Two Baseline Reports prepared for tunnels in Toronto, A Case Study
|
|
- Sophie Moody
- 6 years ago
- Views:
Transcription
1 Two Baseline Reports prepared for tunnels in Toronto, A Case Study J. Nick Shirlaw Golder Associates (Singapore) Pte Ltd, Singapore J. Westland, S.Boone Golder Associates Ltd, Canada ABSTRACT: Geotechnical Baseline Reports were prepared for two tunnelling projects for the subway expansion program in Toronto, Canada. The reports were based on recommendations published by the ASCE in Specific issues covered included: the number size and strength of boulders, the continuity of beds or lenses of sand, providing a baseline for dewatering requirements and for the construction of a number of shafts in broadly similar ground conditions. The tunnels have been successfully completed, and the geotechnical claims arising from the work are discussed in the context of the Baseline Reports. 1 INTRODUCTION In 1992 the Toronto Transit Commission (TTC) embarked on an ambitious program of expansion of the subway system in Toronto. This was initially known as the Let s Move program, later retitled the Rapid Transit Expansion Program. The full program involved the construction of three new lines, the Spadina, Eglinton and Sheppard lines, and expansion works to the Wilson Yard depot. Later changes to the program meant that only the Sheppard line and a portion of the depot expansion were completed. However, some preliminary works were also carried out for the Eglinton line, including the tunnelling for the diversion of a 2m diameter main sewer line. The TTC appointed Delcan-Hatch as the Program Managers, and Golder Associates as the Program Geotechnical consultant. Part of Golder Associates task was the preparation of a Geotechnical Baseline Report (GBR) for each of the construction contracts that would be let under the program. The GBR was the culmination of a series of Geotechnical Reports prepared for each construction contract. The site investigation which formed the basis of the geotechnical reporting was planned by Golder Associates to consist of three main phases: Phase 1: Boreholes at approx 500m centres along the route Phase 2: Additional boreholes such that the combined Phases 1 and 2 gave a coverage of about one borehole per 250m Phase 3: Further boreholes, resulting in a final, planned borehole spacing of about 75m along the route At the completion of the site investigation work, a Geotechnical Investigation Report (GIR) was prepared for issue with the tender documents. The site investigation was supervised by various geotechnical consultants who prepared Geotechnical Investigation Reports, under the direction of the Program Geotechnical Consultant. A historical land use survey was carried out by Golder Associates to identify past land use which might have resulted in the release of contaminants. The information from the land-use review was used to plan the site investigation program, such that regularly spaced boreholes along the proposed align-
2 ment were situated close to locations with a higher risk of contaminant discharges to the environment, such has dry cleaners and gasoline stations. Based on the Phase 1 borehole data, a Preliminary Geotechnical Design Report (PGDR) was prepared to provide geotechnical information sufficient for functional design of each of the subway lines. The functional design process provided for an overall horizontal and vertical alignment for the each line, identified the key requirements for each station and identified the basic construction methodology (bored tunnels versus cut and cover construction) for the major construction elements of each line. Following functional design, the subway lines were subdivided into major contract sections. Each of these sections, for example a station or reach of twin tunnels, were assigned to individual design groups working to standards set by and with the oversight of the Program Manager and Program Geotechnical Consultant. Later, each of these design sections became separate construction contracts. A Preliminary Geotechnical Design Report (GDR) for each construction contract was prepared following completion of Phase 2 of the site investigation, and provided the geotechnical information to allow final design of the stations and tunnels to commence. The initial design phase of each of these separate underground design contracts included assessment by the designer of the amount of geotechnical data available, and the requirements for additional investigation to complete final design. Thus, each section designer had input into the Phase 3 of the site investigation program. A final Geotechnical Design Report was prepared at the completions of the Phase 3 investigation The PGDR and GDR were deliberately structured so that the writing of the GBR could be based on these earlier reports. The primary difference between the Design reports and the GBRs was that the Design reports were written to provide guidance to the civil/structural designers for each contract, while the GBR addressed issues relevant to construction of the works and were thus directed to bidders on the projects. This paper will discuss the basis of the writing of two GBRs, one for the tunnels of the Sheppard line and the other for the Allen Sewer diversion tunnel (Figure 1). The latter tunnel was built as preliminary works for the Eglinton line. Spadina Line to York University & Yonge Line Sheppard Subway Eglinton West Subway Allen Station Existing Subway Lines Allen sewer tunnel Bloor-Danforth Extension Downtown Toronto Harbourfront LRT Extension Lake Figure 1. The RTEP program included the Sheppard, Eglinton and Spadina lines. About half of the full, planned, extent of each line was originally to be built under the program (the solid line)
3 2 GENERAL GEOLOGY Toronto is largely built on a till plain with a number of deeply incised river valleys. The tunnels were driven through the typical Quaternary deposits of the Toronto region: glacial till, glaciolacustrine sand, silt and clay deposits and glaciofluvial silt and sand. More recent deposits of alluvium were found in the Don river Valley, which was crossed by the Sheppard line tunnels. The till and glaciolacustrine deposits were laid down during a number of glaciations and glacial retreats. The Quaternary soils overlie the Ordovician age bedrock of the Georgian Bay Formation; rock was not encountered during the tunnelling. 3 THE PROJECTS The Allen Sewer Tunnel The planned Allen Road Station, part of the Eglinton West subway line, conflicted with an existing 1830mm diameter storm water sewer. As part of preliminary works to the Eglinton Line it was decided to build a replacement section at a lower level, which would pass just below the future station. The replacement involved constructing a 1.1 km long tunnel of 3m excavated diameter and seven shafts. The seven shafts were: The access shaft for the TBM The removal shaft for the TBM A maintenance access shaft and Four shafts for the installation of grout pipes; the grouting was a specified protection measure where the sewer tunnel passed under an operational section of the existing subway system. Thirteen boreholes provided information on the ground conditions along the alignment. The interpreted long section (Figure 2) showed that the tunnel would be driven through a thick bed of glaciolacustrine sand for its whole length. Overlying the glaciolacustrine sand were fill and Wisconsin Till; these deposits would be encountered during shaft construction TBM LAUNCH SHAFT EXISTING SUBWAY TBM REMOVAL SHAFT Standard Penetration Test Results Elevation (m) GROUND WATER LEVEL BEFORE TUNNELLING Unit SPT "N" Fill 22 Till 75 Sand/ Silt >100 Chainage (m) FILL GLACIAL TILL GLACIOLACUSTRINE SAND & SILT GLACIOLACUSTRINE SILT & CLAY Figure 2. The Allen sewer tunnel.. The stratigraphy and ground water level are as shown in the GBR that was issued as part of the tender documents.
4 BAYVIEW AVE Underground Singapore The tunnels for the Sheppard Subway line The twin running tunnels for the Sheppard subway are 5.9m internal diameter. They were driven using two EPB shields. The length of tunnelling was 3.8km for each bound. The tunnels were launched from a shaft to the west of the Don River and driven westwards to Yonge Station. The shields were recovered and transported to another shaft, just to the east of the Don River. From there they were driven eastwards to Don Mills Station. The 224 boreholes installed for the project, prior to tender, revealed a general stratigraphy consisting of: Fill Recent deposits and alluvium (concentrated in the valley of the Don River) Upper Till Upper Sand/Silt Upper Clay Middle Sand/Silt Lower Clay Lower Sand/Silt These units were not necessarily persistent throughout the alignment, and the boreholes were not always deep enough to identify the lower units. The ground surface drops by nearly 40m in the area of the Don River valley (Figure 3) 180 YONGE ST TBM REMOVAL SHAFT WILKET CREEK SEWER EEB#1 CP#1 EEB#2 CP#2 BAYVIEW STATION CP#3 BESSARION STATION EAST DON RIVER 180 Elevation (m) CP#4 LESLIE STATION TBM LAUNCH SHAFT LEGEND FILL PREDOMINANTLY COHESIONLESS DEPOSITS (GRAVELS/SANDS/SILTS) PREDOMINANTLY VERY STIFF TO HARD COHESIVE DEPOSITS (SILTY CLAY/CLAYEY SILT & TILLS) INTERPRETED PIEZOMETRIC WATER LEVELS AT TUNNEL LEVEL SUBWAY Figure 3. The western section of the Sheppard line tunnels. The stratigraphy and ground water level are as shown in the GBR that was issued as part of the tender documents. 4 STRUCTURE OF THE GBRs The general structure of the GBRs followed the outline suggested in early drafts of the document that would later become Geotechnical Baseline Reports for Underground Construction, Guidelines and Practices (ASCE 1997). The document followed was Anon (1991). The standard table of contents used for the GBRs prepared for the RTEP program was: Introduction Project description Sources of information
5 Geology Man-made features significant to construction Soil units and groundwater levels related to excavation Selection and design of temporary works Anticipated ground behaviour in relation to construction Instrumentation Soil and groundwater management Figures provided with the GBRs included Long sections along the alignment (Figures 1 and 2), Particle size distribution envelopes for each of the main beds, with the associated long sections and tables, which were contract specific. 5 PARTICULAR ISSUES IN THE PREPARATION OF THE GBRs Particular issues that arose during the preparation of the reports were: How to provide a baseline for the number, size and strength of the boulders that would be encountered in the glacial strata The level of detail that could be incorporated on the long sections, particularly with respect to the beds and lenses of granular soil that were present within or interbedded with the clay till How to provide a baseline for the dewatering required in the granular soils for shaft and for cut and cover construction How to provide the baseline conditions for a number of excavations which were in broadly similar, but not identical, conditions These items are discussed below, and are followed by a discussion on those areas of the GBRs that were an issue during construction. Baseline for boulders Based on discussions with contractors, the number and size of the boulders that would be encountered during construction was the biggest single geotechnical risk for tunneling using earth pressure balance methods in the glacial strata in Toronto. Further, it was common in underground construction projects in Toronto for there to be disputes about the number and size of boulders encountered, because of the significant effect such obstructions had on construction of tunnels, bored piles, tie-backs, etc. It was therefore decided that a baseline for the number, size and strength of boulders should be provided in the GBRs. The baseline for boulders was provided in the list of Potential Subsurface Hazards. It is very rare to encounter a boulder during site investigation in Toronto. It was a standing instruction that any boulders encountered should be cored. No boulders were cored during the site investigation for the Allen Sewer. The boreholes were drilled using hollow stem augers. If the auger flights strike a boulder or cobble the rods chatter, and it was another standing instruction that such behaviour should be recorded on the log of the hole. However, for the Allen Sewer, no such behaviour was recorded at tunnel level. There was therefore no direct information from the site investigation which would allow an estimate of boulders to be made. The tunnel was to be driven through glaciolucustrine sands. A relatively low concentration of boulders was anticipated in this deposit, which consisted of sands laid down in a lake fed by glaciers. The only source for boulders would be sections of glacier, containing boulders, which broke away and floated into the lake. Melting of the resulting ice rafts would add the boulders to the lake deposits. Relative to the glacial till deposits the proportion of boulders would be low. It was decided to provide a baseline of two boulders greater than 600mm in any dimension in the GBR. It was considered that the anticipated method of construction, EPB tunnelling, the primary concern would be boulders of this size and greater. For the Sheppard Tunnels, three boulders were recorded as being encountered in the 224 boreholes (total length of drilling 4,940m) drilled prior to tender. It was a standing instruction that any boulders encountered should be cored. However, none of the boulders was cored, so there was no information as
6 to the size of the boulders or the type of rock. There were a number of cases where the rods were observed chattering, probably because the flights of the auger had encountered a boulder or cobble. The first quantitative data on the boulders in the soils came during the early construction of a tailtrack section of cut-and-cover tunnel, at the western end of the Sheppard Line. The data was obtained during installation of 598 soldier piles with a diameter of up to 920mm, and a total drilled length of about 9,000m (Westland et al 1996). 107 boulders were encountered, which represented 0.14% of the volume of soil excavated. Eighty of the boulders were recovered whole, and were used to construct a histogram of the distribution of the boulders by size. This histogram was adjusted to allow for the fact that the method of sampling, in piles, was limited by the diameter of the piles. It was known from previous subway construction in Toronto that boulders of 1m to 3m in maximum dimension did occasionally occur in the glacial soils. The boulders were mainly formed out of igneous and metamorphic rocks typical of the Canadian Shield. The Canadian Shield is found in the north of Canada; weaker sedimentary rocks are found locally in the Toronto areas. The boulders had therefore been subject to glacial transportation over a long distance. Naturally only very strong rocks had survived this process: measured Uniaxial Compression Strength was typically in the range of 130 to 250 MPa, with tensile strengths (measured using the Brazilian Test) of 9MPa to 20MPa. Other tests carried out on the boulders included: Point Load Index, Bond abrasion and Modified Tabor abrasion. The results of these tests were reported in the GBR. To assess the number of boulders along the tunnel alignment, a stoniness index was derived, for each of the strata, based on all of the indications (mainly rods chattering) from the site investigation. For each stratum the ratio of this index to that from the area of the tailtrack was then used to assess the overall boulder content, as a percentage by volume. The assessment of the soils along the Sheppard Tunnels was that boulder content would range from 0.02% to 0.17%. Figure 4.Distribution of boulder size measured at the Sheppard tailtrack, and the mathematical relationship used to represent the distribution of boulder sizes The histogram of distribution of boulder sizes and the proportion of boulders, by volume, for each stratum were provided in the GBR. This provided a baseline for the number and size distribution of boulders that would be encountered during tunnelling. The baseline was established by measuring the equivalent diameter of the boulders (Figure 4). From the measured values, it was assessed that the volume of boulders in each size range was 90% of the volume in the preceding (lower) range.
7 Figure 5. Extract from a Sheppard Line GBR, showing how the baseline distribution of boulders was established. The volume and size of boulders predicted for any part of the work could be established from: 1) The total volume of boulders. The proportion of boulders was given, as a percentage by volume, for each of the major strata. Combining this percentage with the volume to be excavated would give the total volume of boulders. 2) The size range of boulders. Having established the total volume of boulders, the number of boulders in each size range could be predicted based on the distribution histogram. Figure 5 is a figure from a GBR showing the distribution. As a result of the boulder analysis, a major change was made to the EPB shields. The shields had been ordered by the owner (TTC) to drive the running tunnels for the Eglinton Line. The order was placed and the shields built before most of the investigation for the Sheppard Line was carried out, and before the specific information on boulder content was obtained during soldier piling for the Sheppard tailtrack. When the construction of the Eglinton line was cancelled, the shields were stored for use on the Sheppard line. The shields provided for the Eglinton line had heads suitable for cutting soft ground, but no disc cutters for cutting hard rock. Analysis of the Sheppard data indicated that between 1,500 and 3,000 boulders, with a size greater than 300mm in any dimension, could be encountered during tunnelling. As a result of this assessment the heads of the machines were changed, with the new heads equipped with both picks (for soft ground) and discs (to cut rock). Baseline for beds of granular soil The identification of layers of granular soil was important for tunneling, shaft construction and cut and cover construction. The sand layers are generally uniform, with a low fines content, and are unstable
8 unless dewatered or a support pressure is provided. Shaft construction using soldier piles and lagging is common in Toronto. For this construction method it is necessary to carry out advanced dewatering for any beds of sands present in the walls of the excavation. Dewatering below the base of the excavation is also commonly necessary to prevent hydraulic rupture of the base of the excavation. In tunnelling there is a tremendous contrast between the behaviour of the beds of hard glacial clay, which are stable even without a support pressure, and the behaviour of the beds of sand which are highly unstable when exposed below the water table. It was a standard requirement for the site investigation that a piezometer tip should be placed in each of the beds of sand encountered. Almost every borehole had one or two piezometer tips installed. The major patterns of drainage were horizontal, into the river valleys (the Don River for the Sheppard Line) and vertically, with each successive bed of sand having a lower elevation of piezometric pressure than the bed above. Where more than two beds of sand were encountered a second hole was drilled to install additional piezometers. It can be seen that the beds of sand shown as continuous in Figure 2 were quite convoluted, with each bed being of variable thickness and elevation along the alignment. The continuity of the beds was confirmed by the measurements of piezometric pressure. Due to the particular hydraulic conditions, plotting the piezometric elevation along the alignment showed clearly how the various major beds of sand identified in the boreholes were connected. The continuity of the beds was an important factor in assessing dewatering requirements for shafts. While the major beds of sand/silt could be clearly identified, smaller lenses of sand/silt were found in some boreholes within the Upper Till and the clay layers. Such lenses were highly localized, and their extent could not be assessed from the borehole information. It was likely that similar lenses occurred between boreholes which, because they had not been encountered in the drilling, were not identified in the site investigation. As no realistic assessment could be made of the number or extent of such lenses, it was decided not to show those local lenses of sand/silt that had been identified in the boreholes in the general stratigraphy, but to include in the text a statement that such lenses were an inherent part of the fabric of the till deposits, and that the tunnelling methods should allow for this inherent risk. Baseline for dewatering for shafts As discussed above, the major beds of sand/silt posed problems with respect to potential instability, both in the walls and base of the shafts. In Toronto it was common to control this potential instability by dewatering; use of eductor wells is a common method of dewatering the sand/silt layers. The volume of water to be pumped during the dewatering of the launch shafts for both the Allen Sewer and the Sheppard Subway tunnels was considered an important issue for construction. In addition to affecting the cost of the dewatering, there was a planning issue: depending on the volume to be pumped, a permit to take water would need to be obtained from the relevant authority. It is recommended in the guidance notes on preparing GBRs that anticipated groundwater flow into tunnels be given in the GBR, as this is clearly an important consideration in assessing the cost of the project. By extension, the volume of groundwater to be pumped to control the groundwater for tunnel shaft construction should also be given. However, the volume of groundwater to be pumped would be dependent on choices made by the contractor, such as the choice of temporary works for the shaft. Another key issue in cost, the spacing of the wells, would also be highly dependent on the choices made by the contractor, including the type of temporary works, the well type and the sequence of work. With the GBR being prepared as part of the tender documents, it was not known how tenderers would actually carry out the works. The issue was therefore how to provide a reasonable baseline for dewatering which could be used despite these unknowns. Furthermore, with aquifer properties varying over such a large range (many orders of magnitude in the case of hydraulic conductivity) it is not appropriate to design dewatering systems on the basis of single value design parameters. Even small variations in the actual parameters from the baseline parameters would result in either the wells being too far apart (if actual permeability was less than the baseline), or the pumping rate being higher than anticipated (if actual permeability was greater than the baseline). Because an appropriate design approach is to consider a range of design parameters, it was decided to provide a range of baseline parameters for the design of dewatering systems: the Hydraulic conductivity, Transmissivity and Storativity of the beds that would require dewatering were each assigned a
9 range based on available data and contractors were expected to consider the range in their design of dewatering systems. In addition an outline dewatering design was carried out, based on certain assumptions, with the purpose of assessing the likely rate of pumping required. The assessed rate of pumping was given in the GBRs; it was stated that this was a preliminary assessment carried out for the purpose of assessing whether a permit was required, and the assumptions used in deriving the rate of pumping were given. A baseline for similar, but not identical, conditions along the alignment The conditions along the line of the Allen sewer were broadly similar. The tunnel was driven in a thick bed of glaciolacustrine sand, underlying a bed of glacial till. The four shafts were to be constructed in broadly similar conditions, but with local variations, such as the depth of fill. The anticipated geotechnical issues for construction of the shafts were also broadly similar, but with some variation related to the differences in the ground conditions. In these circumstances, one of the issues was how to describe this in the GBR. There were two options: 1. Give one generic description of the ground conditions and construction issues for all of the shafts, and then provide specific information of how each shaft varied from that generic decryption 2. Treat each shaft as a completely separate item, identifying the specific ground conditions and construction issues for each shaft in turn Because of the relative consistency of the ground conditions along the sewer tunnel alignment, the second option would result in a repetitive report. However, if the first option was chosen it was considered that there was a greater risk that the text could be read in a way not intended by the author. It was decided to write the report based on the second option, on the basis that clarity was more important than conciseness. 6.0 THE RESULT OF THE WORK Following construction of the Sheppard Subway line, Poot et al (2000) provided a summary comparison between the predicted number of boulders and the actual number encountered. In practice it was not feasible to compare the anticipated and actual number of boulders encountered during the tunnelling, as the EPB machines used were designed to cut the larger boulders, and the smaller ones tended to be broken within the screw conveyor. It was therefore not possible to establish the number of boulders actually encountered during the tunnelling. However, the number of boulders encountered during the drilling of soldier piles for shaft and station construction could be accurately measured, both in terms of number and volume. The Sheppard tunnels passed through three of the stations, so this gave some indication of how accurate the predictions for the number of boulders had been. The highest predicted boulder content was at Yonge Station, where a boulder content of 1% by volume was predicted in the Upper Till (boulder clay). For the soldier pile construction at Yonge, the Baseline prediction was for 528 boulders in 986 piles. The actual number encountered was 666. Over 6 construction contracts (five stations and the tunnels) the number of boulders encountered was consistently higher than predicted, on average by 36%. The prediction for the volume of boulders was also generally slightly low, on average by about 20%, suggesting that a greater number of smaller boulders was encountered compared to the predictions. Given the uncertainties of predicting the number of boulders in a glacial soil, this level of accuracy must be considered at least reasonable. However, for future projects in Toronto, Poot et al recommend that the predicted boulder distribution shown in Figures 4 and 5 is changed such that the volume in each range is 80% of that in the preceding (lower) range. This would give a greater proportion of smaller boulders, closer to what was found in practice than the GBR predictions. During tunnelling, many boulders of unknown size were encountered and broken by the cutting heads based on visual evidence of chunks of igneous and metamorphic rock in the muck. The screw conveyor was jammed on two occasions by such chunks. A boulder, estimated to be more than 3 m in diameter, was encountered when installing piles in the launch shaft. Other large boulders on the order of 1 to 2 m in diameter were encountered during construction of Bessarion and Bayview Stations. By
10 giving a reasonable estimate, the contractors could select and include in their costs the appropriate methods for removing the boulders. For the tunnelling, the number of boulders fully justified the change made to the cutting heads of the TBMs. Prior to the construction of the Sheppard Line, it was very common for tunnelling contracts in the Toronto region to end in a dispute between the contractor and the client over whether the number of boulders encountered could have been foreseen. This was because no means of defining what was reasonably foreseeable was given in thee contract. The GBR prepared for the Sheppard tunnels provided a clear baseline of what was anticipated, and the contract documents provided a means of paying for the variance from that baseline. The only major dispute related to geotechnical issues that arose from the Sheppard tunnels related to the consumption of the foam conditioning agent. The foam was injected into the head and chamber of the TBMs to condition the spoil and reduce wear. No baseline of foam consumption had been given in the GBR, as the consumption of foam was not related only to the soil encountered. Although the soil is a factor in the consumption, other factors that were completely under the contractor s control included the type of foaming agent used and the amount of foam that the contractor decided to inject to minimize machine and tool wear and to enhance tunneling productivity. Indeed, it is considered that when preparing baselines for tunneling projects, the authors of GBR s should seek to quantify the fundamental characteristics of the soil and rock deposits, including the geometry and distribution of the deposits, but avoid attempting to provide a baseline for the interaction between the ground and a contractors equipment, means and methods. In the case of tunneling additives, it is considered appropriate to provide a baseline for the soil water content, plasticity characteristics, strength and particle size distribution. All of these influence the selection and quantity of conditioning agents, but the variety of available agents and the potential combinations of such agents make it impossible to provide a baseline for the quantities that might be consumed on a project. For the Allen sewer tunnel, one boulder exceeding 600mm in any dimension was encountered, compared with the baseline of two. This confirmed the relatively low boulder content of the glaciolacustrine sand compared with the glacial till encountered on the Sheppard Line tunnels. It also confirmed the value of the qualitative assessment, based on depositional processes, made as an adjunct to the quantitative assessment based on the site investigation program. There were two claims related to geotechnical issues for the sewer tunnel. One was related to the difficulty of jacking grouting pipes into the glacial Till, and was quickly settled. The other claim was because the contractor had underpriced the cost of dewatering for the TBM access shaft. The GBR was clear on the need for this dewatering, which was described in some detail, and the conditions were as assessed in the GBR. This claim was rejected. REFERENCES Anon Avoiding and Resolving Disputes during construction: Successful practices and guidelines. Publ. ASCE 1989, updated and revised ASCE (1997). Geotechnical Baseline Reports for Underground Construction, Guidelines and Practices. American Society of Civil Engineers. Westland, J., Shirlaw, J.N., and Busbridge, J.R Geotechnical investigations and assessment of boulder frequency for Toronto s subway project. Canadian Tunnelling 1996 Poot, S., Boone, S.J., Westland, J., and Pennington, B Predicted boulder frequency compared to field observations during construction of Toronto s Sheppard Subway. Canadian Tunnelling 2000
10. 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 informationHorizontal Directional Drilling: An Approach to Design and Construction. Presenter: John Briand, PE Co-Author: Danielle Neamtu, PE
Horizontal Directional Drilling: An Approach to Design and Construction Presenter: John Briand, PE Co-Author: Danielle Neamtu, PE Presentation Outline General HDD overview Conceptual-level evaluation Detailed
More informationJune 9, R. D. Cook, P.Eng. Soils Engineer Special Services Western Region PUBLIC WORKS CANADA WESTERN REGION REPORT ON
PUBLIC WORKS CANADA WESTERN REGION REPORT ON GEOTECHNICAL INVESTIGATION PROPOSED MARTIN RIVER BRIDGE MILE 306.7 MACKENZIE HIGHWAY Submitted by : R. D. Cook, P.Eng. Soils Engineer Special Services Western
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 informationMixed Face Conditions and the Risk of Loss of Face in Singapore
Mixed Face Conditions and the Risk of Loss of Face in Singapore J.N. Shirlaw, Golder Associates (Singapore) Pte. Ltd. ABSTRACT: Tunnelling using pressurised face Tunnel Boring Machines (PTBM), such as
More informationRole of the Geotechnical Consultant in Design Build Projects a General Contractors Geotechnical Engineer s Perspective
Role of the Geotechnical Consultant in Design Build Projects a General Contractors Geotechnical Engineer s Perspective Steven R. Saye Kiewit Engineering Group, Inc. Design Build Geotechnical Goal All parties
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 informationCanada Line Project. Stability of the Twin Bored Tunnels Under False Creek. Vancouver, British Columbia
Canada Line Project Stability of the Twin Bored Tunnels Under False Creek Vancouver, British Columbia By: Catherine Paul, Jen Ramesch, Matt Gellis, Matthew Yip, and Rhaul Sharma Canada Line Canada Line
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 informationSubsurface Geology of the Kennebec River
Maine Geologic Facts and Localities July, 1998 Subsurface Geology of the Kennebec River 43 54 40.75 N, 69 48 29.01 W Text by Daniel B. Locke, Department of Agriculture, Conservation & Forestry 1 Map by
More informationGround settlement due to shield tunneling through gravelly soils in Hsinchu
Japanese Geotechnical Society Special Publication The 15th Asian Regional Conference on Soil Mechanics and Geotechnical Engineering Ground settlement due to shield tunneling through gravelly soils in Hsinchu
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 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 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 informationROCK EXCAVATION (GRADING) OPSS 206 INDEX
206-2 - OPSS 206 INDEX 206-2.1 GENERAL 206-2.1.1 Classification of Rock Materials 206-2.1.2 Tender Items 206-2.1.3 Other Excavation Tender Items 206-2.1.4 Specifications 206-2.1.5 Special Provisions 206-2.1.6
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 informationSite Investigations and Geotechnical Risk For Underground Construction Greg Raines, PE
August 14, 2017 Site Investigations and Geotechnical Risk For Underground Construction Greg Raines, PE Gregory.Raines@Stantec.com Develop Preliminary Geologic / Geotech Conceptual Model for the Project
More informationGEOTECHNICAL ENGINEERING II. Subject Code : 06CV64 Internal Assessment Marks : 25 PART A UNIT 1
GEOTECHNICAL ENGINEERING II Subject Code : 06CV64 Internal Assessment Marks : 25 PART A UNIT 1 1. SUBSURFACE EXPLORATION 1.1 Importance, Exploration Program 1.2 Methods of exploration, Boring, Sounding
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 informationSCOPE OF INVESTIGATION Simple visual examination of soil at the surface or from shallow test pits. Detailed study of soil and groundwater to a
Lecture-5 Soil Exploration Dr. Attaullah Shah 1 Today s Lecture Purpose of Soil Exploration Different methods 1. Test trenches and Pits 2. Auger and Wash Boring 3. Rotary Drilling 4. Geophysical Methods
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 informationSaving on the Geotechnical Investigation A False Economy
Saving on the Geotechnical Investigation A False Economy G. S. Young 1, BE, MEngSc, FIEAust and W. Ellis 2. 1 Douglas Partners Pty Ltd, 96 Hermitage Road, West Ryde, NSW 2114 PH (02) 9809 0666; email:
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 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 informationpatersongroup Mineral Aggregate Assessment 3119 Carp Road Ottawa, Ontario Prepared For Mr. Greg LeBlanc March 7, 2014 Report: PH2223-REP.
Geotechnical Engineering Environmental Engineering group Hydrogeology Geological Engineering Archaeological Studies Materials Testing 3119 Carp Road Prepared For Mr. Greg LeBlanc March 7, 2014 Paterson
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 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 informationPrediction of subsoil subsidence caused by opencast mining
Land Subsidence (Proceedings of the Fifth International Symposium on Land Subsidence, The Hague, October 1995). IAHS Publ. no. 234, 1995. 167 Prediction of subsoil subsidence caused by opencast mining
More informationREPORT ON SLOPE STABILITY INVESTIGATION DON MILLS ROAD AND EGLINTON AVENUE EAST TORONTO, ONTARIO. Prepared for:
REPORT ON SLOPE STABILITY INVESTIGATION DON MILLS ROAD AND EGLINTON AVENUE EAST TORONTO, ONTARIO Prepared for: TORONTO AND REGION CONSERVATION AUTHORITY Prepared By: SIRATI & PARTNERS CONSULTANTS LIMITED
More informationDESIGN-PHASE GEOLOGIC FRAMEWORK MODELING FOR LARGE CONSTRUCTION PROJECTS
DESIGN-PHASE GEOLOGIC FRAMEWORK MODELING FOR LARGE CONSTRUCTION PROJECTS Christine Vilardi, P.G., C.G.W.P. (vilardcl@stvinc.com, STV Inc., New York, New York) and Todd Kincaid, Ph.D. (Hazlett-Kincaid,
More informationATTACHMENT A PRELIMINARY GEOTECHNICAL SUMMARY
ATTACHMENT A PRELIMINARY GEOTECHNICAL SUMMARY Kevin M. Martin, P.E. KMM Geotechnical Consultants, LLC 7 Marshall Road Hampstead, NH 0384 603-489-6 (p)/ 603-489-8 (f)/78-78-4084(m) kevinmartinpe@aol.com
More informationHydrogeological Assessment for Part of Lots 2 and 3, Concession 5, Township of Thurlow, County of Hastings 1.0 INTRODUCTION. 1.
February 10,2017 25506400 Ontario Ltd. Foxboro, ON Attention: Brad Newbatt Re: Hydrogeological Assessment for Part of Lots 2 and 3, Concession 5, Township of Thurlow, County of Hastings 1.0 INTRODUCTION
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 informationIAEA SAFETY STANDARDS Geotechnical Aspects of Site Evaluation and Foundations in NPPs, NS-G-3.6
IAEA SAFETY STANDARDS Geotechnical Aspects of Site Evaluation and Foundations in NPPs, NS-G-3.6 Regional Workshop on Volcanic, Seismic, and Tsunami Hazard Assessment Related to NPP Siting Activities and
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 informationLogistics and Performance of a Large-Diameter Crossover TBM for the Akron Ohio Canal Interceptor Tunnel
Logistics and Performance of a Large-Diameter Crossover TBM for the Akron Ohio Canal Interceptor Tunnel Pablo Salazar Robbins Connor Maxon Kenny-Obayashi JV ABSTRACT: The Ohio Canal Interceptor Tunnel
More informationGeneral. DATE December 10, 2013 PROJECT No TO Mary Jarvis Urbandale/Riverside South Development Corporation
DATE December 10, 201 PROJECT No. 10-1121-0260- TO Mary Jarvis Urbandale/Riverside South Development Corporation CC Justin Robitaille, Urbandale Jonathan Párraga, J.L. Richards & Associates Limited FROM
More informationPRO GEO GEOTECHNICAL CONSULTANTS SHORT PRESENTATION BARCELONA, SPAIN
PRO GEO GEOTECHNICAL CONSULTANTS SHORT PRESENTATION BARCELONA, SPAIN Address: Benet Mateu 30, Bajos 2ª. 08034 Barcelona (Spain) Phone: +34 93 534 01 23 Web: www.progeo-cga.com e-mail: direccion@progeo-cga.com
More informationDRILLED DISPLACMENT PILE PERFORMANCE IN COASTAL PLAIN AND RESIDUAL SOILS
DRILLED DISPLACMENT PILE PERFORMANCE IN COASTAL PLAIN AND RESIDUAL SOILS Presented by: W. Morgan NeSmith, P.E. Berkel & Company Contractors Inc. 770.941.5100 mnesmith@berkelapg.com SC Engineering Conference
More informationThe process of determining the layers of natural soil deposits that will underlie a proposed structure and their physical properties is generally
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 sub surface investigation 2 1 For proper
More information1 INTRODUCTION. 1.1 Cobble and boulder ground conditions and occurrence
Tunneling in Cobbles and Boulders for Breakthroughs in Tunneling Short Course, Colorado School of Mines, September 19-21, 2011 by S.W. Hunt 1, D.E. Del Nero 2 1 CH2M Hill, Henderson, NV, 2 CH2M Hill, Atlanta,
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 information3.12 Geology and Topography Affected Environment
3 Affected Environment and Environmental Consequences 3.12 Geology and Topography 3.12.1 Affected Environment 3.12.1.1 Earthquakes Sterling Highway MP 45 60 Project Draft SEIS The Kenai Peninsula is predisposed
More informationGeotechnical Data Report
Geotechnical Data Report Downtown Greenville Future Conveyance Study December 1, 2015 Terracon Project No. 86155032 Prepared for: Prepared by: Terracon Consultants, Inc. December 1, 2015 561 Mauldin Road
More informationIN SITU SPECIFIC GRAVITY VS GRAIN SIZE: A BETTER METHOD TO ESTIMATE NEW WORK DREDGING PRODUCTION
IN SITU SPECIFIC GRAVITY VS GRAIN SIZE: A BETTER METHOD TO ESTIMATE NEW WORK DREDGING PRODUCTION Nancy Case O Bourke, PE 1, Gregory L. Hartman, PE 2 and Paul Fuglevand, PE 3 ABSTRACT In-situ specific gravity
More informationTunnelling through volcaniclastic grit; monitoring and management of groundwater effects on the Waterview Connection Project
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
More informationActivity Submitted by Tim Schroeder, Bennington College,
Structural Analysis of a Hot Dry Rock Geothermal Energy System Activity Submitted by Tim Schroeder, Bennington College, tschroeder@bennington.edu Description: This project applies basic geologic skills
More informationIntroduction Scope and Genesis for Hanlan Feedermain Program Design Elements/Consideration
Contractor Information Session June 28 th, 2012 Agenda Introduction Scope and Genesis for Hanlan Feedermain Program Design Elements/Consideration Contract 1 Contract 2 Contract 3 Lakefront Promenade Construction
More informationChapter 12 Subsurface Exploration
Page 12 1 Chapter 12 Subsurface Exploration 1. The process of identifying the layers of deposits that underlie a proposed structure and their physical characteristics is generally referred to as (a) subsurface
More informationpatersongroup Consulting Engineers April 20, 2010 File: PG1887-LET.01R Novatech Engineering Consultants Suite 200, 240 Michael Cowpland Drive
patersongroup April 20, 2010 File: PG1887-LET.01R Novatech Engineering Consultants Suite 200, 240 Michael Cowpland Drive Ottawa, Ontario K2M 1P6 Attention: Mr. Adam Thompson Consulting Engineers 28 Concourse
More informationForeseen Challenges In Underground Tunneling For Mumbai Metro Line 3. S.K.GUPTA Director (Projects)/MMRCL
Foreseen Challenges In Underground Tunneling For Mumbai Metro Line 3 S.K.GUPTA Director (Projects)/MMRCL 25.05.2018 CONTENTS OF PRESENTATION Project Route Project Overview Challenges MML 3 Geology, Mumbai
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 informationDesign and Implementation of a Large-Diameter, Dual-Mode Crossover TBM for the Akron Ohio Canal Interceptor Tunnel
Design and Implementation of a Large-Diameter, Dual-Mode Crossover TBM for the Akron Ohio Canal Interceptor Tunnel E. Comis The Robbins Company D. Chastka Kenny/Obayashi JV ABSTRACT The Ohio Canal Interceptor
More informationAppendix F4.11 Geologic Unit Summaries, Hazard Areas, and Boring Locations
Appendix F4.11 Geologic Unit Summaries, Hazard Areas, and Boring Locations Appendix F4.11 Geologic Unit Summaries and Hazard Areas TABLE F4.11-1 Summary of Geologic Units and their Engineering Properties
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 informationSoil Mechanics. Chapter # 1. Prepared By Mr. Ashok Kumar Lecturer in Civil Engineering Gpes Meham Rohtak INTRODUCTION TO SOIL MECHANICS AND ITS TYPES
Soil Mechanics Chapter # 1 INTRODUCTION TO SOIL MECHANICS AND ITS TYPES Prepared By Mr. Ashok Kumar Lecturer in Civil Engineering Gpes Meham Rohtak Chapter Outlines Introduction to Soil Mechanics, Soil
More informationGeotechnical Engineering Report
Geotechnical Engineering Report Turner Turnpike Widening Polecat Creek Bridge (Bridge A) June 1, 2016 Terracon Project No. 04155197 Prepared for: Garver, LLC Prepared by: Terracon Consultants, Inc. TABLE
More informationR.M.HARW & ASSOCIATES LTD. GEOTECHNICAL INVESTIGATION PROPOSED BRIDGE SITE. HELAVA CREEKl MILE MACKENZIE HIGHWAY E-2510 OCTOBER 16, 1973
El R.M.HARW & ASSOCIATES LTD. GEOTECHNICAL INVESTIGATION PROPOSED BRIDGE SITE HELAVA CREEKl MILE 616.4 MACKENZIE HIGHWAY E-2510 OCTOBER 16, 1973 R,M,HARDV & ASSOCIATES LTD. CONSULTING ENGINEERING & TESTING
More informationPierce County Department of Planning and Land Services Development Engineering Section
Page 1 of 7 Pierce County Department of Planning and Land Services Development Engineering Section PROJECT NAME: DATE: APPLICATION NO.: PCDE NO.: LANDSLIDE HAZARD AREA (LHA) GEOLOGICAL ASSESSMENT REPORT
More informationM E M O R A N D U M. Mr. Jonathan K. Thrasher, P.E., Mr. Ian Kinnear, P.E. (FL) PSI
M E M O R A N D U M TO: FROM: Mr. Mark Schilling Gulf Interstate Engineering Mr. Jonathan K. Thrasher, P.E., Mr. Ian Kinnear, P.E. (FL) PSI DATE: November 11, 2014 RE: Summary of Findings Geotechnical
More informationSlope Stability Assessment Proposed Development 4401 Fallowfield Road Lands Ottawa, Ontario Rev-02
REPORT August 2014 REPORT ON Slope Stability Assessment Proposed Development 4401 Fallowfield Road Lands Ottawa, Ontario Submitted to: DCR Phoenix Homes 18 Bentley Avenue Ottawa, Ontario K2E 6T8 Report
More informationWELCOME Lake Wabukayne OPEN HOUSE
WELCOME Lake Wabukayne Sediment Removal Project OPEN HOUSE We are here to: Update you, the community, on recent developments and activities at Lake Wabukayne Present the preferred alternative and receive
More informationWhen Creek Meets Valley Wall: Prioritizing Erosion Mitigation alongside the Oshawa Landfill
1 When Creek Meets Valley Wall: Prioritizing Erosion Mitigation alongside the Oshawa Landfill Robin McKillop 1, Dan McParland 1 & Cassie Scobie 2 TRIECA conference March 22-23, 2017 1 Palmer Environmental
More information11/22/2010. Groundwater in Unconsolidated Deposits. Alluvial (fluvial) deposits. - consist of gravel, sand, silt and clay
Groundwater in Unconsolidated Deposits Alluvial (fluvial) deposits - consist of gravel, sand, silt and clay - laid down by physical processes in rivers and flood plains - major sources for water supplies
More informationSTRUCTURAL STABILITY ASSESSMENT
STRUCTURAL STABILITY ASSESSMENT CFR 257.73(d) Bottom Ash Pond Complex Cardinal Plant Brilliant, Ohio October, 2016 Prepared for: Cardinal Operating Company Cardinal Plant Brilliant, Ohio Prepared by: Geotechnical
More informationGEOL.3250 Geology for Engineers Glacial Geology
GEOL.3250 Geology for Engineers Glacial Geology NAME Part I: Continental Glaciation Continental glaciers are large ice sheets that cover substantial portions of the land area. In the region of accumulation
More informationTECHNICAL MEMORANDUM
TECHNICAL MEMORANDUM Geotechnical Reports Preparation Guidelines TM 2.9.2 Prepared by: Signed document on file Brian O Neill, PE, GE Program Geotechnical Engineer 14 May 09 Checked by: Signed document
More informationA. V T = 1 B. Ms = 1 C. Vs = 1 D. Vv = 1
Geology and Soil Mechanics 55401 /1A (2002-2003) Mark the best answer on the multiple choice answer sheet. 1. Soil mechanics is the application of hydraulics, geology and mechanics to problems relating
More informationGeology and Soil Mechanics /1A ( ) Mark the best answer on the multiple choice answer sheet.
Geology and Soil Mechanics 55401 /1A (2003-2004) Mark the best answer on the multiple choice answer sheet. 1. Soil mechanics is the application of hydraulics, geology and mechanics to problems relating
More informationSOIL AND AGGREGATE FUNDAMENTALS STUDENT GUIDE AMRC April, 2006 AREA MANAGER ROADS CERTIFICATION PROGRAM FOR EDUCATIONAL PURPOSES ONLY
AREA MANAGER ROADS CERTIFICATION PROGRAM AMRC 2011 SOIL AND AGGREGATE FUNDAMENTALS STUDENT GUIDE FOR EDUCATIONAL PURPOSES ONLY April, 2006 WPC #28013 07/09 2009 by British Columbia Institute of Technology
More informationDATA REPORT GEOTECHNICAL INVESTIGATION GALVESTON CRUISE TERMINAL 2 GALVESTON, TEXAS
DATA REPORT GEOTECHNICAL INVESTIGATION GALVESTON CRUISE TERMINAL 2 GALVESTON, TEXAS SUBMITTED TO PORT OF GALVESTON 123 ROSENBERG AVENUE, 8TH FLOOR GALVESTON, TEXAS 77553 BY HVJ ASSOCIATES, INC. HOUSTON,
More informationWaterview 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 informationAWRA PMAS Engineers Club of Philadelphia. A Geologic Perspective on Stormwater
AWRA PMAS Engineers Club of Philadelphia A Geologic Perspective on Stormwater Toby J. Kessler, P.G. Hydrogeologist Trevor G. Woodward, P.G. Engineering Geologist September 10, 2014 Gilmore & Associates,
More information16 January 2018 Job Number: RICHARD NEWMAN C\- CLARK FORTUNE MCDONALD AND ASSOCIATES PO BOX 553 QUEENSTOWN
16 January 2018 Job Number: 50595 RICHARD NEWMAN C\- CLARK FORTUNE MCDONALD AND ASSOCIATES PO BOX 553 QUEENSTOWN CHANSEN@CFMA.CO.NZ STORMWATER DISPOSAL ASSESSMENT Dear Richard, RDAgritech were requested
More informationProf. B V S Viswanadham, Department of Civil Engineering, IIT Bombay
13 Permeability and Seepage -2 Conditions favourable for the formation quick sand Quick sand is not a type of sand but a flow condition occurring within a cohesion-less soil when its effective stress is
More informationBuried-valley Aquifers: Delineation and Characterization from Reflection Seismic and Core Data at Caledon East, Ontario
Buried-valley Aquifers: Delineation and Characterization from Reflection Seismic and Core Data at Caledon East, Ontario Russell, H.A.J. 1, S.E. Pullan 1, J.A. Hunter 1, D.R. Sharpe 1, and S. Holysh 2 1
More informationSHEET PILE WALLS. Mehdi Mokhberi Islamic Azad University
SHEET PILE WALLS Mehdi Mokhberi Islamic Azad University Lateral Support In geotechnical engineering, it is often necessary to prevent lateral soil movements. Tie rod Anchor Sheet pile Cantilever retaining
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 informationADDENDA #1 CONTRACT # C May 3, 2013 Page 1 of 1
State of California Natural Resources Agency Edmund G. Brown Jr., Governor DEPARTMENT OF PARKS AND RECREATION Major General Anthony L. Jackson, USMC (Ret), Director ADDENDA #1 CONTRACT # C1247040 May 3,
More informationGeosynthetics Applications and Performance Reviews Select Case Histories
Geosynthetics Applications and Performance Reviews Select Case Histories Debora J. Miller, Ph.D., P.E.; Dean B. Durkee,, Ph.D., P.E.; Michael A. Morrison, P.E., David B. Wilson, P.E., and Kevin Smith,
More informationGEOTECHNICAL REPORT. Matanuska-Susitna Borough. Parks Highway Connections Museum Drive. Matanuska-Susitna Borough, Alaska.
Matanuska-Susitna Borough GEOTECHNICAL REPORT Parks Highway Connections Museum Drive Matanuska-Susitna Borough, Alaska March 2, 20 Prepared By: John Thornley, PE Geotechnical Engineer 333 Arctic Blvd.,
More informationDate: April 2, 2014 Project No.: Prepared For: Mr. Adam Kates CLASSIC COMMUNITIES 1068 E. Meadow Circle Palo Alto, California 94303
City of Newark - 36120 Ruschin Drive Project Draft Initial Study/Mitigated Negative Declaration Appendix C: Geologic Information FirstCarbon Solutions H:\Client (PN-JN)\4554\45540001\ISMND\45540001 36120
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 informationAPPROACH FILL DESIGN OF NORTH SASKATCHEWAN RIVER BRIDGE. A.F. Ruban, EBA Engineering Consultants Ltd., Edmonton, Alberta, Canada
APPROACH FILL DESIGN OF NORTH SASKATCHEWAN RIVER BRIDGE A.F. Ruban, EBA Engineering Consultants Ltd., Edmonton, Alberta, Canada Paper prepared for presentation at the Slope and Embankment Engineering for
More informationGeotechnical Investigation Juneau Seawalk - Taku Fisheries to Miner s Wharf Juneau, Alaska DM&A Job No
Duane Miller & Associates 5821 Arctic Boulevard, Suite A Anchorage, AK 99518-1654 (907) 644-3200 Fax 644-0507 Arctic & Geotechnical Engineering May 4, 2006 Tetra Tech/KCM, Inc. 1971 First Avenue Seattle,
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 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 informationMichigan s Geology and Groundwater
Michigan s Geology and Groundwater Ralph J. Haefner Deputy Director U.S. Geological Survey Michigan-Ohio Water Science Center Lansing, Michigan Outline About the USGS Geology 101 Michigan s geology Bedrock
More informationA Risk-based Groundwater Modelling Study for Predicting Thermal Plume Migration from SAGD Well-pads
A Risk-based Groundwater Modelling Study for Predicting Thermal Plume Migration from SAGD Well-pads Rudy Maji, Ph.D., Golder Associates Solaleh Khezri, M.Sc., AB Scientific Intern (Golder Associates) Don
More informationOlympic Games 2014 transportation system The TBM tunnelling story
Olympic Games 2014 transportation system The TBM tunnelling story Lars Langmaack 1, Alexander P. Severin 2, André Germann 3 1 BASF Construction Chemicals, Switzerland 2 Bamtonnelstroy, Director General
More informationInstructional Objectives
GE 343 SUBSURFACE EXPLORATION CH 8 Rock Drilling, Testing, and Sampling Text Ch. 7. Dr. Norbert H. Maerz Missouri University of Science and Technology (573) 341-6714 norbert@mst.edu Instructional Objectives
More informationTHE OHIO JOURNAL OF SCIENCE
THE OHIO JOURNAL OF SCIENCE VOL. LIII MARCH, 1953 No. 2 SUBSURFACE STUDY OF GLACIAL DEPOSITS AT CLEVELAND, OHIO C. T. BAGLEY Sverdrup & Parcel, Inc., Consulting Engineers, St. Lotus, Mo. The soil 1 strata
More informationCivil Engineering, Surveying and Environmental Consulting WASP0059.ltr.JLS.Mich Ave Bridge Geotech.docx
2365 Haggerty Road South * Canton, Michigan 48188 P: 734-397-3100 * F: 734-397-3131 * www.manniksmithgroup.com August 29, 2012 Mr. Richard Kent Washtenaw County Parks and Recreation Commission 2330 Platt
More informationB-1 BORE LOCATION PLAN. EXHIBIT Drawn By: 115G BROOKS VETERINARY CLINIC CITY BASE LANDING AND GOLIAD ROAD SAN ANTONIO, TEXAS.
N B-1 SYMBOLS: Exploratory Boring Location Project Mngr: BORE LOCATION PLAN Project No. GK EXHIBIT Drawn By: 115G1063.02 GK Scale: Checked By: 1045 Central Parkway North, Suite 103 San Antonio, Texas 78232
More informationHISTORY OF CONSTRUCTION FOR EXISTING CCR SURFACE IMPOUNDMENT PLANT GASTON ASH POND 40 CFR (c)(1)(i) (xii)
HISTORY OF CONSTRUCTION FOR EXISTING CCR SURFACE IMPOUNDMENT PLANT GASTON ASH POND 40 CFR 257.73(c)(1)(i) (xii) (i) Site Name and Ownership Information: Site Name: E.C. Gaston Steam Plant Site Location:
More informationGeotechnical Engineering Report
Geotechnical Engineering Report Turner Turnpike Widening Bridge D Bridge Crossing: South 209 th West Avenue Creek County, Oklahoma June 1, 2016 Terracon Project No. 04155197 Prepared for: Garver, LLC Tulsa,
More informationShear Wave Velocity Comparisons; Surface Wave, Downhole and SCPT Measurement Methods - A Case History
Shear Wave Velocity Comparisons; Surface Wave, Downhole and SCPT Measurement Methods - A Case History M.R. Lewis & J. Clemente Bechtel Corporation, California, USA I.A. Weemees ConeTec, Inc., British Columbia,
More informationRotary Drilling Rotary Drilling Bits
GE 343 SUBSURFACE EXPLORATION CH 8 Rock Drilling, Testing, and Sampling Text Ch. 7. Dr. Norbert H. Maerz Missouri University of Science and Technology (573) 341-6714 norbert@mst.edu Instructional Objectives
More informationEast Land Quality Forum Drilling Techniques; Old and New
East Land Quality Forum Drilling Techniques; Old and New 1 Introduction Different Drilling Methods Rota-sonic drilling What is it and how does it work? Different types of Rota-Sonic/Sonic Drilling Rigs
More informationIMAGING OF DEEP SINKHOLES USING THE MULTI-ELECTRODE RESISTIVITY IMPLANT TECHNIQUE (MERIT) CASE STUDIES IN FLORIDA
IMAGING OF DEEP SINKHOLES USING THE MULTI-ELECTRODE RESISTIVITY IMPLANT TECHNIQUE (MERIT) CASE STUDIES IN FLORIDA David Harro The G3 Group, 2509 Success Drive, Suite 1, Odessa, FL 33556, david.harro@geo3group.com
More information