Journal articles: '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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Adebar, Perry, and Michael P. Collins. "Shear strength of members without transverse reinforcement." Canadian Journal of Civil Engineering 23, no. 1 (February 1, 1996): 30–41. http://dx.doi.org/10.1139/l96-004.

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The variable angle truss model is extended to members without transverse reinforcement by introducing concrete tension ties perpendicular to concrete compression struts. The modified compression field theory approach of limiting the shear transfer across diagonal cracks is combined with the variable angle truss model to develop equations for the shear capacity of members without transverse reinforcement. These equations are the theoretical basis of tabulated values for members without stirrups in the general shear design method of the 1994 Canadian concrete code. This paper also presents the results from an experimental study in which 27 narrow (beam-like) wall elements, with significant longitudinal reinforcement and little or no transverse reinforcement, were subjected to combined axial tension, bending moment, and shear. The experimental results are compared with predictions from the 1994 Canadian concrete code, as well as the American Concrete Institute building code. Key words: building codes, reinforced concrete, shear strength, structural design, tension, tests, truss model.

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Balevičius, Robertas, and Eugenijus Dulinskas. "DETERMINATION OF UNIT CHARACTERISTICS OF CONCRETE LINEAR CREEP/BETONO TIESINIO VALKŠNUMO VIENETINIŲ RODIKLIŲ NUSTATYMAS." JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 6, no. 2 (April 30, 2000): 87–96. http://dx.doi.org/10.3846/13921525.2000.10531571.

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t is very important to take into account time-dependent non-elastic deformations and variation of concrete mechanical characteristics in analysis of concrete structures. In codes of many countries, such as ENV 1992-1-1 (Eurocode) [1], ACI 209–92 (USA), AS 3600–1988 (Australia), DIN 4227 (Germany) and others, variation of creep deformations and physical mechanical characteristics with time is specified. The Code acting in Lithuania SNiT (Russ. СНиП 2.03.01-84*) [2] does not describe these characteristics directly. Calculation of time-dependent processes in the code acting in Lithuania SNiT [2] is associated with specific creep characteristics (specific creep, coefficient of creep) and with regulation of creep deformations. Such integral characteristics as steel prestress losses due to concrete creep associated with these specific characteristics are determined by empirical formulas which are obtained by tests with verification of stress and strain state of individual members. There are many investigations for determination of concrete creep characteristics. In the investigation [3], different relationships for determining specific characteristics of „young” and „old” concrete are proposed to apply, in recommendations [4] characteristics are presented according to their authors only for design, relationships presented in monograph [5] describe very well the creep of „young” concrete, code [6] regulates only limit values of creep characteristics. Characteristics determined by Eurocode [1] depend on the main factors influencing creep deformations but their relationship with regulations of the code [2] used in Lithuania is not clear. Therefore in this investigation relationships of specific creep characteristics for various compression grades of normal weight concrete describing great area of long-term deformations and taking into account the main factors influencing concrete creep were proposed. The proposed relationships also comply with regulation area of the code [2]. Analysis of specific concrete creep deformations based on steel prestress loss due to concrete creep calculation method [2] is presented in Chapter 2. Relationships for pure concrete specific creep (20–21) and for creep coefficient (23) were obtained. Comparison of these expressions with specific creep calculated according to code EC-2 [1] and recommended in [4] methods is shown in Figs 1–2. In Chapter 3, mathematical description of pure specific concrete creep (21) and of pure creep coefficient (23) based on theory of elastic plastic body is presented. Comparison of specific concrete creep characteristics determined by (35) and (37) relationships with analogous characteristics applied in codes [1, 4] is shown in Figs 3–4. In Chapter 4–5, coefficients (40), (41) evaluating the influence of water-cement ratio and quantity of cement paste on concrete creep deformations are presented. Analysis of experimental results of investigations of specific creep characteristics shows that time-dependent deformation properties depend not only on factors by which concrete creep is specified in codes and discussed in Chapters 3–4, but also on quantity of cement paste and water-cement ratio. Conformity of specific creep values determined by relationships (35) proposed by us taking into account coefficients (40–41) with standard concrete [3] and experimental creep investigation results [18] are shown in Figs 4–5. Statistical analysis of experimental and theoretical concrete creep deformation values determined according to the method proposed by us and by the code [1] is presented in Table 2. Mean ratios κ = C eksp (t, t 0)/C(t, t 0), mean square deviations σκ and coefficient of variation δκ were calculated. It was determined that theoretical values of specific creep calculated by the proposed method comply better (coefficient of variation δκ=27.7%) with presented test results than code EC-2 [1] (coefficient of variation δκ=31.9%) (Table 2). Analysis of method of calculation of steel prestress loss due to concrete creep according to the acting code SNiT [2] was made and relationships for linear specific creep of concrete B15—B60 grade were proposed to satisfy the accuracy of practical calculations in the area of regulations of the code [2]. Specific creep relationships presented take into account the most important factors effecting creep deformations: concrete grade, times of loading and observation, scale and ambient humidity, quantity of cement and cement paste. These relationships of specific creep characteristics and the method of evaluation of variation of concrete characteristics can be applied for analysis of concrete structures under the action of long-term loads.

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Mitchell, Denis, Ronald H. DeVall, Katsumi Kobayashi, René Tinawi, and W. K. Tso. "Damage to concrete structures due to the January 17, 1995, Hyogo-ken Nanbu (Kobe) earthquake." Canadian Journal of Civil Engineering 23, no. 3 (June 1, 1996): 757–70. http://dx.doi.org/10.1139/l96-886.

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A brief history of the detailing changes following different Japanese earthquakes is presented. The design steps for reinforced concrete structures, as prescribed in the 1981 Japanese building code, are described. Observations on the damage and the collapse of reinforced concrete structures caused by the 1995 Hyogo-ken Nanbu earthquake are reported. Failures occurred in older structures built before the improved 1981 code. Deficiencies observed include discontinuities due to the change between composite steel and reinforced concrete construction and reinforced concrete construction in columns, poor detailing of transverse reinforcement in columns, lack of transverse reinforcement in beam–column joints, insufficient amount of vertical and horizontal reinforcement in walls, presence of significant torsional eccentricities, abrupt changes in stiffness over the height of buildings, and the use of "short" columns or "short" beams exhibiting high shear-to-moment ratios. The excellent performance of structures designed using the 1981 Japanese code is described. Key words: earthquake, Kobe, concrete structures, codes, damage, design.

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Saatcioglu, Murat, Denis Mitchell, René Tinawi, N. John Gardner, Anthony G. Gillies, Ahmed Ghobarah, Donald L. Anderson, and David Lau. "The August 17, 1999, Kocaeli (Turkey) earthquake damage to structures." Canadian Journal of Civil Engineering 28, no. 4 (August 1, 2001): 715–37. http://dx.doi.org/10.1139/l01-043.

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The 1975 Turkish code provisions are first reviewed to provide the background for design and detailing of structures prior to the earthquake. The performance of reinforced concrete and masonry structures is described indicating many of the deficiencies in design, detailing, and construction execution. The behaviour of precast concrete structures, steel structures, and industrial facilities is also presented. The provisions of the 1997 Turkish building code are summarized and a description of new construction provides evidence of both excellent and poor construction practice. Some examples of retrofitting of damaged structures soon after the earthquake are also presented.Key words: seismic design, earthquake, Kocaeli, structures, codes, concrete, precast concrete.

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Lekshmi, U., Margrete Sherin Joseph, and S. Krishna Kumar. "Experimental Study on Crack Width Evaluation of R.C Beams and Comparison with Various Codes." Applied Mechanics and Materials 857 (November 2016): 95–100. http://dx.doi.org/10.4028/www.scientific.net/amm.857.95.

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Development of cracks is the most common cause of premature deterioration in structures. For the design of reinforced concrete structures, crack width is one of the most important factors to be considered. It also affects the serviceability of reinforced concrete members. This paper presents the experimental study on crack width evaluation of R.C beams and comparison with various international codes. Following international codes: Eurocode2 1992-1 (2009), Egyptian Code ECP203-2007, ACI Code 318-95, 318-05, BS 8110-1997/IS: 456-2000 was used to calculate the crack width for comparison purpose.

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Alkhatib, Soliman, and A. Deifalla. "Enhanced Reliability Method for the Two-Way Shear Provisions of the European Code for Lightweight Concrete." Key Engineering Materials 927 (July 29, 2022): 209–19. http://dx.doi.org/10.4028/p-j04o66.

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The two-way shear failure of concrete elements is sudden; thus, reliable design codes are a must. In this current study, three reliability methods were implemented, namely: the Mean Value First Order Second Moment (MVFOSM), the First-Order Second Moment Method (FOSM), and the Rackwitez-Fiessler procedure (RFHL-FOSM) on the two-way shear provisions of the European design code for lightweight concrete. A brief state-of-the-art review of existing reliability methods is presented and compared. An extensive experimental database of lightweight concrete slabs testing under two-way shear loading was gathered. The reliability index was calculated for the design code. This index was compared with the target values set by international standards. For two-way shear of lightweight concrete, the European design code was found to achieve the target of reliability. The MVFOSM was found to provide a better reliability index than using the FOSM.

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Park, Sehyuk, A. D. Adeba, Y. K. Hwang, J. E. Bolander, and Y. M. Lim. "A Built-up Virtual Laboratory to Enhance Understanding of Concrete Structure Design Requirement." International Journal of Online Engineering (iJOE) 12, no. 03 (March 31, 2016): 48. http://dx.doi.org/10.3991/ijoe.v12i03.5462.

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In this paper, simulation tools for educational purposes are developed to enhance understanding in undergraduate students taking courses related to concrete structural behavior. As undergraduate students learn about concrete structure, they commonly reach limits regarding their understanding of failure behavior in materials. Design codes should therefore be followed when students learn about reinforced concrete (RC) design. Students are able to follow a step-by-step design procedure for a RC beam using simple calculations. However, they usually then face some requirement, such as a design code, that requires students to make an RC beam with several pieces of rebar instead of one piece, because this provides a more desirable behavior for the RC structure. Understanding why the code is required needs more than just reading. By conducting an experiment, students can easily understand the reason for the code. However, real experiments for concrete structures are time-consuming and costly; therefore, provision of a realistic simulation tool, the ‘Virtual Concrete Structure Laboratory,’ for engineering educational purposes allows students to obtain virtual hands-on experience to learn about concrete structure. The main purpose of this paper is to show the effectiveness of this virtual lab in civil engineering education.

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Dey, Alinda, Akshay Vijay Vastrad, Mattia Francesco Bado, Aleksandr Sokolov, and Gintaris Kaklauskas. "Long-Term Concrete Shrinkage Influence on the Performance of Reinforced Concrete Structures." Materials 14, no. 2 (January 6, 2021): 254. http://dx.doi.org/10.3390/ma14020254.

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The contribution of concrete to the tensile stiffness (tension stiffening) of a reinforced concrete (RC) member is a key governing factor for structural serviceability analyses. However, among the current tension stiffening models, few consider the effect brought forth by concrete shrinkage, and none studies take account of the effect for very long-term shrinkage. The present work intends to tackle this exact issue by testing multiple RC tensile elements (with different bar diameters and reinforcement ratios) after a five-year shrinking time period. The experimental deformative and tension stiffening responses were subjected to a mathematical process of shrinkage removal aimed at assessing its effect on the former. The results showed shrinkage distinctly lowered the cracking load of the RC members and caused an apparent tension stiffening reduction. Furthermore, both of these effects were exacerbated in the members with higher reinforcement ratios. The experimental and shrinkage-free behaviors of the RC elements were finally compared to the values predicted by the CEB-fib Model Code 2010 and the Euro Code 2. Interestingly, as a consequence of the long-term shrinkage, the codes expressed a smaller relative error when compared to the shrinkage-free curves versus the experimental ones.

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Ueda, Tamon. "International code harmonization: the role of the Asian Concrete Model Code." Structural Concrete 12, no. 1 (March 2011): 47–54. http://dx.doi.org/10.1002/suco.201000008.

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Cui, Feng Kun, Xu Chang Luo, and Feng Hui Dong. "Reliability Analysis of Pre-Stressed Concrete Continuous Girder Bridges Using Cantilever Construction on Different Codes." Applied Mechanics and Materials 744-746 (March 2015): 799–802. http://dx.doi.org/10.4028/www.scientific.net/amm.744-746.799.

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The object of this paper analyzes the reliability level of pre-stressed concrete continuous girder bridges designed with the Chinese codes including the code for design of highway reinforced concrete and pre-stressed concrete bridges and culverts of JTG D62-2004 and JTJ 023-85 using cantilever construction method. Typical cross-sections used in the example bridge are considered at service stage. Load and resistance parameters are treated as random variables. The statistical parameters are based on the available literature, test data and survey results. Reliability indices are calculated by iterations using the first-order second-moment method. The calculated results indicate that the reliability indices on the code of D62-2004 vary considerably to the code of JTJ 023-85. And it could provide the references for the reinforcement of old bridges and the design of new bridges using the cantilever construction.

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Wang, Yongbao, Renda Zhao, Yi Jia, and Ping Liao. "Time-dependent Behaviour Analysis of Long-span Concrete Arch Bridge." Baltic Journal of Road and Bridge Engineering 14, no. 2 (June 27, 2019): 227–48. http://dx.doi.org/10.7250/bjrbe.2019-14.441.

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This paper continues the previous study on clarifying the time-dependent behaviour of Beipanjiang Bridge ‒ a reinforced concrete arch bridge with concrete-filled steel tubular stiffened skeleton. The obtained prediction models and the Finite Element Models were used to simulate the long-term behaviour and stress redistribution of the concrete arch bridge. Three-dimensional beam elements simulated the stiffened skeleton and surrounding concrete. Then, a parameters study was carried out to analyse the time-dependent behaviour of the arch bridge influenced by different concrete creep and shrinkage models. The simulation results demonstrate that concrete creep and shrinkage have a significant influence on the time-dependent behaviour of the concrete arch bridge. After the bridge completion, the Comite Euro-International du Beton mean deviation of displacements obtained by 1990 CEBFIP Model Code: Design Code model and fib Model Code for Concrete Structures 2010 model are 3.4%, 31.9% larger than the results predicted by the modified fib Model Code for Concrete Structures 2010 model. The stresses between the steel and the concrete redistribute with time because of the concrete long-term effect. The steel will yield if the fib Model Code for Concrete Structures 2010 model is used in the analysis. The stresses in a different part of the surrounding concrete are non-uniformly distributed.

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Wang, Yongbao, Renda Zhao, Yi Jia, and Ping Liao. "Creep Characteristics Of Concrete Used In Long-Span Arch Bridge." Baltic Journal of Road and Bridge Engineering 14, no. 1 (March 28, 2019): 18–36. http://dx.doi.org/10.7250/bjrbe.2019-14.431.

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The reinforced concrete arch bridge with concrete-filled steel tubular stiffened skeleton is extensively used in the mountainous area of southwest China due to their long span and high stability. Beibanjiang Bridge located in Shanghai- Kunming high-speed railway, which had a record span of 445 m, has recently been completed in 2016. However, concrete creep and shrinkage have pronounced effects on the long-term deflection and stress redistribution of this bridge. Several concrete creep and shrinkage specimens in the natural environment were made to predict the long-term behaviour of this bridge accurately. They were used to measure the concrete creep and shrinkage of the core concrete and surrounding concrete used in the arch bridge. The test results were compared to ACI209 R-92 Prediction of Creep, Shrinkage and Temperature Effects in Concrete Structures model, 1990 CEB-FIP Model Code 1990: Design Code model, fib Model Code for Concrete Structures 2010 model and Creep and Shrinkage Prediction Model for Analysis and Design of Concrete Structures-Model B3. Based on the numerical fitting method, the fib Model Code for Concrete Structures 2010 model was modified to suit the concrete creep and shrinkage experimental results. Then, the modified fib Model Code for Concrete Structures 2010 model was used to predict the timedependent behaviour of a concrete arch bridge.

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Aguado, Antonio, Alfredo del Caño, M. Pilar de la Cruz, Diego Gómez, and Alejandro Josa. "Sustainability Assessment of Concrete Structures within the Spanish Structural Concrete Code." Journal of Construction Engineering and Management 138, no. 2 (February 2012): 268–76. http://dx.doi.org/10.1061/(asce)co.1943-7862.0000419.

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Yang, K. H., and A. F. Ashour. "Code modelling of reinforced-concrete deep beams." Magazine of Concrete Research 60, no. 6 (August 2008): 441–54. http://dx.doi.org/10.1680/macr.2008.60.6.441.

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Mirza, S. A., and J. G. MacGregor. "Limit states design of concrete slender columns." Canadian Journal of Civil Engineering 14, no. 4 (August 1, 1987): 439–46. http://dx.doi.org/10.1139/l87-067.

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The limit states design requires the use of load factors and resistance factors to consider the probability of overloading, understrength, or both. Research has been underway in Canada to introduce the probability-based limit states design for concrete structures. Based on the current knowledge of building load statistics, the National Building Code of Canada adopted a set of load factors which are different from those used in the Canadian Standards Association Standard A23.3-M77. This required the development of resistance factors that would be compatible with the load factors specified in the National Building Code of Canada. The research reported herein discusses the development of such resistance factors for use in computing the moment magnification of concrete slender columns. Key words: building codes, load factors, loads (forces), moment magnification, reinforced concrete, resistance, resistance factors, slender columns, stability, structural design.

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Alhajali, S., and M. Boush. "The Effect of Water Content on the Gamma-ray Attenuation Factor of the Reactor Shielding Concrete." International Journal of Innovative Science and Research Technology 5, no. 7 (August 11, 2020): 1185–89. http://dx.doi.org/10.38124/ijisrt20jul377.

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The surrounding conditions of the shielding concrete, (moisture and temperature), affect the water content within it, and therefore, the attenuation coefficient of the concrete. In this study, the impact of changing the amount of water, in four types of local candidate shielding concretes was investigated. The concrete attenuation coefficient of gamma-rays has been identified experimentally and computationally using the MCNP-4C code. The results show a significant decrease in the attenuation coefficient of each the four concrete samples due to the water losses, especially between 20- 100 oC. Acceptable compatibility was noticed between the measured and calculated results of the attenuation coefficient of the studied concrete samples.

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Budi, Agus Setiya, Endah Safitri, Senot Sangadji, and Stefanus Adi Kristiawan. "Shear Strength of HVFA-SCC Beams without Stirrups." Buildings 11, no. 4 (April 20, 2021): 177. http://dx.doi.org/10.3390/buildings11040177.

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Various concretes have been developed to meet the principles of sustainability. High volume fly ash-self compacting concrete (HVFA-SCC) is one example. The utilization of HVFA-SCC for structural applications, however, raises a concern among designers: that HVFA-SCC may not be as strong as conventional concrete when carrying shear forces. This concern is related to slow strength development and relatively smoother crack surface formation in HVFA-SCC, which, consequently, reduces the aggregate interlock mechanism contribution to the shear strength. In this respect, the design code for estimating the shear strength of HVFA-SCC may not be valid for the reason that the code was developed on the basis of the conventional concrete database. Previous research on the shear strength of HVFA-SCC was limited and no database can be extracted to justify the validity of the shear design code. This research was conducted to clarify the suitability of shear design code for HVFA-SCC. The research began with a limited laboratory investigation, followed by a numerical investigation to expand the range of results. Two types of HVFA-SCC beams with dimensions of 100 mm × 150 mm × 1700 mm were prepared, utilizing 50% and 60% fly ash. The shear behavior obtained from the laboratory investigations was then numerically modeled with the help of 3D ATENA Engineering software. The numerical model was used to explore the influence of reinforcement ratio, shear span to beam effective depth ratio, and beam size on the shear strength of the HVFA-SCC beam. The results were compared with the shear strength database of conventional and unconventional concrete beams to judge if the provisions in the design code can be applied to the shear design of an HVFA-SCC beam. The results confirm that the ACI shear design code is applicable for HVFA-SCC.

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Park, Bob. "Some controversial aspects of the seismic design of reinforced concrete building structures." Bulletin of the New Zealand Society for Earthquake Engineering 36, no. 3 (September 30, 2003): 165–88. http://dx.doi.org/10.5459/bnzsee.36.3.165-188.

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Significant differences exist between the recommendations for seismic design of the codes and guidelines for reinforced concrete of different countries. Performance criteria for building structure to avoid unacceptable damage during various levels of earthquake hazard need to be refined. More accurate recommendation for the effective flexural rigidity of reinforced concrete members are required for linear elastic structural analysis to enable better estimates of the periods of vibration and the lateral deflections of statically indeterminate structures including the effects of cracking of concrete. Current code recommended values for flexural rigidity will generally lead to estimates of the periods of vibration and lateral deflections, which are on the low side. The capacity design approach to ensure the most appropriate mechanism of yielding will occur in the event of a severe earthquake is generally recognized by codes but to varying degrees of clarity, and the degrees to which capacity design is incorporated in each code varies significantly. High strength concrete and high strength non-prestressed steel reinforcement can be used in the design of buildings but the brittle behaviour of high strength concrete and the unusable yield strength of high strength steel reinforcement need to be considered. Important differences between codes exist in the rules for the quantity of confining reinforcement placed in reinforced concrete columns to ensure ductile behaviour. Significant differences also exist between the quantities of shear and confining reinforcement required in beam-column joints and in the anchorage of length of longitudinal reinforcement passing through beam-column joints. Precast concrete structures can be designed successfully for earthquake resistance but design codes in seismic regions contain provisions for precast concrete to varying degrees.

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Tsuji, Y. "ISO Code of Concrete Production-ISO 22965 (Concrete Specification, Performance, Production and Conformity of Concrete)." Concrete Journal 45, no. 7 (2007): 13–18. http://dx.doi.org/10.3151/coj1975.45.7_13.

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Pudjisuryadi, Pamuda, Elian Davin Mulyadi, Ferry, and Benjamin Lumantarna. "Performance of an existing reinforced concrete building designed in accordance to older indonesian codes (pptgiug 1983 and sksni t-15-1991-03): case study for a hotel in balikpapan." MATEC Web of Conferences 258 (2019): 05028. http://dx.doi.org/10.1051/matecconf/201925805028.

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As a high seismic hazard country, Indonesia periodically updates its seismic and structural concrete codes. The current seismic and structural concrete codes of Indonesia are the SNI 1726-2012 and the SNI 2847-2013, respectively. Since every update usually demands higher requirement, existing buildings that were designed using older codes should be evaluated. This study investigates 9-storey hotel building in Balikpapan, Indonesia, which was designed using the PPTGIUG 1983 code and will be evaluated according to the current code. Non-linear direct integration time history analysis was conducted to analyse the building performance. The seismic load used was a spectrum consistent ground acceleration generated from El Centro 18 May 1940 North-South component in accordance to the current code. The result show that the existing building has good performance. The drift ratio of the building does not exceed 0.5% which is very satisfactory according to performance level set by FEMA 356. Maximum individual damage index in beam element was recorded as high as 0.0426 which is well below the serviceability limit state according to ACMC.

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Xiong, Xue Yu, Feng Gao, and Yang Li. "Experimental Investigation and Crack Resistance Analysis on Large Scale Prestressed Steel Reinforced Concrete Frame." Advanced Materials Research 255-260 (May 2011): 524–28. http://dx.doi.org/10.4028/www.scientific.net/amr.255-260.524.

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Based on the static test of large-scaled prestressed steel concrete frames, the behavior of crack were tested and investigated. In this paper, according to theory of reinforced concrete members, Code for design of concrete structures(GB 50010-2002)and code ACI 318—05, the formulas of cracking moment considering secondary axial forces were deduced and verified by test results. Conclusion can be drawn as follow: the calculation errors of formulas derive from theory of reinforced concrete members is small, generally less than 6%; the errors of formulas referring to Code for design of concrete structures(GB 50010-2002)is about 10%, which is satisfy the needs of engineering and simply to be calculated; Cracking moment calculated by formulas referring to code ACI 318—05 is less than test result, it is unsafe for engineering application.

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Matthews, Stuart, and Giuseppe Mancini. "Forensic engineering - fib MC 2020 and existing structures." MATEC Web of Conferences 199 (2018): 01001. http://dx.doi.org/10.1051/matecconf/201819901001.

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The fib (Fédération Internationale du Béton) is developing a new fib Model Code for Concrete Structures, under a working title of Model Code 2020 (MC2020). Numerous aspirational goals have been identified for MC2020. It will be a single code dealing with both new and existing concrete structures, which is both the design of new structures and all the activities relating to the assessment, interventions and the through-life management and care of existing concrete structures, including matters relating to durability and service life design. MC2020 will incorporate many improvements and extensions to the guidance available in the current fib Model Code for Concrete Structures fib Model Code 2010 (MC2010). The new and extended models, in association with the other aspects of the updated guidance, will provide improved technical capabilities for undertaking forensic engineering studies of existing concrete structures. These concepts are illustrated by a number of case studies of existing concrete structures subject to damage / deterioration / other inadequacies, as well as associated intervention works. Improved technical guidance provisions will allow forensic engineers to gain a better understanding of the behaviour of existing concrete structures, enabling better judgements to be made of how they behave in-service & what measures / interventions are most appropriate to extend their useful life.

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Kelley, Shana. "Expansion of sustainability in the ACI 318 building code." Acta Polytechnica CTU Proceedings 33 (March 3, 2022): 290–94. http://dx.doi.org/10.14311/app.2022.33.0290.

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The American Concrete Institute (ACI) has long recognized the growing importance of accounting for environmental sustainability in the design of concrete structures. As the next version of the ACI 318 Building Code is being developed (ACI 318-25), a new sustainability subcommittee, Subcommittee N, has been formed and tasked with expanding the provisions related to sustainability in the code. This paper reviews the current provisions in the ACI 318 Code that are related to sustainability and explores the possible future expansion of code and commentary language to provide better guidance on sustainable design. Areas of focus for expansion of code language, including definitions of sustainability metrics, as well as the defined baseline for comparison, are discussed. While sustainable design is increasingly being specified in concrete projects, the sustainable properties of concrete are often interrelated with other aspects of design, including resiliency and intended lifespan. Approaches to acknowledging the impacts of life cycle considerations on the sustainability of concrete construction are also explored. Finally, the anticipated timeline for the development of ACI 318 sustainability provisions is described, as well as potential interactions with other code writing organizing that are currently developing sustainability provisions.

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Oswald, Charles J. "Analysis of Reinforced Concrete Culvert considering Concrete Creep and Shrinkage." Transportation Research Record: Journal of the Transportation Research Board 1541, no. 1 (January 1996): 120–26. http://dx.doi.org/10.1177/0361198196154100115.

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Measurements made on a long span reinforced concrete arch culvert under 7.3 m (24 ft) of silty clay backfill were compared with results from finite-element analyses of the soil-structure system using the CANDE finite-element code. The culvert strains and deflections and the soil pressure on the culvert were measured during construction and during the following 2.5 years at three instrumented cross sections. The CANDE program was modified to account for the effects of concrete creep and shrinkage strains after it was noted that the measured postconstruction culvert deflection and strains increased significantly whereas the measured soil pressure on the culvert remained relatively constant. Good agreement was generally obtained between measured and calculated values of the culvert strain and deflection and the soil pressure during the entire monitoring period after the code was modified.

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Fragomeni, Sam, and Yew Chayee Loo. "Asian Concrete Model Code (ACMC) and Australian Concrete Structures Standard (AS3600) Compared." Australian Journal of Structural Engineering 4, no. 3 (January 2003): 177–85. http://dx.doi.org/10.1080/13287982.2003.11464918.

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Čairović, Đorđe, František Girgle, Vojtěch Kostiha, Jaroslav Kadlec, and Petr Stepanek. "Comparison and Review of Concrete-to-Concrete Interface Shear Resistance According to Major Design Codes." Solid State Phenomena 249 (April 2016): 166–72. http://dx.doi.org/10.4028/www.scientific.net/ssp.249.166.

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The paper focuses on interface shear behavior, more precisely on shear resistance of the interface between lightweight and regular concrete layers cast at different times without shear reinforcement crossing the interface. Different approaches according to most of major design codes (Eurocode, ACI and Model Code 2010 among other) are briefly reviewed, with emphasis on difference between variables resp. material and cross-section characteristics, on which interface resistance depends. Furthermore, two sets of experiments were carried out: direct shear test on Z-type specimens and slant shear test slightly modified to enforce adhesive failure. Obtained results are compared with theoretical values.

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Jiang, Shuan, Li Li Bai, and Wei Chen Xue. "Calculation of Crack Width of Steel-Concrete Composite Beam Prestressed with Internal Tendons." Advanced Materials Research 889-890 (February 2014): 1445–49. http://dx.doi.org/10.4028/www.scientific.net/amr.889-890.1445.

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Steel-concrete composite beam prestressed with internal tendons (SCCPIT) is composed of prestressed concrete slab, steel beam and shear connectors, etc. At present, there is no calculation formula for crack width of SCCPIT in current design codes like European standard Eurocode 4 or American code ASSHTO LERD Bridge Design Specification (2004). In this paper, calculation formulas for crack width of nonprestressed steel-concrete composite beam provided in Code for Design of SteelConcrete Composite Structure (DL/T 50851999) were adopted as a basis for modification. On the basis of available test results, calculation formulas for uneven coefficient of reinforcement strain and average crack space were modified by consideration of concrete slab width and combined force ratio. Hence, empirical calculation formulas for crack width of SCCPIT under negative moment were proposed. In order to verify accuracy of proposed formulas, available test results including results of five simply supported SCCPITs previously conducted by author were introduced, and comparisons indicated that calculated values were in good agreement with test results.

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Campione, Giuseppe, Sidney Mindess, Nunzio Scibilia, and Gaetano Zingone. "Strength of hollow circular steel sections filled with fibre-reinforced concrete." Canadian Journal of Civil Engineering 27, no. 2 (April 1, 2000): 364–72. http://dx.doi.org/10.1139/l99-079.

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The strength of hollow circular steel sections filled with normal-strength plain concrete and fibre-reinforced concrete (FRC) was evaluated. First, the case of centrally loaded composite members was considered and the bearing capacity of the columns was calculated using the methods proposed by a European code (EC4) and an American code (LRDF). Some expressions in these codes were validated for the case of FRC by adapting experimental data to introduce the mechanical properties of the FRC. To do this, experimental results of standard tests on FRC (compression and splitting tension) were used as well as data on circular steel columns filled with 2% FRC by volume with different types of fibres (steel, polyolefin). Second, the moment - axial force diagrams for composite members, taking into account the residual tensile strength of FRC, were calculated, showing the advantages of using FRC compared with plain concrete for filling hollow steel sections.Key words: fibre-reinforced concrete, hollow steel columns, composite members, steel fibres, polyolefin fibres.

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Shrestha, Jagat K., Nirajan Paudel, Bishal Koirala, Binod R. Giri, and Adarsha Lamichhane. "Impact of Revised Code NBC105 on Assessment and Design of Low Rise Reinforced Concrete Buildings in Nepal." Journal of the Institute of Engineering 16, no. 1 (April 12, 2021): 1–5. http://dx.doi.org/10.3126/jie.v16i1.36527.

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Gorkha Earthquake in 2015 has impacted considerably in the design and construction of buildings in Nepal. Strength and Safety of life and constructions have become the prime concerns of the government and the public. Regulation is required to achieve the strength and safety in the constructions. Hence, a need for revision of building codes has been felt and Nepal Building Code, NBC105 has been revised. This paper presents the impact of the revised code on seismic load estimation for low rise reinforced concrete buildings. For the assessment of the impact linear and non- linear static and linear dynamic analysis of reinforced concrete residential buildings of two storey and four Storey has been taken subjected to Indian Standard Codes IS 1893: 2002, IS 1893:2016, Nepal Building Codes NBC 105: 1994 and NBC 105: 2020. The buildings were modeled and analyzed in SAP2000. The response of the buildings such as time period, base shear, drifts, and storey forces from the application of the four codes was compared. The comparison of the results shows that the structural response of the building under the revised NBC105:2020 is 60% to 65% higher compared to the previous code NBC105:1994.

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Polak, Maria Anna, and Jaroslaw J. Dubas. "Shear design off high strength concrete beams — Canadian code perspective." Canadian Journal of Civil Engineering 23, no. 4 (August 1, 1996): 809–19. http://dx.doi.org/10.1139/l96-890.

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The paper presents the results of an investigation of the influence of concrete compressive strength on the shear strength of reinforced concrete beams, both nonprestressed and prestressed. A total of 132 existing tests on high strength concrete beams, with and without shear reinforcement, were analyzed and compared with the shear design provisions of the CSA Standard CAN3-A23.3-M94 and the previous version of the code, CAN3-A23.3-M84. The main parameter in the investigation was the concrete compressive strength. Owing to the complex nature of shear behaviour and the interdependence of the factors affecting shear strength, other parameters such as the shear span to depth ratio, the longitudinal reinforcement ratio, and the amount of shear reinforcement were varied, as well as the concrete strength. Key words: shear, beams, high strength concrete, code methods, shear reinforcement index, shear ratio, predictions, strength.

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41

Lu, W. Y., and I. J. Lin. "A Study on the Safety of Shear design of Reinforced Concrete Beams." Journal of Mechanics 20, no. 4 (December 2004): 303–9. http://dx.doi.org/10.1017/s1727719100003531.

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AbstractThe shear failure probabilities of reinforced concrete beams have been investigated by Monte Carlo technique. The shear strength provided by the concrete is based on the theoretical model developed by Tureyen and Frosch (2003). The random variables included in this study are the strength of concrete, the strength of reinforcing steel, the dimension of cross-section, the model error of theoretical shear strength provided by the concrete, and the loading. This study shows that based on the new material statistical data (2003) in North America, the shear failure probabilities are acceptable for beams designed using the ACI 318-02 Code. Based on the old material statistical data (1979) in North America the shear failure probabilities of beams designed using the ACI Code are relatively high. For the safety of shear design of reinforced concrete beams, the ACI 318-02 Code is better than the ACI 318-99 Code.

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42

Sunil Tolmatti, Shreya, Sanskruti Jaywant Jadhav, Sakshi Satish Jadhav, and Mayur M. Maske. "Concrete Mix Design Using Particle Packing Method: Literature Review, Analysis, and Computation." International Journal of Informatics, Information System and Computer Engineering (INJIISCOM) 2, no. 1 (June 25, 2021): 83–102. http://dx.doi.org/10.34010/injiiscom.v2i1.5447.

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Particle packing technology is used to reduce the amount of cement in concrete by optimizing the concrete mix, resulting in more sustainable concrete. In this study, four different methods were used to determine the distribution of the mixture presented; packing density method, packing density method, IS code method, and packing density method. In the packing density method, the paste content that exceeds the voids will increase along with the increase in the quality of the concrete. In cases of packing density, the cement-water ratio decreases with the quality of the concrete. In the packing of too many trials, trials and tribulations should be carried out to achieve the ratio of water-cement and paste content for a certain grade of concrete. This correlation curve helps reduce the experiments involved in determining the ratio of semen and paste content for a given concrete quality. The water and cement contents for the packing density and the IS code method are almost the same for each particular concrete class. The workability of concrete achieved was more in the packing density method than the IS code method for the same concrete quality, because the water-cement ratio was slightly higher in the packing density method than the IS code method. The required fine aggregate particles are more in terms of packing density method compared to the IS code method. Therefore, more water and cement are required in terms of packing density. The correlation curve can be used to determine the ratio of water-cement and paste the content that exceeds the voids for a certain concrete quality

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Jacintho, Ana Elisabete Paganelli Guimarães de Avila, Ivanny Soares Gomes Cavaliere, Lia Lorena Pimentel, and Nádia Cazarim Silva Forti. "Modulus and Strength of Concretes with Alternative Materials." Materials 13, no. 19 (October 1, 2020): 4378. http://dx.doi.org/10.3390/ma13194378.

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This paper presents a study with concretes produced with natural aggregates, recycled concrete aggregates (RCA) and waste porcelain aggregates (WPA). The study analyzed the influence of recycled aggregates in the mechanical properties of conventional concretes and evaluated the difference between measured and predicted values of elasticity modulus. The incorporation of WPA in concrete showed better mechanical results compared to the concretes produced with RCA. Measured elasticity moduli were lower than moduli predicted by NBR 6118:2014 and fib Model Code 2010, while measured results were greater than values predicted by Eurocode 2:2004 and ACI 318:2014, as expected, which indicated the safety of the latter two standards.

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Ozcebe, Guney, Ugur Ersoy, and Tugrul Tankut. "Minimum flexural reinforcement for T-beams made of higher strength concrete." Canadian Journal of Civil Engineering 26, no. 5 (October 1, 1999): 525–34. http://dx.doi.org/10.1139/l99-013.

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Design codes specify minimum flexural reinforcement for reinforced concrete beams. With the extensive use of higher strength concrete, the empirical expressions of the past for minimum flexural reinforcement, in which the concrete strength is not considered, had to be revised. Six reinforced concrete T-beams, having small ratios of flexural reinforcement, were tested to study the behaviour at the positive moment region and to evaluate the code requirements on minimum flexural reinforcement. A criterion was set and evaluations of different minimum reinforcement requirements were made using this criterion and the test data.Key words: beams, crack control, ductility, flexural strength, high strength concrete, minimum flexural reinforcement, reserve strength.

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Yi, Wei Jian, and Yan Mei Lv. "Experimental Study on Shear Failure of High-Strength Concrete Beams with High-Strength Stirrups." Key Engineering Materials 400-402 (October 2008): 857–63. http://dx.doi.org/10.4028/www.scientific.net/kem.400-402.857.

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19 RC beams with shear span-to-depth equal to 3 were tested under a stiff testing facility, and complete load-deflection curves including the post-peak branch were obtained. Based on the test results the effects of concrete strength, stirrups strength, inclined stirrup angle, the amount of longitudinal reinforcement on failure mode, shear ductility index and shear capacity were analyzed. The test results were compared with the shear design approaches of Chinese Code and American Code. The results indicate that the shear failure of beam with appropriate web reinforcement has finite ductility. High-strength concrete beams with high-strength stirrups can increase not only the shear capacity, but also the shear ductility. The shear capacity of beams with high-strength concrete and stirrup can be designed with Chinese Code, but shear capacity of high-strength concrete beams without stirrups, or with the smaller amount of longitudinal reinforcement, and normal strength concrete beams with high-strength stirrups may be over-estimated by the Code.

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46

Zhang, Ji Wen, Wen Jie Ge, Hang Dai, and Yong Ming Tu. "Experimental Study on the Flexural Behavior of Concrete Beam Reinforced With HRBF500 Steel Bars." Advanced Materials Research 168-170 (December 2010): 1518–23. http://dx.doi.org/10.4028/www.scientific.net/amr.168-170.1518.

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In order to investigate the flexural behavior of concrete beam reinforced with 500MPa fine grain high steel bars, four rectangle cross-section concrete beam subjected to static bending test were made. Mechanics characteristic, flexural capacity of normal section, crack and deflection were analyzed according to current related China code. The results show that the flexural behavior of concrete beam reinforced with 500MPa fine grain high steel bars is similar to normal concrete beam, the average strain of concrete section keep plane; flexural capacity and average crack spacing could still calculated by current code for their values coincide well with tested value; however, deflection values of the specimens calculated by current related China code are smaller than corresponding tested value; under the state of serviceability, crack width and deflection of the specimens were found not to meet the requirement of current China code while the design value of yield strength of 500MPa fine grain steel bar was taken more than 360MPa.

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47

Mokarem, David W., Richard E. Weyers, and D. Stephen Lane. "Development of Performance Specifications for Shrinkage of Portland Cement Concrete." Transportation Research Record: Journal of the Transportation Research Board 1834, no. 1 (January 2003): 40–47. http://dx.doi.org/10.3141/1834-06.

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During its service life, concrete experiences volume changes. One of the types of deformation experienced by concrete is shrinkage. There are four main types of shrinkage associated with concrete: plastic, autogenous, carbonation, and drying shrinkage. The volume changes in concrete from shrinkage can lead to the cracking of the concrete. In the case of reinforced concrete, cracks in the cover concrete provide a direct path for chloride ions to reach and corrode the reinforcing steel. The development of concrete drying-shrinkage performance specifications with an associated test procedure was assessed for concrete mixtures purchased by the Virginia Department of Transportation (VDOT). Five existing shrinkage-prediction models were also assessed to determine the accuracy and precision of each model as it pertains to the VDOT mixtures used in this study. The five models are the ACI 209 Code model, CEB90 Code model, Bazant B3 model, Gardner–Lockman model, and Sakata model. The percentage length change limits for the portland cement concrete mixtures were found to be 0.0300% at 28 days and 0.0400% at 90 days. The CEB90 Code model was judged as the best prediction model for the VDOT portland cement concrete mixtures.

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Telek, Márta Törteli. "Travelling into the World of Bilingual (Code-Switching) Concrete Poetry." Acta Universitatis Sapientiae, Philologica 9, no. 3 (December 1, 2017): 29–39. http://dx.doi.org/10.1515/ausp-2017-0026.

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AbstractThe paper examines the complex phenomenon of intermediality, “multimedial transgression”, and “culturally agitating hybridity” resonating and flashing over ages and cultures. It reviews concrete poetry, which may be considered as a real multimedial text with linguistic and pictorial coded aesthetic message, the poetic intention evolving from the mixture of verb and picture. Examining from the aesthetic of reception, code-switching of concrete poetry comes into the focus of the research. We may feel that for a recipient knowing both languages (for the recipient of concrete poetry), it is more advantageous for the speaker combining the expressions of the two languages since one with a mixed language always relates what he would like to say in the language he can express his thoughts more properly. In fact, this is such a code-switching that the recipient may perceive as a single code on the basis of simultaneity of text and picture.The study highlights reading alternatives that concrete poetry offers us as well as the travel it takes us on. By analysing the mode of interpretation, we can observe how visual poems overbalance the conventional linearity of writing, how figurativity becomes equivalent to the text in the course of creating meaning, while reading is guided by the sight of picture, which confirms the sight as well. Thus, language and picture are practically trapped by the calligram. Text (concrete poetry) understanding is described as integrative by the paper, coming into existence as a result of the constant correction and supplement of situational and ephemeral understandings. It considers the hermeneutical circle/spiral of understanding as a travel, which is always unique and not to be repeated.

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Israel, Morris, Bruce Ellingwood, and Ross Corotis. "Reliability‐Based Code Formulations for Reinforced Concrete Buildings." Journal of Structural Engineering 113, no. 10 (October 1987): 2235–52. http://dx.doi.org/10.1061/(asce)0733-9445(1987)113:10(2235).

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Matthews, Stuart, and Agnieszka Bigaj-van Vliet. "Conservation of concrete structures according tofibModel Code 2010." Structural Concrete 14, no. 4 (December 2013): 362–77. http://dx.doi.org/10.1002/suco.201300046.

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Journal articles on the topic 'Concrete code'

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