Jacob Cochenour’s War Loss Claim, August 16, 1841.

Jacob Cochenour was an early settler of Bullock’s Corners in the Township of West Flamborough. His father, Jacob Cochenour Sr., was an American who settled in this area in 1785 on 200 acres of Crown Land along the Spencer Creek.

Clendenan-Thompson family fonds

Daniel Clendenan (1793-1866) was the son of Abraham Clendenan, a private in Butler’s Rangers. He was married to Susan[na] [Albrecht ] Albright, daughter of Amos Albright. Daniel and Susan[na] had twelve children and belonged to the Disciple Church. In 1826 Daniel Clendenan purchased Part lot 14, Concession 6, Louth Township from Robert Roberts Loring. On this property he built a home and conducted the business of blacksmithing and along with William Jones operated a lumber mill. Volume 1 and the first part of Volume 2 are Daniel Clendenan’s account books. Daniel and his wife Susan are buried in the Vineland Mennonite cemetery. Daniel and Susan[na]’s youngest daughter, Sarah, married widower Andrew Thompson (1825-1901), son of Charles and grandson of Solomon. Andrew Thompson had settled in the Wainfleet area in 1854 and had owned a mill in Wellandport. Daniel Clendenan, in ill health, passed ownership of Lot 14, Concession 6, Louth Township to his son-in-law Andrew Thompson. Robert Roberts Loring, the original owner of lot 14, concession 6 in Louth was born in September of 1789 in England. He joined the 49th Regiment of Foot as an ensign in December of 1804 and arrived in Quebec the following July. He served with Isaac Brock and Roger Sheaffe. In 1806 he was promoted to lieutenant. Loring was hired by Lieutenant General Gordon Drummond and accompanied him to Ireland in 1811, but the outbreak of war in the States in 1812 drew Loring back to Canada. On June 26, 1812 Loring became a captain in the 104th Regiment of Foot. On October 29 of the same year, he was appointed aide-de-camp to Sheaffe who was the administrator of Upper Canada. During the American attack on York in April 1813, Loring suffered an injury to his right arm from which he never recovered. In December of 1813, Drummond assumed command of the forces in Upper Canada and he appointed Loring as his aide-de-camp, later civil secretary and eventually his personal secretary. Loring was with Drummond in 1813 at the capture of Fort Niagara (near Youngstown), N.Y. He was also with Drummond in the attacks on Fort Niagara, settlements along the American side of the Niagara River, and then York and Kingston. In July of 1814 he was promoted to brevet major, however he was captured at the Battle of Lundy’s Lane and he spent the remainder of the conflict in Cheshire, Massachusetts. One of his fellow captives was William Hamilton Merritt. Loring remained in the army and had numerous military posts in Canada and England. He retired in 1839 and lived the last of his years in Toronto. He died on April 1, 1848. Sources: http://www.biographi.ca/en/bio/loring_robert_roberts_7E.html and “Loring, Robert Roberts” by Robert Malcomson in The Encyclopedia Of the War Of 1812 edited by Spencer Tucker, James R. Arnold, Roberta Wiener, Paul G. Pierpaoli, John C. Fredriksen

Province of Upper Canada Grant (vellum) to Joseph Mills of the township of Grimsby

Province of Upper Canada Grant (vellum) to Joseph Mills of the township of Grimsby, son of United Empire Loyalist John Mills, United Empire Loyalist. He was granted 200 acres in the 5th Concession in Windham in the County of Norfolk. This was registered in in Liber L, folio 387 on Feb. 14, 1803. The crown land seal is attached, but broken into small pieces, Nov. 25, 1802.

Province of Upper Canada Grant (vellum) to Christian Myers of the Township of Cornwall

Province of Upper Canada Grant (vellum) to Christian Myers of the Township of Cornwall, son of Michael Myers, United Empire Loyalist. He is granted 200 acres on Lot no. 18 in the 9th Concession in the Township of Mountain in the County of Dundas. This document is faded and part of the paper are missing or stained. Some of the text is affected. A small piece is missing from the crown land seal which is also faded. This was registered in Feb. 1803, Dec. 1, 1802

Province of Upper Canada Grant (vellum) to Peter McCollum of the Township of Grimsby

Province of Upper Canada Grant (vellum) to Peter McCollum of the Township of Grimsby, son of James McCollum, United Empire Loyalist. He was granted 200 acres in Lot no.12 in the 5th Concession in the Township of Scott in the County of Yorke. This was entered with the auditor on Nov. 17, 1809. There is a partial crown land seal attached to this document but it is broken, Nov. 16, 1809.

Province of Upper Canada Grant (vellum) to Abraham Huff of the District of Niagara

Province of Upper Canada Grant (vellum) to Abraham Huff of the District of Niagara. He was granted 200 acres in Lot 26, Concession 2 west of the communication from Chatham to Lake Erie. The crown land seal is completely intact, but faded and stained. This was entered with the auditor on Mar. 25, 1818, Mar. 16, 1818.

Sobre el comportamiento de micropilotes trabajando a flexión y/o cortante en estructuras de tierra

El empleo de los micropilotes en la ingeniería civil ha revolucionado las técnicas de estabilización de terraplenes a media ladera, ya que aunque los pilotes pueden ser la opción más económica, el uso de micropilotes permite llegar a sitios inaccesibles con menor coste de movimientos de tierras, realización de plataformas de trabajo de dimensiones reducidas, maquinaria necesaria es mucho más pequeña, liviana y versátil en su uso, incluyendo la posibilidad de situar la fabricación de morteros o lechadas a distancias de varias decenas de metros del elemento a ejecutar. Sin embargo, realizando una revisión de la documentación técnica que se tiene en el ámbito ingenieril, se comprobó que los sistemas de diseño de algunos casos (micropilotes en terraplenes a media ladera, micropilotes en pantallas verticales, micropilotes como “paraguas” en túneles, etc.) eran bastante deficientes o poco desarrollados. Premisa que permite concluir que el constructor ha ido por delante (como suele ocurrir en ingeniería geotécnica) del cálculo o de su análisis teórico. Del mismo modo se determinó que en su mayoría los micropilotes se utilizan en labores de recalce o como nueva solución de cimentación en condiciones de difícil acceso, casos en los que el diseño de los micropilotes viene definido por cargas axiales, de compresión o de tracción, consideraciones que se contemplan en reglamentaciones como la “Guía para el proyecto y la ejecución de micropilotes en obras de carretera” del Ministerio de Fomento. En los micropilotes utilizados para estabilizar terraplenes a media ladera y micropilotes actuando como muros pantalla, en los que éstos trabajan a esfuerzo cortante y flexión, no se dispone de sistemas de análisis fiables o no se introduce adecuadamente el problema de interacción terreno-micropilote. Además en muchos casos, los parámetros geotécnicos que se utilizan no tienen una base técnico-teórica adecuada por lo que los diseños pueden quedar excesivamente del lado de la seguridad, en la mayoría de los casos, o todo lo contrario. Uno de los objetivos principales de esta investigación es estudiar el comportamiento de los micropilotes que están sometidos a esfuerzos de flexión y cortante, además de otros objetivos de gran importancia que se describen en el apartado correspondiente de esta tesis. Cabe indicar que en este estudio no se ha incluido el caso de micropilotes quasi-horizontales trabajando a flexion (como los “paraguas” en túneles), por considerarse que estos tienen un comportamiento y un cálculo diferente, que está fuera del alcance de esta investigación. Se ha profundizado en el estudio del empleo de micropilotes en taludes, presentando casos reales de obras ejecutadas, datos estadísticos, problemas de diseño y ejecución, métodos de cálculo simplificados y modelación teórica en cada caso, efectuada mediante el empleo de elementos finitos con el Código Plaxis 2D. Para llevar a cabo los objetivos que se buscan con esta investigación, se ha iniciado con el desarrollo del “Estado del Arte” que ha permitido establecer tipología, aplicaciones, características y cálculo de los micropilotes que se emplean habitualmente. Seguidamente y a efectos de estudiar el problema dentro de un marco geotécnico real, se ha seleccionado una zona española de actuación, siendo ésta Andalucía, en la que se ha utilizado de manera muy importante la técnica de micropilotes sobre todo en problemas de estabilidad de terraplenes a media ladera. A partir de ahí, se ha realizado un estudio de las propiedades geotécnicas de los materiales (principalmente suelos y rocas muy blandas) que están presentes en esta zona geográfica, estudio que ha sido principalmente bibliográfico o a partir de la experiencia en la zona del Director de esta tesis. Del análisis realizado se han establecido ordenes de magnitud de los parámetros geotécnicos, principalmente la cohesión y el ángulo de rozamiento interno (además del módulo de deformación aparente o de un módulo de reacción lateral equivalente) para los diversos terrenos andaluces. Con el objeto de conocer el efecto de la ejecución de un micropilote en el terreno (volumen medio real del micropilote, una vez ejecutado; efecto de la presión aplicada en las propiedades del suelo circundante, etc.) se ha realizado una encuesta entre diversas empresas españolas especializadas en la técnica de los micropilotes, a efectos de controlar los volúmenes de inyección y las presiones aplicadas, en función de la deformabilidad del terreno circundante a dichos micropilotes, con lo que se ha logrado definir una rigidez a flexión equivalente de los mismos y la definición y características de una corona de terreno “mejorado” lograda mediante la introducción de la lechada y el efecto de la presión alrededor del micropilote. Con las premisas anteriores y a partir de los parámetros geotécnicos determinados para los terrenos andaluces, se ha procedido a estudiar la estabilidad de terraplenes apoyados sobre taludes a media ladera, mediante el uso de elementos finitos con el Código Plaxis 2D. En el capítulo 5. “Simulación del comportamiento de micropilotes estabilizando terraplenes”, se han desarrollado diversas simulaciones. Para empezar se simplificó el problema simulando casos similares a algunos reales en los que se conocía que los terraplenes habían llegado hasta su situación límite (de los que se disponía información de movimientos medidos con inclinómetros), a partir de ahí se inició la simulación de la inestabilidad para establecer el valor de los parámetros de resistencia al corte del terreno (mediante un análisis retrospectivo – back-análisis) comprobando a su vez que estos valores eran similares a los deducidos del estudio bibliográfico. Seguidamente se han introducido los micropilotes en el borde de la carretera y se ha analizado el comportamiento de éstos y del talud del terraplén (una vez construidos los micropilotes), con el objeto de establecer las bases para su diseño. De este modo y adoptando los distintos parámetros geotécnicos establecidos para los terrenos andaluces, se simularon tres casos reales (en Granada, Málaga y Ceuta), comparando los resultados de dichas simulaciones numéricas con los resultados de medidas reales de campo (desplazamientos del terreno, medidos con inclinómetros), obteniéndose una reproducción bastante acorde a los movimientos registrados. Con las primeras simulaciones se concluye que al instalar los micropilotes la zona más insegura de la ladera es la de aguas abajo. La superficie de rotura ya no afecta a la calzada que protegen los micropilotes. De ahí que se deduzca que esta solución sea válida y se haya aplicado masivamente en Andalucía. En esas condiciones, podría decirse que no se está simulando adecuadamente el trabajo de flexión de los micropilotes (en la superficie de rotura, ya que no les corta), aunque se utilicen elementos viga. Por esta razón se ha realizado otra simulación, basada en las siguientes hipótesis: − Se desprecia totalmente la masa potencialmente deslizante, es decir, la que está por delante de la fila exterior de micros. − La estratigrafía del terreno es similar a la considerada en las primeras simulaciones. − La barrera de micropilotes está constituida por dos elementos inclinados (uno hacia dentro del terraplén y otro hacia fuera), con inclinación 1(H):3(V). − Se puede introducir la rigidez del encepado. − Los micros están separados 0,556 m ó 1,00 m dentro de la misma alineación. − El empotramiento de los micropilotes en el sustrato resistente puede ser entre 1,5 y 7,0 m. Al “anular” el terreno que está por delante de los micropilotes, a lo largo del talud, estos elementos empiezan claramente a trabajar, pudiendo deducirse los esfuerzos de cortante y de flexión que puedan actuar sobre ellos (cota superior pero prácticamente muy cerca de la solución real). En esta nueva modelación se ha considerado tanto la rigidez equivalente (coeficiente ϴ) como la corona de terreno tratado concéntrico al micropilote. De acuerdo a esto último, y gracias a la comparación de estas modelaciones con valores reales de movimientos en laderas instrumentadas con problemas de estabilidad, se ha verificado que existe una similitud bastante importante entre los valores teóricos obtenidos y los medidos en campo, en relación al comportamiento de los micropilotes ejecutados en terraplenes a media ladera. Finalmente para completar el análisis de los micropilotes trabajando a flexión, se ha estudiado el caso de micropilotes dispuestos verticalmente, trabajando como pantallas discontinuas provistas de anclajes, aplicado a un caso real en la ciudad de Granada, en la obra “Hospital de Nuestra Señora de la Salud”. Para su análisis se utilizó el código numérico CYPE, basado en que la reacción del terreno se simula con muelles de rigidez Kh o “módulo de balasto” horizontal, introduciendo en la modelación como variables: a) Las diferentes medidas obtenidas en campo; b) El espesor de terreno cuaternario, que por lo que se pudo determinar, era variable, c) La rigidez y tensión inicial de los anclajes. d) La rigidez del terreno a través de valores relativos de Kh, recopilados en el estudio de los suelos de Andalucía, concretamente en la zona de Granada. Dicha pantalla se instrumentó con 4 inclinómetros (introducidos en los tubos de armadura de cuatro micropilotes), a efectos de controlar los desplazamientos horizontales del muro de contención durante las excavaciones pertinentes, a efectos de comprobar la seguridad del conjunto. A partir del modelo de cálculo desarrollado, se ha comprobado que el valor de Kh pierde importancia debido al gran número de niveles de anclajes, en lo concerniente a las deformaciones horizontales de la pantalla. Por otro lado, los momentos flectores son bastante sensibles a la distancia entre anclajes, al valor de la tensión inicial de los mismos y al valor de Kh. Dicho modelo también ha permitido reproducir de manera fiable los valores de desplazamientos medidos en campo y deducir los parámetros de deformabilidad del terreno, Kh, con valores del orden de la mitad de los medidos en el Metro Ligero de Granada, pero visiblemente superiores a los deducibles de ábacos que permiten obtener Kh para suelos granulares con poca cohesión (gravas y cuaternario superior de Sevilla) como es el caso del ábaco de Arozamena, debido, a nuestro juicio, a la cementación de los materiales presentes en Granada. En definitiva, de las anteriores deducciones se podría pensar en la optimización del diseño de los micropilotes en las obras que se prevean ejecutar en Granada, con similares características al caso de la pantalla vertical arriostrada mediante varios niveles de anclajes y en las que los materiales de emplazamiento tengan un comportamiento geotécnico similar a los estudiados, con el consiguiente ahorro económico. Con todo ello, se considera que se ha hecho una importante aportación para el diseño de futuras obras de micropilotes, trabajando a flexión y cortante, en obras de estabilización de laderas o de excavaciones. Using micropiles in civil engineering has transformed the techniques of stabilization of embankments on the natural or artificial slopes, because although the piles may be the cheapest option, the use of micropiles can reach inaccessible places with lower cost of earthworks, carrying out small work platforms. Machinery used is smaller, lightweight and versatile, including the possibility of manufacturing mortars or cement grouts over distances of several tens of meters of the element to build. However, making a review of the technical documentation available in the engineering field, it was found that systems designed in some cases (micropiles in embankments on the natural slopes, micropiles in vertical cut-off walls, micropiles like "umbrella" in tunnels, etc.) were quite poor or underdeveloped. Premise that concludes the builder has gone ahead (as usually happen in geotechnical engineering) of calculation or theoretical analysis. In the same way it was determined that most of the micropiles are used in underpinning works or as a new foundation solution in conditions of difficult access, in which case the design of micropiles is defined by axial, compressive or tensile loads, considered in regulations as the " Handbook for the design and execution of micropiles in road construction" of the Ministry of Development. The micropiles used to stabilize embankments on the slopes and micropiles act as retaining walls, where they work under shear stress and bending moment, there are not neither reliable systems analysis nor the problem of soil-micropile interaction are properly introduced. Moreover, in many cases, the geotechnical parameters used do not have a proper technical and theoretical basis for what designs may be excessively safe, or the opposite, in most cases. One of the main objectives of this research is to study the behavior of micro piles which are subjected to bending moment and shear stress, as well as other important objectives described in the pertinent section of this thesis. It should be noted that this study has not included the case of quasi-horizontal micropiles working bending moment (as the "umbrella" in tunnels), because it is considered they have a different behavior and calculation, which is outside the scope of this research. It has gone in depth in the study of using micropiles on slopes, presenting real cases of works made, statistics, problems of design and implementation, simplified calculation methods and theoretical modeling in each case, carried out by using FEM (Finite Element Method) Code Plaxis 2D. To accomplish the objectives of this research, It has been started with the development of the "state of the art" which stipulate types, applications, characteristics and calculation of micropiles that are commonly used. In order to study the problem in a real geotechnical field, it has been selected a Spanish zone of action, this being Andalusia, in which it has been used in a very important way, the technique of micropiles especially in embankments stability on natural slopes. From there, it has made a study of the geotechnical properties of the materials (mainly very soft soils and rocks) that are found in this geographical area, which has been mainly a bibliographic study or from the experience in the area of the Director of this thesis. It has been set orders of magnitude of the geotechnical parameters from analyzing made, especially the cohesion and angle of internal friction (also apparent deformation module or a side reaction module equivalent) for various typical Andalusian ground. In order to determine the effect of the implementation of a micropile on the ground (real average volume of micropile once carried out, effect of the pressure applied on the properties of the surrounding soil, etc.) it has conducted a survey among various skilled companies in the technique of micropiles, in order to control injection volumes and pressures applied, depending on the deformability of surrounding terrain such micropiles, whereby it has been possible to define a bending stiffness and the definition and characteristics of a crown land "improved" achieved by introducing the slurry and the effect of the pressure around the micropile. With the previous premises and from the geotechnical parameters determined for the Andalusian terrain, we proceeded to study the stability of embankments resting on batters on the slope, using FEM Code Plaxis 2D. In the fifth chapter "Simulation of the behavior of micropiles stabilizing embankments", there were several different numerical simulations. To begin the problem was simplified simulating similar to some real in which it was known that the embankments had reached their limit situation (for which information of movements measured with inclinometers were available), from there the simulation of instability is initiated to set the value of the shear strength parameters of the ground (by a retrospective analysis or back-analysis) checking these values were similar to those deduced from the bibliographical study Then micropiles have been introduced along the roadside and its behavior was analyzed as well as the slope of embankment (once micropiles were built ), in order to establish the basis for its design. In this way and taking the different geotechnical parameters for the Andalusian terrain, three real cases (in Granada, Malaga and Ceuta) were simulated by comparing the results of these numerical simulations with the results of real field measurements (ground displacements measured with inclinometers), getting quite consistent information according to registered movements. After the first simulations it has been concluded that after installing the micropiles the most insecure area of the natural slope is the downstream. The failure surface no longer affects the road that protects micropiles. Hence it is inferred that this solution is acceptable and it has been massively applied in Andalusia. Under these conditions, one could say that it is not working properly simulating the bending moment of micropiles (on the failure surface, and that does not cut them), although beam elements are used. Therefore another simulation was performed based on the following hypotheses: − The potentially sliding mass is totally neglected, that is, which is ahead of the outer row of micropiles. − Stratigraphy field is similar to the one considered in the first simulations. − Micropiles barrier is constituted by two inclined elements (one inward and one fill out) with inclination 1 (H): 3 (V). − You can enter the stiffness of the pile cap. − The microlies lines are separated 0.556 m or 1.00 m in the same alignment. − The embedding of the micropiles in the tough substrate can be between 1.5 and 7.0 m. To "annul" the ground that is in front of the micro piles, along the slope, these elements clearly start working, efforts can be inferred shear stress and bending moment which may affect them (upper bound but pretty close to the real) solution. In this new modeling it has been considered both equivalent stiffness coefficient (θ) as the treated soil crown concentric to the micropile. According to the latter, and by comparing these values with real modeling movements on field slopes instrumented with stability problems, it was verified that there is quite a significant similarity between the obtained theoretical values and the measured field in relation to the behavior of micropiles executed in embankments along the natural slope. Finally to complete the analysis of micropiles working in bending conditions, we have studied the case of micropiles arranged vertically, working as discontinued cut-off walls including anchors, applied to a real case in the city of Granada, in the play "Hospital of Our Lady of the Health ". CYPE numeric code, based on the reaction of the ground is simulated spring stiffness Kh or "subgrade" horizontal, introduced in modeling was used as variables for analysis: a) The different measurements obtained in field; b) The thickness of quaternary ground, so that could be determined, was variable, c) The stiffness and the prestress of the anchors. d) The stiffness of the ground through relative values of Kh, collected in the study of soils in Andalusia, particularly in the area of Granada. (previously study of the Andalusia soils) This cut-off wall was implemented with 4 inclinometers (introduced in armor tubes four micropiles) in order to control the horizontal displacements of the retaining wall during the relevant excavations, in order to ensure the safety of the whole. From the developed model calculation, it was found that the value of Kh becomes less important because a large number of anchors levels, with regard to the horizontal deformation of the cut-off wall. On the other hand, the bending moments are quite sensitive to the distance between anchors, the initial voltage value thereof and the value of Kh. This model has also been reproduced reliably displacement values measured in the field and deduce parameters terrain deformability, Kh, with values around half the measured Light Rail in Granada, but visibly higher than deductible of abacuses which can obtain Kh for granular soils with low cohesion (upper Quaternary gravels and Sevilla) such as Abacus Arozamena, because, in our view, to cementing materials in Granada. In short, previous deductions you might think on optimizing the design of micropiles in the works that are expected to perform in Granada, with similar characteristics to the case of the vertical cut-off wall braced through several levels of anchors and in which materials location have a geotechnical behavior similar to those studied, with the consequent economic savings. With all this, it is considered that a significant contribution have been made for the design of future works of micropiles, bending moment and shear stress working in slope stabilization works or excavations.

Explanation of the Land Surrendered to the Crown by the Six Nations Indians for Mr. Dickson

Explanation of the Land Surrendered to the Crown by the Six Nations Indians for Mr. Dickson: 1 handwritten page explaining the Six Nations surrender of land to the Crown in order to allow the Crown to transfer the land to Mr. Dickson to compensate him for legal fees. [This is not an older document. It was possibly written by the Niagara Historical Society], n.d.

A treatise of the law of waters; including the law relating to rights in the sea, and rights concerning rivers, canals, dock companies, fisheries, mills, water-courses, &c. with a note concerning the rights of the Crown to the land between high and low water mark.

"The law of sewers has been separately published in a second edition, and is, therefore, withdrawn from this second edition of the Law of waters."--2d prelim. leaf.

Township of Crowland. Petition and letter regarding a land dispute, 1854, 1855.

Consists of a petition by residents of the Township of Crowland, and a letter addressed to the Hon. Commissioner of Crown Lands. Both items concern a dispute of a land survey. The petition is dated May 26, 1854, and is by inhabitants of the fourth concession in the Township of Crowland. The petition is signed by 9 residents. The names include James Cook (?), Samuel Buchner, James Rock (?), Wm. Vanalstine (?), Seth Skinner, Daniel Holcomb, P. Skinner (?), Henry Buchner, and Cornelius McHay (?). The letter is dated July 20, 1855 and is addressed to the Hon. Commissioner of Crown Lands, Quebec. It is signed by Arthur Johnston, Town Reeve, Bertie.

The Crown lands law reports: Queensland

"These reports were commenced in quarterly numbers in 1901."--v. 1, Introd

Travels in the East, including a visit to Egypt and the Holy Land,

Mode of access: Internet.

ELUM: a spatial modelling tool to predict soil greenhouse gas changes from land conversion to bioenergy in the UK

Acknowledgements This work is based on the Ecosystem Land Use Modelling & Soil Carbon GHG Flux Trial (ELUM) project, which was commissioned and funded by the Energy Technologies Institute (ETI). The authors are grateful to Niall McNamara (Centre for Ecology & Hydrology, Lancaster) for coordinating the project and to Dagmar Henner (University of Aberdeen) for project assistance. We are also grateful to staff at the ETI, particularly to Geraldine Newton-Cross, Geraint Evans and Hannah Evans for constructive advice and feedback, and to Jonathan Oxley for project support. The ELUM Software Package contains Ordnance Survey data © Crown copyright and database right 2012.

Photoelastic Analysis Of Fixed Partial Prosthesis Crown Height And Implant Length On Distribution Of Stress In Two Dental Implant Systems.

The aim of this study was to evaluate by photoelastic analysis stress distribution on short and long implants of two dental implant systems with 2-unit implant-supported fixed partial prostheses of 8 mm and 13 mm heights. Sixteen photoelastic models were divided into 4 groups: I: long implant (5 × 11 mm) (Neodent), II: long implant (5 × 11 mm) (Bicon), III: short implant (5 × 6 mm) (Neodent), and IV: short implants (5 × 6 mm) (Bicon). The models were positioned in a circular polariscope associated with a cell load and static axial (0.5 Kgf) and nonaxial load (15°, 0.5 Kgf) were applied to each group for both prosthetic crown heights. Three-way ANOVA was used to compare the factors implant length, crown height, and implant system (α = 0.05). The results showed that implant length was a statistically significant factor for both axial and nonaxial loading. The 13 mm prosthetic crown did not result in statistically significant differences in stress distribution between the implant systems and implant lengths studied, regardless of load type (P > 0.05). It can be concluded that short implants showed higher stress levels than long implants. Implant system and length was not relevant factors when prosthetic crown height were increased.

Contrasting Effects Of Land Use Intensity And Exotic Host Plants On The Specialization Of Interactions In Plant-herbivore Networks.

Human land use tends to decrease the diversity of native plant species and facilitate the invasion and establishment of exotic ones. Such changes in land use and plant community composition usually have negative impacts on the assemblages of native herbivorous insects. Highly specialized herbivores are expected to be especially sensitive to land use intensification and the presence of exotic plant species because they are neither capable of consuming alternative plant species of the native flora nor exotic plant species. Therefore, higher levels of land use intensity might reduce the proportion of highly specialized herbivores, which ultimately would lead to changes in the specialization of interactions in plant-herbivore networks. This study investigates the community-wide effects of land use intensity on the degree of specialization of 72 plant-herbivore networks, including effects mediated by the increase in the proportion of exotic plant species. Contrary to our expectation, the net effect of land use intensity on network specialization was positive. However, this positive effect of land use intensity was partially canceled by an opposite effect of the proportion of exotic plant species on network specialization. When we analyzed networks composed exclusively of endophagous herbivores separately from those composed exclusively of exophagous herbivores, we found that only endophages showed a consistent change in network specialization at higher land use levels. Altogether, these results indicate that land use intensity is an important ecological driver of network specialization, by way of reducing the local host range of herbivore guilds with highly specialized feeding habits. However, because the effect of land use intensity is offset by an opposite effect owing to the proportion of exotic host species, the net effect of land use in a given herbivore assemblage will likely depend on the extent of the replacement of native host species with exotic ones.