Tunnelling through volcaniclastic grit; monitoring and management of groundwater effects on the Waterview Connection Project
|
|
- Eustacia Nicholson
- 5 years ago
- Views:
Transcription
1 France, S. (2017) Tunnelling through volcaniclastic grit; monitoring and management of groundwater effects on the Waterview Connection Project Proc. 20 th NZGS Geotechnical Symposium. Eds. GJ Alexander & CY Chin, Napier Tunnelling through volcaniclastic grit; monitoring and management of groundwater S J France Beca Ltd, Auckland, NZ. sian.france@beac.com (Corresponding author) Keywords: groundwater, drawdown, tunnelling, volcaniclastic grit, Waterview Connection ABSTRACT The NZ Transport Agency s Waterview Connection project involves the construction of 5 km of motorway to complete Auckland s Western Ring Route. Half of this new link is twin 14.5 m diameter tunnels constructed by Tunnel Boring Machine with 16 sequentially excavated crosspassages. Over most of the tunnelled length the excavation is through weak interbedded sandstones and mudstones; however, a 150 m long zone of moderately strong volcaniclastic grit was identified during site investigations. This zone was characterised by steeply dipping, fractured and faulted, higher permeability rock which might allow a direct groundwater-surface water connection to overlying Oakley Creek, and increased the risk of drawdown in overlying contaminated and compressible soils. This zone was identified as one of the highest risk areas in terms of potential adverse effects resulting from groundwater drawdown and ground settlement. Monitoring during drained maintenance stops recorded inflows to the tunnel excavation of up to 30 L/s with near instantaneous drawdown at distances of almost 200 m, and, air bubbles in the creek coincident with the TBM location confirming the connection between groundwater and surface water. Visual inspections and instrumented monitoring were used to regularly inform drive parameters and negligible adverse effects were recorded as a result of the drawdown during tunnelling. Pre-excavation fissure grouting was undertaken ahead of cross-passage excavations to limit groundwater inflows and drawdown, and monitoring confirmed the effectiveness of this technique in these materials. These proactive mitigation measures meant that negligible adverse effects were recorded as a result of the drawdown. 1 PROJECT INTRODUCTION The Waterview Connection project involves the construction of 5 km of 6-lane motorway through and beneath Auckland s western suburbs, linking two existing State Highways to complete a motorway ring route around the city. Half of this new link will be in tunnels and the remaining half comprises surface highways and approach trenches (Figure 1). The segmentally lined mainline tunnels were constructed using a 14.5 m diameter Earth Pressure Balance Tunnel Boring Machine ( the TBM ). The mainline tunnels are linked by 16 sequentially excavated, nominally 6 m diameter cross-passages. 2 GEOLOGICAL CONDITIONS AND IMPLICATIONS FOR TUNNELING AND EXCAVATION 2.1 Geological Setting 1
2 The project is located in the western-central suburbs of Auckland, with the tunnel alignment broadly following the incised valley of Oakley Creek, between the Mt Albert (Owairaka) Volcano to the east and the Great North Road/Blockhouse Bay Ridge to the west (Figure 1). Waitakere City SH16 Waitemata Harbour 20 m Northern Portal [cut'n'cover] Northern Portal [cut'n'cover] 20 m 40 m Auckland City 20 m 40 m Phyllis St Landfill 40 m Tunnelling Reach 3 40 m Driven Tunnels 60 m 80 m 100 m Mt Albert Volcano Southern Portal [cut'n'cover] Oakley Creek N 60 m 0 m 400 m LEGEND Fill TGA: Tauranga Group Alluvium ECBF: East Coast Bays Bays Formation Sandstone / Siltstone / Siltstone AVT: Auckland Volcanic Formation Field Tuff Tuff AVL: Auckland Volcanic Formation Field Lava Lava Topographic contour contour (20 (20 m interval) m interval) Major Major road road Groundwater Groundwater spring spring Surface Highway Surface highw ay Figure 1: Location map for the project (modified after France et al, 2011) Tertiary age, weak sandstones and mudstones of the East Coast Bays Formation (ECBF), form the bedrock in the project area and outcrop in the Great North Road / Blockhouse Bay Road Ridge and locally within Oakley Creek. Compressible Tauranga Group alluvium fills the paleo-valley of Oakley Creek and is encountered within the present-day valley of Oakley Creek and beneath the basaltic lava flows to the east of the Creek. Mt Albert (Owairaka) Volcano erupted onto a now buried paleo-ridge of ECBF and lava flows in-filled the paleo-valley to the north, west and south. The current position of Oakley Creek roughly follows the western edge of the lava flows. Uncontrolled back-filling of historic quarries within the basaltic lava flows has resulted in pockets of landfill adjacent to the Creek. 2
3 % of Samples France, S. (2017) Tunnelling through volcaniclastic grit; monitoring and management of groundwater 2.2 Characterisation of Geological Conditions for Tunnelling The Well-Connected Alliance developed a 3D geological model from the geotechnical investigation data (over 500 locations) and used it to generate geological long and cross sections to assess tunnelling conditions. Six tunnelling reaches were identified based on predominant lithology, hydrogeology and geological structure. Over most of the tunnelled length (5 reaches) the tunnelling and cross passage excavation is through typical, weak ECBF. However, within the ECBF are lenses of a stronger, coarse grained volcaniclastic grit (commonly referred to as Parnell Grit). Reach 3 comprises 500 m of interbedded weak ECBF and lenses of the stronger grit, but with a central ~150 m long zone in which the tunnel excavation was wholly within the grit. The rock in this zone was also characterised by steeply dipping joints and folded bedding. 2.3 Characterisation of the Grit in Reach 3 In total 155 in-situ (slug, packer or pumping) tests were undertaken in the East Coast Bays Formation over the wider project area. The geometric mean and median of all tests is approximately 3 x 10-7 m/s, typical of ECBF, with 85 % of all test results falling in the range of 1 x 10-8 m/s to 5 x 10-6 m/s (Figure 2). 35% 30% 25% 20% 15% 10% 5% 0% 5E-10 to 1E-10 1E-9 to 5E-10 5E-9 to 1E-9 1E-8 to 5E-9 5E-8 to 1E-8 1E-7 to 5E-8 5E-7 to 1E-7 1E-6 to 5E-7 K Values (m/s) Typical ECBF Reach 3 Grit 5E-6 to 1E-6 1E-5 to 5E-6 5E-5 to 1E-5 5E-5 to 1E-4 Figure 2: Permeability test results from typical ECBF and Reach 3 grit Whilst a broad trend between permeability and rock strength was identified, review of spatial trends indicated that the highest permeability values were associated with the steeply dipping, openly jointed volcaniclastic grit beds located within Reach 3. The 41 No. in-situ tests undertaken in Reach 3 indicated permeability values of up to 1 x 10-4 m/s (Figure 2). Pumping tests indicated peak flows (from a 250 mm diameter well) of up to 16 l/s and sustained flows of almost 10 l/s. Recorded drawdown during the pumping testing indicated a clear SW-NE structural control on the extent of drawdown and the potential for drawdown to extend to distances of up to 500 m. The locations of tests that indicated high permeability, the observed structural control on drawdown and indications of boundary features in the pumping test all coincide with the mapped extent of thick, channel filling grit (Figure 3). 3
4 N BH730 BH709 DH833 BH529 BH732 XP12 ~150 m Figure 3: Inferred extent of high permeability (k) grit within Reach 3 (labelled boreholes are referred to in text or subsequent figures) 2.4 Implications for Tunnelling and Excavation Defects recorded in boreholes and surface lineaments suggest that Oakley Creek likely follows larger scale geological structures, whilst geological mapping of the creek identified that the steeply dipping grit beds observed at the depth of the tunnel extend to the surface, potentially allowing a direct groundwater-surface water connection to the overlying creek. Additionally, land-use at the surface of Reach 3 comprises sports fields (Phyllis Reserve) that have been created on a former landfill with no basal liner. Hence any drawdown from tunnelling or excavation could result in contaminant migration, whilst settlement at the surface could allow cracking of the landfill cap and / or ponding of surface water that might result in increased leachate generation. Reach 3 was therefore identified as one of the highest risk areas in terms of potential adverse effects resulting from groundwater drawdown and ground settlement. The use of an EPB-TBM that could be operated in a closed and pressurised mode, was expected to limit the potential for groundwater inflows and drawdown during tunnelling. However, open drained stops were required for planned maintenance of tail brushes, changing of cutting tools etcetera, and one such stop was proposed to be undertaken immediately prior to entering Reach 3 to allow optimal TBM operation through this zone. Further, the cross passages were sequentially excavated, and an enlarged (~9 m diameter) cross passage (XP12) was required in Reach 3 to form the tunnel s low point sump. It was identified during the early stages of the project that pre-excavation fissure grouting would be required at XP12 (and several other cross passages) to ensure safe working conditions and reduce groundwater inflows during excavation. 4
5 3 GROUNDWATER EFFECTS DURING TUNNELLING AND EXCAVATION 3.1 Drained Maintenance Stop Immediately prior to entering the highest risk zone, the TBM was stopped for a planned period of maintenance and replacement of the tail brushes, a critical tool for maintaining face pressure and reducing groundwater inflows during tunnelling. The TBM was stopped on 15 th July 2014 and immediate peak groundwater inflows of 30 l/s occurred at the tunnel face, though these rapidly reduced over a few days to ~10 l/s which was then maintained for the 2 week duration of the stop. Instantaneous drawdown of 18.5 m was recorded in the nearest piezometer (BH732) located 35 m from the face of the TBM, with drawdown approaching near steady state conditions and a maximum 26.3 m drawdown at the end of the two week stop. As with the earlier pumping testing, a clear structural control on drawdown was observed, with a near-instant response in groundwater level recorded at distances of more than 200 m away, including at BH529 located on the opposite side of Oakley Creek (i.e. across what might often be considered a groundwater divide, Figure 4 and Figure 7). N ~150 m Figure 4: Extent of drawdown at end of drained maintenance stop (boreholes are labelled on Figure 3) Recovery of groundwater levels was equally rapid, with most piezometers recovering to 50 % to 85 % of their pre-strop water levels within 7 days, and all fully recovering within 2 months. The only exception being BH529, which some 3 years later has still not fully recovered with an apparent permanent drawdown of 5 m relative to pre-tunnelling conditions. 3.2 TBM Tunnelling Induced Effects on Groundwater and Surface Water Generally, where tunnelling was undertaken in both the typical ECBF and the more permeable volcaniclastic grit, and with a closed and pressurised face, there was negligible recorded drawdown of the groundwater level. 5
6 In some areas, where there was a concern over mechanical ground movements at the surface, the TBM was operated at a higher face pressure in order to allow optimal performance (and hence speed) through the area of concern, while also limiting mechanical movements and groundwater inflows. Reach 3 was identified as one such area as a result of the large groundwater inflows during the maintenance stop, the occurrence of contaminated land fill at the surface, and the close proximity of buildings (with known weather-tightness issues) within 30 m of the tunnel alignment. As this was also an area of potential connection between groundwater and surface water, twicedaily visual inspections of the creek were undertaken, in addition to continuous stream gauging, in order to visually assess if any irregularities in flow were occurring. During one of these inspections air bubbles were noted rising from the creek bed (Figure 5), coincident with the TBM location, confirming the connection between groundwater and surface water. OAKLEY CREEK INITIAL OBSERVATION OF BUBBLES INITIAL OBSERVATION OF BUBBLES BUILT RINGS CUTTER HEAD LOCATION APPROX. CUTTERHEAD LOCATION Figure 5: Photo of air bubbles observed in Oakley Creek during tunnelling and map showing TBM location at time The TBM face pressure was slowly lowered until the bubbles reduced to an acceptable level, whilst still maintaining minimal groundwater inflows to the face or drawdown in adjacent piezometers. Daily monitoring of piezometers in the immediate area was then used as a check against the TBM drive parameters (that were set early in the design phase) to confirm the optimal operational pressure. 6
7 France, S. (2017) Tunnelling through volcaniclastic grit; monitoring and management of groundwater 3.3 Cross-passage XP12 Excavation Prior to cross passage excavation, narrow (76 mm) diameter probe-holes were undertaken from the completed south-bound tunnel, to confirm geological conditions and allow measurements of groundwater inflows to determine if pre-excavation grouting was required. The recorded inflows to the probe-holes indicated that peak inflows to the larger cross passage excavation of 30 l/s to 80 l/s might occur, with sustainable flows of l/s (i.e. comparable to that observed during the maintenance stop). WEST EAST BH732 FILL Oakley Creek perched GWL TGA regional GWL ECBF ~15 m Figure 6: Geological cross section through XP12 (grey line indicates canopy tube, red line indicates probe drilling). NB: ECBF comprises grit (steeply dipping out of page). During probe-hole drilling, and canopy tube drilling, immediate drawdowns of up to 1.5 m were observed in the ECBF at a distance of 14 m from probe-holes (BH732, Figure 7), with detectable drawdown (0.5 m) recorded at a distance of more than 200 m (DH833 and BH529). Jun-14 0 Aug-14 Nov-14 1st TBM passage probe XP12 & XP13 Mar-15 Jun-15 Drawdown (m) relative to 1st July Aug-15 Nov-15 Feb-16 fissure XP12 XP12 May-16 2ndTBM passage 15 canopy tube XP data logger manual reading drained stop BH732 (14 m away) BH730 (65 m away) BH709b (95 m away) DH833 (195 m away) BH529 (210 m away) Figure 7: Observed drawdown at select monitoring locations in Reach 3 (distances are relative to outer edges of XP12) 7
8 A cementitious grout, targeting larger aperture joints was selected (Maclean et al, 2017) with grouting carried out by a specialist grouting contractor, through grout ports pre-installed in the segmental lining. Having observed the connection between TBM pressure at depth and Oakley Creek, care was taken to limit grouting pressures to reduce the risk of grout being ejected at the surface, with visual inspections of the creek and piezometer monitoring undertaken to confirm. The cross passages were excavated in a series of short advances with spraying of shotcrete for temporary support. Prior to shotcreting the excavated face was logged by an Engineering Geologist and a visual estimation of seepage was made. Pre-excavation grouting was observed to be highly effective in reducing groundwater inflows. At XP12, groundwater was mainly observed as isolated seepage from occasional joints with the flow estimated to be less than l/s. The grouting was also effective in limiting the magnitude of drawdown at distance (Figure 6), which, for the 9 m diameter excavation (open and dewatered for 5 months), was not significantly greater, and in some cases was less (BH709b) than observed during short term drilling and testing of the probe-holes. The magnitude of drawdown was also less than observed during the drained maintenance stop and flow gauging of Oakley Creek confirmed no impacts on creek flows. 4 CONCLUSIONS Site investigations and observations from tunnelling through a discrete zone of moderately strong, jointed volcaniclastic grit, identify that significant groundwater flows and groundwater drawdown can propagate rapidly through the high permeability, but low storativity joints and fractures that often accompany these materials. The extent of drawdown was strongly structurally controlled, with drawdown occurring preferentially in a SW-NE direction, at distances of greater than 200 m and beneath the opposite side of Oakley Creek. Although no impact on base flows in Oakley Creek was noted, connection to the creek was confirmed by the propagation of air bubbles to the surface. Visual inspections and instrumented monitoring were used to regularly inform TBM drive and grouting parameters to reduce the effects at the surface. Peak groundwater inflows of 30 l/s and sustained inflows of 10 l/s occurred in open excavations through the grit. However, monitoring confirms that fissure grouting was successful in significantly reducing groundwater inflows and controlling the magnitude of drawdown at distance. The monitoring results confirm the need for monitoring, and proactive management of groundwater effects, when grit is encountered in deep excavations or tunnelling projects. 5 ACKNOWLEDGEMENTS The writer would like to thank the NZ Transport Agency and its Well-Connected Alliance partners for permission to publish details of the project, and also Ann Williams for her review of this paper. REFERENCES France, S.J., Williams, A. & Cammack, E. (2011) Western Ring Route Waterview Connection Driven Tunnel: Assessment of Groundwater Effects. Proceedings of the 14th Australasian Tunnelling Conference. The Press, London. Maclean, H.J., Cartwright, S. and Giauque, A. (2017) Fissure grouting and rock defect characterisation for the Waterview cross passage tunnels. in prep. 8
Waterview Connection Tunnels
Stuart Cartwright Waterview Connection Tunnels Engineering Geology Assessment of East Coast Bays Formation from Investigation through to Construction S. Cartwright, D. Koumoutsakos, B. Hill, and C. Morrison
More informationGeotechnical Interpretive Report
Geotechnical Interpretive Report Waterview Connection Project SH16/ SH20 - Geotechnical Interpretative Report This report has been prepared for the benefit of the NZ Transport Agency (NZTA). No liability
More informationAppendix 6 Geotechnical report
Page 56 Appendix 6 Geotechnical report 1. Introduction The following provides an initial and preliminary description/assessment of the overall geology, the likely ground conditions and preliminary geotechnical
More information14 Geotechnical Hazards
Volume 2: Assessment of Environmental Effects 296 14 Geotechnical Hazards Overview This Chapter provides an assessment of the underlying geotechnical conditions to identify: any potential liquefaction
More information10. GEOTECHNICAL EXPLORATION PROGRAM
Geotechnical site investigations should be conducted in multiple phases to obtain data for use during the planning and design of the tunnel system. Geotechnical investigations typically are performed in
More informationPressurised TBMs and their interaction with weathered rock. Nick Shirlaw
Pressurised TBMs and their interaction with weathered rock Nick Shirlaw Pressurised TBMs Two basic types: slurry or Earth Pressure Balance (EPB) Fundamental differences in how they provide pressure to
More informationNew Plymouth CBD Site Subsoil Class: Results from ground investigation
Alexander, G.J., Chin, C.Y., Kayser, C. & Bradshaw, J. (2017) New Plymouth CBD Site Subsoil Proc. 20 th NZGS Geotechnical Symposium. Eds. GJ Alexander & CY Chin, Napier New Plymouth CBD Site Subsoil Class:
More informationMilford Centre Ltd. Private Plan Change GEOTECHNICAL ASSESSMENT
Milford Centre Ltd. Private Plan Change GEOTECHNICAL ASSESSMENT Final 15 April 2008 Milford Centre Ltd. Private Plan Change GEOTECHNICAL ASSESSMENT Final 15 April 2008 Sinclair Knight Merz 25 Teed Street
More informationCarlos Baião Cenorgeo DESIGN AND CONSTRUCTION OF THE MACHICO-CANIÇAL CANIÇAL EXPRESSWAY TUNNELS
Carlos Baião Cenorgeo carlos.baiao@cenor.pt DESIGN AND CONSTRUCTION OF THE MACHICO-CANIÇAL CANIÇAL EXPRESSWAY TUNNELS PRESENTATION LAYOUT Overall considerations Geological conditions Geological-geotechnical
More informationENGINEER S CERTIFICATION OF FAULT AREA DEMONSTRATION (40 CFR )
PLATTE RIVER POWER AUTHORITY RAWHIDE ENERGY STATION BOTTOM ASH TRANSFER (BAT) IMPOUNDMENTS LARIMER COUNTY, CO ENGINEER S CERTIFICATION OF FAULT AREA DEMONSTRATION (40 CFR 257.62) FOR COAL COMBUSTION RESIDUALS
More informationGEOLOGY, SOILS, AND SEISMICITY
4.9 GEOLOGY, SOILS, AND SEISMICITY 4.9.1 Introduction Information about the geological conditions and seismic hazards in the study area was summarized in the FEIR, and was based on the Geotechnical Exploration
More informationAn Hypothesis Concerning a Confined Groundwater Zone in Slopes of Weathered Igneous Rocks
Symposium on Slope Hazards and Their Prevention: 8-10 May, 2000, Hong Kong, PRC An Hypothesis Concerning a Confined Groundwater Zone in Slopes of Weathered Igneous Rocks J. J. Jiao and A. W. Malone Department
More informationInstructional Objectives
GE 6477 DISCONTINUOUS ROCK 8. Fracture Detection Dr. Norbert H. Maerz Missouri University of Science and Technology (573) 341-6714 norbert@mst.edu Instructional Objectives 1. List the advantages and disadvantages
More informationAGENDA ITEM 6 APPENDIX /0151/DET GROUND WATER & SURFACE WATER MANAGEMENT PLAN
CAIRNGORMS NATIONAL PARK AUTHORITY Planning Committee Agenda Item 6 Appendix 18 12/10/2018 AGENDA ITEM 6 APPENDIX 18 2018/0151/DET GROUND WATER & SURFACE WATER MANAGEMENT PLAN Dalwhinnie Quarry Ground
More informationGeological Models for Infrastructure Design:
Geological Models for Infrastructure Design: Reducing Geotechnical Risk and Supporting Sustainability Alan Keith Turner Emeritus Professor of Geological Engineering CSM Visiting Research Associate - British
More informationUse of monitoring data during construction to refine cavern design
https://papers.acg.uwa.edu.au/p/1508_26_shen/ FMGM 2015 PM Dight (ed.) 2015 Australian Centre for Geomechanics, Perth, ISBN 978-0-9924810-2-5 Use of monitoring data during construction to refine cavern
More informationBedrock Dewatering for Construction of Marmet and Soo Lock Projects
Bedrock Dewatering for Construction of Marmet and Soo Lock Projects Michael Nield Engineering Geologist Dam Safety Production Center, Huntington, WV August 2012 US Army Corps of Engineers BEDROCK DEWATERING
More informationDelineation of Zones at Risk from Groundwater Inflows at an Underground Platinum Mine in South Africa
Delineation of Zones at Risk from Groundwater Inflows at an Underground Platinum Mine in South Africa Mr Andreas Stoll andreas.stoll@erm.com Environmental Resources Management Swiss GmbH (ERM), Switzerland
More informationA comparison of methods for measuring defect orientation from boreholes in weak rock
Proc. 19 th NZGS Geotechnical Symposium. Ed. CY Chin, Queenstown A comparison of methods for measuring defect orientation from boreholes in weak rock R C Roberts Sinclair Knight Merz, Auckland, New Zealand
More informationReal-time prediction during TBM advance.
Real-time prediction during TBM advance. Risk management through the BEAM in Doha Metro Project F. Bove Seli Overseas S.p.A., Rome, Italy. R. Grandori Seli Overseas S.p.A., Rome, Italy. ABSTRACT: The Bore
More informationAn Introduction to Field Explorations for Foundations
An Introduction to Field Explorations for Foundations J. Paul Guyer, P.E., R.A. Paul Guyer is a registered mechanical engineer, civil engineer, fire protection engineer and architect with over 35 years
More informationISTANBUL STRAIT ROAD TUBE CROSSING
ISTANBUL STRAIT ROAD TUBE CROSSING One of the three major projects at cross path of Europe and Asia 3 rd Bosphorous Bridge Crossing New International Airport Eurasia Tunnel Total Length 14.6 km Part 1
More informationGroundwater Rebound in the South Yorkshire Coalfield: A review of initial modelling
Groundwater Rebound in the South Yorkshire Coalfield: A review of initial modelling 1 S. P. Burke, 1 H. A.B. Potter and 2 A. Jarvis 1 Environment Agency: Science Group, Olton Court, Olton,Solihull UK 2
More informationCase Study: University of Connecticut (UConn) Landfill
Case Study: University of Connecticut (UConn) Landfill Problem Statement:» Locate disposal trenches» Identify geologic features and distinguish them from leachate and locate preferential pathways in fractured
More informationFinding Large Capacity Groundwater Supplies for Irrigation
Finding Large Capacity Groundwater Supplies for Irrigation December 14, 2012 Presented by: Michael L. Chapman, Jr., PG Irrigation Well Site Evaluation Background Investigation Identify Hydrogeologic Conditions
More informationthe Quarrying Industry Dewatering and the Quarrying Industry the Quarrying Industry
Dewatering and the Quarrying Industry Dewatering and Dewatering and the Quarrying Industry the Quarrying Industry Les Brown Eugene P. Daly John Kelly Objectives 1) To present a summary of water management
More informationGeotechnical Engineering and Resilience
Chapter 14 Part G VOLUME 2 Geotechnical Engineering and Resilience Page 192 Overview Key geotechnical aspects of the Project include: Cut slopes in dune sand, including erodibility and erosion protection;
More informationEvaluation of Structural Geology of Jabal Omar
International Journal of Engineering Research and Development e-issn: 2278-067X, p-issn: 2278-800X, www.ijerd.com Volume 11, Issue 01 (January 2015), PP.67-72 Dafalla Siddig Dafalla * and Ibrahim Abdel
More informationiii CONTENTS vii ACKNOWLEDGMENTS EXECUTIVE SUMMARY INTRODUCTION Study Area Data Sources Preparation of Geologic Maps
CONTENTS ACKNOWLEDGMENTS EXECUTIVE SUMMARY INTRODUCTION Study Area Data Sources Preparation of Geologic Maps GEOLOGY Bedrock Geology Succession and Distribution Structural Features Description of Bedrock
More informationProposed Cemetery Thornhill Road. Tier One Hydrogeological Risk Assessment. Peter Mitchell Associates
Proposed Cemetery Thornhill Road Tier One Hydrogeological Risk Assessment Peter Mitchell Associates January 2015 Executive Summary This report uses a desk-based risk assessment technique published by the
More informationHYDROGEOLOGICAL PROPERTIES OF THE UG2 PYROXENITE AQUIFERS OF THE BUSHVELD COMPLEX
R. Gebrekristos, P.Cheshire HYDROGEOLOGICAL PROPERTIES OF THE UG2 PYROXENITE AQUIFERS OF THE BUSHVELD COMPLEX R. Gebrekristos Digby Wells Environmental P. Cheshire Groundwater Monitoring Services Abstract
More informationThree Kings Quarry Modelling of Cleanfill Drainage
Auckland Wellington Christchurch PATTLE DELAMORE PARTNERS LTD Three Kings Quarry Modelling of Cleanfill Drainage Winstone Aggregates solutions for your environment Three Kings Quarry Modelling of Cleanfill
More information25th International Conference on Ground Control in Mining
ANALYTICAL INVESTIGATION OF SHAFT DAMAGES AT WEST ELK MINE Tim Ross, Senior Associate Agapito Associates, Inc. Golden, CO, USA Bo Yu, Senior Engineer Agapito Associates, Inc. Grand Junction, CO, USA Chris
More informationSlope Stability Evaluation Ground Anchor Construction Area White Point Landslide San Pedro District Los Angeles, California.
Slope Stability Evaluation Ground Anchor Construction Area White Point Landslide San Pedro District Los Angeles, California Submitted To: Mr. Gene Edwards City of Los Angeles Department of Public Works
More informationGotechnical Investigations and Sampling
Gotechnical Investigations and Sampling Amit Prashant Indian Institute of Technology Gandhinagar Short Course on Geotechnical Investigations for Structural Engineering 12 14 October, 2017 1 Purpose of
More informationCaversham Highway four laning a case study in risk management and earthquake resistant design
Grindley, J.R., Saul G. & Walsh, I. (2013) Proc. 19 th NZGS Geotechnical Symposium. Ed. CY Chin, Queenstown Caversham Highway four laning a case study in risk management and earthquake resistant design
More informationHard Rock TBM Tunneling Technical Developments and Recent Experience
Hard Rock TBM Tunneling Technical Developments and Recent Experience *Jean-Daniel Brabant 1) and Ruben Duhme 1) 1), Herrenknecht Asia Headquarters, Singapore 1) duhme.ruben@herrenknecht.com ABSTRACT The
More informationENGINEERING EVALUATION OF THE STANLEY MINE ADVENTURE PARK AREA CLEAR CREEK COUNTY, COLORADO. Prepared for:
braun Braun Consulting Engineers ENGINEERING EVALUATION OF THE STANLEY MINE ADVENTURE PARK AREA CLEAR CREEK COUNTY, COLORADO Prepared for: STANLEY MINES ADENTURE PARK 3375 W. POWERS CIRCLE LITTLETON, COLORADO
More informationMountain Valley Pipeline, LLC Mountain Valley Pipeline Project FERC Docket No. CP
Mountain Valley Pipeline, LLC Mountain Valley Pipeline Project FERC Docket No. CP16-10-000 Attachment 64 Site-specific Water Crossing and Restoration Plans Mountain Valley Pipeline, LLC Mountain
More informationThe Casagrande plasticity chart does it help or hinder the NZGS soil classification process?
Hind, K.J. (2017) The Casagrande plasticity chart does it help or hinder the NZGS soil classification process? Proc. 20 th NZGS Geotechnical Symposium. Eds. GJ Alexander & CY Chin, Napier The Casagrande
More informationComparison between predicted liquefaction induced settlement and ground damage observed from the Canterbury earthquake sequence
Power, P.M. & Jacka, M. (2013) the Canterbury earthquake sequence Proc. 19 th NZGS Geotechnical Symposium. Ed. CY Chin, Queenstown Comparison between predicted liquefaction induced settlement and ground
More informationTBM erection chamber HALLANDSÅS TUNNELS. Mid-adit. Hallandsås ridge. Probe hole. 06 June 2009
TBM erection chamber HALLANDSÅS TUNNELS Mid-adit Hallandsås ridge 06 June 2009 Probe hole General project information Part of the West coast line railway project in South Sweden 2 tunnels 8.5 km long with
More informationThis report was prepared by Klohn Crippen Consultants Ltd. for Alberta Transportation Central Region under Contract No. CE053/2000.
Alberta Transportation Central Region #401, 4902 51 Street Red Deer, Alberta T4N 6K8 June 7, 2002 Mr. Melvin Mayfield, P.Eng. Project Engineer Dear Mr. Mayfield: Central Region Landslide Assessment Site
More informationAUCKLAND MOTORWAY EXTENSION NORTHLAND REGION, NEW ZEALAND
LEAPFROG WORKS 1 CASE STUDY Case Study: Tonkin & Taylor and Beca Design JV Puhoi to Warkworth motorway AUCKLAND MOTORWAY EXTENSION NORTHLAND REGION, NEW ZEALAND 2 The 3D subsurface model encompasses the
More informationPredicting rock conditions ahead of the face
Predicting rock conditions ahead of the face Dr Thomas Dickmann, Product Manager Geophysics, Amberg Technologies AG Seismic methods of predicting rock conditions ahead of the tunnel face have developed
More informationEngineering Geologic Conditions for Trenchless Application in the Denver Metro Area
North American Society for Trenchless Technology (NASTT) NASTT s 2015 No-Dig Show Denver, Colorado March 15-19, 2015 Paper WM-T4-03 Engineering Geologic Conditions for Trenchless Application in the Denver
More informationUnderground Excavation Design Classification
Underground Excavation Design Underground Excavation Design Classification Alfred H. Zettler alfred.zettler@gmx.at Rock Quality Designation Measurement and calculation of RQD Rock Quality Designation index
More informationDEMONSTRATING THE HYDROGEOLOGICAL SECURITY OF A SITE SITUATED IN KARST FOR THE NEW SOUTHLAND REGIONAL LANDFILL.
DEMONSTRATING THE HYDROGEOLOGICAL SECURITY OF A SITE SITUATED IN KARST FOR THE NEW SOUTHLAND REGIONAL LANDFILL. Jon Williamson, Senior Hydrogeologist, Sinclair Knight Merz Ltd, Tel. (09) 913 8900, Email.
More informationPressure Grouting of Fractured Bedrock to Control Acid Mine Drainage
WATER RESOURCES AT RISK May 14-18, 1995 Denver American Institute of Hydrology Pressure Grouting of Fractured Bedrock to Control Acid Mine Drainage S. A. Effner, G. D. Vandersluis, and V. Straskraba Hydro-Geo
More informationBEATRIZ RESERVOIR INTAKE TUNNEL
BEATRIZ RESERVOIR INTAKE TUNNEL Tunnel Feasibility Evaluation May 4, 2007 E N G I N E E R I N G Prepared by: Jacobs Associates 811 First Avenue, Suite 407 Seattle, WA 98104 Distribution To: Greg Morris,
More informationENCE 3610 Soil Mechanics. Site Exploration and Characterisation Field Exploration Methods
ENCE 3610 Soil Mechanics Site Exploration and Characterisation Field Exploration Methods Geotechnical Involvement in Project Phases Planning Design Alternatives Preparation of Detailed Plans Final Design
More informationData Report for White Point Landslide Boring B-12 W.O. E Task Order Solicitation San Pedro District Los Angeles, California
Data Report for White Point Landslide Boring B-12 W.O. E1907483 Task Order Solicitation 11-087 San Pedro District Los Angeles, California Submitted To: Mr. Christopher F. Johnson, P.E., G.E. City of Los
More informationCHAPTER 7 GEOLOGY AND SOILS
CHAPTER 7 GEOLOGY AND SOILS 7.1 General Geology of the Area Based on the Geological map compiled by Cornec (2002) the area consists of Miocene/Pleistocene deposits as seen in figure 7.1. These are geologically
More informationGEOPHYSICS GRAVITY DATA COVERAGE
GEOPHYSICS DATA COVERAGE The Mudgee-Gulgong district lies within the Dubbo 1:250,000 sheet area. This area is now covered by high res_olution gravity, magnetic and radiometric data. The aeromagnetic and
More information1 PROJECT BACKGROUND. August 14, Alberta Transportation Central Region #401, Street Red Deer, Alberta T4N 6K8
August 14, 2013 Alberta Transportation Central Region #401, 4902 51 Street Red Deer, Alberta T4N 6K8 Mr. Dennis Grace, P.Eng. Construction Engineer Dear Mr. Grace: Central Region Geohazard Assessment 2013
More informationDistribution: Tonkin & Taylor Ltd (FILE) 1 copy 1 copy
REPORT Proposed Second Runway Geotechnical Environmental Baseline Report Prepared for Prepared by Tonkin & Taylor Ltd Date October 2015 Job Number 29777.2000.v3 Distribution: Tonkin & Taylor Ltd (FILE)
More informationBoreholes. Implementation. Boring. Boreholes may be excavated by one of these methods: 1. Auger Boring 2. Wash Boring 3.
Implementation Boreholes 1. Auger Boring 2. Wash Boring 3. Rotary Drilling Boring Boreholes may be excavated by one of these methods: 4. Percussion Drilling The right choice of method depends on: Ground
More informationUnderground Drilling and Packer Test in Fault F16 of Wugou Coal Mine
An Interdisciplinary Response to Mine Water Challenges - Sui, Sun & Wang (eds) 2014 China University of Mining and Technology Press, Xuzhou, ISBN 978-7-5645-0125-5 Underground Drilling and Packer Test
More informationREPORT ON ESTIMATES OF GROUNDWATER INFLOW INTO AND DRAWDOWN AROUND THE PROPOSED OPEN PIT SOUTHDOWN IRON ORE PROJECT. Submitted to:
Pty Ltd A.B.N. 64 6 17 87 1 Havelock Street, West Perth, WA 6 Australia (PO Box 19, West Perth, WA 6872 Australia) Telephone (8) 92 76 Fax (8) 92 7611 http://www.golder.com REPORT ON ESTIMATES OF GROUNDWATER
More informationWater Framework Directive. Groundwater Monitoring Programme. Site Information. Galbally
Water Framework Directive Groundwater Monitoring Programme Site Information Galbally ImagePath1: Galbally\Galbally1.jpg Galbally source is comprised of 2 boreholes situated in Devonian Old Red Sandstones
More informationControl of Fractured Bedrock Structure on the Movement of Chlorinated Volatile Organics in Bedrock and Overburden Aquifers, Newark Basin of New Jersey
Control of Fractured Bedrock Structure on the Movement of Chlorinated Volatile Organics in Bedrock and Overburden Aquifers, Newark Basin of New Jersey Robert M. Bond, PG and Katherine E. Linnell, PG, Langan
More information3.0 GEOLOGY AND HYDROGEOLOGY
3.0 GEOLOGY AND HYDROGEOLOGY 3.1 Methodology The Geological Survey of Ireland (GSI) publication Geology of South Cork was consulted to establish the nature of the bedrock lithology and Quaternary sediments.
More informationA. Baiocchi 1, W. Dragoni 2, F. Lotti 1, S.M. Piacentini 2, V. Piscopo 1
A. Baiocchi 1, W. Dragoni 2, F. Lotti 1, S.M. Piacentini 2, V. Piscopo 1 (1) Department of Ecological and Biological Sciences, University of Tuscia, Viterbo, Italy (2) Department of Physics and Geology,
More informationNotes Week 1 Engineering Geology Problems
Notes Week 1 Engineering Geology Problems The Big Three of Engineering Geology 1. Will the ground bear the weight? (i.e. Subsurface materials? Rock or soft soil and sediment? Differential settlement?)
More informationHOOVER DAM: Grout Curtain Failure and Lessons Learned in Site Characterization
HOOVER DAM: Grout Curtain Failure and Lessons Learned in Site Characterization J. David Rogers Dams Symposium Association of Engineering Geologists Annual Meeting Las Vegas, Nevada September 22, 2005 The
More informationH A R D R O C K T B M D E S I G N F E AT U R E S F O R D I F F I C U LT G R O U N D C O N D I T I O N S. Tyler Sandell The Robbins Company
RISK MANAGEMENT: H A R D R O C K T B M D E S I G N F E AT U R E S F O R D I F F I C U LT G R O U N D C O N D I T I O N S Tyler Sandell The Robbins Company PRESENTATION OUTLINE RISK MANAGEMENT IN DIFFICULT
More informationUnderground Risk Management Course Marina Del Rey, California November, Geotechnical Data Reports. Greg Raines, PE
Underground Risk Management Course Marina Del Rey, California November, 2018 Geotechnical Data Reports Greg Raines, PE Gregory.Raines@Stantec.com Introduction What is a Geotechnical Data Report? The GDR
More informationSTATEMENT OF EVIDENCE OF SHANE LANDER (GEOTECHNICAL - QD2) ON BEHALF OF MURPHYS DEVELOPMENTS LIMITED
IN THE MATTER of the Housing Accords and Special Housing Areas Act 2013 ("HASHAA") AND IN THE MATTER of Proposed Qualifying Development Application ("QD2") for 125 Murphys Road, Flat Bush BETWEEN Murphys
More information1.0 Introduction 1.1 Geographic Location 1.2 Topography 1.3 Climate and Rainfall 1.4 Geology and Hydrogeology 1.5 Water Availability 1.
1.0 1.1 Geographic Location 1.2 Topography 1.3 Climate and Rainfall 1.4 Geology and Hydrogeology 1.5 Water Availability 1.6 Demography 1.0 1.1 Geographic Location St. Lucia forms part of an archipelago
More informationThe Geology and Hydrogeology of the Spyhill Area
The Geology and Hydrogeology of the Spyhill Area Clare North (WorleyParsons Komex) and Martin Ortiz (The City of Calgary) 2-Jul-08 Outline Background Site Location Existing Information New Work Geology
More informationConnecticut's Aquifers
Page 1 of 5 DEP Search: Connecticut's Aquifers The technical definition of the word "aquifer" is: any geologic formation capable of yielding significant quantities of water to wells. By that definition,
More informationSITE INVESTIGATION 1
SITE INVESTIGATION 1 Definition The process of determining the layers of natural soil deposits that will underlie a proposed structure and their physical properties is generally referred to as site investigation.
More informationFebruary 18, 2003 File: NORTH CENTRAL REGION LANDSLIDE ASSESSMENT HWY 43:16 WHITECOURT EAST HILL (NC1) 2002 ANNUAL INSPECTION REPORT
February 18, 2003 File: 15-76-11 Alberta Transportation Room 223, Provincial Building 4709 44 Avenue Stony Plain, Alberta T7Z 1N4 Attention: Mr. Rob Lonson, P.Eng. NORTH CENTRAL REGION LANDSLIDE ASSESSMENT
More informationFormation Stratigraphy and Interfingering at the Port of Miami
Formation Stratigraphy and Interfingering at the Port of Miami AUGUST 6, 2012 PROJECT PARTNERS Public Sponsors 90% Equity Partner Contractor 10% Equity Partner VMS Operator Federal Support FUNDING PARTNERS
More informationLandslide Granice in Zagreb (Croatia)
Landslides and Engineered Slopes Chen et al. (eds) 28 Taylor & Francis Group, London, ISBN 978--415-41196-7 Landslide Granice in Zagreb (Croatia) Z. Mihalinec Civil Engineering Institute of Croatia, Zagreb,
More informationCENTRAL REGION GEOHAZARDS RISK ASSESSMENT SITE INSPECTION FORM
SITE NUMBER AND NAME C55 H861:02 Slide LEGAL DESCRIPTION NW 14-40-14-W4 CENTRAL REGION GEOHAZARDS RISK ASSESSMENT SITE INSPECTION FORM HIGHWAY & KM NAD 83 COORDINATES N 5811217 E 437291 PREVIOUS INSPECTION
More informationWater Framework Directive. Groundwater Monitoring Programme. Site Information. Kiltrough PWS
Water Framework Directive Groundwater Monitoring Programme Site Information Kiltrough PWS ImagePath1: Kiltrough PWS\17_009_Kiltough_P1_SiteLo cation.jpg This monitoring point is a well that is part of
More informationLand subsidence due to groundwater withdrawal in Hanoi, Vietnam
Land Subsidence (Proceedings of the Fifth International Symposium on Land Subsidence, The Hague, October 1995). 1AHS Publ. no. 234, 1995. 55 Land subsidence due to groundwater withdrawal in Hanoi, Vietnam
More information2. Initial Summary of Preliminary Expert Opinion of Converse and Psomas Reports
UNITED WALNUT TAXPAYERS PRELIMINARY REVIEW OF NEGATIVE GEOTECHNICAL AND GEOLOGICAL ASPECTS OF CONSTRUCTING EARTHFILL PAD FOR A SOLAR FARM ON THE WEST PARCEL - DRAFT 1. Introduction A licensed Engineering
More informationUPDATING THE LANDSLIDE HAZARD ASSESSMENT SYSTEM WITHIN THE CITY OF THE GOLD COAST
UPDATING THE LANDSLIDE HAZARD ASSESSMENT SYSTEM WITHIN THE CITY OF THE GOLD COAST Patrick Kidd Geotechnical Manager, SMEC Australia, Gold Coast, Queensland, Australia ABSTRACT The City of Gold Coast has
More informationGeophysical Surveys for Groundwater Modelling of Coastal Golf Courses
1 Geophysical Surveys for Groundwater Modelling of Coastal Golf Courses C. RICHARD BATES and RUTH ROBINSON Sedimentary Systems Research Group, University of St. Andrews, St. Andrews, Scotland Abstract
More informationGroundwater inflows and management at Emily Ann and Maggie Hays underground nickel mines, Western Australia
Groundwater inflows and management at Emily Ann and Maggie Hays underground nickel mines, Western Australia John Waterhouse 1, Andrew Murie 1 and David Thomson 1 1 Golder Associates, 182 Lord Street, Perth,
More informationA Unique Metro Accident in Brazil Caused by Multiple Factors
A Unique Metro Accident in Brazil Caused by Multiple Factors 1 MAIN CAUSES OF ACCIDENT Ridge of jointed rock exactly along cavern roof Ridge of rock missed by drilling due to low spot Weathering of sides
More informationBELFAST SEWERS PROJECT
BELFAST SEWERS PROJECT Adam Green - Atkins Tunnelling Scheme Overview New stormwater interceptor Tunnel Scheme within Belfast City Centre to alleviate flooding and divert storm water flows from existing
More informationDunkerrin - Guilfoyles Well
Water Framework Directive Groundwater Monitoring Programme Site Information Dunkerrin - Guilfoyles Well ImagePath1: Dunkerrin - Guilfoyles Well\IE_SH_G_19_005_a_Pump House_(800_x_600).jpg Dunkerrin/ Guilfoyles
More informationMIOCENE STRATIGRAPHY OF THE HOKIANGA - WAIMAMAKU COASTLINE, NORTH OF KAWERUA, NORTH AUCKLAND. by B.W. Hayward* SUMMARY
119 MIOCENE STRATIGRAPHY OF THE HOKIANGA - WAIMAMAKU COASTLINE, NORTH OF KAWERUA, NORTH AUCKLAND by B.W. Hayward* SUMMARY The lower Miocene geology of the 8 km coastal strip from Hokianga South Head to
More informationGCS undertook both a desktop study and fieldwork in order to collate sufficient information to compile the groundwater resources report for the EIA.
8. GEOHYDROLOGY 8.1 Introduction GCS (Pty) Ltd was appointed by Bohlweki Environmental to undertake the necessary groundwater and candidate site assessment as part of the Environmental Impact Assessment
More informationKRIS wsbssm. IBHiiilll
KRIS wsbssm IBHiiilll Digitized by the Internet Archive in 2012 with funding from University of Illinois Urbana-Champaign http://archive.org/details/engineeringaspec34ekbl STATE OF ILLINOIS HENRY HORNER,
More information3/8/17. #20 - Landslides: Mitigation and Case Histories. Questions for Thought. Questions for Thought
#20 - Landslides: Mitigation and Case Histories Web Exercise #3 (Volcanoes) Due Wednesday There is a 2-point penalty for every day the assignment is late. Exam 1 Scores Scores and exam key are posted Vaiont
More information1 INTRODUCTION 1.1 General
#701 475 Howe Street Vancouver, British Columbia V6C 2B3 August 1, 2014 Robin McCall Wolverine Mine Environmental Superintendent Dear Mr. McCall: 1 INTRODUCTION 1.1 General This letter report presents
More informationDavid de Courcy-Bower and Samuel Mohr
Applicability and Limitations of LNAPL Transmissivity as a Metric within Bedrock Formations Insert then choose Picture select your picture. Right click your picture and Send to back. David de Courcy-Bower
More informationAgam Iron Sand Primary Report
Agam Iron Sand Primary Report Introduction Agam Regency in Western Sumatra, Republic of Indonesia has high potential for Iron Sand, which was known from the Dutch colonization era. Geologically, the location
More informationGEOL 02: Historical Geology Lab 14: Topographic Maps. Name: Date:
GEOL 02: Historical Geology Lab 14: Topographic Maps Name: Date: A topographic map is a two dimensional (flat) representation (model) of a three dimensional land surface (landscape). It shows landforms
More informationSeepage Analysis for Shurijeh Reservoir Dam Using Finite Element Method. S. Soleymani 1, A. Akhtarpur 2
Seepage Analysis for Shurijeh Reservoir Dam Using Finite Element Method S. Soleymani 1, A. Akhtarpur 2 1 Group of Dam Construction, Toossab Company, P.O. Box 917751569, Mashhad City, Iran, PH (+98) 511-7684091;
More informationConverse Consultants Geotechnical Engineering, Environmental & Groundwater Science, Inspection & Testing Services
Converse Consultants Geotechnical Engineering, Environmental & Groundwater Science, Inspection & Testing Services Ms. Rebecca Mitchell Mt. San Antonio College Facilities Planning & Management 1100 North
More informationA) B) C) D) 4. Which diagram below best represents the pattern of magnetic orientation in the seafloor on the west (left) side of the ocean ridge?
1. Crustal formation, which may cause the widening of an ocean, is most likely occurring at the boundary between the A) African Plate and the Eurasian Plate B) Pacific Plate and the Philippine Plate C)
More information=%REPORT RECONNAISSANCE OF CHISHOLM LAKE PROSPECT. October 25, 1977
=%REPORT ON FIELD RECONNAISSANCE OF CHISHOLM LAKE PROSPECT October 25, 1977 Bruce D. Vincent Imperial Oil Limited, Minerals - Coal, CALGARY, ALBERTA CHISHOLM LAKE PROSPECT Introduction The Chisholm Lake
More informationGIBE II TUNNEL PROJECT - ETHIOPIA - 40 BARS OF MUD ACTING ON THE TBM
GIBE II TUNNEL PROJECT - ETHIOPIA - 40 BARS OF MUD ACTING ON THE TBM IL FUTURO DI SELI SPECIAL DESIGNS AND MEASURES IMPLEMENTED TO FACE ONE OF THE MOST DIFFICULT EVENT IN THE HISTORY OF TUNNELING Condivisione
More informationThe role of the ground model in design of low cost slip repairs on rural New Zealand roads
Watson, J. (2013) Proc. 19 th NZGS Geotechnical Symposium. Ed. CY Chin, Queenstown The role of the ground model in design of low cost slip repairs on rural New Zealand roads J Watson Engineering Geologist,
More informationGeotechnical modelling based on geophysical logging data
University of Wollongong Research Online Coal Operators' Conference Faculty of Engineering and Information Sciences 2013 Geotechnical modelling based on geophysical logging data Peter Hatherly Coalbed
More information