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By Rachael M. Fischer, Daniel J. Woeste, Terence P. Holman

"A new 50 MW biomass renewable energy power plant was planned for construction in southwestern Georgia. The original foundation design consisted of very conservatively designed H-pile groups with vertical and battered piles to carry the axial and lateral loads. The authors conducted a testing program to value-engineer the foundations with the goals of increasing the working axial pile resistance and reducing or eliminating battered piles. Seven test piles were installed and dynamically monitored with a Pile Driving Analyzer (PDA). Two lateral load tests and one tension load test were conducted. The results of our testing program allowed the project team to: (i) increase working pile resistances by factors of 1.5 to 2, reducing the total number of piles by more than 30%, (ii) eliminate the battered piles, and (iii) lessen overall project risk. Poor communication and documentation in a critical area of the site required some piles to be spliced and re-driven after additional PDA testing, establishment of new driving criteria, and consideration of longterm soil setup. This case study emphasizes the economic and risk reduction benefits of a design phase testing program, and the need for consistent communication between parties in the field.INTRODUCTIONA new 50 MW biomass renewable energy power plant (Plant) was planned and constructed in southwestern Georgia. The Plant converts clean wood-based and paper-based waste from existing forestry and pulp operations, waste timber, and maintenance operations into steam that is used by an adjacent manufacturing facility. The Plant also generates electric power with limited greenhouse or particulate emissions for use by a local utility provider.The project site (Site) is located in Dougherty County, in the Coastal Plain physiographic province of Georgia; an area of known karstic activity. Specifically, the Site is underlain at depths of 30 to 45 ft by the Ocala Formation, a light-colored fossiliferous limestone of the Eocene era. According to Watson (1981), the Ocala Formation is 125 to 200 ft thick in the vicinity of the Site and increases in thickness to the southeast. Due to differential weathering, this formation is characterized by an irregular upper surface that transitions from sandy clay/clayey sand into a dense to very dense silt and fine sand locally referred to as limestone. This subsurface stratum is most relevant to the foundation design of the Plant."

Jan 1, 2016

By Jens Classen, Martino Gatti

"GENERAL PROJECT DATAThe Sparvo Tunnel is part of the “Variante di Valico” project, a new 65km (40mi) highway link between Bologna and Florence, designed to renew the existing A1 route which connects Bologna and Florence. It is composed of 2 x 2,5km (1,55mi) twin tunnels excavated inside a complex geological context, characterized by the presence of a series of surface landslides and methane gas.The inclination is 2,6 % and the minimum radius is 1.400m (4.600ft). The two tunnel tubes were excavated by a 15,6m (51ft) diameter EPB-TBM from summer 2011 to summer 2013. The internal diameter of the concrete lining is 13,6m (44,5ft), made up of precast concrete segments 2m (6,5ft) long and 70cm (28”) thick, being the largest and heaviest segments ever produced. Excavation went smooth apart from initial problems concerning clogging problems and a main bearing damage of the TBM, which are discussed in a further paper during the congress. No structural damage was observed until the end of the TBM drives.SITE OBSERVATIONS DURING THE POST-EXCAVATION PHASEThe first evidence of the stress state of the segmental lining appeared on November 20, 2013 inside the northern tube (1st drive). Ring No. 884 showed obvious signs of overstress, resulting in spalling and crushing of the concrete, and the subsequent bending of the reinforcement, as visible in figure 1.At this time the tunnel invert was already partially backfilled, and construction traffic was running through the tunnel. First safety measures included closing of the tunnel, and initial measurements of the displacements."

Jan 1, 2016

By Andrew R. Klaetsch, Peter W. Deming

"The Washington Avenue tunnel in Kingston, NY was completed in 1912 to convey combined storm water and sanitary sewage. Over a mile in length, the tunnel was driven almost entirely in bedrock, with the exception of an approximately 170 foot long brick arch segment constructed in soil. About 90 years after the tunnel was put into service, persistent subsidence problems and sinkholes were observed in Washington Avenue above the shield-driven soil tunnel segment, eventually causing the important traffic thoroughfare to be closed. Subsequent tunnel inspections revealed a breach in the brick arch and a significant volume of fine soil within the tunnel. A two-phase remediation program was implemented to control seepage, reduce soil migration, and remedy sinkhole problems. The first phase included in-situ soil densification by vibratory pile probe driving to improve density in shallow sandy soil loosened by ground loss. The second phase included installation of a continuous soilcrete arch structure over and alongside the tunnel, extending to rock or compact glacial till and spanning the length of the soil tunnel segment. Overlapping vertical soilcrete columns were installed through interlayered sandy and clayey silt by jet grouting to form a continuous arch structure, using grout parameters verified by full scale field testing.PROJECT BACKGROUNDThe Washington Avenue tunnel in Kingston, NY (Figure 1) was completed in 1912 to convey combined storm water and sanitary sewage to Rondout Creek by the Board of Water Supply of the City of New York. The tunnel is over a mile in length and constructed primarily in rock. Contract documents indicate the tunnel was designed with a horseshoe shape at least 3 ft wide and 5.5 ft high."

Jan 1, 2016

By Frank Haehnig, Harald Krenn, Harm-Christoph Claassen

"The Wadi Dayqah Dam Water Supply Scheme represents one of the most important projects implemented by the Sultanate of Oman to ensure sustainability of water resources. The principal components of the project comprise two dams to impound the Wadi Dayqah, to store and supply drinking water to the local area and to Muscat, the capital city of the Sultanate.The Main Dam with a central spillway is a RCC Gravity Dam with a maximum height above foundations of 75m, crest length 400m; the Saddle Dam is a rockfill dam with central clay core, max height above foundations is 49m and crest length 360m. During construction of the Saddle Dam a key trench was excavated to 10m depth and filled with compacted clay connected to the central core of the embankment. Grouting utilizing cement grout was performed as a single line grout curtain prior to each filling operations. Both Dams are founded on soft Siltstone, Claystone, Sandstone and inter-bedded harder limestone.After construction of the Saddle Dam, once water was in the reservoir it became evident in early 2010 that some seepage was occurring apparently from the right abutment. This seepage became more marked when the reservoir first filled to discharge over the spillway in June 2010. In order to reduce the seepage, additional sealing works by drilling and grouting of a three row curtain up to 80 meter target depth were initiated to supplement the existing single row curtain. Part of this project for the sealing works has also been to drill additional investigation holes to provide more information and confirm extend of the additional sealing works and its limits.Züblin Ground Engineering was awarded the Additional Sealing Works Contract. Whilst Equipment was on Site, the opportunity was taken to carry out drilling and grouting on the Left Abutment of the Main Dam to reduce seepage through that abutment and to install additional standpipe piezometer for future monitoring of seepage patterns.Work on this Contract started on site in January 2013 and was substantially completed in January 2015.At the time of Tender Züblin Ground Engineering propose and Alternative Design in the form of a Secant PileCut-Off Wall, 85m long to a depth of 40m with additional drilling and grouting below the foot of the cut-off which was then included in the contractual scope."

Jan 1, 2016

By Lisa R. Papandrea, David Chen, Walter E. Kaeck

"Construction of the University at Buffalo’s new School of Medicine and Biomedical Sciences (UB-SMBS) required excavation in variable ground to a depth of more than 40 ft adjacent to the NFTA Metro subway and Allen Street Station. Complicating the building design and construction, the new medical facility incorporates the at grade Station entrance building, requiring a combination of temporary and permanent excavation support structures, a complex sequence of ground support installation, and a mix of shallow and deep foundations to accommodate the large floor spans and concentrated column loads introduced by building over and adjacent to the Station entrance. Excavation and foundation construction was challenged by a stratified soil profile with interlayered and sensitive sands, silts and clays and complicated groundwater regime with perched and regional water tables. Efficient construction required ongoing coordination between the design team and contractor, careful field observation, and construction monitoring in several facets of below grade construction. This paper describes the design and construction of excavation support structures and foundations to manage the variable ground, congested site conditions, and complications of building adjacent and above an active subway station. Use of site instrumentation and monitoring data to provide guidance in construction when unanticipated field conditions arise is illustrated. Lessons learned in installation and sequencing of excavation support, groundwater control and foundation construction are also discussed.INTRODUCTIONUniversity at Buffalo President Satish K. Tripathi heralded the new School of Medicine and Biomedical Sciences (UB-SMBS) as a future linchpin of UB’s downtown campus that will revitalize the area and enhance western New York’s emerging bio-sciences corridor. The $375 Million, 628,000 square foot, eight story building with two basements is expected to house 2,000 faculty, student and staff allowing UB to increase class size from 140 to 180 students. It will be constructed above the Niagara Frontier Transportation Authority’s (NFTA) Allen Street Station, creating a direct connection to Buffalo’s light rail system. The 200 ft x 400 ft site is bounded by Main Street, High Street, Washington Street and the Roosevelt Apartments and adjoining parking lot at the west, north, east and south respectively, as shown in Figure 2. Groundbreaking for the new building was in October 2013 with the facility scheduled to open in early 2017."

Jan 1, 2016

By Bartho J. Admiraal

"As part of the Schiphol-Amsterdam-Almere project, the largest aqueduct in Europe is being built in order for the A1 motorway to cross the Vecht River. The A1 consists of 12 lanes and the total width of the aqueduct will be 65 m (213 ft). The total length of the structure will be 620 m (2035 ft). Speed of construction is essential for the DBFM-contract, which forms the primary reason for choosing a building method with a horizontal water retaining barrier created by low pressure grouting. After final checks on the water tightness of the silica based layer (softgel), excavation to a depth of approximately 12 m (40 ft) below the water table could be started in order to build the aqueduct.This paper presents a new approach for the calculation of the required grout volumes needed to ensure a “softgel” layer without gaps or holes. The approach applies measurement of deviations due to execution aspects in a probabilistic model. With this model, one is able to study the effects in a field application, i.e. multiple rows of grouted spheres. The results are visualized in order to analyze the risk of holes more easily. It is evident that the existence of a hole means a major leakage. By completing multiple runs, the strategy for grout volumes can be adjusted to minimize this risk.INTRODUCTIONThe Dutch Department of Waterways and Public Works invests over € 4 billion between 2012-2020 to increase the capacity of 63 km (41 mi) motorways of one of Holland’s major corridors. The A1/A6 will be transformed over a distance of 20 kilometers (13 mi). Near Muiden, the current drawbridge on the A1 for crossing the Vecht river will be replaced by a new aqueduct to be located slightly south of the existing bridge."

Jan 1, 2016

By Kevin P. Gleckler, Steven C. Highfill

"Escalators to access platforms for the Second Avenue Subway Station at 72nd Street in Manhattan are to be installed in the basement of an existing 19-Story residential building. The escalators, which extend below the existing building foundations, require excavation of an inclined rock cavern up to 80-feet deep. Underpinning of columns within the 19-story building as well as a stone masonry party wall and columns for an adjacent 5-story building was completed prior to excavation of the rock cavern to ensure structural stability.This paper will discuss the analysis and design of the underpinning system, the installation and load transfer procedures and the cavern excavation immediately below. The underpinning system was subject to very strict deformation limits and to electronic monitoring prior to and throughout the load transfer and construction process. Key details such as the load transfer mechanism between the reinforced concrete column and the temporary structural steel underpinning frame will be discussed. The challenging rock excavation process will be described which utilized conventional equipment and pattern drilling with Damite rock splitting mortar.INTRODUCTIONPhase 1 of the Second Avenue Subway is being built by MTA Capital Construction (MTACC) to improve subway service on the east side of Manhattan. Entrance 1 for the 72nd Street Station of the Second Avenue Subway is located on the east side of 2nd Avenue at the corner of E 69th Street in New York City. Access to the station mezzanine, approximately 80-feet below grade, is designed to be routed through the basement of an existing 19-story residential building. From the sidewalk, stairs and escalators within the width of sidewalk connect the riding public to a basement level mezzanine, which turns into the building at roughly 16 feet below grade (Fig. 1). Riders then connect to three long escalators to arrive at the station mezzanine. The escalators are to be installed within an inclined and arched cast-in-place (CIP) concrete lined rock cavern (Fig. 2). Construction of both the entrance into the basement and the escalator cavern require the transfer of columns within the 19-story building. Excavation of the escalator cavern also impacts the foundation support for columns and a load bearing party wall for the 5-story residential building immediately to the north. Two stages of load transfer were used at each location. The Stage 1 transfer used a temporary underpinning system to unload the current structure which allowed for construction of the permanent transfer girders. Stage 2 transferred the load from the temporary system to the permanent transfer girders."

Jan 1, 2016

By Adnan A. Malik, Tadashi Maejima, Jiro Kuwano, Shinya Tachibana

"The helical piling system provides solution to many geotechnical related problems due to its quick installation, higher compressive and pullout resistance, no wastage of material, workable in limited areas and reusability. However, its use as a foundation for bridges and high-rise buildings is still limited as compared to other piling methods. In the present study, the performance and load settlement behavior of screw and straight pile is investigated under cyclic compressive load in dense ground conditions. To achieve the set objectives, pile load tests were conducted in a cylindrical steel container. The model ground was compacted with dry sand at relative density of 80%. It is observed from the test results that screw and straight pile resistance reduced when the cyclic load is applied at allowable pile resistance state. The reduction in the ultimate pile capacity is more in straight pile than in screw pile. However, straight pile showed higher ultimate pile capacity than screw pile under similar pile tip diameter. The effect of helix bending deflection on load settlement behavior and ultimate pile capacity increases under cyclic loading.INTRODUCTIONScrew pile is one of the new developments in deep foundation, which is growing tremendously fast because of its quick installation technique, less noisy operation, no wastage of material and involvement of minimum manpower. Screw piles have an edge on straight pipe piles due to its high bearing capacity and uplift resistance. The installation mechanism of screw pile is different from straight pile. Torque and pressure is required to install the screw pile whereas hammering, pressure and vibration is required to install straight pile. As the installation mechanism is different between screw and straight pile, therefore, the ground disturbance that is produced during their installation is also different. The ground disturbance produced during the installation also depends upon the pile tip condition i.e. open or closed ended. Sakr, (2009) stated that the compressive capacity of screw pile in 3 to 5 times higher than driven piles having the same shaft diameter and length. The reason for this increase in pile capacity is due to helix, which is generally 2 to 2.5 times the pile shaft diameter. Larger helices can give higher end bearing capacity but it requires very powerful machinery to install in dense grounds. For instance, if large helix screw pile is installed in a dense ground then helix-bending deflection will start affecting the end bearing capacity (Yttrup and Abramsson, 2003; Malik et al. 2013 and 2015). According to Malik (2015), the equations of thin plate (Young and Budynas, 2002) with uniformly distributed load on the plate can give reasonable estimation of helix deflection due to dense ground conditions."

Jan 1, 2016

By Mohamed Elgouhary, Carol L. Tasillo, Daniel Koziol

"The Bolivar Dam, located near the Village of Bolivar, Ohio is one of a system of dams designed to provide flood control and water conservation in the Muskingum Watershed. The Bolivar Dam is a “dry dam” that only impounds water during flood events. In order to address problematic seepage, which negatively affects the structural stability of the dam, the U.S. Army Corps of Engineers (USACE) designed a partial-depth and partial-length Seepage Barrier Wall (SBW) through the upstream slope of the dam. For this project, TREVIICOS constructed a 36 in (914 mm) positive SBW by plastic concrete panel wall method and excavated using hydromill and clamshell equipment. The plastic concrete was manufactured on-site, which allowed for enhanced quality control and prompt service. This required the installation, commissioning and operation of a concrete batch plant on-site. This paper presents the challenging aspects of the design, manufacture and placement of the plastic concrete for the SBW in order to meet contract strength and permeability requirements as well as workability requirements necessary for tremie concrete placement.Project General InformationBolivar Dam is located in Northeast Ohio (Fig. 1). It is one of a system of sixteen dam projects designed to provide flood control and water conservation in the Muskingum Basin, which covers 20 percent of the State of Ohio (Fig. 2). Bolivar Dam is on Sandy Creek, a tributary of the Tuscarawas River.The Dam has been constructed, operated and maintained by the USACE, for the Muskingum Watershed Conservancy District. Its construction was completed in 1937 and it has been in operation for flood control since 1939.Bolivar Dam is a rolled earth fill dam, with a typical embankment section made of a central impervious core flanked upstream and downstream by a pervious outer shell with downstream rock toe. The embankment has a maximum height of 87 ft (26.5 m) and a crest length of 6,300 ft (1,920 m), and is comprised of the main embankment starting on the left abutment of about 1,500 ft (457 m) heading to the Northeast, followed by the terrace embankment of 4,800 ft (1,463 m) heading to the North. An upstream impervious blanket extends up to 500 ft (152 m) upstream of the dam along the majority of its length. The outlet works are to the left of the embankment, and consist of an intake structure with six gates, followed by two outlet conduits that finish in a stilling basin. To the left of the outlet works is the uncontrolled emergency spillway, which was doubled in width to 540 ft (165 m) in 1989, and excavated material utilized for construction of a stability berm against the upstream face of the main embankment. A concrete parapet wall was also installed along the upstream side of the crest during this work. In 1982, a toe drain, downstream filter berm and line of 35 relief wells were installed. The filter berm was recently extended an additional 200 ft (61.0 m) downstream and granular filters were placed over an approximate 2000 linear ft (610 m) reach of the lower terrace slope. (Fig. 3)."

Jan 1, 2016

By George W. Little, John Councilman

"The selection, evaluation, and modification of contractor mix designs for self-hardening seepage barriers, completed by the slurry trench excavation method, can be one of the most critical and challenging tasks to ensure the cutoff wall meets the design performance criteria. Contractor mix designs should incorporate all available geotechnical data, including subsurface soil characteristics, groundwater information, and potential site contaminates. However, the pre-construction mix design can have limitations if subsurface data is limited or shows variability from initial investigations. Placement of the seepage barrier material needs to be evaluated during construction to identify in-situ performance. In one particular case study, the self-hardening cutoff wall mix design was evaluated over a one year period followed by a year and a half installation period, in which, a number of adjustments were made to the laboratory mix design during construction due to performance in the field. Installation for the selected mix was monitored on a real-time basis, using quality control data, as well as early strength and permeability results to determine if adjustments to the self-hardening mix were necessary. Evaluation of early results and relationships between strength and permeability were used to make adjustments prior to achieving the final test results for 28-day strength and permeability. Test results of the installed mix illustrated a direct correlation between strength and permeability. Achieving a minimum unconfined compressive strength was necessary to meet the minimum permeability of the seepage barrier. Other determinations conclude that the thorough development of a pre-construction mix design can have limitations even when all geotechnical data and site conditions are taken into account. Understanding early indicators and key strength and permeability relationships are necessary to determine seepage barrier performance and limitations.IntroductionThe evaluation of contractor mix designs for self-hardening seepage barriers was reviewed for one particular case study where a mix was developed using available geotechnical background information, including considerations for impacted groundwater. Following development of the laboratory mix design, the seepage barrier wall was installed over a one and a half year period, where the contractor mix design was evaluated and modified to accommodate field conditions affecting performance. The objective of the project was to cutoff and collect impacted groundwater and prevent the migration of contaminants to the creek running adjacent to the project. The self-hardening seepage barrier wall was installed using the slurry trench excavation method along 4700 ft of alignment and extended to depths ranging from 20 to 85 ft below ground surface, where it tied in with a low permeability stratum or competent bedrock."

Jan 1, 2016

By Ben M. Lewis, Yogesh Prashar

"The East Bay Municipal Utility District (EBMUD) is a major water utility service providing water to over 1.3 million people in the eastern San Francisco Bay Area. EBMUD manages 28 dams at 5 terminal and 23 open-cut reservoirs within a 331-square-mile customer service area. As part of a 2012 update on EBMUD’s Infrastructure Rehabilitation Plan for Distribution Reservoirs, EBMUD has decided to replace Central Reservoir, a 152.8 milliongallon open cut reservoir, with optimally sized tanks. This paper presents the results of an analytical comparison of various foundation reinforcement solutions for the proposed tanks including: Cement Deep Soil Mixed (CDSM) columns, vibro stone columns, rammed aggregate piers, and lightweight cellular concrete fill. The computational program GeoMat (www.ensoftinc.com) was used to perform simplified soil structure interaction analyses. Settlement estimates were developed for each alternative with the proposed loading and compared to an allowable differential settlement criterion established at 0.3-inches over a 50 foot length. The authors wish to present the importance of considering mat and soil interaction along with various settlement mitigation methods considered for this challenging project.INTRODUCTIONProject BackgroundCentral Reservoir is an operational open-cut reservoir located north of the intersection of 25th Avenue and East 29th Street in Oakland, California. The reservoir is bound by 23rd Avenue to the west, Sheffield Avenue to the east and Interstate Highway 580 to the north. Originally, the Central Reservoir site was a drainage swale incising into weathered bedrock formed from Pleistocene alluvial deposits. The reservoir was first constructed in 1910 by excavating a basin below grade and constructing an embankment dam on the south and cutting/filling the bedrock and alluvial deposits from the drainage swale. The main dam at the Central Reservoir site is also a DSOD (Department of Safety of Dams) jurisdictional dam and as such is regularly monitored by the EBMUD Materials Engineering Section and the California DSOD.In a 2012 update to EBMUD’s Infrastructure Rehabilitation Plan for Distribution Reservoirs, Central Reservoir was identified as a critical facility that has reached the end of its useful life and must be replaced due to: a failing panel craft lining which contains polychlorinated biphenyls in the interior coating, a roof that does not meet the current seismic code, and reduced operating levels due to potential leakage in the upper portions of the panel craft lining. Furthermore, Central Reservoir is about three times larger than required and is located at a lower elevation than other regional reservoirs in the pressure zone resulting in increased labor-intensive operational challenges and water quality operations.This project presents some challenging geotechnical demands – the site is founded on weakly consolidated Holocene Alluvium overlying weathered bedrock, the proposed structural loads are large, and the new Central Reservoir is to be placed on a pad at an elevation of 182 feet, required placement of up to 30 feet of fill over the current basin. Additionally, the project aims for a long-term foundation solution that will outlive the new replacement tanks and accommodate future site upgrades. In order to meet this goal, the differential settlement criterion for the tanks was ¼ inch over 50 feet length. Lastly, the project also aims to address EBMUD’s increasing trench spoil stockpiles by recycling discarded trench spoils as fill for the proposed tank pad."

Jan 1, 2016

By Dan Mahrt

"In June of 2009, a slope failure occurred along River Road in Bismarck, North Dakota. The slope failure affected approximately 300 feet of River Road with vertical displacements up to 3 feet, resulting in closure of the road. River Road travels along the Missouri River in Bismarck in a geologic area riddled with historic slope failures of varying sizes. River Road is a city roadway which travels along the Missouri River. The toe of the failure extended into the Missouri River, therefore methods to repair the slope needed to be constructed within United States Army Corps of Engineers (USACE) requirements, and be acceptable to the City of Bismarck. As this is a scenic area along the river, the stakeholders desired to maintain the scenic landscape along the roadway as a part of the slope stabilization.Due to the magnitude movement of the failure mass, the geometry of the failure was relatively easy to evaluate. In evaluating remediation options and collaborating with the USACE, the team determined that the scarp was situated primarily within the navigable portion of the Missouri River. This required USACE approval for any repair or remedial work downslope of the roadway. The City of Bismarck wished to reopen the roadway as soon as possible, therefore stabilization options were limited to working within the road right-of-way to avoid permitting for working within the navigable waterway.The remediation solution for this project involved a combination of driven H-pile and placement of lightweight fill to re-construct the roadway at the original grades, and avoid impacting the navigable portions of the Missouri River. This paper discusses the unique project constraints and the innovative solution using multiple technologies to successfully stabilize the slope.BackgroundIn June 2009, Bismarck, North Dakota experienced two consecutive days of significant rain resulting in over 5 inches of precipitation in a 36-hour period. Shortly after these rain events, a slope failure was noted on River Road, a city street along the Missouri River in Bismarck. Initial findings noted the slope failure affected about a 300-foot long portion of the roadway, with vertical displacements of about 2 feet. The city of Bismarck closed the roadway and began evaluating repair solutions for the road."

Jan 1, 2016

By Paolo Cavalcoli, Federico Pagliacci, Marco Chiarabelli

"The Sheikh Jaber Al-Ahmad Causeway Project in Kuwait is estimated at approximately $US3.7 billion and consists of constructing a causeway across the Kuwait Bay, connecting the Shuwaikh Port with the northern Subiyah area, where the new “Silk City” will be established. The $US77 billion Silk City will revive the ancient “Silk Road” trade route and will become a major free trade zone linking central Asia with Europe. The new city will be completed in 2030, it will house about 700,000 people and, furthermore, it will include the tallest tower in the world. The Causeway will stretch approximately 23.3 miles and will be composed of a combination of low-level bridges, embankments and transition islands. A bridge of about 16.8 miles in length will span the navigation channel and a free flow interchange at the Shuwaikh Port will connect the causeway to the main road network in Kuwait City. The geo-construction portion of the project involves the execution of 1,200 drilled shafts with diameters of 98 inches and 118 inches embedded to a maximum depth of about 276 feet. Details are provided concerning the subsurface conditions, the geotechnical characteristics and the strength parameters, illustrating, as well, the installation technique implemented for the construction of the drilled shafts. In addition, particular attention is paid to the description of the challenges faced while constructing the drilled shafts at a distance of about 10 miles from the shore, such as the depth of the water above the midline (more than 160 feet), an underwater current and the tidal variation.INTRODUCTIONThis paper presents an overview of the foundation works executed for a 37km causeway across the Bay of Kuwait, connecting Shuwaikh Port with Subiyah New Town Development. The project, in which Trevi is actively engaged, includes a 27 km low-level bridge across the bay, a main bridge with a span of 200 m, an overpass and a 5 km approach road onshore in Subiyah.The main purpose of this report is to provide information about the nature and features of the applied technique of bored piles, including a description of each work phase and other related details, in order to aid in the design of the foundations for the proposed construction.Works for the soil investigation were carried out in accordance with accepted geotechnical standards/guidelines. Brief descriptions of the methodology of the field are also provided in this report."

Jan 1, 2016

By Tina Živec, Žibertm Marko

"Civil design has changed in many ways using BIM (Building Information Modelling) technology in its most recent form. Such a technological breakthrough has not been successful so far in traditional oriented Engineering Geology, except in the Mining and oil exploration markets with budgets on much different scales. The fact is that paper, pencil and hand drawn sketches are still state of the art and a perfectly acceptable way of producing subjective geological interpretations.Using the technology available, we have developed a set of procedures and techniques to combine the latest surveying and remote sensing technology, GIS based tools to manage large data sets and BIM modelling techniques in a 3D geological environment.To demonstrate the concept, the forthcoming Karavanke tunnel project (Slovenia) has been chosen for testing techniques. The project, with its rich documentation from previous phases and new data available, represented a good basis for testing the possibility of digitizing geological data while communicating with Leapfrog Geo 3D modelling algorithms. This type of procedure would then allow engineers at the construction site to use the 3D model for prognosis and evaluation, while upgrading it daily with new information.INTRODUCTIONThe Karavanke tunnel crosses the mountain range on the border between Slovenia and Austria. As the geology is very complex due to its imbricate fan structure, a series of geological – geotechnical and hydrogeological investigations have been performed since the 1970s, resulting in extensive project documentation. The construction of the 7864 m long single-tube two-lane tunnel took place in the late 1980s. Currently, the tunnel represents a critical point on Pan-European Transport Corridor X (Salzburg, Austria – Thessaloniki, Greece), with insufficient safety measures. The need for improved traffic flow and enhanced road safety led the Slovenian government in 2013 to a decision to continue with activities regarding the construction of the second tunnel tube 70 m east of the existing tunnel.The extensive project documentation from previous investigation phases and construction of a new tunnel tube presented a good base for a pilot project, in order to test the emerging new technologies for data acquisition, processing and analysis in a 3D environment. Several products are available on the market for data acquisition and 3D geological modelling, but only a few can be applied in the civil design, as well. Developing a standard format and procedure for implementing the 3D geological model using new remote sensing techniques, 3D geological modelling tools, such as Leapfrog Geo and BIM (Building Information Modelling) modelling techniques would move the Engineering Geology, Geotechnics and Tunneling to a more advanced level. 3D modelling tools would therefore not only be used as a visualization tool, but would also contribute to in a more efficient communication and workflow between the professionals involved in the project."

Jan 1, 2016

By KAGAN BENZESIK, Onuralp Yücel, Mehmet Bugdaycı, Ahmet Turan

ZrB2 and B4C are one of the most significant advanced ceramics. They are being used in various industrial areas from space technology to nuclear industry owing to their physical properties such as high melting point, high thermal/electrical conductivity and low density. Present study was conducted in two main stages: Self-propagating high-temperature synthesis (SHS) reactions and leaching. ZrO2, Carbon black, B2O3 were used as starting material to produce ZrB2-B4C powders by SHS. Also Mg powder was used as the reductant. The reaction mixtures (approximately 100 g) were mixed thoroughly 15 minutes in a turbula mixer and charged into Cu crucible and compacted. W (tungsten) wire was placed at the top of copper crucible and the reaction realized by passing current through the wire. After initiation, a highly exothermic reaction became in a self-sustaining mode and propagated throughout the SHS mixture. The samples were characterized by using AAS and X-Ray Diffraction.

Jan 1, 2016

By Dianyuan Dang, Guihong Han, Wenjuan Wang, Tao Jiang, Yanfang Huang

In this study reduction kinetics and swelling behaviors in "two-step process” were investigated by weight-loss technique and visualizing physical changes of pellet. Results showed that reduction degree (r) increased with increasing temperature and time. According to the dynamic calculation, when reduction temperature was lower than 1000°C the reduction process was controlled by chemical reaction with apparent activation energy of 72.27 kJ/mol. When reduction temperature was higher than 1000 , the equation of t/[1-(1-r)1/3] against [1+2(1-r)-3(1-r)2/3]/[1-(1-r)1/3] followed straight lines, demonstrating that reduction was mixed-controlled. Swelling experiments indicated that the maximum swelling index increased with the increase of reduction temperature and CO content.

Jan 1, 2016

By Bo Jiang, Jiusan Xiao, Hongmin Zhu, Kai Huang, Shuqiang Jiao

Carbothermal selective reduction of simulative titanium slag and various titanium raw materials were presented and SiO2 was found to be partially reduced, forming a series of Fe-Si alloys during the process. Thermodynamic analysis of the selective reduction between TiO2 and SiO2 was performed using HSC 6.0 software, then a series of equilibrium experiments were designed and presented. The activity of Si reduced from SiO2 was affected by the presence of Fe reduced from FeOx and the generation of Fe-Si alloys, promoting the reduction of SiO2 in the whole process. The results of experiment are in great accordance with the calculated data obtained from thermodynamic analysis.

Jan 1, 2016

By A. De, J. S. Zuback, T. Mukherjee, T. DebRoy

For successful commercial applications of additive manufacturing, metallic parts need to be defect free, structurally sound and reliable. However, additively manufactured metallic parts are susceptible to distortion, lack of fusion defects and compositional changes. Methods to measure susceptibilities of various alloys to these defects are needed but not currently available. Here we show that the necessary theories can be developed based on a well-tested numerical heat transfer and fluid flow model and decades of research in the field of welding. The proposed theories are validated with experimental results reported in the literature.

Jan 1, 2016

By Baohua Li, Yanhui Liu, Shengping Li, Xuewei Lv, Yun Chen

There are almost ten billion tons of vanadium-bearing titanomagnetite in Panzhihua-Xichang area. However, iron ores in Hongge, which has the most abundant reserves in the four mine areas in Panzhihua, have not been utilized sufficiently so far. The reason behind this is the relatively high Cr2O3 in the ores (0.49 %~0.82 %), that due to its high melting temperature will negatively influence the blast furnace reduction and slagging process. Therefore, in the blast furnace process, Cr is hope to be reduced into molten iron, which can reduce slag viscosity problems. Slag iron reduction experiments were conducted to quantify the Cr reduction. Experimental results shows that with the increase of TiO2, the content of Cr in the hot metal is decreased when balanced. And during the initial stage of the reduction reaction, the reaction kinetic model is a first-order reaction.

Jan 1, 2016

By Guo Chen, Xuefeng Liao, Tu Hu, Shengzhou Zhang, Hongying Xia, Jinhui Peng, Libo Zhang

Pine nut shell is as raw material for preparation of high surface area activated carbon (HSAAC) by microwave induced KOH activation. The effects of microwave power, activation duration and KOH/C mass rate (R) on the iodine adsorption capability and activated carbon yield were investigated. Additionally the surface characteristics of HSAAC were characterized by nitrogen adsorption isotherms and SEM. The operating variables were optimized utilizing the response surface methodology and were identified microwave power 738W, activation duration 17 min, and R 4, corresponding to a yield of 46.28 % and an iodine number of 2154 mg/g. The key pore structure parameters of HSAAC such as the Brunauer–Emmett–Teller (BET) surface area and total pore volume were estimated to be 3819 m2/g and 2.09 mL/g, respectively. The findings strongly support the feasibility of microwave heating for preparation of HSAAC from spent pine nut shell by microwave induced KOH activation.

Jan 1, 2016