Nonlinear Pile Behavior in Integral Abutment Bridges, HR-227, Part 1, 1982

The highway departments of all fifty states were contacted to find the extent of application of integral abutment bridges, to survey the different guidelines used for analysis and design of integral abutment bridges, and to assess the performance of such bridges through the years. The variation in design assumptions and length limitations among the various states in their approach to the use of integral abutments is discussed. The problems associated with lateral displacements at the abutment, and the solutions developed by the different states for most of the ill effects of abutment movements are summarized in the report. An algorithm based on a state-of-the-art nonlinear finite element procedure was developed and used to study piling stresses and pile-soil interaction in integral abutment bridges. The finite element idealization consists of beam-column elements with geometric and material nonlinearities for the pile and nonlinear springs for the soil. An idealized soil model (modified Ramberg-Osgood model) was introduced in this investigation to obtain the tangent stiffness of the nonlinear spring elements. Several numerical examples are presented in order to establish the reliability of the finite element model and the computer software developed. Three problems with analytical solutions were first solved and compared with theoretical solutions. A 40 ft H pile (HP 10 X 42) in six typical Iowa soils was then analyzed by first applying a horizontal displacement (to simulate bridge motion) and no rotation at the top and then applying a vertical load V incrementally until failure occurred. Based on the numerical results, the failure mechanisms were generalized to be of two types: (a) lateral type failure and (b) vertical type failure. It appears that most piles in Iowa soils (sand, soft clay and stiff clay) failed when the applied vertical load reached the ultimate soil frictional resistance (vertical type failure). In very stiff clays, however, the lateral type failure occurs before vertical type failure because the soil is sufficiently stiff to force a plastic hinge to form in the pile as the specified lateral displacement is applied. Preliminary results from this investigation showed that the vertical load-carrying capacity of H piles is not significantly affected by lateral displacements of 2 inches in soft clay, stiff clay, loose sand, medium sand and dense sand. However, in very stiff clay (average blow count of 50 from standard penetration tests), it was found that the vertical load carrying capacity of the H pile is reduced by about 50 percent for 2 inches of lateral displacement and by about 20 percent for lateral displacement of 1 inch. On the basis of the preliminary results of this investigation, the 265-feet length limitation in Iowa for integral abutment concrete bridges appears to be very conservative.

Nonlinear Finite Element Study of Piles in Integral Abutment Bridges, HR-227, Part 2, 1982

The highway departments of the states which use integral abutments in bridge design were contacted in order to study the extent of integral abutment use in skewed bridges and to survey the different guidelines used for analysis and design of integral abutments in skewed bridges. The variation in design assumptions and pile orientations among the various states in their approach to the use of integral abutments on skewed bridges is discussed. The problems associated with the treatment of the approach slab, backfill, and pile cap, and the reason for using different pile orientations are summarized in the report. An algorithm based on a state-of-the-art nonlinear finite element procedure previously developed by the authors was modified and used to study the influence of different factors on behavior of piles in integral abutment bridges. An idealized integral abutment was introduced by assuming that the pile is rigidly cast into the pile cap and that the approach slab offers no resistance to lateral thermal expansion. Passive soil and shear resistance of the cap are neglected in design. A 40-foot H pile (HP 10 X 42) in six typical Iowa soils was analyzed for fully restrained pile head and pinned pile head. According to numerical results, the maximum safe length for fully restrained pile head is one-half the maximum safe length for pinned pile head. If the pile head is partially restrained, the maximum safe length will lie between the two limits. The numerical results from an investigation of the effect of predrilled oversized holes indicate that if the length of the predrilled oversized hole is at least 4 feet below the ground, the vertical load-carrying capacity of the H pile is only reduced by 10 percent for 4 inches of lateral displacement in very stiff clay. With no predrilled oversized hole, the pile failed before the 4-inch lateral displacement was reached. Thus, the maximum safe lengths for integral abutment bridges may be increased by predrilling. Four different typical Iowa layered soils were selected and used in this investigation. In certain situations, compacted soil (> 50 blow count in standard penetration tests) is used as fill on top of natural soil. The numerical results showed that the critical conditions will depend on the length of the compacted soil. If the length of the compacted soil exceeds 4 feet, the failure mechanism for the pile is similar to one in a layer of very stiff clay. That is, the vertical load-carrying capacity of the H pile will be greatly reduced as the specified lateral displacement increases.

Reinforced Slope with Geogrids, HR-548, 1997

The objective of this research study is to evaluate the performance, maintenance requirements and cost effectiveness of constructing reinforced slope along a concrete bikeway overpass with a Geogrid system such as manufactured by Tensar Corporation or Reinforced Earth Company. This final report consists of two separate reports - construction and performance. An earlier design report and work plan was submitted to the Iowa DOT in 1989. From the Design Report, it was determined that the reinforced slope would be the most economical system for this particular bikeway project. Preliminary cost estimates for other design alternatives including concrete retaining walls, gabions and sheet pile walls ranged from $204/L.F. to $220/L.F. The actual final construction cost of the reinforced slope with GEDGRIDS was around $112/L.F. Although, since the reinforced slope system was not feasible next to the bridge overpass because of design constraints, a fair cost comparison should reflect costs of constructing a concrete retaining wall. Including the concrete retaining wall costs raises the per lineal foot cost to around $122/L.F. In addition to this initial construction cost effectiveness of the reinforced slope, there has been little or no maintenance needed for this reinforced slope. It was noted that some edge mowing or weed whacking could be done near the concrete bikeway slab to improve the visual quality of the slope, but no work has been assigned to city crews. It was added that this kind of weed whacking over such steep slope is more difficult and there could possibly be more potential for work related injury. The geogrid reinforced slope has performed really well once the vegetation took control and prevented soil washing across the bikeway slab. To that end, interim erosion control measures might need to be considered in future projects. Some construction observations were noted. First, there i s no specialized experience or equipment required for a contractor to successfully build a low-to-medium geogrid reinforced slope structure. Second, the adaptability of the reinforced earth structure enables the designer to best fit the shape of the structure to the environment and could enhance aesthetic quality. Finally, a reinforced slope can be built with relatively soft soils provided differential settlements between facing are limited to one or two percent.

Retrofit Methods for Distortion Cracking Problems in Plate Girder Bridges, TR-436, 2003

This report is formatted to independently present four individual investigations related to similar web gap fatigue problems. Multiple steel girder bridges commonly exhibit fatigue cracking due to out-of-plane displacement of the web near the diaphragm connections. This fatigue-prone web gap area is typically located in negative moment regions of the girders where the diaphragm stiffener is not attached to the top flange. In the past, the Iowa Department of Transportation has attempted to stop fatigue crack propagation in these steel girder bridges by drilling holes at the crack tips. Other nondestructive retrofits have been tried; in a particular case on a two-girder bridge with floor beams, angles were bolted between the stiffener and top flange. The bolted angle retrofit has failed in the past and may not be a viable solution for diaphragm bridges. The drilled hole retrofit is often only a temporary solution, so a more permanent and effective retrofit is required. A new field retrofit has been developed that involves loosening the bolts in the connection between the diaphragm and the girders. Research on the retrofit has been initiated; however, no long-term studies of the effects of bolt loosening have been performed. The intent of this research is to study the short-term effects of the bolt loosening retrofit on I-beam and channel diaphragm bridges. The research also addressed the development of a continuous remote monitoring system to investigate the bolt loosening retrofit on an X-type diaphragm bridge over a number of months, ensuring that the measured strain and displacement reductions are not affected by time and continuous traffic loading on the bridge. The testing for the first three investigations is based on instrumentation of web gaps in a negative moment region on Iowa Department of Transportation bridges with I-beam, channel, and X-type diaphragms. One bridge of each type was instrumented with strain gages and deflection transducers. Field tests, using loaded trucks of known weight and configuration, were conducted on the bridges with the bolts in the tight condition and after implementing the bolt loosening retrofit to measure the effects of loosening the diaphragm bolts. Long-term data were also collected on the X-diaphragm bridge by a data acquisition system that collected the data continuously under ambient truck loading. The collected data were retrievable by an off-site modem connection to the remote data acquisition system. The data collection features and ruggedness of this system for remote bridge monitoring make it viable as a pilot system for future monitoring projects in Iowa. Results indicate that loosening the diaphragm bolts reduces strain and out-of-plane displacement in the web gap, and that the reduction is not affected over time by traffic or environmental loading on the bridge. Reducing the strain in the web gap allows the bridge to support more cycles of loading before experiencing fatigue, thus increase the service life of the bridge. Two-girder floor beam bridges may also exhibit fatigue cracking in girder webs.

Comparison of citrus rooting evaluation methods using root images in soil profiles and root weight

A digitized image method was compared with a standard washing technique for measuring citrus roots in the field. Video pictures of roots were taken in a soil profile. The profile area analyzed was defined by iron rings, which were also used to remove the roots to determine their dry weight. The roots presented in the pictures were quantified using SIARCS software developed by Embrapa. The root length and area determined by digital images provided a good estimate of root quantity present in the profile.

Isolated IVth (trochlear) nerve palsy due to basilar artery dolichoectasia.

BACKGROUND: Dolichoectasia (elongation, dilatation and tortuosity) of the basilar artery can cause an isolated cranial neuropathy. The trigeminal nerve and facial nerve are most frequently affected. Dysfunction of one of the ocular motor cranial nerves due to basilar artery dolichoectasia is uncommon, and an isolated IVth (trochlear) nerve palsy has not been previously described in the literature. HISTORY AND SIGNS: Two men, ages 70 and 59 years, respectively, presented with vertical diplopia due to a IVth nerve palsy. In one patient, the onset of the IVth nerve palsy was painless and gradual and in the other patient, the onset was acute and associated with periorbital pain. Neuroimaging in both patients revealed pathological tortuosity of the basilar artery around the midbrain and displacement of the artery toward the side of the affected trochlear nerve. THERAPY AND OUTCOME: The patients were observed clinically. One patient had gradual worsening of his palsy for three and one-half years then suffered a stroke. The second patient whose IVth nerve palsy had an acute onset experienced spontaneous resolution of his palsy but later developed dysfunction of other cranial nerves. CONCLUSIONS: Basilar artery dolichoectasia should be considered in the differential diagnosis of an isolated IVth nerve palsy. The clinical course may be variable, and the prognosis is not always benign.

Design and Operation of the Traffic Simulator, HR-100, 1967

Heavy traffic volumes frequently cause distress in asphalt pavements which were designed under accepted design methods and criteria. The distress appears in the form of rutting in the wheel tracks and rippling or shoving in areas where traffic accelerates or decelerates. Apparently accepted stability test methods alone do not always assure the desired service performance of asphaltic pavements under heavy traffic. The Bituminous Research Laboratory, Engineering Research Institute of Iowa State University undertook the development of a laboratory device by which the resistance of an asphalt paving mix to displacement under traffic might be evaluated, and also be used as a supplemental test to determine adequacy of design of the mix by stability procedures.

Cardiac rotation and relaxation in patients with aortic valve stenosis.

BACKGROUND: Diastolic dysfunction with delayed relaxation and abnormal passive elastic properties has been described in patients with severe pressure overload hypertrophy. The purpose of this study was to evaluate the time course of rotational motion of the left ventricle in patients with aortic valve stenosis using myocardial tagging. METHODS: Myocardial tagging is a non-invasive method based on magnetic resonance which makes it possible to label ('tag') specific myocardial regions. From the motion of the tag's cardiac rotation, radial displacement and translational motion can be determined. In 12 controls and 13 patients with severe aortic valve stenosis systolic and diastolic wall motion was assessed in an apical and basal short axis plane. RESULTS: The normal left ventricle performs a systolic wringing motion around the ventricular long axis with clockwise rotation at the base (-4.4+/-1.6 degrees) and counter-clockwise rotation at the apex (+6.8+/-2.5 degrees) when viewed from the apex. During early diastole an untwisting motion can be observed which precedes diastolic filling. In patients with aortic valve stenosis systolic rotation is reduced at the base (-2.4+/-2.0 degrees; P<0.01) but increased at the apex (+12.0+/-6.0 degrees; P<0.05). Diastolic untwisting is delayed and prolonged with a decrease in normalized rotation velocity (-6.9+/-1.1 s(-1)) when compared to controls (-10.7+/-2.2 s(-1); P<0.001). Maximal systolic torsion is 8.0+/-2.1 degrees in controls and 14.1+/-6.4 degrees (P<0.01) in patients with aortic valve stenosis. CONCLUSIONS: Left ventricular pressure overload hypertrophy is associated with a reduction in basal and an increase in apical rotation resulting in increased torsion of the ventricle. Diastolic untwisting is delayed and prolonged. This may explain the occurrence of diastolic dysfunction in patients with severe pressure overload hypertrophy.

Deposition and residues of azoxystrobin and imidacloprid on greenhouse lettuce with implications for human consumption

Lettuce greenhouse experiments were carried out from March to June 2011 in order to analyze how pesticides behave from the time of application until their intake via human consumption taking into account the primary distribution of pesticides, field dissipation, and post-harvest processing. In addition, experimental conditions were used to evaluate a new dynamic plant uptake model comparing its results with the experimentally derived residues. One application of imidacloprid and two of azoxystrobin were conducted. For evaluating primary pesticide distribution, two approaches based on leaf area index and vegetation cover were used and results were compared with those obtained from a tracer test. High influence of lettuce density, growth stage and type of sprayer was observed in primary distribution showing that low densities or early growth stages implied high losses of pesticides on soil. Washed and unwashed samples of lettuce were taken and analyzed from application to harvest to evaluate removal of pesticides by food processing. Results show that residues found on the Spanish preharvest interval days were in all cases below officially set maximum residue limits, although it was observed that time between application and harvest is as important for residues as application amounts. An overall reduction of 40–60% of pesticides residues was obtained from washing lettuce. Experimentally derived residues were compared with modeled residues and deviate from 1.2 to 1.4 for imidacloprid and azoxystrobin, respectively, presenting good model predictions. Resulting human intake fractions range from... for imidacloprid to ... for azoxystrobin.

Étude des sédiments quaternaires, de la molasse et sa tectonique, dans le Grand Lac (Léman) à partir de données sismiques 2D et 3D

RESUME L'Institut de Géophysique de l'Université de Lausanne a développé au cours de ces dernières années un système d'acquisition de sismique réflexion multitrace à haute résolution 2D et 3D. L'objectif de cette thèse était de poursuivre ce développement tout améliorant les connaissances de la géologie sous le lac Léman, en étudiant en particulier la configuration des grands accidents sous-lacustres dans la Molasse (Tertiaire) qui forme l'essentiel du substratum des formations quaternaires. En configuration 2D, notre système permet d'acquérir des profils sismiques avec une distance inter-CDP de 1,25 m. La couverture varie entre 6 et 18 selon le nombre de traces et la distance inter-tir. Le canon à air (15/15 eu. in.), offre une résolution verticale de 1,25 ni et une pénétration maximale de 300 m sous le fond de l'eau. Nous avons acquis au total plus de 400 km de sections 2D dans le Grand Lac et le Haut Lac entre octobre 2000 et juillet 2004. Une campagne de sismique 3D a fourni des données au large d'Evian sur une surface de 442,5 m sur 1450 m, soit 0,64 km2. La navigation ainsi que le positionnement des hydrophones et de la source ont été réalisés avec des GPS différentiels. Nous avons utilisé un traitement sismique conventionnel, sans appliquer d'AGC et en utilisant une migration post-stack. L'interprétation du substratum antéquaternaire est basée sur l'identification des sismofaciès, sur leurs relations avec les unités géologiques adjacentes au lac, ainsi que sur quelques données de forages. Nous obtenons ainsi une carte des unités géologiques dans le Grand Lac. Nous précisons la position du chevauchement subalpin entre la ville de Lausanne, sur la rive nord, et le bassin de Sciez, sur la rive sud. Dans la Molasse de Plateau, nous avons identifié les décrochements de Pontarlier et de St. Cergue ainsi que plusieurs failles non reconnues jusqu'ici. Nous avons cartographié les accidents qui affectent la Molasse subalpine ainsi que le plan de chevauchement du flysch sur la Molasse près de la rive sud du lac. Une nouvelle carte tectonique de la région lémanique a ainsi pu être dressée. L'analyse du substratum ne montre pas de failles suggérant une origine tectonique de la cuvette lémanique. Par contre, nous suggérons que la forme du creusement glaciaire, donc de la forme du lac Léman, a été influencée par la présence de failles dans le substratum antéquaternaire. L'analyse des sédiments quaternaires nous a permis de tracer des cartes des différentes interfaces ou unités qui les composent. La carte du toit du substratum antéquaternaire montre la présence de chenaux d'origine glaciaire dont la profondeur maximale atteint la cote -200 ni. Leur pente est dirigée vers le nord-est, à l'inverse du sens d'écoulement actuel des eaux. Nous expliquons cette observation par l'existence de circulations sous-glaciaires d'eau artésienne. Les sédiments glaciaires dont l'épaisseur maximale atteint 150 ni au centre du lac ont enregistré les différentes récurrences glaciaires. Dans la zone d'Evian, nous mettons en évidence la présence de lentilles de sédiments glaciolacustres perchées sur le flanc de la cuvette lémanique. Nous avons corrélé ces unités avec des données de forage et concluons qu'il s'agit du complexe inférieur de la pile sédimentaire d'Evian. Celui-ci, âgé de plus de 30 000 ans, serait un dépôt de Kame associé à un lac périglaciaire. La sismique réflexion 3D permet de préciser l'orientation de l'alimentation en matériel détritique de l'unité. La finesse des images obtenues nous permet également d'établir quels types d'érosion ont affecté certaines unités. Les sédiments lacustres, dont l'épaisseur maximale imagée atteint plus de 225 m et sans doute 400 ni sous le delta du Rhône, indiquent plusieurs mécanismes de dépôts. A la base, une mégaturbidite, épaisse d'une trentaine de mètres en moyenne, s'étend entre l'embouchure de la Dranse et le delta du Rhône. Au-dessus, la décantation des particules en suspension d'origine biologique et détritique fournit l'essentiel des sédiments. Dans la partie orientale du lac, les apports détritiques du Rhône forment un delta qui prograde vers l'ouest en s'imbriquant avec les sédiments déposés par décantation. La structure superficielle du delta a brutalement évolué, probablement à la suite de l'évènement catastrophique du Tauredunum (563 A.D.). Sa trace probable se marque par la présence d'une surface érosive que nous avons cartographiée. Le delta a ensuite changé de géométrie, avec notamment un déplacement des chenaux sous-lacustres. Sur l'ensemble de nos sections sismiques, nous n'observons aucune faille dans les sédiments quaternaires qui attesterait d'une tectonique postglaciaire du substratum. ABSTRACT During the last few years the institute of Geophysics of the University of Lausanne cleveloped a 2D and 3D high-resolution multichannel seismic reflection acquisition system. The objective of the present work was to carry on this development white improving our knowledge of the geology under Lake Geneva, in particular by studying the configuration of the large accidents affecting the Tertiary Molasse that makes up the basement of most Quaternary deposits. In its 2D configuration, our system makes it possible to acquire seismic profiles with a CDP interval of 1.25 m. The fold varies from 6 to 18 depending on the number of traces and the shooting interval. Our air gun (15/15 cu. in.) provides a vertical resolution of 1.25 m and a maximum penetration depth of approximately 300 m under water bottom. We acquired more than 400 km of 2D sections in the Grand Lac and the Haut Lac between October 2000 and July 2004. A 3D seismic survey off the city of Evian provided data on a surface of 442.5 m x 1450 m (0.64 km2). Ship's navigation as well as hydrophone- and source positioning were carried out with differential GPS. The seismic data were processed following a conventional sequence without .applying AGC and using post-stack migration. The interpretation of the pre-Quaternary substratum is based on sismofacies, on their relationships with terrestrial geological units and on some borehole data. We thus obtained a map of the geological units in the Grand Lac. We defined the location of the subalpine thrust from Lausanne, on the north shore, to the Sciez Basin, on the south shore. Within the Molasse de Plateau, we identified the already know Pontarlier and St Cergue transforms Fault as well as faults. We mapped faults that affect subalpine Molasse as well as the thrust fault plane between alpine flysch and Molasse near the lake's south shore. A new tectonic map of the Lake Geneva region could thus be drawn up. The substratum does not show faults indicating a tectonic origin for the Lake Geneva Basin. However, we suggest that the orientation of glacial erosion, and thus the shape of Lake Geneva, vas influenced by the presence of faults in the pre-Quaternary basement. The analysis of Quaternary sediments enabled us to draw up maps of various discontinuities or internal units. The top pre-Quaternary basement map shows channels of glacial origin, the deepest of them reaching an altitude of 200 m a.s.l. The channel's slopes are directed to the North-East, in opposite direction of the present water flow. We explain this observation by the presence of artesian subglacial water circulation. Glacial sediments, the maximum thickness of which reaches 150 m in the central part of the lake, record several glacial recurrences. In the Evian area, we found lenses of glacio-lacustrine sediments set high up on the flank of the Lake Geneva Bassin. We correlated these units with on-land borehole data and concluded that they represent the lower complex of the Evian sedimentary pile. The lower complex is aider than 30 000 years, and it could be a Kame deposit associated with a periglacial lake. Our 3D seismic reflexion survey enables us to specify the supply direction of detrital material in this unit. With detailed seismic images we established how some units were affected by different erosion types. The lacustrine sediments we imaged in Lake Geneva are thicker than 225 m and 400 m or more Linder the Rhone Delta. They indicate several depositional mechanisms. Their base is a major turbidite, thirty meters thick on average, that spreads between the Dranse mouth and the Rhone delta. Above this unit, settling of suspended biological and detrital particles provides most of the sediments. In the eastern part of the lake, detrital contribution from the Rhone builds a delta that progrades to the west and imbricates with the settling sediments. The shallow structure of the Rhone delta abruptly evolved, probably after the catastrophic Tauredunum event (563 A.D.). It probably coincides with an erosive surface that we mapped. As a result, the delta geometry changed, in particular associated with a displacement of water bottom channels. In all our seismic sections, we do not observe fault in the Quaternary sediments that would attest postglacial tectonic activity in the basement.

Sharing and Learning= Changing. A real story at the Institute of Public Security of Catalonia

The Institute has professionals with extensive experience in training, specifically with experience in the field of police and emergencies training. Moreover, it also has very talented people. But above all, our institution has public professionals with a desire to serve, who love security and emergency responders and want to provide them with the best knowledge to make them every day better professionals. In the quest for continuous training improvement, its during 2009 when e-learning begins to have a presence at the Institute. Virtual training methodology becomes a facilitator for the training of various professionals, avoiding geographical displacement and easing the class schedule.

Development of Preliminary Load and Resistance Factor Design of Drilled Shafts in Iowa, RB03-012, 2014

The Federal Highway Administration (FHWA) mandated utilizing the Load and Resistance Factor Design (LRFD) approach for all new bridges initiated in the United States after October 1, 2007. To achieve part of this goal, a database for Drilled Shaft Foundation Testing (DSHAFT) was developed and reported on by Garder, Ng, Sritharan, and Roling in 2012. DSHAFT is aimed at assimilating high-quality drilled shaft test data from Iowa and the surrounding regions. DSHAFT is currently housed on a project website (http://srg.cce.iastate.edu/dshaft) and contains data for 41 drilled shaft tests. The objective of this research was to utilize the DSHAFT database and develop a regional LRFD procedure for drilled shafts in Iowa with preliminary resistance factors using a probability-based reliability theory. This was done by examining current design and construction practices used by the Iowa Department of Transportation (DOT) as well as recommendations given in the American Association of State Highway and Transportation Officials (AASHTO) LRFD Bridge Design Specifications and the FHWA drilled shaft guidelines. Various analytical methods were used to estimate side resistance and end bearing of drilled shafts in clay, sand, intermediate geomaterial (IGM), and rock. Since most of the load test results obtained from O-cell do not pass the 1-in. top displacement criterion used by the Iowa DOT and the 5% of shaft diameter for top displacement criterion recommended by AASHTO, three improved procedures are proposed to generate and extend equivalent top load-displacement curves that enable the quantification of measured resistances corresponding to the displacement criteria. Using the estimated and measured resistances, regional resistance factors were calibrated following the AASHTO LRFD framework and adjusted to resolve any anomalies observed among the factors. To illustrate the potential and successful use of drilled shafts in Iowa, the design procedures of drilled shaft foundations were demonstrated and the advantages of drilled shafts over driven piles were addressed in two case studies.

Adenocarcinome au sein d'un adenome pleomorphe de la glande lacrymale. A propos d'un cas. [Adenocarcinoma in a pleomorphic adenoma of the lacrimal gland: a case study]

PURPOSE: To report a patient with an adenocarcinoma in a pleomorphic adenoma of the lacrimal gland. Adenocarcinoma constitutes a distinct group of epithelial malignancies of the lacrimal gland. METHODS: The clinical presentation, workup, surgical approach, and pathological findings were reviewed. RESULTS: A 56-year-old man presented with a 3-month history of a lacrimal fossa mass. This patient presented a painless mass in the upper outer eyelid with significant displacement of the globe. The tumor was localized to the lacrimal gland. Radiological investigations showed a round, well-defined lesion in the fossa of the lacrimal gland. We performed a lateral orbitotomy; en bloc resection was accomplished. The final specimen showed an adenocarcinoma in a pleomorphic adenoma. No recurrences were detected during follow-up. CONCLUSION: Although adenocarcinoma has rarely been reported in association with a pleomorphic adenoma of the lacrimal gland, this combination can exist. If the malignant tumor is limited in the pleomorphic adenoma, the prognosis appears to be better than in cases of local extension. Adjuvant therapy, radiation or others, are not useful.

Anàlisi i quantificació de les accions i el temps de joc en l'hoquei sobre patins en equips de l'OK Lliga

Quantificar les variables temporal, les accions tècniques i els desplaçaments dels jugador al llarg de la competició proporciona una informació excel·lent per deduir les càrregues físiques i fisiològiques a les que estan sotmesos. Per aquest estudi es van visualitzar 4 partits de la Copa del Rei 2012. Es va enregistrà sistemàticament les dades en fulls de registre. Les principals dades analitzades van ser: temps total, temps real, temps de pausa, temps d’acció i relació entre el temps d’acció i el temps de pausa (densitat de treball). També es va analitzar: les incidències reglamentaries, les accions tècniques del jugador i els desplaçaments del jugador. El 45% de les accions es van produir entre 0 i 30s, i el promig d’interval de participació va ser 19:29s ±2:09. Més del 50% de les pauses es van produir entre 11s i 30s, i el promig d’interval de pausa va ser de 24:57s. Aquest va determinar que la densitat de treball era 1:1.3. Aproximadament el 70% de les incidències reglamentàries van ser faltes d’equip I tècniques. Van haver-hi 56 conduccions, 10 driblins, 12 remats, (3 xuts, 2 punxades/escopides, 5 remats de primeres i 2 arrossegades) i 80 passades. Finalment, en un partit el 42,23% dels desplaçaments van ser a baixa intensitat, el 27,02% van ser a intensitat mitjana i el 30,75% van ser a alta intensitat. A més a més, el 81,90% dels desplaçaments a alta intensitat van durar de 0s a 5s, el 54,56% a intensitat mitjana van durar de 6 a 10 s. I el 49,32% a intensitat baixa també van durar 6s a 10s. L’hoquei sobre patins és un esport en el que hi predominen els esforços intermitents a gran intensitat i de curta durada amb una important sol·licitació de la via anaeròbica alàctica. Analitzar la dimensió temporal, les accions tècniques i els desplaçaments dels jugador durant la competició permet estimar les exigències físiques i requeriments energètics, i aquest faciliten l’elaboració d’entrenaments més específics.

La utilidad del Estado de Cambios en el Patrimonio Neto para los empresarios

Las cuentas anuales del actual Plan General de Contabilidad (PGC07) incluyen un nuevo documento contable: el Estado de Cgmbios en el Patrimonio Neto (ECPN) que deben presentar todas las empresas. En este trabajo se detalla la utilidad y razon de ser de este estado contable que pretende reflejar el resultado global, la riqueza y las garantras empresariales que presenta la empresa. Estas.informaciones son consecuencia del desplazamiento del objetivo de los estados financieros hacia la valoracion del patrimonio en detrimento del calculo del resultado.