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Soil Investigation Report

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Soil Investigation Report 1 URBAN REDEVELOPMENT AUTHORITY TERM CONTRACT FOR SOIL INVESTIGATION (URA/T/13/010) Soil Investigation Works At Fernvale Road (Parcel B) CONTENTS VOLUME I Page No. 1.0 INTRODUCTION 005 1.1 General 005 2.0 FIELD WORKS 006 2.1 General 006 2.2 Description of Field Investigation 006 2.2.1 Drilling 006 2.2.2 Undisturbed Sampling 006 2.2.3 Standard Penetration Testing 006 3.0 LABORATORY TESTING 007 3.1 General 007 3.2 Code of Practice 007 3.3 Physical Properties 007 3.3.1 Moisture Content 007 3.3.2 Bulk and Dry Density 007 3.3.3 Particle Density 007 3.3.4 Atterberg Limit 007 3.3.5 Grain Size Analysis 007 3.4 Mechanical Properties 008 3.4.1 Unconsolidated Undrained (UU) Triaxial Test 008 4.0 SOIL CLASSIFICATION 008 5.0 LIST OF GEOLOGICAL CROSS-SECTIONS 009 6.0 DESCRIPTION OF SOIL STRATA 009 REFERENCES 011 LIST OF TABLES Table 1.1 Quantity of Field Works and Laboratory Tests 012 Table 2.1 Classification / Symbol of Soil and Rock Type 013 Report No: ECGP 2531 URA ECON GEOTECH PTE LTD 3 URBAN REDEVELOPMENT AUTHORITY TERM CONTRACT FOR SOIL INVESTIGATION (URA/T/13/010) Soil Investigation Works At Fernvale Road (Parcel B) Table 2.2 Geological Stratigraphy of Singapore 014 Table 2.3 Identification and Description of Soils 015 Table 2.4 Weathering Classification of Soils / Rocks 017 Table 2.5 Plasticity Chart 018 Table 2.6.1 Classification of Clays/Silts from Shear Strength 019 Table 2.6.2 Classification of Clays/Silts from SPT results 019 Table 2.6.3 Classification of Sands from SPT Results 019 LIST OF FIGURES Fig. 2.1 Illustration of Boring Work 020 Fig. 2.2 Illustration of Standard Penetration Test 021 APPENDICES APPENDIX A · Location Plan 023 · Borehole Location Plan 024 · As-built Borehole Locations 025 · Cross-Sections 026 · Legends for different soil and rock types 027 · Borehole Logs 028-041 APPENDIX B · Laboratory Test Results of Physical, Mechanical & Chemical Properties of Soil & Water Samples 043-092 · Certificate of Accreditations 093 aõb Report No: ECGP 2531 URA ECON GEOTECH PTE LTD 4 1.0 INTRODUCTION 1.1 General On behalf of Urban Redevelopment Authority, Econ Geotech Pte Ltd has performed the Term Contract for Soil Investigation (URA/T/13/010). This report presents the factual results of Soil Investigation Works At Fernvale Road (Parcel B). The field investigation for this project was carried out between 10th February 2014 and 01st March 2014. The works described here in this report have been carried out as per the specifications and under the technical direction of the client. This report covers 5 boreholes. The particulars of this project are as follows: (a) Name of Project Soil Investigation Works At Fernvale Road (Parcel B) (b) Location Fernvale Road (c) Client Urban Redevelopment Authority (d) Main Contractor ECON Geotech Pte. Ltd. (e) Director Steven Ih Yeo (f) Project Manager Aung Moe (g) Period of Work Field Works v 10th February 2014 – 01st March 2014 Laboratory Works and Report v 17th February 2013 – 14th March 2014 (h) Scope of Work Field Works Ø Boreholes 5 Locations Moisture Content, Bulk & Dry Density, Laboratory Tests Particle Density, Grain Size Analysis, Atterberg Limit Tests, Triaxial (UU) Tests of Soil Samples. (Refer Table 1.1 & 1.2 for Quantities of Field and Laboratory Works) 5 2.0 FIELD WORKS 2.1 General The field works were generally carried out in accordance with BS 5930: 1999 “Code of Practice for Site Investigation” and as directed by the client. The Borehole Location Plan for proposed site investigation works is shown in Appendix-A. The co-ordinates and reduced levels of the boreholes are also presented in respective borelogs in Appendix-A. 2.2 Description of Field Investigation 2.2.1 Drilling This investigation was performed using rotary drilling rig. A cutting tool was attached to the drilling rod to drill through the soils, which produces 100mm diameter borehole. Circulated mud water was pumped through the hollow rods into the hole to stabilize the borehole and to wash out the soil debris (resulted due to drilling) to the ground surface by pressure. Partial casing was used to stabilize the borehole side apart from using mud circulation. Trial pits of size 1.0 x 1.0 x 3.0 m depth was generally excavated at every borehole location. The boreholes were terminated at the depths as suggested by the client. Illustration of Boring works are shown in (Fig.2.1) During the investigation, a site log was kept by the Geotechnical site supervisor to record soil descriptions, stratum changes, SPT and coring field records. 2.2.2 Undisturbed Sampling Undisturbed samples were generally collected at the depth of 3 m intervals in Kallang Formation, unless otherwise specified by the client. Before a sample was taken, the bottom of the borehole was cleaned. Each sample was then collected using a 75 mm diameter by 1000 mm long 'Shelby' type thin wall sample tube driven by hydraulic push. Samples of very stiff to hard soil were collected by using Mazier sampler. Thin wall piston samplers were used for very soft to soft soil. After a sample was retrieved from borehole, it was immediately labeled and sealed with wax at both ends before sending to laboratory. 2.2.3 Standard Penetration Testing Standard Penetration Tests (SPT) is generally performed at 3m interval in all soil layers, as it is shown in (Fig.2.2). Once the borehole reached the required test depth, the borehole was cleaned by flushing with water/mud before starting the test. The test was performed by using a split barrel type sampler with a 50.8 mm external and 34.9 mm internal diameter. The test was conducted in six stages, where each stage consisted of driving the sampler 75 mm into the soil by the use of a free fall 63.5 kg hammer (or monkey). The hammer was dropped from a height of 760 mm on to an anvil connected to the sampler by rods. The number of blows required for each 75mm penetration was noted and the final N-value is reported as the total number of blows required to achieve the last 300 mm of penetration, the initial 150 mm of penetration being to seat the sampler and by-pass any disturbance. If, however, 100 blows were reached before a penetration of 300 mm was achieved, the test was stopped and the penetration achieved recorded. 6 3.0 LABORATORY TESTING 3.1 General The various laboratory tests were performed on undisturbed samples based on the testing schedule approved by the consultant. The tests related to mechanical properties were performed in Econ Geotech Laboratory. The quantities of laboratory tests are summarized in Table 1.2 3.2 Code of Practice The laboratory tests were performed in accordance with the British Standard Code of Practice BS 1377 (1990) and as per terms of accreditation under the Singapore Accreditation Council – Singapore Laboratory Accreditation Scheme. The summaries and detailed test results are presented in Appendix-B. The results are also presented in respective borehole logs in Appendix-A.A 3.3 Physical Properties 3.3.1 Moisture Content To measure moisture content, a weighed specimen is taken from an undisturbed sample and placed in a tin, where it is oven dried at 105-110◦C for 18-24 hours. The soil is weighted after the drying and the weight of water is calculated simply by subtracting the two values. The moisture content is then defined as the percentage of the weight of water over weight of dry soil. 3.3.2 Bulk and Dry Density The bulk density is the measured weight of a solid cylindrical soil specimen taken from an undisturbed sample divided by its volume. The dry density was calculated from bulk density and moisture content. 3.3.3 Particle Density The particle density of a specimen is determined in accordance to BS 1377 using an oven dried representative portion of the undisturbed sample. The particle density is defined as the ratio of the weight of soil to the water needed to displace the soil particles. 3.3.4 Atterberg Limit The liquid limit of a specimen is derived using the cone penetrometer method as to BS 1377. The plastic limit is defined as the moisture content of a specimen at the point where it can be satisfactorily rolled into a 3mm diameter thread with just starting to crumble. The soils’ plasticity index is then derived by subtracting the plastic limit from the liquid limit. 3.3.5 Grain Size Analysis The grain size analysis has been carried out utilizing both sieve and hydrometer analysis. The sieve analysis was carried out by wet sieving method in which the material was first washed through a 2 mm test sieve nested in a 63 mm test sieve. The soils retained in the sieves were then dried in an oven. The dried soils were then sieved by dry sieving by passing the soils through a series of 7 square mesh sieves, which become progressively finer down to 63 mm mesh. Each fraction thus collected was then weighed and the percentage retained on each sieve was calculated by dividing individual weights by the total sample weight. The soils passing through 63 mm mesh was analyzed by sedimentation using hydrometer method. The hydrometer method involves measuring the rate of settlement of fine particles suspended in a solution. Utilizing the principle of Stokes’ law, particle size can be directly related to its rate of settlement in a fluid such as water.
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