Análisis teórico de la variación aleatoria de los esfuerzos de montaje de los cables en los puentes atirantados

Los puentes atirantados son una de las tipologías estructurales con mas desarrollo en los últimos años ya que cuentan con un ámbito de aplicación que se ha extendido en gran medida, llegando hasta el rango de luces de más de 1000 m. Por otra parte, para el caso de luces medias, este tipo de puentes aporta unas características resistentes y formales que los hacen muy adecuados en gran número de situaciones. Simultaneamente al importante número de realizaciones llevadas a cabo con esta tipología en los últimos años, se ha producido un gran desarrollo del conocimiento teórico de diferentes aspectos técnicos específicos de estos puentes, tanto a nivel de su comportamiento estructural como de la simulación y mejora de sus procesos constructivos. Estos desarrollos se han producido en gran parte gracias al avance en las capacidad de computación disponible hoy en día con los numerosos y cada vez más sofisticados programas comerciales de cálculo estructural, los cuales permiten la realización de análisis que hasta hace poco tiempo eran muy complicados de desarrollar. Una de las principales características de este tipo de estructuras, además de su elevado hiperestatismo, es la importancia del proceso constructivo, y en concreto del proceso de tesado de los cables, a la hora de conseguir alcanzar una situación final con la estructura en servicio que cumpla los requisitos establecidos a priori. Por este motivo se han llevado a cabo bastantes investigaciones orientadas a la optimización de los axiles a aplicar a los cables en el momento de su colocación y en su situación final. Parte de estos análisis se han centrado en particular en la posible influencia de ciertos parámetros geométricos y mecánicos aleatorios sobre los esfuerzos provocados sobre la estructura. Por otra parte, el propio comportamiento resistente de un tirante introduce ciertas incertidumbres en los formatos de seguridad asociados a los esfuerzos generados sobre ellos, en concreto en relación a la dependencia de estas fuerzas respecto de las cargas permanentes y a su consideración a nivel de coeficientes de seguridad asociados a dichas acciones. En vista de estos aspectos particulares se ha procedido a desarrollar la investigación que se expone a continuación, en la que se ha pretendido obtener un conocimiento adicional de algunos de estos aspectos para así poder contrastar la validez de las hipótesis que hoy en día son establecidas por la normativa vigente. De esta forma el planteamiento adoptado en esta tesis ha sido en primer lugar proponer un método novedoso de introducción de errores aleatorios sobre los esfuerzos o deformaciones de tesado de los cables, de tal manera que se pueda aplicar dicha técnica a distintas tipologías de puentes atirantados. Se pretende con ello conocer la influencia de dichos errores sobre el comportamiento de estas estructuras y valorar la magnitud de las desviaciones finalmente creadas respecto de la situación teórica. Una vez conocida la implicación que supone la aleatoriedad aplicada en la colocación de los tirantes, tanto cualitativa como cuantitativamente, se ha procedido a realizar un análisis de las consecuencias respecto de los formatos de seguridad que de estos datos se deducen. Señalar que esta tesis se ha centrado en el caso concreto de puentes atirantados construidos por voladizos sucesivos y con tableros de hormigón, dado el gran numero de puentes ejecutados con estas características, y con el objetivo de concentrar el estudio realizado en una tipología particular, pero de gran aplicación. Cable-stayed bridges represent one of the most developed structural typologies being used recently as it has a span range that can extend beyond 1000m. Furthermore, when it comes to bridges that span to a medium range we could say their shape and resistance are features that make this kind of bridge suitable for many different applications. Moreover, due to this type of bridge being used newly more extensively it has allowed for a better understanding of the theoretical knowledge of the various technical aspects both at a structural and simulation level in order to improve the constructions process of this type of bridge. Knowledge and development of these bridges can be attributed to the increasing apprehension of I.T. skills and the development of more advanced computer software with regards to structural calculations. The latter can aide more demanding analysis that was previously difficult to ascertain Defining features of this type of structure, besides its hyper static attributes, is the importance of the construction process, namely the cable tensioning process, which determines whether the requirements set out in the construction process will be met once the bridge is finished and traffic loads are applied. This is why much research has been conducted into the optimization of the axial forces to be applied to the cables. Focus, of part of this research, goes into the possible influences of random geometrical and mechanical parametres on the forces applied to the structure. We have therefore proceeded to develop research in which we have tried to gain more in depth knowledge which considers these aspects so that we can validate the hypothesis which are currently established in the regulations Firstly, the purpose of this thesis is to provide a new method to introduce random errors on the forces or deformations of cable tensioning so that this technique can be extended to various models of cable-staying bridges. It is important to highlight that this thesis has focused on cable-stayed bridges built through the balanced cantilever method and with concrete girders and considering there are many actual bridges with these characteristics the research has focused on a specific yet extensively applied method.

Wind analysis of the Messina Strait Bridge design project proposal with stabilizing cables

A new study on suspension bridges has been prompted by the big disaster of the Tacoma Narrow Bridge at half its design speed. The aerodynamic instability of long-span bridges has been studied using wind tunnel tests. As a result of improved aerodynamic performance from the geometrical configuration of the bridge deck, the aerodynamic criteria for suspension and cable-stayed bridges have become well established in recent years, thereby allowing longer bridge spans to be developed. Although the Messina Strait Bridge has yet to be constructed, we are looking forward to evaluating the impact of different deck cross-sections on both aerodynamic stability and cost reduction. To further improve the aerodynamic characteristics of long-span suspension bridges, an optimized multi-box bridge deck model with two side decks for traffic lanes, two middle railway decks, and three gaps separating them has been proposed aerodynamic performance has been experimentally verified. 1:80 scale wind tunnel tests have been conducted. According to the current MIDAS Model, the first torsional and the first vertical frequency ratios are 1.27787 and 1.36[1] respectively. It is the torsional/vertical frequency ratio, combined with the deck aerodynamic properties, that determines the wind response properties of the bridge for the most dangerous possible form of aeroelastic instability. The classic flutter is caused by the coupling of torsional and vertical modes. Stabilizing cables to the deck could be a solution to this classic flutter by reducing lateral displacement of the deck and increasing frequency ratios. Stabilizing cables will be installed on the deck in three different orientations: vertical, inclined, and horizontal, with diameters of 80 cm, 60 cm, and 40 cm in each orientation respectively. An overview of the research undertaken on this topic will be presented, as well as the most important findings.

Reliability and Failure Modes of Implant-Supported Y-TZP and MCR Three-Unit Bridges

Purpose: Chipping within veneering porcelain has resulted in high clinical failure rates for implant-supported zirconia (yttria-tetragonal zirconia polycrystals [Y-TZP]) bridges. This study evaluated the reliability and failure modes of mouth-motion step-stress fatigued implant-supported Y-TZP versus palladium-silver alloy (PdAg) three-unit bridges. Materials and Methods: Implant-abutment replicas were embedded in polymethylmethacrylate resin. Y-TZP and PdAg frameworks, of similar design (n = 21 each), were fabricated, veneered, cemented (n = 3 each), and Hertzian contact-tested to obtain ultimate failure load. In each framework group, 18 specimens were distributed across three step-stress profiles and mouth-motion cyclically loaded according to the profile on the lingual slope of the buccal cusp of the pontic. Results: PdAg failures included competing flexural cracking at abutment and/or connector area and chipping, whereas Y-TZP presented predominantly cohesive failure within veneering porcelain. Including all failure modes, the reliability (two-sided at 90% confidence intervals) for a ""mission"" of 50,000 and 100,000 cycles at 300 N load was determined (Alta Pro, Reliasoft, Tucson, AZ, USA). No difference in reliability was observed between groups for a mission of 50,000. Reliability remained unchanged for a mission of 100,000 for PdAg, but significantly decreased for Y-TZP. Conclusions: Higher reliability was found for PdAg for a mission of 100,000 cycles at 300 N. Failure modes differed between materials.

Hybrid wired/wireless PROFIBUS networks supported by bridges/routers

Fieldbus networks are becoming increasingly popular in industrial computer-controlled systems. More recently, there has been the desire to extend the capabilities of fieldbuses to cover functionalities not previously considered in such networks, with particular emphasis on industrial wireless communications. Thinking about wireless means considering hybrid wired/wireless solutions capable of interoperating with legacy (wired) systems. One possible solution is to use intermediate systems (IS) acting as repeaters to interconnect the wired and wireless parts. In contrast, we analyze a solution where intermediate systems are implemented as bridges/routers. We detail the main advantages in terms of dependability and timeliness, and propose mechanisms to manage message transactions and intercell mobility.

A ferromagnetic linear trinuclear Ni(II)-Schiff base complex supported by phenoxo and cinnamato bridges

A new linear trinuclear nickel(II) complex, [Ni-3(salme)(2)(OCn)(4)] (Hsalme = 2-[(3-methylamino-propylimino)-methyl]-phenol, OCn = cinnamate), showing weak ferromagnetic coupling (J = 1.8(1) cm(-1)) through phenoxo and a novel tridentate bridging mode (1 kappa(OO)-O-2':2 kappa O') of the cinnamate ligand has been synthesized and structurally characterized by X-ray crystallography. (C) 2009 Elsevier B.V. All rights reserved.

Synthesis, crystal structure and magnetic properties of three unprecedented tri-nuclear and one very rare tetra-nuclear copper(II) Schiff-base complexes supported by mixed azido/phenoxo/nitrato or acetato bridges

Three novel mixed bridged trinuclear and one tetranuclear copper(II) complexes of tridentate NNO donor Schiff base ligands [Cu-3(L-1)(2)(mu(LI)-N-3)(2)(CH3OH)(2)(BF2)(2)] (1), [Cu-3(L-1)(2)(mu(LI)-NO3-I kappa O.2 kappa O')(2)] (2), [Cu-3(L-2)(2)(mu(LI)-N-3)(2)(mu-NOI-I kappa O 2 kappa O')(2)] (3) and [Cu-4(L-3)(2)(mu(LI)-N-3)(4)(mu-CH3COO-I kappa O 2 kappa O')(2)] (4) have been synthesized by reaction of the respective tridentate ligands (L-1 = 2[1-(2-dimethylamino-ethylimino)-ethyl]-phenol, L-2 = 2[1-(2-diethylamino-ethylimino)-ethyl]-phenol, L-3 = 2-[1-(2-dimethylamino-ethylimino)-methyl]-phenol) with the corresponding copper(II) salts in the presence of NaN3 The complexes are characterized by single-crystal X-ray diffraction analyses and variable-temperature magnetic measurements Complex 1 is composed of two terminal [Cu(L-1)(mu(LI)-N-3)] units connected by a central [Cu(BF4)(2)] unit through nitrogen atoms of end-on azido ligands and a phenoxo oxygen atom of the tridentate ligand The structures of 2 and 3 are very similar, the only difference is that the central unit is [Cu(NO1)(2)] and the nitrate group forms an additional mu-NO3-I kappa O 2 kappa O' bridge between the terminal and central copper atoms In complex 4, the central unit is a di-mu(L1)-N-3 bridged dicopper entity, [Cu-2(mu(L1)-N-3)(2)(CH3COO)(2)] that connects two terminal [Cu(L-3)(mu(L1)-N-3)] units through end-on azido; phenoxo oxygen and mu-CH3COO-1 kappa O center dot 2 kappa O' triple bridges to result in a tetranuclear unit Analyses of variable-temperature magnetic susceptibility data indicates that there is a global weak antiferromagnetic interaction between the copper(II) ions in complexes 1-3, with the exchange parameter J of -9 86, -11 6 and -19 98 cm(-1) for 1-3, respectively In complex 4 theoretical calculations show the presence of an antiferromagnetic coupling in the triple bridging ligands (acetato, phenoxo and azido) while the interaction through the double end-on azido bridging ligand is strongly ferromagnetic.

[Rehabilitation of a periodontally compromised dentition with implant-supported zirconia bridges. Case report]

Clinical aspects of reconstruction with fix prosthesis and dental implants in a patient with a history of periodontitis is shown. A successful stabilization and rehabilitation of the periodontally involved dentition can be achieved with tooth-worn crown and bridge reconstructions. From a functional and aesthetic point of view the result may not be satisfying due to mobility and overlength of the teeth and open approximal spaces. Today, dentist and patient have often to weigh if teeth shall be maintained or replaced by dental implants. Thereby, both must be aware of the fact that in complex cases long-term success and aesthetic outcome may be difficult to predict. An intense discussion with the patient on his expectations, invasive treatment, risks with regard to biologic and prosthetic aspects is mandatory and must be based on the best scientific evidence available. The present case report shows different considerations and describes a radical solution which meets the patient's needs and is based on modern CAD-CAM technology.

Measuring Dynamic Oscillations of a Small Span Cable-Stayed Footbridge: Case Study Using L1 GPS Receivers

Highly redundant or statically undetermined structures, such as a cable-stayed bridge, have been of particular concern to the engineering community nowadays because of the complex parameters that must be taken into account for healthy monitoring. The purpose of this study was to verify the reliability and practicability of using GPS to characterize dynamic oscillations of small span bridges. The test was carried out on a cable-stayed wood footbridge at Escola de Engenharia de Sao Carlos-Universidade de Sao Paulo, Brazil. Initially a static load trial was carried out to get an idea of the deck amplitude and oscillation frequency. After that, a calibration trial was carried out by applying a well known oscillation on the rover antenna to check the environment detectable limits for the method used. Finally, a dynamic load trial was carried out by using GPS and a displacement transducer to measure the deck oscillation. The displacement transducer was used just to confirm the results obtained by the GPS. The results have shown that the frequencies and amplitude displacements obtained by the GPS are in good agreement with the displacement transducer responses. GPS can be used as a reliable tool to characterize the dynamic behavior of large structures such as cable-stayed footbridges undergoing dynamic loads.

Progressive recovery of osseoperception as a function of the combination of implant-supported prostheses

The extraction of teeth involves the elimination of extremely sensitive periodontal mechanoreceptors, which play an important role in oral sensory perception. Objectives: The aim of this study was to evaluate the recovery of interocclusal sensory perception for micro-thickness in individuals with different types of implant-supported prostheses. Materials and Methods: Wearers of complete dentures (CDs) comprised the negative control group (group A, n=17). The experimental group consisted of wearers of prostheses supported by osseointegrated implants (Group B, n=29), which was subsequently divided into 4 subgroups: B(1) (n=5) - implant supported overdentures (ISO) occluding with CD; B(2) (n=6) - implant-supported fixed prostheses (ISFP) occluding with CD; B3 (n=8) - wearers of maxillary and mandibular ISFP, and B(4) (n=10) - ISFP occluding with natural dentition (ND). Individuals with ND represented the positive control group (Group C, n=24). Aluminum foils measuring 10 mu m, 24 mu m, 30 mu m, 50 mu m, 80 mu m, and 104 mu m thickness were placed within the premolar area, adding up to 120 tests for each individual. Results: The mean tactile thresholds of groups A, B(1), B(2), B(3), B(4), and C were 92 mu m, 27 mu m, 27 mu m, 14 mu m, 10 mu m, and 10 mu m, respectively. [Correction added after publication online 18 April 2008: in the preceding sentence 92 mu m, 27 mu m, 14 mu m, 10 mu m and 10 mu m, was corrected to 92 mu m, 27 mu m, 27 mu m, 14 mu m, 10 mu m and 10 mu m.] The Kruskal-Wallis test revealed significant difference among groups (P < 0.05). The Dunn test revealed that group A was statistically different from groups C, B(3), and B(4), and that B(1) and B(2) were statistically different from group C. Conclusion: Progressive recovery of osseoperception as a function of the combination of implant-supported prostheses could be observed. Moreover, ISO and/or ISFP combinations may similarly maximize the recovery of osseoperception.

Decentralized model reference control of flexible cable-stayed beam structures

A decentralized model reference controller is designed to reduce the magnitude of the transversal vibration of a flexible cable-stayed beam structure induced by a seismic excitation. The controller design is made based on the principle of sliding mode such that a priori knowledge

Role of myosin V in actin cable organization in fission yeast

Functional specialization is tightly linked to the ability of eukaryotic cells to acquire a particular shape. Cell morphogenesis, in turn, relies on the capacity to establish and maintain cell "polarity", which is achieved by orienting the trafficking of signaling molecules and organelles towards specific cellular locations and/or membrane domains. The "oriented" transport is based upon cytoskeletal polymers, microtubules and actin filaments, which serve as tracks for molecular motors. These latter generate motion that is translated either into pulling forces or directed transport. Fission yeast, a rod-like unicellular eukaryote, shapes itself by restricting growth at cell tips through the concerted activity of microtubules and actin cables. Microtubules, which assemble into 2-6 bundles and run parallel to the long axis of the cell, serve to orient growth to the tips. Growth is supported by the actin cytoskeleton, which provides tracks, the cables, for motor-based transport of secretory vesicles. The molecular motors, which bind cargos and deliver them to the tips along cables, are also known as type V myosins (hereafter indicated as myosin V). How the bundles of parallel actin filaments, i.e. the cables, extend from the tips through the cell and whether they serve any other purpose, besides providing tracks, is poorly understood. It is also unclear how the crosstalk between the two cytoskeletal systems is achieved. These are the basic questions I addressed during my PhD. The first part of the thesis work (Chapter two) suggests that the sole function of actin cables in polarized growth is to serve as tracks for motors. The data indicate that cells may have evolved two cytoskeletal systems to provide robustness to the polarization process but in principle a unique cytoskeleton might have been able to direct and support polarized growth. How actin cables are organized within the cell to optimize cargo transport is addressed later on (Chapter three). The major finding, based on the actin cable defect of cells lacking myosin Vs, is that actin filaments self-organize through the activity of the transport motors. In fact, by delivering cargos to cell tips and exerting physical pulling forces on actin filaments, Myosin Vs contribute not only to polarize cargo transport but also actin tracks. Among the cargos transported by Myosin V, which may be relevant to its function in organizing cables, there is likely the endoplasmic reticulum (ER). Actin cables, which run parallel to cortical ER, may serve as tracks for Myosin V. Myosin V-driven displacement, in turn, may account for the dynamic expansion and organization of ER during polarized growth as suggested in Chapter four. The last part of the work (Chapter five) highlights the existence of a crosstalk between actin and microtubules. In absence of myosin V, indeed, microtubules contribute to actin cable organization, likely playing a scaffolding/tethering function. Whether or not the kinesin 1, Klp3, plays any role in such process has to be demonstrated. In conclusion the work proposes a novel role for myosin Vs in actin organization, besides its transport function, and provides molecular tools to further dissect the role of this type of myosin in fission yeast. - La spécialisation fonctionnelle est étroitement connectée à la capacité des cellules eucaryotes d'acquérir une forme particulière. La morphogenèse cellulaire à son tour, est basée sur la capacité d'établir et de maintenir la polarité cellulaire, polarité réalisée en orientant le trafic des molécules signales et des organelles vers des zones cellulaires spécifiques. Ce transport directionnel dépend des polymères du cytosquelette, microtubules et microfilaments, qui servent comme des voies pour les moteurs moléculaires. Ces derniers engendrent du mouvement, traduit soit en force de traction soit en transport directionnel. La levure fissipare, un eucaryote unicellulaire en forme de bâtonnet, acquière sa forme en limitant sa croissance aux extrémités par l'action concertée des microtubules et de l'actine. Les microtubules, qui s'assemblent de façon antiparallèle et parcourent la cellule parallèlement à l'axe longitudinal, servent à orienter la croissance aux extrémités. Cette croissance est permise par le cytosquelette d'actine, fournissant des voies, les câbles, pour le transport actif des vésicules de sécrétion. Les moteurs moléculaires, responsables de ce transport actif sont aussi appelés myosines de type V (par la suite appelés myosines V). La manière dont ces câbles s'étendent depuis l'extrémité jusqu'à l'intérieur de la cellule est peu connue. De plus, on ignore également si ces câbles présentent une fonction autre que le transport. L'interaction entre les deux cytosquelettes est également obscure. Ce sont ces questions de base auxquelles j'ai tenté de répondre lors de ma thèse. La première partie de cette thèse (chapitre II) suggère que les câbles d'actine, pendant la croissance polarisée, fonctionnent uniquement comme des voies pour les moteurs moléculaires. Les données indiqueraient que les cellules ont fait évoluer deux systèmes de cytosquelette pour assurer plus de robustesse au processus de polarisation, bien que, comme nous le verrons, un système unique est suffisant. Au chapitre III, nous verrons comment les câbles d'actine sont organisés à l'intérieur de la cellule afin d'optimiser le transport des cargo. La découverte majeure, réalisée en observant des cellules dont la myosine V fait défaut, est que ces filaments d'actine s'auto organisent grâce au passage des moteurs moléculaires le long de ces voies. En réalité, en délivrant les cargos aux extrémités de la cellule et en exerçant des forces de traction sur les câbles, les myosines V contribuent non seulement à polariser le transport mais également à polariser les voies elles mêmes. Nous verrons également au chapitre IV, que parmi les cargos importants pour l'organisation des câbles, il y aurait le réticulum endoplasmique (RE). En effet, les câbles d'actine, qui s'étalent parallèlement au RE cortical, pourraient servir comme voie pour la myosine V. Cette dernière en retour pourrait être responsable de l'expansion dynamique et de l'organisation du RE pendant la croissance polarisée.

Dynamics of Highway Bridges, HR-67, 1961

The AASHO specifications for highway bridges require that in designing a bridge, the live load must be multiplied by an impact factor for which a formula is given, dependent only upon the length of the bridge. This formula is a result of August Wohler's tests on fatigue in metals, in which he determined that metals which are subjected to large alternating loads will ultimately fail at lower stresses than those which are subjected only to continuous static loads. It is felt by some investigators that this present impact factor is not realistic, and it is suggested that a consideration of the increased stress due to vibrations caused by vehicles traversing the span would result in a more realistic impact factor than now exists. Since the current highway program requires a large number of bridges to be built, the need for data on dynamic behavior of bridges is apparent. Much excellent material has already been gathered on the subject, but many questions remain unanswered. This work is designed to investigate further a specific corner of that subject, and it is hoped that some useful light may be shed on the subject. Specifically this study hopes to correlate, by experiment on a small scale test bridge, the upper limits of impact utilizing a stationary, oscillating load to represent axle loads moving past a given point. The experiments were performed on a small scale bridge which is located in the basement of the Iowa Engineering Experiment Station. The bridge is a 25 foot simply supported span, 10 feet wide, supported by four beams with a composite concrete slab. It is assumed that the magnitude of the predominant forcing function is the same as the magnitude of the dynamic force produced by a smoothly rolling load, which has a frequency determined by the passage of axles. The frequency of passage of axles is defined as the speed of the vehicle divided by the axle spacing. Factors affecting the response of the bridge to this forcing function are the bridge stiffness and mass, which determine the natural frequency, and the effects of solid damping due to internal structural energy dissipation.

Demonstration Project using Railroad Flatcars for Low-Volume Road Bridges, TR-444, 2003

The use of Railroad Flatcars (RRFCs) as the superstructure on low-volume county bridges has been investigated in a research project conducted by the Bridge Engineering Center at Iowa State University. These bridges enable county engineers to replace old, inadequate county bridge superstructures for less than half the cost and in a shorter construction time than required for a conventional bridge. To illustrate their constructability, adequacy, and economy, two RRFC demonstration bridges were designed, constructed, and tested: one in Buchanan County and the other in Winnebago County. The Buchanan County Bridge was constructed as a single span with 56-ft-long flatcars supported at their ends by new, concrete abutments. The use of concrete in the substructure allowed for an integral abutment at one end of the bridge with an expansion joint at the other end. Reinforced concrete beams (serving as longitudinal connections between the three adjacent flatcars) were installed to distribute live loads among the RRFCs. Guardrails and an asphalt milling driving surface completed the bridge. The Winnebago County Bridge was constructed using 89-ft-long flatcars. Preliminary calculations determined that they were not adequate to span 89 ft as a simple span. Therefore, the flatcars were supported by new, steel-capped piers and abutments at the RRFCs' bolsters and ends, resulting in a 66-ft main span and two 10-ft end spans. Due to the RRFC geometry, the longitudinal connections between adjacent RRFCs were inadequate to support significant loads; therefore, transverse, recycled timber planks were utilized to effectively distribute live loads to all three RRFCs. A gravel driving surface was placed on top of the timber planks, and a guardrail system was installed to complete the bridge. Bridge behavior predicted by grillage models for each bridge was validated by strain and deflection data from field tests; it was found that the engineered RRFC bridges have live load stresses significantly below the AASHTO Bridge Design Specification limits. To assist in future RRFC bridge projects, RRFC selection criteria were established for visual inspection and selection of structurally adequate RRFCs. In addition, design recommendations have been developed to simplify live load distribution calculations for the design of the bridges. Based on the results of this research, it has been determined that through proper RRFC selection, construction, and engineering, RRFC bridges are a viable, economic replacement system for low-volume road bridges.

Field and Laboratory Evaluation of Precast Concrete Bridges, TR-440, 2001

Recent data compiled by the National Bridge Inventory revealed 29% of Iowa's approximate 24,600 bridges were either structurally deficient or functionally obsolete. This large number of deficient bridges and the high cost of needed repairs create unique problems for Iowa and many other states. The research objective of this project was to determine the load capacity of a particular type of deteriorating bridge – the precast concrete deck bridge – which is commonly found on Iowa's secondary roads. The number of these precast concrete structures requiring load postings and/or replacement can be significantly reduced if the deteriorated structures are found to have adequate load capacity or can be reliably evaluated. Approximately 600 precast concrete deck bridges (PCDBs) exist in Iowa. A typical PCDB span is 19 to 36 ft long and consists of eight to ten simply supported precast panels. Bolts and either a pipe shear key or a grouted shear key are used to join adjacent panels. The panels resemble a steel channel in cross-section; the web is orientated horizontally and forms the roadway deck and the legs act as shallow beams. The primary longitudinal reinforcing steel bundled in each of the legs frequently corrodes and causes longitudinal cracks in the concrete and spalling. The research team performed service load tests on four deteriorated PCDBs; two with shear keys in place and two without. Conventional strain gages were used to measure strains in both the steel and concrete, and transducers were used to measure vertical deflections. Based on the field results, it was determined that these bridges have sufficient lateral load distribution and adequate strength when shear keys are properly installed between adjacent panels. The measured lateral load distribution factors are larger than AASHTO values when shear keys were not installed. Since some of the reinforcement had hooks, deterioration of the reinforcement has a minimal affect on the service level performance of the bridges when there is minimal loss of cross-sectional area. Laboratory tests were performed on the PCDB panels obtained from three bridge replacement projects. Twelve deteriorated panels were loaded to failure in a four point bending arrangement. Although the panels had significant deflections prior to failure, the experimental capacity of eleven panels exceeded the theoretical capacity. Experimental capacity of the twelfth panel, an extremely distressed panel, was only slightly below the theoretical capacity. Service tests and an ultimate strength test were performed on a laboratory bridge model consisting of four joined panels to determine the effect of various shear connection configurations. These data were used to validate a PCDB finite element model that can provide more accurate live load distribution factors for use in rating calculations. Finally, a strengthening system was developed and tested for use in situations where one or more panels of an existing PCDB need strengthening.

Diradicals acting through diamagnetic phenylene vinylene bridges: Raman spectroscopy as a probe to characterize spin delocalization

We present a complete Raman spectroscopic study in two structurally well-defined diradical species of different lengths incorporating oligo p-phenylene vinylene bridges between two polychlorinated triphenylmethyl radical units, a disposition that allows sizeable conjugation between the two radicals through and with the bridge. The spectroscopic data are interpreted and supported by quantum chemical calculations. We focus the attention on the Raman frequency changes, interpretable in terms of: (i) bridge length (conjugation length); (ii) bridge conformational structure; and (iii) electronic coupling between the terminal radical units with the bridge and through the bridge, which could delineate through-bond spin polarization, or spin delocalization. These items are addressed by using the"oligomer approach" in conjunction with pressure and temperature dependent Raman spectroscopic data. In summary, we have attempted to translate the well-known strategy to study the electron (charge) structure of π−conjugated molecules by Raman spectroscopy to the case of electron (spin) interactions via the spin delocalization mechanism.