DOCSLIB.ORG

Sarathy Geotech & Engineering Services Pvt

Total Page：16

File Type：pdf, Size：1020Kb

Download full-text PDF Read full-text
Sarathy Geotech & Engineering Services Pvt SARATHY GEOTECH & ENGINEERING SERVICES PVT LTD JUNE 2021 (ISO 9001:2015 & ISO 45001:2018 CERTIFIED COMPANY) TAILING DAM STABILITY ANALYSIS Tailings are the waste mineral that have been removed from the natural ore during the refining process. Tailings are usually in slurry form at the end of processing operation. This slurry is transported to the tailing disposal structure, typically, a pond or a dam. It is the function of tailing impoundment to retain the slurry for an extended time so that suspended tailings settle and fall at the bottom of impoundment. The decant system is used to remove the classified slurry water from the impoundment either for disposal or for ’reuse’ or reclamation purpose. Types of Tailing Embankment There are two basic types of structures used to retain tailings in impoundments, the raised embankment and the retention dam. Raised embankments are more popular than retention dam. Raised embankments can be constructed using upstream, downstream or centreline methods as shown in Figure 1. Tailings Seepage Seepage is the movement of water (contaminated and uncontaminated) through and around the dam and impoundment. Figure 1. Embankment Types (a) Upstream (b) centerline In conducting stability analysis of these dams, flow (c) Downstream or water retention (Source: Vick 1990) nets can be used to estimate seepage direction, volume and pore pressure at points within the embankment (CANMET 1977). A flow net is a graphical solution of Darcy's law to show steady flow through porous media and is often used to show ground water flow. The variables include flow characteristics (either in terms of flow or head), boundary condition of the area to be modelled, and information on the hydraulic conductivity within the area. TAILING DAM STABILITY ANALYSIS –A CASE STUDY Stability & seepage analysis for tailing dam at Tanzania Graphite was carried out by SGES as part of the project. Plan area of tailing dam was approximately 400mx600m.Topwidth of embankment section was 11m. Tailing dam was proposed as downstream method of construction in four phases using compacted waste rock material. U/s of the embankment had a slope of 1V:3H and D/s of the embankment had a slope of 1.5H: 1V. Plan and cross section of proposed tailing dam is provided in Figure 2 & Figure 3 respectively. Initial embankment (starter dyke) was proposed with clayey soil (compacted to 98%, +2% OMC). Geo fabric material was proposed to be placed between waste rock embankment, tailings and the basin of the Tailing storage facility (TSF). Toe drains were also proposed along the upstream toe of the clay embankment. Figure 2. Plan of Tailing Dam “The problem in this business isn’t to keep people from stealing your ideas; it's SGES - NEWS - 16 making them steal your ideas!” 1 - Howard Aiken [Type here] [Type here] [Type here] SARATHY GEOTECH & ENGINEERING SERVICES PVT LTD JUNE 2021 (ISO 9001:2015 & ISO 45001:2018 CERTIFIED COMPANY) Figure 3. Cross Section of Tailing Dam The underlain strata of the proposed tailing dam consist of overburden soil for depth of 3m followed by moderately weathered rock up to 15m. Fresh rock was present beyond 15m. Permeability of top soil was in the order of 10‐8 m/s. Slope Stability and Seepage Analysis Slope stability and steady seepage analysis were performed for each stage of embankment (pre‐deposition stage to Lift 3). Flooded condition was selected for analysis for both functional and non‐functional toe drain cases. Analysis was carried out for both static and pseudo‐static cases. The project site was located at ‘very strong’ to ‘destructive zone’ as per earthquake intensity zones in Africa (OCHA regional office for central and east Africa). A horizontal seismic coefficient of 0.05g was considered for the seismic analysis. All the analysis was carried out using ‘Slide 2’ software. Slide 2 is a 2D software program for evaluating the safety factor or probability of failure of circular and non‐circular failure surfaces in soil and rock slopes. Slide 2 analyses the stability of slip surfaces using vertical slice or non‐vertical slice limit equilibrium methods like Bishop, Janbu, Spencer and Sarma, among others. In this project study, Bishop’s simplified method was adopted for the analysis considering circular failure surface. Slide2 includes built in finite element ground water seepage analysis for steady state and transient conditions. Parameters used for the analysis are presented in Table 1, Table 2 and Table 3. Permissible factor of safety of 1.5 and 1.1 were considered for static and pseudo‐static analysis respectively, as per the South African Chamber of Mines Guideline (1996) and ANCOLD (1998) Table 1 :Embankment Properties Cohesion Angle of Internal Saturated Unit Hydraulic Description (kPa) Friction (º) Weight (kN/m3) Conductivity (m/s) Waste Rock 10 35 20 5x10-7 Clay 10 28 19 2.08x10-10 Tailings 0 32 15 3.57x10-6 Compacted Material @U/S face * 10 32 18 5x10-7 Table 2 : Foundation Properties Depth Cohesion Angle of Internal Friction Saturated Unit Description Hydraulic Conductivity (m/s) (m) (kPa) (º) Weight (kN/m3) 0-3 CLAY 10 28 19 1x10-8 3m below Rock 100 35 21 1x10-7 Table 3 : Support Properties Description Tensile Strength (kN/m) Hydraulic Conductivity (m/s) Geofabric – (Bidim A6) 20 4.3x10-3 HDPE -1.5mm thick ** 15 1x10-12 “The problem in this business isn’t to keep people from stealing your ideas; it's SGES - NEWS - 16 making them steal your ideas!” 2 - Howard Aiken [Type here] [Type here] [Type here] SARATHY GEOTECH & ENGINEERING SERVICES PVT LTD JUNE 2021 (ISO 9001:2015 & ISO 45001:2018 CERTIFIED COMPANY) RESULTS Summary of factor of safety for U/S and D/S slopes under steady seepage condition are presented in Table 4. Typical analysis output for final stage condition of embankment is presented in Figure 4. Table 4 : Summary of factor of safety for U/S and D/S slopes under steady seepage condition Factor of Safety Stage of Tailing Dam Construction Analysis condition Slope Direction Static Seismic D/S 1.81 1.65 Functional Toe drains U/S 4.87 3.91 D/S 1.53 1.38 Pre-deposition Non-Functional Toe Drain U/S 4.31 3.29 D/S 1.56 1.42 Functional Toe drains U/S 3.47 3.05 Lift -1 D/S 1.14 1.03 Non-Functional Toe Drain U/S 3.40 2.90 D/S 1.52 1.37 Functional Toe drains U/S 5.67 3.98 Lift -2 D/S 0.95 0.85 Non-Functional Toe Drain U/S 4.64 3.34 D/S 2.22 1.89 Functional Toe drains U/S 4.98 3.83 Lift-3 D/S 1.27 1.07 Non-Functional Toe Drain U/S 4.24 3.27 Recommendations for flattening the D/S slope for lift 1, lift 2 and lift 3 stages were provided as the factor of safety is less than the permissible limits (a) (b) Figure 4. (a) D/s Slope Stability with functional Toe Drains –Static (b) D/s Slope stability with Non- Functional Toe Drains –Seismic “The problem in this business isn’t to keep people from stealing your ideas; it's SGES - NEWS - 16 making them steal your ideas!” 3 - Howard Aiken [Type here] [Type here] [Type here] SARATHY GEOTECH & ENGINEERING SERVICES PVT LTD JUNE 2021 (ISO 9001:2015 & ISO 45001:2018 CERTIFIED COMPANY) MAJOR EVENTS AND ACHIEVEMENTS IN 1st SGES succesfully completed the NABL Quarter & 2nd Quarter 2021 surveillance Audit for ISO/IEC 17025:2017 Standards for Site, Laboratories (fixed and A. EVENTS IN 1st Quarter & 2nd Quarter 2021 mobile) SGES launched Site and Geotech Lab App Dr. CR Parthasarathy delivered a talk on the theme “Change In Practice Of Ubiquitous Spt In Dr. C R Parthasarathy has been re-elected as Site Characterisation” conducted by IGS Chairman of Bangalore Chapter, Indian Bengaluru Chapter & Dept of Civil Engineering Geotechnical Society. (IGS-Bangalore Chapter) IISc, Bangalore for the Second Consecutive Term Dr. CR Parthasarathy delivered a lecture on the C. HAPPENINGS IN SECOND HALF OF 2021 theme “Overview of geotechnical Investigations with Case Studies” conducted by SJC Instituite of Technology SGES will be conducting Online Quality Assurance/Quality Control & Testing of Deep Foundation (PDA training) on 06 and 07 August Mohammed Toufeeq delivered a talk on Short 2021. Term Training Programme (STTP) on Field Practices in Geotechnical Engineering jointly organised by SRM IST Indian Geotechnical The other online training courses offered are: Society Student Chapter, Department of Civil Engineering, SRM Institute of Science and o Pile Integrity Test Training (PIT) Technology and The Institution of Engineers (I), o Offshore Geotechnical Practices Kattankulathur Local Centre o Geophysical Survey – Theory & Case SGES conducted a full two day online training Studiesꞏ course - Quality Assurance/Quality Control & o Ground Improvement Techniques Testing of Deep Foundation for academicians, industrialists, practitioning engineers etc., o Geotechnical Investigation – Good Practice SGES conducted two days online expert talk programme - Overview of Offshore Geophysical D. SGES Fights COVID-19 Survey & Geotechnical Investigation by Le HMDung, Geozard Expert. SGES implemented robust virus prevention and containment protocols and honoured its commitment to lend a helping hand to fight the B. MILESTONES AND RECOGNITION pandemic. SGES conducted Vaccination drive- Onsite SGES Office/LAB SGES registered a new entity in United Arab Emirates. SGES launched mobile geotechnical laboratory with NABL accrediatation SGES was awarded the Top SME Business of the Year 2021 SGES was awarded the India's Growth Champions 2021 by the Economic Times and Statista SGES was re-certified for ISO 9001:2015 QMS and upgraded ISO 45001:2018 OH&SMS for safety by TUV India Private Limited “Strength and growth
Load more

Recommended publications
  • Spotlight on Pile Integrity Test
    Piles & Deep Foundations A Spotlight on Low Strain Impact Integrity Test Concrete piles and drilled shafts are an important category of foundations. Despite their relatively high cost, they become necessary when we want to transfer the loads of a heavy superstructure (bridge, high rise building, etc.) to the lower layers of soil. Pile integrity test (PIT), or as ASTM D5882 refers to it as "a low strain impact integrity test," is a common non-destructive test method for the evaluation of pile integrity and/or pile length. A pile integrity test can be used for forensic evaluations on existing piles, or quality assurance in new construction. The Integrity test is applicable to driven concrete piles and cast-in- place piles. What is Pile Integrity Test (PIT) ? Low strain impact integrity testing provides acceleration or velocity and force (optional) data on slender structural elements (ASTM D5882). Sonic Echo (SE) and Impulse Response (IR) are employed for the integrity test on deep foundation and piles. The test results can be used for the evaluation of the pile cross-sectional area and length, the pile integrity and continuity, as well as consistency of the pile material. It is noted that this evaluation practice is approximate. 647-933-6633 Website: fprimec.com Email: [email protected] Use PIT Method To Evaluate : Integrity and consistency of pile material (concrete, timber); Unknown length of piles, or shafts; Pile cross-sectional area and length. Limitations of Use : Like all other non-destructive testing solutions, the low strain pile integrity test has certain limitations. These limitations must be understood and taken into consideration in making the final integrity evaluation.
    [Show full text]
  • Cen/Tc 250/Sc 7 N 1508
    CEN/TC 250/SC 7 N 1508 CEN/TC 250/SC 7 Eurocode 7 - Geotechnical design Email of secretary: [email protected] Secretariat: NEN (Netherlands) pr EN1997-3 MASTER v2021.40 Submission Document type: Other committee document Date of document: 2021-05-03 Expected action: INFO Background: Committee URL: https://cen.iso.org/livelink/livelink/open/centc250sc7 CEN/TC 250 Date: 2021-04 prEN 1997-3:202x CEN/TC 250 Secretariat: NEN Eurocode 7: Geotechnical design — Part 3: Geotechnical structures Eurocode 7 - Entwurf, Berechnung und Bemessung in der Geotechnik — Teil 3: Geotechnische Bauten Eurocode 7 - Calcul géotechnique — Partie 3: Constructions géotechniques ICS: Descriptors: Document type: European Standard Document subtype: Working Document Document stage: v4 31/10/2019 Document language: E prEN 1997-3:202x (E) Contents Page 0 Introduction ............................................................................................................................................ 9 0.1 Introduction to the Eurocodes ......................................................................................................... 9 0.2 Introduction to EN 1997 Eurocode 7 .............................................................................................. 9 0.3 Introduction to EN 1997-3 ................................................................................................................. 9 0.4 Verbal forms used in the Eurocodes ............................................................................................10 0.5 National
    [Show full text]
  • West Bank Bypass Main Report 1
    EARTHQUAKE RECONSTRUCTION AND REHABILITATION AUTHORITY (ERRA) No. THE ISLAMIC REPUBLIC OF PAKISTAN URGENT REHABILITATION PROJECT: WEST BANK BYPASS DESIGN UNDER THE URGENT DEVELOPMENT STUDY ON REHABILITATION AND RECONSTRUCTION IN MUZAFFARABAD CITY IN THE ISLAMIC REPUBLIC OF PAKISTAN FINAL REPORT MAIN TEXT MARCH 2008 JAPAN INTERNATIONAL COOPERATION AGENCY NIPPON KOEI CO., LTD. SD JR 08-014 Note: Following exchange rates are applied in the Study. 1 US$ = PKR60.800 = JPY119.410 (As of 1st August, 2007) PREFACE In response to the request from the Government of the Islamic Republic of Pakistan, the Government of Japan decided to conduct “The Urgent Development Study on Rehabilitation and Reconstruction in Muzaffarabad City in the Islamic Republic of Pakistan”, and entrusted the study to the Japan International Cooperation Agency (JICA). JICA selected and dispatched a study team headed by Mr. Tetsu NAKAGAWA of Nippon Koei Co., Ltd. to the Islamic Republic of Pakistan from February 2007 to November 2007. The team conducted Basic Design and Detailed Design for the “Urgent Rehabilitation Project: West Bank Bypass Design under the Urgent Development Study on Rehabilitation and Reconstruction in Muzaffarabad City in the Islamic Republic of Pakistan” based on field surveys, holding a series of discussions with and presentations to the officials concerned of the Government of the Islamic Republic of Pakistan. I hope that this report will contribute to the development of Pakistan and to the enhancement of friendly relationship between the two countries. Finally, I wish to express my sincere appreciation to the officials concerned of the Government of the Islamic Republic of Pakistan for their close cooperation and friendship extended to the Study.
    [Show full text]
  • Foundation Reuse for Highway Bridges
    Publication No. FHWA-HIF-18-055 Infrastructure Office of Bridges and Structures November 2018 Foundation Reuse for Highway Bridges Existing New Ground Improvement Turner-Fairbank Highway Research Center U.S. Department of Transportation 6300 Georgetown Pike Federal Highway Administration McLean, VA 22101-2296 FOREWORD Given the high percentage of deteriorated or obsolete bridges in the national bridge inventory, the reuse of bridge foundations may be a viable option that can present a significant cost savings in bridge replacement and rehabilitation efforts. The potential time savings associated with foundation reuse can, in turn, reduce mobility impacts and increase the economic viability and sustainability of a project. However, existing foundations may have uncertain material properties, geometry, or details that impact the risks associated with reuse. Unlike a new foundation, an existing foundation may have been damaged, may not have sufficient capacity, and may have limited remaining service life due to deterioration. Assessment of these issues as well as foundation strengthening and repair measures and innovative approaches to optimize loading are discussed in this report. To better demonstrate the engineering assessment of key integrity, durability and load carrying capacity issues, the report contains fifteen (15) case examples where foundation was reused by the owner agencies. On new construction, the report looks ahead and includes discussions on foundation design with consideration for reuse. Cheryl Allen Richter, P.E., Ph.D. Director, Office of Infrastructure Research and Development Notice This document is disseminated under the sponsorship of the U.S. Department of Transportation in the interest of information exchange. The U.S. Government assumes no liability for the use of the information contained in this document.
    [Show full text]
  • Ask Vincent Chu (Common FAQ on Practical Civil Engineering Works)
    Ask Vincent Chu (Common FAQ on Practical Civil Engineering Works) Vincent T. H. CHU Ask Vincent Chu Vincent T. H. CHU CONTENTS Preface 3 1. Bridge Works 4 2. Concrete Works 13 3. Drainage and Tunneling Works 29 4. Marine Works 37 5. Piles and Foundation 51 6. Roadworks 61 7. Slopes 64 About the author 73 2 Ask Vincent Chu Vincent T. H. CHU Preface This is my third book since my first one in 2006. Following positive and encouraging response since the publication of “200 Questions and Answers on Practical Civil Engineering Works” and “Civil Engineering Practical Notes A-Z”, it provides great incentive for me to further write and discuss civil engineering practice to share my knowledge with fellow engineers around the world. Ever since the establishment of the free email service “Ask Vincent Chu” in 2008, a huge surge of email were received from time to time regarding civil engineering queries raised by engineers around the globe. It is my interest to publish some of these engineering queries in this book and hence the title of this book is called “Ask Vincent Chu”. Moreover, in this book I intend to write more on geotechnical aspects of civil engineering when compared with my previous two publications. Should you have any comments on the book, please feel free to send to my email askvincentchu @yahoo.com.hk and discuss. Vincent T. H. CHU June 2009 3 Ask Vincent Chu Vincent T. H. CHU Chapter 1. Bridge Works 1. What is the purpose of dowel bar in elastomeric bearing? Elastomeric bearing is normally classified into two types: fixed and free.
    [Show full text]
  • View Souvenir Book
    DFI INDIA 2018 Souvenir With extended abstracts Sponsor / Exhibitor catalogue www.dfi -india.org Deep Foundations Institute USA, DFI of India Indian Institute of Technology Gandhinagar, Gujarat, India Indian Geotechnical Society, Ahmedabad Chapter, Ahmedabad, India 8th Annual Conference on Deep Foundation Technologies for Infrastructure Development in India IIT Gandhinagar, India, 15-17 November 2018 1 Deep Foundations Institute of India Advanced foundation technologies Good contracting and work practices Skill development Design, construction, and safety manuals Professionalism in Geotechnical Investigation Student outreach Women in deep foundation industry Join the DFI Family DFI India 2018 8th Annual Conference on Deep Foundation Technologies for Infrastructure Development in India IIT Gandhinagar, India, 15-17 November 2018 Souvenir With extended abstracts Sponsor / Exhibitor catalogue Deep Foundations Institute, DFI of India Indian Institute of Technology Gandhinagar, Gujarat, India Indian Geotechnical Society, Ahmedabad Chapter, Ahmedabad, India www.dfi -india.org 3 Deep Foundation Technologies for Infrastucture Development in India - DFI India 2018 IIT Gandhinagar, Gujarat, India, 15-17 November 2018 DFI India 2018, 8th Annual Conference on Deep Foundation Technologies for Infrastructure Development in India Advisory Committee Prof. Sudhir K. Jain, Director. IIT Gandhinagar Dr. Dan Brown, Dan Brown and Association and DFI President Mr. John R. Wolosick, Hayward Baker and DFI Past President Prof. G. L. Sivakumar Babu, IGS President Er. Arvind Shrivastava, Nuclear Power Corp of India and EC Member, DFI of India Prof. A. Boominathan, IIT Madras and EC Member, DFI of India Prof. S. R. Gandhi, NIT Surat and EC Member, DFI of India Gianfranco Di Cicco, GD Consulting LLC and DFI Trustee Prof.
    [Show full text]
  • Technical Specification Series 10000 Piling Works
    TECHNICAL SPECIFICATION SERIES 10000 PILING WORKS Series 10000 –Piling Works NRAP-MoPW TECHNICAL SPECIFICATION PART 10000 - PILING TABLE OF CONTENTS Item Number Page 10000 Board Cast in Place Piles 10-4 10001 Description 10-4 10100 Materials 10-4 10101 Steel Classing 10-4 10102 Concrete 10-5 10103 Reinforcement 10-5 10104 Drilling Fluid 10-5 10200 Construction Methods 10-5 10201 General 10-5 10202 Setting out Piles 10-6 10203 Diameter of Piles 10-7 10204 Tolerance 10-7 10205 Boring 10-7 10206 Placing Reinforcement 10-9 10207 Placing Concrete 10-9 10208 Extraction of Temporary Casing 10-10 10209 Temporary Support 10-10 10210 Records 10-12 10210 Measures in Case of Rejected Casing 10-12 10212 Measurement 10-12 10213 Payment 10-12 10300 Precast Concrete Units for River Training and Retaining Structures 10-13 10301 Description 10-13 10302 Materials 10-13 10303 Construction Methods 10-13 10304 King Post & Anchor Piles 10-14 10305 Precast Planks 10-14 10306 Tolerance 10-14 10307 Measurement 10-14 10308 Payment 10-14 10400 Pile Test Loading 10-15 10401 General 10-15 10402 Definitions 10-15 10403 Supervision 10-15 10500 Safety Precautions 10-16 10501 General 10-16 10502 Kentledge 10-16 10503 Tension Piles and Ground Anchors 10-16 10504 Testing Equipment 10-16 UNOPS-Afghanistan PART 10-1 Series 10000 –Piling Works NRAP-MoPW 10600 Construction of a Pilot Pile to be Test Loaded 10-17 10601 Notice of Construction 10-17 10602 Method of Constructions 10-17 10603 Boring or Driving Record 10-17 10604 Cut-Off Level 10-17 10605 Pile Head for Compression
    [Show full text]
  • Uji Beban Fondasi
    HATTI MENGAJAR UJI BEBAN FONDASI (…… dari perspektif seorang) Aksan KAWANDA 2021.01.31 PENGUJIAN BEBAN STATIK Pengujian beban untuk verifikasi daya dukung dan pergerakan yang terjadi pada tiang uji. Pengujian ini dapat dilakukan dengan (3) metode : - Beban mati / Kentledge - Tiang reaksi - Pembebanan Cell 2 Arah Standar Pengujian D1143-07 (Re-13), Standard Test Method for Deep SNI 8460-2017, Foundations Under Static Axial Compression Load Persyaratan Perancangan Geoteknik D3689-07, Standard Test Method for Deep Foundations Under Static Axial Tensile Load D3966-07, Standard Test Method for Deep Foundations Under Lateral Load D8169-18, Standard Test Methods for Deep Foundation Under Bi-Directional Static Axial Compressive Load Standar Nasional Indonesia 8460:2017 Jumlah tiang uji A. Tiang Bor, 1 tes = 75 tiang B. Tiang Pancang, 1 tes = 100 tiang C. Jika N<75 bor / <100 pancang min 1 tes D. Ketentuan tambahan a . N<1000, 1%N b. 1000<N<3000, 0.8%N + item a c. 3000<N<6000, 0.5%N + item b d. 6000<N<8000, 0.4%N + item c E. 60% Sebelum konstruksi, 40% saat konstruksi Standar Nasional Indonesia 8460:2017 Tiang Bor Total 8600 a. 1% x 1000 = 10 b. 0.8% x 2000 = 16 c. 0.5% x 3000 = 15 d. 0.4% x 2600 = 10.4 ≈ 11 Total Tes = 52 tiang 60% Statik + 40% x 4 Dinamik (diperbolehkan) Standar Nasional Indonesia 8460:2017 Jumlah tiang uji ▪ Axial Tarik ▪ 1 tes = 100 tiang / min 1 (dimensi sama) ▪ Lateral ▪ 1 tes setiap dimensi tiang Standar Nasional Indonesia 8460:2017 Beban Uji (Tekan, Tarik, Lateral) ▪ Used Pile, 200% beban rencana Batasan Deformasi ▪ Axial
    [Show full text]
  • Jadual Purata Kadar Harga 2014
    JADUAL PURATA KADAR HARGA 2014 JABATAN PENGAIRAN DAN SALIRAN, MALAYSIA JADUAL PURATA KADAR HARGA 2014 ISI KANDUNGAN BAHAGIAN PERKARA MUKASURAT 1.0 Pendahuluan Dan Panduan Pengunaan 1 - 3 2.0 Kos Kerja-Kerja Am (General Items) 4 2.1 Tujuan Dan Definisi 2.2 Bentuk Maklumat Dan Pembahagian 2.2.1 Peratusan Kos Keseluruhan Kerja Am Daripada 5 Kos Kerja Pembina 2.2.2 Peratusan Kos Terperinci Kerja Am Daripada 6 - 7 Kos Kerja Pembina 3.0 Kos Item-Item Kerja 8 3.1 Tujuan 3.2 Bentuk Maklumat 3.3 Klasifikasi Kerja 3.3.1 Environmental Protection and Enhancement 9 - 11 Traffic Management And Control 3.3.2 12 3.3.3 Site Investigation Work 13 3.3.4 Demolition & Site Clearance 14 - 15 3.3.5 Earthworks 16 - 25 3.3.6 Geotechnical Work 26 - 33 3.3.7 Piling Work 34 - 42 3.3.8 Concrete Work 43 - 47 3.3.9 Brickwork, Blockwork & Masonry 48 3.3.10 Timber Work 49 3.3.11 Metal Work 50 - 51 3.3.12 Building Work 52 - 60 3.3.13 Painting Work 61 3.3.14 Pipeworks 62 - 63 3.3.15 Drainage Work 64 - 70 3.3.16 Roads And Pavings 71 - 75 3.3.17 Miscellaneous Works 76 - 79 4.0 Kos Upah Buruh 80 - 81 5.0 Kos Sewa Loji & Peralatan 82 - 84 PENDAHULUAN DAN PANDUAN PENGGUNA JABATAN PENGAIRAN DAN SALIRAN, MALAYSIA JADUAL PURATA KADAR HARGA 2014 1.0 PENDAHULUAN DAN PANDUAN PENGGUNAAN 1.1 TUJUAN 1.1.1 Tujuan buku ini dikeluarkan adalah untuk memberikan maklumat berkenaan dengan kos bagi melaksanakan kerja-kerja Jabatan Pengairan dan Saliran.
    [Show full text]
  • Project Experience of Alfa Geotech
    ALFA GEOTECH COMPANY PROFILE Alfa Geotech Co., Ltd. (formerly MAA Geotechnics Co., Ltd.) was established in 1997 as a local geotechnical consulting firm. Over the last decade, the company has become a well-established geotechnical consulting company. The company has involved in several major infrastructure projects in Thailand, including highway, airport, land reclamation, petrochemical and power plant projects etc. Today, the company has over twenty (20) geotechnical engineers with various testing equipment and facilities, becoming one of the most active geotechnical consulting firms in Thailand. Scope of Services Contact: Alfa Geotech Co., Ltd. provides the Address: following consulting services: 17,19 Soi Chokchai 4 Soi 69, Chokchai 4 1. Geotechnical Consultancy Road, Latphrao, Bangkok 10230, Thailand Ground Improvement :(+66) 2 931-0721-3 CO., LTD. CO., Fax: (+66) 2 931-0724 Foundation Design E-mail:[email protected] Slope Stability and Settlement Analysis Design and Construction Supervision 2. Geotechnical Investigation 3. In-Situ and Laboratory Tests 4. Topographical Survey 5. Geotechnical Field Tests Electric Piezocone Penetration Test (CPT) Dynamic Cone Penetration Test ALFA GEOTECH ALFA (DCPT) Soil Resistivity Test Pressuremeter Test Downhole Seismic Test 6. Pile Testing o Low Strain Integrity Test (Seismic Test) o Crosshole Sonic Logging Test (CSL) o Static Pile Load Test 7. Instrumentation and Monitoring Vibration monitoring Ground Movement Monitoring (Settlement plate, Inclinometer and Extensometer) Piezometer installation and monitoring of piezometric pressure. 8. Geosynthetics Testing ALFA GEOTECH Soil Investigation Soil Boring Rotary wash boring will be used in the soil drilling to advance the hole. A drilling bit is attached to the end of the drilling with constant injection of mud fluid to lift the cuttings from the borehole.
    [Show full text]
  • Non-Destructive Testing of Concrete Piles Using the Sonic Echo and Transient Shock Methods
    NON-DESTRUCTIVE TESTING OF CONCRETE PILES USING THE SONIC ECHO AND TRANSIENT SHOCK METHODS BY HON-FUNG CYRIL CHAN B.Sc. A thesis submitted for the Degree of Doctor of Philosophy UNIVERSITY OF EDINBURGH 1987 rM~k, 8'0 DECLARATION It is declared that this thesis has been composed by the author. The work and results reported in this thesis were carried out solely by him under the supervision of Dr. M.C. Forde, unless otherwise stated. Edinburgh, May 1987 H.F.C. CHAN To My Parents Acknowledgements The author would like to thank Professor A.W. Hendry, who is Head of Department of Civil Engineering and Building Science, has provided environment conducive to research. The author is particularly indebted to his supervisor, Dr. M.C. Forde, for inspiration and guidance throughout his years in the Department. The work outlined in this thesis would not have been possible without his dedicated support. Fellow colleagues, F.L.A. Wong and Alan Sibbald, helped enormously with the design and construction of the model piles used in this piece of work. The author is grateful for their unselfish contribution. The author is indebted to Miss A. Rudd for her contribution towards the model construction and undertaking some of the experimental work as part of her final year project. The assistance of members of the technical staff is also gratefully acknowledged. The author thanks Civiltech NDT Ltd. for providing a Case Award for this project. In additon, the author thanks its director, A.J. Batchelor, for many stimulating discussions. Stephen Lam, Bernard Cheng, and C.H.
    [Show full text]
  • Manuscript Preparation for International Conference On
    Proceedings of the 9th South African Young Geotechnical Engineers Conference, 13, 14 & 15 September 2017 – Salt Rock Hotel, Dolphin Coast, Durban, KwaZulu-Natal Upstream Raise Tailings Dams from a Low Risk Appetite Perspective: A Case Study R. van der Westhuizen1, G. Coetzer2 1Golder Associates Africa, Johannesburg, Gauteng, [email protected] 2Golder Associates Africa, Johannesburg, Gauteng, [email protected] Abstract This paper explores some controversy that was experienced when dealing with an international investor with an exceptionally risk averse paradigm on the design of an upstream raise tailings storage facility to be constructed in Limpopo, South Africa. The primary points of contention will be briefly discussed, with a single point regarding liquefaction under seismic loading being explored in more detail. Some of the proposed resolutions to the liquefaction concern will be presented and critically discussed, including the option that will most likely be the final resolution. Keywords: upstream raising; liquefaction; mine tailings 1 Introduction The design of a tailings storage facility (TSF) was undertaken for a greenfield development in the Limpopo region of South Africa. The design was conducted according to established norms and standard practice adopted in the South African mining environment, and the TSF was designed as a lined upstream raise facility, implementing a combination of established deposition methodologies consisting of daywall paddocking and spigotting. The foreign investor with a minority stake in the project voiced some concerns they had regarding the design. The investor originated from Japan, and their primary concern was based on the fact that design and implementation of upstream raise TSFs have been banned in Japan since 1982, due to failures of upstream dams in the 1970s (usually leading to liquefaction).
    [Show full text]