X15 X16 X17 X18 X19

X´ (m) 0.72 -12.5 -3.25 12.35 -7.8 -3.25 3.25 7.8 -7.8 7.8 -7.8 7.8 -7.8 -3.25 3.25 7.8

Y´ (m) 0 0 0.02 0 6.47 6.47 6.47 6.47 1.37 1.37 -1.38 -1.38 -6.48 -6.48 -6.48 -6.48

q(x´,y´) (Tn-m2) 14.347868 14.337519 14.34592 14.356973 14.716502 14.720064 14.725153 14.728715 14.420668 14.43288 14.261149 14.273362 13.965314 13.968876 13.973965 13.977527

qadmisible (Tn-m2) 35.62 35.62 35.62 35.62 35.62 35.62 35.62 35.62 35.62 35.62 35.62 35.62 35.62 35.62 35.62 35.62

4.5.Cargas de Gravedad más sismo antihorario Y a)Cálculo de la ubicación de la resultante: Placa X1 Y1 Y3 Y5 X8 X9 X10 X11 X12 X13 X14 X15 X16 X17 X18 X19 ∑

Pi Xi (Tn) (m) 1085.6 13.22 1015.9 0 526.44 9.25 1013.4 24.85 360.34 4.7 359.98 9.25 361.41 15.75 362.15 20.3 342.2 4.7 357.55 20.3 341.84 4.7 357.62 20.3 360 4.7 360.11 9.25 361.84 15.75 362.48 20.3 7928.9 XR (m) YR (m)

Yi (m) 10 10 10.02 10 16.47 16.47 16.47 16.47 11.37 11.37 8.62 8.62 3.52 3.52 3.52 3.52

Pi*Xi (Tn-m) 14351.623 0 4869.5765 25184.203 1693.5797 3329.7688 5692.1965 7351.6288 1608.3565 7258.3564 1606.6273 7259.7855 1691.9948 3330.9935 5698.9406 7358.3988 98286.029 12.395993

Pi*Yi (Tn-m) 10855.993 10158.514 5274.9358 10134.488 5934.7356 5928.7883 5952.4112 5964.5973 3890.8538 4065.3947 2946.6229 3082.7266 1267.1961 1267.578 1273.668 1275.9391 79274.442 9.998221

Xcg (m)

12.5

ex

-0.104007

Ycg (m)

10

ey

-0.001779

b)Esfuerzos sobre el suelo: R=∑P

Area

(Tn) 7,928.85

(m2) 500

Mx=R*ex

X1 Y1 Y3 Y5 X8 X9 X10 X11 X12 X13 X14 X15 X16 X17 X18 X19

X´ (m) 0.72 -12.5 -3.25 12.35 -7.8 -3.25 3.25 7.8 -7.8 7.8 -7.8 7.8 -7.8 -3.25 3.25 7.8

Ix=B*A3/12 Iy=A*B3/12

(Tn-m) (Tn-m) (m4) (m4) -824.65614 -14.105624 16666.667 26041.667

𝑞 𝑥´, 𝑦´ =

Placa

My=R*ey

𝑅 𝑀𝑥 ∗ 𝑦 ´ 𝑀𝑦 ∗ 𝑥 ´ ± ± ≤ 𝑞𝑎𝑑𝑚𝑖𝑠𝑖𝑏𝑙𝑒 𝐴𝑟𝑒𝑎 𝐼𝑥 𝐼𝑦

q(x´,y´)

=

7,928.85 500

± -824.65614 * y´ 16666.66667

± -14.105624 * x´ 26041.66667

q(x´,y´)

=

15.85771

+ -0.0494794 *

+ -0.0005417 * x´

Y´ (m) 0 0 0.02 0 6.47 6.47 6.47 6.47 1.37 1.37 -1.38 -1.38 -6.48 -6.48 -6.48 -6.48

q(x´,y´) (Tn-m2) 14.347868 14.337519 14.34592 14.356973 14.716502 14.720064 14.725153 14.728715 14.420668 14.43288 14.261149 14.273362 13.965314 13.968876 13.973965 13.977527

qadmisible (Tn-m2) 35.62 35.62 35.62 35.62 35.62 35.62 35.62 35.62 35.62 35.62 35.62 35.62 35.62 35.62 35.62 35.62

y´

4.6. Franjas Tenemos las siguientes franjas de cimentación: Franjas Dirección X-X

Franjas Dirección Y-Y:

5)Diseño por Flexión Momentos en dirección X-X:

Momentos en dirección Y-Y:

5.1.Acero Mínimo por Temperatura

Franj a

De acuerdo a la Norma E.060 Concreto Armado en el índice 9.7.2 y 13.3.2 , se tiene que: As min = h (cm) 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00

'' '' '' '' '' '' '' '' '' '' '' ''

Ae (cm2) 5.07 5.07 5.07 5.07 5.07 5.07 5.07 5.07 5.07 5.07 5.07 5.07

b (cm) 172.5 431 396 396 431 172.5 235 462.5 552.5 552.5 462.5 235

h (cm) 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00

ρmin

Øe

0.0025 0.0025 0.0025 0.0025 0.0025 0.0025 0.0025 0.0025 0.0025 0.0025 0.0025 0.0025 Franj a

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

b (cm) 172.5 431 396 396 431 172.5 235 462.5 552.5 552.5 462.5 235

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

1 1 1 1 1 1 1 1 1 1 1 1

Asmin (cm2) 43.125 107.75 99 99 107.75 43.125 58.75 115.63 138.13 138.13 115.63 58.75 Øe 1 1 1 1 1 1 1 1 1 1 1 1

'' '' '' '' '' '' '' '' '' '' '' ''

smáx (cm) 2tm 40.00 200 40.00 200 40.00 200 40.00 200 40.00 200 40.00 200 40.00 200 40.00 200 40.00 200 40.00 200 40.00 200 40.00 200 40.00

s (cm) 20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27 Ae (cm2) 5.07 5.07 5.07 5.07 5.07 5.07 5.07 5.07 5.07 5.07 5.07 5.07

Asreal (cm2) 43.704 109.2 100.33 100.33 109.2 43.704 59.538 117.18 139.98 139.98 117.18 59.538

Acero Adoptado 1 1 1 1 1 1 1 1 1 1 1 1

Ø Ø Ø Ø Ø Ø Ø Ø Ø Ø Ø Ø

1 1 1 1 1 1 1 1 1 1 1 1

'' '' '' '' '' '' '' '' '' '' '' ''

@ @ @ @ @ @ @ @ @ @ @ @

0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20

ρreal 0.0025 0.0025 0.0025 0.0025 0.0025 0.0025 0.0025 0.0025 0.0025 0.0025 0.0025 0.0025

5.2.Acero por flexión en franjas 5.2.1.Acero por flexión en franjas en Dirección X-X: - Franja 1

Apoyo

Mu (T.m)

d (cm)

b (cm)

A AB B BC C

4.01 37.38 28.88 43.71 21.06

55.01 55.01 55.01 55.01 55.01

172.50 172.50 172.50 172.50 172.50

As Asmin Asreq. (cm2) (cm2) (cm2) 1.93 18.31 14.09 21.48 10.23

43.13 43.13 43.13 43.13 43.13

43.13 43.13 43.13 43.13 43.13

s (cm2)

Øb 1 1 1 1 1

'' '' '' '' ''

20.27 20.27 20.27 20.27 20.27

Disposicion de refuerzo 1 1 1 1 1

Ø Ø Ø Ø Ø

1 1 1 1 1

'' '' '' '' ''

@ @ @ @ @

20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm

CD D DE E EF F

41.62 19.79 34.66 27.57 37.16 2.45

55.01 55.01 55.01 55.01 55.01 55.01

172.50 172.50 172.50 172.50 172.50 172.50

Apoyo

Mu (T.m)

d (cm)

b (cm)

A AB B BC C CD D DE E EF F

77.65 160.50 33.45 106.77 24.21 109.50 4.01 129.90 32.34 160.00 78.92

55.01 55.01 55.01 55.01 55.01 55.01 55.01 55.01 55.01 55.01 55.01

431.00 431.00 431.00 431.00 431.00 431.00 431.00 431.00 431.00 431.00 431.00

Apoyo

Mu (T.m)

d (cm)

b (cm)

A AB B BC C CD D DE E EF F

74.54 160.00 7.65 112.35 145.83 34.56 11.56 161.00 2.10 160.00 83.80

55.01 55.01 55.01 55.01 55.01 55.01 55.01 55.01 55.01 55.01 55.01

396.00 396.00 396.00 396.00 396.00 396.00 396.00 396.00 396.00 396.00 396.00

Apoyo

Mu (T.m)

d (cm)

b (cm)

A AB B BC C CD D

74.21 160.00 13.02 116.03 142.20 28.60 1.90

55.01 55.01 55.01 55.01 55.01 55.01 55.01

396.00 396.00 396.00 396.00 396.00 396.00 396.00

20.43 9.61 16.95 13.44 18.20 1.18

43.13 43.13 43.13 43.13 43.13 43.13

43.13 43.13 43.13 43.13 43.13 43.13

1 1 1 1 1 1

'' '' '' '' '' ''

20.27 20.27 20.27 20.27 20.27 20.27

1 1 1 1 1 1

Ø Ø Ø Ø Ø Ø

1 1 1 1 1 1

'' '' '' '' '' ''

@ @ @ @ @ @

20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm

- Franja 2

As Asmin Asreq. (cm2) (cm2) (cm2) 37.91 79.70 16.19 52.44 11.70 53.81 1.93 64.10 15.65 79.45 38.54

107.75 107.75 107.75 107.75 107.75 107.75 107.75 107.75 107.75 107.75 107.75

107.75 107.75 107.75 107.75 107.75 107.75 107.75 107.75 107.75 107.75 107.75

s (cm2)

Øb 1 1 1 1 1 1 1 1 1 1 1

'' '' '' '' '' '' '' '' '' '' ''

20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27

Disposicion de refuerzo 1 1 1 1 1 1 1 1 1 1 1

Ø Ø Ø Ø Ø Ø Ø Ø Ø Ø Ø

1 1 1 1 1 1 1 1 1 1 1

'' '' '' '' '' '' '' '' '' '' ''

@ @ @ @ @ @ @ @ @ @ @

20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm

- Franja 3

As Asmin Asreq. (cm2) (cm2) (cm2) 36.42 79.68 3.69 55.35 72.39 16.74 5.57 80.20 1.01 79.68 41.03

99.00 99.00 99.00 99.00 99.00 99.00 99.00 99.00 99.00 99.00 99.00

99.00 99.00 99.00 99.00 99.00 99.00 99.00 99.00 99.00 99.00 99.00

s (cm2)

Øb 1 1 1 1 1 1 1 1 1 1 1

'' '' '' '' '' '' '' '' '' '' ''

20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27

Disposicion de refuerzo 1 1 1 1 1 1 1 1 1 1 1

Ø Ø Ø Ø Ø Ø Ø Ø Ø Ø Ø

1 1 1 1 1 1 1 1 1 1 1

'' '' '' '' '' '' '' '' '' '' ''

@ @ @ @ @ @ @ @ @ @ @

20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm

- Franja 4

As Asmin Asreq. (cm2) (cm2) (cm2) 36.26 79.68 6.28 57.21 70.53 13.84 0.91

99.00 99.00 99.00 99.00 99.00 99.00 99.00

99.00 99.00 99.00 99.00 99.00 99.00 99.00

s (cm2)

Øb 1 1 1 1 1 1 1

'' '' '' '' '' '' ''

20.27 20.27 20.27 20.27 20.27 20.27 20.27

Disposicion de refuerzo 1 1 1 1 1 1 1

Ø Ø Ø Ø Ø Ø Ø

1 1 1 1 1 1 1

'' '' '' '' '' '' ''

@ @ @ @ @ @ @

20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm

DE E EF F

160.32 9.83 160.00 83.89

55.01 55.01 55.01 55.01

396.00 396.00 396.00 396.00

Apoyo

Mu (T.m)

d (cm)

b (cm)

A AB B BC C CD D DE E EF F

77.25 160.00 31.07 109.94 25.65 114.26 1.93 127.22 30.22 160.50 78.41

55.01 55.01 55.01 55.01 55.01 55.01 55.01 55.01 55.01 55.01 55.01

431.00 431.00 431.00 431.00 431.00 431.00 431.00 431.00 431.00 431.00 431.00

Apoyo

Mu (T.m)

d (cm)

b (cm)

A AB B BC C CD D DE E EF F

4.49 36.83 27.95 42.97 26.05 42.17 20.36 34.29 27.05 36.48 1.09

55.01 55.01 55.01 55.01 55.01 55.01 55.01 55.01 55.01 55.01 55.01

172.50 172.50 172.50 172.50 172.50 172.50 172.50 172.50 172.50 172.50 172.50

79.85 4.74 79.68 41.07

99.00 99.00 99.00 99.00

99.00 99.00 99.00 99.00

1 1 1 1

'' '' '' ''

20.27 20.27 20.27 20.27

1 1 1 1

Ø Ø Ø Ø

1 1 1 1

'' '' '' ''

@ @ @ @

20.00 cm 20.00 cm 20.00 cm 20.00 cm

- Franja 5

As Asmin Asreq. (cm2) (cm2) (cm2) 37.72 79.45 15.03 54.03 12.40 56.20 0.93 62.74 14.62 79.70 38.29

107.75 107.75 107.75 107.75 107.75 107.75 107.75 107.75 107.75 107.75 107.75

107.75 107.75 107.75 107.75 107.75 107.75 107.75 107.75 107.75 107.75 107.75

s (cm2)

Øb 1 1 1 1 1 1 1 1 1 1 1

'' '' '' '' '' '' '' '' '' '' ''

20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27

Disposicion de refuerzo 1 1 1 1 1 1 1 1 1 1 1

Ø Ø Ø Ø Ø Ø Ø Ø Ø Ø Ø

1 1 1 1 1 1 1 1 1 1 1

'' '' '' '' '' '' '' '' '' '' ''

@ @ @ @ @ @ @ @ @ @ @

20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm

- Franja 6

As Asmin Asreq. (cm2) (cm2) (cm2) 2.16 18.03 13.63 21.11 12.69 20.70 9.89 16.77 13.18 17.86 0.52

43.13 43.13 43.13 43.13 43.13 43.13 43.13 43.13 43.13 43.13 43.13

43.13 43.13 43.13 43.13 43.13 43.13 43.13 43.13 43.13 43.13 43.13

s (cm2)

Øb 1 1 1 1 1 1 1 1 1 1 1

'' '' '' '' '' '' '' '' '' '' ''

20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27

Disposicion de refuerzo 1 1 1 1 1 1 1 1 1 1 1

Ø Ø Ø Ø Ø Ø Ø Ø Ø Ø Ø

1 1 1 1 1 1 1 1 1 1 1

'' '' '' '' '' '' '' '' '' '' ''

@ @ @ @ @ @ @ @ @ @ @

20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm

5.2.2.Acero por flexión en franjas en Dirección Y-Y: - Franja 7

Apoyo

Mu (T.m)

d (cm)

b (cm)

1 12 2 23 3 34 4

25.34 13.65 42.98 13.62 78.31 61.77 90.00

55.01 55.01 55.01 55.01 55.01 55.01 55.01

235.00 235.00 235.00 235.00 235.00 235.00 235.00

As Asmin Asreq. (cm2) (cm2) (cm2) 12.30 6.60 20.99 6.58 38.75 30.38 44.74

58.75 58.75 58.75 58.75 58.75 58.75 58.75

58.75 58.75 58.75 58.75 58.75 58.75 58.75

s (cm2)

Øb 1 1 1 1 1 1 1

'' '' '' '' '' '' ''

20.27 20.27 20.27 20.27 20.27 20.27 20.27

Disposicion de refuerzo 1 1 1 1 1 1 1

Ø Ø Ø Ø Ø Ø Ø

1 1 1 1 1 1 1

'' '' '' '' '' '' ''

@ @ @ @ @ @ @

20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm

45 5 56 6

2.26 44.70 14.98 24.40

55.01 55.01 55.01 55.01

235.00 235.00 235.00 235.00

Apoyo

Mu (T.m)

d (cm)

b (cm)

1 12 2 23 3 34 4 45 5 56 6

5.08 8.16 160.80 48.93 170.00 160.00 170.00 75.29 156.70 26.57 5.01

55.01 55.01 55.01 55.01 55.01 55.01 55.01 55.01 55.01 55.01 55.01

462.50 462.50 462.50 462.50 462.50 462.50 462.50 462.50 462.50 462.50 462.50

Apoyo

Mu (T.m)

d (cm)

b (cm)

1 12 2 23 3 34 4 45 5 56 6

77.50 43.84 129.97 13.74 160.00 160.00 160.00 38.00 143.70 81.00 75.41

55.01 55.01 55.01 55.01 55.01 55.01 55.01 55.01 55.01 55.01 55.01

552.50 552.50 552.50 552.50 552.50 552.50 552.50 552.50 552.50 552.50 552.50

1.09 21.84 7.24 11.84

58.75 58.75 58.75 58.75

58.75 58.75 58.75 58.75

1 1 1 1

'' '' '' ''

20.27 20.27 20.27 20.27

1 1 1 1

Ø Ø Ø Ø

1 1 1 1

'' '' '' ''

@ @ @ @

20.00 cm 20.00 cm 20.00 cm 20.00 cm

- Franja 8

As Asmin Asreq. (cm2) (cm2) (cm2) 2.45 3.93 79.68 23.74 84.38 79.27 84.38 36.71 77.58 12.84 2.41

115.63 115.63 115.63 115.63 115.63 115.63 115.63 115.63 115.63 115.63 115.63

115.63 115.63 115.63 115.63 115.63 115.63 115.63 115.63 115.63 115.63 115.63

s (cm2)

Øb 1 1 1 1 1 1 1 1 1 1 1

'' '' '' '' '' '' '' '' '' '' ''

20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27

Disposicion de refuerzo 1 1 1 1 1 1 1 1 1 1 1

Ø Ø Ø Ø Ø Ø Ø Ø Ø Ø Ø

1 1 1 1 1 1 1 1 1 1 1

'' '' '' '' '' '' '' '' '' '' ''

@ @ @ @ @ @ @ @ @ @ @

20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm

- Franja 9

As Asmin Asreq. (cm2) (cm2) (cm2) 37.71 21.22 63.76 6.62 78.87 78.87 78.87 18.38 70.65 39.44 36.68

138.13 138.13 138.13 138.13 138.13 138.13 138.13 138.13 138.13 138.13 138.13

138.13 138.13 138.13 138.13 138.13 138.13 138.13 138.13 138.13 138.13 138.13

s (cm2)

Øb 1 1 1 1 1 1 1 1 1 1 1

'' '' '' '' '' '' '' '' '' '' ''

20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27

Disposicion de refuerzo 1 1 1 1 1 1 1 1 1 1 1

Ø Ø Ø Ø Ø Ø Ø Ø Ø Ø Ø

1 1 1 1 1 1 1 1 1 1 1

'' '' '' '' '' '' '' '' '' '' ''

@ @ @ @ @ @ @ @ @ @ @

20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm

- Franja 10

Apoyo

Mu (T.m)

d (cm)

b (cm)

1 12 2 23 3 34 4 45 5

61.15 17.02 160.00 56.58 160.00 160.00 160.00 39.86 160.00

55.01 55.01 55.01 55.01 55.01 55.01 55.01 55.01 55.01

552.50 552.50 552.50 552.50 552.50 552.50 552.50 552.50 552.50

As Asmin Asreq. (cm2) (cm2) (cm2) 29.68 8.21 78.87 27.44 78.87 78.87 78.87 19.29 78.87

138.13 138.13 138.13 138.13 138.13 138.13 138.13 138.13 138.13

138.13 138.13 138.13 138.13 138.13 138.13 138.13 138.13 138.13

s (cm2)

Øb 1 1 1 1 1 1 1 1 1

'' '' '' '' '' '' '' '' ''

20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27

Disposicion de refuerzo 1 1 1 1 1 1 1 1 1

Ø Ø Ø Ø Ø Ø Ø Ø Ø

1 1 1 1 1 1 1 1 1

'' '' '' '' '' '' '' '' ''

@ @ @ @ @ @ @ @ @

20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm

56 6

64.00 61.03

55.01 55.01

552.50 552.50

Apoyo

Mu (T.m)

d (cm)

b (cm)

1 12 2 23 3 34 4 45 5 56 6

3.11 11.94 160.00 63.00 160.00 160.00 160.00 80.60 140.00 15.77 7.65

55.01 55.01 55.01 55.01 55.01 55.01 55.01 55.01 55.01 55.01 55.01

462.50 462.50 462.50 462.50 462.50 462.50 462.50 462.50 462.50 462.50 462.50

31.08 29.62

138.13 138.13

138.13 138.13

1 1

'' ''

20.27 20.27

1 1

Ø Ø

1 1

'' @ '' @

20.00 cm 20.00 cm

- Franja 11

As Asmin Asreq. (cm2) (cm2) (cm2) 1.50 5.75 79.27 30.65 79.27 79.27 79.27 39.33 69.09 7.61 3.68

115.63 115.63 115.63 115.63 115.63 115.63 115.63 115.63 115.63 115.63 115.63

115.63 115.63 115.63 115.63 115.63 115.63 115.63 115.63 115.63 115.63 115.63

s (cm2)

Øb 1 1 1 1 1 1 1 1 1 1 1

'' '' '' '' '' '' '' '' '' '' ''

20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27

Disposicion de refuerzo 1 1 1 1 1 1 1 1 1 1 1

Ø Ø Ø Ø Ø Ø Ø Ø Ø Ø Ø

1 1 1 1 1 1 1 1 1 1 1

'' '' '' '' '' '' '' '' '' '' ''

@ @ @ @ @ @ @ @ @ @ @

20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm

- Franja 12

Apoyo

Mu (T.m)

d (cm)

b (cm)

1 12 2 23 3 34 4 45 5 56 6

21.75 13.76 45.98 22.94 90.00 61.77 76.12 15.60 50.83 13.91 24.69

55.01 55.01 55.01 55.01 55.01 55.01 55.01 55.01 55.01 55.01 55.01

235.00 235.00 235.00 235.00 235.00 235.00 235.00 235.00 235.00 235.00 235.00

As Asmin Asreq. (cm2) (cm2) (cm2) 10.54 6.65 22.48 11.12 44.74 30.38 37.64 7.54 24.90 6.72 11.98

58.75 58.75 58.75 58.75 58.75 58.75 58.75 58.75 58.75 58.75 58.75

58.75 58.75 58.75 58.75 58.75 58.75 58.75 58.75 58.75 58.75 58.75

s (cm2)

Øb 1 1 1 1 1 1 1 1 1 1 1

'' '' '' '' '' '' '' '' '' '' ''

20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27 20.27

Disposicion de refuerzo 1 1 1 1 1 1 1 1 1 1 1

Ø Ø Ø Ø Ø Ø Ø Ø Ø Ø Ø

1 1 1 1 1 1 1 1 1 1 1

'' '' '' '' '' '' '' '' '' '' ''

@ @ @ @ @ @ @ @ @ @ @

20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm 20.00 cm

7) Verificación por Cortante: Se extraerá la máxima fuerza de corte del sofware SAFE y se realizará la verificación por cortante para saber si el peralte asumido por el predimensionamiento es suficiente o aumentará. Cortantes en Direción X-X

Cortantes en Direción Y-Y

-Cortante ultimo de diseño: -Cortante nominal: -Cortante resistido por el concreto: Franja

1 2 3

Vu x-x (Ton) 43.46 206.49 238.24

Vu y-y Vn Máx b (Ton) (Ton) (cm) 51.13 172.5 242.93 431 280.28 396

Vud Vn Vc h (cm) 100.00 100.00 100.00

= = = Vc (Ton) 152.98 382.24 351.20

Verificacion Espesor de losa adecuado Espesor de losa adecuado Espesor de losa adecuado

4 5 6 7 8 9 10 11 12

237.99 205.82 43.49 102.84 255.17 320.79 300.24 249.29 101.22

279.99 242.14 51.16 120.99 300.20 377.40 353.22 293.28 119.08

396 431 172.5 235 462.5 552.5 552.5 462.5 235

100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00

351.20 382.24 152.98 208.41 410.17 489.99 489.99 410.17 208.41

Espesor de losa adecuado Espesor de losa adecuado Espesor de losa adecuado Espesor de losa adecuado Espesor de losa adecuado Espesor de losa adecuado Espesor de losa adecuado Espesor de losa adecuado Espesor de losa adecuado