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Gouw-180617-Pile Load Test FAQ-Published IC GEOTECHNICS YOGYAKARTA, 24-26 JULY 2018 Proceeding of International Conference on Geotechnics “Sustainable Development Challenges in Geotechnics” Main Organizer: Universitas Universitas Atma Jaya Yogyakarta Gadjah Mada Supporting Co-organizer: Institution: Indonesian Society for Geotechnical Engineering Proceeding International Conference on Geotechnics (IC Geotechnics) “Sustainable Development Challenges in Geotechnics” Royal Ambarrukmo Plasa Yogyakarta, 24 – 25 July 2018 Organized by: Universitas Atma Jaya Yogyakarta Universitas Gadjah Mada National Taiwan University of Science and Technology University of Southern Queensland Publisher: IC Geotechnics Jl. Grafika No. 2 Kampus UGM, Yogyakarta 55281 Phone: +62-274-513665 Proceeding International Conference on Geotechnics (IC Geotechnics) “Sustainable Development Challenges in Geotechnics” International Conference on Geotechnics, 24-26 July, 2018 Yogyakarta, Indonesia Table of Contents Title page i Title back page ii Foreword iii Table of Contens iv Pile Load Test Frequently Asked Questions 1 (T.L Gouw, A. Gunawan) Active Faults Identification for Dam Safety Against Earthquakes 13 (D. Djarwadi) 3D Assessment of Rainfall-induced Slope Movements and Risk Mitigation Strategies 20 (Wei He, Barry Kok, Sangmin Lee) Bridge Approach Embankments on Rigid Inclusions 29 (M. Rizal & K. Yee) Design of Rapid Impact Compaction at the New Yogyakarta International Airport 39 (Mathew Sams, Wei He, Jeremy Gamaliel, and Barry Kok) Effects of Model Scale Due to Displacement Factor for Nailed-slab Pavement System 49 (Anas Puri) Initial Recommendation Criteria for Distinguishing Between Landslides 54 and Mudflows Based on Several Case Studies in Java and Bali (B. Widjaja, D. Pascayulinda) Slope Stability of Metamorphic Rock Based on Limit Equilibrium 61 Method of Poboyo Gold Mine, Palu, Central of Sulawesi (Sriyati Rahmadani, Ahmad Rifa’i, Wahyu Wilopo, and Kabul Basah Suryolelono) Deterioration Depth of Cement Treated Clay Under Sulfate Exposure 67 (T. Pradita, L. Handoko, S. Gunawan, and J. T Hatmoko) Analysis of Failure Base Plate Anchor Flare Stack Foundation and Repair Method 78 (Sulardi) The Analysis of Rockbolt Reinforcement on the Tunnel 83 by Mohr Coulomb Approach Model and Hardening Soil Model (Hanindya K. Artati and Dias Dwi Hatmoko) Effect of Matric Suction Change on Pile Foundation Capacity in Unsaturated Soils 94 (H. Pujiastuti, A. Rifa’i, A. D. Adi, and T. F. Fathani) 4 International Conference on Geotechnics, 24-26 July, 2018 Yogyakarta, Indonesia Pile Load Test Frequently Asked Questions T. L. Gouw Associate Professor, Post Graduate Program, Universitas Katolik Parahyangan, Bandung, INDONESIA [email protected] A. Gunawan Department of Civil and Environmental Engineering, Bina Nusantara University, Jakarta, INDONESIA [email protected] ABSTRACT There are a few available methods to obtain load-settlement curve of a pile. Likewise, there are many methods to determine the ultimate pile capacity from a load-settlement curves. Although pile load tests have been widely used over the past decades, there are still many questions regarding its practice and interpretation. Frequently asked questions include: when does a pile test considered to have failed? From an economic point of view, a failure in pile load test can cost quite a lot of money. To what load can the pile be loaded till it is considered to have failed? Can a pile loaded to failure still be used as a working pile? Is pile driving analyzer (PDA) test reliable? Can PDA test replace static load test? Is it necessary to calibrate PDA test results with static load test results? Why is PDA test result interpreted as 1 dimensional wave and not 3 dimensional? What is bidirectional pile load test (also known as O’cell)? When should O’cell be used? Can a pile tested with O’cell be used as a working pile? What are the differences between kentledge load test, static load test with reaction piles and bidirectional pile load test? Do the three different pile tests produce the same results? This paper aims to shed light on these questions. Keywords: Pile static load test, Dynamic load test, Bidirectional test, Ultimate pile capacity, Fail Pile 1 INTRODUCTION • PDA test is interpreted with one dimensional theory, why not three dimensional? Foundation piles have been used for over one hundred • Can a PDA test be manipulated? years. There are many methods to construct the piles. • What is a bidirectional load test or O’ Cell? When Likewise, there are also many methods to test the pile is it necessary to apply this test method? capacity. In Indonesia, foundation piles are very • Can a pile tested by bidirectional load test still be common, and engineers in Indonesia are willing to used as a working pile? adopt state-of-the-art testing methods. From the common kentledge loading test, static load test with • Will a pile tested by kentledge load test, static load reaction piles, dynamic loading test (also known as test by reaction pile, and bidirectional test give the PDA - pile driving analyzer), to the more recent one, same results? bidirectional test, also known as Osterberg Cell or O- The paper first discusses what ultimate pile capacity is, cell for short. Although these testing methods have the principles of each pile tests, followed by answers to been widely adopted in Indonesia, there are still the above questions. questions regarding these testing methods. Often, engineers have different perspective on the practice of these testing methods. This paper aims to shed light to 2 ULTIMATE PILE CAPACITY the following frequently asked questions: Eurocode 7 (BS EN 1997-1, 2004) defines ultimate pile capacity, also known as ultimate limit states, as • A pile load test should not be determined as failure compressive or tensile resistance failure of a single or as the project owner has spent thousands or tens of piles system. However, according to Fellenius (2017), thousands of US dollars for it. So, in what scenario “Ultimate pile capacity” is a very imprecise concept in does a pile load test considered to have failed? most soil conditions. This can be clearly seen from a • Can a pile tested to “failure” still be used as a typical load-settlement curve shown in Figure 1. As working pile? shown in Figure 1, pile “capacity” continues to increase • Is PDA test reliable enough to replace static load the further it is loaded. So, when does a pile really fail? test? Is it necessary to calibrate PDA test results Figure 2 shows the 3 types of load-settlement curve that with static load test results? can be obtained in field. The first type is a general failure, which as stated previously, the pile capacity continues to increase with pile movement. The second 1 International Conference on Geotechnics type is punching failure with a relatively constant (Fellenius, 2017). The relative movement required is capacity, in which pile continues to move under independent of pile size, but dependent on soil type and constant load. The third type is punching failure with a roughness of the pile. reduction in capacity. Geotechnical pile failure only occurs when type 2 or type 3 occurs. For type 2 and 3, The magnitude of shaft resistance mobilized is a true “ultimate” capacity can be defined. It is dependent on the magnitude of relative movement and important to differentiate the peak and ultimate soil type. This behavior is easily observed from direct capacity for type 3. These three types of curve obtained shear test results shown in Figure 3. For loose sand or can be explained with ultimate shaft resistance and toe normally consolidated clay, shaft resistance (shear resistance. resistance) continues to increase with shear displacement. Once the displacement is large enough, the ultimate shaft resistance is reached, in which the resistance stays constant. For dense sand or overly consolidated clay, shaft resistance continues to increase until a peak shaft resistance is reached. From there, the shaft resistance decreases with movement, until ultimate shaft resistance is reached. Figure 1. Typical load-settlement curve from a pile-load test in medium dense sand. Figure 3. Shear stress versus shear displacement on dense and loose sand (Modified after Das, 2014). 2.2 Toe Resistance Unlike shaft resistance which has an ultimate value, toe resistance does not. The load-movement of pile toe is a function of the stiffness and effective stress of the soil. Figure 4 shows an example of load versus pile toe movement. The figure shows the unit toe resistance developed in a 1.5 m and 1.8 m diameter piles against Figure 2. Three types of load settlement curve: 1 – general failure, 2 – punching failure with constant capacity, 3 – their respective movement. It can be seen that even punching failure with reduction in capacity. after a large movement of 150 mm, which is nearly 10% the pile diameter, the load-movement curve has no indication of reaching “failure”. 2.1 Ultimate Shaft Resistance Development of shaft resistance is the consequence of 2.3 Failure in pile relative movement between the pile and soil. If the pile The three types of failure shown in Figure 2 can be settles more than the soil, a positive shaft resistance is explained from the ultimate shaft and toe resistance. generated. Whereas, when the soil settles more than the For general failure, although ultimate shaft resistance soil, a negative shaft resistance is generated. To fully has been mobilized, the toe resistance can continue to mobilize shaft resistance, very small relative develop resistance as it is further loaded. For punching movement is required, often only a few millimeters failure, the pile has majority of its capacity from the 2 International Conference on Geotechnics, 24-26 July, 2018 Yogyakarta, Indonesia shaft resistance. Hence, when the shaft resistance is Figure 1. In this example, the ultimate pile capacity is fully mobilized, the toe does not have sufficient 2300 kN and 1480 kN based on the Eurocode 7, and capacity to sustain the current load and self-weight of Indonesian Standard respectively.
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