PILE LATERAL AND MOMENT CAPACITY DESIGN
PILE LATERAL CAPACITY CALCULATION ( Reese and Matlock Method )
Where: y = Allowable Deflection (cm)Ay = Lateral CoefficientBy = Lateral CoefficientH = Pile Lateral Capacity (ton)M = Pile Moment Capacity (ton.m)
T =
ηh = Variance Modulus (kg/cm3)E = Modulus of elasticity of pile (kg/cm2)I = Moment of Inertia of the pile (cm4)
Data:
D Pile Type fc' E I ηh T y Ay (cm) (kg/cm2) (kg/cm2) (cm4) (kg/cm3) (cm) (cm)
25 spun 500 332340.2 16689.71 4 67.3588 0.6 2.43530 spun 500 332340.2 34607.78 4 77.93622 0.6 2.43535 spun 500 332340.2 62162.74 4 87.62148 0.6 2.43540 spun 500 332340.2 106488.9 4 97.58105 0.6 2.43545 spun 500 332340.2 166570.4 4 106.7147 0.6 2.43550 spun 500 332340.2 255324.3 4 116.2313 0.6 2.43560 spun 500 332340.2 510508.8 4 133.5074 0.6 2.435
5 hEI
By H M M(kg) (kg.cm) (kg.cm)
1.623 4471.9913 0 7385201.623 5986.74753 0 11439241.623 7567.17001 0 16255891.623 9385.1936 0 22453061.623 11224.3329 0 29366451.623 13315.5247 0 37944431.623 17568.016 0 5750356
Assumed pile properties Depth (m)
Db = 0.30 m Diameter ujung pile 0 0Ds = 0.30 m Diameter selimut pile 1 1
Type = C m Bentuk Pile 2 1Ap = 0.9 m Keliling Pile 3 1As = 0.1 m2 Luas Penampang Pile 4 1Ep = 332340.2 kg/cm2 Modulus elastis pile 5 1
g = 2.4 Massa jenis beton 6 1W = 0.2 ton/m Massa beton 7 1
8 1SF: 9 1
Qs = 2.5 10 1Qp = 2.5 11 1
12 113 1
14 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 1
Depthβ
(m)0 0.351 0.352 0.353 0.354 0.35
Thickness (m)
ton/m3
Negative Skin Friction (β Method)
General Shearphi 22.7Circular 1.3
1.317.6902
1.769qall 0.71
Square 1.31.3
19.42081.942
qall 0.78
Continuous 11
21.15142.11514
qall 0.85
Soil type NSPT (ave) C (t/m2) ф (deg) Ks Qs sand (t) C/σ`
sand 0 0.00 15.0 1.7 0 0.74 0.00 0.00sand 5 0.00 22.7 1.7 1.7 0.61 0.30 0.00sand 5 0.00 22.7 1.7 3.4 0.61 0.60 0.00sand 5 0.00 22.7 1.7 5.1 0.61 0.90 0.00sand 7 0.00 24.2 0.7 5.8 0.59 1.06 0.00sand 7 0.00 24.2 0.7 6.5 0.59 1.18 0.00clay 5 3.33 0.0 0.7 7.2 1.00 0.00 0.46clay 5 3.33 0.0 0.7 7.9 1.00 0.00 0.42clay 5 3.33 0.0 0.7 8.6 1.00 0.00 0.39clay 5 3.33 0.0 0.7 9.3 1.00 0.00 0.36clay 5 3.33 0.0 0.7 10 1.00 0.00 0.33clay 5 3.33 0.0 0.7 10.7 1.00 0.00 0.31clay 5 3.33 0.0 0.7 11.4 1.00 0.00 0.29clay 5 3.33 0.0 0.7 12.1 1.00 0.00 0.28
clay 7 4.67 0.0 0.7 12.8 1.00 0.00 0.36clay 7 4.67 0.0 0.7 13.5 1.00 0.00 0.35clay 9 6.00 0.0 0.7 14.2 1.00 0.00 0.42clay 9 6.00 0.0 0.7 14.9 1.00 0.00 0.40clay 15 10.00 0.0 0.7 15.6 1.00 0.00 0.64clay 15 10.00 0.0 0.7 16.3 1.00 0.00 0.61clay 12 8.00 0.0 0.7 17 1.00 0.00 0.47clay 12 8.00 0.0 0.7 17.7 1.00 0.00 0.45clay 16 10.67 0.0 0.7 18.4 1.00 0.00 0.58clay 16 10.67 0.0 0.7 19.1 1.00 0.00 0.56clay 23 15.33 0.0 0.7 19.8 1.00 0.00 0.77clay 23 15.33 0.0 0.7 20.5 1.00 0.00 0.75clay 36 24.00 0.0 0.7 21.2 1.00 0.00 1.13clay 36 24.00 0.0 0.7 21.9 1.00 0.00 1.10clay 35 23.33 0.0 0.7 22.6 1.00 0.00 1.03clay 35 23.33 0.0 0.7 23.3 1.00 0.00 1.00clay 37 24.67 0.0 0.7 24 1.00 0.00 1.03
γ γ x Depth σ` f NSF
(ton)1.70 0 0 0.00 0.001.70 1.7 0.85 0.30 0.281.70 3.4 2.55 0.89 0.841.70 5.1 4.25 1.49 1.401.70 6.8 5.95 2.08 1.96
Total 4.49
g (ton/m3) σ`
(ton/m2)
Negative Skin Friction (β Method)
(ton/m3) (ton/m2) (ton/m2) (ton/m2)
(KN/m2) (KN/m3) (m) (m)C 0 γ 1.7 Depth 0.8 B 2
C Nc q Nq 0.3 g B Ng0 20.27 1.36 9.19 0.3 1.7 2 5.09
kN/m2ton/m2ton/m2
c Nc q Nq 0.4 g B Ng0 20.27 1.36 9.19 0.4 1.7 2 5.09
kN/m2ton/m2ton/m2
c Nc q Nq 0.5 g B Ng0 20.27 1.36 9.19 0.5 1.7 2 5.09
kN/m2ton/m2ton/m2
α L/B F Qs total (t) Nq Qp (t)
0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.000.00 3.33 1.00 0.00 0.30 16.00 1.92 0.89 0.220.00 6.67 1.00 0.00 0.90 16.00 3.85 1.90 0.430.00 10.00 1.00 0.00 1.81 16.00 5.77 3.03 0.650.00 13.33 1.00 0.00 2.87 17.00 6.97 3.93 0.860.00 16.67 1.00 0.00 4.05 17.00 7.81 4.74 1.080.87 20.00 1.00 2.75 6.80 1.00 2.63 3.77 2.550.92 23.33 1.00 2.89 9.69 1.00 2.68 4.95 2.770.96 26.67 1.00 3.01 12.70 1.00 2.73 6.17 2.980.99 30.00 1.00 3.11 15.81 1.00 2.78 7.44 3.201.00 33.33 1.00 3.14 18.95 1.00 2.83 8.71 3.421.00 36.67 1.00 3.14 22.09 1.00 2.88 9.99 3.631.00 40.00 1.00 3.14 25.24 1.00 2.93 11.26 3.851.00 43.33 1.00 3.14 28.38 1.00 2.98 12.54 4.06
0.98 46.67 1.00 4.33 32.70 1.00 3.87 14.63 4.781.00 50.00 1.00 4.40 37.10 1.00 3.92 16.41 5.000.92 53.33 0.99 5.12 42.23 1.00 4.82 18.82 5.720.94 56.67 0.97 5.17 47.40 1.00 4.87 20.91 5.930.68 60.00 0.96 6.10 53.50 1.00 7.46 24.39 7.660.71 63.33 0.94 6.28 59.79 1.00 7.51 26.92 7.870.87 66.67 0.93 6.06 65.85 1.00 6.29 28.86 7.340.89 70.00 0.91 6.11 71.96 1.00 6.34 31.32 7.550.74 73.33 0.90 6.74 78.70 1.00 8.09 34.72 8.770.77 76.67 0.89 6.84 85.54 1.00 8.14 37.47 8.990.53 80.00 0.87 6.65 92.20 1.00 11.15 41.34 10.960.56 83.33 0.86 6.91 99.11 1.00 11.20 44.12 11.180.50 86.67 0.84 9.53 108.64 1.00 16.77 50.16 14.660.50 90.00 0.83 9.37 118.01 1.00 16.82 53.93 14.880.50 93.33 0.81 8.95 126.96 1.00 16.44 57.36 14.840.50 96.67 0.80 8.80 135.76 1.00 16.49 60.90 15.060.50 100.00 0.79 9.13 144.89 1.00 17.39 64.91 15.78
Qs clay (t)
Qall compressive (t)
Qall tension (t)
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.000
5
10
15
20
25
30
35
Allowable Bearing Capacity
Allowable bearing capacity
allowable uplift capacity
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.000
5
10
15
20
25
30
35
Allowable Bearing Capacity
Allowable bearing capacity
allowable uplift capacity
IMMEDIATE SETTLEMENT
References: Foundation Engineering (Braja M. Das)
Contact pressure (q) = 4.04Footing width (B) = 1.00 mSoil Modulus (Es) = 350
Se = 0.01241088
CONSOLIDATION SETTLEMENTReferences: Foundation Engineering (Braja M. Das)
Qg = 4.04 ton Required LoadBg = 1 m Foundation WidthLg = 1 m Foundation Length
Number Depth (m) Layer Thickness (m)1 0 - 5 52 5 - 16 113 16 - 25 9
Total Consolidation Settlement
Total Consolidation Settlement = 0.04 m= 4.29919510739872 cm
SETTLEMENT TIME
Total drainage thickness = 25
Coeff. Of Consolidation = 0.004
Total Settlements = 0.043
Degree of Cons Time factorU Tv [second] [month] [years]
0 0 0.0E+00 0.00 0.0010 0.008 1.3E+07 4.82 0.4020 0.031 4.8E+07 18.69 1.5630 0.071 1.1E+08 42.80 3.5740 0.126 2.0E+08 75.95 6.3350 0.197 3.1E+08 118.75 9.9060 0.287 4.5E+08 173.01 14.4270 0.403 6.3E+08 242.93 20.2480 0.567 8.9E+08 341.80 28.48
ton/m2
ton/m2
Ht
Cv
Stot
Time of Consolidation, tc
IMMEDIATE SETTLEMENT
References: Foundation Engineering (Braja M. Das)
= 0.2Inf. Coefficient (Ip) = 1.12
m = 1.241088 cm
CONSOLIDATION SETTLEMENTReferences: Foundation Engineering (Braja M. Das)
z1 (m) Δσ' (ton/m2) Cc/Cr e01.7 4.25 2.5 0.330 0.5 1.15 0.040.7 10.35 10.5 0.031 0.98 1.995 0.000.7 17.35 20.5 0.009 0.98 1.995 0.00
Total Consolidation Settlement = 0.04
4.29919511
SETTLEMENT TIME
mcm2/sec
m
Settlementm
0.0000.0040.0090.0130.0170.0210.0260.0300.034
Poisson's Ratio (u)
g (ton/m3) σ` (ton/m2) ΔSc (m)
Contact Pressure:Beban tanah urugan = 3.06 t/m2Beban slab = 0.48 t/m2Beban hidup = 0.5 t/m2
Total = 4.04 t/m2
Assumed pile properties Depth (m)
Db = 0.30 m Diameter ujung pile 0 0Ds = 0.30 m Diameter selimut pile 1 1
Type = C m Bentuk Pile 2 1Ap = 0.9 m Keliling Pile 3 1As = 0.1 m2 Luas Penampang Pile 4 1Ep = 332340.2 kg/cm2 Modulus elastis pile 5 1
g = 2.4 Massa jenis beton 6 1W = 0.2 ton/m Massa beton 7 1
8 19 1
SF: 10 1Qs = 2.5 11 1Qp = 2.5 12 1
13 1
14 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 1
Depthβ
(m)0 0.351 0.352 0.353 0.354 0.35
Thickness (m)
ton/m3
Negative Skin Friction (β Method)
General Shearphi 0Circular 1.3
1.3495.607
49.561qall 19.82
Square 1.31.3
495.60749.561
qall 19.82
Continuous 11
381.5538.155
qall 15.26
Soil type NSPT (ave) C (t/m2) ф (deg) Ks Qs sand (t) C/σ`
clay 0 0.00 0.0 1.7 0 1.00 0.00 0.00clay 10 6.67 0.0 1.7 1.7 1.00 0.00 3.92clay 10 6.67 0.0 1.7 3.4 1.00 0.00 1.96clay 10 6.67 0.0 1.7 5.1 1.00 0.00 1.31clay 9 6.00 0.0 0.7 5.8 1.00 0.00 1.03clay 9 6.00 0.0 0.7 6.5 1.00 0.00 0.92clay 6 4.00 0.0 0.7 7.2 1.00 0.00 0.56clay 6 4.00 0.0 0.7 7.9 1.00 0.00 0.51clay 5 3.33 0.0 0.7 8.6 1.00 0.00 0.39clay 5 3.33 0.0 0.7 9.3 1.00 0.00 0.36clay 5 3.33 0.0 0.7 10 1.00 0.00 0.33clay 5 3.33 0.0 0.7 10.7 1.00 0.00 0.31clay 9 6.00 0.0 0.7 11.4 1.00 0.00 0.53clay 9 6.00 0.0 0.7 12.1 1.00 0.00 0.50
clay 9 6.00 0.0 0.7 12.8 1.00 0.00 0.47clay 12 8.00 0.0 0.7 13.5 1.00 0.00 0.59clay 5 3.33 0.0 0.7 14.2 1.00 0.00 0.23clay 5 3.33 0.0 0.7 14.9 1.00 0.00 0.22clay 7 4.67 0.0 0.7 15.6 1.00 0.00 0.30clay 7 4.67 0.0 0.7 16.3 1.00 0.00 0.29clay 12 8.00 0.0 0.7 17 1.00 0.00 0.47clay 12 8.00 0.0 0.7 17.7 1.00 0.00 0.45clay 21 14.00 0.0 0.7 18.4 1.00 0.00 0.76clay 21 14.00 0.0 0.7 19.1 1.00 0.00 0.73clay 25 16.67 0.0 0.7 19.8 1.00 0.00 0.84clay 25 16.67 0.0 0.7 20.5 1.00 0.00 0.81clay 32 21.33 0.0 0.7 21.2 1.00 0.00 1.01clay 32 21.33 0.0 0.7 21.9 1.00 0.00 0.97clay 50 33.33 0.0 0.7 22.6 1.00 0.00 1.47clay 50 33.33 0.0 0.7 23.3 1.00 0.00 1.43clay 50 33.33 0.0 0.7 24 1.00 0.00 1.39
γ γ x Depth σ` f NSF
(ton)1.70 0 0 0.00 0.001.70 1.7 0.85 0.30 0.281.70 3.4 2.55 0.89 0.841.70 5.1 4.25 1.49 1.401.70 6.8 5.95 2.08 1.96
Total 4.49
g (ton/m3) σ`
(ton/m2)
Negative Skin Friction (β Method)
(ton/m3) (ton/m2) (ton/m2) (ton/m2)
(KN/m2) (KN/m3) (m) (m)C 66.7 γ 1.7 Depth 0.8 B 2
C Nc q Nq 0.3 g B Ng66.7 5.7 1.36 1 0.3 1.7 2 0
kN/m2ton/m2ton/m2
c Nc q Nq 0.4 g B Ng66.7 5.7 1.36 1 0.4 1.7 2 0
kN/m2ton/m2ton/m2
c Nc q Nq 0.5 g B Ng66.7 5.7 1.36 1 0.5 1.7 2 0
kN/m2ton/m2ton/m2
α L/B F Qs total (t) Nq Qp (t)
0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.000.50 3.33 1.00 3.14 3.14 1.00 4.36 3.00 2.730.50 6.67 1.00 3.14 6.28 1.00 4.48 4.31 2.950.50 10.00 1.00 3.14 9.42 1.00 4.60 5.61 3.160.50 13.33 1.00 2.83 12.25 1.00 4.23 6.59 3.130.50 16.67 1.00 2.83 15.08 1.00 4.28 7.74 3.340.77 20.00 1.00 2.91 17.99 1.00 3.05 8.42 2.800.83 23.33 1.00 3.12 21.10 1.00 3.10 9.68 3.020.96 26.67 1.00 3.01 24.11 1.00 2.73 10.74 2.980.99 30.00 1.00 3.11 27.23 1.00 2.78 12.00 3.201.00 33.33 1.00 3.14 30.37 1.00 2.83 13.28 3.421.00 36.67 1.00 3.14 33.51 1.00 2.88 14.55 3.630.80 40.00 1.00 4.55 38.06 1.00 4.62 17.07 4.850.84 43.33 1.00 4.74 42.79 1.00 4.67 18.99 5.07
0.87 46.67 1.00 4.91 47.70 1.00 4.72 20.97 5.290.73 50.00 1.00 5.51 53.21 1.00 6.04 23.70 6.261.00 53.33 0.99 3.10 56.31 1.00 3.12 23.77 4.711.00 56.67 0.97 3.05 59.36 1.00 3.17 25.01 4.931.00 60.00 0.96 4.21 63.57 1.00 4.07 27.06 5.651.00 63.33 0.94 4.15 67.72 1.00 4.12 28.73 5.860.87 66.67 0.93 6.06 73.78 1.00 6.29 32.03 7.340.89 70.00 0.91 6.11 79.89 1.00 6.34 34.49 7.550.54 73.33 0.90 6.45 86.35 1.00 10.21 38.62 10.030.57 76.67 0.89 6.71 93.06 1.00 10.26 41.33 10.250.50 80.00 0.87 6.84 99.90 1.00 12.00 44.76 11.470.50 83.33 0.86 6.73 106.64 1.00 12.05 47.47 11.680.50 86.67 0.84 8.47 115.11 1.00 15.07 52.07 13.660.50 90.00 0.83 8.33 123.44 1.00 15.12 55.42 13.870.50 93.33 0.81 12.79 136.23 1.00 22.80 63.61 18.610.50 96.67 0.80 12.57 148.80 1.00 22.85 68.66 18.830.50 100.00 0.79 12.34 161.14 1.00 22.90 73.62 19.05
Qs clay (t)
Qall compressive (t)
Qall tension (t)
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.000
5
10
15
20
25
30
35
Allowable Bearing Capacity
Allowable bearing capacity
allowable uplift capac-ity
IMMEDIATE SETTLEMENT
References: Foundation Engineering (Braja M. Das)
Contact pressure (q)Footing width (B)Soil Modulus (Es)
CONSOLIDATION SETTLEMENTReferences: Foundation Engineering (Braja M. Das)
Qg =Bg =Lg =
Number123
Total Consolidation Settlement
Total Consolidation Settlement
SETTLEMENT TIME
Total drainage thicknessCoeff. Of Consolidation
Total Settlements
Degree of ConsU
01020304050607080
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.000
5
10
15
20
25
30
35
Allowable Bearing Capacity
Allowable bearing capacity
allowable uplift capac-ity
IMMEDIATE SETTLEMENT
References: Foundation Engineering (Braja M. Das)
= 4.04= 1.00 m Inf. Coefficient (Ip)= 700Se = 0.00620544 m =
CONSOLIDATION SETTLEMENTReferences: Foundation Engineering (Braja M. Das)
4.04 ton Required Load1 m Foundation Width1 m Foundation Length
Depth (m) Layer Thickness (m)0 - 3 3 1.7 2.553 - 21 18 0.7 11.421 - 28 7 0.7 20.15
Total Consolidation Settlement
Total Consolidation Settlement = 0.06 m= 6.1923245187969 cm
SETTLEMENT TIME
Total drainage thickness = 28 mCoeff. Of Consolidation = 0.004 cm2/sec
Total Settlements = 0.062 m
Time factor SettlementTv [second] [month] [years] m
0 0.0E+00 0.00 0.00 0.0000.008 1.6E+07 6.05 0.50 0.0060.031 6.1E+07 23.44 1.95 0.0120.071 1.4E+08 53.69 4.47 0.0190.126 2.5E+08 95.28 7.94 0.0250.197 3.9E+08 148.97 12.41 0.0310.287 5.6E+08 217.02 18.09 0.0370.403 7.9E+08 304.74 25.39 0.0430.567 1.1E+09 428.75 35.73 0.050
ton/m2 Poisson's Ratio (u)
ton/m2
g (ton/m3) σ` (ton/m2)
Ht
Cv
Stot
Time of Consolidation, tc
IMMEDIATE SETTLEMENT
References: Foundation Engineering (Braja M. Das)Contact Pressure:
= 0.2 Beban tanah urugan = 3.06= 1.12 Beban slab = 0.48
Beban hidup = 0.50.620544 cm
Total = 4.04CONSOLIDATION SETTLEMENT
References: Foundation Engineering (Braja M. Das)
z1 (m) Δσ' (ton/m2) Cc/Cr e01.5 0.646 0.4 1 0.0612 0.024 0.4 1.27 0.00
24.5 0.006 0.4 1.27 0.00
Total Consolidation Settlement = 0.06
6.192325
ΔSc (m)
Assumed pile properties Depth (m)
Db = 0.30 m Diameter ujung pile 0 0Ds = 0.30 m Diameter selimut pile 1 1
Type = C m Bentuk Pile 2 1Ap = 0.9 m Keliling Pile 3 1As = 0.1 m2 Luas Penampang Pile 4 1Ep = 332340.2 kg/cm2 Modulus elastis pile 5 1
g = 2.4 Massa jenis beton 6 1W = 0.2 ton/m Massa beton 7 1
8 19 1
SF: 10 1Qs = 2.5 11 1Qp = 2.5 12 1
13 1
14 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 1
Depthβ
(m)0 0.351 0.352 0.353 0.354 0.35
Thickness (m)
ton/m3
Negative Skin Friction (β Method)
General Shearphi 0Circular 1.3
1.3396.313
39.631qall 15.85
Square 1.31.3
396.31339.631
qall 15.85
Continuous 11
305.1730.517
qall 12.21
Soil type NSPT (ave) C (t/m2) ф (deg) Ks Qs sand (t) C/σ`
clay 0 0.00 0.0 1.7 0 1.00 0.00 0.00clay 8 5.33 0.0 1.7 1.7 1.00 0.00 3.14clay 8 5.33 0.0 1.7 3.4 1.00 0.00 1.57clay 8 5.33 0.0 0.7 4.1 1.00 0.00 1.30sand 5 0.00 22.7 0.7 4.8 0.61 0.85 0.00sand 5 0.00 22.7 0.7 5.5 0.61 0.98 0.00sand 7 0.00 24.2 0.7 6.2 0.59 1.13 0.00clay 7 4.67 0.0 0.7 6.9 1.00 0.00 0.68clay 5 3.33 0.0 0.7 7.6 1.00 0.00 0.44clay 5 3.33 0.0 0.7 8.3 1.00 0.00 0.40clay 7 4.67 0.0 0.7 9 1.00 0.00 0.52clay 7 4.67 0.0 0.7 9.7 1.00 0.00 0.48clay 5 3.33 0.0 0.7 10.4 1.00 0.00 0.32clay 5 3.33 0.0 0.7 11.1 1.00 0.00 0.30
clay 8 5.33 0.0 0.7 11.8 1.00 0.00 0.45clay 8 5.33 0.0 0.7 12.5 1.00 0.00 0.43clay 12 8.00 0.0 0.7 13.2 1.00 0.00 0.61clay 12 8.00 0.0 0.7 13.9 1.00 0.00 0.58clay 14 9.33 0.0 0.7 14.6 1.00 0.00 0.64clay 14 9.33 0.0 0.7 15.3 1.00 0.00 0.61clay 20 13.33 0.0 0.7 16 1.00 0.00 0.83clay 20 13.33 0.0 0.7 16.7 1.00 0.00 0.80clay 32 21.33 0.0 0.7 17.4 1.00 0.00 1.23clay 17 11.33 0.0 0.7 18.1 1.00 0.00 0.63sand 17 0.00 29.3 0.7 18.8 0.51 3.65 0.00sand 17 0.00 29.3 0.7 19.5 0.51 3.79 0.00sand 21 0.00 30.9 0.7 20.2 0.49 3.96 0.00sand 21 0.00 30.9 0.7 20.9 0.49 4.10 0.00clay 33 22.00 0.0 0.7 21.6 1.00 0.00 1.02clay 33 22.00 0.0 0.7 22.3 1.00 0.00 0.99clay 35 23.33 0.0 0.7 23 1.00 0.00 1.01
γ γ x Depth σ` f NSF
(ton)1.70 0 0 0.00 0.001.70 1.7 0.85 0.30 0.281.70 3.4 2.55 0.89 0.841.70 5.1 4.25 1.49 1.401.70 6.8 5.95 2.08 1.96
Total 4.49
g (ton/m3) σ`
(ton/m2)
Negative Skin Friction (β Method)
(ton/m3) (ton/m2) (ton/m2) (ton/m2)
(KN/m2) (KN/m3) (m) (m)C 53.3 γ 1.7 Depth 0.8 B 2
C Nc q Nq 0.3 g B Ng53.3 5.7 1.36 1 0.3 1.7 2 0
kN/m2ton/m2ton/m2
c Nc q Nq 0.4 g B Ng53.3 5.7 1.36 1 0.4 1.7 2 0
kN/m2ton/m2ton/m2
c Nc q Nq 0.5 g B Ng53.3 5.7 1.36 1 0.5 1.7 2 0
kN/m2ton/m2ton/m2
α L/B F Qs total (t) Nq Qp (t)
0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.000.50 3.33 1.00 2.51 2.51 1.00 3.51 2.41 2.230.50 6.67 1.00 2.51 5.03 1.00 3.63 3.46 2.440.50 10.00 1.00 2.51 7.54 1.00 3.68 4.49 2.660.00 13.33 1.00 0.00 8.39 17.00 5.77 5.66 0.860.00 16.67 1.00 0.00 9.37 17.00 6.61 6.39 1.080.00 20.00 1.00 0.00 10.50 18.00 7.89 7.35 1.300.64 23.33 1.00 2.80 13.30 1.00 3.46 6.70 3.270.90 26.67 1.00 2.83 16.13 1.00 2.66 7.52 2.980.94 30.00 1.00 2.96 19.09 1.00 2.71 8.72 3.200.81 33.33 1.00 3.57 22.67 1.00 3.60 10.51 3.920.85 36.67 1.00 3.76 26.43 1.00 3.65 12.03 4.141.00 40.00 1.00 3.14 29.57 1.00 2.86 12.97 3.851.00 43.33 1.00 3.14 32.71 1.00 2.91 14.25 4.06
0.89 46.67 1.00 4.46 37.17 1.00 4.23 16.56 5.030.91 50.00 1.00 4.60 41.76 1.00 4.28 18.42 5.250.72 53.33 0.99 5.32 47.08 1.00 6.02 21.24 6.470.75 56.67 0.97 5.49 52.57 1.00 6.07 23.46 6.690.68 60.00 0.96 5.71 58.28 1.00 6.97 26.10 7.410.71 63.33 0.94 5.90 64.18 1.00 7.02 28.48 7.620.50 66.67 0.93 5.83 70.02 1.00 9.61 31.85 9.350.50 70.00 0.91 5.77 75.78 1.00 9.66 34.18 9.560.50 73.33 0.90 9.05 84.83 1.00 14.80 39.85 12.790.69 76.67 0.89 6.56 91.39 1.00 8.49 39.95 9.240.00 80.00 0.87 0.00 95.04 55.00 73.09 67.25 5.180.00 83.33 0.86 0.00 98.82 55.00 75.81 69.85 5.400.00 86.67 0.84 0.00 102.79 55.00 78.53 72.53 5.620.00 90.00 0.83 0.00 106.89 55.00 81.25 75.26 5.830.50 93.33 0.81 8.44 115.33 1.00 15.52 52.34 14.340.50 96.67 0.80 8.29 123.62 1.00 15.57 55.68 14.560.50 100.00 0.79 8.64 132.26 1.00 16.47 59.49 15.28
Qs clay (t)
Qall compressive (t)
Qall tension (t)
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.000
5
10
15
20
25
30
35
Allowable Bearing Capacity
Allowable bearing capacity
allowable uplift capac-ity
IMMEDIATE SETTLEMENT
References: Foundation Engineering (Braja M. Das)
Contact pressure (q)Footing width (B)Soil Modulus (Es)
CONSOLIDATION SETTLEMENTReferences: Foundation Engineering (Braja M. Das)
Qg =Bg =Lg =
Number123
Total Consolidation Settlement
Total Consolidation Settlement
SETTLEMENT TIME
Total drainage thicknessCoeff. Of Consolidation
Total Settlements
Degree of ConsU
01020304050607080
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.000
5
10
15
20
25
30
35
Allowable Bearing Capacity
Allowable bearing capacity
allowable uplift capac-ity
IMMEDIATE SETTLEMENT
References: Foundation Engineering (Braja M. Das)
= 4.04= 1.00 m Inf. Coefficient (Ip)= 560Se = 0.0077568 m =
CONSOLIDATION SETTLEMENTReferences: Foundation Engineering (Braja M. Das)
4.04 ton Required Load1 m Foundation Width1 m Foundation Length
Depth (m) Layer Thickness (m)0 - 13 13 1.7 6.55
13 - 19 6 0.7 13.219 - 30 11 0.7 19.15
Total Consolidation Settlement
Total Consolidation Settlement = 0.02 m= 2.41848862640766 cm
SETTLEMENT TIME
Total drainage thickness = 30 mCoeff. Of Consolidation = 0.004 cm2/sec
Total Settlements = 0.024 m
Time factor SettlementTv [second] [month] [years] m
0 0.0E+00 0.00 0.00 0.0000.008 1.8E+07 6.94 0.58 0.0020.031 7.0E+07 26.91 2.24 0.0050.071 1.6E+08 61.63 5.14 0.0070.126 2.8E+08 109.38 9.11 0.0100.197 4.4E+08 171.01 14.25 0.0120.287 6.5E+08 249.13 20.76 0.0150.403 9.1E+08 349.83 29.15 0.0170.567 1.3E+09 492.19 41.02 0.019
ton/m2 Poisson's Ratio (u)
ton/m2
g (ton/m3) σ` (ton/m2)
Ht
Cv
Stot
Time of Consolidation, tc
IMMEDIATE SETTLEMENT
References: Foundation Engineering (Braja M. Das)Contact Pressure:
= 0.2 Beban tanah urugan = 3.06= 1.12 Beban slab = 0.48
Beban hidup = 0.50.77568 cm
Total = 4.04CONSOLIDATION SETTLEMENT
References: Foundation Engineering (Braja M. Das)
z1 (m) Δσ' (ton/m2) Cc/Cr e06.5 0.072 0.96 1.615 0.0216 0.014 0.96 1.615 0.00
24.5 0.006 0.96 1.615 0.00
Total Consolidation Settlement = 0.02
2.418489
ΔSc (m)
Assumed pile properties Depth (m)
Db = 0.30 m Diameter ujung pile 0 0Ds = 0.30 m Diameter selimut pile 1 1
Type = C m Bentuk Pile 2 1Ap = 0.9 m Keliling Pile 3 1As = 0.1 m2 Luas Penampang Pile 4 1Ep = 332340.2 kg/cm2 Modulus elastis pile 5 1
g = 2.4 Massa jenis beton 6 1W = 0.2 ton/m Massa beton 7 1
8 19 1
SF: 10 1Qs = 2.5 11 1Qp = 2.5 12 1
13 1
14 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 1
Depthβ
(m)0 0.351 0.352 0.353 0.354 0.35
Thickness (m)
ton/m3
Negative Skin Friction (β Method)
General Shearphi 0Circular 1.3
1.3396.313
39.631qall 15.85
Square 1.31.3
396.31339.631
qall 15.85
Continuous 11
305.1730.517
qall 12.21
Soil type NSPT (ave) C (t/m2) ф (deg) Ks Qs sand (t) C/σ`
clay 0 0.00 0.0 1.7 0 1.00 0.00 0.00clay 8 5.33 0.0 1.7 1.7 1.00 0.00 3.14clay 8 5.33 0.0 1.7 3.4 1.00 0.00 1.57clay 8 5.33 0.0 0.7 4.1 1.00 0.00 1.30clay 5 3.33 0.0 0.7 4.8 1.00 0.00 0.69sand 5 0.00 22.7 0.7 5.5 0.61 0.98 0.00sand 6 0.00 23.5 0.7 6.2 0.60 1.12 0.00sand 6 0.00 23.5 0.7 6.9 0.60 1.24 0.00clay 5 3.33 0.0 0.7 7.6 1.00 0.00 0.44clay 5 3.33 0.0 0.7 8.3 1.00 0.00 0.40clay 5 3.33 0.0 0.7 9 1.00 0.00 0.37clay 5 3.33 0.0 0.7 9.7 1.00 0.00 0.34clay 6 4.00 0.0 0.7 10.4 1.00 0.00 0.38sand 6 0.00 23.5 0.7 11.1 0.60 2.00 0.00
sand 19 0.00 30.1 0.7 11.8 0.50 2.30 0.00sand 19 0.00 30.1 0.7 12.5 0.50 2.44 0.00sand 17 0.00 29.3 0.7 13.2 0.51 2.56 0.00sand 17 0.00 29.3 0.7 13.9 0.51 2.70 0.00sand 21 0.00 30.9 0.7 14.6 0.49 2.87 0.00sand 21 0.00 30.9 0.7 15.3 0.49 3.00 0.00sand 23 0.00 31.6 0.7 16 0.48 3.15 0.00sand 23 0.00 31.6 0.7 16.7 0.48 3.29 0.00clay 18 12.00 0.0 0.7 17.4 1.00 0.00 0.69clay 18 12.00 0.0 0.7 18.1 1.00 0.00 0.66clay 27 18.00 0.0 0.7 18.8 1.00 0.00 0.96clay 27 18.00 0.0 0.7 19.5 1.00 0.00 0.92clay 29 19.33 0.0 0.7 20.2 1.00 0.00 0.96clay 29 19.33 0.0 0.7 20.9 1.00 0.00 0.93clay 25 16.67 0.0 0.7 21.6 1.00 0.00 0.77clay 25 16.67 0.0 0.7 22.3 1.00 0.00 0.75clay 27 18.00 0.0 0.7 23 1.00 0.00 0.78
γ γ x Depth σ` f NSF
(ton)1.70 0 0 0.00 0.001.70 1.7 0.85 0.30 0.281.70 3.4 2.55 0.89 0.841.70 5.1 4.25 1.49 1.401.70 6.8 5.95 2.08 1.96
Total 4.49
g (ton/m3) σ`
(ton/m2)
Negative Skin Friction (β Method)
(ton/m3) (ton/m2) (ton/m2) (ton/m2)
(KN/m2) (KN/m3) (m) (m)C 53.3 γ 1.7 Depth 0.8 B 1.5
C Nc q Nq 0.3 g B Ng53.3 5.7 1.36 1 0.3 1.7 1.5 0
kN/m2ton/m2ton/m2
c Nc q Nq 0.4 g B Ng53.3 5.7 1.36 1 0.4 1.7 1.5 0
kN/m2ton/m2ton/m2
c Nc q Nq 0.5 g B Ng53.3 5.7 1.36 1 0.5 1.7 1.5 0
kN/m2ton/m2ton/m2
α L/B F Qs total (t) Nq Qp (t)
0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.000.50 3.33 1.00 2.51 2.51 1.00 3.51 2.41 2.230.50 6.67 1.00 2.51 5.03 1.00 3.63 3.46 2.440.50 10.00 1.00 2.51 7.54 1.00 3.68 4.49 2.660.62 13.33 1.00 1.94 9.48 1.00 2.46 4.78 2.120.00 16.67 1.00 0.00 10.45 16.00 6.22 6.67 1.080.00 20.00 1.00 0.00 11.57 16.00 7.01 7.43 1.300.00 23.33 1.00 0.00 12.81 16.00 7.80 8.25 1.510.90 26.67 1.00 2.83 15.64 1.00 2.66 7.32 2.980.94 30.00 1.00 2.96 18.61 1.00 2.71 8.53 3.200.98 33.33 1.00 3.07 21.68 1.00 2.76 9.77 3.421.00 36.67 1.00 3.14 24.82 1.00 2.81 11.05 3.630.96 40.00 1.00 3.62 28.44 1.00 3.28 12.69 4.100.00 43.33 1.00 0.00 30.44 16.00 12.55 17.20 2.81
0.00 46.67 1.00 0.00 32.75 59.00 49.21 32.78 3.020.00 50.00 1.00 0.00 35.19 59.00 52.13 34.93 3.240.00 53.33 0.99 0.00 37.75 52.00 48.52 34.51 3.460.00 56.67 0.97 0.00 40.45 52.00 51.09 36.62 3.670.00 60.00 0.96 0.00 43.31 59.00 60.89 41.68 3.890.00 63.33 0.94 0.00 46.32 59.00 63.81 44.05 4.100.00 66.67 0.93 0.00 49.47 60.00 67.86 46.93 4.320.00 70.00 0.91 0.00 52.76 60.00 70.83 49.43 4.540.62 73.33 0.90 6.34 59.09 1.00 8.86 27.18 9.280.65 76.67 0.89 6.53 65.63 1.00 8.91 29.82 9.490.50 80.00 0.87 7.39 73.02 1.00 12.78 34.32 11.970.50 83.33 0.86 7.27 80.29 1.00 12.83 37.25 12.190.50 86.67 0.84 7.68 87.97 1.00 13.73 40.68 12.900.50 90.00 0.83 7.55 95.52 1.00 13.78 43.72 13.120.53 93.33 0.81 6.80 102.32 1.00 12.13 45.78 12.330.56 96.67 0.80 7.02 109.33 1.00 12.18 48.61 12.550.52 100.00 0.79 6.92 116.26 1.00 13.08 51.73 13.27
Qs clay (t)
Qall compressive (t)
Qall tension (t)
0.00 10.00 20.00 30.00 40.00 50.00 60.000
5
10
15
20
25
30
35
Allowable Bearing Capacity
Allowable bearing capacity
allowable uplift capacity
0.00 10.00 20.00 30.00 40.00 50.00 60.000
5
10
15
20
25
30
35
Allowable Bearing Capacity
Allowable bearing capacity
allowable uplift capacity
IMMEDIATE SETTLEMENT
References: Foundation Engineering (Braja M. Das)
Contact pressure (q) = 4.04Footing width (B) = 1.00 mSoil Modulus (Es) = 560
Se = 0.0077568
CONSOLIDATION SETTLEMENTReferences: Foundation Engineering (Braja M. Das)
Qg = 4.04 ton Required LoadBg = 1 m Foundation WidthLg = 1 m Foundation Length
Number Depth (m) Layer Thickness (m)1 0 - 12 122 12 - 22 103 22 - 30 8
Total Consolidation Settlement
Total Consolidation Settlement = 0.01 m= 1.38889105837709 cm
SETTLEMENT TIME
Total drainage thickness = 30
Coeff. Of Consolidation = 0.004
Total Settlements = 0.014
Degree of Cons Time factorU Tv [second] [month] [years]
0 0 0.0E+00 0.00 0.0010 0.008 1.8E+07 6.94 0.5820 0.031 7.0E+07 26.91 2.2430 0.071 1.6E+08 61.63 5.1440 0.126 2.8E+08 109.38 9.1150 0.197 4.4E+08 171.01 14.2560 0.287 6.5E+08 249.13 20.7670 0.403 9.1E+08 349.83 29.1580 0.567 1.3E+09 492.19 41.02
ton/m2
ton/m2
Ht
Cv
Stot
Time of Consolidation, tc
IMMEDIATE SETTLEMENT
References: Foundation Engineering (Braja M. Das)
= 0.2Inf. Coefficient (Ip) = 1.12
m = 0.77568 cm
CONSOLIDATION SETTLEMENTReferences: Foundation Engineering (Braja M. Das)
z1 (m) Δσ' (ton/m2) Cc/Cr e01.7 6.2 6 0.082 0.5 1.653 0.011.7 13.9 17 0.012 0.5 1.653 0.001.7 20.2 26 0.006 0.5 1.653 0.00
Total Consolidation Settlement = 0.01
1.3888911
SETTLEMENT TIME
mcm2/sec
m
Settlementm
0.0000.0010.0030.0040.0060.0070.0080.0100.011
Poisson's Ratio (u)
g (ton/m3) σ` (ton/m2) ΔSc (m)
Contact Pressure:Beban tanah urugan = 3.06 t/m2Beban slab = 0.48 t/m2Beban hidup = 0.5 t/m2
Total = 4.04 t/m2
Assumed pile properties Depth (m)
Db = 0.30 m Diameter ujung pile 0 0Ds = 0.30 m Diameter selimut pile 1 1
Type = C m Bentuk Pile 2 1Ap = 0.9 m Keliling Pile 3 1As = 0.1 m2 Luas Penampang Pile 4 1Ep = 332340.2 kg/cm2 Modulus elastis pile 5 1
g = 2.4 Massa jenis beton 6 1W = 0.2 ton/m Massa beton 7 1
8 19 1
SF: 10 1Qs = 2.5 11 1Qp = 2.5 12 1
13 1
14 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 1
Depthβ
(m)0 0.351 0.352 0.353 0.354 0.35
Thickness (m)
ton/m3
Negative Skin Friction (β Method)
General Shearphi 0Circular 1.3
1.3544.513
54.451qall 21.78
Square 1.31.3
544.51354.451
qall 21.78
Continuous 11
419.1741.917
qall 16.77
Soil type NSPT (ave) C (t/m2) ф (deg) Ks Qs sand (t) C/σ`
clay 0 0.00 0.0 1.7 0 1.00 0.00 0.00clay 11 7.33 0.0 1.7 1.7 1.00 0.00 4.31clay 11 7.33 0.0 1.7 3.4 1.00 0.00 2.16clay 11 7.33 0.0 1.7 5.1 1.00 0.00 1.44clay 9 6.00 0.0 0.7 5.8 1.00 0.00 1.03clay 9 6.00 0.0 0.7 6.5 1.00 0.00 0.92clay 5 3.33 0.0 0.7 7.2 1.00 0.00 0.46clay 5 3.33 0.0 0.7 7.9 1.00 0.00 0.42clay 6 4.00 0.0 0.7 8.6 1.00 0.00 0.47clay 6 4.00 0.0 0.7 9.3 1.00 0.00 0.43clay 7 4.67 0.0 0.7 10 1.00 0.00 0.47clay 7 4.67 0.0 0.7 10.7 1.00 0.00 0.44clay 5 3.33 0.0 0.7 11.4 1.00 0.00 0.29clay 5 3.33 0.0 0.7 12.1 1.00 0.00 0.28
clay 23 15.33 0.0 0.7 12.8 1.00 0.00 1.20clay 23 15.33 0.0 0.7 13.5 1.00 0.00 1.14clay 20 13.33 0.0 0.7 14.2 1.00 0.00 0.94clay 20 13.33 0.0 0.7 14.9 1.00 0.00 0.89clay 25 16.67 0.0 0.7 15.6 1.00 0.00 1.07clay 25 16.67 0.0 0.7 16.3 1.00 0.00 1.02clay 21 14.00 0.0 0.7 17 1.00 0.00 0.82clay 21 14.00 0.0 0.7 17.7 1.00 0.00 0.79clay 24 16.00 0.0 0.7 18.4 1.00 0.00 0.87clay 24 16.00 0.0 0.7 19.1 1.00 0.00 0.84sand 31 0.00 34.3 0.7 19.8 0.44 3.92 0.00sand 31 0.00 34.3 0.7 20.5 0.44 4.06 0.00sand 37 0.00 36.1 0.7 21.2 0.41 4.20 0.00sand 37 0.00 36.1 0.7 21.9 0.41 4.33 0.00sand 50 0.00 39.5 0.7 22.6 0.36 4.41 0.00sand 50 0.00 39.5 0.7 23.3 0.36 4.54 0.00sand 50 0.00 39.5 0.7 24 0.36 4.68 0.00
γ γ x Depth σ` f NSF
(ton)1.70 0 0 0.00 0.001.70 1.7 0.85 0.30 0.281.70 3.4 2.55 0.89 0.841.70 5.1 4.25 1.49 1.401.70 6.8 5.95 2.08 1.96
Total 4.49
g (ton/m3) σ`
(ton/m2)
Negative Skin Friction (β Method)
(ton/m3) (ton/m2) (ton/m2) (ton/m2)
(KN/m2) (KN/m3) (m) (m)C 73.3 γ 1.7 Depth 0.8 B 2
C Nc q Nq 0.3 g B Ng73.3 5.7 1.36 1 0.3 1.7 2 0
kN/m2ton/m2ton/m2
c Nc q Nq 0.4 g B Ng73.3 5.7 1.36 1 0.4 1.7 2 0
kN/m2ton/m2ton/m2
c Nc q Nq 0.5 g B Ng73.3 5.7 1.36 1 0.5 1.7 2 0
kN/m2ton/m2ton/m2
α L/B F Qs total (t) Nq Qp (t)
0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.000.50 3.33 1.00 3.46 3.46 1.00 4.79 3.30 2.980.50 6.67 1.00 3.46 6.91 1.00 4.91 4.73 3.200.50 10.00 1.00 3.46 10.37 1.00 5.03 6.16 3.410.50 13.33 1.00 2.83 13.19 1.00 4.23 6.97 3.130.50 16.67 1.00 2.83 16.02 1.00 4.28 8.12 3.340.87 20.00 1.00 2.75 18.77 1.00 2.63 8.56 2.550.92 23.33 1.00 2.89 21.66 1.00 2.68 9.74 2.770.87 26.67 1.00 3.29 24.95 1.00 3.15 11.24 3.240.91 30.00 1.00 3.43 28.38 1.00 3.20 12.63 3.450.87 33.33 1.00 3.83 32.21 1.00 3.68 14.35 3.920.90 36.67 1.00 3.98 36.19 1.00 3.73 15.96 4.141.00 40.00 1.00 3.14 39.33 1.00 2.93 16.90 3.851.00 43.33 1.00 3.14 42.47 1.00 2.98 18.18 4.06
0.50 46.67 1.00 7.23 49.70 1.00 10.66 24.14 8.800.50 50.00 1.00 7.23 56.92 1.00 10.71 27.05 9.020.50 53.33 0.99 6.19 63.12 1.00 9.49 29.04 8.480.50 56.67 0.97 6.10 69.22 1.00 9.54 31.50 8.700.50 60.00 0.96 7.52 76.74 1.00 11.71 35.38 10.170.50 63.33 0.94 7.41 84.14 1.00 11.76 38.36 10.390.50 66.67 0.93 6.13 90.27 1.00 10.11 40.15 9.600.51 70.00 0.91 6.15 96.42 1.00 10.16 42.63 9.810.50 73.33 0.90 6.79 103.21 1.00 11.48 45.87 10.780.50 76.67 0.89 6.68 109.88 1.00 11.53 48.57 11.000.00 80.00 0.87 0.00 113.81 100.00 139.96 101.51 5.180.00 83.33 0.86 0.00 117.87 100.00 144.91 105.11 5.400.00 86.67 0.84 0.00 122.07 100.00 149.85 108.77 5.620.00 90.00 0.83 0.00 126.40 100.00 154.80 112.48 5.830.00 93.33 0.81 0.00 130.81 300.00 479.25 244.02 6.050.00 96.67 0.80 0.00 135.36 300.00 494.09 251.78 6.260.00 100.00 0.79 0.00 140.04 300.00 508.94 259.59 6.48
Qs clay (t)
Qall compressive (t)
Qall tension (t)
0.00 50.00 100.00 150.00 200.00 250.00 300.000
5
10
15
20
25
30
35
Allowable Bearing Capacity
Allowable bearing capacity
allowable uplift capacity
0.00 50.00 100.00 150.00 200.00 250.00 300.000
5
10
15
20
25
30
35
Allowable Bearing Capacity
Allowable bearing capacity
allowable uplift capacity
IMMEDIATE SETTLEMENT
References: Foundation Engineering (Braja M. Das)
Contact pressure (q) = 4.04Footing width (B) = 1.00 mSoil Modulus (Es) = 770
Se = 0.00564130909090909
CONSOLIDATION SETTLEMENTReferences: Foundation Engineering (Braja M. Das)
Qg = 4.04 ton Required LoadBg = 1 m Foundation WidthLg = 1 m Foundation Length
Number Depth (m) Layer Thickness (m)1 0 - 13 132 13 - 23 103 23 - 27 4
Total Consolidation Settlement
Total Consolidation Settlement = 0.01 m= 1.2722139409014 cm
SETTLEMENT TIME
Total drainage thickness = 27
Coeff. Of Consolidation = 0.004
Total Settlements = 0.013
Degree of Cons Time factorU Tv [second] [month] [years]
0 0 0.0E+00 0.00 0.0010 0.008 1.5E+07 5.63 0.4720 0.031 5.6E+07 21.80 1.8230 0.071 1.3E+08 49.92 4.1640 0.126 2.3E+08 88.59 7.3850 0.197 3.6E+08 138.52 11.5460 0.287 5.2E+08 201.80 16.8270 0.403 7.3E+08 283.36 23.6180 0.567 1.0E+09 398.67 33.22
ton/m2
ton/m2
Ht
Cv
Stot
Time of Consolidation, tc
IMMEDIATE SETTLEMENT
References: Foundation Engineering (Braja M. Das)
= 0.2Inf. Coefficient (Ip) = 1.12
m = 0.56413 cm
CONSOLIDATION SETTLEMENTReferences: Foundation Engineering (Braja M. Das)
z1 (m) Δσ' (ton/m2) Cc/Cr e00.7 7.55 6.5 0.072 0.51 1.288 0.010.7 15.6 18 0.011 0.51 1.288 0.000.7 20.5 25 0.006 0.51 1.288 0.00
Total Consolidation Settlement = 0.01
1.2722139
SETTLEMENT TIME
mcm2/sec
m
Settlementm
0.0000.0010.0030.0040.0050.0060.0080.0090.010
Poisson's Ratio (u)
g (ton/m3) σ` (ton/m2) ΔSc (m)
Contact Pressure:Beban tanah urugan = 3.06 t/m2Beban slab = 0.48 t/m2Beban hidup = 0.5 t/m2
Total = 4.04 t/m2
Assumed pile properties Depth (m)
Db = 0.30 m Diameter ujung pile 0 0Ds = 0.30 m Diameter selimut pile 1 1
Type = C m Bentuk Pile 2 1Ap = 0.9 m Keliling Pile 3 1As = 0.1 m2 Luas Penampang Pile 4 1Ep = 332340.2 kg/cm2 Modulus elastis pile 5 1
g = 2.4 Massa jenis beton 6 1W = 0.2 ton/m Massa beton 7 1
8 19 1
SF: 10 1Qs = 2.5 11 1Qp = 2.5 12 1
13 1
14 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 1
Depthβ
(m)0 0.351 0.352 0.353 0.354 0.35
Thickness (m)
ton/m3
Negative Skin Friction (β Method)
General Shearphi 0Circular 1.3
1.3297.7629.776
qall 11.91
Square 1.31.3
297.7629.776
qall 11.91
Continuous 11
229.3622.936
qall 9.17
Soil type NSPT (ave) C (t/m2) ф (deg) Ks Qs sand (t) C/σ`
clay 0 0.00 0.0 1.7 0 1.00 0.00 0.00clay 6 4.00 0.0 1.7 1.7 1.00 0.00 2.35clay 6 4.00 0.0 1.7 3.4 1.00 0.00 1.18clay 6 4.00 0.0 1.7 5.1 1.00 0.00 0.78clay 5 3.33 0.0 0.7 5.8 1.00 0.00 0.57clay 5 3.33 0.0 0.7 6.5 1.00 0.00 0.51sand 10 0.00 26.0 0.7 7.2 0.56 1.35 0.00sand 10 0.00 26.0 0.7 7.9 0.56 1.48 0.00clay 6 4.00 0.0 0.7 8.6 1.00 0.00 0.47clay 6 4.00 0.0 0.7 9.3 1.00 0.00 0.43clay 5 3.33 0.0 0.7 10 1.00 0.00 0.33clay 5 3.33 0.0 0.7 10.7 1.00 0.00 0.31clay 8 5.33 0.0 0.7 11.4 1.00 0.00 0.47clay 8 5.33 0.0 0.7 12.1 1.00 0.00 0.44
clay 11 7.33 0.0 0.7 12.8 1.00 0.00 0.57clay 11 7.33 0.0 0.7 13.5 1.00 0.00 0.54clay 14 9.33 0.0 0.7 14.2 1.00 0.00 0.66clay 14 9.33 0.0 0.7 14.9 1.00 0.00 0.63clay 19 12.67 0.0 0.7 15.6 1.00 0.00 0.81clay 19 12.67 0.0 0.7 16.3 1.00 0.00 0.78clay 26 17.33 0.0 0.7 17 1.00 0.00 1.02clay 26 17.33 0.0 0.7 17.7 1.00 0.00 0.98clay 31 20.67 0.0 0.7 18.4 1.00 0.00 1.12clay 31 20.67 0.0 0.7 19.1 1.00 0.00 1.08clay 34 22.67 0.0 0.7 19.8 1.00 0.00 1.14clay 34 22.67 0.0 0.7 20.5 1.00 0.00 1.11clay 50 33.33 0.0 0.7 21.2 1.00 0.00 1.57clay 50 33.33 0.0 0.7 21.9 1.00 0.00 1.52clay 32 21.33 0.0 0.7 22.6 1.00 0.00 0.94clay 32 21.33 0.0 0.7 23.3 1.00 0.00 0.92clay 23 15.33 0.0 0.7 24 1.00 0.00 0.64
γ γ x Depth σ` f NSF
(ton)1.70 0 0 0.00 0.001.70 1.7 0.85 0.30 0.281.70 3.4 2.55 0.89 0.841.70 5.1 4.25 1.49 1.401.70 6.8 5.95 2.08 1.96
Total 4.49
g (ton/m3) σ`
(ton/m2)
Negative Skin Friction (β Method)
(ton/m3) (ton/m2) (ton/m2) (ton/m2)
(KN/m2) (KN/m3) (m) (m)C 40 γ 1.7 Depth 0.8 B 1.5
C Nc q Nq 0.3 g B Ng40 5.7 1.36 1 0.3 1.7 1.5 0
kN/m2ton/m2ton/m2
c Nc q Nq 0.4 g B Ng40 5.7 1.36 1 0.4 1.7 1.5 0
kN/m2ton/m2ton/m2
c Nc q Nq 0.5 g B Ng40 5.7 1.36 1 0.5 1.7 1.5 0
kN/m2ton/m2ton/m2
α L/B F Qs total (t) Nq Qp (t)
0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.000.50 3.33 1.00 1.88 1.88 1.00 2.66 1.82 1.720.50 6.67 1.00 1.88 3.77 1.00 2.79 2.62 1.940.52 10.00 1.00 1.95 5.72 1.00 2.91 3.45 2.160.75 13.33 1.00 2.36 8.08 1.00 2.53 4.24 2.120.82 16.67 1.00 2.57 10.65 1.00 2.58 5.29 2.340.00 20.00 1.00 0.00 12.00 23.00 11.71 9.48 1.300.00 23.33 1.00 0.00 13.48 23.00 12.84 10.53 1.510.87 26.67 1.00 3.29 16.77 1.00 3.15 7.97 3.240.91 30.00 1.00 3.43 20.20 1.00 3.20 9.36 3.451.00 33.33 1.00 3.14 23.34 1.00 2.83 10.47 3.421.00 36.67 1.00 3.14 26.48 1.00 2.88 11.74 3.630.87 40.00 1.00 4.37 30.85 1.00 4.20 14.02 4.600.90 43.33 1.00 4.52 35.37 1.00 4.25 15.85 4.82
0.75 46.67 1.00 5.20 40.57 1.00 5.57 18.46 5.790.79 50.00 1.00 5.43 46.00 1.00 5.62 20.65 6.000.66 53.33 0.99 5.71 51.71 1.00 6.94 23.46 6.970.69 56.67 0.97 5.92 57.63 1.00 6.99 25.85 7.190.50 60.00 0.96 5.71 63.34 1.00 9.16 29.00 8.660.53 63.33 0.94 5.91 69.26 1.00 9.21 31.39 8.880.50 66.67 0.93 7.58 76.84 1.00 12.23 35.63 10.850.50 70.00 0.91 7.47 84.31 1.00 12.28 38.64 11.070.50 73.33 0.90 8.77 93.08 1.00 14.45 43.01 12.540.50 76.67 0.89 8.63 101.70 1.00 14.50 46.48 12.760.50 80.00 0.87 9.31 111.01 1.00 15.82 50.73 13.730.50 83.33 0.86 9.16 120.17 1.00 15.87 54.41 13.950.50 86.67 0.84 13.24 133.41 1.00 22.70 62.44 18.180.50 90.00 0.83 13.02 146.42 1.00 22.75 67.67 18.400.50 93.33 0.81 8.19 154.61 1.00 15.17 67.91 14.090.50 96.67 0.80 8.04 162.65 1.00 15.22 71.15 14.310.68 100.00 0.79 7.71 170.36 1.00 11.45 72.72 12.26
Qs clay (t)
Qall compressive (t)
Qall tension (t)
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.000
5
10
15
20
25
30
35
Allowable Bearing Capacity
Allowable bearing capacity
allowable uplift capac-ity
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.000
5
10
15
20
25
30
35
Allowable Bearing Capacity
Allowable bearing capacity
allowable uplift capac-ity
IMMEDIATE SETTLEMENT
References: Foundation Engineering (Braja M. Das)
Contact pressure (q) = 4.04Footing width (B) = 1.00 mSoil Modulus (Es) = 420
Se = 0.0103424
CONSOLIDATION SETTLEMENTReferences: Foundation Engineering (Braja M. Das)
Qg = 4.04 ton Required LoadBg = 1 m Foundation WidthLg = 1 m Foundation Length
Number Depth (m) Layer Thickness (m)1 0 - 4 42 4 - 13 93 13 - 22 9
Total Consolidation Settlement
Total Consolidation Settlement = 0.05 m= 5.09112059982441 cm
SETTLEMENT TIME
Total drainage thickness = 22
Coeff. Of Consolidation = 0.004
Total Settlements = 0.051
Degree of Cons Time factorU Tv [second] [month] [years]
0 0 0.0E+00 0.00 0.0010 0.008 9.7E+06 3.73 0.3120 0.031 3.8E+07 14.47 1.2130 0.071 8.6E+07 33.14 2.7640 0.126 1.5E+08 58.82 4.9050 0.197 2.4E+08 91.96 7.6660 0.287 3.5E+08 133.98 11.1670 0.403 4.9E+08 188.13 15.6880 0.567 6.9E+08 264.69 22.06
ton/m2
ton/m2
Ht
Cv
Stot
Time of Consolidation, tc
IMMEDIATE SETTLEMENT
References: Foundation Engineering (Braja M. Das)
= 0.2Inf. Coefficient (Ip) = 1.12
m = 1.03424 cm
CONSOLIDATION SETTLEMENTReferences: Foundation Engineering (Braja M. Das)
z1 (m) Δσ' (ton/m2) Cc/Cr e01.7 3.4 2 0.449 0.49 1.175 0.050.7 8.95 8.5 0.045 0.27 1.557 0.000.7 15.25 17.5 0.012 0.27 1.557 0.00
Total Consolidation Settlement = 0.05
5.091121
SETTLEMENT TIME
mcm2/sec
m
Settlementm
0.0000.0050.0100.0150.0200.0250.0310.0360.041
Poisson's Ratio (u)
g (ton/m3) σ` (ton/m2) ΔSc (m)
Contact Pressure:Beban tanah urugan = 3.06 t/m2Beban slab = 0.48 t/m2Beban hidup = 0.5 t/m2
Total = 4.04 t/m2
Assumed pile properties Depth (m)
Db = 0.30 m Diameter ujung pile 0 0Ds = 0.30 m Diameter selimut pile 1 1
Type = C m Bentuk Pile 2 1Ap = 0.9 m Keliling Pile 3 1As = 0.1 m2 Luas Penampang Pile 4 1Ep = 332340.2 kg/cm2 Modulus elastis pile 5 1
g = 2.4 Massa jenis beton 6 1W = 0.2 ton/m Massa beton 7 1
8 19 1
SF: 10 1Qs = 2.5 11 1Qp = 2.5 12 1
13 1
14 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 1
Depthβ
(m)0 0.351 0.352 0.353 0.354 0.35
Thickness (m)
ton/m3
Negative Skin Friction (β Method)
General Shearphi 0Circular 1.3
1.3396.313
39.631qall 15.85
Square 1.31.3
396.31339.631
qall 15.85
Continuous 11
305.1730.517
qall 12.21
Soil type NSPT (ave) C (t/m2) ф (deg) Ks Qs sand (t) C/σ`
clay 0 0.00 0.0 1.7 0 1.00 0.00 0.00clay 8 5.33 0.0 1.7 1.7 1.00 0.00 3.14clay 8 5.33 0.0 1.7 3.4 1.00 0.00 1.57clay 8 5.33 0.0 1.7 5.1 1.00 0.00 1.05clay 5 3.33 0.0 0.7 5.8 1.00 0.00 0.57clay 5 3.33 0.0 0.7 6.5 1.00 0.00 0.51clay 5 3.33 0.0 0.7 7.2 1.00 0.00 0.46clay 6 4.00 0.0 0.7 7.9 1.00 0.00 0.51clay 6 4.00 0.0 0.7 8.6 1.00 0.00 0.47clay 5 3.33 0.0 0.7 9.3 1.00 0.00 0.36clay 5 3.33 0.0 0.7 10 1.00 0.00 0.33clay 5 3.33 0.0 0.7 10.7 1.00 0.00 0.31clay 4 2.67 0.0 0.7 11.4 1.00 0.00 0.23clay 4 2.67 0.0 0.7 12.1 1.00 0.00 0.22
clay 18 12.00 0.0 0.7 12.8 1.00 0.00 0.94clay 18 12.00 0.0 0.7 13.5 1.00 0.00 0.89clay 20 13.33 0.0 0.7 14.2 1.00 0.00 0.94clay 20 13.33 0.0 0.7 14.9 1.00 0.00 0.89clay 27 18.00 0.0 0.7 15.6 1.00 0.00 1.15clay 27 18.00 0.0 0.7 16.3 1.00 0.00 1.10clay 23 15.33 0.0 0.7 17 1.00 0.00 0.90clay 23 15.33 0.0 0.7 17.7 1.00 0.00 0.87clay 20 13.33 0.0 0.7 18.4 1.00 0.00 0.72clay 20 13.33 0.0 0.7 19.1 1.00 0.00 0.70clay 30 20.00 0.0 0.7 19.8 1.00 0.00 1.01clay 30 20.00 0.0 0.7 20.5 1.00 0.00 0.98clay 50 33.33 0.0 0.7 21.2 1.00 0.00 1.57clay 50 33.33 0.0 0.7 21.9 1.00 0.00 1.52clay 37 24.67 0.0 0.7 22.6 1.00 0.00 1.09clay 37 24.67 0.0 0.7 23.3 1.00 0.00 1.06clay 50 33.33 0.0 0.7 24 1.00 0.00 1.39
γ γ x Depth σ` f NSF
(ton)1.70 0 0 0.00 0.001.70 1.7 0.85 0.30 0.281.70 3.4 2.55 0.89 0.841.70 5.1 4.25 1.49 1.401.70 6.8 5.95 2.08 1.96
Total 4.49
g (ton/m3) σ`
(ton/m2)
Negative Skin Friction (β Method)
(ton/m3) (ton/m2) (ton/m2) (ton/m2)
(KN/m2) (KN/m3) (m) (m)C 53.3 γ 1.7 Depth 0.8 B 1.5
C Nc q Nq 0.3 g B Ng53.3 5.7 1.36 1 0.3 1.7 1.5 0
kN/m2ton/m2ton/m2
c Nc q Nq 0.4 g B Ng53.3 5.7 1.36 1 0.4 1.7 1.5 0
kN/m2ton/m2ton/m2
c Nc q Nq 0.5 g B Ng53.3 5.7 1.36 1 0.5 1.7 1.5 0
kN/m2ton/m2ton/m2
α L/B F Qs total (t) Nq Qp (t)
0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.000.50 3.33 1.00 2.51 2.51 1.00 3.51 2.41 2.230.50 6.67 1.00 2.51 5.03 1.00 3.63 3.46 2.440.50 10.00 1.00 2.51 7.54 1.00 3.75 4.52 2.660.75 13.33 1.00 2.36 9.90 1.00 2.53 4.97 2.120.82 16.67 1.00 2.57 12.47 1.00 2.58 6.02 2.340.87 20.00 1.00 2.75 15.22 1.00 2.63 7.14 2.550.83 23.33 1.00 3.12 18.33 1.00 3.10 8.57 3.020.87 26.67 1.00 3.29 21.62 1.00 3.15 9.91 3.240.99 30.00 1.00 3.11 24.73 1.00 2.78 11.00 3.201.00 33.33 1.00 3.14 27.87 1.00 2.83 12.28 3.421.00 36.67 1.00 3.14 31.02 1.00 2.88 13.56 3.631.00 40.00 1.00 2.51 33.53 1.00 2.50 14.41 3.601.00 43.33 1.00 2.51 36.04 1.00 2.55 15.44 3.81
0.50 46.67 1.00 5.65 41.70 1.00 8.54 20.09 7.550.50 50.00 1.00 5.65 47.35 1.00 8.59 22.38 7.760.50 53.33 0.99 6.19 53.55 1.00 9.49 25.21 8.480.50 56.67 0.97 6.10 59.65 1.00 9.54 27.67 8.700.50 60.00 0.96 8.12 67.77 1.00 12.55 32.13 10.670.50 63.33 0.94 8.00 75.77 1.00 12.60 35.35 10.890.50 66.67 0.93 6.71 82.47 1.00 10.96 37.37 10.100.50 70.00 0.91 6.61 89.08 1.00 11.01 40.03 10.320.58 73.33 0.90 6.60 95.68 1.00 9.78 42.19 9.780.61 76.67 0.89 6.83 102.51 1.00 9.83 44.94 9.990.50 80.00 0.87 8.21 110.72 1.00 14.12 49.94 12.720.50 83.33 0.86 8.08 118.80 1.00 14.17 53.19 12.940.50 86.67 0.84 13.24 132.04 1.00 22.70 61.90 18.180.50 90.00 0.83 13.02 145.05 1.00 22.75 67.12 18.400.50 93.33 0.81 9.47 154.52 1.00 17.29 68.72 15.350.50 96.67 0.80 9.30 163.82 1.00 17.34 72.46 15.560.50 100.00 0.79 12.34 176.16 1.00 22.90 79.63 19.05
Qs clay (t)
Qall compressive (t)
Qall tension (t)
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.000
5
10
15
20
25
30
35
Allowable Bearing Capacity
Allowable bearing capacity
allowable uplift capac-ity
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.000
5
10
15
20
25
30
35
Allowable Bearing Capacity
Allowable bearing capacity
allowable uplift capac-ity
IMMEDIATE SETTLEMENT
References: Foundation Engineering (Braja M. Das)
Contact pressure (q) = 4.04Footing width (B) = 1.00 mSoil Modulus (Es) = 560
Se = 0.0077568
CONSOLIDATION SETTLEMENTReferences: Foundation Engineering (Braja M. Das)
Qg = 4.04 ton Required LoadBg = 1 m Foundation WidthLg = 1 m Foundation Length
Number Depth (m) Layer Thickness (m)1 0 - 3 32 3 - 13 103 13 - 22 9
Total Consolidation Settlement
Total Consolidation Settlement = 0.09 m= 9.0265311616509 cm
SETTLEMENT TIME
Total drainage thickness = 22
Coeff. Of Consolidation = 0.004
Total Settlements = 0.090
Degree of Cons Time factorU Tv [second] [month] [years]
0 0 0.0E+00 0.00 0.0010 0.008 9.7E+06 3.73 0.3120 0.031 3.8E+07 14.47 1.2130 0.071 8.6E+07 33.14 2.7640 0.126 1.5E+08 58.82 4.9050 0.197 2.4E+08 91.96 7.6660 0.287 3.5E+08 133.98 11.1670 0.403 4.9E+08 188.13 15.6880 0.567 6.9E+08 264.69 22.06
ton/m2
ton/m2
Ht
Cv
Stot
Time of Consolidation, tc
IMMEDIATE SETTLEMENT
References: Foundation Engineering (Braja M. Das)
= 0.2Inf. Coefficient (Ip) = 1.12
m = 0.77568 cm
CONSOLIDATION SETTLEMENTReferences: Foundation Engineering (Braja M. Das)
z1 (m) Δσ' (ton/m2) Cc/Cr e01.7 2.5 1.5 0.646 0.74 1.687 0.080.7 8.6 8 0.050 0.74 1.687 0.010.7 15.25 17.5 0.012 0.74 1.687 0.00
Total Consolidation Settlement = 0.09
9.026531
SETTLEMENT TIME
mcm2/sec
m
Settlementm
0.0000.0090.0180.0270.0360.0450.0540.0630.072
Poisson's Ratio (u)
g (ton/m3) σ` (ton/m2) ΔSc (m)
Contact Pressure:Beban tanah urugan = 3.06 t/m2Beban slab = 0.48 t/m2Beban hidup = 0.5 t/m2
Total = 4.04 t/m2
Assumed pile properties Depth (m)
Db = 0.30 m Diameter ujung pile 0 0Ds = 0.30 m Diameter selimut pile 1 1
Type = C m Bentuk Pile 2 1Ap = 0.9 m Keliling Pile 3 1As = 0.1 m2 Luas Penampang Pile 4 1Ep = 332340.2 kg/cm2 Modulus elastis pile 5 1
g = 2.4 Massa jenis beton 6 1W = 0.2 ton/m Massa beton 7 1
8 19 1
SF: 10 1Qs = 2.5 11 1Qp = 2.5 12 1
13 1
14 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 1
Depthβ
(m)0 0.351 0.352 0.353 0.354 0.35
Thickness (m)
ton/m3
Negative Skin Friction (β Method)
General Shearphi 0Circular 1.3
1.3248.113
24.811qall 9.92
Square 1.31.3
248.11324.811
qall 9.92
Continuous 11
191.1719.117
qall 7.65
Soil type NSPT (ave) C (t/m2) ф (deg) Ks Qs sand (t) C/σ`
clay 0 0.00 0.0 1.7 0 0.70 0.00 0.00clay 5 3.33 0.0 1.7 1.7 0.70 0.00 1.96clay 5 3.33 0.0 1.7 3.4 0.70 0.00 0.98clay 5 3.33 0.0 1.7 5.1 0.70 0.00 0.65clay 5 3.33 0.0 0.7 5.8 0.70 0.00 0.57clay 5 3.33 0.0 0.7 6.5 0.70 0.00 0.51clay 6 4.00 0.0 0.7 7.2 0.70 0.00 0.56clay 6 4.00 0.0 0.7 7.9 0.70 0.00 0.51clay 5 3.33 0.0 0.7 8.6 0.70 0.00 0.39clay 5 3.33 0.0 0.7 9.3 0.70 0.00 0.36clay 5 3.33 0.0 0.7 10 0.70 0.00 0.33clay 5 3.33 0.0 0.7 10.7 0.70 0.00 0.31clay 6 4.00 0.0 0.7 11.4 0.70 0.00 0.35clay 6 4.00 0.0 0.7 12.1 0.70 0.00 0.33
clay 6 4.00 0.0 0.7 12.8 0.70 0.00 0.31clay 6 4.00 0.0 0.7 13.5 0.70 0.00 0.30clay 14 9.33 0.0 0.7 14.2 0.70 0.00 0.66clay 14 9.33 0.0 0.7 14.9 0.70 0.00 0.63clay 20 13.33 0.0 0.7 15.6 0.70 0.00 0.85clay 20 13.33 0.0 0.7 16.3 0.70 0.00 0.82clay 22 14.67 0.0 0.7 17 0.70 0.00 0.86clay 22 14.67 0.0 0.7 17.7 0.70 0.00 0.83clay 26 17.33 0.0 0.7 18.4 0.70 0.00 0.94clay 26 17.33 0.0 0.7 19.1 0.70 0.00 0.91clay 37 24.67 0.0 0.7 19.8 0.70 0.00 1.25clay 37 24.67 0.0 0.7 20.5 0.70 0.00 1.20clay 50 33.33 0.0 0.7 21.2 0.70 0.00 1.57clay 50 33.33 0.0 0.7 21.9 0.70 0.00 1.52clay 27 18.00 0.0 0.7 22.6 0.70 0.00 0.80clay 27 18.00 0.0 0.7 23.3 0.70 0.00 0.77clay 24 16.00 0.0 0.7 24 0.70 0.00 0.67
γ γ x Depth σ` f NSF
(ton)1.70 0 0 0.00 0.001.70 1.7 0.85 0.30 0.281.70 3.4 2.55 0.89 0.841.70 5.1 4.25 1.49 1.401.70 6.8 5.95 2.08 1.96
Total 4.49
g (ton/m3) σ`
(ton/m2)
Negative Skin Friction (β Method)
(ton/m3) (ton/m2) (ton/m2) (ton/m2)
(KN/m2) (KN/m3) (m) (m)C 33.3 γ 1.7 Depth 0.8 B 2
C Nc q Nq 0.3 g B Ng33.3 5.7 1.36 1 0.3 1.7 2 0
kN/m2ton/m2ton/m2
c Nc q Nq 0.4 g B Ng33.3 5.7 1.36 1 0.4 1.7 2 0
kN/m2ton/m2ton/m2
c Nc q Nq 0.5 g B Ng33.3 5.7 1.36 1 0.5 1.7 2 0
kN/m2ton/m2ton/m2
α L/B F Qs total (t) Nq Qp (t)
0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.000.50 3.33 1.00 1.57 1.57 1.00 2.24 1.52 1.470.50 6.67 1.00 1.57 3.14 1.00 2.36 2.20 1.690.66 10.00 1.00 2.08 5.22 1.00 2.48 3.08 1.900.75 13.33 1.00 2.36 7.58 1.00 2.53 4.04 2.120.82 16.67 1.00 2.57 10.15 1.00 2.58 5.09 2.340.77 20.00 1.00 2.91 13.06 14.21 9.78 9.14 2.800.83 23.33 1.00 3.12 16.18 14.21 10.48 10.66 3.020.96 26.67 1.00 3.01 19.19 1.00 2.73 8.77 2.980.99 30.00 1.00 3.11 22.30 1.00 2.78 10.03 3.201.00 33.33 1.00 3.14 25.44 1.00 2.83 11.31 3.421.00 36.67 1.00 3.14 28.58 1.00 2.88 12.58 3.631.00 40.00 1.00 3.77 32.35 1.00 3.35 14.28 4.101.00 43.33 1.00 3.77 36.12 1.00 3.40 15.81 4.32
1.00 46.67 1.00 3.77 39.89 1.00 3.45 17.34 4.531.00 50.00 1.00 3.77 43.66 1.00 3.50 18.86 4.750.66 53.33 0.99 5.71 49.37 1.00 6.94 22.52 6.970.69 56.67 0.97 5.92 55.29 1.00 6.99 24.91 7.190.50 60.00 0.96 6.01 61.30 1.00 9.58 28.36 8.910.50 63.33 0.94 5.92 67.23 1.00 9.63 30.75 9.130.50 66.67 0.93 6.42 73.65 1.00 10.53 33.67 9.850.50 70.00 0.91 6.32 79.97 1.00 10.58 36.22 10.070.50 73.33 0.90 7.35 87.32 1.00 12.33 39.86 11.290.50 76.67 0.89 7.23 94.55 1.00 12.38 42.77 11.500.50 80.00 0.87 10.13 104.68 1.00 17.09 48.71 14.480.50 83.33 0.86 9.96 114.64 1.00 17.14 52.71 14.700.50 86.67 0.84 13.24 127.88 1.00 22.70 60.24 18.180.50 90.00 0.83 13.02 140.90 1.00 22.75 65.46 18.400.50 93.33 0.81 6.96 147.86 1.00 13.05 64.36 12.830.53 96.67 0.80 7.20 155.06 1.00 13.10 67.26 13.050.65 100.00 0.79 7.68 162.74 1.00 11.88 69.85 12.51
Qs clay (t)
Qall compressive (t)
Qall tension (t)
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.000
5
10
15
20
25
30
35
Allowable Bearing Capacity
Allowable bearing capacity
allowable uplift capac-ity
IMMEDIATE SETTLEMENT
References: Foundation Engineering (Braja M. Das)
Contact pressure (q)Footing width (B)Soil Modulus (Es)
CONSOLIDATION SETTLEMENTReferences: Foundation Engineering (Braja M. Das)
Qg =Bg =Lg =
Number123
Total Consolidation Settlement
Total Consolidation Settlement
SETTLEMENT TIME
Total drainage thicknessCoeff. Of Consolidation
Total Settlements
Degree of ConsU
01020304050607080
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.000
5
10
15
20
25
30
35
Allowable Bearing Capacity
Allowable bearing capacity
allowable uplift capac-ity
IMMEDIATE SETTLEMENT
References: Foundation Engineering (Braja M. Das)
= 4.04= 1.00 m Inf. Coefficient (Ip)= 350Se = 0.01241088 m =
CONSOLIDATION SETTLEMENTReferences: Foundation Engineering (Braja M. Das)
4.04 ton Required Load1 m Foundation Width1 m Foundation Length
Depth (m) Layer Thickness (m)0 - 4 4 1.7 3.44 - 14 10 0.7 9.314 - 24 10 0.7 16.3
Total Consolidation Settlement
Total Consolidation Settlement = 0.04 m= 4.43705318649453 cm
SETTLEMENT TIME
Total drainage thickness = 24 mCoeff. Of Consolidation = 0.004 cm2/sec
Total Settlements = 0.044 m
Time factor SettlementTv [second] [month] [years] m
0 0.0E+00 0.00 0.00 0.0000.008 1.2E+07 4.44 0.37 0.0040.031 4.5E+07 17.22 1.44 0.0090.071 1.0E+08 39.44 3.29 0.0130.126 1.8E+08 70.00 5.83 0.0180.197 2.8E+08 109.44 9.12 0.0220.287 4.1E+08 159.44 13.29 0.0270.403 5.8E+08 223.89 18.66 0.0310.567 8.2E+08 315.00 26.25 0.035
ton/m2 Poisson's Ratio (u)
ton/m2
g (ton/m3) σ` (ton/m2)
Ht
Cv
Stot
Time of Consolidation, tc
IMMEDIATE SETTLEMENT
References: Foundation Engineering (Braja M. Das)Contact Pressure:
= 0.2 Beban tanah urugan = 3.06= 1.12 Beban slab = 0.48
Beban hidup = 0.51.2411 cm
Total = 4.04CONSOLIDATION SETTLEMENT
References: Foundation Engineering (Braja M. Das)
z1 (m) Δσ' (ton/m2) Cc/Cr e02 0.449 0.44 1.337 0.049 0.040 0.44 1.484 0.00
19 0.010 0.44 1.484 0.00
Total Consolidation Settlement = 0.04
4.437053
ΔSc (m)
Assumed pile properties Depth (m)
Db = 0.30 m Diameter ujung pile 0Ds = 0.30 m Diameter selimut pile 1
Type = C m Bentuk Pile 2Ap = 0.9 m Keliling Pile 3As = 0.1 m2 Luas Penampang Pile 4Ep = 332340.2 kg/cm2 Modulus elastis pile 5
g = 2.4 Massa jenis beton 6W = 0.2 ton/m Massa beton 7
89
SF: 10Qs = 2.5 11Qp = 2.5 12
13
1415161718192021222324252627282930
Depth
(m)01234
ton/m3
Negative Skin Friction (β Method)
Soil type NSPT (ave) C (t/m2) ф (deg) Ks
0 clay 0 0.00 0.0 1.7 0 0.701 clay 6 4.00 0.0 1.7 1.7 0.701 clay 6 4.00 0.0 1.7 3.4 0.701 clay 6 4.00 0.0 1.7 5.1 0.701 clay 5 3.33 0.0 0.7 5.8 0.701 clay 5 3.33 0.0 0.7 6.5 0.701 sand 10 0.00 26.0 0.7 7.2 0.391 sand 10 0.00 26.0 0.7 7.9 0.391 clay 6 4.00 0.0 0.7 8.6 0.701 clay 6 4.00 0.0 0.7 9.3 0.701 clay 5 3.33 0.0 0.7 10 0.701 clay 5 3.33 0.0 0.7 10.7 0.701 clay 8 5.33 0.0 0.7 11.4 0.701 clay 8 5.33 0.0 0.7 12.1 0.70
1 clay 11 7.33 0.0 0.7 12.8 0.701 clay 11 7.33 0.0 0.7 13.5 0.701 clay 14 9.33 0.0 0.7 14.2 0.701 clay 14 9.33 0.0 0.7 14.9 0.701 clay 19 12.67 0.0 0.7 15.6 0.701 clay 19 12.67 0.0 0.7 16.3 0.701 clay 26 17.33 0.0 0.7 17 0.701 clay 26 17.33 0.0 0.7 17.7 0.701 clay 31 20.67 0.0 0.7 18.4 0.701 clay 31 20.67 0.0 0.7 19.1 0.701 clay 39 26.00 0.0 0.7 19.8 0.701 clay 39 26.00 0.0 0.7 20.5 0.701 clay 50 33.33 0.0 0.7 21.2 0.701 clay 50 33.33 0.0 0.7 21.9 0.701 clay 32 21.33 0.0 0.7 22.6 0.701 clay 32 21.33 0.0 0.7 23.3 0.701 clay 23 15.33 0.0 0.7 24 0.70
βγ γ x Depth σ` f NSF
(ton)0.35 1.70 0 0 0.00 0.000.35 1.70 1.7 0.85 0.30 0.280.35 1.70 3.4 2.55 0.89 0.840.35 1.70 5.1 4.25 1.49 1.400.35 1.70 6.8 5.95 2.08 1.96
Total 4.49
Thickness (m) g (ton/m3) σ`
(ton/m2)
Negative Skin Friction (β Method)
(ton/m3) (ton/m2) (ton/m2) (ton/m2)
General Shear (KN/m2) (KN/m3) (m)0 C 40 γ 1.7 Depth 0.8 B
1.3 C Nc q Nq 0.3 g1.3 40 5.7 1.36 1 0.3 1.7
297.76 kN/m229.776 ton/m2
11.91 ton/m2
1.3 c Nc q Nq 0.4 g1.3 40 5.7 1.36 1 0.4 1.7
297.76 kN/m229.776 ton/m2
11.91 ton/m2
1 c Nc q Nq 0.5 g1 40 5.7 1.36 1 0.5 1.7
229.36 kN/m222.936 ton/m2
9.17 ton/m2
Qs sand (t) C/σ` α L/B F Qs total (t) Nq Qp (t)
0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.000.00 2.35 0.50 3.33 1.00 1.88 1.88 1.00 2.66 1.820.00 1.18 0.50 6.67 1.00 1.88 3.77 1.00 2.79 2.620.00 0.78 0.52 10.00 1.00 1.95 5.72 1.00 2.91 3.450.00 0.57 0.75 13.33 1.00 2.36 8.08 1.00 2.53 4.240.00 0.51 0.82 16.67 1.00 2.57 10.65 1.00 2.58 5.291.30 0.00 0.00 20.00 1.00 0.00 11.95 23.00 11.71 9.461.43 0.00 0.00 23.33 1.00 0.00 13.38 23.00 12.84 10.490.00 0.47 0.87 26.67 1.00 3.29 16.67 1.00 3.15 7.930.00 0.43 0.91 30.00 1.00 3.43 20.10 1.00 3.20 9.320.00 0.33 1.00 33.33 1.00 3.14 23.24 1.00 2.83 10.430.00 0.31 1.00 36.67 1.00 3.14 26.38 1.00 2.88 11.700.00 0.47 0.87 40.00 1.00 4.37 30.75 1.00 4.20 13.980.00 0.44 0.90 43.33 1.00 4.52 35.27 1.00 4.25 15.81
0.00 0.57 0.75 46.67 1.00 5.20 40.47 1.00 5.57 18.420.00 0.54 0.79 50.00 1.00 5.43 45.90 1.00 5.62 20.610.00 0.66 0.66 53.33 0.99 5.71 51.61 1.00 6.94 23.420.00 0.63 0.69 56.67 0.97 5.92 57.53 1.00 6.99 25.810.00 0.81 0.50 60.00 0.96 5.71 63.24 1.00 9.16 28.960.00 0.78 0.53 63.33 0.94 5.91 69.16 1.00 9.21 31.350.00 1.02 0.50 66.67 0.93 7.58 76.74 1.00 12.23 35.590.00 0.98 0.50 70.00 0.91 7.47 84.21 1.00 12.28 38.600.00 1.12 0.50 73.33 0.90 8.77 92.98 1.00 14.45 42.970.00 1.08 0.50 76.67 0.89 8.63 101.60 1.00 14.50 46.440.00 1.31 0.50 80.00 0.87 10.68 112.28 1.00 17.94 52.090.00 1.27 0.50 83.33 0.86 10.50 122.78 1.00 17.99 56.310.00 1.57 0.50 86.67 0.84 13.24 136.02 1.00 22.70 63.490.00 1.52 0.50 90.00 0.83 13.02 149.03 1.00 22.75 68.720.00 0.94 0.50 93.33 0.81 8.19 157.22 1.00 15.17 68.960.00 0.92 0.50 96.67 0.80 8.04 165.26 1.00 15.22 72.190.00 0.64 0.68 100.00 0.79 7.71 172.97 1.00 11.45 73.77
Qs clay (t)
Qall compressive (t)
0.001.721.942.162.122.341.301.513.243.453.423.634.604.82
5.796.006.977.198.668.88
10.8511.0712.5412.7614.9915.2018.1818.4014.0914.3112.26
Qall tension (t)
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.000
5
10
15
20
25
30
35
Allowable Bearing Capacity
Allowable bearing capacity
allowable uplift capac-ity
IMMEDIATE SETTLEMENT
References: Foundation Engineering (Braja M. Das)
Contact pressure (q) = 4.04Footing width (B) = 1.00 mSoil Modulus (Es) = 420
Se = 0.0103424
CONSOLIDATION SETTLEMENTReferences: Foundation Engineering (Braja M. Das)
Qg = 4.04 ton Required LoadBg = 1 m Foundation WidthLg = 1 m Foundation Length
Number Depth (m) Layer Thickness (m)1 0 - 3 32 3 - 17 143 17 - 25 8
Total Consolidation Settlement
Total Consolidation Settlement = 0.08 m= 7.91971573244229 cm
SETTLEMENT TIME
Total drainage thickness = 25
Coeff. Of Consolidation = 0.004
Total Settlements = 0.079
Degree of Cons Time factorU Tv [second] [month] [years]
0 0 0.0E+00 0.00 0.0010 0.008 1.3E+07 4.82 0.4020 0.031 4.8E+07 18.69 1.5630 0.071 1.1E+08 42.80 3.5740 0.126 2.0E+08 75.95 6.3350 0.197 3.1E+08 118.75 9.9060 0.287 4.5E+08 173.01 14.4270 0.403 6.3E+08 242.93 20.2480 0.567 8.9E+08 341.80 28.48
ton/m2
ton/m2
Ht
Cv
Stot
Time of Consolidation, tc
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.000
5
10
15
20
25
30
35
Allowable Bearing Capacity
Allowable bearing capacity
allowable uplift capac-ity
IMMEDIATE SETTLEMENT
References: Foundation Engineering (Braja M. Das)Contact Pressure:
= 0.2 Beban tanah uruganInf. Coefficient (Ip) = 1.12 Beban slab
Beban hidupm = 1.0342 cm
TotalCONSOLIDATION SETTLEMENT
References: Foundation Engineering (Braja M. Das)
z1 (m) Δσ' (ton/m2) Cc/Cr e01.7 2.5 1.5 0.646 0.53 1.123 0.070.7 10 10 0.033 0.53 1.64 0.000.7 17.7 21 0.008 0.53 1.64 0.00
Total Consolidation Settlement = 0.08
7.919716
SETTLEMENT TIME
mcm2/sec
m
Settlementm
0.0000.0080.0160.0240.0320.0400.0480.0550.063
Poisson's Ratio (u)
g (ton/m3) σ` (ton/m2) ΔSc (m)
Contact Pressure:Beban tanah urugan = 3.06 t/m2Beban slab = 0.48 t/m2Beban hidup = 0.5 t/m2
= 4.04 t/m2
Data CPT 1
Depth Thickness qc qc C ф γ(m) (m) (kg/cm2) (t/m2) (t/m2) deg (t/m3) (t/m2)0 0 0 0 0.00 15 1.6 01 1 10 100 1.67 20 1.6 1.62 1 15 150 2.50 22 1.6 3.23 1 12 120 2.00 21 1.6 4.84 1 17 170 2.83 22 1.6 6.45 1 15 150 2.50 22 1.6 86 1 11 110 1.83 21 1.6 9.67 1 14 140 2.33 21 1.6 11.28 1 7 70 1.17 20 1.6 12.89 1 6 60 1.00 19 1.6 14.4
10 1 7 70 1.17 20 1.6 1611 1 10 100 1.67 20 1.6 17.612 1 6 60 1.00 19 1.6 19.213 1 15 150 2.50 22 1.6 20.814 1 10 100 1.67 20 1.6 22.415 1 12 120 2.00 21 1.6 2416 1 20 200 3.33 23 1.6 25.617 1 23 230 3.83 23 1.6 27.218 1 35 350 5.83 25 1.6 28.819 1 30 300 5.00 24 1.6 30.420 1 37 370 6.17 26 1.6 3221 1 45 450 7.50 27 1.6 33.622 1 65 650 10.83 29 1.6 35.223 1 80 800 13.33 30 1.6 36.824 1 250 2500 41.67 42 1.6 38.4
s'v
TABEL KOMPARASI Pondasi Dangkal
DB Diameter (mm) Depth Qall (ton) DB1 300 x 300 25 44.12 1
22 300 x 300 25 47.47 3
43 300 x 300 25 69.85 5
64 300 x 300 25 37.25 7
85 300 x 300 25 105.11 9
6 300 x 300 25 54.41
7 300 x 300 25 53.19 Desain SpringDB
8 300 x 300 25 52.71 12
9 300 x 300 25 56.31 3456789
Pondasi Dangkal Settlement
Dimensi (m) Depth qall (ton/m2) DB Consolidation (cm)2 x 2 0.8 0.78 1 4.32 x 2 0.8 19.82 2 6.22 x 2 0.8 15.85 3 2.42 x 2 0.8 15.85 4 1.392 x 2 0.8 21.78 5 1.272 x 2 0.8 11.91 6 5.092 x 2 0.8 15.85 7 9.022 x 2 0.8 9.92 8 4.432 x 2 0.8 11.91 9 7.92
Desain Springqall (ton/m2) SF Ks b h Ks Pojok
0.78 2.5 78 0.5 0.5 4.87519.82 2.5 1982 0.5 0.5 123.87515.85 2.5 1585 0.5 0.5 99.062515.85 2.5 1585 0.5 0.5 99.062521.78 2.5 2178 0.5 0.5 136.12511.91 2.5 1191 0.5 0.5 74.437515.85 2.5 1585 0.5 0.5 99.06259.92 2.5 992 0.5 0.5 62
11.91 2.5 1191 0.5 0.5 74.4375
Ks Pinggir Ks Tengah9.75 19.5
247.75 495.5198.125 396.25198.125 396.25272.25 544.5
148.875 297.75198.125 396.25
124 248148.875 297.75
DB
1 12 0.7 25 262 12.5 1.8 25 273 12 1.41 24 264 10.8 2.55 27 305 10.8 2.4 22 256 12 1 23 247 10.8 1.75 23 258 10.8 1.5 24 269 10.8 2.5 23 26
Elevasi 0,0 penyelidikan tanah
Tinggi Timbunan Tertinggi (m)
Final Set Depth from Borlog Data
(m)Estimasi Panjang
Tiang (m)