Pile Driving Analyzer Research Articles

Bearing Capacity of Precast Concrete Joint Micropile Foundations in Embedded Layers: Predictions from Dynamic and Static Load Tests according to ASTM Standards

In this paper, joint precast piles with a cross-section of 400 × 400 mm and a pin-joined connection were considered, and their interaction with the soil of Western Kazakhstan has been analyzed. The following methods were used: assessment of the bearing capacity using the static compression load test (SCLT by ASTM) method, interpretation of the field test data, and the dynamic loading test (DLT) method for driving precast concrete joint piles, including Pile Driving Analyzer (PDA by ASTM) and Control and Provisioning of Wireless Access Points (CAPWAP) methods. According to the results, the composite piles tested by the PDA (by ASTM) method differ by 15 percent compared to the static load method, while the difference between the dynamic DLT (by ASTM) method and the static load (by ASTM) method was only 7 percent. So, according to the results, the alternative dynamic method DLT (by ASTM) is very effective and more accurate compared to other existing methods.

Deep Foundation with Driven Precast Concrete Piles and Monitoring with Pile Driving Analyzer PDA

A practical case of deep foundation for an industrial plant in Puerto Natales is presented, using precast reinforced concrete piles that are driven into soft clays (Nspt < 5 blows/ft). Equipment and methods were used for the evaluation of the pile structural integrity and their geotechnical capacity by means of PDA monitoring (Pile Driving Analyzer) during driving. With the results of the PDA test, together with the CAPWAP computational tool, the design hypotheses were verified. During the execution of the project, it was possible to achieve the optimization of the embedment depth and the variation of the required number of piles.

The Effect of Setup Time in Geotechnical Resistance Factor of Driven Steel Piles in Alberta: a Case Study

Determining the bearing capacity of driven steel piles is a critical concern in geotechnical engineering particularly when constructing major structures in oil and gas and infrastructure projects in Alberta. To verify pile capacity, the pile driving analyzer (PDA) and static load tests (SLTs) are widely used. In recent years, PDA testing has become a regular part of pile quality assurance programs on projects and increasingly used as full-scale load tests. Several studies have shown that geotechnical resistance factor (GRF) values can be calibrated with the aim of PDA testing results which can help designers to potentially reduce the number and length of piles. Nevertheless, uncertainty remains regarding the extent to which the GRF value can be optimized following the implementation of the PDA. In this paper, a database of PDA tests and SLTs are compiled from several projects in Alberta, Canada. The primary objective of this study is to assess the impact of time on the recommended GRFs by several codes. To achieve this, the study employs a well-established probabilistic technique known as Monte Carlo Simulation (MCS) to quantify the influence of time, referred to as “setup time”. To enhance the assessment of setup time’s effect, the recorded bearing capacities are collected during two distinct time points: after the completion of pile installation or the end of drive (EOD) condition, and after a specific setup time at the Beginning-of-Restrike (BOR) condition. The results suggest that by taking into account the time impact, GRF values can be optimized, leading to an increase in factored pile resistance and ultimately resulting in a more cost-effective design process for steel-driven piles.

The Effectiveness of determining the Load-bearing Capacity of Piles based on the Results of Pile Dynamic Testing: The Case Study of Long An Province, Vietnam

Determining the load-bearing capacity of piles currently relies on various field experimental methods, with static pile compression loading testing and dynamic pile testing through Pile Driving Analysis (PDA) being widely accepted as reliable practices. However, the application of PDA tests faces limitations, especially in construction projects with weak soil profile while the static pile load test usually requires high testing costs. Consequently, the conventional dynamic pile testing method, checking the resistance through a number of dynamic hammer blows, is commonly utilized. Despite its prevalence, there has been limited research on the traditional dynamic pile testing method. In light of this, the present study aims to examine the traditional approach by analytical and numerical simulations. By doing so, it seeks to offer a more objective and comprehensive understanding of its effectiveness when compared to alternative methods.

Evaluation of Empirical Formulas to Estimate Axial Capacity of Bored Pile in West Java, Indonesia

Pile foundation is part of the substructure that plays an important role in carrying and supporting the load acting on it. Therefore, a proper foundation design by estimating the bearing capacity of pile foundation is needed to ensure the safety of the building foundation. To achieve better estimation of pile capacity, analysis of the axial bearing capacity should be verified by pile test results such as Static Loading Test or dynamic test with a Pile Driving Analyzer. Based on the pile test data, the values of the skin friction and end bearing resistance can be back calculated, and hence it can be used in the calculation of pile bearing capacity using empirical methods. In this study, bearing capacity analysis was performed for drilled pile foundations, which had been tested using Static Loading Test and Pile Driving Analyzer. The analysis was carried out by comparing the results of empirical calculations for each test pile with the results of field tests. The calculation results were then compared to the empirical adhesion factor (alpha) method, which is commonly used by practicing engineers in Indonesia, according to the methods proposed by Kulhawy (1984), Reese & Wright (1977), and Reese & O'Neil (1988). Based on the 104 test piles data, the results are more in good agreement with the adhesion factor proposed by Kulhawy (1984) with a correlation of undrained shear strength, cu of 8 NSPT, a correlation of unit skin friction for sandy soils of 2.2 NSPT, and a correlation of unit end bearing for sandy soils of 70 NSPT-ave.

Studi Komparatif Daya Dukung Pondasi Tiang Pancang Berdasarkan Hasil Pile Driving Analyzer Test dan N-SPT

The construction of the skidway in the southern part was planned using a pile foundation on the lower structure. Piles are used to channel the load received by the above part of the structure into the ground. The foundation of the structure must have a mast carrying capacity greater than the plan load that the foundation is capable of accepting. This research is important to find out whether the different methods implemented in the field produce different soil carrying capacity. This research will discuss the comparison of pile carrying capacity with field data and testing the carrying capacity of pole foundations. The method of accurate carrying capacity measurement is carried out by static loading with a test method with a loading scale of 2-3 times the planned load. Another method that can be done is HSDPT, which is a high strain dynamics pile test or a pile driving analyzer (PDA) Test. The test results of the analysis showed that there was only a 1% difference in results through an empirical approach with testing with CAPWAP and PDA tests on the southern cpp deck expansion project. The conclusion of this research that the difference in the method used does not have a large enough deviation to the results obtained when construction is carried out in the field.

Perbandingan Analisis Capwave Dengan Metode Hukum Kasus Dari Hasil Pengujian Daya Dukung Pondasi Bore Pile Dengan Pda Test (Studi Kasus Proyek Jembatan Ciloseh Kota Tasikmalaya)

Every building must have a foundation as well as the Ciloseh bridge in Tasikmalaya City which is currently still being built. The construction of the Ciloseh bridge with a deep foundation type is carried out in order to be able to withstand large loads on the bridge, to ensure the integrity of the bridge when it is used, the foundation testing is carried out with a Pile Driving Analyzer with reference to the HSDP or ASTM D-4945 standard to confirm the carrying capacity of the plan of 800 tons per mast. The foundation poles tested included P2, P3 as many as two poles and P4 one pole. This study is intended to compare the results of the CAPWAVE analysis with the case law method of testing the foundation pole with the PDA TEST. The method used in this study is to compare the results of the CAPWAVE analysis and the case law method from the results of the PDA TEST on the Ciloseh bridge project in Tasikmalaya City. Then the results of the PDA TEST related to the carrying capacity of the pole analyzed with CAPWAVE Software were compared with the calculation results of the case law method, which gave values of 907.59 tons (P2-12), 873.35 tons (P2-26), 875.15 tons (P3 – 14) 955.87 tons (P3 – 17) 692.94 tons (P4 – 5) with the case law method while the test results with CAPWAVE analysis gave a value of 899.3 tons (P2 – 12), 855.3 tons (P2 – 26), 1000 tons (P3 – 14), 1221 tons (P3 – 17), 738 tons (P4 – 5).

Calibration of resistance factors for reliability-based design of driven steel piles considering separate factors for toe and shaft resistances

ABSTRACT The LRFD method employs the geotechnical resistance factor (GRF) to design pile foundations. Different resistance mechanisms at the end and side of the pile lead to the requirement of separate GRF values for the shaft and toe capacities. The main aim of this study is to establish regionally separate GRFs for the toe and shaft resistances of pile foundations using different reliability analysis methods. A comprehensive database was gathered from field tests conducted in Alberta, Canada, involved 623 Pile Driving Analyzer (PDA) tests and 28 static load tests. Two criteria called ‘70% rule’ and ‘R ratio’ were used to evaluate the results. Due to certain limitations in the definition of the ‘70% rule’, the ‘R ratio’ method yielded more realistic results. The results indicated that employing separate GRFs for shaft and toe resistances can lead to a significant increase in the factored pile resistance when compared to the values suggested by the Canadian Foundation Engineering Manual (CEFM) in the case of redundant piles.

Using GA-ANFIS machine learning model for forecasting the load bearing capacity of driven piles

This paper is aimed to apply hybrid machine learning model namely GA-ANFIS, which is a combination of Adaptive Neuro-Fuzzy Inference System (ANFIS) and Genetic Algorithm (GA), for the prediction of total bearing capability of driven piles. A database of 95 Pile Driving Analyzer (PDA) tests carried out at the win power project in Hoa Binh province, Vietnam was used to develop hybrid model. The database was split into 70:30 ratio for training (70%) and validating (30%) model. Accuracy of the model was evaluated using statistical standard indicators: Coefficient of determination (R2), Mean Absolute Error (MAE), and Root mean squared error (RMSE). Results indicated that the GA-ANFIS model has a good performance in correct prediction of the total bearding capability of driven piles on both training (R2 = 0.976) and testing (R2 =0.925) datasets. Therefore, the GA-ANFIS hybrid model is a promising tool for quick and accurate prediction of the total bearing capability of driven piles for the consideration in design and construction of the structures.

The Bearing Capacity Analysis of Deep Foundation based on In-situ Dynamic Penetration Test Compared to Pile Driving Analyzer (PDA)

On road/ bridge construction, foundation stability analysis is carried out by reviewing the bearing capacity. At the planning stage, this aspect can be calculated based on empirical and numerical methods using In-situ Dynamic Penetration Test data. Meanwhile, at the implementation stage, the bearing capacity results are checked using Pile Driving Analyzer (PDA). Hereinafter, the bearing capacity result in the field is compared with the bearing capacity result at the planning stage whether they are appropriate or not. In this study, the results of bearing capacity based on empirical using Meyerhoff and Schmertmann and numerical methods using MIDAS GTS NX were compared with the results of the PDA test. This study takes an overview of the Semarang – Demak Toll Road Development Project Package 2 STA 16 + 075. The analysis was carried out based on three STA points. The results obtained show that the largest deviation value is when the PDA result is compared with the Schmertmann method, which is 0.59 and the smallest deviation is when comparing PDA with MIDAS 0.03. Both deviations are located on P 133F STA 16+711. This different deviation is due to the ultimate bearing capacity analysis based on empirical equations that only analyze single piles based on the original soil properties, while the MIDAS analysis also considers pile parameters and interface parameters. Moreover, in the PDA test, there are factors of environmental conditions.

Interpretation of In Situ State Parameters of Piezocone Penetration Tests in High Pile Rebound Soils

Abstract Cone penetrometer testing (CPT) was performed along with pile driving analysis (PDA) at six piling projects to determine typical soil characteristics encountered during excessive pile rebound. The PDA test was used to develop profiles of rebound versus elevation, while the CPT test was utilized to provide continuous variations of soil parameters with depth. In situ data from the CPT and PDA tests were matched based on depth and elevation, then averaged over four depth intervals ranging from 1B to 8B (B is the pile’s diameter). The results indicated that the rebound and non-rebound CPT data plots clustered in distinctive regions on the soil liquefaction assessment chart. The rebound data showed dilative behavior with state parameter values less than −0.125, while the non-rebound data exhibited contractive behavior, with larger state parameter values. Predictive models for estimating the magnitude of pile rebound in terms of normalized CPT data were thus developed using stepwise linear and nonlinear regression analyses. The results for these showed promising correlations between rebound, pore water pressure, cone tip resistance and state parameter predicted as a function of friction ratio. Additionally, the depth of soil layers underneath the pile’s toe was found to play a prominent role in controlling the extent and the amount of rebound. The CPT data as averaged over 4B and 8B intervals also showed a clear tendency to determine problematic pile rebound zones, though no such tendency was seen in data averaged over 1B and 2B intervals.

Evaluation of bearing capacity of PHC pipe piles via the dynamic and static loading test

Due to its faster implementation and potential cost savings for estimating the bearing capacity of PHC pipe piles, the High Strain Dynamic Test (HSDT) offers an alternative approach to Static Load Test (SLT). The report presents a bearing capacity study via those methods with a sliding micrometer. And a Pile Driving Analyzer (PDA) imported from the United States is employed, to determine the design parameters of pile foundation engineering and provide the error sources of bearing capacity. Sliding micrometers with cone-shaped rings are embedded in the inner side of the pile piles every 1 m for measuring the strain. The law of stress and strain at various depths during loading is presented in this paper. As a new concept, the “inflection point” is proposed by the relationship between shaft resistance and relative displacement of pile-soil. By comparing the SLT and HSDT, the relationship between toe resistance and settlement of pile is demonstrated. This paper analyses the reliability and precision, and explore the error source so as to provide theoretical evidence for trail-pile testing in future. And the error of bearing capacity between SLT and HSDT with CAPWAP studies shows that the HSDT could provide adequate results for assessing the bearing capacity of PHC pipe piles.

Comparison of Individual Bored Pile Bearing Capacity Using the Results of Standard Penetration Test (SPT) and Pile Driving Analysis (PDA) Test of the Railway Bridge Foundation

Prediction of the bearing capacity of deep foundations using analytical methods from the results of the standard Penetration Test has been carried out until now due to practical consideration. However, with the many types of empirical formulas proposed by various researchers, it is necessary to test the validity of the values predicted by the empirical formulas. During the construction stage, the bearing capacity of deep foundations can be checked using the Pile Driving Analysis (PDA) Test. This study aimed to compare the foundation bearing capacity prediction results using analytical methods of Luciano Decourt (1982), Reese and O'Neil (1999), and Building Standard Law of Japan with the results from PDA test. The comparison indicate that the analytical method of Luciano Decourt (1982) predict bearing capacity with the smallest error rate, which is 1.97% to 38.99% with safaty factor (SF) 2 to 3 on a relatively homogeneous and heterogeneous soil conditions. Prediction of bearing capacity of bored pile foundations using analytical methods O'Neil & Reese (1999) and Building Standard Law of Japan provide better performance for soil types which is dominated by cohesive soils with safety factor (SF) 2.

KOMPARASI KINERJA ALAT PILE DRIVING ANALYZER DAN SOFTWARE CAPWAP DALAM MENGHASILKAN DAYA DUKUNG ULTIMIT PONDASI TIANG

Buildings that stand on soft soil usually use a pile foundation. Testing the ultimate bearing capacity of pile foundations in the field is a Pile Driving Analyzer (PDA) tool. Besides being inexpensive to test, the results can also be known quickly. This tool is supported by a software called CAPWAP (CAse Pile Wave Analysis Program).In this paper, a performance comparison of the Pile Driving Analyzer (PDA) and CAPWAP (CAse Pile Wave Analysis Program) software will be presented in producing the ultimate bearing capacity of pile foundations. The results of both will be analyzed in such a way that the causes of the differences in the performance of the Pile Driving Analyzer (PDA) and the CAPWAP software are known.The results obtained show that the performance of the Pile Driving Analyzer (PDA) tool will not be optimal if the energy transferred to the pile foundation is too small. The energy given by the hammer when struck must be in the range of 1% - 2%, if it is smaller then the performance of the tool in producing the ultimate bearing capacity will not be representative. The difference in the ultimate bearing capacity between the PDA device and the CAPWAP software for energy transferred to the pile foundation (EMX) under the specified energy standard is 10.71% - 33.23%. Meanwhile, energy that meets the specified standards has a value between 0.24% - 1.80%.

ANALISIS PERBANDINGAN DAYA DUKUNG PONDASI TIANG PANCANG BERDASAR HASIL UJI SPT DAN PENGUJIAN DINAMIS

<p><em>The foundation work is one of the main works in bridge construction. Failure of the foundation will be fatal for the entire bridge construction. Therefore, it is necessary to test the bearing capacity of the pile to determine the installed foundation capacity. The most accurate and most expensive method for determining the bearing capacity of a pile is a static load test, which is a full-scale trial method of giving a load 2 or 3 times greater than the designed load. Another method that is more economical and entirely accurate is using the High Strain Dynamics Pile Test (HSDPT) or often called the Pile Driving Analyzer (PDA) Test. This PDA test took a sample of 18 points of 600 mm diameter </em><em>pre-stressed concrete piles</em><em> on the Kaligawe Bridge located on Jalan Kaligawe KM 2+350, Semarang, Central Java. Based on the core drilling results, the soil layer was dominated by clay with an N-SPT value < 30 to a depth of 45 meters. </em><em>The average bearing capacity of PDA test results is 432.4 tons or 0.4% greater when compared to the empirical approach based on N-SPT value (430.7 tons). The bearing capacity of the CAPWAP analysis is 401.0 tons or 7.3% less when compared to the PDA test, because the PDA test results are further processed using Signal Matching Analysis (SMA). CAPWAP analysis shows that the bearing capacity of piles is dominated by </em><em>friction resistance </em><em>by 71.7% and end resistance by 28.3% or by 4.4% difference when compared to the empirical approach, where the </em><em>friction resistance </em><em>value is 67.3% and end resistance is 32.7%. In general, it can be said that the PDA test is reliable enough to confirm the bearing capacity of the pile foundation that has been installed in the field.</em><em></em></p>

Analysis of the Carrying Capacity of the Pile Foundation Compared to Jacking System and Pile Driving Analyzer (PDA) Test

The foundation is a structure under the building that serves as a distributor of the load on it to the supporting ground layer. The pile capacity is obtained from the soil investigation results which is a sondir test. Sondir test is a technique of soil layer estimator to determine the type of foundation that will be used such as pile foundation. Hydraulic Jacking System is a equipment to pressure the pile. Pile Driving Analyzer Test is a system used for test the pile dynamically after erection. The purpose of this research is to know the method of bearing capacity of pile foundation calculation based on sondir data which approach Hydraulic Jacking System capacity and Pile Driving Analyzer Test capacity. This research method is quantitative. Data were collected using survey techniques. The survey technique is used to obtain generat data from the field. The data is processed using Schmertmann’s method, Philipponant’s method, and Andina’s method, and the results is compared with the Hydraulic Jacking System capacity and Pile Driving Analyzer Test capacity.

ASSESSMENT TO THE PILE BEARING CAPACITY OF INJECTION PILE BASED ON PILE DRIVING ANALYZER AND RE-INJECTION TEST RESULTS (CASE: EASTKAL PENAJAM PROJECT)

Injection piling method was used as the main pile driving method at the three warehouses in the Eastkal Penajam project, Kalimantan, Indonesia. The sub-soil compositions are dominated by clay and sandy soil with very soft to medium consistencies. By using injection pile equipment, it is possible to measure the pile bearing capacity from the loading gauge. Since the soil is dominated by clay, the friction capacity overtime will be improved. For that purpose, the piles were re-injected again after 3, 10, 11, and 25 days. To establish the forecasting expression of pile bearing capacity enhancement for other piles, non-linear regression analysis was performed. To verify the result, pile driving analyzer (PDA) test for selected piles was carried out. The results from PDA test were further analyzed by using both direct fields reading in the PDA data logger and the Case Pile Wave Analysis Program (CAPWAP). A linear regression analysis was carried out to complete the blank data due to the field measurement limitation. In addition to the obtained field data, theoretical analysis of pile bearing capacity with Luciano Decourt method is carried out. From the comparisons of all data, it can be concluded that re-injection pile method provides the highest safety factor followed by PDA test, CAPWAP analysis, and theoretical design calculation with Luciano Decourt method.

Driven cast-in-situ piles installed using hydraulic hammers: Installation energy transfer and driveability assessment

The ability of hydraulic pile driving hammers to overcome energy losses during freefall enables a greater proportion of the impact energy to be transferred to the pile than is possible with diesel hammers. This percentage, termed the energy transfer ratio, is not routinely measured in practice however, and there is an element of uncertainty regarding appropriate energy transfer ratios to adopt in driveability analyses. In light of such uncertainties, the energy transfer ratios of four- and five-tonne hydraulic hammers were assessed during installation of driven cast-in-situ (DCIS) piles at several sites in the United Kingdom. The piling rigs were fitted with instrumentation enabling the hammer velocity (and hence kinetic energy) at impact to be inferred for each blow during installation, with the corresponding energy transferred to the closed-ended steel installation tube ascertained using a Pile Driving Analyzer. The results of the study showed that energy transfer ratios were strongly dependent on the hammer drop height, with transfer ratios of 90% and above only achievable for drop heights in excess of 50% of the maximum value. Driveability analyses using measured energy transfer ratios from the fieldwork, as well as the traditional method using an assumed energy transfer ratio which is independent of drop height, yielded good agreement with measured driving records at a clean sand site. In contrast, poorer predictions were apparent for both methods at another site, where the coarse-grained strata had higher fines contents and significant layering, with the traditional method (assumed energy transfer ratio) over-predicting the maximum transferred energy and concealing the influence of dynamic soil properties on driveability. The findings of the study would suggest that lower energy transfer ratios may need to be considered in driveability predictions for these pile types (i.e. steel or DCIS piles) if lower drop heights are used during driving.

CAPACITY ANALYSIS OF SINGLE PILE BEARING CAPACITY BASED ON STATIC METHOD AND N-SPT TEST ON PILE DRIVING ANALYZER TEST (CASE STUDY OF PT. ASAHI FORGE INDONESIA PHASE II PROJECT)

Soil investigation has an important role before building a building. The carrying capacity of the soil obtained from the results of soil investigations is very influential on the shape and dimensions of the foundation itself. In the PT.Asahi Forge Indonesia Project, the SPT test data is out of sync with the actual piling results related to embedded pile penetration. The design plan for piles with a length of 7 m based on the N-SPT test turned out that in the field, the piles achieved a bearing capacity at a depth of 9 meters. The final project aims to analyze and compare the carrying capacity of a single pile based on static methods and N-SPT test on the Pile Driving Analyzer. The method used in this research is the study method of laboratory test results and N-SPT. Work steps include; preparation, literature study, data collection, carrying capacity analysis, and comparison of analysis results. The results of the analysis of the carrying capacity of the piles based on the static method by the (Vijayvergiya & Focht, 1974) method amounted to 549,201 kN; The (McClelland, 1974) Method of 426,292 kN; The U.S Army Corps Method is 459,545 kN and the Tomlinson (1977) Method is 474,191 kN. While the results of N-SPT were bearing piles bearing capacity with the Mayerhof (1956) method of 738,645 kN and the Schmertmann (1967) Method of 451,327 kN. Based on these results, the N-SPT test based on the Mayerhof (1956) Method of 738,645 kN was the closest to the PDA test results of 755,116 kN. The comparison of the results of the analysis between the static test, N-SPT and PDA test is 19: 24: 30. This means that the carrying capacity of the static pile and PDA test has a difference of 37% while between the N-SPT and PDA test has a difference of 20%.

Study of pile bearing capacity based on calendering and pile driving analyzer at the faspel development project of Ketek Sikara-kara Mandailing Natal district (North Sumatera, Indonesia)

The deep foundation at the Ketek Sikara-kara wharf is the function of foundation that distribute the load from the upper structure of the building to the soil on the bottom of building to the hard soil layer, without effecting shear failure and settlement, has a bearing capacity allowed. The function of Pile Driving Analyzer (PDA) at Parlimbungan Ketek Sikara-kara wharf to determine the bearing capacity of pile and also control to calendering test result, then this researched were tested the pile driving analyzer at 8 sections of pile from 84 sections of calendering pile (10% of the number of sections setting up). Obtained calendering results of lowering is equal to 0.60, 071, 045, 060, 053, 041, 065, 060 fulfilled the specification allowed ≤ 1 inch (2.54 cm). The largest value of pile calendering bearing capacity is 128.52 Ton and the smallest bearing capacity is 73.29 Ton more larger than the allowable pile bearing capacity is 60.9 Ton. Pile driving analyzer results of the largest bearing capacity is equal to TP - B12 Ru 177 Ton more larger than the bearing capacity of pile is allowed on planning is 60.9 Ton and the smallest is equal to TP - B22 Ru 111 Ton more larger than the bearing capacity of pile is allowed on planning is 60.9 Ton.