Asentamiento Cosolidacion Capa 2 Edif 2
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CALCULO ASENTAM Dimensiones y Carga sobre el cimiento B= 18 m L= 22 m P 597.1719 KN q= 1.51 KN/m2 B´= 9m L´= 11 m Perfil suelo, Nivel desplante NF Df h2 zi H zf H
PU 23 22 0 22 23
0 0 0 3 5.000
NF 0 0 0 0 0
Asentamiento consolidacion svo´ 108.100 KN/m2 OCR 1.000 s p´ 108.100 KN/m2 e Cc Cr
0.976 0.170 0.000
z
z prom
M
N
V
V1
Caso
Iw
(m) 3.00 3.20 3.40 3.60 3.80 4.00 4.20 4.40
3.100 3.300 3.500 3.700 3.900 4.100 4.300
B´/z 3.000 2.903 2.727 2.571 2.432 2.308 2.195 2.093
L´/z 3.667 3.548 3.333 3.143 2.973 2.821 2.683 2.558
(M2+N2+1) 23.4 22.0 19.549 17.490 15.755 14.281 13.017 11.925
(MN)2 121.0 106.1 82.645 65.313 52.295 42.365 34.684 28.668
V
0.245 0.245 0.244 0.243 0.241 0.240 0.239 0.237
4.60 4.80 5.00
4.500 4.700 4.900
2.000 1.915 1.837
2.444 2.340 2.245
10.975 10.144 9.413
23.901 20.085 17.001
V
Sc=
0.12
cm
asumido
CALCULO ASENTAMIENTOS ELASTICOS Y CONSOLIDACION
Dsz (B´)
Dsz (B)
DH
s´o
KNm2 0.37 0.37 0.37 0.37 0.36 0.36 0.36 0.36
KN/m2 1.48 1.48 1.47 1.46 1.46 1.45 1.44 1.43
m 0.00 0.20 0.20 0.20 0.20 0.20 0.20 0.20
KN/m2 66.00 68.30 72.90 77.50 82.10 86.70 91.30 95.90
0.98 0.98 0.98 0.98 0.98 0.98 0.98
0.170 0.170 0.170 0.170 0.170 0.170 0.170
0.000 0.000 0.000 0.000 0.000 0.000 0.000
0.36 0.35 0.35
1.42 1.41 1.40
0.20 0.20 0.20
100.50 105.10 109.70
0.98 0.98 0.98
0.170 0.170 0.170
0.000 0.000 0.000
e0
Cc
Cr
s´p
s´o+Ds
KN/m2
KN/m2
1.00 1.00 1.00 1.00 1.00 1.00 1.00
68.30 72.90 77.50 82.10 86.70 91.30 95.90
69.78 74.37 78.96 83.56 88.15 92.74 97.33
1.00 1.00 1.00
100.50 105.10 109.70
101.92 106.51 111.10
OCR
s´vo+Ds
DH Cr
DH Cc
Sci
s´p
m
m
m
s+Ds> s+Ds> s+Ds> s+Ds> s+Ds> s+Ds> s+Ds>
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
0.0002 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001
0.0002 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001
s+Ds> s+Ds> s+Ds>
0.0000 0.0000 0.0000
0.0001 0.0001 0.0001 Sc =
0.0001 0.0001 0.0001 0.0012
0.243
0.156569
0.234066
0.22977
0.15316
Promediio
0.203313
PU 23 22 0 22 23
0 0 0 3 5.000
NF 0 0 0 0 0
Asentamiento consolidacion svo´ 108.100 KN/m2 OCR 1.000 s p´ 108.100 KN/m2 e Cc Cr
0.976 0.170 0.000
z
z prom
M
N
V
V1
Caso
Iw
(m) 3.00 3.20 3.40 3.60 3.80 4.00 4.20 4.40
3.100 3.300 3.500 3.700 3.900 4.100 4.300
B´/z 3.000 2.903 2.727 2.571 2.432 2.308 2.195 2.093
L´/z 3.667 3.548 3.333 3.143 2.973 2.821 2.683 2.558
(M2+N2+1) 23.4 22.0 19.549 17.490 15.755 14.281 13.017 11.925
(MN)2 121.0 106.1 82.645 65.313 52.295 42.365 34.684 28.668
V
0.245 0.245 0.244 0.243 0.241 0.240 0.239 0.237
4.60 4.80 5.00
4.500 4.700 4.900
2.000 1.915 1.837
2.444 2.340 2.245
10.975 10.144 9.413
23.901 20.085 17.001
V
Sc=
0.12
cm
asumido
CALCULO ASENTAMIENTOS ELASTICOS Y CONSOLIDACION
Dsz (B´)
Dsz (B)
DH
s´o
KNm2 0.37 0.37 0.37 0.37 0.36 0.36 0.36 0.36
KN/m2 1.48 1.48 1.47 1.46 1.46 1.45 1.44 1.43
m 0.00 0.20 0.20 0.20 0.20 0.20 0.20 0.20
KN/m2 66.00 68.30 72.90 77.50 82.10 86.70 91.30 95.90
0.98 0.98 0.98 0.98 0.98 0.98 0.98
0.170 0.170 0.170 0.170 0.170 0.170 0.170
0.000 0.000 0.000 0.000 0.000 0.000 0.000
0.36 0.35 0.35
1.42 1.41 1.40
0.20 0.20 0.20
100.50 105.10 109.70
0.98 0.98 0.98
0.170 0.170 0.170
0.000 0.000 0.000
e0
Cc
Cr
s´p
s´o+Ds
KN/m2
KN/m2
1.00 1.00 1.00 1.00 1.00 1.00 1.00
68.30 72.90 77.50 82.10 86.70 91.30 95.90
69.78 74.37 78.96 83.56 88.15 92.74 97.33
1.00 1.00 1.00
100.50 105.10 109.70
101.92 106.51 111.10
OCR
s´vo+Ds
DH Cr
DH Cc
Sci
s´p
m
m
m
s+Ds> s+Ds> s+Ds> s+Ds> s+Ds> s+Ds> s+Ds>
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
0.0002 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001
0.0002 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001
s+Ds> s+Ds> s+Ds>
0.0000 0.0000 0.0000
0.0001 0.0001 0.0001 Sc =
0.0001 0.0001 0.0001 0.0012
0.243
0.156569
0.234066
0.22977
0.15316
Promediio
0.203313
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