Pile Capacity & Settlement

8/10/2019 Pile Capacity & Settlement

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PAGE ___ OF ___ NO. 0 1 2 3 4

DATE

JOB NO. 00-3310 BY AR

CLIENT PT.VICO INDONESIA REVIEW

LOCATION BADAK FIELD, EAST KALIMANTAN CHECK

SUBJECT RECTANGULAR 2nd PILE ARRANGEMENT APPR.

PILE FOUNDATION

c = 2.400 m

h = 0.600 m

k = 0.500 m

n = 1.800 m

p = 1.800 m

q = 0.300 m

gc = 2.400 t/m

gs = 1.560 t/m

Pile Arrangement

L = 12 m pile lengthD = 300 mm pile outside diameter

ID = 180 mm pile inside diameter

gp = 0.109 t/m pile weight

Ap = 0.0707 m pile area

p = 0.9425 m pile perimeter

sp = 1.80 m length between pile

mx = 2 nos number of pile x-dir

ny = 1 nos number of pile y-dir

n = 2 nos total number of pile

Efficiency Group Pile for Axial

q = arc.tg D/sp = 9.46 degrees

Eg1 = 1 - q.[(ny- 1).mx+ (mx- 1).ny]/90.mx.ny = 0.95

Efficiency Group Pile for Lateral

Eg2 = sp/(6.D) >0,5 = 1.00

Pile Allowable Capacity

PC = 0.95 x 22.06 = 20.96 ton allowable compression

PT = 0.95 x 21.74 = 20.65 ton allowable tension

PH = 1.00 x 1.31 = 1.31 ton allowable lateral

PM = 1.00 x 2.39 = 2.39 ton allowable moment

LOADING DATA (see page )

Vertical Load at each pedestal

Vertical Load V1 = 1.230 ton at pedestal 1

V2 = 1.203 ton at pedestal 2

Horizontal Load at each pedestalSeismic Load H1x = -0.001 ton at pedestal 1

H1y = 0.000 ton at pedestal 1

H2x = 0.001 ton at pedestal 2

H2y = 0.000 ton at pedestal 2

Moment Load at each pedestal

Seismic Moment M1x = -0.018 ton m at pedestal 1

M1y = 0.000 ton m at pedestal 1

M2x = -0.005 ton m at pedestal 2

M2y = 0.000 ton m at pedestal 2

Combined Vertical Load

E(O) = V1 + V2 = 2.433 ton

R

EVISION

c

h

k

n

1 2

L

q p q


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Combined Horizontal Load

HSx = H1x + H2x = 0.000 ton

HSy = H1y + H2y = 0.000 ton

Combined Moment Load

Excentricity cause by vertical load

ex = [V1.(c/2-n/2) + V2.(c/2+n/2)] / E(O) - c/2 = -0.010 mMSx = M1x + M2x = -0.023 ton m

MSy = M1y + M2y + E(O).ex = -0.024 ton m

Foundation Weight

Wf = (h.c.k).gc = 1.73 ton footing weight

Wpi = (n.L).gp = 2.61 ton pile weight

WF = Wf+Wpi = 4.33 ton total weight

PILE CAPACITY

Lateral Load (x - direction)

Total Horizontal Force (Hx)

Hx = HS(O) = 0.000 ton

H1 = Hx / n = 0.000 ton < 1.31ok

Total Axial Force (Pu)

Qg = WF+E(O) = 6.767 ton

My = MS(O)+HS(O).k = 0.024 ton.m

wy = Sxi2/ xi = 3.600 m

Pu+ = Qg/ n + My / wy = 3.390 ton < 20.96...ok

Pu- = Qg/ n - My / wy = 3.377 ton > 0ok

Lateral Load (y - direction)

Total Axial ForceQg = WF+E(O) = 6.767 ton

Q1 = g n = 3.384 ton < 20.96...ok

Total Horizontal Force

Hp = HS(O) = 0.000 ton < 1.31ok

Total Moment Force

Mp = MS(O)+HS(O).k = 0.024 ton < 2.39ok

Rebar Calculation for Pilecap of Foundation

L = 1.800 m

P = 1,4.[WF+E(O)] = 9.474 ton

M = 1,7.1,1.MSy + 1,7.1,1.HSx.k/2 = 0.045 ton.m

Maximum Positif Moment

M+ = M + 1/4.P.L = 4.3084 ton.m/m'

Maximum Negatif Moment

M- = 30%.M+ = 1.2925 ton.m/m'

Design of Flexural Reinforcement

P

L

M


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Bottom Reinforcement

b = 100 cm

h = 50 cm

d = 42.5 cm

fc' = 210 kg/cm2

fy = 4000 kg/cm2

M+ = 4.3084 ton.m/m'

Rn = M+ / (0,9.b.d2) = 2.6503

r = 0,85 .fc' / fy [1 - (1 - 2.Rn / 0,85 .fc')0.5

] = 0.00067

r min = 0.0018

As = larger r bd & r min.bd = 7.65 cm2/m'

D 13 @ 150 As = 8.84 cm2/m'

Top Reinforcement

b = 100 cm

h = 50 cm

d = 42.5 cm

fc' = 210 kg/cm2

fy = 4000 kg/cm2

M- = 1.2925 ton.m/m'

Rn = M- / (0,9.b.d2) = 0.7951

r = 0,85 .fc' / fy [1 - (1 - 2.Rn / 0,85 .fc')0.5

] = 0.00020

r min = 0.0018

As = larger r bd & r min.bd = 7.65 cm2/m'

D 13 @ 150 As = 8.84 cm2/m'

Check of Punching Shear

two way action shearfc' = 210 kg/cm

2

d = 42.5 cm

bo = 1/2.p.(D+d) (pile critical perimeter) = 113.88 cm

j Vn = 0,85.1,06(fc')0.5

bo.d = 63.19 ton

Pu+ = 1,7.1,1.Qp = 6.33 ton < 63.19...ok

SETTLEMENT CALCULATION

Bg = 0.30 m pile group width

Lg = 2.10 m pile group Length

m = 0.3 poisson ratio

Ep = 200000 kg/cm2

modulus of elasticity of pile

cp = 6.5 t/m2 cohesion of soil below the tip of the pile

Esp = 250.cp = 1625 t/m2 modulus elasticity of soil below the tip of the pile

cs = 3.175 t/m2 cohesion of soil average along the pile shaft

Ess = 250.cs = 793.75 t/m2 modulus elasticity of soil average along the pile shaft

Immediate Settlement due to Pile deformation

Qp = Qg/n = 3.38 ton

Qwp = 0.049 ton end bearing contributed by pile load

Qws = 3.331 ton friction contributed by pile load


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x = 0.67 triangular friction distribution on pile

Si1 = [Qwp+ x.Qws].L /(Ap.Ep) = 0.0002 m

Immediate Settlement due to End Bearing Load

Iwp = 0.82 influence factor

qwp = Qwp/Ap = 0.6936 t/m2

Si2 = qwp.D/Esp.(1-m2).Iwp = 1E-04 m

Immediate Settlement due to Friction Load

Iws = 2+0,35.(L/D)0.5

influence factor = 4.2136

Si3 = [Qws/p.L].D/Ess.(1-m2).Iws = 0.0004 m

Immediate Settlement of Pile

Si = Si1+ Si2+ Si3 = 0.0007 m

Immediate Settlement of Group Pile

Sg = Si.(Bg/D)0.5

= 0.0007 m

Consolidation Settlement at Center of Group PilesPc = preconsolidation pressure

eo = initial void ratio

Cc = compression index = 0,75.(eo - 0.8)

Hough approach for highly micaceous soils

Cs = swell index = 1/6.Cc

H = settlement calculation for 12.5 m below footing

Qg = 6.77 ton

Dp = Qg/ [(Bg+z).(Lg+z)]

If Pc < Po Normally Consolidation (NC) - Eq.1

Sc = SCc.H/(1+eo) .log [(Po+DP)/Po]

If Po < Pc < Po+Dp Over Consolidation (OC) - Eq. 2

Sc = SCs.H/(1+eo) .log [pc/po] + Cc.H/(1+eo) .log [(Po+DP)/Pc]

If Pc > Po + Dp Over Consolidation (OC) - Eq. 3

Sc = SCs.H/(1+eo) .log [(Po+DP)/Po]

H (m) z (m) gs (t/m2) Pc (t/m

2) eo Cc Cs Dp (t/m

2) Po (t/m

2) Sc (m)

8.5 0.5 1.590 10.5 2.05 0.9375 NC 3.2534 24.016 0.017 Eq. 1

9.5 1.5 1.590 21 1.64 0.63 NC 1.0443 25.606 0.0041 Eq. 1

10.5 2.5 1.590 21 1.64 0.63 NC 0.5254 27.196 0.002 Eq. 1

11.5 3.5 1.590 21 1.64 0.63 NC 0.318 28.786 0.0011 Eq. 1

12.5 4.5 1.660 14 1.16 0.27 NC 0.2136 30.411 0.0004 Eq. 1

SSc = 0.0246 m

Total settlement at Center of Group PilesScenter = Sig+ Sc = 0.0253 m = 25.32 mm check

Material Take Off

Total unit

Foundation 0.72 m3

Pile 24.00 m

Rebar (75 kg/m3) 54.00 kg

Formwork (4.96 m2/m

3) 3.57 m

2

Leveling concrete (50 mm) 0.07 m3

Excavation 2.24 m3

L

2/3L

1

2


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Backfill 2.24 m3

Soil Disposal 0.00 m3

Bowplank 6.00 m1


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L

h1

h2

be

c

a

backfill

dd

f

f

t

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Pile Capacity & Settlement