fig. planta fig. perfil
TRANSCRIPT
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
INTERACCIÓN SUELO ESTRUCTURAS / Cimentación compensada.
R. Cervantes Pág. 2 | 21
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
INTERACCIÓN SUELO ESTRUCTURAS / Cimentación compensada.
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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
INTERACCIÓN SUELO ESTRUCTURAS / Cimentación compensada.
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INTERACCIÓN SUELO ESTRUCTURAS / Cimentación compensada.
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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
INTERACCIÓN SUELO ESTRUCTURAS / Cimentación compensada.
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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
INTERACCIÓN SUELO ESTRUCTURAS / Cimentación compensada.
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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
INTERACCIÓN SUELO ESTRUCTURAS / Cimentación compensada.
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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
INTERACCIÓN SUELO ESTRUCTURAS / Cimentación compensada.
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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
INTERACCIÓN SUELO ESTRUCTURAS / Cimentación compensada.
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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
INTERACCIÓN SUELO ESTRUCTURAS / Cimentación compensada.
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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
INTERACCIÓN SUELO ESTRUCTURAS / Cimentación compensada.
R. Cervantes Pág. 12 | 21
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
INTERACCIÓN SUELO ESTRUCTURAS / Cimentación compensada.
R. Cervantes Pág. 13 | 21
. 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
INTERACCIÓN SUELO ESTRUCTURAS / Cimentación compensada.
R. Cervantes Pág. 14 | 21
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
INTERACCIÓN SUELO ESTRUCTURAS / Cimentación compensada.
R. Cervantes Pág. 15 | 21
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 =
INTERACCIÓN SUELO ESTRUCTURAS / Cimentación compensada.
R. Cervantes Pág. 16 | 21
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
INTERACCIÓN SUELO ESTRUCTURAS / Cimentación compensada.
R. Cervantes Pág. 17 | 21
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
INTERACCIÓN SUELO ESTRUCTURAS / Cimentación compensada.
R. Cervantes Pág. 18 | 21
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
INTERACCIÓN SUELO ESTRUCTURAS / Cimentación compensada.
R. Cervantes Pág. 19 | 21
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)
INTERACCIÓN SUELO ESTRUCTURAS / Cimentación compensada.
R. Cervantes Pág. 20 | 21
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)
* =
INTERACCIÓN SUELO ESTRUCTURAS / Cimentación compensada.
R. Cervantes Pág. 21 | 21
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
=*