ponton bombonajillo - estribo y alero ok.xls

Pgina 1 de 33

DISEO DE ESTRIBOS EN CANTILIVER

PREDIMENSIONAMIENTOh1 = 0.58 B2+B3+B4+B5 = 3.10h2 = 1.90 B2 = 0.30h3 = 1.50 B3 = 0.30h4 = 0.50 B4 = 0.40h = 4.48 B5 = 2.50FSV = 2.00 B1 = -0.71 1.00FSD = 1.50 B = 4.50

FrenadoR3 5% S/C Hs20

t1 t20.40 0.30 S/C = h' = 0.60 Hs20 1.83

Reacciones R1 R2P1

0.580 h1 5% RdFriccin R4 A - A

P20.30 t3 W1

P50.40 t6 P4 W2 Ev E p2=q2= 20.121

M1 p1=q1= 8.1911.900 h2 h = 4.480 FSD= 1.500

W3 /2Eh

2.700 t7 P3

dh1.500 h3

B - BP6

0.500 h4 C - C

0.80 0.30 0.30 0.40 2.50

B1 B2 B3 B4 B54.300

B

q1=P/A(1- 6e/b)q2=P/A(1+ 6e/b)

DIMENSIONES DE LA CAJUELA

Ac4.000

t4 vb Sd t5 t40.30 0.30 3.40 0.30 0.30

0.40 t1

0.30 t2

4.600

Lt

Pgina 2 de 33

VISTA POSTERIOR DEL ESTRIBO

0.880h1+t3

3.100h2+h3-t3

0.500h4

0.300 4.000 0.300

t6 Ln t6

DATOSNUMERO DE VIAS N = 1.00CONCRETO f'c = 210.00 Kg/cm2ACERO fy = 4,200.00 Kg/cm2REACCION DEL PUENTE POR CARGA MUERTA Rd = 26.586 Ton./EstriboREACCION DEL PUENTE POR CARGA VIVA Rl = 48.00 Ton./EstriboIMPACTO I = 0.30ANCHO DE LA CAJUELA A = 4.00 m.LONGITUD DEL PUENTE L = 8.00 m.ANGULO DE FRICCION INTERNA DEL RELLENO = 27.00 FRICCION DEL MATERIAL DE RELLENO f = 0.510PESO ESPECIFICO DEL MATERIAL DE RELLENO Wr = 2.36 Ton/m3PESO ESPECIFICO DEL CONCRETO Wc = 2.40 Ton/m3ANGULO DE FRICCION INTERNA DEL SUELO

MARGEN IZQUIERDA i = 22.83 MARGEN DERECHA d = 22.43

PESO ESPECIFICO DEL SUELO Ws = 2.44 Ton/m3COHESION DEL SUELO

MARGEN IZQUIERDA Ci = 0.097 Kg/Cm2MARGEN DERECHA Cd = 0.061 Kg/Cm2

RESISTENCIA ULTIMA DEL TERRENO (F.S. = 3.00) Qa = 9.23 Ton/m2FRICCION ALBAILERIA SOBRE ALBAILERIA F1 = 0.70FRICCION EN EL SUELO DE CIMENTACION F2i = 0.421FRICCION EN EL SUELO DE CIMENTACION F2d = 0.413COEFICIENTE DE EMPUJE ACTIVO (RELLENO) Ka = 0.376Ka = Tan^2(45-/2)VALORES DE R1, R2, R3 Y R4ANCHO DE LA CAJUELA Ac = 4.00 m.REACCION CARGA MUERTA = Rd/Ac R1 = 6.647 Ton./MlREACCION SOBRECARGA = Rlx(1+I)/Ac R2 = 15.600 Ton./MlFRENADO = 0.05x(960xL+8200)xN/(2 EstribosxAc) R3 = 0.099 Ton./MlFRICCION = 0.05xR1 R4 = 0.332 Ton./Ml

RELACIONES CONCRETO ACEROn = 2.1x10^6/(15000xRAIZ(f'c)) n = 10Fc = 0.4xf'c Fc = 84 Kg/cm2Fs = 0.4xfy Fs = 1,680 Kg/cm2r = Fs/Fc r = 20k = n/(n+r) k = 0.3333j = 1-k/3 j = 0.8889

Pgina 3 de 33

CHEQUEO DE LA SECCION A - A

ESTRIBO CON PUENTE Y CON RELLENO SOBRECARGADO

EMPUJE DE TIERRAh = h1 h = 0.580 m.

h' = 0.600 m.Ka = 0.376B = 0.300 m.E = 0.618 Ton.

Ev = ExSen(/2) Ev = 0.144 Ton.Eh = ExCos(/2) Eh = 0.601 Ton.Punto de Aplicacin de Ehdh = (h+h')/3 dh = 0.393 m.

DISEO DEL PARAPETO

ESPESOR POR MOMENTO FLECTORPi(Ton.) Xi(m.) Mi(Ton-m.)

Eh 0.601 0.393 0.236R3 0.099 2.410 0.239

TOTAL 0.700 0.475

d = RAIZ(2xMix10^5/(Fcxkxjxb)) b = 100 Cm. d = 0.062 m."d" debe ser menor que t2 = 0.300 m.

ESPESOR POR CORTE

Vu = R3+Eh Vu = 0.700 Ton.Vumax = 2.10xbxRAIZ(f'c) Vumax = Vu/ = 0.824 Ton.d = Vumax/(2.10x100xRAIZ(f'c)) d = 0.003 m.

"d" debe ser menor que t2 = 0.300 m.

DISEO POR FLEXION

REFUERZO PRINCIPAL

As = Mix10^5/(Fsxjxd) d = 0.250 m. As = 1.27 Cm2.Cuanta MnimaAsmin = 0.0018xbxd b = 1.000 m. Asmin = 4.50 Cm2.

Escoger el mayor As = 4.50 Cm2.S = 100xAv/As Usar 3/8" @ S = 15.80 Cm.

1/2" @ S = 28.70 Cm. 5/8" @ S = 44.40 Cm. 3/4" @ S = 63.10 Cm.

ACERO DE REPARTICION VERTICAL

As = 0.0015xbxd As = 3.75 Cm2.Usar 3/8" @ S = 18.90 Cm.

1/2" @ S = 34.40 Cm.

REFUERZO HORIZONTAL


1/2" @ S = 20.60 Cm. 5/8" @ S = 32.00 Cm.

E = 0.5xWrx(h+h')2xKa

Pgina 4 de 33

DISEO DE LA CAJUELA

ESPESOR POR MOMENTO FLECTOR

Pi(Ton.) Xi(m.) Mi(Ton-m.)P1 0.418 0.250 0.104p2' 0.288 0.200 0.058P5 0.192 0.133 0.026

TOTAL 0.898 0.188

d = RAIZ(2xMix10^5/(Fcxkxjxb)) b = 100 Cm. d = 0.039 m."d" debe ser menor que t3+ t6 = 0.700 m.

ESPESOR POR CORTE

Vu = P1+ p2 + P5 Vu = 0.898 Ton.Vumax = 2.10xbxRAIZ(f'c) Vumax = Vu/ = 1.056 Ton.d = Vumax/(2.10x100xRAIZ(f'c)) d = 0.003 m.

"d" debe ser menor que t3+ t6 = 0.700 m.

DISEO POR FLEXION

REFUERZO PRINCIPAL



1/2" @ S = 11.00 Cm. 5/8" @ S = 17.10 Cm. 3/4" @ S = 24.30 Cm.

ACERO DE REPARTICION TRANSVERSAL


1/2" @ S = 13.20 Cm. 5/8" @ S = 20.50 Cm.

Pgina 5 de 33

DISEO DEL CUERPO DE LA PANTALLASOPORTARA SOLO EL EMPUJE DEL SUELO

h

ALTURA DE LA ARMADURAAL DISEO EN LA FRANJA INFERIOR

0.500h4 Lc

4.600Lt

PRESION DEL SUELOh = h1+h2+h3 h = 3.980 m.

h' = 0.600 m.Ka = 0.376

B = B3+B2 B = 0.600 m.E = 9.307 Ton.



Pi(Ton.) Xi(m.) Mi(Ton-m.)Eh 9.050 1.527 13.819R3 0.099 5.810 0.575

TOTAL 9.149 14.394

d = RAIZ(2xMix10^5/(Fcxkxjxb)) b = 100 Cm. d = 0.340 m."d" debe ser menor que B2+B3 = 0.600 m.

ESPESOR POR CORTE

Vu = Eh+ R3 Vu = 9.149 Ton.Vumax = 2.10xbxRAIZ(f'c) Vumax = Vu/ = 10.764 Ton.d = Vumax/(2.10x100xRAIZ(f'c)) d = 0.035 m.

"d" debe ser menor que B2+B3 = 0.600 m.

DISEO POR FLEXION

REFUERZO PRINCIPAL



1/2" @ S = 7.40 Cm. 5/8" @ S = 11.40 Cm. 3/4" @ S = 16.20 Cm. 1" @ S = 28.50 Cm.


Pgina 6 de 33

AREA DE ACERO PARA DISTINTOS VALORES DE "d" y "Y".

B3 Y d dh Eh M As Asmin 1" 3/4" 5/8"0.580 h1 0.300 0.000 0.250 0.393 0.601 0.475 1.27 4.50 112.70 63.10 44.40 53.75

0.500 0.294 0.560 1.218 0.970 2.21 5.29 95.80 53.70 37.80 45.751.000 0.338 0.727 2.050 1.828 3.62 6.08 83.30 46.70 32.90 39.81.500 0.382 0.893 3.099 3.154 5.53 6.88 73.70 41.30 29.10 35.2

Y 2.000 0.426 1.060 4.363 5.061 7.96 7.67 66.10 37.00 26.10 31.552.500 0.471 1.227 5.842 7.655 10.88 8.48 59.80 33.50 23.60 28.55

3.400 H d 3.000 0.515 1.393 7.538 11.036 14.35 9.27 54.70 30.60 21.60 26.13.500 0.559 1.560 9.449 15.326 18.36 10.06 50.40 28.20 19.90 04.000 0.603 1.727 11.576 20.626 22.91 10.85 46.70 26.20 18.40

dh 3.400 0.550 1.527 9.050 14.394 17.52 9.90 51.20 16.20 20.20

0.600B2+B3

d = YxB2/H+B3-.05dh = (h1+y+h')/3REFUERZO VERTICAL POR MONTAJE EN CARA ANTERIOR

"As"montaje = (0.0018xbxd)/2 b = 100 m "As"mont. = 4.95 Cm2.

As = 4.95 Cm2. 3/8" @ S = 14.30 Cm. 1/2" @ S = 26.10 Cm. 5/8" @ S = 40.40 Cm.

REFUERZO HORIZONTAL POR REPARTICION

TERCIO INFERIOR

"As"reparticin = 0.002xbxt 100.0 cm Asr. = 12.00 Cm2.60.0 cm

Cara Anterior Asr / 3 = 4.00 Cm2.

As = 4.00 Cm2. 3/8" @ S = 17.80 Cm. 1/2" @ S = 32.30 Cm. 5/8" @ S = 50.00 Cm.

Cara Posterior 2xAsr / 3 = 8.00 Cm2.

As = 8.00 Cm2. 3/8" @ S = 8.90 Cm. 1/2" @ S = 16.10 Cm. 5/8" @ S = 25.00 Cm.

TERCIO MEDIO



As = 3.00 Cm2. 3/8" @ S = 23.70 Cm. 1/2" @ S = 43.00 Cm. 5/8" @ S = 66.70 Cm.


As = 6.00 Cm2. 3/8" @ S = 11.80 Cm. 1/2" @ S = 21.50 Cm. 5/8" @ S = 33.30 Cm.

TERCIO SUPERIOR


b =t =

b =t =

b =t =

Pgina 7 de 33


As = 2.00 Cm2. 3/8" @ S = 35.50 Cm. 1/2" @ S = 64.50 Cm. 5/8" @ S = 100.00 Cm.


As = 4.00 Cm2. 3/8" @ S = 17.80 Cm. 1/2" @ S = 32.30 Cm. 5/8" @ S = 50.00 Cm.

CHEQUEO DE LA SECCION C - C

ESTRIBO SIN PUENTE Y CON RELLENO SOBRECARGADO

EMPUJE DE TIERRAh = h1+h2+h3+h4 h = 4.480 m.

h' = 0.600 m.B = 4.300 m.E = 11.450 Ton.


FUERZAS VERTICALES ESTABILIZADORASPi(Ton.) Xi(m.) Mi(Ton-m.)

P1 = t2xh1xWc P1 0.418 1.650 0.690P2 = (t1+t2)xt3xWc P2 0.504 1.450 0.731P3 = B2x(h2+h3)xWc/2 P3 1.224 1.000 1.224P4 = B3x(h2+h3-t3)xWc P4 2.232 1.250 2.790P5 = B4xt6xWc/2 P5 0.192 1.533 0.294P6 = B4xh4Wc P6 5.160 2.150 11.094W1 = B5x(h-h4)xWr W1 23.482 3.050 71.620W2 = B4xt6xWr/2 W2 0.189 1.667 0.315W3 = B4x(h2+h3-t3-t6)xWr W3 2.549 1.600 4.078

Ev 2.673 4.300 11.494TOTAL 38.623 104.330

Xv = SUMA Mi/SUMA Pi Xv = 2.701 m.z = Ehxdh/SUMA Pi z = 0.488 m.e = B/2-(Xv-z) e = -0.063 m.

"e" debe ser menor que B/6 = 0.717 m.CHEQUEOS

a) Compresiones y Tracciones

p = SUMA Pix(1+6xABS(e)/B)/(Bxa) a = 1.0 p = 9.772 Ton/m2.Comparar con Qa = 9.230 Ton/m2.p debe ser menor

Chequeo al Volteo

FSV = SUMA Mi/(Ehxdh) Debe ser mayor FSV = 5.5o igual que 1.5

Chequeo al Deslizamiento

FSD = SUMA PixF1/Eh Debe ser mayor FSD = 1.5o igual que 1.3


Pgina 8 de 33

ESTRIBO CON PUENTE Y CON RELLENO SOBRECARGADO


R1 6.647 1.300 8.641R2 15.600 1.300 20.28

SUM Pivert 38.623 2.701 104.320TOTAL 60.870 133.241

Xv = SUMA Mi/SUMA Pi Xv = 2.189 m.

FUERZAS HORIZONTALESPi(Ton.) Xi(m.) Mi(Ton-m.)

Eh 11.133 1.693 18.848R3 0.099 6.310 0.625R4 0.332 3.900 1.295

TOTAL 11.564 20.768

Yh = SUMA Mi/SUMA Pi Yh = 1.796 m.Punto de aplicacin de la resultantez = SUMA Mi./SUMA Pvert z = 0.341 m.e = B/2-(Xv-z) e = 0.302 m.

CHEQUEOS

Compresiones y Tracciones

p2 = SUMA Pivertx(1+6xABS(e)/B)/(Bxa) a = 1.0 p2 = 20.121 Ton/m2.Comparar con Qa = 9.230 Ton/m2.p debe ser menorNota: La resistencia ltima del terreno presenta un CS = 3

p1 = SUMA Pivertx(1-6xABS(e)/B)/(Bxa) a = 1.0 p1 = 8.191 Ton/m2.

Chequeo al Volteo

FSV = SUMA Mivert/SUMA Mihor) FSV = 6.4Debe ser mayoro igual que 1.5


FSD = SUMA PivertxF1/SUMA Pihor FSD = 2.2Debe ser mayoro igual que 1.5

Pgina 9 de 33

DISEO DE LA ZAPATA ANTERIOR ( Pie )

0.500h4

0.800 0.600 2.900

L1 L2 L3

8.191 Ton/m2

20.121 17.901 16.237 8.191 p1p2 p3 p4

11.930

Pp = h4xWc Pp = 1.200 Ton./m2/mM = -PpxL1^2/2+p3xL1^2/2+(p2-p3)xL1^2/3 M = 5.818 Ton.-mV = -PpxL1+p3xL1+ (p2-p3)xL1/2 V = 14.249 Ton.


d = RAIZ(2xMix10^5/(Fcxkxjxb)) b = 100 Cm. d = 0.216 m.d debe ser menor que h4 = 0.500 m.

ESPESOR POR CORTE

Vu = 14.249 Ton.Vumax = 2.10xbxRAIZ(f'c) Vumax = Vu/ = 16.764 Ton.d = Vumax/(2.10xbxRAIZ(f'c)) d = 0.055 m.

d debe ser menor que h4 = 0.500 m.

DISEO POR FLEXION

REFUERZO PRINCIPAL

As = Mix10^5/(Fsxjxd) d = 0.450 m. As = 8.66 Cm2.Cuanta MnimaPmin = 0.0018xbxd b = 1.000 m. Asmin = 8.10 Cm2.


1/2" @ S = 14.90 Cm. 5/8" @ S = 23.10 Cm. 3/4" @ S = 32.80 Cm. 1" @ S = 58.90 Cm.


As = 0.0015xbxd d = 0.450 m. As = 6.75 Cm2.Usar 3/8" @ S = 10.50 Cm.

1/2" @ S = 19.10 Cm. 5/8" @ S = 29.60 Cm.

Pgina 10 de 33

DISEO DE LA ZAPATA POSTERIOR ( Taln )

0.500h4

0.800 0.600 2.900

L1 L2 L3

8.191 Ton/m220.121 17.901 16.237 p1p2 p3 p4

h = h1+h2+h3 h = 3.980 m.p = Wrxh p = 9.393 Ton./m2Pp = h4xWc Pp = 1.200 Ton./m2/mM = -PpxL3^2/2-pxL3^2/2+p1xL3^2/2+(p4-p1)xL3^2/6 M = 11.269 Ton.-mV = -PpxL3-pxL3+p1xL3+ (p4-p1)xL3/2 V = 4.701 Ton.


d = RAIZ(2xMix10^5/(Fcxkxjxb)) b = 100 Cm. d = 0.301 m."d" debe ser menor que h4 = 0.500 m.

ESPESOR POR CORTE


"d" debe ser menor que h4 = 0.500 m.

DISEO POR FLEXION

REFUERZO PRINCIPAL



1/2" @ S = 7.70 Cm. 5/8" @ S = 11.90 Cm. 3/4" @ S = 16.90 Cm. 1" @ S = 30.40 Cm.



1/2" @ S = 19.10 Cm. 5/8" @ S = 29.60 Cm. 3/4" @ S = 42.10 Cm.

DISEO DE LAS ALAS DEL ESTRIBO

ELEVACION 1.0H = 3.980 2.0

ha = 1.99

L = 5.97

PLANTA

45

PERFIL DE PRUEBA PARA EL INICIO (H = Estribo : 3.98 m)

h4 0.00 = 0 W1

W2P2

2.480 h1Ev E

h = 4.480P1 /2

Eh

1.500 h2dh

B -BP3

0.500 h3 C - C

0.800 0.300 0.300 2.900

B1 B2 B3 B44.300

B

q1=P/A(1- 6e/b)q2=P/A(1+ 6e/b)

DATOS

CONCRETO f'c = 210.00 Kg/cm2ACERO fy = 4,200.00 Kg/cm2ANGULO DE FRICCION INTERNA DEL RELLENO = 27.00 ANGULO SOBRE LA HORIZ. DEL TALUD DEL MATERIAL = 0.00 PESO ESPECIFICO DEL MATERIAL DE RELLENO Wr = 2.360 Ton/m3PESO ESPECIFICO DEL CONCRETO Wc = 2.400 Ton/m3RESISTENCIA ULTIMA DEL TERRENO Qa = 9.230 Ton/m2FRICCION ALBAILERIA SOBRE ALBAILERIA F1 = 0.70FRICCION ALBAILERIA SOBRE ARCILLA HUMEDA F2i = 0.421FRICCION ALBAILERIA SOBRE ARCILLA HUMEDA F2d 0.413

Si = 0 Ka = Tan^2(45-/2)Ka = Cos x Cos - Cos2 - Cos2

Cos + Cos2 - Cos2

A = 0.894X = 0.891

Y = RAIZ(A^2-X^2) Y = 0.073Ka = Ax(A-Y)/(A+Y) Ka = 0.376

RELACIONES CONCRETO ACERO.

n = 2.1x10^6/(15000xRAIZ(f'c)) n = 10Fc = 0.4xf'c Fc = 84 Kg/cm2Fs = 0.4xfy Fs = 1,680 Kg/cm2r = Fs/Fc r = 20k = n/(n+r) k = 0.3333j = 1-k/3 j = 0.8889

DISEO DE LA PANTALLA

SOPORTARA SOLO EL EMPUJE DEL SUELO

PRESION DEL SUELOh = (h1+h2) h = 3.980 m.B = B2+B3 B = 0.600 m.E = 0.5xWrxh^2xKa E = 7.019 Ton.

Ev = 3.187 Ton.Eh = 6.254 Ton.

Punto de Aplicacin de Ehdh = h/3 dh = 1.327 m.


Pi(Ton.) Xi(m.) Mi(Ton-m.)Eh 6.254 1.327 8.299

TOTAL 6.254 8.299


ESPESOR POR CORTE

Vu = Eh Vu = 6.254 Ton.Vumax = 2.10xbxRAIZ(f'c) Vumax = Vu/ = 7.358 Ton.d = Vumax/(2.10x100xRAIZ(f'c)) d = 0.024 m.


DISEO POR FLEXION

REFUERZO PRINCIPAL



1/2" @ S = 12.80 Cm. 5/8" @ S = 19.80 Cm. 3/4" @ S = 28.10 Cm. 1" @ S = 49.50 Cm.

A = Cos X = Cos

Ev = ExSenEh = ExCos


B3 Y d dh Eh M As Asmin 1" 3/4" 5/8"0.300 0.000 0.250 0.000 0.000 0.000 0.00 4.50 111.10 63.10 44.40

0.500 0.288 0.167 0.099 0.016 0.04 5.18 96.60 54.80 38.601.000 0.325 0.333 0.395 0.132 0.27 5.86 85.40 48.50 34.101.500 0.363 0.500 0.888 0.444 0.82 6.54 76.50 43.50 30.60

Y dh 2.000 0.401 0.667 1.579 1.053 1.76 7.21 69.30 39.40 27.702.500 0.438 0.833 2.468 2.056 3.14 7.89 63.40 36.00 25.30

3.980 H d 3.000 0.476 1.000 3.553 3.553 5.00 8.57 58.30 33.10 23.303.500 0.514 1.167 4.837 5.643 7.35 9.25 54.10 30.70 21.604.000 0.552 1.333 6.317 8.423 10.23 9.93 50.40 28.60 20.104.500 0.589 1.500 7.995 11.993 13.63 10.61 47.10 26.80 18.905.000 0.627 1.667 9.871 16.451 17.57 11.28 44.30 25.20 17.70

0.600 5.500 0.665 1.833 11.943 21.896 22.06 11.96 41.80 23.70 16.70B2+B3 3.980 0.550 1.327 6.254 8.297 10.10 9.90 50.50 28.70 20.20

d = YxB2/H+B3-.05dh = y/3

REFUERZO VERTICAL POR MONTAJE EN CARA ANTERIOR


As = 4.95 Cm2. 3/8" @ S = 14.30 Cm. 1/2" @ S = 26.10 Cm. 5/8" @ S = 40.40 Cm.


TERCIO INFERIOR



As = 4.00 Cm2. 3/8" @ S = 17.80 Cm. 1/2" @ S = 32.30 Cm. 5/8" @ S = 50.00 Cm.


As = 8.00 Cm2. 3/8" @ S = 8.90 Cm. 1/2" @ S = 16.10 Cm. 5/8" @ S = 25.00 Cm.

TERCIO MEDIO



As = 3.00 Cm2. 3/8" @ S = 23.70 Cm. 1/2" @ S = 43.00 Cm. 5/8" @ S = 66.70 Cm.


As = 6.00 Cm2. 3/8" @ S = 11.80 Cm. 1/2" @ S = 21.50 Cm. 5/8" @ S = 33.30 Cm.

TERCIO SUPERIOR


b =t =

b =t =

b =t =


As = 2.00 Cm2. 3/8" @ S = 35.50 Cm. 1/2" @ S = 64.50 Cm. 5/8" @ S = 100.00 Cm.


As = 4.00 Cm2. 3/8" @ S = 17.80 Cm. 1/2" @ S = 32.30 Cm. 5/8" @ S = 50.00 Cm.


ALERO CON RELLENO SOBRECARGADO

EMPUJE DE TIERRAh = (h1+h2+h3) h = 4.480 m.B = B1+B2+B3+B4 B = 4.300 m.E = 0.5xWrxh^2xC E = 8.894 Ton.

Ev = 2.076 Ton.Eh = ExCos(/2) Eh = 8.648 Ton.Punto de Aplicacin de Ehdh = h/3 dh = 1.493 m.


P1 = B2x(h1+h2)xWc/2 P1 1.433 1.000 1.433P2 = B3x(h1+h2)xWc P2 2.866 1.250 3.582P3 = Bxh3xWc P3 5.160 2.150 11.094W1 = B4xh4xWr/2 W1 0.000 3.333 0.000W2 = B4x(h1+h2)Wr W2 27.239 2.850 77.631

Ev 2.076 4.300 8.927TOTAL 38.774 102.667


"e" debe ser menor que B/6 = 0.717 m.

CHEQUEOS


p2 = SUMA Pix(1+6xABS(e)/B)/(Bxa) a = 1.0 p2 = 11.093 Ton/m2.Comparar con Qa = 9.230 Ton/m2.p debe ser menor

p1 = SUMA Pix(1-6xABS(e)/B)/(Bxa) a = 1.0 p1 = 6.941 Ton/m2.

Chequeo al Volteo




Ev = ExSen(/2)


0.500h4

0.800 0.600 2.900

L1 L2 L3

6.941 Ton/m211.093 10.321 9.741 p1p2 p3 p4




ESPESOR POR CORTE



DISEO POR FLEXION

REFUERZO PRINCIPAL



1/2" @ S = 15.90 Cm. 5/8" @ S = 24.70 Cm. 3/4" @ S = 35.10 Cm. 1" @ S = 63.00 Cm.



1/2" @ S = 19.10 Cm. 5/8" @ S = 29.60 Cm.


0.500h4

0.800 0.600 2.900

L1 L2 L3

6.941 Ton/m211.093 10.321 9.741 p2p1 p3 p4

h = h1+h2+h3 h = 3.980 m.p = Wrxh p = 9.393 Ton./m2Pp = h4xWc Pp = 1.200 Ton./m2/mM = -PpxL3^2/2-pxL3^2/2+p2xL3^2/2+(p4-p2)xL3^2/6 M = -11.432 Ton.-mV = -PpxL3-pxL3+p2xL3+ (p4-p2)xL3/2 V = -6.531 Ton.



ESPESOR POR CORTE

Vu = -6.531 Ton.Vumax = 2.10xbxRAIZ(f'c) Vumax = Vu/ = -7.684 Ton.d = Vumax/(2.10xbxRAIZ(f'c)) d = -0.025 m.


DISEO POR FLEXION

REFUERZO PRINCIPAL



1/2" @ S = 7.60 Cm. 5/8" @ S = 11.80 Cm. 3/4" @ S = 16.70 Cm. 1" @ S = 30.00 Cm.



1/2" @ S = 19.10 Cm. 5/8" @ S = 29.60 Cm. 3/4" @ S = 42.10 Cm.


ELEVACION 1.0H = 3.980 2.5

2.985 1.99 ha

L = 5.97

PLANTA

45

PERFIL DE PRUEBA PARA EL MEDIO (H = 2.985m)

h4 0.9800 W1

W2P2

1.485 h1Ev E

h = 3.485P1 /2

Eh

1.500 h2dh

B -BP3

0.500 h3 C - C

0.600 0.250 0.250 2.450

B1 B2 B3 B43.550

B

q1=P/A(1- 6e/b)q2=P/A(1+ 6e/b)

DATOS

CONCRETO f'c = 210.00 Kg/cm2ACERO fy = 4,200.00 Kg/cm2ANGULO DE FRICCION INTERNA DEL RELLENO = 27.00 ANGULO SOBRE LA HORIZ. DEL TALUD DEL MATERIAL = 33.69 PESO ESPECIFICO DEL MATERIAL DE RELLENO Wr = 2.360 Ton/m3PESO ESPECIFICO DEL CONCRETO Wc = 2.400 Ton/m3RESISTENCIA ULTIMA DEL TERRENO Qa = 9.230 Ton/m2FRICCION ALBAILERIA SOBRE ALBAILERIA F1 = 0.70FRICCION ALBAILERIA SOBRE ARCILLA HUMEDA F2i = 0.421

hm=

FRICCION ALBAILERIA SOBRE ARCILLA HUMEDA F2d 0.413

A = 0.928X = 0.891

Y = RAIZ(A^2-X^2) Y = 0.259C = Ax(A-Y)/(A+Y) C = 0.523





PRESION DEL SUELOh = (h1+h2) h = 2.985 m.B = B2+B3 B = 0.500 m.E = 0.5xWrxh^2xC E = 5.499 Ton.

Ev = 3.050 Ton.Eh = 4.575 Ton.




TOTAL 4.575 4.552


ESPESOR POR CORTE



DISEO POR FLEXION

REFUERZO PRINCIPAL



1/2" @ S = 15.90 Cm. 5/8" @ S = 24.70 Cm. 3/4" @ S = 35.10 Cm. 1" @ S = 61.70 Cm.

C = Cos x Cos - Cos2 - Cos2 Cos + Cos2 - Cos2

A = Cos X = Cos




0.500 0.242 0.167 0.128 0.021 0.06 4.35 114.80 65.20 45.901.000 0.284 0.333 0.513 0.171 0.40 5.11 97.90 55.60 39.201.500 0.326 0.500 1.155 0.578 1.19 5.86 85.30 48.50 34.10

Y dh 2.000 0.368 0.667 2.054 1.369 2.50 6.62 75.60 42.90 30.202.500 0.409 0.833 3.209 2.674 4.37 7.37 67.90 38.50 27.10

2.985 H d 3.000 0.451 1.000 4.621 4.621 6.86 8.12 61.60 35.00 24.603.500 0.493 1.167 6.290 7.339 9.97 8.88 56.30 32.00 22.504.000 0.535 1.333 8.216 10.954 13.71 9.63 51.90 20.70 14.602.985 0.450 0.995 4.575 4.552 6.77 8.10 61.70 41.90 29.50

0.500B2+B3

d = YxB2/H+B3-.05dh = y/3



As = 4.05 Cm2. 3/8" @ S = 17.50 Cm. 1/2" @ S = 31.90 Cm. 5/8" @ S = 49.40 Cm.


TERCIO INFERIOR



As = 3.33 Cm2. 3/8" @ S = 21.30 Cm. 1/2" @ S = 38.70 Cm. 5/8" @ S = 60.00 Cm.


As = 6.67 Cm2. 3/8" @ S = 10.70 Cm. 1/2" @ S = 19.40 Cm. 5/8" @ S = 30.00 Cm.

TERCIO MEDIO



As = 2.50 Cm2. 3/8" @ S = 28.40 Cm. 1/2" @ S = 51.60 Cm. 5/8" @ S = 80.00 Cm.


As = 5.00 Cm2. 3/8" @ S = 14.20 Cm. 1/2" @ S = 25.80 Cm. 5/8" @ S = 40.00 Cm.

TERCIO SUPERIOR

"As"reparticin = 0.002xbxt 100.0 cm Asr. = 5.00 Cm2.

b =t =

b =t =

b =

25.0 cmt =


As = 1.67 Cm2. 3/8" @ S = 42.60 Cm. 1/2" @ S = 77.40 Cm. 5/8" @ S = 120.00 Cm.


As = 3.33 Cm2. 3/8" @ S = 21.30 Cm. 1/2" @ S = 38.70 Cm. 5/8" @ S = 60.00 Cm.




Ev = 1.750 Ton.Eh = 7.288 Ton.




Ev 1.750 3.550 6.213TOTAL 28.789 64.080



CHEQUEOS




Chequeo al Volteo




Ev = ExSen(/2)Eh = ExCos


0.500h4

0.600 0.500 2.450

L1 L2 L3

5.958 Ton/m210.261 9.534 8.928 p1p2 p3 p4




ESPESOR POR CORTE



DISEO POR FLEXION

REFUERZO PRINCIPAL



1/2" @ S = 15.90 Cm. 5/8" @ S = 24.70 Cm. 3/4" @ S = 35.10 Cm. 1" @ S = 63.00 Cm.



1/2" @ S = 19.10 Cm. 5/8" @ S = 29.60 Cm.


0.500h4

0.600 0.500 2.450

L1 L2 L3

5.958 Ton/m210.261 9.534 8.928 p2p1 p3 p4

h = h1+h2+h3 h = 2.985 m.p = Wrxh p = 7.045 Ton./m2Pp = h4xWc Pp = 1.200 Ton./m2/mM = -PpxL3^2/2-pxL3^2/2+p2xL3^2/2+(p4-p2)xL3^2/6 M = -3.893 Ton.-mV = -PpxL3-pxL3+p2xL3+ (p4-p2)xL3/2 V = -1.965 Ton.



ESPESOR POR CORTE

Vu = -1.965 Ton.Vumax = 2.10xbxRAIZ(f'c) Vumax = Vu/ = -2.312 Ton.d = Vumax/(2.10xbxRAIZ(f'c)) d = -0.008 m.


DISEO POR FLEXION

REFUERZO PRINCIPAL



1/2" @ S = 15.90 Cm. 5/8" @ S = 24.70 Cm. 3/4" @ S = 35.10 Cm. 1" @ S = 63.00 Cm.



1/2" @ S = 19.10 Cm. 5/8" @ S = 29.60 Cm. 3/4" @ S = 42.10 Cm.


ELEVACION 1.0H = 3.980 2.0

ha = 1.99

L = 5.97

PLANTA

45

PERFIL DE PRUEBA PARA EL FINAL (H = 1.99m)

h4 1.00 W1

W2P2 p2

p10.490 h1

Ev E

h = 2.490P1 /2

Eh

1.500 h2dh

B -BP3

0.500 h3 C - C

0.400 0.200 0.200 2.000

B1 B2 B3 B42.800

B

q1=P/A(1- 6e/b)q2=P/A(1+ 6e/b)

DATOS

CONCRETO f'c = 210.00 Kg/cm2ACERO fy = 4,200.00 Kg/cm2ANGULO DE FRICCION INTERNA DEL RELLENO = 27.00 ANGULO SOBRE LA HORIZ. DEL TALUD DEL MATERIAL = 33.69 PESO ESPECIFICO DEL MATERIAL DE RELLENO Wr = 2.360 Ton/m3PESO ESPECIFICO DEL CONCRETO Wc = 2.400 Ton/m3RESISTENCIA ULTIMA DEL TERRENO Qa = 9.230 Ton/m2FRICCION ALBAILERIA SOBRE ALBAILERIA F1 = 0.70FRICCION ALBAILERIA SOBRE ARCILLA HUMEDA F2i = 0.421

FRICCION ALBAILERIA SOBRE ARCILLA HUMEDA F2d 0.413

A = 0.894X = 0.891

Y = RAIZ(A^2-X^2) Y = 0.073C = Ax(A-Y)/(A+Y) C = 0.759





PRESION DEL SUELOh = (h1+h2) h = 1.990 m.B = B2+B3 B = 0.400 m.E = 0.5xWrxh^2xC E = 3.547 Ton.

Ev = 1.967 Ton.Eh = 2.951 Ton.




TOTAL 2.951 1.957


ESPESOR POR CORTE



DISEO POR FLEXION

REFUERZO PRINCIPAL



1/2" @ S = 20.50 Cm. 5/8" @ S = 31.70 Cm. 3/4" @ S = 45.10 Cm. 1" @ S = 79.40 Cm.

C = Cos x Cos - Cos2 - Cos2 Cos + Cos2 - Cos2

A = Cos X = Cos




0.500 0.200 0.167 0.186 0.031 0.10 3.60 138.70 78.80 55.501.000 0.251 0.333 0.745 0.248 0.66 4.51 110.90 63.00 44.401.500 0.301 0.500 1.677 0.838 1.87 5.41 92.40 52.50 36.90

Y dh 2.000 0.351 0.667 2.981 1.987 3.79 6.32 79.10 45.00 31.702.500 0.401 0.833 4.658 3.881 6.48 7.22 69.20 39.30 27.70

1.990 H d 1.990 0.350 0.663 2.951 1.958 3.75 6.30 79.40 45.10 31.70

0.400B2+B3

d = YxB2/H+B3-.05dh = y/3



As = 3.15 Cm2. 3/8" @ S = 22.50 Cm. 1/2" @ S = 41.00 Cm. 5/8" @ S = 63.50 Cm.


TERCIO INFERIOR



As = 2.67 Cm2. 3/8" @ S = 26.60 Cm. 1/2" @ S = 48.40 Cm. 5/8" @ S = 75.00 Cm.


As = 5.33 Cm2. 3/8" @ S = 13.30 Cm. 1/2" @ S = 24.20 Cm. 5/8" @ S = 37.50 Cm.

TERCIO MEDIO



As = 2.00 Cm2. 3/8" @ S = 35.50 Cm. 1/2" @ S = 64.50 Cm. 5/8" @ S = 100.00 Cm.


As = 4.00 Cm2. 3/8" @ S = 17.80 Cm. 1/2" @ S = 32.30 Cm. 5/8" @ S = 50.00 Cm.

TERCIO SUPERIOR

"As"reparticin = 0.002xbxt 100.0 cm Asr. = 4.00 Cm2.

b =t =

b =t =

b =

20.0 cmt =


As = 1.33 Cm2. 3/8" @ S = 53.30 Cm. 1/2" @ S = 96.80 Cm. 5/8" @ S = 150.00 Cm.


As = 2.67 Cm2. 3/8" @ S = 26.60 Cm. 1/2" @ S = 48.40 Cm. 5/8" @ S = 75.00 Cm.




Ev = 3.080 Ton.Eh = 4.620 Ton.




Ev 3.080 2.800 8.624TOTAL 19.626 36.194



CHEQUEOS




Chequeo al Volteo






0.500h4

0.400 0.400 2.000

L1 L2 L3

3.269 Ton/m210.749 9.680 8.612 p1p2 p3 p4




ESPESOR POR CORTE



DISEO POR FLEXION

REFUERZO PRINCIPAL



1/2" @ S = 15.90 Cm. 5/8" @ S = 24.70 Cm. 3/4" @ S = 35.10 Cm. 1" @ S = 63.00 Cm.



1/2" @ S = 19.10 Cm. 5/8" @ S = 29.60 Cm.


0.500h4

0.400 0.400 2.000

L1 L2 L3

3.269 Ton/m210.749 9.680 8.612 p2p1 p3 p4

h = h1+h2+h3 h = 1.990 m.p = Wrxh p = 4.696 Ton./m2Pp = h4xWc Pp = 1.200 Ton./m2/mM = -PpxL3^2/2-pxL3^2/2+p2xL3^2/2+(p4-p2)xL3^2/6 M = -1.692 Ton.-mV = -PpxL3-pxL3+p2xL3+ (p4-p2)xL3/2 V = 0.089 Ton.



ESPESOR POR CORTE



DISEO POR FLEXION

REFUERZO PRINCIPAL



1/2" @ S = 15.90 Cm. 5/8" @ S = 24.70 Cm. 3/4" @ S = 35.10 Cm. 1" @ S = 63.00 Cm.



1/2" @ S = 19.10 Cm. 5/8" @ S = 29.60 Cm. 3/4" @ S = 42.10 Cm.

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