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pile capacity
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Date Printed:04/18/2023 Page 1
File: document.xls Tab: Calculations Load Distribution Beneath a Rigid Pile Cap
Company: JACE Ltd. Tel: 07890 278110Address: Turners Yard, School Street, Farsley
LEEDS, West Yorks, UK LS28 5EX Made by Date Page No Checked Revision Job No Project: J.J.MAC December 12, 2004 1 A Client: Element:
Design Input Value1. Pile
Pile type Boared ###Shaft Dia. or width 450 mm ###Base Dia. or width 450 mm
Shape Round ###Design Load 635 kN ###
###2. Design Criteria ###
2.50 ###2.502.50
3. Soil ###Bulk unit weight 18 kN/m³
Depth to water table 3.00 mStarting depth of: 0.80 m
Depth increments of: 0.50 mTotal Length of Pile: 7.30 m
4. Computation Table
Effective Depth
Type
Max NcL Non-Cohesive L, M, D (m)
(m) Cohesive Su (kN/m²) - (kPa) (kPa) (kPa) (kPa) (kN) (kN) (kN) - (kN)0 Cohesive 10 0.00 1.00 9.000 #VALUE! #VALUE! 10.00 #VALUE! 0.00 #VALUE! #VALUE! 635 kN ###
0.50 Cohesive 10 1.11 1.00 9.000 7.68 76.78 10.00 12.21 7.07 7.71 83 635 kN ###1.00 Non-Cohesive l 2.70 0.30 18.000 25.00 450.00 5.40 71.57 10.89 32.98 20 635 kN l1.50 Non-Cohesive l 2.70 0.30 27.000 25.00 675.00 8.10 107.35 16.61 49.59 13 635 kN l2.00 Non-Cohesive l 2.70 0.30 36.000 25.00 900.00 10.80 143.14 24.25 66.95 10 635 kN l2.50 Non-Cohesive l 2.70 0.30 45.000 25.00 1125.00 13.50 178.92 33.79 85.08 8 635 kN l3.00 Non-Cohesive l 2.70 0.30 54.000 25.00 1215.00 14.58 193.24 44.09 94.93 7 635 kN l3.50 Cohesive 40 7.78 1.00 9.000 9.00 360.00 40.00 57.26 72.37 51.85 13 635 kN ###4.00 Non-Cohesive l 2.70 0.30 62.000 25.00 1215.00 14.58 193.24 82.67 110.36 6 635 kN l4.50 Non-Cohesive l 2.70 0.30 66.000 25.00 1215.00 14.58 193.24 92.98 114.49 6 635 kN l5.00 Non-Cohesive l 2.70 0.30 70.000 25.00 1215.00 14.58 193.24 103.29 118.61 6 635 kN l5.50 Non-Cohesive l 2.70 0.30 74.000 25.00 1215.00 14.58 193.24 113.59 122.73 6 635 kN l6.00 Non-Cohesive l 2.70 0.30 78.000 25.00 1215.00 14.58 193.24 123.90 126.85 6 635 kN l6.50 Non-Cohesive l 2.70 0.30 82.000 25.00 1215.00 14.58 193.24 134.20 130.98 5 635 kN l
Note: Greyed cells represent user input
This program considers the following cases:1. Uniform pile type (bored or driven),2. One type of soil (cohesive or cohesionless), but properties may vary with depth. It computes the variation of pile capacity with length and size.
DESIGN OF PILES BASED ON LOAD CAPACITY
d=drr=ro
gf (Bearing)gf (Shaft)
gf (Overall)
L=Loose M=Mediu
m D=Dense
Critical Depth
(m)
Friction Coefficient
F
Vertical Effective
Stress
BearingCapacityFactor Nc Ultimate
BasePressure
Ultimate Shaft
Friction Ultimate Base Load
UltimateShaft Load
TotalAllowable
Load
No. ofPiles
Required
DesignCapacityUndrained
Shear Strength
Embedment Ratio
(ZL)
Adhesion Coefficient
a
BearingCapacity
Factor Nq
Ultimate Shaft
Adhesionfb fs Qb Qs Qall Su
ZL
Non-Cohesive
Cohesive
0 1 2 3 4 5 6 7
0
100
200
300
400
500
600
700
LoadVs
Embedded Length
Ulimate Base Load
Ultimate Shaft Load
Allowable Total Load
Design Load
Depth (m)
Load
(kN
)
Non-Cohesive Soils
End-bearing Shaft Friction
F=fn(sand & pile Types)
Sand Sand FDriven Bored Driven Bored
Loose 6 60 25 Loose 6 0.8 0.3Medium 8 100 60 Medium 8 1 0.5Dense 15 180 100 Dense 15 1.5 0.8
Cohesive Soils
End-bearing Shaft Adhesion
L/d a0 6.3 0 11 7.6 10 12 8.3 20 13 8.8 30 14 9 40 1
50 0.91260 0.78370 0.70280 0.62190 0.564
100 0.516110 0.477120 0.443130 0.413140 0.388150 0.37160 0.354170 0.339180 0.33
qb=s'vbNq fs=s'vbF
Nq=fn(sand & pile types)
zl/d Nq zl/d
qe=9Su if L/d>4 fs=aSu
qe=NcSu if L/d<=4 a = fn(Su)
Nc su