G-Pile
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1. Input
1.1. Project Details
Project Number
Project Name
Client
Design Title
Designed
Checked
Approved
Revision
1.2) Ground Model
Strata Name
Strata Type
Level
(m OD)
Density
(kN/m²)
Limiting Value
Undrained
Drained
Bedrock
Youngs Modulus
Shaft
(kPa)
Base
(kPa)
cu
(kPa)
cu z
(kPa/m)
Plasticity Index (Av)
(%)
Phi
(
0
)
Phi z
(
0
/m)
c'
(kPa)
c' z
(kPa)
Qs
(kPa)
Qs z
(kPa/m)
Qb
(kPa)
Qb z
(kPa/m)
Eu / E'
(kPa)
Eu z / E' z
(kPa/m)
Cohesive
Granular
Weak Rock
Cohesive
Granular
Weak Rock
Cohesive
Granular
Weak Rock
Cohesive
Granular
Weak Rock
Cohesive
Granular
Weak Rock
Cohesive
Granular
Weak Rock
Cohesive
Granular
Weak Rock
Cohesive
Granular
Weak Rock
Cohesive
Granular
Weak Rock
Cohesive
Granular
Weak Rock
1.3) Bearing Pile Details
Pile Type
Eurocode Country
Pile Load Testing
Pile Shape
Pile Fixity
Outside Pile
Diameter/Width (mm)
Maximum Pile Depth
(m)
Groundwater Level
(m OD)
Piling Platform
Level (m OD)
Augered
Driven
UK
None
Statics
Prelims
Both
Circle
Square
Fixed
Free
1.4) Structural Details
Steel Casing Grade
Wall Thickness
(mm)
Total Corrosion
(mm)
Concrete Infill
Concrete Cover
(mm)
No. Long. Bars
Long. Bar Diameter (mm)
Helical Bar Diameter (mm)
Long/Shear Reinforcement
Steel Grade
Central Bar Diameter (mm)
Central Reinforcement
Steel Grade
Concrete Strength
Concrete Class
S270
S355
S430
Yes
No
500
670
950
500
670
950
C25/30
C28/35
C30/37
C32/40
C35/45
C40/50
C45/55
DC-1
DC-2
DC-2z
DC-3
DC-3z
DC-4
DC-4z
DC-4m
1.5) Pile Loads
Load Type
Compression Load (kN)
Tension Load (kN)
Lateral Load (kN)
Moment Load (kNm)
Design Case
SLS
DA1-C1
DA1-C2
SLS
DA1-C1
DA1-C2
SLS
DA1-C1
DA1-C2
SLS
DA1-C1
DA1-C2
2. Process
G-Pile Calculate Button
2.1) Geotechnical Design
Depth
(m bgl)
COL Level
(m OD)
Effective Stress
(kPa)
Shaft Capacity
(kPa)
Base Capacity
(kPa)
Axial Pile
Length
Central Bar
Length
Shear
(kN)
Moment
(kNm)
Lateral Pile
Length
Settlement
(mm)
Deflection
(mm)
Carbon C02
kg*
0.00
0.00
0.0
0.0
0.0
0.00
0.00
0.0
0.0
-
1.0
0.0
0
*Carbon calculation assumes reinfroced concrete C02 as 410kg/m² & the steel casings as 210kg/m³. Please use the EFFC carbon calculation tool for a more preise holistic carbon calculation.
2.2) Structural Design
ULS Moment Utilisation (%)
0
Moment Exceeded!
ULS Shear Utilisation (%)
0
Shear Sufficient
ULS Reinforced Compression Utilisation (%)
0
Reinforced Compression Sufficient
ULS Unreinforced Compression Utilisation (%)
0
Reinforced Compression Sufficient
ULS Tension Utilisation (%)
0
Tension Sufficient
ULS Combined Moment & Compression Utilisation (%)
0
Combined Moment & Compression Sufficient
ULS Combined Moment & Tension Utilisation (%)
0
Combined Moment & Tension Sufficient
Min. Longitudinal Steel (mm²)
0
Sufficient Minimum Steel
Max. Longitudinal Steel (mm²)
0
Maximum Steel Exceeded!
Space Between Longitudinal Bars (mm)
0
Decrease Bar Spacing
Maximum Cage Depth (m)
0.00
Review cage length/bars for plunging
3. Output
3.1) Pile Schedule
Pile
ID
Diameter
(mm)
Steel Casing
Min. Pile Length
(m)
Min. Cage
length (m)
Shear
Reinforcement
Min. Central
Bar Length (m)
Piling Platform Level
(m OD)
Pile Cut Off
Level (m OD)
Anchorage
(mm)
Debonding
(mm)
Compression DA1-C1
(kN)
Tension DA1-C1
(kN)
Shear DA1-C1
(kN)
Moment DA1-C1
(kNm)
Concrete
Grade
Concrete
DC Class
Deflection (SLS)
(mm)
Settlement (SLS)
(mm)
Carbon Emissions
(kg)
-
0
-
0.00
0 B0 x 0.00m
B0 helical @ 0mm spacing c/c
-
0.000
0.000
0
-150
0
0
0.0
0.0
0.0
1.0
0
3.2) Output Graphic
Strata 1 at 0.0m OD, γ = 1.0E-16kN/m³, cu = 1.0E-16kPa, φ' = 1.0E-16°, c' = kPa
Strata 2 at 0.0m OD, γ = kN/m³, cu = kPa, φ' = °, c' = kPa
Strata 3 at 0.0m OD, γ = kN/m³, cu = kPa, φ' = °, c' = kPa
Strata 4 at 0.0m OD, γ = kN/m³, cu = kPa, φ' = °, c' = kPa
Strata 5 at 0.0m OD, γ = kN/m³, cu = kPa, φ' = °, c' = kPa
Strata 6 at 0.0m OD, γ = kN/m³, cu = kPa, φ' = °, c' = kPa
Strata 7 at 0.0m OD, γ = kN/m³, cu = kPa, φ' = °, c' = kPa
Strata 8 at 0.0m OD, γ = kN/m³, cu = kPa, φ' = °, c' = kPa
Strata 9 at 0.0m OD, γ = kN/m³, cu = kPa, φ' = °, c' = kPa
Strata 10 at 0.0m OD, γ = kN/m³, cu = kPa, φ' = °, c' = kPa
0.00 m
Depth
0.00m bgl
5.00m bgl
10.00m bgl
15.00m bgl
20.00m bgl
25.00m bgl
30.00m bgl
35.00m bgl
40.00m bgl
45.00m bgl
50.00m bgl
Level
0.00m OD
-5.00m OD
-10.00m OD
-15.00m OD
-20.00m OD
-25.00m OD
-30.00m OD
-35.00m OD
-40.00m OD
-45.00m OD
-50.00m OD
Pile Details:
- See pile schedule above
DA1-C1 Pile Loads:
- Compress. = 0kN
- Tension = 0kN
- Lateral = 0kN
- Moment = 0kNm
Partial Factors:
- Shaft C1 & C2 = 1.0 / 1.0
- Base C1 & C2= 1.0 / 1.0
- Tension C1 & C2 = 1.0 / 1.0
- Model = 1.0
PPL at 0.00m OD
Pile Cross Section:
0 m
3.3) References
- Eurocode 0: Basis of structural design & NA's
- Eurocode 1-1: Actions on structures. General actions. Densities, self-weight, imposed loads for buildings & NA's
- Eurocode 2-1: Design of concrete structures. General rules and rules for buildings & NA's
- Eurocode 7: Geotechnical design. General rules & NA's
3.4) Design Assumptions
For the avoidance of doubt, the pile design does allow for (list not exhaustive): structural anchorage design into superstructure, debonding foam length, negative skin friction, basement heave or heave from flora, drillability and/or drivebility, structural integrity issues or temporary/permanent casing allowance, piping failure of the base, load not applied to the centroid of the pile, load not applied off the vertical and horizontal axises (i.e. no inclined loads), lateral load as a percentage of vertical load, global / local slope stability & overturning, eccentric loading, siesmic / vibration / dynamic loads, load spread / punching onto weaker strata, and any other allowance which is not directly implied in the summary & output graphic. If the user makes use of any Geolpad software for any engineeing solution or design, it is on the premise that the user will fully validate the results/design, adopt it fully of their own accord, and be fully responsible for the design solution.
3.5) G-Pile, Version 1.01