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By Aaron S. Bradshaw, Ryan M. Coulson

The offshore wind industry in the United States is slowly emerging with the recent construction of the first offshore wind farm located off the coast of Rhode Island. The turbines at the Block Island wind farm are supported by piled jacket structures, which historically have been used for much heavier oil and gas platforms. Offshore wind turbines have unique design requirements and the axial behavior of the supporting piles under cyclic loading is important to design. Cyclic degradation along the pile shaft can affect the capacity, deformation, and stiffness performance of the foundation and of the structure as a whole. This paper proposes a strain-based approach to estimate the fatigue (or endurance) limit of a cyclically loaded pile that may be applicable to long-term service loading. The method is applied to an existing load test dataset and the analysis results appear consistent with the observed pile response. INTRODUCTION The demand for renewable energy has been increasing in recent decades and wind power has seen a dramatic increase in popularity. In Europe, as of 2017 there were 4,149 grid-connected offshore wind turbines across 11 countries (windeurope.org), many of which are supported on monopile foundations. It wasn’t until recently (2016) that the first offshore wind farm was constructed in the United States off the coast of Block Island, Rhode Island. The project included 5 piled jacket structures founded in terminal moraine deposits. Future offshore wind development along the U.S. eastern seaboard could possibly utilize jacket structures in granular foundation soils. Loads from wave, wind, and turbine rotation induce cyclic loads on the foundation that have on the order of 108 loading cycles over the service life on the structure (Schneider and Senders 2010). Turbines located along the U.S. east coast have the added risk of hurricanes. As shown in Figure 1a, the lateral loads on a jacket structure are transferred primarily as axial compressive and possibly tensile loads on the supporting piles depending on the weight of the structure. The friction along the shaft of the pile can be prone to cyclic degradation, leading to reduced pile capacity and stiffness, and increased deformations. An offshore wind turbine foundation must be designed for a variety of limit states including ultimate, serviceability, and fatigue limit states. For a jacket structure this would include an analysis of the ultimate axial pile capacity, axial stiffness, and axial deformations, all of which can be affected by cyclic loading both under extreme (i.e. storm) conditions as well as long-term service conditions. Axial pile stiffness is needed, for example, to estimate the natural frequencies of the structure as a whole and to assess dynamic and fatigue loads. The structure must be designed such that its natural frequency remains outside the loading frequencies of the waves and turbine blade passing frequencies to avoid resonance. Therefore, prediction of the axial response of the piles is important to the design of these structures.

Jan 1, 2018

By Sanjeev Malhotra

The American Petroleum Institute (API) method of predicting pile capacities in sands is reviewed. Factors that influence pile capacity such as soil parameters, pile parameters, loading effects and installation effects are listed. In addition, the simultaneous occurrence of physical phenomena such as grain crushing, pile shaking, stress-redistribution and plugging add to the uncertainty in the prediction model. To better understand the method of prediction, each parameter and the associated uncertainty is revisited. It is evident that these factors are inter­related and sometimes compensating. This discussion also draws attention to the influence that pile installation procedures can have on pile capacities and highlights the need for field experience with various pile installation procedures for designers. In summary, the strength of the method lies in its simplicity and ease of application, but the possible savings generated by an improved method are too substantial to ignore.

Jan 1, 2000

By Walter I. Paniagua

Drilled shafts and precast concrete piles were installed for the foundation of several structures in a reconfiguration project of a refinery in Minatitlan, Veracruz, in the Gulf of Mexico. The soils are alluvial deposits of flat land from the Coatzacoalcos River, which are embedded with layers of sand, soft clay, and peat. As part of a QC/QA program, load tests, both static and dynamic, axial and lateral, were performed. In this paper results of 32 axial tests are presented, in which typical load-displacement curves were measured at the top of the foundation elements; from the interpretation of these plots, data were recorded for ultimate side shear and in some cases for end bearing capacities, which are compared with the theoretical results of the final stage of the foundation design. The comparison shows that under allowable loads, side shear determines the bearing capacity of piles, even when the tip is embedded in a hard layer. Underestimation of the side shear is evident; therefore design criteria, as well as the methods used for obtaining soil parameters, should be reviewed.

Jan 1, 2007

By Jacob Chacko

The east span of the San Francisco-Oakland Bay Bridge (SFOBB), which is one of the most heavily traveled bridges in the world, will be replaced due to seismic safety concerns. The majority of the new bridge will be founded on large-diameter (1.8 to 2.5 meters), approximately 60- to 100-meter-long pile foundations The large-diameter steel pipe piles and soil conditions are similar to those used/encountered in many offshore structures. Thus, the design methods used are based on site-specific modifications to the procedures recommended by the American Petroleum Institute rather than the conventional procedures that have been formulated and used for the design of much smaller piles. Pile foundations will experience their maximum loads during the design earthquake. For the Safety Evaluation Earthquake, tension loads of up to approximately 80 to 90 meganewtons (MN) and compression loads of up to approximately 120 to 140 MN were calculated. Due to the economic importance of the SFOBB and the consequences of catastrophic failure in both economic and human terms, the design and analysis of the pile foundations supporting the bridge consider a number of aspects of pile-soil behavior that are normally ignored. Those aspects include: 1) the effects of consolidation and setup, 2) the behavior under dynamic loading, 3) the losses of resistance under cyclic loading, and 4) the load-settlement behavior of the piles under severe cyclic loading conditions. Since the treatment of complex aspects of pile foundation behavior is not codified in any guiding documents, several project-specific methods were developed for design and analysis of the foundation piles.

Jan 1, 2002

By Fawad S. Niazi

Ever since the use of the cone penetration test (CPT) in geotechnical practice, attempts have been made to correlate CPT parameters with pile capacity components of unit end bearing (qb) and unit shaft resistance (fp), thus deriving multiple CPT-based pile design methods. These methods focus on "capacity" only without consideration to complete axial pile load-displacement (Q-w) response. Estimated capacities from these methods also exhibit considerable scatter without any consensus on their consistency. In addition, load-displacement curves obtained from axial load tests on highly expensive and extensively instrumented piles can exhibit different shapes. Nevertheless, a single value from the curve so obtained dictates the design capacity. Currently, there are at least 42 different criteria defining capacity with considerable variation in the values obtained thereof. The Randolph elastic solution, which provides a framework for analytical evaluation of pile load-displacement response, requires the profiles of soil stiffness. The fundamental soil stiffness defined by the small-strain shear modulus (Gmax) can be obtained from shear wave velocity (Vs) readings via seismic piezocone tests (SCPTu). The secant stiffness (G), which softens from Gmax corresponding to operational load levels, can be obtained by generating stiffness reduction curves from back analysis of load tests. Then, using appropriate G values, the Q-w curve can be defined for conditions similar to the database from the pseudo strain (w/d). Thus, a complete framework for optimal integration of SCPTu data, Randolph elastic solution and back-analysis of field operational stiffness can be established for complete axial pile foundation analysis.

Jan 1, 2011

By Alvaro Fernández-Baca, Richard Chaiña

El proyecto Ayawilca, controlado al 100%por Tinka Resources y ubicado en el Perú central, contiene un expectante descubrimiento de zinc-estaño en un sistema de reemplazamiento en carbonatos (CRD), así como un recurso de plata cercano a la superficie. Basado en sondajes completados hasta finales de 2015, Tinka anunció un estimado de recursos minerales inferidos para la zona de zinc de 18.8 millones de toneladas con 8.2% de zinc equivalente, y un primer estimado de recursos minerales inferidos para la zona de estaño de 5.4 millones de toneladas con 0.89% de estaño.

May 1, 2008

By S. Coats, G. Norton, A. Benham, P. Ková

The Aynak copper deposit, located 30 km south of Kabul in Afghanistan (Figure 1), was discovered by Soviet geologists in the 1970s. Extensive exploration undertaken in the area between 1974-80 included several hundred boreholes, seventy trenches and nine exploratory adits. This work identified a “drill-indicated resource” of 240 Mt at 2.3% Cu (ESCAP, 1995).

Jan 1, 2007

By D. Vogt

South African underground hard rock mines are typically managed using measurements made daily, weekly or even monthly of key parameters such as face advance, readiness to blast, blast success, temperature or dust levels. Health, safety and productivity can all be greatly improved if a real-time measurement system can inform decision making. To enable this vision of widespread sensing, communication and decision support, CSIR has developed an open standard architecture for communication of sensor data, and a reference implementation using that standard. The standard, called AziSA, meaning ?to inform? in isiZulu, will allow any device that complies with it to join any network that supports it. The standard is designed for South African gold and platinum mines. To be practical in a typical Bushveld platinum mine, a real-time sensor system needs to be robust, reliable and cheap: ?Sensors are equipped with power sources that will last as long as the sensor is required. In effect, sensors need to be disposable: cheap enough not to warrant repair if they break. ?Communication in the stope is wireless, to avoid there liability problems associated with wire connections. For example, wires to sensors in the face area are unlikely to survive blasting. ?To get information out of the stope, the power line to the scraper winch is used as a communications link. Unlike a separate communications link, the power line will be repaired if damaged, because of its importance to production. ?Outside the stope, communications are transferred onto the mine communication infrastructure. To succeed as a management system, the next key element is the use of software decision support tools that will analyse masses of real-time data to extract key parameters and trends for decision makers. A range of sensors has been developed, including commercial sensors that have had wireless adapters added to make them AziSA compliant, and bespoke sensors that provide low cost sensing of typical mining parameters. An important parameter in any sensor network is the location of the sensor. This has to be easy and cheap to establish, so a tool has been developed to locate sensors in the confines of a stope, using ultrasonic and radio techniques. Once sensors are installed and located, they associate their location to all data that they produce. All the data from the system are captured at surface in a flexible database that can be queried by any application that requires data of any kind. It is simple to program alerts, and for actions to be associated with alerts. The use of wireless in stope also allows for communication from surface to the stope, or from stope to stope. The first implementation of an AziSA compliant system is being installed as part of the Mine Health and Safety Council funded rockfall elimination project. The design is discussed, and a future application for a platinum mine is considered.

Jan 1, 2009

By José Wilmar Calderón-Hernández

Aços inoxidáveis supermartensíticos (AISM) são aços de matriz martensítica contendo baixos teores de carbono, abaixo de 0,03%. Eles vêm sendo utilizados na indústria de óleo e gás para aplicações específicas que exigem resistência mecânica aliada a moderada resistência à corrosão. Após serem temperados para a obtenção da estrutura martensítica, esses aços são submetidos a tratamento de revenimento para alívio de tensões e melhoria das propriedades de tenacidade e ductilidade. Durante o revenimento é esperada a ocorrência de mudanças microestruturais resultantes principalmente da precipitação de diferentes fases. Tais precipitados influenciam tanto as propriedades mecânicas finais quanto a resistência à corrosão desses aços. Nesta pesquisa foi avaliada a resistência à corrosão por pite de dois AISM do tipo 13Cr5Ni2Mo, um deles contendo Nb (0,11%), através de ensaios de polarização potenciodinâmica em soluções de 0,6M NaCl sem e com adições de 0,3M e 0,6M Na2SO4. Os resultados mostraram que a adição de Na2SO4 no eletrólito contendo NaCl inibe consideravelmente a corrosão por pite. Foi constatado também que o AISM contendo Nb apresenta maior resistência à corrosão por pite nos eletrólitos de misturas de cloreto e sulfato. Além disso, os resultados mostraram que o revenimento a 575°C melhora a resistência à corrosão por pite, comparativamente ao revenimento a 600°C. O melhor potencial de pite foi obtido para o aço ao Nb, revenido a 575°C por 2h, em eletrólito 0,6Na2SO4+0,6NaCl.

Jan 16, 2018

By José Britti Bacalhau

Na conformação de plásticos de alto desempenho, cuja demanda cresce continuamente nos setores automotivo e de eletrodomésticos, é necessário aços com elevada resistência mecânica e excelente polibilidade. O aço DIN 1.2711 e suas modificações são materiais encontrados no mercado que atendem tais necessidades, porém não foram projetados para essa aplicação. O presente trabalho discute as características de um novo aço desenvolvido especificamente para moldes plásticos de alto desempenho. Foram produzidos em escala piloto, dois lingotes de 55 kg, sendo um deles o DIN 1.2711 que serviu de referência, e o outro com a nova composição química. A curva TRC dos materiais foi determinada por dilatometria, e sua usinabilidade avaliando o volume de material removido em relação ao desgaste da ferramenta de corte em fresamento. Caracterizações microestruturais por MO, MEV e dureza também foram realizadas. O Novo Aço apresenta elevada homogeneidade microestrutural e de dureza, boa temperabilidade e usinabilidade superior ao DIN 1.2711. A segunda etapa constou na produção de um bloco forjado em escala industrial a partir de um lingote de 35 toneladas, e na validação dos dados experimentais em empresas fabricantes ou usuários de moldes, as quais comprovaram a superior usinabilidade do Novo Aço em aproximadamente 50% ao DIN 1.2711. Devido à boa combinação de propriedades de manufatura o Novo Aço se torna uma interessante opção para o aumento da competitividade das ferramentarias e usuários finais de moldes plásticos.

Aug 16, 2017

By Rodrigo Faveret Signorelli

O desenvolvimento das famílias de aço inoxidável ocorre ao longo do tempo de acordo com as necessidades apresentadas pelos usuários. As usinas siderúrgicas, em geral, coletam informações de mercado para entender quais produtos deverão ser lançados nos próximos anos antes de iniciar novos desenvolvimentos. Utilizando-se desta ferramenta, a Outokumpu abriu três frentes de pesquisa nos últimos anos em busca do desenvolvimento de novas ligas. A primeira linha de pesquisa trata de um aço ferrítico, denominado 4622, que possui alto teor de cromo, cuja resistência à corrosão é equivalente à resistência à corrosão do 304. A segunda linha de pesquisa contempla um aço austenítico que se assemelha ao 316L, denominado 316plus,porém com custo reduzido. Por último, a Outokumpu, ao notar que aços Duplex raramente eram aplicados em equipamentos e máquinas que dependiam de facilidade de conformação do material, iniciou o desenvolvimento da família FDX. Esta família é composta por aços inoxidáveis duplex com alongamento elevado, que os aproxima dos aços inoxidáveis austeníticos. O objetivo deste trabalho é apresentar estas três novidades recentemente lançadas pela Outokumpu ao mercado.

Jan 16, 2018

By Rodrigo Rocha de Meira

O laminador de tiras a frio n° 3 da CSN apresentava perdas de produtividade ao processar aços de elevada resistência microligados, com limite de escoamento mínimo igual a 340 MPa, dotados de largura superiores a 1400 mm. Devido à crescente demanda do mercado automotivo relativa a esta família de aços, tornou-se necessário um estudo para optimizar a produtividade do equipamento e não desestabilizar o fornecimento aos clientes. O estudo consistiu em testar parâmetros de processo alternativos, objetivando abastecer o laminador de tiras a frio com bobinas laminadas a quente dotadas de resistência mecânica ligeiramente menor, para promover maior estabilidade operacional no equipamento a partir da redução das cargas de laminação. As alterações propostas resultaram no aumento de produtividade do laminador de tiras a frio, sem comprometer as características mecânicas do produto final.

Jul 30, 2018

By Alexandre de Freitas Gomes de Mendonça

São crescentes as exigências por confiabilidade nos processos siderúrgicos. Nesse contexto, a Usiminas tem direcionado esforços em suas aciarias na busca da melhoria contínua dos processos garantindo a maior estabilidade operacional. O lingotamento contínuo é responsável pela solidificação controlada do aço líquido. A solidificação inicia-se no molde pela formação de uma pele que sustenta o núcleo líquido ao longo da máquina. O rompimento dessa pele representa um dos maiores problemas no processo de lingotamento contínuo por vazar o aço líquido no interior do veio e atingir as partes eletromecânicas da máquina. Essa ocorrência oferece risco de dano às pessoas, promove a interrupção do lingotamento no veio, sucateamento de produtos e indisponibilidade momentânea do equipamento. Visando reduzir a frequência de rompimentos, a Usiminas repotencializou o sistema de exaustão de vapor, adequou o sistema de detecção de rompimento de pele e criou uma equipe multidisciplinar para análise de cada evento. Essas ações reduziram significativamente a frequência dos rompimentos de pele na Aciaria 2 da Usina de Ipatinga, a ponto de registrar 539 dias sem esse evento.

Aug 17, 2017

By Ivan F. Avery

OUTPUT of carbon black in 1959 increased in all producing States except New Mexico. The national increase was 20 percent. Domestic sales and exports increased 22 percent and 16 percent, respectively, resulting in a 21 percent gain in sales. Sales to the rubber industry, which purchased 95 percent of the domestic output of carbon black, increased 23 percent. Sales to all other major consumers also increased. Stocks decreased 82 million pounds during the year. [ ]

Jan 1, 1960

By Prasanta Paul, Aminul Islam

"Nhava Sheva (India) Gateway Terminal Private Limited proposed to construct a container terminal yard, comprising a back-up area at Jawaharlal Nehru Port Terminal (JNPT), Uran, Maharashtra. The proposed container terminal yard is located on a recent reclamation on the Thane Creek, which was developed by land-based reclamation method. The underneath soft marine clay was treated, using vertical band drains and placement of surcharge upon.Settlement of the reclamation during its construction was monitored using settlement plate installed at +4.8m CD elevation which was above the highest high water level.This paper examines the settlement behaviour of the reclamation during the ground improvement works. The geotechnical parameters are back-analyzed by the authors from the field settlement results and the concerned preloading details. The back analyzed coefficients of consolidation due to horizontal flow (Ch) are compared with laboratory determined parameters and the estimated value, using Asaoka Method (1978). The authors also studied field compression ratio [CR= Cc/(1+e0)] vs. the compression ratio determined by laboratory test using back-analysis method.1. INTRODUCTIONNhava Sheva (India) Gateway Terminal Private Limited proposed to construct a container terminal yard, comprising a back-up area of approximately 27 hectares, complete with associated buildings and services on a part brownfield/ greenfield site. The back-up area shall include a heavy duty block paved pavement with band beams for electric Rubber-Tyred Gantry Crane (eRTGC) alongwith surface water drainage system and other services including area lighting, provision of fire-fighting facilities , sources for potable water and power.Based on the Employer’s Requirement and the available geotechnical investigation report, ground improvement scheme is designed by the construction contractor. Ground improvement works included the installation of prefabricated vertical drains and subsequent placement of surcharge for accelerating the consolidation of the underlying soft marine clay."

Jan 1, 2015

By C. Dinis da Gama

Because of the growing importance of back analysis for the interpretation of rock slope failures, particularly in open pit mines, it is suggested a methodologic sequence of activities for dealing with those problems. The principal mathematical tools for the interpretation of the most common mechanisms of slope failures are reviewed, including methods of stress and strain analysis, which seem to be more powerful for parametrization studies, and for developing more realistic explanations of slope behaviour, such as the measurement of displacements. An application of those methods is described, using slope failures detected in a Brazilian uranium mine (Cercado), thus providing reliable shearing strength parameters for the rock mass discontinuites, which were used in the final pit design. The concept of using backanalysis results to supply input data for pit design was implemented by means of the excavation of an experimental trench within mine limits, where specific instruments were installed, and several slope failures were monitored and backanalysed, in order to yield information about sliding mechanisms in the future open pit.

Jan 1, 1983

By Philippe Caudal

This paper presents a case study in which a slope failure was observed on the west wall of the LAB Chrysotile mine in the vicinity of the main ramp in January 2010. Airborne LiDAR results were used to evaluate slope geometry before and after the failure occurred. Back analysis of the failure was performed to assess rock mass properties at the slope scale using various numerical techniques: limit equilibrium, finite elements and fracture networks. The various approaches correlated well with field observations.

Aug 1, 2013

By A. M. Galperin

Back analysis is a very important procedure for proper understanding of physical processes. Back analysis can be used to establish the role of different factors, define parameters to be calculated and formulate the behavior of natural or physical processes based on field experimental results. It is evident that, in order to obtain the necessary data for back analysis, field observations are required. For the Michailovsky region (Kursk Magnetic Anomaly, KMA) the long-term strength characteristics of the clay covering the quarry slopes were established with the help of back landslide calculations. The obtained data allowed quantification of the shearing resistance parameters at the presence or absence of intermittent dips of discharge in the pit bank massif structures. Based on the results of investigation for material composition, strength and deformation of finely dispersed (clay-chalk) deposits in the Kursk Magnetic Anomaly including measuring of the settlements of filled structures, complex probing and laboratory determination of water-physical and mechanical properties of "man-made" soils, engineering-geological zoning of filled structures was carried out.

Jan 1, 2005

By Jerry Ran

Stope back caving in a mine using open stope mining interrupts the planned mining sequence and causes oversize muck and dilution with adverse economic implications. As many underground mines are mining or have plans to mine at depth, stope back caving could have significant impact on the mine sustainability. Therefore understanding the caving mechanism is important in preventing future occurrence and improving the mine economic performance. Falconbridge Ltd Kidd Mine is an underground mine using open stope method producing more than 2 million tonnes per year. Its current lowest mining level is approximately 2070m below surface and the lower portion of the orebody is being developed. In years of 2002 and 2003 the back of three stopes of approximately 1900m and 2040m below surface caved and caused substantial mining difficulties at the mine. As these caved stopes are subject to stress concentration, seismic activities and near major geological structures, the caving mechanism is much more complex than that of stopes near surface. In addition to the recorded caving history by site observations, the mine carried out cavity surveys and test drilling to define the caved profiles. The mine seismic monitoring database provided information at these stopes. Stress modeling work conducted by an external consultant provided the stress patterns at the caved stopes. Based on the field collected data and stress and seismic information, this paper presents details of the stope caving process and cavity surveyed profiles, reviews the predictability of the stability graph approach for these cases, discusses the caving mechanism and proposes preventive measures to stabilize the stope back.

May 1, 2004

By Herschel H. Potter

Back injuries arising from such activities as lifting and handling objects have been and continue to be constant and undiminishing hazards of the occupational environment. Back pain in one form or another is experienced by almost a1 1 individuals. During the past 30 years, a great deal of accident prevention education has been directed toward the reduction of back injuries. However, it has not produced any great change in the incidence of the injury. The human spine remains the most vulnerable area of the muscul o-skeleta1 system. Back injuries account for about 400,000, or 18 percent, of all disabling work related injuries each year according to the National Safety Council estimates. These serious back injuries are estimated to have cost more than 1.9 billion dollars in 1976 in medical and lost time pay. 1

Jan 1, 1981