1 Tunnelling and underground works in PPC hydro projects: Contracting practices & construction management Ioannis Thanopoulos Dr. Civil Engineer Public Power Corporation, Greece
2 Public Power Corporation S. A. a 49% privatized company with extensive experience on hydroelectric projects realization Topic presented: The practice used in PPC for contracting and executing underground works
3 Underground structures in a hydro project: diversion and power tunnels, tailrace and bottom outlet tunnels adits for grouting and drainage. power station caverns,
4 Hydro-Electric Projects completed in the last decades include: Pigai Aoos with tunnels and an underground power house complex in a depth of 400m, Thissavros HEP featuring an underground power plant, largest in Greece Ilarion HEP with spillway tunnels up to 12m diameter Messochora HEP with a 7, 5 km long power tunnel. Thissavros HEP
5 PPC S.A.-Generation/Hydroelectric Generation Department organisation: 70s: foundation of the Bureau of Hydro projects design Upgraded in a branch of the company, the Hydroelectric Projects Development Department Nowadays, the activity is embedded in the Hydroelectric Generation Department Design and construction branches included Hydro scheme design and execution stages Owner controlled procedure adopted for design, bidding, contract assignment, and supervision of works
6 Design branch tasks: Hydrology assessment, Hydro potential evaluation, feasibility studies, environmental assessment and permits issuing Surveying and expropriation. Geotechnical and geological studies for the dams and relative structures Civil works design Electromechanical design
7 Construction branch tasks: Preparing bidding documents Contract assignment Dealing with the questions-claims arising in the construction phase. Managing site offices
8 Site supervision units tasks: Managing the various contracts. Supervising timely and according to the specifications execution of works Deciding in a first stage on any question concerning contractual issues The site office is very well organised with disciplines including engineers, geologists, technicians, foremen, administration support etc
9 Project stages Feasibility Study: evaluation of the site s potential + overall technical estimation of the conditions Preliminary Design phase: main questions are assessed and project s main data defined. -hydrology analysis -geotechnical investigation program Especially for underground works, extensive investigation is implemented with drilling and testing of cores. Rock mass classification is done and support measures assessment according to the NATM principles.
10 Project stages (cont.) Design phase: analysis of surface and underground structures, detailed drawings preparation, measurement of quantities and preparation of bidding documents. Bidding procedure for a project: this may include multiple contracts for civil and electromechanical works, depending on the timing for implementation and the specialization of the contractor. Construction phase in which the contracts are activated in stages, starting from the diversion tunnel works and progressing with dam and appurtenant structures construction, the implementation of the power tunnel and power house contracts. Supervision of works according to the specifications and coordination of the contractors is the task of the site office
11 Underground excavations: Complex works with uncertainties arising from the difficulty of assessing precisely the actual ground conditions
12 Key contractual conditions in underground works: The contractor Is fully aware of the results of the geotechnical investigations executed in the design. Is responsible for assuming rock mass properties and behavior and for choosing excavation means and effective support In reality, Management of the underground works in PPC contracts endorses a comprehensive level of flexibility, while the day by day collaboration between both parts at site guarantees the smooth handling out of the job. So, a fair risk sharing between the owner and the contractor is practically achieved.
13 Key contractual conditions in underground works (cont.) Detailed unit prices are provided for all tunneling items expected to be needed flexibility in adapting the job to the real conditions Payment is made for actual tunneling work
14 Key contractual conditions in underground works (cont.) rock classification and appropriate support type are decided at the tunnel face, with mutual agreement between owner s and contractor s engineers and geologists The decision is based on well defined criteria that, in the latest contracts are based on rock type description, strength and fracturing evaluation, rock mass GSI rating results of insitu inspections, hydro geological routine documentation, and geotechnical measurements. Day by day evaluation and interpretation of such information helped in running the contracts without problems in most of the cases.
15 Key contractual conditions in underground works(cont.) Alteration in ground conditions outside contract limits: Is practically tackled with extra support measures applied by the contractor and/or changes in the methodology. This may be done without the immediate approval from the supervision or the designer the advice of an outside tunneling expert is usually followed.
16 Contractual conditions in underground works (cont.) In the case of no agreement, a procedure for dealing with claims is prescribed in the contract, that includes: Examination of the case from the site office upon submittal from the contractor of all the related documents within a period of 30 days If no agreement is achieved, the claim is transferred to the managing unit of PPC/HGD In the case of final non agreement, a procedure of amicable settlement can be triggered before the case arrives to court. The examination of the claim by an independent committee can be done and this gives the possibility to settle the matter in most cases.
17 Focus on specific projects Pigai Aoos The project comprises a Main earthfill dam 80m high and 6 saddle dams, a 144,5x10 6 m 3 net storage reservoir, situated on a high elevation plateau, between el and 1400m a.s.l. outflow from the power house ends down to the Metsovitiko river at el. 650m a.s.l.
18 Pigai Aoos underground structures: diversion tunnel 0,65km long, headrace system (tunnel and penstock) 3,5km long, vertical shaft 440m high, underground 210 MW power house and tailrace tunnel 2,8km long. 3 main tunnelling contracts were implemented NATM principles were not directly endorsed at that time in the technical specifications. and rock classes were not defined, work was practically done by estimating rock quality at the tunnel face by supervision geologists and the engineer in collaboration with the contractor and adjusting the support measures accordingly.
19 Pigai Aoos Contract PAH-1 Excavation of the 1,6km long access to the powerhouse tunnel and the 2,7km tailrace tunnel. Contractor: Norwegian firm SELMER-FURUHOLMEN Contractual cost 1,7x10 6 euro (equivalent price 1981)
20 Pigai Aoos Contract PAH-1 Difficulties encountered mainly concerned poor geological conditions of the tailrace drive that was mainly mechanically bored, with a roadheader machine, through flysh formations, mostly folded, and fractured claystone. Large deformations were locally observed and a wide range of support measures, including steel sets in the 20% of the total length of the tunnel, had to be applied.
21 Pigai Aoos Contract PAH-1 Outside international arbitrage has been implemented, as it was foreseen in the contractual documents, in resolving main questions and claims focused on geological conditions of the tailrace tunnel. A 2,5 years period was necessary to complete the excavation and lining with cost overrun for the contract approximately at 26%, which was fully justified taking into account the conditions
22 Pigai Aoos Contract PAH-2SA Excavation & concreting of the 3,2 km long power tunnel, ending at the surge shaft, and the upper valve chamber. Contractor ODON & ODOSTROMATON In good rock conditions, mainly in sandstone formations requiring bolting and shotcrete support. duration of the contract: 3 years 21% cost overrun on the 4,2 equivalent million euro contract (prices 1981) Very small amount of cost increase in the tunnel. No major claims were made by the contractor.
23 Pigai Aoos Contract PAH-2SB excavation of the powerhouse cavern (66x18x29m) valve chamber (39x7x11), the transformers chamber (31x14x12,5m) vertical penstock shaft, 440m high, down to the power house. A number of access galleries were included in the contractor s methodology (Norwegian firm NOCON). Contractual cost: 2,25 million euro (equivalent price, 1981)
25 Pigai Aoos Contract PAH-2SB Good rock conditions were encountered, mainly sandstone units, in the power house area. Support measures consisted of bolting and shotcrete.
26 Pigai Aoos Contract PAH-2SB Prestressed anchors and concreting of the arch at the powerhouse cavern roof. Duration of the contract was 3,5 years, including concreting. Cost overrun was about 6%. No major claims were made.
27 Messochora Hydroelectric project, first upsteam project in the course of Acheloos
28 The Messochora HEP Dam Type : Concrete faced rockfill dam (CFRD) Height : 150 m Concrete slab area : m 2 Dam crest elevation : 775,00m a.s.l. Reservoir live storage volume 288x10 6 m 3
29 The Messochora HEP Spillway Type : open with gates, inclined channel, ski jump, and plunge pool Openings 2x14 m Radial gates 22,5 x 12,5 m Q max m 3 /sec
30 The Messochora HEP Intake Power tunnel L = m D = 5,30 m
31 The Messochora HEP Surge shaft H = 130 m D = 12,50 m
32 The Messochora HEP Power station Type : open air 2 Francis turbines of vertical axis Nominal Capacity 2x82,6 MW
33 Messochora power tunnel
34 Messochora power tunnel The 7,5m long power tunnel was constructed under the contract MEH 2T. Contractual cost 17,8x10 6 equivalent Euros, 1990 prices The tender provided the use of the drill & blast method for the tunnel excavation, but also allowed as an alternative the use of the TBM method. NATM principles were endorsed for the drill & blast option, with five rock classes described and corresponding support measures defined. Rock classification at the face would be done in collaboration of supervision and contractor s geologists and engineers, following criteria based on geological data and deformation monitoring.
35 Messochora power tunnel The contractor was responsible for the temporary support measures, whereas permanent support measures would be defined by the engineer. In practice, this differentiation of support measures type was not clearly applied and payment was finally done for the totality of the support applied. Support for rock class II and IV in the drill & blast option
36 Messochora power tunnel Geology along the tunnel route Pindos sedimentary formations, with a cover up to 800m for 1/3 of tunnel s length, are encountered along the drive with limestone and flysh series intercalated with transition zone rock formations. The weaker flysh zones, been tectonised, were expected to show very poor rock quality for a portion of the tunnel.
37 Messochora power tunnel Geology along the tunnel route
38 Messochora power tunnel Geology along the tunnel route
39 Messochora power tunnel Geology along the tunnel route
40 TBM alternative The contractor proposed the use of a hard rock TBM as an alternative for the excavation of the tunnel, while for the concrete lining to use precast concrete segments for the invert and conventional concrete for the rest part of the lining, that would be poured later on after completion of the excavation works. The advice of an expert has been used in order to adopt this choice.
41 TBM alternative
42 TBM alternative Length of TBM 20m+backup 205m, Shield at 3,80m from face, Gripper surface 4m 2
43 The main problems in this type of hard rock TBMs: difficulty of spraying shotcrete near the face and the capability of placing permanent, fully grouted, rock bolts only at a 30~35m distance from the excavation face so, for immediate support at the face one had to rely to swellex type bolting, with steel beams and mesh.
44 Messochora power tunnel New rock classification was adopted and support measures were adapted to the machine s capabilities. Four rock classes were defined ranging from local support of wedges for the best category, to systematic bolting, steel sets and shotcrete for the worst category.
45 Messochora power tunnel class Ι Rock type: Triassic limestones or alterations with cherts Support: mesh + swellex bolts. class ΙI Rock type: cherts in alteration with limestones. Fractured rock, SW to MW Support to a wider area in the roof Also placement of epoxy resin anchors
46 Messochora power tunnel class III Alternations of cherts, siltstones siliceous shales, first flysh Support down to class ΙV Sheared first flysh, siltstones and claystones Thrust zones Support down to with steel sets Percentages of as build rock classes were: 45,9% for class I, 29,4% for class II, 6,2% for class III and 18,5% for class IV.
47 Messochora power tunnel Execution of works The excavation of the power tunnel was done in 32 months and another 18 months interval was necessary for the concreting. ROCK CLASS AVERAGE EXCAVATION SPEED Ι 20m (15 ~ 24) ΙΙ ΙΙΙ ΙV 8m (4 ~ 11)
48 Messochora power tunnel segments placement after in the invert
49 Messochora power tunnel Typical section of the lined tunnel rock classes Ι & ΙΙ
50 Messochora power tunnel Contractor s claims
51 Messochora power tunnel Claims focused on: -Cutters wear in a hard rock formation of cherts, -Clogging of the muck evacuating system in a clayey material that was overheated from cutting -Segments uplift at an area of clayey material sta to more than 300% increase in cutting wheels wear
52 Messochora power tunnel claims Increased difficulties in the excavation were met in the area between sta and sta where, the presence of a formation of intensely fractured silty-clayey sanstone in the vicinity of a fault zone, provoked the deformation of the invert with some 20cm uplift of the segments.
53 Messochora power tunnel All claims were settled within the contract and practically a less than 15% cost overrun can be attributed to the tunnel and auxiliary construction access adits, roads etc.
54 Conclusions Strong points of the procedure adopted by PPC in managing tunnelling contracts can be summarized as follows: Well prepared contracts by an experienced PPC team, helped in satisfactorily anticipating ground conditions. Supervision by well manned with a variety of disciplines site teams, responsible for adapting the design and resolving day by day the arising problems, contributed positively in successfully carrying out the underground work.
55 Conclusions (cont.) Flexibility in facing the situation due to changing conditions and ability to respond to difficult situations, which were assured with the support of the managing direction of hydroelectric development department and external expert s advice when necessary, allowed in handling the contract within the company. Overall acceptable progress of the works and avoidance of contract stoppage was the rule.
56 Conclusions (cont.) Weaknesses and negative aspects would include Cost overruns, although relatively limited Extension of construction time that maybe could be avoided in another form of contract
57 Thank you for your attention I would like also to thank PPC/DHP colleagues for their help in collecting and processing information from the presented projects
Project Layout & Design Features of the Project 1 PROJECT LAYOUT DRI DAM DRI DAM TOE P/H U/G POWER HOUSE COMPLEX DRI DAM TOE POWER HOUSE TANGON DAM TOE POWER HOUSE TOTAL 3070 MW 19.60 MW 7.40 MW 3097 MW
CHAPTER VII CONSTRUCTION QUALITY CONTROL INSPECTION PROGRAM 1 1 This Chapter of the FERC Engineering Guidelines has been prepared under contract with R & H Thomas, Inc. JANUARY 1993 Chapter VII Construction
The role of Experts in Tunnelling projects Evert Hoek This paper was prepared as a keynote address for a workshop entitled The Tunnels of Egnatia Odos which was held in Ioannina, Greece on 7 December 2001.
TBMs for Norwegian Hydropower projects Sindre Log The Robbins Company Who am I? Sindre Log M.Sc. Civil engineering, NTNU Specializations in tunneling, geology and Project management Working out of Oslo,
Proceedings 2005 Rapid Excavation & Tunneling Conference, Seattle EPB-TBM Face Support Control in the Metro do Porto Project, Portugal S. Babendererde, Babendererde Engineers LLC, Kent, WA; E. Hoek, Vancouver,
Moving Small Mountains Vesuvius Dam Rehab Susan L. Peterson, P.E., regional dams engineer, Eastern Region, Bedford, IN Note: The following article, Moving Small Mountains Vesuvius Dam Rehab, by Sue Peterson,
Hydroelectric Power Plant - Los Cóndores Santiago, April 2014 Introduction Los Cóndores, a large hydro project of 150 MW with water flow regulation using the existing water reservoir of the Embalse Laguna
Engineering and Construction Services Division Standard Specifications for Sewers and Watermains TS 415 April 2013 Amendment to OPSS 415 (Nov 2008) Construction Specification for Pipeline and Utility Installation
APPENDIX F Baker County Mason Dam Hydroelectric Project FERC No. P-12686 Turbidity Monitoring Plan April 2011 857 Table of Contents 1.0 Introduction 1 2.0 Purpose and Scope 2 3.0 Turbidity Monitoring and
Tunnelling & Underground Specialists Mined Tunnels Excavation at Ayer Rajah Avenue, Singapore Introduction Amberg & TTI Engineering Pte Ltd (AETTI) was established in Singapore in 2002 by Amberg Engineering
Frequently Asked Questions (FAQs) on Hydropower What are the advantages of Hydropower? A renewable source of energy - saves scarce fuel reserves. Non-polluting and hence environment friendly. Long life
A Conceptual Methodology and Practical Guidelines for Managing Data and Documents on Hydroelectric Projects Alan Hodgkinson SoftXS GmbH Alpensrasse 14 CH-6300 Zug Switzerland Joseph J Kaelin Pöyry Infra
AEG-ASCE SHORT COURSE TUNNELS THROUGH FAULT ROCKS AND TECTONIC MELANGES May 31 and June 1, 2002 Gunter Riedmueller and Wulf Schubert Course Outline! Introduction! Characterization and Classification! Investigation!
GUIDANCE NOTES FOR DEVELOPMENTS OR ENGINEERING WORKS IN THE VICINITY OF SPT SUBWAY INFRASTRUCTURE JULY 2005 CONTENTS 1.0 INTRODUCTION 2.0 OVERVIEW OF SPT APPROACH TO DEVEOPMENTS/WORKS IN THE VICINITY OF
Description of work Sicily Tunnel Caltanissetta Year: 2013 In progress Client: Anas s.p.a. Contractor: Empedocle 2 s.c.p.a. Total length: 28 km Works amount: 175.000.000,00 Activities: Construction design
Compression Test, METHOD OF STATEMENT FOR STATIC LOADING TEST Tension Test and Lateral Test According to the American Standards ASTM D1143 07, ASTM D3689 07, ASTM D3966 07 and Euro Codes EC7 Table of Contents
tunnel engineering Based on experience from international projects, the Ramboll group offers expert engineering services in all areas concerning tunnels and underground structures. Our experience encompasses
Geotechnical risks on large civil engineering projects Evert Hoek and Alessandro Palmeiri Keynote address for Theme I International Association of Engineering Geologists Congress, Vancouver, Canada, September
Module 4.1 Micro-Hydro 4.1.1 Introduction Tokyo Electric Power Co. (TEPCO) Workshop on Renewable Energies November 14-25, 2005 Nadi, Republic of the Fiji Islands Subjects to be Covered in Workshop Potential
ICOLD POSITION PAPER ON DAM SAFETY AND EARTHQUAKES August 2012 Dam Safety and Earthquakes Position Paper of International Commission on Large Dams (ICOLD) Prepared by ICOLD Committee on Seismic Aspects
July 14, 2015 1.0 GENERAL BI-DIRECTIONAL STATIC LOAD TESTING OF DRILLED SHAFTS This work shall consist of furnishing all materials, equipment, labor, and incidentals necessary for conducting bi-directional
Design Guide Basis of Design This section applies to the design and installation of earthwork and backfill. Design Criteria No stockpiling of excavation materials is allowed unless the Geotechnical Engineer
A CASE-STUDY OF CUA_DAT CFRD IN VIETNAM Giang Pham Hong, Michel Hotakhanh, Nga Pham Hong, Hoai Nam Nguyen, Abstract:Dams have been taken an important role in time and surface redistribution of water for
Seismic Design and Performance Criteria for Large Storage Dams Dr. Martin Wieland Chairman, ICOLD Committee on Seismic Aspects of Dam Design Poyry Switzerland Ltd., Zurich, Switzerland Integral Dam Safety
Búrfell hydropower station Búrfell station The river Thjórsá is harnessed at Búrfell by a dam on the river which previously flowed south above Mt. Búrfell, diverting it northwards through the Sámsstadamúli
14. ENGINEERING AND CONSTRUCTION SCHEDULES The project procurement strategy and contract strategy based on the project risk profile have not yet been formulated. For the purposes of completing the construction
System Platon Membrane for tunnels and underground construction Drainage Protection Waterproofing Dry and healthy buildings The Isola history quality through innovation CONTENT The Isola History Air Gap
A GUIDEBOOK TO THE CHANGES IN BUILDING CONTROL 2007/2008 Building and Construction Authority For reference, this is the version as of 31 Mar 2009 Copyright @ 2009 Building and Construction Authority, Singapore.
The Follo Line Project Longest. UrbAN. Complex. Faster. 2015/1 Norwegian National Rail Administration the follo line project 1 2 the follo line project The project The Follo Line Project is currently the
Milan M5 metro extension the construction of Lotto station Giuseppe LUNARDI, Rocksoil S.p.A., Italy firstname.lastname@example.org Luca MANCINELLI, Rocksoil S.p.A., Italy, email@example.com Massimiliano
NGM 2016 Reykjavik Proceedings of the 17 th Nordic Geotechnical Meeting Challenges in Nordic Geotechnic 25 th 28 th of May Forensic engineering of a bored pile wall Willem Robert de Bruin Geovita AS, Norway,
Hydro power plants Hydro power plants Air inlet Inlet gate Surge shaft Penstock Tail water Tunnel Sand trap Trash rack Self closing valve Draft tube Draft tube gate Main valve Turbine The principle the
GOWANUS EXPRESSWAY TUNNEL PRIMER T he New York State Department of Transportation is currently studying the replacement of the Gowanus Expressway with a tunnel. This investigation involves looking at a
The Performance Prediction of A TBM in Difficult Ground Condition Nuh BİLGİN, Cemal BALCI, Hakan TUNÇDEMİR, Şinasi ESKİKAYA Department of Mining Engineering, Technical University of İstanbul, Turkey. Mustafa
Design Guidelines for Sequential Excavations Method (SEM) Practices for Road Tunnels in the United States Vojtech Gall Gall Zeidler Consultants, Ashburn, Virginia Nasri Munfah Parsons Brinckerhoff, New
Building Control (Amendment) Act 2012 and Regulations 2012: Geotechnical Building Works (GBW) Submission Requirements Building Engineering Group Building and Construction Authority May 2015 Content : 1.
Manage water resources for on site hydro-electricity generation 18279 version 4 Page 1 of 6 Level 4 Credits 8 Purpose People credited with this unit standard are able to: demonstrate knowledge of water
Page 1 of 9 SAMPLE GUIDE SPECIFICATIONS FOR OSTERBERG CELL LOAD TESTING OF DEEP FOUNDATIONS 1. GENERAL REQUIREMENTS 1. Description of Work: This work consists of furnishing all materials, equipment and
Overview of Tekeze hydroelectric power plant General The Ethiopian Electric power corporation constructed the Tekeze hydro electric power plant as part of the Country s general development plan with the
USE OF MICROPILES IN TEXAS BRIDGES by John G. Delphia, P.E. TxDOT Bridge Division Geotechnical Branch DEFINITION OF A MICROPILE A micropile is a small diameter (typically less than 12 in.), drilled and
Cost base for small-scale hydropower plants (< 10 000 kw) 2 2012 V E I L E D E R COST BASE FOR SMALL-SCALE HYDROPOWER PLANTS (With a generating capacity of up to 10 000 kw) Price level 1 January 2010 Norwegian
PROCEEDINGS OF THE INTERNATIONAL SYMPOSIUM ON GROUND SUPPORT KALGOORLIE/WESTERN AUSTRALIA/15-17 MARCH 1999 Rock Support and Reinforcement Practice in Mining Edited by Ernesto Villaescusa Western Australian
Hydropower in Rwanda: Ongoing Initiatives & New Investment Opportunities Yves Muyange Director General Energy Water & Sanitation Authority Rwanda: A Thousand hills between the two Major Drainage Basins
(25) CONCEPT STUDY OSLO HUB A MEGA PROJECT 07.06.2016 Nina Tveiten Norwegian National Rail Administration The study has been conducted on behalf of: The Ministry of Transport and Communications The Municipality
Modelling the Discharge Rate and the Ground Settlement produced by the Tunnel Boring Giona Preisig*, Antonio Dematteis, Riccardo Torri, Nathalie Monin, Ellen Milnes, Pierre Perrochet *Center for Hydrogeology
1 Introduction 1.1 General Tunnelling is one of the most interesting, but also the most difficult engineering disciplines. It unites theory and practice into its own construction art. For the weighting
1 Dam Rehabilitation & Improvement Project (DRIP), India Technical Approach and Methodology relative to Section of Design Flood Review of TOR Making an integral part of Egis Eau Tender Technical Proposal
STORMWATER MANAGEMENT CHECKLIST *This checklist must be completed and part of the Land Disturbing Permit submittal for review if the acreage disturbed is one (1) acre or more: I. SUPPORTING DATA Narrative
General report on Conventional Tunnelling Method ITA Working Group Conventional Tunnelling N ISBN : 978-2-9700624-1-7 ITA REPORT n 002 / APRIL 2009 ITA Report n 002 - General Report on Conventional Tunnelling
SPECIFICATION FOR DYNAMIC CONSOLIDATION / DYNAMIC REPLACEMENT 1.0 SOIL IMPROVEMENT 1.1 General Soil Investigation Information are provided in Part B1 annex as a guide to the Contractor for his consideration
Project Portfolio Tunnels & Shafts TUNNELS AND SHAFTS Southern Water Dover U.K. Foul water sewer interceptor tunnel, 1.6km long, turn key design and construct sub-contract using NATM technique value 1.1m
Technology Fact Sheet for Mitigation B. Small Hydropower Technology i 1. Introduction 1.1. Historical - All over the World, hydropower sector is playing a great role in economic development since the last
Consulting Boards for Large Civil Engineering Projects Evert Hoek and Alan S. Imrie Published in Water Power and Dam Construction, Vol. 47, No. 8, pp 33-34, August 1995. Consulting Boards for Large Civil
Mun Wei Leong Jacobs Associates Seattle, WA Linear Schedules for Tunnel Projects Daniel E. Kass, P.E. Jacobs Associates San Francisco, CA ABSTRACT: Tunneling projects lend themselves to the use of linear
Mine Wide Risk Assessment What is the State of your Arteries L.Human, J Doolan and L Potts Xstrata Zinc Abstract A geotechnical mine wide risk management approach is presented for the systematic inspection,
RECOVERY PLAN FORMAT Below is a suggested Table of Contents for an Internal Emergency Recovery (Response) Plan. This Internal Emergency Recovery Plan (IERP) is designed as a separate document which can
Accident at Russia s Biggest Hydroelectric Sayano-Shushenskaya 2009 August 17 By: Euler Cruz Consulting Engineer Turbines Rafael Cesário Mechanical Engineer Brasil 2009 Aug 24 Objetive This presentation
Special Specification 7021 Water Main and Sewer Line Replacements 1. DESCRIPTION Furnish, install, or replace water pipe, water valves, water meters and boxes, water service connections, fire hydrant assemblies,
SEDIMENT/STORMWATER MANAGEMENT BASIN CONSTRUCTION CHECKLIST For permanent structures per Delaware SCS Pond Code 378 and Delaware Sediment and Stormwater Regulations KEY PROJECT INFORMATION Item meets standard
The Follo Line Project Norway s longest railway tunnel Norwegian National Rail Administration A tunnel with two bores 1 Norway s longest railway tunnel will be constructed using tunnel boring machines,
Flood mitigation program for Gatun lake Programa de mitigación de inundaciones del lago Gatún Moffatt & Nichol Engineers 10 de febrero de 2005 Contrato No. 126161 Introducción y Recomendaciones 1 INTRODUCTION
IWA Publishing 2015 Water Practice & Technology Vol 10 No 2 282 doi: 10.2166/wpt.2015.033 New tunnel system to eliminate sanitary sewer overflows and control combined sewer overflows in Hartford, Connecticut
ITEM #0702770 OSTERBERG CELL LOAD TESTING OF DRILLED SHAFT Description: This work shall consist of furnishing all materials, equipment and labor necessary for conducting an Osterberg Cell (O-Cell) Load
ATTACHMENT 9 REQUIREMENTS FOR REGISTRATION AS A PROFESSIONAL ENGINEER WITH THE PROFESSIONAL ENGINEERS BOARD SINGAPORE Requirements 1 The Professional Engineers Board will register a candidate as a professional
Foundations 65 5 FOUNDATIONS by Richard Chylinski, FAIA and Timothy P. McCormick, P.E. 66 Foundations Foundations 67 FOUNDATIONS Let's assume that the retrofit has been done correctly from the roofline
STRUCTURES 1. General. Critical structures may impact the integrity of a flood control project in several manners such as the excavation for construction of the structure, the type of foundation, backfill
The Follo Line Project LONGEST. URBAN. COMPLEX. FASTER. 2015/3 Norwegian National Rail Administration THE FOLLO LINE PROJECT 1 2 THE FOLLO LINE PROJECT The project The Follo Line Project is currently the
Underground Rock Caverns For Storage Of Hydrocarbons Dr. R. Rath, Manager, Dr. A. Nanda, Senior Consultant, S. Malkani, General Manager, and, R. K. Grover, Director, Engineers India Ltd., New Delhi Oil
September 12, 2013 Kimberly D. Bose, Secretary Federal Energy Regulatory Commission 888 First Street, N.E. Washington, D.C. 20426 Re: Preliminary Permit Application for the Dear Ms. Bose, Please find attached
IMMEDIATE GROUND SUPPORT, AFTER DEVELOPMENT OR STOPE FACE EXPOSURE, CAN PREVENT FALLS OF GROUND. B Vorster, Sales Manager, Minova RSA D Franklin, Sales Manager, Minova RSA ABSTRACT Falls of Ground is one
Journal of Engineering Science and Technology Special Issue on 4th International Technical Conference 2014, June (2015) 13-23 School of Engineering, Taylor s University MINIMIZING DEFECTS OCCURRENCES ON
QUALITY CONTROL AND QUALITY ASSURANCE MANAGEMENT IN UPPER-KOTMALE HYDROPOWER PROJECT Yoshimitsu NAKAJIMA MAEDA Corporation, Technical Research Institute ABSTRACT: Upper-Kotmale Hydropower Project has been
Sustainability in Defence (SiD) 10-11 June 2014 Hellenic Armed Forces Officers Club, Athens, Greece Underground Military Facilities (UMFs) Reducing Vulnerability in an Environmentally Friendly and Cost-Effective
Brussels, 18-20 February 2008 Dissemination of information workshop 1 Eurocode 7 - Geotechnical design - Part 2 Ground investigation and testing Dr.-Ing. Bernd Schuppener, Federal Waterways Engineering
MASTER 07/09/03 JCoP 9/9/03 8:42 am Page 1 Logo t/c Published by: The British Tunnelling Society THE JOINT CODE OF PRACTICE FOR RISK MANAGEMENT OF TUNNEL WORKS IN THE UK Prepared jointly by The Association
WATERVIEW CONNECTION PROJECT Ground Settlement WATERVIEW CONNECTION TEAM Settlement What is it? Settlement is the lowering of ground level caused by a volume change or movement within the soil Shrinking
Journal of Hydrology (NZ) 44 (2): 131-135, 2005 New Zealand Hydrological Society (2005) NOTE Note on the pumped storage potential of the Onslow-Manorburn depression, New Zealand W. E. Bardsley Department
SECTION 15062 POLYVINYL CHLORIDE (PVC) GRAVITY SEWER PIPE AND FITTINGS PART 1 GENERAL 1.01 DESCRIPTION This section designates the requirements for the manufacture and installation of polyvinyl chloride,
EXHIBIT A SCOPE OF WORK Montgomery Reservoir Improvements 1.0 INTRODUCTION Colorado Springs Utilities (Utilities) is requesting proposals to provide final engineering, design, and construction management
RISK MANAGEMENT APPLIED TO TUNNELS J. Brinkman Deltares, Delft, The Netherlands e-mail: firstname.lastname@example.org GeoQ All tunnel projects require some sort of solid foundation, but ground conditions bring
Validation of Cable Bolt Support Design in Weak Rock Using SMART Instruments and Phase 2 W.F. Bawden, Chair Lassonde Mineral Engineering Program, U. of Toronto, Canada J.D. Tod, Senior Engineer, Mine Design
02530-1 of 5 SECTION 02530 STORM DRAINAGE STRUCTURES 02530.01 GENERAL A. Description Storm drainage structure construction shall include, but not necessarily be limited to, furnishing and installing or
MURRAY SHIRE COUNCIL BUILDING OVER OR NEAR WATER & SEWER MAINS POLICY ADOPTED: 1 May 2012 1 BUILDING OVER OR NEAR WATER AND SEWER MAINS POLICY CONTENTS 1. Objective... 2 2. Requirements for Building Near
PART I GENERAL 1.01 Description BLADDER SURGE CONTROL SYSTEM This specification describes the requirements for a Bladder Surge Control System. The purpose of the system is to minimize transient pressures
Luis Labarga, University Autonoma Madrid Open Meeting for the Hyper-Kamiokande Project Kavli-IPMU, Kashiwa, 20120822 The Laguna feasibility study for the Canfranc Underground Laboratory [LSC] to host a
Numerical Modelling for Shallow Tunnels in Weak Rock By Evert Hoek Unpublished Notes Introduction When designing a shallow tunnel in a poor quality rock mass, the designer has to face a number of problems