Fig. Planta Fig. Perfil

INTERACCIÓN SUELO ESTRUCTURAS / Cimentación compensada.

R. Cervantes Pág. 1 | 21

DIPLOMADO CIMENTACIONES SUPERFICIALES

COLEGIO DE INGENIEROS CIVILES DE CUAUTLA / Ing. Benjamín Sayegh

Caso de aplicación. INTERACCIÓN SUELO ESTRUCTURA, CIMENTACIÓN COMPENSADA

Presenta: Ricardo B. Cervantes Quintana

N.A.F.

Arcillam = 1.35 Ton/m³ c = 2.20 Ton/m²Me = 0.0095 cm²/kg mv = 0.012 cm²/kg

Arcillam = 1.65 Ton/m³ c = Ton/m²Me = 0.0132 cm²/kg mv = 0.016 cm²/kg

Lente de Arena volcánica

Arcillam = 1.43 Ton/m³ c = 2.60 Ton/m²Me = 0.015 cm²/kg mv = 0.0147cm²/kg

Estructura de contención

W = 19.00 Ton/m².

x

y

Fig. __ PerfilFig. __ Planta



B [m] = 20.00 D° 45.00 = R° 0.785398

L [m] = 30.00 q = 0..30..60..90

f = 0.00

Radio R0 de la superficie de falla

R0 [m] = (B/2) / cos (45°) = 14.142136

q Ri

# D° m

0 0 14.14

1 30 14.14

2 60 14.14

3 90 14.14

SUPERFICIE DE FALLA

f = angulo de

fricción interna del

suelo

radianesen

)(tg

tg

e*0RRifq

qR0

R1R2

R3

N.A.F.

Estructura de contención



Tabla 5. Análisis Presiones efectivas .

Punto

a partir de la a partir del

Superficie Espesor desplante m w Pt Pw Pe Observ

H Z

m m m Ton/m3 KN/m3 KN/m2 KN/m2 KN/m2

0.00 0.00 -.- 1.35 0.0000 0.00 0.0000

4.20 4.20 0.001 1.35 1.00 5.6700 0.0010 5.6690 NAF

13.00 8.80 1.00 1.35 1.00 17.5500 8.8010 8.7490

18.34 5.34 1.50 1.43 1.00 25.1862 14.1410 11.0452

PRESIÓN EFECTIVA

Profundidad

0.0000, 0.00

5.6700, 4.20

17.5500, 13.00

25.1862, 18.34

0

2

4

6

8

10

12

14

16

18

20

0 4 8 12 16 20 24 28

Pro

fun

did

ad

[m

]

Presion [Ton/m2]

Pt

0.00, 0.00

0.0010, 4.20

8.8010, 13.00

14.1410, 18.34

0

2

4

6

8

10

12

14

16

18

20

0 4 8 12 16 20 24 28

Pw

0.0000, 0.00

5.6690, 4.20

8.7490, 13.00

11.0452, 18.34

0

2

4

6

8

10

12

14

16

18

20

0 4 8 12 16 20 24 28

Pe





Dado que las zona de esfuerzos bajo la zapata se desarrollan en dos estratos diferentes es necesario

obtener un valor representativo para usa en la ecuación e capacidad de carga.

Valores ponderados

m1 [Ton/m3] = 1.35 m2 [Ton/m3] = 1.43 L [m] = 30.00

c1 [Ton/m2] = 2.20 c2 [Ton/m2] = 2.60 B [m] = 20.00

f1 [°D] = 0.00 f2 [°D] = 0.00 Df [m] = 4.20

h1 [m] = 8.80 h2 [m] = 5.34

ht [m] = 14.14

mv1 [cm2/kg] = 0.012 mv2 [cm2/kg] = 0.0147

Es1 [kg/cm2] = 105.263 Es2 [kg/cm2] = 66.667

Me1 [cm2/kg] = 1/Es = 0.0095 Me2 [cm2/kg] = 1/Es = 0.015

Cr = (LL‒W) / (LL‒ LP).

Cr = 0.70

Pe = s = [Ton/m2] = 5.67

Valores ponderados

m pond = ( 1*h1 + 2*h2 ) / ( h1+h2 ) m pond [Ton/m3] = 1.38

c pond = ( c12*h1 + c2*h2 ) / ( h1+h2 ) c pond [Ton/m2] = 2.35

Capacidad de carga teoría de Zeevaert

qu = [ a1 c Nc + a1' s Nq + 1/2 a2 B N ] ( Cr + 0.10 )

Si L / B => 5, a1 = a1' = a2 = 1, caso contrario a1 = 1.3; a1' = 1.2; a2 = 0.8

para este caso se tiene

L / B = 1.50 por tanto a1 = 1.3; a1' = 1.2; a2 = 0.8

a1 = 1.30 a1' = 1.20 a2 = 0.80

para f = 0° de la teoría de Terzaghi de tiene

Nc = 5.70

Nq = 1.00

N = 0.00

qu = [ 17.4214 + 6.8028 + 0.0000 ] * 0.80

qu [Ton/m2] = 19.38

FS = 3 cargas permanentes

FS = 1.5 cargas vivas y efectos de sismo

qadm [Ton/m2] = 12.92 (FS = 1.5)

Qadm = qadm * Área Qadm [Ton] = 7 751.73

CAPACIDAD DE CARGA



Capacidad de carga teoría de Meyerhof

qu = c Nc Fcs Fcd Fci + qNq Fqs Fqd Fqi + ½ B N F s F d F i

Valores ponderados

m pond [Ton/m3] = 1.38 Pe = q = [Ton/m2] = 5.67 L [m] = 30.00

c pond [Ton/m2] = 2.35 B [m] = 20.00

Df [m] = 4.20

para f = 0° de la teoría de Meyerhof Factores de forma

Nc = 5.14 Fcs = 1 + (B/L) (Nq/Nc) Fcs = 1.1297

Nq = 1.00 Fqs = 1 + (B/L) tg(f) Fqs = 1.0000

N = 0.00 Fs = 1 ‒ 0.4 (B/L) Fs = 0.7333

Factores de inclinación Factores de profundidad

Fci = Fqi = (1 - b / 90)^2 Relación Df / B = 0.21 caso a) Df/B < 1

Fi = (1 - b / f) Fcd = 1 + 0.4 (Df/B) Fcd = 1.0840

Fqd = 1 + 2 tg (f) (1 - sen (f) ) (Df/B) Fqd = 1.0000

Fci = Fqi = 1.0000 Fd = 1 Fd = 1.0000

Fi = 1.0000

qu = [ 14.7986 + 5.6690 + 0.0000 ]

qu [Ton/m2] = 20.47

FS = 3 cargas permanentes

FS = 1.5 cargas vivas y efectos de sismo

qadm [Ton/m2] = 13.65 (FS = 1.5)

Qadm = qadm * Área Qadm [Ton] = 8 187.03

Resumen

Teoría q u (ton/m2)

Zeevaert 19.38

Meyerhof 20.47



Sismo dirección X (100%), dirección Y (30%)

Mx [Ton m] = 2 000.00

Mx (30%) [Ton m] = 600.00

My [Ton m] = 3 000.00

My (100%) [Ton m] = 3 000.00 Braja PIC pág. 329 pdf

Q [Ton] = 4 100.00

B [m] = 20.00 Combinaciones

x' = B / 2

L [m] = 30.00 s ( +, + ) [Ton/m2] = 8.53

y' = L / 2 s ( +, ‒ ) [Ton/m2] = 5.53

A [m2] = 600.00 s ( ‒, + ) [Ton/m2] = 8.13

Ix [m4] = 45 000.00 s ( ‒, ‒ ) [Ton/m2] = 5.13

Iy [m4] = 20 000.00

Nota: No se consideran excentricidades entre

el centro de masas y el geométrico

SISMO

'xIy

My'y

Ix

Mx

A

Qs



1er Método

H Z Espesor m w Pt Pw

m m ton/m3 ton/m3 ton/m2 ton/m2

0.00 - . - 1.35 - . - - . -

4.20 0.00 1.35 1.00 0 0

13.00 8.80 8.80 1.35 1.00 11.88 8.8

13.00 8.80 1.43 1.00

20.00 15.80 7.00 1.43 1.00 21.89 15.8

Pt_20 = 21.89 FS = 21.89 / 15.8

Pw_20 = 15.8 FS = 1.385443

NO CUMPLE FS < 1.5

SUB-PRESIÓN

5.1Hw*w

)Hi*i(

Pw

PtFS



2o Método

Considerando el esfuerzo cortante bajo la superficie desplante

Datos

B [m] = 20.00

L [m] = 30.00 FS = ( 13134 + 3760.4 ) / 9480

perímetro [m] = 100.00 FS = 1.78211

Hinf [m] = 15.80 CUMPLE FS >= 1.5

h1 [m] = 8.80

h2 [m] = 7.00

Pt_20 [ton/m2] = 21.89

c1 [ton/m2] = 2.20

c2 [ton/m2] = 2.60

c pond [ton/m2] = 2.38

Pt [ton/m2] = 21.89

Pw [ton/m2] = 15.80

Pw*B*L [ton] = 9 480.00

Pt*B*L [ton] = 13 134.00

perim*H*c pond [ton] = 3 760.40

5.1L*B*Pw

*)H*perímetro()L*B(*PtFS

ponderada c

21

2211

hh

h*h* cc c ponderada



Datos

m1 [Ton/m3] = 1.35 m2 [Ton/m3] = 1.43 L [m] = 30.00

c1 [Ton/m2] = 2.20 c2 [Ton/m2] = 2.60 B [m] = 20.00

f1 [°D] = 0.00 f2 [°D] = 0.00 Df [m] = 4.20

h1 [m] = 8.80 h2 [m] = 5.34

ht [m] = 14.14

mv1 [cm2/kg] = 0.012 mv2 [cm2/kg] = 0.0147

Es1 [kg/cm2] = 105.263 Es2 [kg/cm2] = 66.667

Me1 [cm2/kg] = 1/Es = 0.0095 Me2 [cm2/kg] = 1/Es = 0.015

Cr = (LL‒W) / (LL‒ LP).

Cr = 0.70

Valores ponderados

m pond = ( 1*h1 + 2*h2 ) / ( h1+h2 ) m pond [Ton/m3] = 1.38

c pond = ( c12*h1 + c2*h2 ) / ( h1+h2 ) c pond [Ton/m2] = 2.35

Factor de seguridad contra falla de fondo

FS = [(a1 cpond Nc) / w ] ( Cr + 0.10 ) ≥ 1.50

Si L / B => 5, a1 = a1' = a2 = 1, caso contrario a1 = 1.3; a1' = 1.2; a2 = 0.8

para este caso se tiene

L / B = 1.50 por tanto a1 = 1.3; a1' = 1.2; a2 = 0.8

a1 = 1.30 a1' = 1.20 a2 = 0.80

para f = 0° de la teoría de Terzaghi de tiene

Nc = 5.70

Nq = 1.00

N = 0.00

w = 1*Df + carga de otras estrucuras

considerando como carga de otras estructuras una carga de [ton] = 3.00

w [ton] = 8.67

FS = [(a1 cpond Nc) / w ] ( Cr + 0.10 ) ≥ 1.50

FS = [ ( 1.3 *2.35 *5.7 / 8.67 ] ( 0.7 + 0.10 9 )

FS = 1.62

CUMPLE FS >= 1.5

FALLA DE FONDO



1.I DESPLAZAMIENTOS VERTICALES

aqi

j

A aA

B aB

C aC

N aN

Figura 1.I Esfuerzo vertical en un punto

Fuente: Zeeveart (1980). Interacción suelo estructura de cimentación

3.I Ec

.

q*Ii

Nji

Njis

+1

A

B

C

2 3 4 i

Figura 2.I Factores de influecia para carga unitaria

Fuente: Zeeveart (1980). Interacción suelo estructura de cimentación

C

41

C

31

C

21

C

11

B

41

B

31

B

21

B

11

A

41

A

31

A

21

A

11

IIII

IIII

IIII

CC

1i

BB

1i

AA

1i

I

I

I

a

a

a



SIMBOLOGÍA

. N = estrato analizado

. i = punto lozalizado en el centro del área tributaria ai

. qi = carga unitaria

. j = punto donde se calculan los esfuerzos resultantes

. I ji = Factor de Influencia

.aN = Me * H = Deformación volumétrica inmediata en un estrato N

.aN = mv * H = Deformación volumétrica diferida en un estrato N

. t = tiempo

sjiN

= Incremento medio de esfuerzo en un punto j .

. ai = carga aplicada en un área tributaria

djiN

= Deformación del estrato N, función de qi y ai .

.dji = Desplazamiento vertical de la superfice en el punto j .

.dji = Desplazamiento unitario vertical en j para una carga qi = +1

Ec. 5.1 Desplazamientos verticales unitarios debido a la carga qi = +1

Ec. 6.1 Matriz general de desplazamiento verticales unitarios

Ec. 7.1 Ecuación Matricial de Asentamientos o hundimeintos EMA



. Ec. 5.I Desplazamientos verticales unitarios debido a la carga qi = +1

Ec. 6.I Ecuación Matricial de Asentameintos

Ec. 6.I Matriz general de desplazamientos verticales unitarios o hundimientos EMA

4.I Ec

2.I 3.I Ec

3.I Ec

.

2.I Ec

1.I Ec

I

q*I

q*I

N

A

N

A

N

A

NNN

Nji

Nji

iNji

Nji

iNji

Nji

Nji

Nji

jiji

ad

ad

s

sad

sad

C

B

A

C

41

B

41

A

41

C

31

B

31

A

31

C

21

B

21

A

21

C

11

B

11

A

11

41

31

21

11

A

A

A

C

41

C

31

C

21

C

11

B

41

B

31

B

21

B

11

A

41

A

31

A

21

A

11

41

31

21

11

5.I EcN

*

*

III

III

III

III

T

IIII

IIII

IIII

*I

decir es

NT

jii_j

a

a

a

d

d

d

d

a

a

a

d

d

d

d

ad

6.I Ec

T

T

i j

44342414

43332313

42322212

41312111

T

4 j

T

3 j

2 j

1 j

dddd

dddd

dddd

dddd

d

d

d

d

d

4

3

2

1

4

3

2

1

bien o

EMA 7.I Ecii j

q

q

q

q

*

q*

44434241

34333231

24232221

14131211

T

1 j

dddd

dddd

dddd

dddd

d

d

d

d

dd



sz [t/m2] = (1/2PI())*(atan(LxB/(R3xZ))+((LxBxZ)/R3)(1/R1^2+1/R2^2))Fig. 1 Distribución de presiones bajo una superficie rectangular uniformemente cargada. Teoría de Boussinesq

Fig. 2 Dovelas consideradas para el análisis Fig. 3 Detalle Dovelas consideradas para el análisis

DISTRIBUCIÓN DE PRESIONES

x

D2

D1 D3

D4

x

y

D2D1 D3

D4D5

D6D7

D8D9

D10

222

222

222

221

ZBL3R

ZL2R

ZB1R

2R

1

1R

1

3R

Z*B*L

Z*3R

BLtan*

2

1I

I*z

uniforme cargacon

r.rectangula superficie una de esquina la bajo

presiones deón distribuci Bussinesq

ws



Tabla 1. Distribución de presiones que ejerce la dovela 1 bajo las demás, teoría de Boussinesq, carga uniformente repartida sobre superfice rectangular

Dovela # 0 1 2 3 4 5 6 7 8 9 10

Ancho dovelas B [m] = 2.00

*B al C.G. Dovela [m] = 1.00 1.00 3.00 5.00 7.00 9.00 11.00 13.00 15.00 17.00 19.00

L [m] = 15.00

Pzas/Dovela = 2 4 2 2 2 2 2 2 2 2 2

Unitaria W [kg/cm2] = 1.00

R12 [m] = 20.3600 20.3600 28.3600 44.3600 68.3600 100.3600 140.3600 188.3600 244.3600 308.3600 380.3600

R22 [m] = 244.3600 244.3600 244.3600 244.3600 244.3600 244.3600 244.3600 244.3600 244.3600 244.3600 244.3600

R3 [m] = 15.6640 15.6640 15.9173 16.4122 17.1278 18.0377 19.1144 20.3313 21.6647 23.0946 24.6041

Profundidad Z1 [m] = 4.40

sz [kg/cm2] = 0.139575 0.2791506 0.3376089 0.4264957 0.462579 0.4781709 0.485563 0.489378 0.4914915 0.4927299 0.493491

sz11 [kg/cm2] = 0.139575 0.2791506 0.1980336 0.0888868 0.036083 0.0155923 0.007392 0.003815 0.0021131 0.0012384 0.000761

R12 [m] = 152.2900 152.2900 160.2900 176.2900 200.2900 232.2900 272.2900 320.2900 376.2900 440.2900 512.2900

R22 [m] = 376.2900 376.2900 376.2900 376.2900 376.2900 376.2900 376.2900 376.2900 376.2900 376.2900 376.2900

R3 [m] = 19.4240 19.4240 19.6288 20.0322 20.6226 21.3843 22.3000 23.3514 24.5212 25.7932 27.1531

Profundidad Z2 [m] = 12.30

sz [kg/cm2] = 0.047847 0.0956939 0.1385063 0.2161582 0.27743 0.3230323 0.355761 0.378817 0.3949581 0.406284 0.414289

sz21 [kg/cm2] = 0.047847 0.0956939 0.0906594 0.0776519 0.061271 0.0456026 0.032728 0.023056 0.0161415 0.011326 0.008005

R12 [m] = 373.4900 373.4900 381.4900 397.4900 421.4900 453.4900 493.4900 541.4900 597.4900 661.4900 733.4900

R22 [m] = 597.4900 597.4900 597.4900 597.4900 597.4900 597.4900 597.4900 597.4900 597.4900 597.4900 597.4900

R3 [m] = 24.4641 24.4641 24.6270 24.9497 25.4262 26.0478 26.8047 27.6856 28.6791 29.7740 30.9595

Profundidad Z3 [m] = 19.30 19.3

sz [kg/cm2] = 0.026499 0.0529974 0.0782605 0.1265507 0.169748 0.2070079 0.238199 0.263713 0.2842316 0.3005428 0.313419

sz31 [kg/cm2] = 0.026499 0.0529974 0.0517618 0.0482902 0.043197 0.0372603 0.031192 0.025514 0.0205183 0.0163112 0.012876

Estrato Z [m] = 1 2 3 4 5 6 7 8 9 10

1 Arcilla 4.40 0.2791506 0.1980336 0.0888868 0.036083 0.0155923 0.007392 0.003815 0.0021131 0.0012384 0.000761

2 Arcilla 12.30 0.0956939 0.0906594 0.0776519 0.061271 0.0456026 0.032728 0.023056 0.0161415 0.011326 0.008005

3 Arcilla 19.30 0.0529974 0.0517618 0.0482902 0.043197 0.0372603 0.031192 0.025514 0.0205183 0.0163112 0.012876

0.1980336 0.2791506 0.1980336 0.088887 0.0360829 0.015592 0.007392 0.0038151 0.0021131 0.001238

0.0906594 0.0956939 0.0906594 0.077652 0.0612715 0.045603 0.032728 0.023056 0.0161415 0.011326

0.0517618 0.0529974 0.0517618 0.04829 0.0431969 0.03726 0.031192 0.0255138 0.0205183 0.016311

0.0888868 0.1980336 0.2791506 0.198034 0.0888868 0.036083 0.015592 0.0073924 0.0038151 0.002113

0.0776519 0.0906594 0.0956939 0.090659 0.0776519 0.061271 0.045603 0.0327283 0.023056 0.016141

0.0482902 0.0517618 0.0529974 0.051762 0.0482902 0.043197 0.03726 0.0311916 0.0255138 0.020518

0.0360829 0.0888868 0.1980336 0.279151 0.1980336 0.088887 0.036083 0.0155923 0.0073924 0.003815

0.0612715 0.0776519 0.0906594 0.095694 0.0906594 0.077652 0.061271 0.0456026 0.0327283 0.023056

0.0431969 0.0482902 0.0517618 0.052997 0.0517618 0.04829 0.043197 0.0372603 0.0311916 0.025514

0.0155923 0.0360829 0.0888868 0.198034 0.2791506 0.198034 0.088887 0.0360829 0.0155923 0.007392

0.0456026 0.0612715 0.0776519 0.090659 0.0956939 0.090659 0.077652 0.0612715 0.0456026 0.032728

0.0372603 0.0431969 0.0482902 0.051762 0.0529974 0.051762 0.04829 0.0431969 0.0372603 0.031192

0.0073924 0.0155923 0.0360829 0.088887 0.1980336 0.279151 0.198034 0.0888868 0.0360829 0.015592

0.0327283 0.0456026 0.0612715 0.077652 0.0906594 0.095694 0.090659 0.0776519 0.0612715 0.045603

0.0311916 0.0372603 0.0431969 0.04829 0.0517618 0.052997 0.051762 0.0482902 0.0431969 0.03726

0.0038151 0.0073924 0.0155923 0.036083 0.0888868 0.198034 0.279151 0.1980336 0.0888868 0.036083

0.023056 0.0327283 0.0456026 0.061271 0.0776519 0.090659 0.095694 0.0906594 0.0776519 0.061271

0.0255138 0.0311916 0.0372603 0.043197 0.0482902 0.051762 0.052997 0.0517618 0.0482902 0.043197

0.0021131 0.0038151 0.0073924 0.015592 0.0360829 0.088887 0.198034 0.2791506 0.1980336 0.088887

0.0161415 0.023056 0.0327283 0.045603 0.0612715 0.077652 0.090659 0.0956939 0.0906594 0.077652

0.0205183 0.0255138 0.0311916 0.03726 0.0431969 0.04829 0.051762 0.0529974 0.0517618 0.04829

0.0012384 0.0021131 0.0038151 0.007392 0.0155923 0.036083 0.088887 0.1980336 0.2791506 0.198034

0.011326 0.0161415 0.023056 0.032728 0.0456026 0.061271 0.077652 0.0906594 0.0956939 0.090659

0.0163112 0.0205183 0.0255138 0.031192 0.0372603 0.043197 0.04829 0.0517618 0.0529974 0.051762

0.0007615 0.0012384 0.0021131 0.003815 0.0073924 0.015592 0.036083 0.0888868 0.1980336 0.279151

0.0080046 0.011326 0.0161415 0.023056 0.0327283 0.045603 0.061271 0.0776519 0.0906594 0.095694

0.0128764 0.0163112 0.0205183 0.025514 0.0311916 0.03726 0.043197 0.0482902 0.0517618 0.052997

sz jiN

Matriz de Incrementos medios de esfuerzos unitarios ( kg/cm2 ) / Dovelas

sz =



Estrato 1 Arcilla Asenta. Elásticos (Inmediatos) Asent. por Consolidación (Diferidos)

Me = 1/E [cm2/kg] = 0.0095 Vector alpha a Vector alpha a (cm3/kg)

mv [cm2/kg] = 0.0120 Me * H Estrato mv * H

Espesor H [cm] = 880.00 Estrato 1 8.3600 Estrato 1 10.5600

Estrato 2 10.5000 Estrato 2 10.2900

Estrato 2 Arcilla Estrato 3 9.2400 Estrato 3 11.2000

Me = 1/E [cm2/kg] = 0.0150

mv [cm2/kg] = 0.0147

Espesor H [cm] = 700.00

Estrato 3 Arcilla

Me = 1/E [cm2/kg] = 0.0132

mv [cm2/kg] = 0.0160

Espesor H [cm] = 700.00

w [kg/cm2] = 1.90

w [ton/m2] = 19.00

B [m] = 20.00

L [m] = 30.00

Geometría de la cimentación

Carga sobre la losa de cimentación



Estrato 1 Estrato 2 Estrato 3

D1 0.27915064 0.09569392 0.05299736 0.19803357 0.09065937 0.05176180 0.08888683 0.07765189 0.04829023 0.03608293 0.06127145 0.04319690 0.01559226 0.04560263 0.03726030

D2 0.19803357 0.09065937 0.05176180 0.27915064 0.09569392 0.05299736 0.19803357 0.09065937 0.05176180 0.08888683 0.07765189 0.04829023 0.03608293 0.06127145 0.04319690

D3 0.08888683 0.07765189 0.04829023 0.19803357 0.09065937 0.05176180 0.27915064 0.09569392 0.05299736 0.19803357 0.09065937 0.05176180 0.08888683 0.07765189 0.04829023

D4 0.03608293 0.06127145 0.04319690 0.08888683 0.07765189 0.04829023 0.19803357 0.09065937 0.05176180 0.27915064 0.09569392 0.05299736 0.19803357 0.09065937 0.05176180

D5 0.01559226 0.04560263 0.03726030 0.03608293 0.06127145 0.04319690 0.08888683 0.07765189 0.04829023 0.19803357 0.09065937 0.05176180 0.27915064 0.09569392 0.05299736

D6 0.00739237 0.03272826 0.03119157 0.01559226 0.04560263 0.03726030 0.03608293 0.06127145 0.04319690 0.08888683 0.07765189 0.04829023 0.19803357 0.09065937 0.05176180

D7 0.00381509 0.02305602 0.02551375 0.00739237 0.03272826 0.03119157 0.01559226 0.04560263 0.03726030 0.03608293 0.06127145 0.04319690 0.08888683 0.07765189 0.04829023

D8 0.00211312 0.01614149 0.02051833 0.00381509 0.02305602 0.02551375 0.00739237 0.03272826 0.03119157 0.01559226 0.04560263 0.03726030 0.03608293 0.06127145 0.04319690

D9 0.00123839 0.01132597 0.01631124 0.00211312 0.01614149 0.02051833 0.00381509 0.02305602 0.02551375 0.00739237 0.03272826 0.03119157 0.01559226 0.04560263 0.03726030

D10 0.00076150 0.00800456 0.01287644 0.00123839 0.01132597 0.01631124 0.00211312 0.01614149 0.02051833 0.00381509 0.02305602 0.02551375 0.00739237 0.03272826 0.03119157

1 2 3 4 5

szT

(kg/cm2)

Estrato 1 Estrato 2 Estrato 3

0.00739237 0.03272826 0.03119157 0.00381509 0.02305602 0.02551375 0.00211312 0.01614149 0.02051833 0.00123839 0.01132597 0.01631124 0.00076150 0.00800456 0.01287644 D1

0.01559226 0.04560263 0.03726030 0.00739237 0.03272826 0.03119157 0.00381509 0.02305602 0.02551375 0.00211312 0.01614149 0.02051833 0.00123839 0.01132597 0.01631124 D2

0.03608293 0.06127145 0.04319690 0.01559226 0.04560263 0.03726030 0.00739237 0.03272826 0.03119157 0.00381509 0.02305602 0.02551375 0.00211312 0.01614149 0.02051833 D3

0.08888683 0.07765189 0.04829023 0.03608293 0.06127145 0.04319690 0.01559226 0.04560263 0.03726030 0.00739237 0.03272826 0.03119157 0.00381509 0.02305602 0.02551375 D4

0.19803357 0.09065937 0.05176180 0.08888683 0.07765189 0.04829023 0.03608293 0.06127145 0.04319690 0.01559226 0.04560263 0.03726030 0.00739237 0.03272826 0.03119157 D5

0.27915064 0.09569392 0.05299736 0.19803357 0.09065937 0.05176180 0.08888683 0.07765189 0.04829023 0.03608293 0.06127145 0.04319690 0.01559226 0.04560263 0.03726030 D6

0.19803357 0.09065937 0.05176180 0.27915064 0.09569392 0.05299736 0.19803357 0.09065937 0.05176180 0.08888683 0.07765189 0.04829023 0.03608293 0.06127145 0.04319690 D7

0.08888683 0.07765189 0.04829023 0.19803357 0.09065937 0.05176180 0.27915064 0.09569392 0.05299736 0.19803357 0.09065937 0.05176180 0.08888683 0.07765189 0.04829023 D8

0.03608293 0.06127145 0.04319690 0.08888683 0.07765189 0.04829023 0.19803357 0.09065937 0.05176180 0.27915064 0.09569392 0.05299736 0.19803357 0.09065937 0.05176180 D9

0.01559226 0.04560263 0.03726030 0.03608293 0.06127145 0.04319690 0.08888683 0.07765189 0.04829023 0.19803357 0.09065937 0.05176180 0.27915064 0.09569392 0.05299736 D10

6 7 8 9 10

szT

continuación



Asent. por Consolidación (Diferidos)

Vector alpha a (cm3/kg)

Estrato mv * H

Estrato 1 10.5600

Estrato 2 10.2900

Estrato 3 11.2000

q i dji (cm) dprom (cm)

1 2 3 4 5 6 7 8 9 10 * CARGA UNITARIA

4.526091672 3.603851583 2.278533415 1.495324287 1.051220626 0.764182751 0.563287813 0.418215739 0.312307517 0.234624413 1.90 28.97051565

3.603851583 4.526091672 3.603851583 2.278533415 1.495324287 1.051220626 0.764182751 0.563287813 0.418215739 0.312307517 1.90 35.37204727

2.278533415 3.603851583 4.526091672 3.603851583 2.278533415 1.495324287 1.051220626 0.764182751 0.563287813 0.418215739 1.90 39.10787648

1.495324287 2.278533415 3.603851583 4.526091672 3.603851583 2.278533415 1.495324287 1.051220626 0.764182751 0.563287813 1.90 41.15438272

1.051220626 1.495324287 2.278533415 3.603851583 4.526091672 3.603851583 2.278533415 1.495324287 1.051220626 0.764182751 1.90 42.08145506

0.764182751 1.051220626 1.495324287 2.278533415 3.603851583 4.526091672 3.603851583 2.278533415 1.495324287 1.051220626 1.90 42.08145506

0.563287813 0.764182751 1.051220626 1.495324287 2.278533415 3.603851583 4.526091672 3.603851583 2.278533415 1.495324287 1.90 41.15438272

0.418215739 0.563287813 0.764182751 1.051220626 1.495324287 2.278533415 3.603851583 4.526091672 3.603851583 2.278533415 1.90 39.10787648

0.312307517 0.418215739 0.563287813 0.764182751 1.051220626 1.495324287 2.278533415 3.603851583 4.526091672 3.603851583 1.90 35.37204727

0.234624413 0.312307517 0.418215739 0.563287813 0.764182751 1.051220626 1.495324287 2.278533415 3.603851583 4.526091672 1.90 28.97051565

dji unitarios (cm) Asentamiento diferidos (por consolidación)

* = 37.33725544



dist (m) dji (cm) dji prom (cm)

0 - . - - . -

1 28.97 37.34

3 35.37 37.34

5 39.11 37.34

7 41.15 37.34

9 42.08 37.34

11 42.08 37.34

13 41.15 37.34

15 39.11 37.34

17 35.37 37.34

19 28.97 37.34

20 - . - - . -

0

10

20

30

40

50

1 2 3 4 5 6 7 8 9 10

28.97

35.3739.11

41.1542.08 42.08 41.15

39.1135.37

28.97

cm

Dovela

Asentamientos dji (cm)

dji (cm)

dji prom (cm)



dprom q i franja

1 2 3 4 5 6 7 8 9 10 kg/cm20.73573194 -0.87196817 0.49355080 -0.27230472 0.12828382 -0.06783987 0.03106838 -0.01641346 0.00678850 -0.00299691 37.33725544 6.11958742

-0.87196817 1.76915114 -1.45688262 0.81621161 -0.42421643 0.20840933 -0.10413867 0.04941194 -0.02244857 0.00678850 37.33725544 -1.10824291

0.49355080 -1.45688262 2.10017701 -1.63940126 0.90198153 -0.46909948 0.22806726 -0.11263678 0.04941194 -0.01641346 37.33725544 2.94049319

-0.27230472 0.81621161 -1.63940126 2.20059465 -1.68618780 0.92557658 -0.47773644 0.22806726 -0.10413867 0.03106838 37.33725544 0.81206992

0.12828382 -0.42421643 0.90198153 -1.68618780 2.22165054 -1.69515177 0.92557658 -0.46909948 0.20840933 -0.06783987 37.33725544 1.62067741

-0.06783987 0.20840933 -0.46909948 0.92557658 -1.69515177 2.22165054 -1.68618780 0.90198153 -0.42421643 0.12828382 37.33725544 1.62067741

0.03106838 -0.10413867 0.22806726 -0.47773644 0.92557658 -1.68618780 2.20059465 -1.63940126 0.81621161 -0.27230472 37.33725544 0.81206992

-0.01641346 0.04941194 -0.11263678 0.22806726 -0.46909948 0.90198153 -1.63940126 2.10017701 -1.45688262 0.49355080 37.33725544 2.94049319

0.00678850 -0.02244857 0.04941194 -0.10413867 0.20840933 -0.42421643 0.81621161 -1.45688262 1.76915114 -0.87196817 37.33725544 -1.10824291

-0.00299691 0.00678850 -0.01641346 0.03106838 -0.06783987 0.12828382 -0.27230472 0.49355080 -0.87196817 0.73573194 37.33725544 6.11958742

dji-1

unitarios (cm)

* =



q i franja 10 * área q i franja

w [kg/cm2] = 1.90 kg/cm2 Ton/Dovela w [ton/m2] = 19.00 6.11958742 600 3 671.75245

-1.10824291 600 -664.94574

2.94049319 600 1 764.29591

0.81206992 600 487.24195

B [m] = 20.00 1.62067741 600 972.40644

L [m] = 30.00 1.62067741 600 972.40644

0.81206992 600 487.24195

2.94049319 600 1 764.29591

-1.10824291 600 -664.94574

6.11958742 600 3 671.75245

Peso sobre el suelo (con dprom) = 12 461.50

Peso nominal sobre el suelo (BxLxq) = 11 400.00

Factor de ajuste 0.914817489

q i franja

corregidas

Ton/Dovela3 358.98336

-608.30400

1 614.00876

445.73746

889.57442

889.57442

445.73746

1 614.00876

-608.30400

3 358.98336

11 400.00000 Ok

d prom (cm) = 37.34

d prom ajustado (cm) = 34.16

Carga sobre la losa de cimentación

Geometría de la cimentación

=*

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