Calculo De Capacidad Portante
CALCULO DE CAPACIDAD PORTANTE GT1 GT2 GT3 GT4 GT5 LL LP (%) (%) (%) ɸ(° ) c (Kg/cm2) NP 30.00 0 200-1500 0
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CALCULO DE CAPACIDAD PORTANTE
GT1 GT2
GT3 GT4 GT5
LL
LP
(%)
(%)
(%)
ɸ(° )
c (Kg/cm2)
NP
30.00
0
200-1500
0.20-0.30
NP
31.00
0
260-560
500-2000
0.25-0.35
30.20-31.20 32.2 32.2 37
0 0 0 0 0
600-950 600-950 1000-1400
500-2000 5000-15000 5000-15000 10000-20000
0.25-0.35 0.15-0.25 0.15-0.25 0.15-0.25
38 28-32 45 45
0 2.-4 10 10
1400-2100 6200 6200
3000 3x10^6 4x10^6 4x10^6
0.15-0.20 0.10-0.30 0.10-0.30
SM
1.27-1.32
2.46-2.68
SM SM-e
SM
1.54-1.73
2.66
SM SP-SM GW GP Bo (SP)
1.51-2.01 1.50-1.61 1.50-1.61 1.85
2.64 2.50 2.33 2.33 2.48
GW 65-70 50-80 55-75
1.40-1.50 2.63-2.65 2.9-3.0
2.31 2.64 2.66 2.63
GW(Detritos) Ignimbrita ns Granodiorita Grabrodiorita
E (t/m2)
D Relativa
(g/cm3)
SM-p
D Rv Ri Ri
σ c,i (Mpa)
ϒs
(g/cm3)
Smg
SP-SM GW,Bo GP,Bo Bo (SP)
Vp (m/s)
ϒ natural
RMR Smp
Smg Sg Sg Sgg
PROP. RESISTENCIA
SUCS
53.61-59.48 26.66-28.1 50-60 50-63 50-70 50-70 50-75
NP
NP NP NP
NP 22.13 22.13
50-75
LEGENDA:
Terzaghi :
Vesic :
B= L= D= ecc.B = ecc.L = f= d= b= h= c = ca = g= qv = qh = Kp = Af = FS = q=
Ancho de la cimentación Longitud de la cimentación Profundidad de la cimentación Excentricidad en B Excentricidad en L Angulo de fricción A. inclinacion del terreno de fundación. A. inclinación de la carga Inclinación de la cimentación Cohesión Adhesión a la base de la fundación Peso especifico del suelo Comp. Vertical de la carga Comp. Horizontal de la carga Coeficiente de empuje pasivo Area efectiva de la cimentación Factor de seguridad Capacidad portante
5_10 75-125 100-150
µ
Calculo de capacidad portante para: GT1: B=
1.50
[m]
f=
30.00
[°]
ca =
0.00
L=
1.50
[m]
d=
0.00
[°]
g=
24.12
[kN/m 3 ]
D=
1.50
[m]
b=
0.00
[°]
qv =
0.00
[ kN/m 2]
ecc.B =
0.00
[m]
h=
0.00
[°]
qh =
0.00
[ kN/m 2]
ecc.L =
0.00
[m]
c =
0.00
[ kN/m 2]
FS =
1.00
VESIC :
TERZAGUI:
Nq =
Vesic: 18.40112222
Nc =
30.13962779
Ng =
22.40248627
Terzaghi: Nq = 22.456
Capacità Portante: qul t =
1969.64
[ kN/m 2]
q=
4431.69
[ kN]
Qamm =
1969.64
[ kN/m 2]
Nc =
37.162
Ng =
27.084
Capacità Portante: qul t = q= Qamm =
1204.42 [ kN/m 2] 2709.94 [ kN] 1204.42 [ kN/m 2]
Calculo de capacidad portante para: GT2: B=
1.50
[m]
f=
31.00
[°]
ca =
0.00
L=
1.50
[m]
d=
0.00
[°]
g=
25.99
[kN/m 3 ]
D=
1.50
[m]
b=
0.00
[°]
qv =
0.00
[ kN/m 2]
ecc.B =
0.00
[m]
h=
0.00
[°]
qh =
0.00
[ kN/m 2]
ecc.L =
0.00
[m]
c =
0.00
[ kN/m 2]
FS =
1.00
VESIC :
TERZAGUI:
Nq =
Vesic: 20.63079316
Nc =
32.67112628
Ng =
25.99418354
Terzaghi: Nq = 25.282
Capacità Portante: qul t =
2435.92
[ kN/m 2]
q=
5480.81
[ kN]
Qamm =
2435.92
[ kN/m 2]
Nc =
40.411
Ng =
31.583
Capacità Portante: q=
2 1478.01 [ kN/m ] 3325.52 [ kN]
Qamm =
2 1478.01 [ kN/m ]
qul t =
Calculo de capacidad portante para: GT3: B=
1.50
[m]
f=
34.00
[°]
ca =
0.00
L=
1.50
[m]
d=
0.00
[°]
g=
22.85
[kN/m 3 ]
D=
1.50
[m]
b=
0.00
[°]
qv =
0.00
[ kN/m 2]
ecc.B =
0.00
[m]
h=
0.00
[°]
qh =
0.00
[ kN/m 2]
ecc.L =
0.00
[m]
c =
0.00
[ kN/m 2]
FS =
1.00
VESIC :
TERZAGUI:
Nq =
Vesic: 29.43979237
Nc =
42.16372612
Ng =
41.06379841
Terzaghi: Nq = 36.504
Capacità Portante: qul t =
3274.62
[ kN/m 2]
q=
7367.90
[ kN]
Qamm =
3274.62
[ kN/m 2]
Nc =
52.637
Ng =
50.594
Capacità Portante: q=
2 1944.73 [ kN/m ] 4375.65 [ kN]
Qamm =
2 1944.73 [ kN/m ]
qul t =
Calculo de capacidad portante para: GT4: B=
1.50
[m]
f=
38.00
[°]
ca =
0.00
L=
1.50
[m]
d=
0.00
[°]
g=
22.65
[kN/m 3 ]
D=
1.50
[m]
b=
0.00
[°]
qv =
0.00
[ kN/m 2]
ecc.B =
0.00
[m]
h=
0.00
[°]
qh =
0.00
[ kN/m 2]
ecc.L =
0.00
[m]
c =
0.00
[ kN/m 2]
FS =
1.00
VESIC :
Nq =
TERZAGUI:
Vesic: 48.9332527
Nc =
61.3517657
Ng =
78.02426524
Terzaghi: Nq = 61.546
Capacità Portante: qul t =
5870.72
q=
13209.12
Qamm =
5870.72
[ kN/m 2] [ kN] [ kN/m 2]
Nc =
77.495
Ng =
97.733
Capacità Portante: qul t = q= Qamm =
3419.67 [ kN/m 2] 7694.26 [ kN] 3419.67 [ kN/m 2]