ABSTRACT This research examines the effectiveness of cellulose nanofibers (CNFs) in reinforcing beam-column joints against repeated, reversed stresses (cyclic loading), a crucial factor in earthquake resistance. By exploring various combinations of silica fume and CNF content, the study aimed to develop a high-performance concrete mix. The hypothesis centered on enhancing joint ductility, the ability to absorb energy, through the combined effect of CNFs with varying lengths and volumes alongside silica fume. The results were remarkably positive. When CNFs were incorporated, the joints exhibited significant improvements in multiple areas: deformability (capacity to deform under stress), ductility (energy absorption), and overall ability to dissipate energy during cyclic loading. Furthermore, the CNFs led to a reduction and better distribution of cracks within the joints, while also increasing the load required for initial cracking and the overall load-bearing capacity. These findings highlight the promise of cellulose nanofibers as a reinforcement material for beam-column joints in earthquake-prone structures. Further research can optimize their use with silica fume for broader adoption in sustainable and resilient construction practices. (CNFs beamcolumn beam column repeated loading, loading , loading) resistance content highperformance high performance mix positive incorporated areas capacity stress, stress stress) absorption, absorption absorption) Furthermore loadbearing bearing earthquakeprone prone structures practices

Abstract Methotrexate on its oral and intravenous administration results in unwanted adverse effects. This drawback can be overcome by transdermal delivery because of its painless objective for systemic drug administration. Transfersomes are ultra-deformable vesicles with the flexibility to reach deeper tissues of the skin. The objective of this research work was to develop methotrexate transfersomal gel by thin film hydration technique, evaluated for entrapment efficiency, deformability, mean vesicle size, and stability, and incorporated into carbopol gel for ease of handling and skin applicability for a longer period of retention on skin. MTX-TFS gel & conventional gel were characterized for consistency, transparency, viscosity, and pH. Ex-vivo skin permeation studies were performed using abdominal goat skin and drug release kinetic parameters and transdermal flux were calculated using mathematical models. The results indicate that MTX was successfully entrapped (84.77 ± 2.35 %w/w) in transfersomes having 240±1.6 nm vesicle sizes and 27.13±0.7 deformability index. The gel was permeated through the skin at a rate of 28.12±2.58 µg/cm2/hr as compared to the conventional gel (10.35±2.14 µg/cm2/ hr). From the study, it was concluded that the MTX-TFS gel can be used as a possible substitute for the conventional formulation for transdermal drug delivery due to 3 times improvement in transdermal flux. effects ultradeformable ultra deformable technique efficiency size stability MTXTFS TFS consistency transparency viscosity pH Exvivo Ex vivo models 84.77 8477 84 77 (84.7 235 2 35 2.3 %w/w ww w 24016 240 1 6 240±1. 271307 27 13 0 7 27.13±0. index 2812258 28 12 58 28.12±2.5 µgcm2hr µgcmhr µg cm2 hr cm 10.35±2.14 1035214 10 14 (10.35±2.1 µgcm2 µgcm µg/cm2 hr. . hr) study 84.7 847 8 (84. 23 2. 2401 24 240±1 27130 27.13±0 281225 5 28.12±2. 10.35±2.1 103521 (10.35±2. µg/cm 84. (84 240± 2713 27.13± 28122 28.12±2 10.35±2. 10352 (10.35±2 (8 271 27.13 2812 28.12± 10.35±2 1035 (10.35± ( 27.1 281 28.12 10.35± 103 (10.35 27. 28.1 10.35 (10.3 28. 10.3 (10. 10. (10 (1

Abstract The performance of the subgrade towards the main deterioration mechanisms must be considered in the pavement structure design. Thus, this paper discusses the resilient modulus and permanent deformation evaluation of a pedological horizon of a Brazilian lateritic soil deposit, comparing samples compacted in the laboratory at the three compaction energies (standard, intermediate and modified) and undisturbed samples. Physical, chemical, and mechanical characterization tests were conducted. The cyclic tests were performed in repeated load triaxial tests and according to the current Brazilian standards. Five mathematical models widely used were employed to verify the resilient modulus behavior of the sample conditions, in which the Compound and Universal models showed the best correlations. For permanent deformation, the model was used, which well-expressed the plastic behavior of the analyzed conditions. Although all cases appeared to attend the shakedown criteria, some samples did not reach the deformation rate required by the standard. As the compaction energy was increased, the resilient modulus increased, and the permanent deformation decreased. Therefore, there is a substantial modification of the material behavior by increasing the compaction. design Thus deposit standard, standard (standard modified Physical chemical conducted standards conditions correlations wellexpressed well expressed criteria increased decreased Therefore

Abstract In Brazil, some dams have been built on sedimentary rock masses, which usually present greater deformability and permeability in comparison to metamorphic or igneous rock masses. This article describes a case study whose goal is to present and analyze the main data related to the monitoring of foundation behavior of the Dona Francisca dam, whose foundation is essentially constituted by sedimentary rocks. Dona Francisca gravity dam is a hydroelectric power plant (HPP) and was built in 2000, on the Jacuí River, in the central region of the Rio Grande do Sul State, Brazil. The analysis of the foundation behavior was done in terms of pore pressures and deformations recorded during seventeen years of dam operation. The geological and geotechnical conditions of the foundation are related to the Formação Caturrita rocks, made up mainly of sandstones and intercalated levels of siltstone and argillite. In the first five years of operation there was an intense stabilization process of the foundation rocky mass. After this period, it was verified the occurrence of stabilization at a lower rate. The deformation of the Dona Francisca HPP foundation is higher when compared with other larger dams, such as the Itaipu HPP dam. It was carried out an analysis of the 18 vibrating wire piezometers data, allowing a global assessment about the uplift water pressures behavior. Most piezometers indicated a reduction in the pore pressure values over time with a current trend of stabilization, and readings below the control values recommended in design. Brazil masses rocks (HPP 2000 River State argillite mass period rate 1 design 200 20 2

Abstract This article evaluates the resilient modulus and permanent deformation of granular materials of different lithological origins widely used as a pavements base layer in south Brazil. For this, a single particle size distribution was determined for the materials that were subjected to physical, chemical, mechanical characterizations, especially resilient modulus and permanent deformation by repeated load triaxial tests. It was noticed that the denser materials had a higher resilient modulus generated by increase in the sample's stiffness. For permanent deformation this tendency has not been maintained for all materials. Therefore, the granulation and structure of the materials can influence long-term tests. The Guimarães’ model has proven to be adequate for the sample evaluation. For the shakedown research, samples showed accommodation and creep shakedown. The samples that presented accommodation had an increase in the resilient modulus after permanent deformation, while those that presented creep increased or decreased resilient modulus according to the material origin. Brazil physical chemical characterizations tests s stiffness Therefore longterm long term Guimarães evaluation research origin

RESUMEN El modelado numérico es una herramienta poderosa para determinar la relación esfuerzo-deformación de las estructuras. Sin embargo, para una aplicación confiable, los modelos físicos y matemáticos deben ser calibrados y validados. Este artículo presenta una mirada a la calibración numérica empleando el método de elementos finitos y ensayos físicos de placa de carga en un terraplén. Se realiza además un análisis de los modelos constitutivos empleados en suelos y se selecciona el modelo constitutivo elástico-plástico de Mohr-Coulomb por ser el que mejor se acomoda a este estudio. Se utilizan los resultados de tres áreas de prueba dentro de un proyecto de refinería que el gobierno cubano llevó a cabo en la provincia de Cienfuegos. El modelo numérico empleado en este estudio se calibró empleando la teoría de errores y la prueba de hipótesis no paramétrica U de Mann-Whitney. Desde un punto de vista práctico, este estudio brinda dos procedimientos para calibrar un modelo numérico con resultados experimentales.

ABSTRACT Numerical modeling is a powerful tool to determine the stress-strain relationships of structures. However, for a reliable application, physical and mathematical models must be calibrated and validated. This paper presents an overview of numerical calibration through the finite element method and plate-load tests in an embankment. Additionally, an analysis of the constitutive models used in soils is performed, and the elastic-plastic constitutive model of Mohr-Coulomb was selected since it is the best suited for this study. The results from three test areas within a refinery project that the Cuban government undertook in the province of Cienfuegos are used. The numerical model used in this study was calibrated by means of the error theory and the non-parametric hypothesis tests from Mann-Whitney U. From the practical point of view, this study gives two procedures to calibrate the numerical model with experimental results.

Resumo Fundamento Embora se saiba que a fração de ejeção (FE) do ventrículo esquerdo (VE) medida por eletrocardiograma seja preservada em pacientes com acromegalia, não há informação suficiente sobre deformação longitudinal global e deformação do átrio esquerdo (SLG-VE e SAE). Objetivo O objetivo deste estudo foi avaliar as funções do ventrículo esquerdo (VE) e do átrio esquerdo (AE) por ecocardiograma strain (ES) em pacientes com acromegalia. Métodos Este estudo incluiu 50 pacientes com acromegalia na forma ativa da doença e 50 controles saudáveis com idade, sexo e área de superfície corporal similares. Além dos ecocardiogramas de rotina, medições de SLG-VE e SAE foram realizadas com o ES. Resultados Os valores dos SAE e SLG-VE foram significativamente mais baixos em pacientes com acromegalia (p<0,05 para todos). Na análise bivariada, a pressão arterial sistólica, o pró-hormônio N-terminal do peptídeo natriurético cerebral, o fator de crescimento semelhante à insulina tipo 1, e detectou-se que os níveis de IMVE tinham correlação positiva com SAE e SLG-VE (p<0,05). O nível de IGF-1 tinha forte correlação com SAE e SLG-VE (p<0,001 e β=0,5 vs. p<0,001 e β=0,626, respectivamente); 48% dos pacientes com acromegalia têm SLG-VE reduzido (<20%). O índice de massa do ventrículo esquerdo (IMVE) determina independentemente a presença de SLG-VE reduzido, e cada 1g/m2 de aumento no nível de IMVE aumenta a probabilidade de redução de SLG-VE em 6%. Conclusão Embora a fração de ejeção de VE seja normal em pacientes com acromegalia, os valores de SAE e SLG-VE são significativamente mais baixos. Além do aumento em IMVE, outro achado do envolvimento cardíaco pode ser a redução de SAE e SLG-VE. Portanto, além do ecocardiograma de rotina, SAE e SLG-VE podem ser úteis para avaliar os sinais iniciais de envolvimento cardíaco antes da ocorrência de alterações cardíacas irreversíveis.

Abstract Background Although it is known that the left ventricular (LV) ejection fraction (EF) measured by echocardiography is preserved in patients with acromegaly, there is not enough information about the LV and left atrial strain (LV-GLS and LAS). Objective This study aimed to evaluate the left ventricular (LV) and left atrial (LA) functions with strain echocardiography (SE) in patients with acromegaly. Methods This study included 50 acromegaly patients with active disease and 50 healthy controls with similar age, gender, and body surface area. In addition to routine echocardiography examinations, LV-GLS and LAS measurements were performed with SE. Results LAS and LV-GLS values were significantly lower in patients with acromegaly (p<0.05 for all). In bivariate analysis, systolic blood pressure, N-terminal prohormone of brain natriuretic peptide, Insulin-like growth factor-1, LA diastolic diameter, and LVMI levels were found to be positively correlated with both LAS and LV-GLS (p <0.05). IGF-1 level was strongly correlated with LAS and LV-GLS (p<0.001 and β=0.5 vs. p<0.001 and β=0.626, respectively); 48% of patients with acromegaly have reduced LV-GLS (<20%). Left ventricular mass-index (LVMI) independently determines the presence of reduced LV-GLS and each 1g/m2increase in LVMI level increases the likelihood of reduced LV-GLS by 6%. Conclusion Although LV ejection fraction is normal in patients with acromegaly, LAS and LV-GLS values were significantly reduced. Apart from LVMI increase, another finding of cardiac involvement may be LAS and LV-GLS decrease. Therefore, in addition to routine echocardiography, LAS and LV-GLS may be useful to evaluate early signs of cardiac involvement before the occurrence of irreversible cardiac changes.

Abstract This study had the objective to evaluate the application of the Marchetti Dilatometer Test (DMT) on compacted residual soil, analyzing the influence of suction on the parameters obtained. For this, a sample of residual diabase soil was collected and compacted in the laboratory at its optimum moisture content. Granular matrix suction sensors (GMS) were installed inside the compacted sample to monitor the suction during the experiment. The GMS allowed the monitoring of suction profile variations during the drying of the specimen submitted to ambient conditions. The DMT blade was statically inserted at 6 different points of the specimen surface with measurement of parameters A and B at every 10 cm deep. It was observed that with the increase of suction, there is an increase in both: material index value (ID) and dilatometric module (ED), but a reduction in the horizontal stress index (KD) value. The increase in ED value and reduction in KD value indicates that there is an increase in deformability modulus (E) and a decrease in coefficient of at-rest earth pressure (K0). The DMT correctly detected the trend in variations in geotechnical parameters as a function of variation in soil suction profiles.

Abstract The seasonal variability of geotechnical parameters in the unsaturated zone is typically neglected in the design of geotechnical works. In most of the geotechnical projects the parameters are determined only for the saturated condition. Although it is known that this condition is the most critical to soil strength and deformability, this conservative approach may neglect a possible important contribution of the unsaturated condition, resulting in an increase in the cost of the geotechnical solution. This paper presents and discusses the site characterization of the active zone of an unsaturated sandy soil profile under different suction conditions. Laboratory tests with controlled suction (retention curves, triaxial compression with bender elements and oedometer tests) were carried out on undisturbed samples collected from 1.0 to 5.0 m depth. The results show that strength and deformability parameters are strongly affected by soil suction and are less influenced by confinement stress up to 5.0 m depth. All the investigated subsoil profile shows a collapsible behavior, more pronounced closer to the ground surface and under the effect of higher suction values. The findings highlight the importance of incorporating the suction influence in the site investigation, parameter determination, and geotechnical design for more economical, reliable, and environmentally sustainable solutions.

Abstract In the design of piles partially embedded in rock, the main factors that influence the strength and deformability of the rock and the transmission of loads from pile to rock are of utmost relevance to pile behavior. Most empirical methods were developed based on data from specific regions. Differences in geological conditions, drilling methods and other features are not considered in most procedures. The article deals with a case of piles partially embedded in rock located in the town of São Lourenço da Mata, Pernambuco, Brazil. The rock mass consists of ancient deposits, formed mainly by granites of different compositions, gneiss and schists. The deposits have been deformed by several tectonic processes. Results from 99 dynamic loading tests enabled comparison between the mobilized lateral and pile toe resistance, with the estimated capacity obtained from the design methods known in the literature. In the prediction, the lateral shear resistance due to pile penetration in residual soil was also considered. Because failure was not reached in the dynamic tests, the estimated capacity was higher than the mobilized resistance.The resistances mobilized by the pile shaft friction in soil, by the pile shaft friction in rock and by the mobilized toe resistance in rock in the dynamic loading tests are compared to design methods known in the literature. Five static loading tests indicated failure loads greater than the mobilized resistance in the dynamic methods. The comparisons allow recommendations of the most consistent design methods to use in similar cases in practice.

RESUMO O comportamento da alvenaria estrutural resulta do desempenho de cada componente: unidades, juntas de argamassa, grautes e armaduras. Comercialmente, os blocos para alvenaria são produzidos com concreto seco ou zero-slump. Sua dosagem e propriedades físicas se diferem consideravelmente dos concretos convencionais e dependem da eficiência de compactação das máquinas vibroprensas. Ensaiar elementos de alvenaria em tamanho natural é dispendioso e requer uma infraestrutura específica. Nessa perspectiva, modelagens computacionais baseadas em formulações numéricas como o Método dos Elementos Finitos (FEM) podem se tornar alternativas viáveis e de grande potencial. Este trabalho objetiva analisar numérica e experimentalmente a influência do tipo de agregado nas propriedades físicas e, sobretudo, mecânicas (módulo secante e resistência à compressão) de blocos vazados de concreto para alvenaria estrutural. Foram testadas três resistências de bloco (6, 12 e 24 MPa), contendo três tipos de agregado (basalto, gnaisse e calcário). Dos resultados, observou-se que em blocos menos resistentes a porosidade das misturas influenciou mais as propriedades mecânicas que a rigidez do agregado. À medida que os concretos se tornam mais densos e resistentes, esse comportamento muda. Os modelos implementados e calibrados pelos resultados experimentais reproduziram satisfatoriamente o modo de ruptura dos blocos, os resultados de módulo e de resistência.

ABSTRACT The structural masonry behavior results from the performance of each component: units, mortar joints, grouts, and reinforcement. Commercially, masonry blocks are made with called dry or zero-slump concrete. Its dosage and physical properties differ considerably from conventional concretes and depend on vibropress machines compaction efficiency. Testing full-size masonry elements is expensive and demand a specific infrastructure. Thus, computer modeling based on numerical formulations such as the Finite Element Method (FEM) can become viable and high potential alternatives. This work aims to analyze numerically and experimentally the influence of aggregate type on physical and, mainly, mechanical properties (ultimate strength and secant deformation module in compression) of hollow concrete blocks for structural masonry. Units of three different strengths (6, 12 and 24 MPa) and containing three different aggregate types (basalt, gneiss, and limestone) were tested. From results, it was observed that in less resistant blocks, the mixtures porosity influenced mechanical properties more than aggregate stiffness. As concretes become denser and stronger, this behavior changes. The models implemented and calibrated by the experimental results were satisfactory in reproducing the failure mode of the blocks, secant modulus and compressive strength results.

RESUMO As primeiras lajes alveolares foram produzidas em meados de 1950 na Finlândia, sendo a seção transversal composta por alvéolos circulares de 150, 200 ou 265 mm de altura. Na década de 80, seções de alvéolos não circulares tornaram-se populares, com seções mais altas de 320, 370, 400 e 500 mm. O presente trabalho é uma continuidade dos estudos em pisos pré-moldados realizados pelo Núcleo de Estudo e Tecnologia em Pré-moldados de Concreto (NETPre), e tem como objetivo analisar os mecanismos de ruptura de lajes alveolares protendidas submetidas a esforços cortantes com ênfase no estudo comparativo da variação da altura das lajes (lajes altas e baixas). Neste trabalho foram analisados ensaios destrutivos realizados de acordo com a EN1168 em 06 protótipos de lajes (03 com altura de 200 mm e 03 com altura de 300 mm) com 6 m de comprimento cada, com aplicação de uma carga concentrada até a ruptura para avaliação da resistência à força cortante última. A partir das análises dos mecanismos resistentes concluiu-se que as lajes de 200 mm apresentaram maior influência do mecanismo de flexão o que resultou em maior deformabilidade do elemento para valores menores de força em comparação com as lajes mais altas. No caso das lajes de 300 mm o mecanismo de ruptura quanto ao cisalhamento foi bem definido com ruptura brusca e aparecimento de fissura inclinada típica com extensão do apoio ao ponto de aplicação da força. Além disso, analisando os resultados e comportamento das peças próximo a ruína, pode-se concluir que tanto as lajes de 300 mm como as de 200 mm apresentaram boa eficiência de ancoragem. O escorregamento das cordoalhas somente ocorreu após a ruptura por cisalhamento em região fissurada por flexão de acordo com o critério de cálculo adotado na NBR14861.

ABSTRACT The first’s hollow-core slabs were produced by 1950 in Finland and had circular cross section of 150, 200 or 265 mm height. By 80’s, non-circular hollow core slabs became popular in 320, 370, 400 and 500 mm height. This work is a continuity of precast floors studies done by Núcleo de Estudo e Tecnologia em Pré-moldados de Concreto (NETPre), and aims to analyze the rupture mechanisms of prestressed hollow core slabs subjected to shear tension with an emphasis on comparative study in variation of height in slabs (high and low height slabs). In this work, destructive tests carried out according to EN1168 were analyzed in 06 slab prototypes (3 with 200 mm height and 3 with 300 mm height) with 6 m length each, with the application of a concentrated load until the rupture for evaluation of resistance to ultimate shear force. From the analysis of the resistant mechanisms it was concluded that 200 mm slabs presented greater influence of flexural mechanism which resulted in a larger deformability of the element for lower values of applied force in comparison with the higher slabs. In the case of 300 mm slabs, the rupture mechanism of shear tension was defined as sudden rupture and the appearance of a typical inclined crack with extension from the support to the point of application of the load. In addition, with the behavior and results that slabs showed near the ruin point, it can be concluded that both 300 mm and 200 mm slabs presented good anchoring efficiency. The slipping of the strings occurred only after the shear rupture in flexural-fissured region according to the calculation criteria adopted in NBR14861.

The geomechanical strength of rock masses plays a key role in the planning and design of civil and mining construction projects. The uniaxial compressive strength (UCS) of rocks is a crucial property that is widely used in geotechnical engineering to understand the strength and deformability of rock masses. Determination of geomechanical properties both in the field and in the laboratory is time consuming, tedious, and expensive. However, ultrasonic techniques, such as P-wave propagation velocity (VP) measurement, are a simple, cost-effective, and non-destructive method for evaluating the UCS of rocks. In this study, a review of the state of knowledge of the type of empirical correlations that exist for sandstones to predict the value of UCS from VP is developed. The main objective developed is a meta-study on the relationship between UCS and VP. For this, UCS and VP data for sandstone-type sedimentary rock are compiled from various sources. With the results obtained, empirical formulas are proposed that correlate UCS and VP, which can be used as a geotechnical engineering tool to predict the value of UCS from VP in sandstones.

La resistencia geomecánica de macizos rocosos juega un rol clave en la planificación y el diseño de proyectos de construcción civil y minera. La resistencia a la compresión uniaxial (UCS) de las rocas es una propiedad crucial que se utiliza ampliamente en ingeniería geotécnica para comprender la resistencia y deformabilidad de macizos rocosos. La determinación de las propiedades geomecánicas tanto en el campo como en el laboratorio requiere mucho tiempo, es tediosa y costosa. Sin embargo, las técnicas ultrasónicas, como la medición de la velocidad de propagación de las ondas P (VP), son un método simple, rentable y no destructivo para evaluar la UCS de las rocas. En este estudio se desarrolla una revisión del estado del conocimiento del tipo de correlaciones empíricas que existen para areniscas para predecir el valor de UCS a partir de VP. El principal objetivo desarrollado es un meta estudio sobre la relación entre UCS y VP. Para esto son recopilados desde diversas fuentes los datos de UCS y VP para roca sedimentaria tipo arenisca. Con los resultados obtenidos se proponen fórmulas empíricas que correlacionan UCS y VP, las que pueden ser usadas como una herramienta de ingeniería geotécnica para predecir el valor de UCS a partir de VP en areniscas.

Abstract The Expander Body pile (EB) is a combination of a cast-in-situ pile method with an inflated, pump-grouted tip. The EB system's pioneering conjunction with the conventional drilling pile technique has improved work load, foundation security, cost reductions and abrupt displacements in lateritic, porous, unsaturated soils. The aim of this article is to analyze settlement estimates of bored piles equipped with the Expander Body System on tropical lateritic soil, using a deformability modulus obtained from laboratory and field tests. The piles were subjected to compression and uplift load tests. In addition, the estimates of the pile settlement are compared with the measured values, and the findings are discussed. The results strongly support that PMT and SPT tests present the optimal ratios between the measured and estimated settlements for both bored piles and bored piles with the Expander Body System. It can also be observed that CPT tests presented reasonable estimates for tensioned piles. Ultimately, it is verified that straightforward elastic models for the settlement assessment of bored piles can be used reliably in practice for piles equipped with the Expander Body System on tropical unsaturated soils.