Дисертації з теми "Concrete code"
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Huang, Haibin. "Study of reinforced concrete building demolition methods and code requirements." Morgantown, W. Va. : [West Virginia University Libraries], 2007. https://eidr.wvu.edu/etd/documentdata.eTD?documentid=5167.
Повний текст джерелаTitle from document title page. Document formatted into pages; contains vii, 64 p. : ill. (some col.). Vita. Includes abstract. Includes bibliographical references (p. 58-59).
Alameddine, Fadel 1964. "FLEXURAL STIFFNESS OF CIRCULAR REINFORCED CONCRETE COLUMNS (SLENDERNESS, ACI CODE, LOAD, DESIGN)." Thesis, The University of Arizona, 1986. http://hdl.handle.net/10150/276368.
Повний текст джерелаAl-Chatti, Qusay. "Decision tree based seismic retrofit selection for non-code conforming reinforced concrete buildings." Thesis, University of British Columbia, 2012. http://hdl.handle.net/2429/43564.
Повний текст джерелаEigelaar, Estee M. "Deflections of reinforced concrete flat slabs." Thesis, Stellenbosch : University of Stellenbosch, 2010. http://hdl.handle.net/10019.1/2389.
Повний текст джерелаENGLISH SUMMARY: It is found that the serviceability limit state often governs the design of slender reinforced concrete members. Slender flexural members often have a percentage tension reinforcement less than 1.0% and an applied bending moment just above the point of first cracking. For such members, the available methods to evaluate the serviceability conditions produce inadequate and unrealistic results. The evaluation of the serviceability of a slender member includes the calculation of the predicted deflection, either by empirical hand-calculation or analysing a finite element model, and the verification using the span-to-effective-depth ratio. The focus of the study is on flat slab structures. It investigates the different deflection prediction methods and the span-to-effective-depth ratio verifications from various design standards. These design standards include the ACI 318 (2002), the SABS 0100-1 (2000), the EC2 (2004) and the BS 8110 (1997). The background to the methods, as well as the parameters which influences the deflection development for lightly reinforced members, are investigated in order to define the limitations of the methods. As a result of the investigation of the deflection calculation methods, an Alternative Approach is suggested and included in the comparisons of the various methods. The deflection prediction methods and the span/effective depth verification procedures are accurately formulated to predict the serviceability behaviour of beams. Additional approaches had to be used to apply these methods to a two-dimensional plane such as that of a flat slab structure. The different deflection prediction methods and the span/effective depth verification methods are calculated and compared to the recorded data of seven experimental flat slab specimens as performed by others. A study by Gilbert and Guo (2005) accurately recorded the flexural behaviour of flat slab specimens under uniformly distributed loads for test periods up to 750 days. The methods to evaluate the serviceability of a slender member were also applied to slab examples designed using South African standards. The study concludes by suggesting a suitable deflection prediction method for different parameter (limitation) categories with which a slender member can comply to. The typical span/effective depth ratio trend is also presented as the percentage tension reinforcement for a slender member changes. It is observed that the empirical hand-calculation methods present more reliable results than those of the finite element models. The empirical hand-calculation methods are accurate depending on the precision to which the slab was constructed relative to the actual slab design. The comparison of the deflection methods with South African case studies identified the role played by construction procedures, material parameters and loading history on slab behaviour.
AFRIKAANSE OPSOMMING: Die diensbaarheidstoestand is in baie gevalle die bepalende faktor vir die ontwerp van slank gewapende beton elemente bepaal. Slank elemente, soos lig bewapende buigbare beton elemente, het gewoonlik ‘n persentasie trekbewapening van minder as 1.0% en ‘n aangewende buigmoment net wat net groter is as die punt waar kraking voorkom. Die metodes beskikbaar om die diensbaarheid van sulke elemente te evalueer gee onvoldoende en onrealistiese resultate. Die evaluering van die elemente in die diensbaarheidstoestand sluit in die bepaling van defleksies deur berekening of die analise van ‘n eindige element model, en die gebruik van die span/effektiewe diepte metode. Die fokus van die studie is platbladstrukture. Die doel van die studie is om die verskillende metodes vir die bereking van defleksie asook die verifikasie volgens span/effektiewe diepte metodes van die verskillende ontwerp standaarde te ondersoek. Die ontwerp standaarde sluit die ACI 318 (2002), SABS 0100-1 (2000), EC2 (2004) en die BS 8110 (1997) in. Die agtergrond van hierdie metodes is ondersoek asook die parameters wat ‘n rol speel, sodat die beperkings van die metodes geidentifiseer kan word. As ‘n gevolg van die ondersoek na die beperkings van die metodes, is ‘n Alternatiewe Benadering voorgestel. Die Alternatiewe Benadering is saam met die metodes van die ontwerpstandaarde gebruik om die verskille tussen die metodes te evalueer. Die defleksievoorspelling en die span/effektiewe diepte verifikasie metodes is korrek geformuleer om die diensbaarheid van balke te evalueer. Ander benaderings was nodig om die diensbaarheid van blad blaaie te toets. Die onderskeie defleksievoorspelling en span/effektiewe diepte metodes is bereken vir sewe eksperimentele plat blaaie soos uitgevoer deur ander navorsers. Gilbert and Guo (2005) het ‘n studie uitgevoer waar die buigingsgedrag van die sewe plat blaaie, met ‘n uniforme verspreide las vir ‘n toetsperiode van tot 750 dae, akkuraat genoteer is. Die metodes om die diensbaarheid van ‘n slank element te toets, was ook op Suid-Afrikaanse blad voorbeelde getoets. Dit was gedoen om die Suid- Afrikaanse ontwerp van ligte bewapende beton elemente te evalueer. Die gevolgetrekkings stel ‘n gepaste defleksie metode vir ‘n slank element vir verskillende beperking kategorië voor. Dit is ook verduidelik hoe die tipiese span/effektiewe diepte verhouding met die persentasie trek bewapening vir ‘n slank element verander. Dit is bevind dat die imperiese handmetodes om defleksies te bereken, meer betroubaar as die eindige element modelle se resultate is. Die imperiese handberekening metodes is akkuraat relatief tot hoe akkuraat die blad konstruksie tot die blad ontwerp voltooi is. ‘n Vergelyking van defleksieberekening met Suid-Afrikaanse gevallestudies het die belangrikheid van konstruksieprosedures, materiallparamteres and belastingsgeskiedenis geïdentifiseer.
Sudre, Gustavo. "Characterizing the Spatiotemporal Neural Representation of Concrete Nouns Across Paradigms." Research Showcase @ CMU, 2012. http://repository.cmu.edu/dissertations/315.
Повний текст джерелаKabir, Md Rashedul. "Critical seismic performance assessment of concrete bridge piers designed following Canadian Highway Bridge Design Code." Thesis, University of British Columbia, 2017. http://hdl.handle.net/2429/63369.
Повний текст джерелаApplied Science, Faculty of
Engineering, School of (Okanagan)
Graduate
Isabell, Eriksson, and Niklas Karlsson. "Non-Linear Assessment of a Concrete Bridge Slab Loaded to Failure." Thesis, KTH, Betongbyggnad, 2016. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-188900.
Повний текст джерелаDenna uppsats behandlar en utredning gällande brottet i plattan på Gruvvägsbron, som var resultatet av det fullskaletest som bron utsattes för innan rivning. Med hjälp av den icke-linjära finita element-programvaran ATENA 3D skapades en modell avbron, med syfte att på ett realistiskt sätt försöka återskapa experimentet och fånga brons verkliga beteende. Detta för att således kunna dra slutsatser angående brottets natur. Den första delen av denna uppsats innehåller en sammanfattning av en utförd litteraturstudie, som ämnar ge en ökad förståelse angående fenomenen skjuvning och genomstansning, tillsammans med olika brottmekanismer relaterade till dessa. Vidare har brons motstånd mot skjuv- och genomstansningbrott beräknats enligt rådande normer. En parameterstudie utfördes på modellen, då den ursprungligen uppvisade ett överstyvt beteende. Syftet med detta var att studera nyckelparametrars påverkan på analysens resultat, och eventuellt komma närmare den verkliga brottlasten i experimentet. Av de studerade parametrarna observerades att en samtida reduktion av draghållfasthet och brottenergi, samt ett lågt värde på den så kallade "fixedcrack"-koefficienten gav störst inverkan på resultatet. Vidare observerades att brottets lokalisering och brottlasten var beroende av hur lasten påfördes modellen, dvs genom last- eller deformationsstyrning. Den slutgiltiga modellen gick till brott vid en last som översteg den verkliga brottlasten med 10.5%. Brottet som skedde var i samtliga analyser resultatet av en skjuvspricka som sträckte sig från kanten av lastplattan, genom plattan, ner till mötet mellan platta och balk. Detta indikerar att den typ av brott som skedde var ett primärt skjuvbrott med en sekundär stanseffekt. Lastvärdena beräknade enligt rådande normer tycks vara för konservativa, om jämförelse görs med lasten som uppnåddes i experimentet. Detta visar på svårigheten i att bedöma den inre kraftspridningen i plattor, och även dess skjuvbärande bredd, då analysen visade att denna var betydligt större än vad som ges i koden.
Saleh, N., Ashraf F. Ashour, and Therese Sheehan. "Bond between glass fibre reinforced polymer bars and high - strength concrete." ElSevier, 2019. http://hdl.handle.net/10454/17246.
Повний текст джерелаIn this study, bond properties of glass fibre reinforced polymer (GFRP) bars embedded in high-strength concrete (HSC) were experimentally investigated using a pull-out test. The experimental program consisted of testing 84 pull-out specimens prepared according to ACI 440.3R-12 standard. The testing of the specimens was carried out considering bar diameter (9.5, 12.7 and 15.9 mm), embedment length (2.5, 5, 7.5 and 10 times bar diameter) and surface configuration (helical wrapping with slight sand coating (HW-SC) and sand coating (SC)) as the main parameters. Twelve pull-out specimens reinforced with 16 mm steel bar were also tested for comparison purposes. Most of the specimens failed by a pull-out mode. Visual inspection of the tested specimens reinforced with GFRP (HW-SC) bars showed that the pull-out failure was due to the damage of outer bar surface, whilst the detachment of the sand coating was responsible for the bond failure of GFRP (SC) reinforced specimens. The bond stress – slip behaviour of GFRP (HW-SC) bars is different from that of GFRP (SC) bars and it was also found that GFRP (SC) bars gave a better bond performance than GFRP (HW-SC) bars. It was observed that the reduction rate of bond strength of both GFRP types with increasing the bar diameter and the embedment length was reduced in the case of high-strength concrete. Bond strength predictions obtained from ACI-440.1R, CSAeS806, CSA-S6 and JSCE design codes were compared with the experimental results. Overall, all design guidelines were conservative in predicting bond strength of both GFRP bars in HSC and ACI predictions were closer to the tested results than other codes.
Duzce, Zeynep. "Performance Evaluation Of Existing Medium Rise Reinforced Concrete Buildings According To 2006 Turkish Seismic Rehabilitation Code." Master's thesis, METU, 2006. http://etd.lib.metu.edu.tr/upload/12607834/index.pdf.
Повний текст джерелаnon-linear analysis (pushover analysis with equivalent lateral load method and mode superposition method) and non-linear time history analysis. In this study, linear elastic analysis with equivalent lateral loads and non-linear static analysis (pushover analysis) with equivalent lateral loads are investigated comparatively. SAP2000 software is used for pushover analysis
however the plastic rotation values obtained from SAP2000 are not used directly but defined according to the code procedures. Post-elastic rotations at yielding sections are transferred to Excel and the corresponding strains are calculated from these rotations by Excel Macro. These strains are compared with strain limits described in the 2006 Turkish Seismic Rehabilitation Code to obtain the member performances. In the linear elastic procedure, structural analysis is performed also by SAP2000 to obtain the demand values, whereas the capacity values are calculated by another Excel Macro. With these demand and capacity values, corresponding demand to capacity ratios are calculated and compared with demand to capacity ratio limits described in 2006 Turkish Seismic Rehabilitation Code to obtain the member performances. Global performances of the buildings are estimated from the member performances and from the inter-storey drifts for both two methods. The results are compared to each other, and critically evaluated.
Rahman, Muhammad Mostafijur. "Seismic Design of Reinforced Concrete Buildings Using Bangladesh National Building Code (BNBC 1993) and Comparison with Other Codes (ASCE 7-10 And IS 1893-2002)." University of Cincinnati / OhioLINK, 2017. http://rave.ohiolink.edu/etdc/view?acc_num=ucin150487859306952.
Повний текст джерелаTrindade, Yasmin Teixeira. "Numerical modeling of the post-cracking behavior of SFRC and its application on design of beams according to fib Model Code 2010." Universidade de São Paulo, 2018. http://www.teses.usp.br/teses/disponiveis/3/3144/tde-07022019-090223/.
Повний текст джерелаUm modelo em elementos finitos com representação discreta e explícita de fibras de aço é utilizado para modelar o comportamento pós-fissuração do Concreto Reforçado com Fibras de Aço (CRFA) com objetivo de contribuir para o dimensionamento de vigas com reforço combinado de fibras e armadura convencional (vigas de CACRFA). Na abordagem numérica utilizada para modelagem de CRFA o concreto e as fibras são inicialmente discretizados em elementos finitos de forma independente, evitando altos custos computacionais devido às malhas conformes. Então, elementos finitos de acoplamento são introduzidos para descrever a interação concreto-fibra. As fibras de aço são discretizadas utilizando elementos finitos de treliça e seu comportamento é descrito por um modelo constitutivo elastoplástico Um algoritmo para distribuição isotrópica randômica é utilizado para gerar e distribuir fibras de aço com base na malha de elementos finitos do concreto. O concreto e a interface concreto-fibra são representados utilizando elementos finitos triangulares de três e quatro nós, respectivamente, e seus comportamentos representados por uma modelos apropriados de dano contínuo integrados utilizando um esquema implícito-explícito com objetivo de aumentar a robustez a reduzir o custo computacional. Primeiramente, a ferramenta numérica é aplicada na simulação de ensaios de flexão de três pontos de acordo com EN 14651 para verificar sua capacidade de obter os parâmetros de desempenho do CRFA e para calibrar os parâmetros do material que descrevem a interface concreto-fibra. Em segundo lugar, os parâmetros de desempenho numéricos e experimentais do CRFA são usados no vigas de CA-CRFA de acordo com o fib Model Code 2010, a fim de estudar sua influência na quantidade de armadura de flexão e cisalhamento necessárias. Em terceiro lugar, as vigas de CA-CRFA são numericamente simuladas e os resultados são comparados com os dimensionados em termos de largura de fissura, espaçamento médio entre fissuras, flecha e cargas últimas e de serviço. Finalmente, os resultados numéricos de vigas de pequena escala são comparados com aqueles obtidos experimentalmente e pelo fib Model Code 2010 para estudar a capacidade da ferramenta numérica em simular o comportamento de elementos estruturais. Os resultados demonstraram que a utilização de simulações computacionais com uma abordagem apropriada para representar o compósito podem ser uma importante ferramenta para contribuir para um melhor entendimento do seu comportamento, extrapolando as condições consideradas em laboratório e contribuindo para o dimensionamento de elementos estruturais de CRFA.
Kazaz, Ilker. "Dynamic Characteristics And Performance Assessment Of Reinforced Concrete Structural Walls." Phd thesis, METU, 2010. http://etd.lib.metu.edu.tr/upload/3/12611712/index.pdf.
Повний текст джерелаLima, Juliana Soares. "Verificações da punção e da estabilidade global em edifícios de concreto: desenvolvimento e aplicação de recomendações normativas." Universidade de São Paulo, 2001. http://www.teses.usp.br/teses/disponiveis/18/18134/tde-12082016-121356/.
Повний текст джерелаThis work presents an overview of the requirements for punching shear and global stability of buildings in the draft Brazilian Code for concrete structures. Suggestions are made for fulfilling some omissions of the Code, based on theoretical studies and physical phenomena analysis. Some complements and changes are also proposed to facilitate the understanding of the new recommendations and to improve their results. Simplified methods related to the eccentric punching and modifications in the use of γz as a first order effects magnifier are suggested. It is concluded that the new provisions are more detailed and efficient, presenting significant improvements on both topics, especially when compared to NBR 6118 (1978). Nevertheless, it is considered important the introduction of some complements, as those suggested in this work.
Tan, Mustafa Tumer. "Seismic Strengthening Of A Mid-rise Reinforced Concrete Frame Using Cfrps: An Application From Real Life." Master's thesis, METU, 2009. http://etd.lib.metu.edu.tr/upload/12610562/index.pdf.
Повний текст джерелаmer M.S., Department Of Civil Engineering Supervisor: Prof. Dr. Gü
ney Ö
zcebe Co-Supervisor: Assoc. Prof. Dr. BariS Binici May 2009, 162 pages FRP retrofitting allows the utilization of brick infill walls as lateral load resisting elements. This practical retrofit scheme is a strong alternative to strengthen low to mid-rise deficient reinforced concrete (RC) structures in Turkey. The advantages of the FRP applications, to name a few, are the speed of construction and elimination of the need for building evacuation during construction. In this retrofit scheme, infill walls are adopted to the existing frame system by using FRP tension ties anchored the boundary frame using FRP dowels. Results of experiments have previously shown that FRP strengthened infill walls can enhance lateral load carrying capacity and reduce damage by limiting interstory drift deformations. In previous, analytical studies, a detailed mathematical model and a simplified version of the model for compression struts and tension ties was proposed and verified by comparing model estimations with test results. In this study, an existing 9-storey deficient RC building located in Antakya was chosen to design and apply a hybrid strengthening scheme with FRPs and reduced number of shear walls. Linear elastic analysis procedure was utilized (force based assessment technique) along with the rules of Mode Superposition Method for the reftrofit design. FRP retrofit scheme was employed using the simplified model and design was conducted such that life safety performance criterion is satisfied employing elastic spectrum with 10% probability of exceedance in 50 years according to the Turkish Earthquake Code 2007. Further analytical studies are performed by using Modal Pushover and Nonlinear Time-History Analyses. At the end of these nonlinear analyses, performance check is performed according to Turkish Earthquake Code 2007, using the strains resulting from the sum of yield and plastic rotations at demand in the critical sections. CFRP retrofitting works started at October 2008 and finished at December 2008 for the building mentioned in this study. Eccentric reinforced concrete shearwall installation is still being undertaken. All construction business is carried out without evacuation of the building occupants. This project is one of the first examples of its kind in Turkey. Keywords: CFRP, Carbon Fiber Reinforced Polymers, Masonry Infill Walls, Reinforced Concrete Infill Walls, Mid-Rise Deficient Structures, Turkish Earthquake Code 2007, Modal Pushover Analysis, Nonlinear Time History Analysis, Linear Elastic Building Assessment
Shaikh, Adnan Muzaffar. "Study of the fracture behavior of concrete by the development and application of the nonlinear finite element code incorporating the composite damage mechanics theory for brittle materials." Diss., Connect to online resource, 2006. http://gateway.proquest.com/openurl?url_ver=Z39.88-2004&rft_val_fmt=info:ofi/fmt:kev:mtx:dissertation&res_dat=xri:pqdiss&rft_dat=xri:pqdiss:1435225.
Повний текст джерелаIdir, Achour. "Justification du coefficient de comportement sismique des structures en béton armé par des approches statiques équivalentes." Châtenay-Malabry, Ecole centrale de Paris, 1997. http://www.theses.fr/1997ECAP0508.
Повний текст джерелаSantos, Andreilton de Paula. "Análise da continuidade em lajes alveolares: estudo teórico e experimental." Universidade de São Paulo, 2014. http://www.teses.usp.br/teses/disponiveis/18/18134/tde-18122014-100018/.
Повний текст джерелаMost buildings of precast concrete built in Brazil and abroad consist of hollow core slabs. This paper considers the study of the continuity of these slabs. In design of these elements the common practice is to consider them as simply supported. To improve the performance it is possible to promote the continuity in the intermediate supports. This can be done by placing reinforcement in the tensioned region of the connection, inside the topping, or by bars concreted inside the voids. The aim of this work is to investigate the behavior of hollow core floors with continuity, with reinforcement in the topping. For this, a study involving theoretical and experimental analysis was conducted in three models. The full-scale models were subjected to a transverse loading distributed linearly. The theoretical studies have considered a numerical simulation with beam elements and the Branson formula to describe the physical nonlinear behavior of the material. Furthermore, the specifications of the major Brazilian and international codes were evaluated, with respect to failure by shear of the cross section and the slab-topping interface. The results of the experimental analysis indicated that the model 1 failed by shear of the cross section with the mechanism of diagonal tension of the concrete. Model 2 presented shear failure of the interface. In model 3, the failure was by flexure. The behavior of the tested models was ruled by cracking of the topping in region of negative bending moment. Theoretical analysis with beam elements represented satisfactorily the behavior of the tested models. The only formulations that presented consistent results with the three tests were: EUROCODE 2:2004, to calculate the shear strength of the interface, and FIB MODEL CODE 2010, for calculating of the shear strength of the cross section. It is concluded that the continuity improves the performance of the hollow core slabs, as it reduces the displacements at mid-span and increases the bearing capacity.
Venieri, Valeria. "Shape modelling and design of a new sleeper for the "Shift2Rail Project"." Master's thesis, Alma Mater Studiorum - Università di Bologna, 2017.
Знайти повний текст джерелаLiu, Fangzhou. "Dynamic analysis of hollow core concrete floors." Licentiate thesis, KTH, Bro- och stålbyggnad, 2018. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-224778.
Повний текст джерелаLucena, Júlio César Tavares de. "Concreto reforçado com fibras de polipropileno: estudo de caso para aplicação em painel alveolar de parede fina." Universidade de São Paulo, 2017. http://www.teses.usp.br/teses/disponiveis/18/18134/tde-30032017-104705/.
Повний текст джерелаThis research presents a study on the composition of polypropylene fiber reinforced concrete and intents to evaluate its structural behavior in a type of thin-walled hollow core panel. The addition of high content of polypropylene fibers to the concrete modifies some of its mechanical properties, giving the composite greater split tensile strength, flexural strength, impact strength and toughness. Firstly, characterization tests of the composite were performed: consistency, compressive strength, modulus of elasticity, split tensile strength, flexural tensile strength and toughness. It was studied the behavior of all these mechanical properties for the contents of polypropylene fibers of 0,1 and 2% by volume of concrete. In order to study the mechanical behavior of the thin-walled hollow core panels by the addition of fibers, were performed concentrated load and flexural tests. This study was performed for fiber contents of 0 and 2%. Two types of specimens were produced, both with a cross section of 300 mm x 140 mm, and lengths of 600 mm and 1200 mm, for each fiber content and to be tested respectively for the concentrated load and flexural tests. For the characterization tests, there was no evidence of significant results arising on the addition of the fiber contents 1 and 2% for the compressive strength and modulus of elasticity. The tests of consistency, tensile strength and toughness presented significant results, especially for the fiber content of 2%. The flexural tests on the panel showed slightly lower tensile strengths for specimens containing 2% fibers. It is then concluded that the properties of the high fiber cementitious material are suitable for application in thin-walled alveolar panels. However, it is necessary to improve the workability of the composite, because due to the small thicknesses of the panel walls, a satisfactorily consolidation of the material has not been achieved.
Sun, Yaojun. "Heat transfer in molten core/concrete interaction systems." Diss., Georgia Institute of Technology, 1994. http://hdl.handle.net/1853/17105.
Повний текст джерелаReis, João Felipe Araujo [UNESP]. "Determinação de parâmetros reológicos de concretos através do ensaio de abatimento de tronco de cone modificado: estudo de caso." Universidade Estadual Paulista (UNESP), 2008. http://hdl.handle.net/11449/94495.
Повний текст джерелаAs propriedades reológicas do concreto no seu estado fresco são importantes principalmente no período em que o material é lançado nas fôrmas e podem ser determinadas em qualquer momento durante o período de indução da hidratação do cimento. Entretanto, o uso da reologia para estudar a taxa de fluidez ou trabalhabilidade do concreto não é muito comum. Geralmente, o abatimento de tronco de cone é o único parâmetro medido e, mesmo em laboratório, os estudos raramente fornecem informações adicionais sobre o comportamento ao escoamento desses materiais. O ensaio do tronco de cone modificado proposto de LARRARD permite avaliar a tensão crítica e a viscosidade plástica do concreto, de maneira simples e sem grandes custos, uma vez que reômetros de laboratórios são aparelhos sofisticados e relativamente com custos elevados. Este estudo avalia a tensão de escoamento e a viscosidade plástica obtida pelo teste de abatimento de tronco de cone modificado para dois tipos distintos de concreto, a saber: o concreto fresco convencional e o concreto de alto desempenho (CAD), elaborados com cimento CPV ARI-Plus. E também foi realizado correlações entre o ensaio de abatimento de tronco de cone modificado e o ensaio de reometria clássica. Os resultados obtidos mostraram-se bastante satisfatórios para o cálculo da tensão e da viscosidade dos concretos avaliados.
The concrete rheological properties in fresh state are mainly important in the period that the material is thrown in the molds and it can be certain in any moment during the induction period of the cement hydration. However, the use of the rheology to study the fluidity rate or concrete workability is not very common. Usually, the slump is just an unique measured parameter and, even in laboratory, the studies rarely supply additional information about the flow behavior of those materials. The slump modified test proposed by LARRARD it allows to evaluate the critical tension and concrete plastic viscosity so simply and without significant costs, because rheometers of the laboratories are very sophisticated and relatively expensive apparels. This study evaluates the yield stress and the viscosity obtained by the slump modified test for two different types of concrete, like to: the conventional fresh concrete and the concrete of high acting (CAD), elaborated with cement CPV ARIPlus. And it was done to test the correlation between slump modified test and test classical rheometer. For the concretes of high performed starting from the specific line the addictive volume addition superplastificante was varied obtaining initial slumps that varied between 100mm and 260mm. The initial results obtained have proved very satisfactory in tension and viscosity calculus of the evaluated concretes.
Falah, Nabil. "The interaction of steel tube and concrete core in concrete filled steel tube columns." Aachen Shaker, 2010. http://d-nb.info/1003886949/04.
Повний текст джерелаFilho, José Orlando Vieira. "Avaliação da resistência à compressão do concreto através de testemunhos extraídos: contribuição à estimativa do coeficiente de correção devido aos efeitos do broqueamento." Universidade de São Paulo, 2007. http://www.teses.usp.br/teses/disponiveis/3/3146/tde-26102007-144854/.
Повний текст джерелаThe present research aims to evaluate concrete\'s compressive strength in the structure through the analysis of the strength of cast concrete specimens fc(M), hereafter called \"potential\", and that of concrete cores extracted from the structure fc(E), hereafter called \"effective\". The objective was to quantify the coefficient to correct for drilling effects during core extraction - in the present work taken as the ratio R(M/E)=fc(M)/fc(E) - to be applied to the strength of cores with the same dimensions as the specimens. By assuming that the strength of the cores represents the strength of concrete within the structure, R(M/E) corresponds to the term yc2 of the normative coefficient of concrete strength yc. Brazilian Standard NBR 6118:2003 - Procedures for the Design of Concrete Structures - whenever non-conformity in concrete acceptance arises, indicates the extraction of cores in accordance with Standard NBR 7680:1983. It accepts, in this case, that yc be divided by 1.1 in structural evaluations at the ultimate limit state. Former versions of Standard 6118:1980 recommended that core results be corrected due to drilling effects, but made no mention to the correction coefficient itself, merely suggesting that results were increased in 10 to 15 %, depending on the sampling, because it is dealing with the strength of concrete in the structure. NBR 6118:2003 establishes a figure of 1.4 for yc without specifying any value for yc2. The European Concrete Committee (CEB) also recommends a figure of 1.4 for yc, mentioning a figure of 1.1 for yc2. With regard to the corrections due to the damage caused by core extraction, ACI 214 4R-2003 proposes a coefficient of 1.06 to be multiplied by core strength in structural evaluations. By working with wet-cured standard cast specimens and with cores extracted from concrete blocks - either wet-cured or air-cured - an attempt was made to assess this coefficient related to the damage caused by drilling. Standard air-cured cast specimens were used to verify the results. The present study also managed to verify the feasibility of using cores with diameter smaller than those nationally and internationally adopted (15 and 10 cm), namely, 7.5cm, 5.0cm and 2.5cm, which can potentially speed up the evaluation of finished structures. Smaller diameters also decrease the risk of reinforcement damage, lead to lower costs and allow that height: diameter ratios of 2:1 be obtained, thus increasing sampling. During the test programme developed for the present investigation concretes produced by one of the main suppliers in Recife\'s Metropolitan Region were studied, at four compressive strength levels at 28 days: 20, 50 and 70MPa, with a supplementary sampling at 65MPa, for rupture tests at 90 days. Sclerometric, ultrasound and apparent density tests were also performed, as further subsidies to compressive strength tests. The application of statistical analysis led to a final average figure of 1.07 for yc2. The feasibility of using cores with diameters of 7.5, 5.0 and even 2.5 cm was also established at a significance level of 1%.
Massucato, Carlos Jose. "Utilização de escoria de alto-forno a carvão vegetal como adição no concreto." [s.n.], 2005. http://repositorio.unicamp.br/jspui/handle/REPOSIP/258498.
Повний текст джерелаDissertação (mestrado) - Universidade Estadual de Campinas, Faculdade de Engenharia Civil, Arquitetura e Urbanismo
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Resumo: Este estudo teve como objetivo principal avaliar propriedades oriundas da adição de escória de alto-forno à carvão vegetal, do concreto no estado fresco e endurecido, produzido com cimentos que já utilizam em sua composição a escória de alto-forno. Com a determinação da quantidade de escória de alto-forno pelo método de dissolução seletiva, foi possível adicionar escória de alto-forno no concreto até os limites estabelecidos na especificação do cimento de alto-forno (CPIII) pela NBR 5735 (ABNT, 1991) e conhecer o efeito na resistência mecânica, módulo de elasticidade, abatimento, incorporação de ar, tempo de pega e exsudação, em traços de concreto sem adição e com adição de escória de alto-forno à carvão vegetal e à coque. As indústrias de cimento utilizam, em sua maioria, escórias provenientes dos altos-fornos à coque. Entretanto, o tratamento adequado nas escórias de alto-forno à carvão vegetal pode ampliar o consumo deste produto como adição mineral diretamente nas centrais de concreto, com a vantagem de ser uma fonte renovável de energia e eliminar este resíduo que se acumula nas usinas siderúrgicas. O estudo comprovou que, a utilização da escória de alto-forno à carvão vegetal como adição, não provoca alterações nas propriedades do concreto no estado fresco, em comparação com a escória de alto-forno à coque. A resistência à compressão com adição da escória de alto-forno à carvão vegetal aumentou em até 5% em idades superiores a 60 dias em comparação com o concreto sem adição de escória
Abstract: This study had the main purpose to evaluate properties of fresh and hardened concrete in with slag addition of blast furnace from charcoal in concrete produced with cements that already use in its composition the blast furnace slag. With the determination of the amount of slag of blast furnace by the selective method of dissolution, it was possible to add slag of blast furnace in concrete up to the limits established by NBR 5735 (ABNT, 1991) and to know the effect in concrete resistance, modulus of elasticity, slump test, air entrained concrete, setting of the cement and bleeding, in the mix proportions of concrete with and without slag addition of blast furnace from charcoal and coke. The cement industries use in its majority slag from coke deriving from blast furnace. However, the suitable treatment in slag of blast furnace from charcoal can extend the consumption of this product as mineral addition directly in the concrete plant, with the advantage of being a renewable source of energy and to eliminate this residue that accumulates in the siderurgical plants. The study proved that the use of the slag of blast furnace from charcoal as addition in concrete presented the same properties of fresh concrete compared with the slag of blast furnace with coke. The compressive strength increased in 5% at superior ages at 60th day in comparison without slag addition
Mestrado
Edificações
Mestre em Engenharia Civil
Schurr, Dennis Patrick. "Monitoring damage in concrete using diffuse ultrasonic coda wave interferometry." Thesis, Georgia Institute of Technology, 2010. http://hdl.handle.net/1853/37237.
Повний текст джерелаKilic, Arif Nesimi 1963. "A transient model for decomposition and ablation of concrete during a molten core/concrete interaction." Thesis, The University of Arizona, 1991. http://hdl.handle.net/10150/277892.
Повний текст джерелаPaine, Kevin Andrew. "Steel fibre reinforced concrete for prestressed hollow core slabs." Thesis, University of Nottingham, 1998. http://eprints.nottingham.ac.uk/11095/.
Повний текст джерелаBartulíková, Radka. "Vliv provzdušnění a ošetřování na vývoj modulu pružnosti betonu." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2013. http://www.nusl.cz/ntk/nusl-225737.
Повний текст джерелаFalah, Nabil [Verfasser]. "The Interaction of Steel Tube and Concrete Core in Concrete-Filled Steel Tube Columns / Nabil Falah." Aachen : Shaker, 2010. http://d-nb.info/1104047292/34.
Повний текст джерелаMarmash, Basem Ezzat. "The properties of recycled precast concrete hollow core slabs for use as replacement aggregate in concrete." Thesis, University of Nottingham, 2011. http://eprints.nottingham.ac.uk/13501/.
Повний текст джерелаSandoval, Gersson Fernando Barreto. "Desempenho do concreto poroso com agregados sustentáveis." Universidade Estadual de Londrina. Centro de Tecnologia e Urbanismo. Programa de Pós-Graduação em Engenharia de Edificações e Saneamento, 2014. http://www.bibliotecadigital.uel.br/document/?code=vtls000197929.
Повний текст джерелаNowadays, one of the major problems related to urbanization process is soil sealing, it leads to a radical change on the hydraulic cycle It also contributes to floods, aquaplaning and outbreaks of diseases. In this sense, study of new materials became important in the attempt to solve these issues. The objective of the present work is to evaluate the mechanical and hydraulic performance of pervious concrete with sustainable aggregates. Basaltic aggregates were chosen as reference in this research. Slag aggregates, recycled ceramic and construction blocks waste aggregates were chosen as sustainable aggregates. Mixture design, in mass, of pervious concrete used was 1:3.26 with an approximate consumption of 420 kg/m3, water cement ratio of 0.34, without any additives or admixtures. Compressive and flexural strengths, voids (%), water permeability and abrasion were analyzed. In the case of permeability, two methods were used: falling and constant head permeameter. The results showed the slag aggregates with the best mechanical behavior, presenting compressive and flexo-traction strength in the order of 10.10 and 2.92 MPa, respectively. It was observed that for compressive strength the most important parameter is the nature of the aggregate and not granulometry. However, the percentage of fines had a great influence on the flexural strength. Regarding permeability, the predominant parameter was the percentage of voids, and recycle ceramic waste aggregates, with around 27 % of voids, presented the best results in the order of 15.2mm/s. In this sense, the usage of sustainable aggregates is a viable alternative in the production of pervious concrete.
Lindwall, Caroline, and Jonas Wester. "Modelling Lateral Stability of Prefabricated Concrete Structures." Thesis, KTH, Betongbyggnad, 2016. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-188586.
Повний текст джерелаVid stabilitetsberäkningar av prefabricerade betongstommar med hjälp av FEM-verktyg ställs krav på kunskap om hur elementen förhåller sig till varandra. Detta arbete berör hur fogar mellan byggnadselement påverkar modellering av prefabricerade betongstommar med avgränsning till fogar mellan håldäckselement och mellan solida väggelement. Arbetet berör även en studie i hur ett bjälklags egenskaper kan justeras så att fogarnas effekt kan tillvaratas utan att modellera varje enskilt håldäckselement. Arbetet inleddes med att utböjningen analyserades hos 10 st ihopskarvade håldäckselement, lastade i dess plan likt en hög balk, i en FE-modell skapad i programmet Robot™, från Autodesk®. Fogarna mellan håldäcken modellerades som antingen rigida eller elastiska och håldäckens tvärsnittsgeometri och längd varierades under testet. Den linjära styvheten mellan håldäcken togs från litteraturen som 0.05 (GN/m)/m. Resultatet visade att ändrad tvärsnittsgeometri gav större skillnader för deformationen än varierad längd på håldäcken. Håldäckens skjuvmodul justerades sedan i dess plan för de rigida testen tills dess att de uppnådde samma utböjning som de elastiska. Resultatet visade att skjuvmodulen behövdes reduceras med en faktor 0.1, i medeltal för de olika tvärsnittsgeometrierna och håldäckslängderna. Utefter geometrin på en fog med förtagningar mellan prefabricerade väggar togs en beräkningsmodell fram för den linjärelastiska styvheten i väggfogarna. Resultatet blev en styvhet på 1.86 (GN/m)/m. För att verifiera den beräknade styvheten togs en FE-modell fram bestående av en 30m hög vägg lastad horisontellt i dess plan med en eller två vertikala fogar där en linjär styvhet applicerades. Utböjningen samt reaktionskrafterna noterades, resultatet för den uträknade linjära styvheten jämfördes med andra styvheter och bedömdes utifrån detta vara rimlig. Reaktionskrafterna visade sig vara beroende av styvheten på fogen. Den sänkta skjuvmodulen för håldäcken och den beräknade linjära elasticiteten för väggarna användes sedan i en FE-modell av en 10-våningsbyggnad med två stabiliserande enheter där de vertikala reaktionskrafterna analyserades. Resultatet visade att endast 0.02 procentenheter skiljer reaktionskrafterna i de stabiliserande enheterna då hänsyn tas till fogarna mellan håldäcken och 0.09 procentenheter då hänsyn tas till fogarna mellan väggarna. Resultatet skiljer sig från när endast väggen modellerades, vilket tros bero på att bjälklaget hjälper till att motverka deformationer i väggfogarna. Fogen mellan bjälklagselementen tros kunna ha större inverkan på en byggnad med stabiliserande enheter som drastiskt ändrar styvhet från ett plan till ett annat, i dessa fall kan den framtagna reduktionsfaktorn vara av nytta.
Bary, Benoît. "Étude du couplage hydraulique-mécanique dans le béton endommagé." Cachan, Ecole normale supérieure, 1996. http://www.theses.fr/1996DENS0022.
Повний текст джерелаFichant, Stéphanie. "Endommagement et anisotropie induite du béton de structures : modélisations approchées." Cachan, Ecole normale supérieure, 1996. http://www.theses.fr/1996DENS0015.
Повний текст джерелаManatakos, Kyriakos. "Behaviour and design of reinforced concrete core-slab-frame structures." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1997. http://www.collectionscanada.ca/obj/s4/f2/dsk2/ftp02/NQ30330.pdf.
Повний текст джерелаManatakos, Kyriakos 1960. "Behaviour and design of reinforced concrete core-slab-frame structures." Thesis, McGill University, 1996. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=42088.
Повний текст джерелаStage 1 concentrates on the elastic response and Stage 3 examines the nonlinear response of the core-slab-frame structure considering the effects of cracking and crushing of concrete, strain-hardening of the reinforcement, and tension-stiffening. Analyses involve three-dimensional elastic and nonlinear finite element modeling techniques of the structure to investigate the contribution and influence of the various structural components. The structural response is examined for the deformations, the concentrated reinforcement strains and concrete stresses in the cores, the force and stress distributions in the structural members, and the failure mode.
Stage 2 focuses on the design and detailing of the core-slab-frame structure following seismic provisions of building code requirements for reinforced concrete structures where applicable as given in the CSA Standard CAN3-A23.3-MS4 (1984), the ACI Standard ACI 318M-83 (1983) and the New Zealand Standard NZS3101 (1982). Assumptions made in the conventional design procedures and any shortcomings encountered are examined. Suitable design procedures and reinforcement details are suggested where no provisions exist in the codes.
Findings demonstrate complex three-dimensional interaction among the cores, beams, slabs and frames in resisting the lateral and gravity loads, and show considerable strength, ductility and energy absorption capability of the structure. Critical areas for design include the joints and junctions near the vicinity of core wall-slab-beams ends and corners. Plastic hinging extends over the lower 2.5% to 33% height of the structure with the majority of inelastic action and damage concentrated in the bottom 10% to 15% height, predicting an ultimate load of 3.4 to 5.9 times the design earthquake load with top drifts of the structure between 750 mm to 1375 mm.
Lam, Dennis. "Composite steel beams using precast concrete hollow core floor slabs." Thesis, University of Nottingham, 1998. http://eprints.nottingham.ac.uk/11350/.
Повний текст джерелаMohammed, Anwer Sabah Mohammed. "Seismic Behavior of Screen Grid Core Insulated Concrete Form Walls." PDXScholar, 2019. https://pdxscholar.library.pdx.edu/open_access_etds/4810.
Повний текст джерелаGao, Shanshan, and 高珊珊. "Coring process monitoring for strength of grout, concrete and rock in laboratory testing." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2010. http://hub.hku.hk/bib/B45530361.
Повний текст джерелаWoods, Lisa Joy. "The significance of negative bending moments in the seismic performance of hollow-core flooring." Thesis, University of Canterbury. Civil and Natural Resources Engineering, 2008. http://hdl.handle.net/10092/2042.
Повний текст джерелаSmith, William Peter Younger. "Relating concrete cube, core and cylinder compressive strengths that are cast, cured, prepared and tested in laboratory conditions." Master's thesis, University of Cape Town, 2017. http://hdl.handle.net/11427/26895.
Повний текст джерелаGouasmia, Abdelhacine. "Seismic response of reinforced concrete structures designed using North American building codes." Thesis, University of Ottawa (Canada), 1987. http://hdl.handle.net/10393/5467.
Повний текст джерелаVicente, Osni. "Estudo sobre o comportamento elétrico do concreto utilizado em sistemas de aterramento estrutural." Universidade Estadual de Londrina. Centro de Tecnologia e Urbanismo. Programa de Pós-Graduação em Engenharia Elétrica, 2010. http://www.bibliotecadigital.uel.br/document/?code=vtls000166151.
Повний текст джерелаGiven the exacting demands of a lightning strike, the grounding system for reinforced concrete structures has been recognized, when properly executed, as an excellent method for protecting buildings. Although there are many studies in the area, little has been said, however, about the influence of the composition of concrete on its electrical behavior. Since the discharge current necessarily passes through the concrete as conductive medium before dissipating into the soil, the knowledge of its characteristics in real conditions of an usual construction provides us with important information about the safe installation and integrity of the concrete. In this study we aimed to raise relations between electrical resistance, moisture and trace normally found in concrete construction. Several tests are carried out with samples at high and low voltage with the intention of seeking a relationship between the impedance at high voltage (and also resistance to low voltage) with different water/cement ratios within each trait and each specified condition of moisture. The work also includes a chapter on the testing methodology regarding the preparation and handling of test samples of concrete, using the practical recommendations of the construction area, bringing an experience and a set of criteria rarely explored by electrical engineers in the area of groundings. The results show that it is possible to control the variables involved in the production of CP to achieve greater uniformity in the values of dry weight, wet saturated weight and electrical resistivity. The tests also show the importance of using a high moisture content in CP, since the work is directed to the concrete foundation elements. The study does not guarantee the integrity of the wet concrete when crossed by currents of lightning strikes, but provides evidence that their use is safe for structural grounds and opens perspectives for further studies.
Lin, Yi-de, and 林宜德. "Seismic Fragility Analysis of Reinforced Concrete Structure-Considering Different Seismic Code." Thesis, 2007. http://ndltd.ncl.edu.tw/handle/81019109032735501770.
Повний текст джерела國立中央大學
土木工程研究所
95
Taiwan locates on high seismicity pacific ring of fire. It is also one of high felt earthquake occurring zone. Due to earthquakes cause damages to life and properties, damage assessment of structures is the most important part of earthquake loss assessment. For providing a rational and reliable result of structural loss, fragility curves of structures must be established. In this thesis, finite element models for vary floors of RC structures of different building code phase are modeled. SAP2000 is utilized to perform non-linear dynamic analyses. Responses of structures when earthquakes occur are simulated. Maximum story drift of each simulation result is defined as the damage parameter. Damage state of structure can be identified through damage parameter which is correspondent to threshold of damage state. After establishments of reliable seismic fragility curves of RC structures, damage assessment of structures of building code decade can be performed to predict losses after earthquakes happening. Risk management mechanisms can be set up via assessment above. After a real earthquake happening, quick assessment can be performed, and result of assessment could be a guide to prevention and rescue of earthquake hazard.
Shen, Chin-Hung, and 沈錦鴻. "Application of neural networks and ACI code in pozzolanic concrete mix design." Thesis, 2013. http://ndltd.ncl.edu.tw/handle/whjp54.
Повний текст джерела國立交通大學
土木工程系所
101
Concrete is the most widely used materials in civil engineering. Concrete is a high variability of material owing to composed with a variety of different materials. Since the mix proportioning of concrete are added pozzolanic and chemical admixtures, it became more difficult to control the properties of concrete. The purpose of this study is to establish a computer-aided system for concrete mix design. First, actual data in reference or laboratory are collected to establish a real mix proportioning of concrete database. A supervised neural network (ANN) model is then employed to establish the prediction models of strength and slump of concretes. Following, based on ACI code, a practical database of mix proportioning of concrete is produced. For verifying the correction of generated data, the strength and slump of concrete are yielded via ANN prediction models. 12 different mix designs are also verified via cylinder test in laboratory. Finally, a classification system is utilized to categorize data into 360 clusters based on strength of concrete, pozzolanic admixtures replacement rate, and materials costs. Simulation results reveal that based on these grouped 360 clusters, the proposed concrete mix computer-aided design system can provide engineering acceptable solutions (mix design) as users acquiesced required strength of concrete, pozzolanic admixtures replacement rate, and materials costs.
Gullapalli, Anusha Scanlon Andrew. "ACI 318 Code provisions for deflection control of two-way concrete slabs." 2009. http://etda.libraries.psu.edu/theses/approved/WorldWideIndex/ETD-4459/index.html.
Повний текст джерела(13146967), Grace Kurniawati Santoso. "Evaluation of capacity reduction factors for the design of reinforced concrete structural elements case study: Indonesia." Thesis, 2002. https://figshare.com/articles/thesis/Evaluation_of_capacity_reduction_factors_for_the_design_of_reinforced_concrete_structural_elements_case_study_Indonesia/20366616.
Повний текст джерелаAlthough there has been many changes in the development of the safety provisions for the Indonesian codes of practice since 1971, most of the changes have either been compromised or combined with the corresponding codes of the developed countries. For example, the current Indonesian concrete code (SKSNI) has adopted many factors from the American Concrete Institute (ACI 318) code, the British Standard (BSI,1985) code, the Architectural Institute of Japan (AIJ,1994) code and the Dutch code (GBV, 1985).
Comments amongst the practicing engineers as the end user on the existing code often refer to the inconsistencies of the code provisions and the field practices in Indonesia. As Indonesia is a country with an unbalanced distribution of skills and knowledge between the main island Java and other islands, providing an unified national standard without referring to the regional practices adversely affects the safety levels. This thesis attempts to demonstrate the inconsistencies in the provisions of the current Indonesian concrete code (SKSNI T-15, 1991) and the field practices in the main island Java. An extensive probability analysis has been carried out based on the statistical field data collected from several projects and material testing institutions for the demonstration of the aims of the thesis. From the probabilistic analyses of the statistical data, load and resistance factors for some important structural actions (viz, flexure, compression, flexural shear and punching shear) have been evaluated and compared with the provisions of the SKSNI, ACI 318 and AS 3600-1988. Gravity load (dead and live loads) and lateral load (dead, live and earthquake loads) combinations have been considered in the evaluation of the load and resistance factors for the selected structural actions. The thesis proposes the evaluated load and resistance factors as rational provisions reflecting the field practices of the Java island and recommendations that similar studies be carried out to reflect the regional practices in the safety provisions of the Indonesian concrete code.
Mahroug, Mohamed E. M., Ashraf F. Ashour, and Dennis Lam. "Experimental response and code modelling of continuous concrete slabs reinforced with BFRP bars." 2014. http://hdl.handle.net/10454/5914.
Повний текст джерелаYang, Keun-Hyeok, Ashraf F. Ashour, and J.-K. Song. "Shear capacity of reinforced concrete beams using neural network." 2007. http://hdl.handle.net/10454/959.
Повний текст джерелаOptimum multi-layered feed-forward neural network (NN) models using a resilient back-propagation algorithm and early stopping technique are built to predict the shear capacity of reinforced concrete deep and slender beams. The input layer neurons represent geometrical and material properties of reinforced concrete beams and the output layer produces the beam shear capacity. Training, validation and testing of the developed neural network have been achieved using 50%, 25%, and 25%, respectively, of a comprehensive database compiled from 631 deep and 549 slender beam specimens. The predictions obtained from the developed neural network models are in much better agreement with test results than those determined from shear provisions of different codes, such as KBCS, ACI 318-05, and EC2. The mean and standard deviation of the ratio between predicted using the neural network models and measured shear capacities are 1.02 and 0.18, respectively, for deep beams, and 1.04 and 0.17, respectively, for slender beams. In addition, the influence of different parameters on the shear capacity of reinforced concrete beams predicted by the developed neural network shows consistent agreement with those experimentally observed.