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DESIGN CHECK FOR VERTICAL, LATERAL AND MOMENT CAPACITY. (for pile at locations B & C) DESIGN DATA Maximum axial load from the analysis = P = 1198.0 = M = 391.0 Maximum resultant bending moment Maximum lateral force at fixity from the analysis = 24.0
kN kN.m kN
SOIL DATA Reference - Geotechnical Investigation prepared by Gulf Consult From the bore hole logs at the two locations and as well as from the report it is very clear that the piles are founded on cohesionless Very dense silty sand. Hence calculations are performed based on cohesionless soil. The following calculation represents the pile design at grid B & C.
Type of soil Average peak value of cone resistance DIMENSION Diameter of the pile Thickness of pile Theoretical thickness of pile Seabed level Depth of fixity below seabed level Assumed depth of pile below fixity point Assumed depth of pile below fixity point Angle of internal friction below the fixity point Submerged unit weight of soil below the fixity point Submerged unit weight of soil below the fixity point Youngs modulus of elasticity
(By Ignoring axial compression) (Referring to BS 6349, all stress is 0.3 Fy)
(M y / I) 54.1 120.0
N/mm2 N/mm2
OKAY
DESIGN CHECK FOR VERTICAL CAPACITY From the available soil data it is evident that the piles at these locations are founded at a very dense silty sand layer, at a depth of 10.5 m from the sea bed. Hence the capacity is calculated based on the cohesionless soil property at these locations. Referring to API RP2A and 'Pile design Construction practice by Tomlinson' Frictional resistance in cohesionless soil Skin friction at outside the shaft Where, Coefficient of earth pressure based on relative density of soil. Efective overburden pressure(average for 7.5 deep) Efective overburden pressure(average for 7.5 to 10.5 deep)
Friction angle between pile and soil Friction angle between pile and soil Outer Area of pile in contact with soil Outer Area of pile in contact with soil Skin friction at outside the shaft Skin friction at outside the shaft Total skin friction at outside the shat
=
Qs
= Ks pd tand As
=
Ks
=
0.9
= = = = = = = = =
pd1 pd2
= = = = =
38.3 110.1 30 35 21.6 8.6 429.4 599.6 1029.0
d1 d2 Aso1 Aso2 Qso1 = Qso2 = Qso =
kN/m2 kN/m2 0
(SP-SM) (SM) (SP-SM)
0
(SM) 2
m m2 kN kN kN
(SP-SM)
(SP-SM)
(SM) (SP-SM) (SM)
As the end bearing resistance for the entire base area is much more than the internal skin friction, the pile behaves unplugged. Hence the internal skin friction is considered for resistance calculation. For end bearing calculation, only the pile annulus area is considered. Inner Area of pile in contact with soil Inner Area of pile in contact with soil Skin friction at inside the shaft Skin friction at inside the shaft Toatl skin friction at inside the shaft
= = = = =
Asi1 Asi2 Qsi1 Qsi2 Qsi
= = = = =
20.8 8.3 412.7 576.3 989.0
m2 m2 kN kN kN
End bearing resistance Base area of pile End bearing resistance
= =
Ab Qb
= = =
0.050 Ckd Ab
m2
1078.3
kN
However referring to API, Table 6.4.3.1 Limiting unit end bearing stress Limiting end bearing resistance Total pile resistance Safety Index
CHECK FOR LATERAL CAPACITY The lateral resistance of the short piles, is checked based on the assumption that the the passive soil resistance for a depth equal to the depth of embedment should be sufficient to carry the lateral load Passive earth pressure
=
Where
Passive pressure at
-14.0 m level
qp
=
kp g h 1+sinf 1-sinf 3.85 373.2
=
kp
=
i.e. =
kp qp
= =
P FP
= = = = >
1.42 P* h * qp
m
1507.9 62.83 2.00
kN kN
= = = >
1.42 9550.1 24.42 2.00
m kN.m
kN/m2
9.5 m
373.2
Effective perimeter Lateral capacity due to passive earth pressure Lateral capacity due to qp Safety Index
CHECK FOR ANCHORAGE LENGTH Effective perimeter Moment capacity due qp Safety Index
DESIGN CHECK FOR VERTICAL, LATERAL AND MOMENT CAPACITY. (for pile at locations D) DESIGN DATA Maximum axial load from the analysis = P = 582.0 = M = 364.0 Maximum resultant bending moment Maximum lateral force at fixity from the analysis = 26.0
kN kN.m kN
SOIL DATA Reference - Geotechnical Investigation prepared by Gulf Consult From the bore hole logs at the two locations and as well as from the report it is very clear that the piles are founded on cohesionless Very dense silty sand. Hence calculations are performed based on cohesionless soil. The following calculation represents the pile design at grid B & C.
Type of soil Average peak value of cone resistance DIMENSION Diameter of the pile Thickness of pile Theoretical thickness of pile Seabed level Depth of fixity below seabed level Assumed depth of pile below fixity point Assumed depth of pile below fixity point Assumed depth of pile below fixity point Angle of internal friction below the fixity point Submerged unit weight of soil below the fixity point Submerged unit weight of soil below the fixity point Submerged unit weight of soil below the fixity point Youngs modulus of elasticity
Pile outer dia. after corrosion Moment of Inertia of pile
= =
D I
= 902.4 4 4) = p (D - d )/64
Stress due to axial load Stress due to bending (Referring to BS 6349, all stress is 0.6 Fy)
0.0033 P/a 17.7 (M*y / I) 50.4 240.0
(SM) (SC)
(Lower value)
MEMBER CHECK Internal diameter of the pile
= = = = = <
(SP-SM)
kN/m3 kN/m3 kN/m3 N/mm2
(SP-SM) (SM) (SC)
mm m4 N/mm2 N/mm2 N/mm2
OKAY
Maximum compression
= (P/a) + (M y / I) = 68.1 < 120.0 = (M y / I) = 50.4 < 120.0
(Referring to BS 6349, all stress is 0.3 Fy)
Maximum tensile stress (By Ignoring axial compression) (Referring to BS 6349, all stress is 0.3 Fy)
N/mm2 N/mm2
OKAY
N/mm2 N/mm2
OKAY
DESIGN CHECK FOR VERTICAL CAPACITY From the available soil data it is evident that the piles at these locations are founded at a very dense silty sand layer, at a depth of 10.5 m from the sea bed. Hence the capacity is calculated based on the cohesionless soil property at these locations. Referring to API RP2A and 'Pile design Construction practice by Tomlinson' Frictional resistance in cohesionless soil Skin friction at outside the shaft = Qs = Ks pd tand As Where, Coefficient of earth pressure based on relative density of soil.
Ks
=
0.9
Friction angle between pile and soil Friction angle between pile and soil Friction angle between pile and soil Outer Area of pile in contact with soil Outer Area of pile in contact with soil Outer Area of pile in contact with soil Skin friction at outside the shaft Skin friction at outside the shaft Skin friction at outside the shaft Total skin friction
Inner Area of pile in contact with soil Inner Area of pile in contact with soil Inner Area of pile in contact with soil Skin friction at outside the shaft Skin friction at outside the shaft Skin friction at outside the shaft Toatl skin friction at outside the shaft
= = = = = = =
Asi1 Asi2 Asi3 Qsi1 Qsi2 Qsi2 Qsi
= = = = = = =
7.6 16.6 5.5 151.3 1152.6 353.2 1657.2
Total pile resistance
=
Q
=
Qso+Qsi
= = >
3381.3 5.81 2.0
Efective overburden pressure(average for 7.5 deep) Efective overburden pressure(average for 7.5 to 10.5 deep) Efective overburden pressure(average for 7.5 to 10.5 deep)
Safety Index
=
=
kN/m2 kN/m2 kN/m2
(SP-SM) (SM) (SC)
0
(SP-SM)
0
(SM)
0
(SC)
m2 m2 m2 kN kN kN kN
(SP-SM)
m2 m2 m2 kN kN kN kN
(SP-SM)
(SM) (SC) (SP-SM) (SM) (SC)
(SM) (SC) (SP-SM) (SM) (SC)
kN OKAY
CHECK FOR LATERAL CAPACITY The lateral resistance of the short piles, is checked based on the assumption that the the passive soil resistance for a depth equal to the depth of embedment should be sufficient to carry the lateral load kp g h
Passive earth pressure
=
qp
=
Where
=
kp
=
i.e. =
kp qp
= =
P FP
= = = = >
1.42 P* h * qp
m
1588.3 61.09 2.00
kN kN
= = = >
1.42 10324.1 28.36 2.00
m kN.m
Passive pressure at
-19.0 m level
1+sinf 1-sinf 3.85 383.1
kN/m2
9.8 m
383.1
Effective perimeter Lateral capacity due to passive earth pressure Lateral capacity due to qp Safety Index
CHECK FOR ANCHORAGE LENGTH Effective perimeter Moment capacity due qp Safety Index