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