A Novel Approach Proposal for Estimation of Ultimate Pile Bearing Capacity Based on Pile Loading Test Data
Abstract
:1. Introduction
2. Materials and Methods
2.1. Study Parameters
2.2. Method
2.2.1. Direct Standard Penetration Test Methods for Determining Ultimate Pile Bearing Capacity
2.2.2. Indirect Standard Penetration Test Methods for Determining Ultimate Pile Bearing Capacity
2.2.3. Finite Element Method (Plaxis 2D)
2.2.4. Pile Loading Test Evaluation Methods Based on Mathematical Model
2.2.5. Description of The Proposed Method
- I.
- The load-settlement relationship needs to be examined at the logarithmic level.
- II.
- While extrapolating based on the mathematical model, it has been determined that using the distribution within the linear part before a failure will give a conservative failure load, while using the distribution within the linear section after failure will give an excessive failure load. For this reason, it has been seen that extrapolating over the distribution in the parabola during the load will give the ideal result.
- Stage: The expression of settlement at the logarithm load base is calculated (Equation (13)).
- 2.
- Stage: The settlement expressions on the logarithm load base are summed (Equation (14)).
- 3.
- Stage: The coefficient defined by the symbol K is found (Equation (15)).
3. Results and Discussion
3.1. Finding the Ultimate Pile Bearing Capacity Directly by Standard Penetration Test
3.2. Finding the Ultimate Bearing Capacity of the Pile by Indirect Standard Penetration Test
3.3. Finite Element Method (Plaxis 2D)
3.4. Evaluation Methods of Pile Loading Test Based on Mathematical Models
4. Conclusions
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Conflicts of Interest
References
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Date/Test Pile No | Type of Manufacture | Working Type of Piles | Section Geometry | |
---|---|---|---|---|
Diameter (D) | Length (m) | |||
1 | Bored | Pressure | 1.20 | 36.00 |
2 | Bored | Pressure | 1.00 | 25.00 |
3 | Bored | Pull-Out | 0.80 | 18.00 |
4 | Bored | Pressure | 1.00 | 20.00 |
5 | Bored | Pressure | 1.00 | 34.00 |
6 | Bored | Pressure | 0.80 | 26.00 |
7 | Bored | Pressure | 0.65 | 25.00 |
8 | Driven | Pull-Out | 0.65 | 30.30 |
Test Pile No | Groundwater Level | Ground Conditions | z | c’ | cu | Φ’ | E50 | ν | Na(awg) |
---|---|---|---|---|---|---|---|---|---|
(m) | (m) | (kPa) | (kPa) | (°) | (MPa) | ||||
1 | ±0.00 | Weathered rock | 0.00–16.00 | 30.53 | - | 19.38 | 387.60 | 0.25 | - |
Sandy silty clay | 16.00–36.00 | - | 160 | - | 160 | 0.495 | 38 | ||
2 | ±0.00 | Weathered rock | 0.00–2.50 | 22.22 | - | 22.96 | 405.9 | 0.25 | - |
Sandy silty clay | 2.50–7.30 | - | 84 | - | 84 | 0.495 | 20 | ||
Sandy silty clay | 7.30–25.00 | - | 135 | - | 135 | 0.495 | 32 | ||
3 | ±0.00 | Weathered rock | 0.00–2.00 | 22.22 | - | 22.96 | 405.9 | 0.25 | - |
Sandy silty clay | 2.50–7.30 | - | 84 | - | 84.0 | 0.495 | 20 | ||
Sandy silty clay | 7.30–18.00 | - | 135 | - | 135.0 | 0.495 | 32 | ||
4 | ±0.00 | Weathered rock | 0.00–8.00 | 18.08 | - | 25.79 | 425 | 0.25 | - |
Sandy silty clay | 8.00–11.00 | - | 78 | - | 78 | 0.495 | 18 | ||
Sandy silty clay | 11.00–20.00 | - | 147 | - | 147 | 0.495 | 34 | ||
5 | ±0.00 | Sandy silty clay | 0.00–7.50 | 31.09 | 21.25 | 436.4 | 0.25 | - | |
Sandy silty clay | 7.50–34.00 | 185 | - | 185 | 0.495 | 43 | |||
6 | ±0.00 | Weathered rock | 0.00–24.00 | 0 | - | 38 | 50 | 0.30 | - |
Sandy silty clay | 24.00–26.00 | - | 180 | - | 180 | 0.495 | - | ||
7 | 6.50 | Clay | 0–2.80 | 17 | 17 | 0.495 | 4 | ||
Clay | 2.80–8.00 | 26 | 26 | 0.495 | 6 | ||||
Clay | 8.00–11.00 | 73 | 73 | 0.495 | 17 | ||||
Clay | 11.00–19.50 | 91 | 91 | 0.495 | 21 | ||||
Clay | 19.50–22.00 | 130 | 130 | 0.495 | 30 | ||||
Clay | 22.00–25.00 | 95 | 95 | 0.495 | 22 | ||||
8 | 6.00 | Clay | 0–2.95 | 13 | 13 | 0.495 | 3 | ||
Clay | 2.95–7.65 | 26 | 26 | 0.495 | 6 | ||||
Clay | 7.65–15.15 | 69 | 69 | 0.495 | 16 | ||||
Clay | 15.15–20.15 | 104 | 104 | 0.495 | 24 | ||||
Clay | 20.15–30.30 | 117 | 117 | 0.495 | 27 |
Process Step | Settlement Δ(mm) | Load Q (tons) | |||
---|---|---|---|---|---|
- | 0.000 | 0.00 | - | 0.4653 | - |
1 | 1.250 | 25.00 | 0.0693 | 3.5768 | |
2 | 3.000 | 50.00 | 0.2808 | 2.0575 | |
3 | 4.500 | 75.00 | 0.3484 | 1.6564 | |
4 | 6.750 | 100.00 | 0.4147 | 1.2625 | |
5 | 10.125 | 125.00 | 0.4795 | 0.9337 | |
6 | 15.188 | 150.00 | 0.5429 | 0.6776 | |
7 | 22.781 | 175.00 | 0.6052 | 0.4853 | |
8 | 34.172 | 200.00 | 0.6665 | 0.3443 | |
9 | 68.344 | 225.00 | 0.7800 | 0.1818 | |
Total: 4.1873 Number of samples (n): 9 |
Methods | Number of Data | Value Range (tons) | Minimum Value (tons) | Maximum Value (tons) | Avarage (tons) | Standard Error (tons) | Standard Deviation (tons) | Variance (ton2) |
---|---|---|---|---|---|---|---|---|
Chin-Kondner [21] | 8 | 1913.0 | 235.0 | 2148.0 | 976.0 | 230.3 | 651.5 | 424,442.0 |
Decourt (1999) [23] | 8 | 2445.0 | 230.0 | 2675.0 | 990.6 | 277.2 | 784.0 | 614,710.3 |
Ozkan-Alku [24] | 8 | 1482.0 | 209.0 | 1691.0 | 729.0 | 169.2 | 478.6 | 229,052.6 |
Recommended Method | 8 | 1059.0 | 206.0 | 1265.0 | 623.4 | 134.4 | 380.1 | 144,465.7 |
Decourt (1995) [5] | 8 | 1398.0 | 277.0 | 1675.0 | 783.0 | 178.5 | 504.8 | 254,861.7 |
Bazaraa and Kurkur [4] | 6 | 1338.0 | 246.0 | 1584.0 | 770.7 | 207.5 | 508.4 | 258,442.3 |
O’Neil and Reese [9] | 6 | 1377.0 | 211.0 | 1588.0 | 764.2 | 209.3 | 512.7 | 262,867.0 |
Kulhawy and Jackson [10] | 6 | 1164.0 | 204.0 | 1368.0 | 628.8 | 171.7 | 420.6 | 176,893.8 |
Plaxis 2D [55] | 8 | 1152.0 | 284.0 | 1436.0 | 739.0 | 156.2 | 441.7 | 195,062.6 |
Chin-Kondner | Decourt (1999) | Ozkan-Alku | Recommended Method | Decourt (1995) | Bazaraa and Kurkur | O’Neil and Resee | Kulhawy and Jackson | Plaxis 2D | |
---|---|---|---|---|---|---|---|---|---|
Chin-Kondner [21] | 1 | 0.966 | 0.977 | 0.984 | 0.983 | 0.989 | 0.983 | 0.979 | 0.929 |
Decourt (1999) [23] | 0.966 | 1 | 0.983 | 0.944 | 0.946 | 0.968 | 0.967 | 0.994 | 0.851 |
Ozkan-Alku [24] | 0.977 | 0.983 | 1 | 0.97 | 0.936 | 0.949 | 0.943 | 0.974 | 0.837 |
Recommended Method | 0.984 | 0.944 | 0.97 | 1 | 0.964 | 0.951 | 0.95 | 0.941 | 0.911 |
Decourt (1995) [5] | 0.983 | 0.946 | 0.936 | 0.964 | 1 | 0.993 | 0.994 | 0.966 | 0.972 |
Bazaraa and Kurkur [4] | 0.989 | 0.968 | 0.949 | 0.951 | 0.993 | 1 | 0.998 | 0.987 | 0.938 |
O’Neil and Reese [9] | 0.983 | 0.967 | 0.943 | 0.95 | 0.994 | 0.998 | 1 | 0.986 | 0.939 |
Kulhawy and Jackson [10] | 0.979 | 0.994 | 0.974 | 0.941 | 0.966 | 0.987 | 0.986 | 1 | 0.874 |
Plaxis 2D [55] | 0.929 | 0.851 | 0.837 | 0.911 | 0.972 | 0.938 | 0.939 | 0.874 | 1 |
(I) Method | (J) Methods | Avarage Difference (I−J) | Standard Error | Significance (p) | 95% Confidence Interval | |
---|---|---|---|---|---|---|
Lower Limit | Upper Limit | |||||
Recommended Method | Chin−Kondner [21] | −352.63 | 269.25 | 0.924 | −1220.65 | 515.40 |
Decourt (1999) [23] | −367.25 | 269.25 | 0.906 | −1235.27 | 500.77 | |
Ozkan−Alku [24] | −105.63 | 269.25 | 1.000 | −973.65 | 762.40 | |
Decourt (1995) [5] | −159.63 | 269.25 | 1.000 | −1027.65 | 708.40 | |
Bazaraa and Kurkur [4] | −147.29 | 290.82 | 1.000 | −1084.86 | 790.28 | |
O’Neil and Reese [9] | −140.79 | 290.82 | 1.000 | −1078.36 | 796.78 | |
Kulhawy and Jackson [10] | −5.46 | 290.82 | 1.000 | −943.03 | 932.11 | |
Plaxis 2D [55] | −115.63 | 269.25 | 1.000 | −983.65 | 752.40 |
Load Q (tons) | |
---|---|
0.00 | 0 |
0.98 | 10 |
1.39 | 30 |
2.08 | 80 |
2.82 | 150 |
3.49 | 250 |
4.71 | 450 |
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Vural, İ.; Kabaca, H.; Poyraz, S. A Novel Approach Proposal for Estimation of Ultimate Pile Bearing Capacity Based on Pile Loading Test Data. Appl. Sci. 2023, 13, 7993. https://doi.org/10.3390/app13137993
Vural İ, Kabaca H, Poyraz S. A Novel Approach Proposal for Estimation of Ultimate Pile Bearing Capacity Based on Pile Loading Test Data. Applied Sciences. 2023; 13(13):7993. https://doi.org/10.3390/app13137993
Chicago/Turabian StyleVural, İsa, Halil Kabaca, and Semiha Poyraz. 2023. "A Novel Approach Proposal for Estimation of Ultimate Pile Bearing Capacity Based on Pile Loading Test Data" Applied Sciences 13, no. 13: 7993. https://doi.org/10.3390/app13137993