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Academic literature on the topic 'Concrete code'

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Published: 10 December 2022
Last updated: 19 February 2023

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Journal articles on the topic "Concrete code"

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Ueda, T. "Asian Concrete Model Code." Concrete Journal 40, no. 11 (2002): 34–40. http://dx.doi.org/10.3151/coj1975.40.11_34.

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Trautwein, Leandro Mouta, Luiz Carlos de Almeida, and Ricardo Gaspar. "A Comparative Study of the Shear Strength Prediction for Reinforced Concrete Beams without Shear Reinforcement." Applied Mechanics and Materials 584-586 (July 2014): 1135–40. http://dx.doi.org/10.4028/www.scientific.net/amm.584-586.1135.

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This paper focuses on the assessment of the shear strength prediction established in the brazilian concrete code, NBR6118/2007[1], for reinforced concrete beams without web reinforcement. The values obtained by using the brazilian code equation are compared with a significant number of available experimental data and with those predicted by the expressions of other national and international codes, such as CEB-FIP MC90[2] and ACI-318/11[3]. The brazilian concrete code regarding shear capacity of reinforced concrete elements are explicitly assumed to be valid only for concrete strengths up to 50 MPa. It is shown that the code equation may be unconservative in a large number of cases. This discrepancy increases with increasing concrete strength, decreasing longitudinal reinforcement ratio and increasing beam depth.
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Zhou, Ying Wu, Li Li Sui, and Feng Xing. "Reliability Studies on Concrete Filled FRP Tube Columns Using Different Design Code Models." Applied Mechanics and Materials 405-408 (September 2013): 735–39. http://dx.doi.org/10.4028/www.scientific.net/amm.405-408.735.

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The paper presents an in-deep reliability study on concrete filled FRP tube columns using four well-known design codes which include the ACI 4402R-08, the CNR-DT200, UK code (TR55) , and the Chinese code. Monte Carlo method is utilized to calculate the reliability index of the column. The simulation results reveal that the reliability index depends heavily on the design code and the ACI 4402R-08 design code is found to be the most reliable one for the design of concrete filled FRP tube columns. The variation of the unconfined concrete strength has remarkable influences on the reliability of the column while the variation of the FRP tensile strength can hardly affect the reliability. Consequently, it is concluded that the partial safety factor for concrete or the FRP proposed in existing design codes may be suitably enhanced in order to make up the reliability loss due to the increment of the variation of concrete.
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Lee, Hyeoung-Deok, Jong-Keol Song, Ki-Yong Yoon, and Jiho Moon. "Assessing the Applicability of Track Alignment Design Code for Continuous Welded Rail Installation to Concrete Slab Track." Journal of the Korean Society of Hazard Mitigation 22, no. 6 (December 31, 2022): 181–89. http://dx.doi.org/10.9798/kosham.2022.22.6.181.

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In the KR code, the track alignment limitations for CWR installation are specified. These limitations appear reasonable for ballasted tracks. However, its application to the concrete slab track is doubtful because the concrete slab track has a much higher buckling resistance than the ballasted track. In addition, sometimes the track alignment cannot satisfy the KR code limitations in urban areas. Therefore, the track alignment limitations for the CWR in the KR code should be evaluated for the concrete slab track. In this study, the focus was on assessing the applicability of track alignment limitations for CWR installation in the KR code for a concrete slab track. First, a literature review was conducted to identify the basis of KR codes. Subsequently, a series of track stability analyses were performed to evaluate the applicability of the horizontal and vertical curves in the KR code to the concrete slab track. The results indicated that CWR can be installed on a concrete slab track without special limitations for the curve ranges specified in the KR code.
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Ding, Hong Yan, and Yuan Liu. "Comparative Analysis of Specifications for Calculation of Prestress Losses in Chinese, US and European Concrete Codes." Advanced Materials Research 816-817 (September 2013): 144–48. http://dx.doi.org/10.4028/www.scientific.net/amr.816-817.144.

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Since the generation of prestressed concrete, the causes for losses of prestress have been always analyzed and studied and many achievements are made. However, as the losses of prestress result from many factors, it is very complicated to calculate various losses of prestress accurately. The formulas and methods used in the concrete codes of various countries for calculation of prestress losses vary according to their different purposes. This paper focuses on US code ACI 318-05, Eurocode EN 1992-1-1 and Chinese code GB 50010-2010 (the code for design of concrete structures), and carries out a comparative analysis in terms of losses of prestress for the three codes above.
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Mohamed, Osama Ahmed, and Omar Fawwaz Najm. "Experimental Validation of Splitting Tensile Strength of Self Consolidating Concrete." Applied Mechanics and Materials 864 (April 2017): 308–12. http://dx.doi.org/10.4028/www.scientific.net/amm.864.308.

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The American Concrete Institute (ACI) code of concrete design ACI 318, and many other concrete codes report expressions for estimating splitting tensile strength as a function of the specified concrete compressive strength. However, for self-consolidating concreate, research is still needed to develop reliable expressions for the prediction of splitting tensile strength. Mohamed et al. [1] proposed an expression for splitting tensile strength of sustainable self-consolidating concrete in which cement was partially replaced with fly Ash, silica fume, and ground granulated blast furnace slag (GGBS). This paper presents validation of the splitting tensile strength expression using additional test data in which concrete mixes were prepared using various water/cement ratios. expression developed by Mohamed et. al. [1] exhibits excellent correlation with test data as demonstrated in this paper.
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Taylor, Andrew Warren. "The status of sustainable concrete codes in the United States." Acta Polytechnica CTU Proceedings 33 (March 3, 2022): 604–9. http://dx.doi.org/10.14311/app.2022.33.0604.

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As the focus on embodied carbon within the built environment has grown in the U.S., local jurisdictional codes have increasingly proposed and implemented code language that requires the use of concrete mixtures that have reduced environmental impacts. This paper provides details about the various ways that localized sustainable concrete provisions have been proposed and implemented in the U.S., including limits on cement content and Global Warming Potential (GWP). These laws and code revisions vary in their measurement of low-carbon concrete and their exemptions and incentives. While the current version of the ACI Building Code, ACI 318-19, does allow for the consideration of sustainability in concrete design, specifics about how the relative sustainability of concrete mixtures and systems are to be measured and compared are not included. This paper addresses how the changing landscape of local jurisdictional codes is driving the development of future ACI 318 provisions to play a part in providing more consistency in the application of sustainable design practices in the United States.
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Słowik, Marta. "The Influence of Concrete Strength on Shear Capacity of Reinforced Concrete Members without Shear Reinforcement." Budownictwo i Architektura 12, no. 1 (March 11, 2013): 151–58. http://dx.doi.org/10.35784/bud-arch.2186.

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In the paper, dimensioning rules for shear capacity in reinforced concrete members without shear reinforcement given in Eurocode 2, ACI Standard 318 and Model Code 2010 are described. The fib Model Code recommendations are described in more detailed way as they are based on a new concept. The shear strength calculated on the basis of the mentioned codes is later compared to the results of test from professional literature in order to verify standard methods and to analyze the influence of concrete strength on shear capacity in beams without stirrups.
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Zhang, Lan, Hao Hu, Yi Fang, and Zhenyu Qiang. "Code Compliance in Reinforce Concrete Design: A Comparative Study of USA Code (ACI) and Chinese Code (GB)." Advances in Civil Engineering 2021 (May 25, 2021): 1–9. http://dx.doi.org/10.1155/2021/5517332.

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The structural engineering codes dictate the design criteria of the facility. Given that different countries use different parameters to design a facility, different codes are followed. Current code comparison focus on the clauses analysis in the code gives theoretical guideline. When the US facility design team needs to make a decision to follow which code to in China, the current study cannot provide a business decision input. This study evaluates the design process to illustrate when and where the codes will be applied and calculated through a design process where the loading and coefficient factors of different codes are analyzed. Software programs built-in codes are then used to design the structure to obtain the structure result in terms of volume of the concrete and weight of the rebar being calculated. The study also presents a case study and calculates that the United States code uses 8–10% more rebar compared to the Chinese code. The study result can be a reference for the project management team who has to make a business decision over which code to be followed at what cost. The paper also identifies the choice of the seismic coefficient factor has a significant impact on the usage of the rebar and might be justified for the future study.
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BERNARDO, Luís F. A., Miguel C. S. NEPOMUCENO, and Hugo A. S. PINTO. "FLEXURAL DUCTILITY OF LIGHTWEIGHT-AGGREGATE CONCRETE BEAMS." JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 22, no. 5 (May 17, 2016): 622–33. http://dx.doi.org/10.3846/13923730.2014.914094.

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This paper describes an experimental study on the flexural ductility of lightweight-aggregate concrete beams in­cluding concretes with compressive strengths between 22.0 and 60.4 MPa and dry densities between 1651 and 1953 kg/m3. Nineteen simply supported beams were tested until failure. Two symmetrical concentrated loads were applied at approxi­mately one third of the span. Ductility was studied by defining ductility indexes. The main variables are the concrete compressive strength and the longitudinal tensile reinforcement ratio. It is shown that the parameter with higher influ­ence on ductility is the longitudinal tensile reinforcement ratio. The test results are also compared with the requirements from some codes of practice. It is shown that ACI Code requirements give more guaranties as far as ductility is con­cerned, when compared with European codes.
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Dissertations / Theses on the topic "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.

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Thesis (M.S.)--West Virginia University, 2007.
Title from document title page. Document formatted into pages; contains vii, 64 p. : ill. (some col.). Vita. Includes abstract. Includes bibliographical references (p. 58-59).
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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.

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Al-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.

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Pacific Earthquake Engineering Research (PEER) Center has developed a comprehensive framework for quantitative assessment of performance level of structures. The framework relies on integrated work of four consecutive stages to provide probabilistic description of system level performance in terms of repair cost, downtime, casualties, deaths or any other parameter of interest to engineers and stakeholders. This is for the purpose of communicating behaviour of facility under earthquake in term of identified damage states and expected economic losses, thus treats possible disconnection between engineers and stakeholders on the desired performance target for the facility. Key objective of this dissertation is to present simplified version of the PEER framework to conduct earthquake-related financial loss studies for structures in a computationally efficient manner. The presented framework is utilized in this investigation to examine and compare efficiency of alternative seismic strengthening technique to control earthquake-induced monetary losses of a non-ductile hotel building, representative of 1960s construction. The framework integrates knowledge obtained by analyzing seismic environment at building site, investigation of structural demand, and quantifying levels of structural damage and consequential financial losses. Damage measures are computed, by generating fragility models, to link structural response directly to monetary losses. Seismic-induced economic losses are predicted by converting fragility information (i.e. damage probabilities) into financial losses utilizing inventory and monetary losses data of HAZUS-MH. The economic losses computed in this investigation included direct costs, such as construction cost of retrofit, and repair and replacement cost of the facility. In addition, indirect costs, such as losses due damage of building content and business interruption, as well as consequential losses, such as job and housing losses were also considered. Finally, decision tree model was implemented, as a final component of the framework, to establish a decision-assisting platform that enables transparent comparison and selection of the best retrofit option to reduce owner’s susceptibility for financial losses.
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Eigelaar, Estee M. "Deflections of reinforced concrete flat slabs." Thesis, Stellenbosch : University of Stellenbosch, 2010. http://hdl.handle.net/10019.1/2389.

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Thesis (MScEng (Civil Engineering))--University of Stellenbosch, 2010.
ENGLISH 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.
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Sudre, Gustavo. "Characterizing the Spatiotemporal Neural Representation of Concrete Nouns Across Paradigms." Research Showcase @ CMU, 2012. http://repository.cmu.edu/dissertations/315.

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Most of the work investigating the representation of concrete nouns in the brain has focused on the locations that code the information. We present a model to study the contributions of perceptual and semantic features to the neural code representing concepts over time and space. The model is evaluated using magnetoencephalography data from different paradigms and not only corroborates previous findings regarding a distributed code, but provides further details about how the encoding of different subcomponents varies in the space-time spectrum. The model also successfully generalizes to novel concepts that it has never seen during training, which argues for the combination of specific properties in forming the meaning of concrete nouns in the brain. The results across paradigms are in agreement when the main differences among the experiments (namely, the number of repetitions of the stimulus, the task the subjects performed, and the type of stimulus provided) were taken into consideration. More specifically, these results suggest that features specific to the physical properties of the stimuli, such as word length and right-diagonalness, are encoded in posterior regions of the brain in the first hundreds of milliseconds after stimulus onset. Then, properties inherent to the nouns, such as is it alive? and can you pick it up?, are represented in the signal starting at about 250 ms, focusing on more anterior parts of the cortex. The code for these different features was found to be distributed over time and space, and it was common for several regions to simultaneously code for a particular property. Moreover, most anterior regions were found to code for multiple features, and a complex temporal profile could be observed for the majority of properties. For example, some features inherent to the nouns were encoded earlier than others, and the extent of time in which these properties could be decoded varied greatly among them. These findings complement much of the work previously described in the literature, and offer new insights about the temporal aspects of the neural encoding of concrete nouns. This model provides a spatiotemporal signature of the representation of objects in the brain. Paired with data from carefully-designed paradigms, the model is an important tool with which to analyze the commonalities of the neural code across stimulus modalities and tasks performed by the subjects.
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Kabir, 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.

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Performance-based design (PBD) method is gradually taking over the traditional force-based design (FBD) for designing bridges in North America. Considering the importance of bridge structures in the transportation network, quantitative performance criteria were adopted in Canadian Highway Bridge Design Code (CHBDC) in 2014 and a supplement to CHBDC 2014 was published in 2016. In this study, a lifeline bridge pier is designed following the FBD method from CHBDC 2010 and PBD approach following CHBDC 2014 and the supplement to CHBDC 2014 to understand the impression of changes in bridge design codes. The dominating performance criteria in the new supplement to CHBDC 2014 for a lifeline bridge is the maintenance of repairable damage at a seismic event of 975 years return period. The performances of the designed bridge piers are assessed using 20 near-fault ground motions through incremental dynamic analysis. Fragility curves for the bridge piers are plotted to perform the seismic vulnerability analysis of the bridge piers designed following three different alternatives. A lifeline bridge pier is also designed following PBD from CHBDC 2014 using different ASTM grade steel of varying strength and fracture elongation in combination with different concrete strength. Performances of the designed bridge piers are evaluated for site-specific ground motion suits. Moreover, the impact of changing reinforcement strength on the designed bridge piers' seismic behavior is checked by fragility analysis. PBD from the supplement to CHBDC 2014 shows the highest damage probability. Whereas, the FBD from CHBDC 2010 and the PBD from CHBDC 2014 substantially reduce the risk of damage and improve the performance of the bridge pier. Practicing high strength steel reinforcement (HSR) in PBD of bridge piers can reduce the required percentage of reinforcement by 50% compared to conventionally used Grade 60 reinforcement. Construction difficulties can be avoided due to less congestion of rebars and cost of construction can be cut down without compromising the seismic performance. Damage vulnerability related to longitudinal steel strain reduces remarkably, and the collapse performance decreases when HSR are practiced in the design of bridge piers. Incorporation of high strength concrete can marginally improve the collapse performance.
Applied Science, Faculty of
Engineering, School of (Okanagan)
Graduate
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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.

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This thesis covers an investigation regarding the failure in the bridge slab of Gruvvägsbron, which was the result of the full scale test that the bridge was subjected to prior to demolition. Using the non-linear finite element software ATENA 3D, a model of the bridge was assembled, with the purpose to attempt to reenact the test procedure and realistically capture the failure load and behaviour. This in order to be able to conclude what kind of failure that occurred. The initial part of this thesis presents a summary of a conducted literature study, which aims to give deeper knowledge regarding the linear shear and punching shear phenomena and their respective failure mechanisms, and how they are applied on bridge slabs. Furthermore, the shear capacity of the bridge was calculated according to current design codes. A parameter study was conducted on the model, which initially showed a over-stiff response. The aim of this was to study the influence of key variables on the outcome of the analysis, and hopefully get closer to the failure load acquired inthe experiment. From the studied parameters, it was observed that a combined reduction of the tensile strength and fracture energy, together with a low fixed crack coefficient had the largest influence on the outcome of the analysis. It was also observed that the location of the failure and failing load was dependant on how the loading was applied to the model, i.e. via load control or deformation control. The final model failed at a load which surpassed the actual failure load by 10.5%. The mode of failure obtained in all the analyses were the result of a large shear crack propagating from the edges of the loading plate, through the slab to the slab/girder-intersection. This indicates that the type of failure that occurred was primarily due to a linear shear mechanism with a secondary punching effect. The design values calculated by keeping with the current codes resulted in too conservative values when compared to the obtained failure load from the experiment. This proves the difficulty in regarding the internal force distribution in slab struc-tures as well as the shear carrying width, which from the analysis were found to be larger than that obtained from the code.
Denna 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.
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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.

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Yes
In 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.
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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.

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Linear elastic and nonlinear analysis procedures of 2006 Turkish Seismic Rehabilitation Code are applied to medium rise reinforced concrete buildings. In this study, four storey residential buildings are designed according to the 1998 and 1975 Turkish Seismic Design Codes, and the analysis procedures are verified on these case studies. In addition to these buildings, the analysis procedures are tested on an existing school building before and after retrofitting. The assessment procedures employed in the 2006 Turkish Seismic Rehabilitation Code are based on linear elastic analysis (equivalent lateral load method, mode superposition method)
non-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.
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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.

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Books on the topic "Concrete code"

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ACI Committee 318. Building code requirements for structural concrete: (ACI 318-95) ; and commentary (ACI 318R-95). Farmington Hills, MI: American Concrete Institute, 1995.

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Institute, American Concrete, ed. Building code requirements for structural concrete: (ACI 318-02) and commentary (ACI 318R-02). Farmington Hills, Mich: American Concrete Institute, 2002.

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318, ACI Committee. Building code requirements for structural concrete: (ACI 318-99) ; and commentary (ACI 318R-99). Farmington Hills, Mich: American Concrete Institute, 1999.

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ACI Committee 318. Building code requirements for structural concrete: (ACI 318-95) ; and commentary (ACI 318R-95). Farmington Hills, MI: American Concrete Institute, 1995.

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318, ACI Committee. Building code requirements for structural concrete: (ACI 318-95) ; and commentary (ACI 318R-95). Farmington Hills, MI: American Concrete Institute, 1995.

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Béton, Comité Euro-International du. CEB-FIP model code 1990: First draft. Lausanne: Comité Euro-International du Béton, 1990.

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Code of practice for concrete producing plants. Edmonton: Queen's Printer, 1997.

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Congress, Indian Roads. Code of practice for concrete road bridges. New Delhi: Indian Roads Congress, 2011.

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fib. fib Model Code for Concrete Structures 2010. Weinheim, Germany: Wiley-VCH Verlag GmbH & Co. KGaA, 2013. http://dx.doi.org/10.1002/9783433604090.

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ACI Committee 318. Building code requirements for structural concrete: (ACI 318-95) ; and commentary (ACI 318R-95). Farmington Hills, MI: American Concrete Institute, 1995.

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Book chapters on the topic "Concrete code"

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Hoffman, Edward S., David P. Gustafson, and Albert J. Gouwens. "Prestressed Concrete." In Structural Design Guide to the ACI Building Code, 388–418. Boston, MA: Springer US, 1998. http://dx.doi.org/10.1007/978-1-4757-6619-6_14.

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Hoffman, Edward S., David P. Gustafson, and Albert J. Gouwens. "Structural Plain Concrete." In Structural Design Guide to the ACI Building Code, 423–31. Boston, MA: Springer US, 1998. http://dx.doi.org/10.1007/978-1-4757-6619-6_16.

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Hoffman, Edward S., David P. Gustafson, and Albert J. Gouwens. "Structural Lightweight Aggregate Concrete." In Structural Design Guide to the ACI Building Code, 419–22. Boston, MA: Springer US, 1998. http://dx.doi.org/10.1007/978-1-4757-6619-6_15.

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Hoffman, Edward S., David P. Gustafson, and Albert J. Gouwens. "One-Way Reinforced Concrete Slabs." In Structural Design Guide to the ACI Building Code, 37–54. Boston, MA: Springer US, 1998. http://dx.doi.org/10.1007/978-1-4757-6619-6_3.

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Hilsdorf, H. K., and W. Brameshuber. "Code-type formulation of fracture mechanics concepts for concrete." In Current Trends in Concrete Fracture Research, 61–72. Dordrecht: Springer Netherlands, 1991. http://dx.doi.org/10.1007/978-94-011-3638-9_5.

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Kesner, Keith. "ACI 562-16 – The ACI Concrete Repair Code." In High Tech Concrete: Where Technology and Engineering Meet, 1566–72. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-59471-2_180.

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Xia, Bing, Jianmin Pang, Jun Wang, Fudong Liu, and Feng Yue. "Study on Binary Code Evolution with Concrete Semantic Analysis." In Communications in Computer and Information Science, 30–43. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-16-5943-0_3.

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Melhem, M. M., C. Caprani, and M. G. Stewart. "Model Error for Australian Code Shear Capacity of Concrete Structures." In Lecture Notes in Civil Engineering, 327–36. Singapore: Springer Singapore, 2019. http://dx.doi.org/10.1007/978-981-13-7603-0_33.

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Acosta, Fernando, and Harald S. Müller. "Kinetics of Drying Shrinkage and Creep: An Experimentally Based Code-Type Approach." In High Tech Concrete: Where Technology and Engineering Meet, 24–32. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-59471-2_4.

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Vinju, J. J. "Type-Driven Automatic Quotation of Concrete Object Code in Meta Programs." In Rapid Integration of Software Engineering Techniques, 97–112. Berlin, Heidelberg: Springer Berlin Heidelberg, 2006. http://dx.doi.org/10.1007/11751113_8.

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Conference papers on the topic "Concrete code"

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"Code Requirements for Crack Control." In SP-104: Lewis H. Tuthill International Symposium: Concrete and Concrete Construction. American Concrete Institute, 1987. http://dx.doi.org/10.14359/1719.

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Wium, Jan A., and Ali S. Ngab. "A Concrete Code for Africa." In IABSE Symposium, Weimar 2007: Improving Infrastructure Worldwide. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2007. http://dx.doi.org/10.2749/222137807796157841.

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Kesner, Keith. "ACI 562—The Concrete Repair Code." In Seventh Congress on Forensic Engineering. Reston, VA: American Society of Civil Engineers, 2015. http://dx.doi.org/10.1061/9780784479711.001.

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"Comparison of Beam Deflection Variability in Members Using High Strength Concrete and Normal Strength Concrete." In SP-203: Code Provisions for Deflection Control in Concrete Structures. American Concrete Institute, 2001. http://dx.doi.org/10.14359/10811.

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"Northridge Earthquake Influence on Bridge Design Code." In SP-187: Seismic Response of Concrete Bridges. American Concrete Institute, 1999. http://dx.doi.org/10.14359/5592.

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Xu, Zhichun, Yapei Zhang, G. H. Su, Wenxi Tian, and Suizheng Qiu. "Numerical Simulation of Concrete Ablation and Corium Cooling for Molten Corium-Concrete Interaction (MCCI)." In 2020 International Conference on Nuclear Engineering collocated with the ASME 2020 Power Conference. American Society of Mechanical Engineers, 2020. http://dx.doi.org/10.1115/icone2020-16388.

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Abstract In a postulated severe accident situation in Light Water Reactors (LWRs), if the core fuel cannot be effectively cooled, the reactor core material will be heated and form a molten corium in the lower head. When the lower plenum of the reactor vessel fails, the molten corium may flow into the cavity under the reactor vessel and react with the concrete. This process, known as Molten Corium Concrete Interaction (MCCI), is characterized by concrete ablation and oxidation of metal in the corium, both of which produce a large amount of combustible and non-condensable gases, threatening the integrity of the containment. Thus in-depth study of the characteristics of concrete ablation and corium cooling have great significance. In the present study, an MCCI analysis code, MOQUICO (molten corium concrete interaction and corium cooling code, QUI means quintic) has been developed. The MACE M3b and OECD/MCCI CCI-3 tests were analyzed to validate the developed code. The melt temperature, axial and radial ablation depths, upward heat flux were calculated and were in good agreement with the experimental measurements, which proved that the code is capable of simulating MCCI and related phenomena of LWRs. Sensitivity analyses on the factors of decay heat, concrete type and water injection moment were performed and analyzed.
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"UK Code Requirements for Deflection Control." In SP-203: Code Provisions for Deflection Control in Concrete Structures. American Concrete Institute, 2001. http://dx.doi.org/10.14359/10803.

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"Deflection Provisions in the Draft Brazilian Code." In SP-203: Code Provisions for Deflection Control in Concrete Structures. American Concrete Institute, 2001. http://dx.doi.org/10.14359/10805.

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"Structural Design for High-Strength Concrete-Important Code Aspects." In SP-198: Structural Concrete - Behavior to Implementation. American Concrete Institute, 2001. http://dx.doi.org/10.14359/9989.

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"Deflection Prediction for Reinforced Concrete Structures Under Service load." In SP-203: Code Provisions for Deflection Control in Concrete Structures. American Concrete Institute, 2001. http://dx.doi.org/10.14359/10808.

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Reports on the topic "Concrete code"

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Yakura, S. J., and David Dietz. Penetration of Microwaves Through Dispersive Concrete Using a Three-Dimensional Finite-Difference Time-Domain Code. Fort Belvoir, VA: Defense Technical Information Center, June 1999. http://dx.doi.org/10.21236/ada367902.

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Henager, C. H., G. F. Piepel, W. E. Anderson, P. L. Koehmstedt, and F. A. Simonen. EVALUATION OF CONCRETE PROPERTY DATA AT ELEVATED TEMPERATURES FOR USE IN THE SAFE-CRACK COMPUTER CODE. Office of Scientific and Technical Information (OSTI), October 1986. http://dx.doi.org/10.2172/1086812.

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Sparks, Paul, Jesse Sherburn, William Heard, and Brett Williams. Penetration modeling of ultra‐high performance concrete using multiscale meshfree methods. Engineer Research and Development Center (U.S.), September 2021. http://dx.doi.org/10.21079/11681/41963.

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Terminal ballistics of concrete is of extreme importance to the military and civil communities. Over the past few decades, ultra‐high performance concrete (UHPC) has been developed for various applications in the design of protective structures because UHPC has an enhanced ballistic resistance over conventional strength concrete. Developing predictive numerical models of UHPC subjected to penetration is critical in understanding the material's enhanced performance. This study employs the advanced fundamental concrete (AFC) model, and it runs inside the reproducing kernel particle method (RKPM)‐based code known as the nonlinear meshfree analysis program (NMAP). NMAP is advantageous for modeling impact and penetration problems that exhibit extreme deformation and material fragmentation. A comprehensive experimental study was conducted to characterize the UHPC. The investigation consisted of fracture toughness testing, the utilization of nondestructive microcomputed tomography analysis, and projectile penetration shots on the UHPC targets. To improve the accuracy of the model, a new scaled damage evolution law (SDEL) is employed within the microcrack informed damage model. During the homogenized macroscopic calculation, the corresponding microscopic cell needs to be dimensionally equivalent to the mesh dimension when the partial differential equation becomes ill posed and strain softening ensues. Results of numerical investigations will be compared with results of penetration experiments.
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Clodic, L., and A. Meike. Thermodynamics of calcium silicate hydrates, development of a database to model concrete dissolution at 25°C using the EQ3/6 geochemical modeling code. Office of Scientific and Technical Information (OSTI), August 1997. http://dx.doi.org/10.2172/2896.

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McCartney, M. A., and M. G. Plys. Modifications for the development of the MAAP-DOE code: Volume 1, A mechanistic model for core-concrete interactions and fission product release in integrated accident analysis Task 3. 4. 3. Office of Scientific and Technical Information (OSTI), November 1988. http://dx.doi.org/10.2172/6300751.

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Copus, E. R., J. E. Brockmann, R. B. Simpson, D. A. Lucero, and R. E. Blose. Core-concrete interactions using molten urania with zirconium on a limestone concrete basemat. Office of Scientific and Technical Information (OSTI), September 1992. http://dx.doi.org/10.2172/7022699.

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Roche, M., L. Leibowitz, J. Fink, and L. Baker. Solidus and liquidus temperatures of core-concrete mixtures. Office of Scientific and Technical Information (OSTI), June 1993. http://dx.doi.org/10.2172/10169229.

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Turk, George F., and Jeffrey A. Melby. CORE-LOC (trade name) Concrete Armor Units: Technical Guidelines. Fort Belvoir, VA: Defense Technical Information Center, June 1997. http://dx.doi.org/10.21236/ada328538.

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McDermott, Matthew R. Shear Capacity of Hollow-Core Slabs with Concrete Filled Cores. Precast/Prestressed Concrete Institute, 2018. http://dx.doi.org/10.15554/pci.rr.comp-002.

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Mohammed, Anwer. Seismic Behavior of Screen Grid Core Insulated Concrete Form Walls. Portland State University Library, January 2000. http://dx.doi.org/10.15760/etd.6694.

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