This document provides an analysis and design of a bored pile system. It includes soil properties, pile geometry, load calculations, and checks of capacity including axial, lateral, moment, and settlement. Reinforcement is designed for the pile cap and pile. The pile cap and pile reinforcement are found to be inadequate and require larger diameters.

1. Dr. C. Sachpazis BORED PILE Analysis Design
System :
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PL=15.0mSeries5,0
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Series5,0Series5,0
Q=55.0
kN/m²
50.0 kN
250.0 kNm
150.0 kN ↷
PL=15.0m
PL=15.0m
D=120 cm
Wall Sizes
Wall Length, WL : 50.0 m
FREE-HEAD CIRCULAR PILE
Wall Length, WL : 50.0 m
Pile Spacing, Ps : 1.2 m
Wall Heigth, Hw : 15.0 m
Pile Cap Heigth, Hpc : 1.0 m
Pile Cap With, Bpc : 1.2 m
Pile Diameter, D : 120.0 cm
Pile Cover, Cp : 75 mm
1.00
15.00
6.00
Excavation Depth, Ed : 6.0 m
L : 9 m
Wall Materials
Steel :
fyd = 435000 kN/m²fyd = 435000 kN/m²
Es = 2.10E+08 kN/m²
Concrete :
γc : 25 kN/m³
f 'c : 30 N/mm²
fck = 20000 kN/m²
Ec = 3.2E+07 kN/m²
Ic = 1.0E-01 m⁴
Ec Ic = 3.2E+06 kNm²

2. Dr. C. Sachpazis BORED PILE Analysis Design
Soil load : Extra Cap Loads :
Qs = 55.00 kN/m² H = 150.0 kN
V = 50.0 kN
Pa = 273.7 kN M = 250.0 kNm
Q = 278.8 kN
Hs = 552.6 kNHs = 552.6 kN
Ms = 1384.0 kNm
W = -424.1 kN
Parameter Layer 1 Layer 2 Layer 3 Layer 4
Elev. (m) 0.0 -7.0 -10.0 -18.0
6.00
Elev. (m) 0.0 -7.0 -10.0 -18.0
γs (kN/m³) 18.0 19.0 19.0 20.0
c' (kN/m²) 10.0 35.0 70.0 120.0
Ф 10.0 30.0 30.0 35.0
α 0.0 0.0 0.0 0.0
δ 3.3 21.0 10.0 11.7
n 0.70 0.70 0.55 0.55
Cm 1.70 1.85 1.50 1.50
6.00
9
120
Cm 1.70 1.85 1.50 1.50
σs (kN/m2)
Cort (kN/m2)
Ko 0.826 0.500 0.500 0.426
Ka 0.704 0.333 0.333 0.271
Kp 1.420 3.000 3.000 3.690
Nc 8.34 30.10 30.10 46.40
150.0
58.75
120
Nc 8.34 30.10 30.10 46.40
Nq 2.50 18.40 18.40 33.35
Nγ 1.20 22.40 22.40 48.10
D.W.T. = -7.00 m
D= 1.20 m L : 9.00 m
then Lm : 5.64 m L > Lm .Successful.then Lm : 5.64 m L > Lm .Successful.
Kh : 319154 kN/m3
Kv : 478731 kN/m4

3. Dr. C. Sachpazis BORED PILE Analysis Design
-2.0
-1.0
0.0 0.0
50,000.0
100,000.0
150,000.0
200,000.0
250,000.0
300,000.0
350,000.0
kN/m³
-6.0
-5.0
-4.0
-3.0
-2.0
-1.0
Kh = Ah +Bh . Z^n
Ah = Cm .C ( c . Nc + 0.5 . γ . B . Nγ )
Bh = Cm . C . γ . Nq-10.0
-9.0
-8.0
-7.0
-6.0
-5.0
z(m)
Spring Constant (Ks)
Bh = Cm . C . γ . Nq
Kv = 3Kh /2
-10.0
-9.0
z(m)
Spring Constant (Ks)
Ks
-1.00
0.00
-600.0
-400.0
-200.0
0.0
200.0
400.0
600.0
800.0
-1.00
0.00
-500.0
0.0
500.0
1,000.0
1,500.0
2,000.0
2,500.0
-4.00
-3.00
-2.00
-1.00
-4.00
-3.00
-2.00
-1.00
-7.00
-6.00
-5.00
-4.00
-7.00
-6.00
-5.00
-4.00
-10.00
-9.00
-8.00
-7.00
SHEAR
-10.00
-9.00
-8.00
-7.00
MOMENT
Mmax = 2144.844 kNm Vmax = 625.9156 kN
-10.00
SHEAR
-10.00
MOMENT

4. Dr. C. Sachpazis BORED PILE Analysis Design
-2.00
-1.00
0.00
-100.0
-80.0
-60.0
-40.0
-20.0
0.0
20.0
40.0
60.0
80.0
-2.00
-1.00
0.00
-250.0
-200.0
-150.0
-100.0
-50.0
0.0
-6.00
-5.00
-4.00
-3.00
-2.00
-6.00
-5.00
-4.00
-3.00
-2.00
-9.00
-8.00
-7.00
-6.00
-9.00
-8.00
-7.00
-6.00
σmax = 81.38461 kN/m2 Pmax = 221.962 kN
-10.00
-9.00
SOIL PRESSURES
-10.00
-9.00
AXIAL
0.00
-2
0
2
4
6
8
10
0.00
-0.08
-0.07
-0.06
-0.05
-0.04
-0.03
-0.02
-0.01
0
0.00
-0.0005
0
0.0005
0.001
0.0015
0.002
0.0025
0.003
0.0035
-3.00
-2.00
-1.00
0.00
-2
0
2
4
6
8
10
-3.00
-2.00
-1.00
0.00
-0.08
-0.07
-0.06
-0.05
-0.04
-0.03
-0.02
-0.01
0
-3.00
-2.00
-1.00
0.00
-0.0005
0
0.0005
0.001
0.0015
0.002
0.0025
0.003
0.0035
-6.00
-5.00
-4.00
-3.00
-6.00
-5.00
-4.00
-3.00
-6.00
-5.00
-4.00
-3.00
-10.00
-9.00
-8.00
-7.00
-6.00
-10.00
-9.00
-8.00
-7.00
-6.00
-10.00
-9.00
-8.00
-7.00
-6.00
umax = 7.964788 mm vmax = 0.076101 mm θmax = 0.003106 rad.
-10.00
-9.00
Horizontal Defl.
-10.00
-9.00
Vertical Defl.
-10.00
-9.00
Slope

5. Dr. C. Sachpazis BORED PILE Analysis Design
Ultimate horizontal load capacity:
T + D = 2.79 m T = (EI / Ks )1/5
Hu (c')= 627.75 kN Hu =9 Cu D ( Lm -1.5D)
Hu (Ф)= 351.39 kN Hu = 0.5 γ D Lm³ Kp
Hu = 979.15 kN Hu = Hu (c') + Hu (f)Hu = 979.15 kN Hu = Hu (c') + Hu (f)
Hmax = 625.92 kN Hu > Hmax .. Successful.
Ultimate Moment capacity:
Mu = 3581.97 kNm
Mmax = 2144.84 kNm Mu > Mmax .. Successful.
Maximum pile head displacement :
Disp. Crit. = L/1000
yu = 9.00 mm
ymax = 7.96 mm yu > ymax .. Successfulymax = 7.96 mm yu > ymax .. Successful
Bearing Capacity Factors Total Resistance
Load = 374.12 kN Total resistance 7443.93 kN
L/D = 7.50 Allowable Load (Qa ) 2977.57 kN
Nq= 18.16 Overall fact. of saf. 19.90Nq= 18.16 Overall fact. of saf. 19.90
Nc= 28.74
σb = 151.38 Actual Nd <=Allowable Load
σs = 75.69 OK
Shaft Resistance S.F. = 2.5 Settlement Control
Qs=fs.As Aps = 33.93 m² Max.Settlement 0.64 mmQs=fs.As Aps = 33.93 m² Max.Settlement 0.64 mm
fs= 71.48 kN/m² Curr. Settlement 0.08 mm
Qs= 2425.10 kN
Sett.max => Sett.curr
Base Resistance S.F. = 2.5 OK
Qb=qu.Ap Apb = 1.13 m²Qb=qu.Ap Apb = 1.13 m²
qu = 4437.62 kN/m²
Qb= 5018.83 kN
σ1 = 150.00 kN/m²
capacity qu.sf = 1775.05 kN/m²
σs < qu.sf OKσs < qu.sf OK

6. Dr. C. Sachpazis BORED PILE Analysis Design
# P = 50.00 kN
$ Wp = 424.12 kN
Qs (p) = 1818.82 kN
F.S. 3.00
$ Ppull = 1030.39 kN
Actual P < Pullout Load
OK
Shear Capacity : Checks :
φ : 0.85 Nd = 374.12 kN
Ac' : 0.99 m² 0.5 Ac fck = 11309.73 kN
Vu : 625.92 kN 0.5 Ac fck > Nd Ok
Vc : 0.85 0.166 √fc Ac' Ac = 1.13 m²
Nd / (0.75 fck) = 0.025 m²
Vc : 768.21 kN 0Ac > Nd / 0.75 fck OK
φVc : 652.98 kN
Vu < φVc ..SuccessfulVu < φVc ..Successful
Mechanical reinforcement ratioMechanical reinforcement ratio
Rmin : 0.00800
Rmax : 0.02000
0.4
0.5
0.6
0.7
0.8
n
m : 0.079
n : 0.017
n < 0.35 0.248
0.35 < n < 0.7 0.011
0.70 < n 0.570
Ψ : 0.248
Rm : 0.011
0.079,
0.0170
0.1
0.2
0.3
0.4
0.5
0.6
0
0.02
0.04
0.06
0.08
0.1
0.12
0.14
m
Rm : 0.011
0.079,
0.0170
0
0.02
0.04
0.06
0.08
0.1
0.12
0.14
m
(m-n) interaction diagram

7. Dr. C. Sachpazis BORED PILE Analysis Design
Pile Cap Reinforcement :
ρmin : 0.0028
Asmin : 3310 mm² ALongSel : 2199 mm²
Bars (n) 7 pieces 7Ø20
Bars (Ø) Ø 20 mm Inadequate ReinforcementBars (Ø) Ø 20 mm Inadequate Reinforcement
Astr : 276 mm² AstrSel : 314 mm²
Step of Stirrup 25 cm Ø10/25
Stritup (Ø) Ø 10 mm Enough Reinforcement
Pile Reinforcement :Pile Reinforcement :
Ash' = 12905 mm² Ash = 4398 mm²
Bars (n) 14 pieces 14Ø20
Bars (Ø) Ø 20 mm Inadequate Reinforcement
Ast' = 279 mm² Ast = 157 mm²
Step of Stirrup 20 cm Ø10/20
Stritup (Ø) Ø 10 mm Inadequate Reinforcement
20
Ø10/20
207Ø20
4Ø20
4Ø20
7Ø20
7
Ø10/20
100
Ø10/20
20
120
4Ø20
4Ø20
7Ø20
120
14Ø20
Ø10/20Ø10/20

8. Dr. C. Sachpazis BORED PILE Analysis Design
Pile Cap :
Pile Cap L. 51.20 m
Concrete
Volume 61.4 m³
Reinforcement Steel
Dia(mm) Unit Length Unit Weight Number Of Bars Pile Cap
Ø m Kg/m # Mass
Ø 20 51.20 2.47 22.00 2777.87
Ø 10 4.14 0.62 204.80 522.74
Total Steel (Kg) 3300.62
Piles :
Numbers of pile (NoP)
NoP = S / b 41
LengthLength
Dia(cm) 1 Pile Len. 41 Pl.Len.
Ø Li = L + e Li x NoP
Ø 120 15.00 m 615.0 m
Concrete 1 Pile Vol. 41 Pl.Vol.
Volume Vi = Ap . Li Vi x NoP
17.0 m³ 695.5 m³17.0 m³ 695.5 m³
Reinforcement Steel
Dia(mm) 1 Pile 1 Pile 41 Pile
Ø Length Mass Mass
Ø 20 224.00 m 552.4 Kg 22649.1 Kg
Ø 10 265.07 m 163.4 Kg 6700.5 Kg
Total Steel 715.8 Kg 29349.6 KgTotal Steel 715.8 Kg 29349.6 Kg