The analysis of crack width in flexural concrete members reinforced with polymer composite bars

Introduction. Rebars, made of fiber-reinforced polymers (FRP), have a number of distinguishing characteristics and disadvantages along with well-known strengths, such as high tensile strength, low specific density, high corrosion resistance, and low thermal conductivity. One of its principal strengths is the modulus of elasticity which is relatively low compared to steel. As a result, elements, having FRP reinforcement, feature higher deformability. In this regard, the requirements of serviceabi-lity limit states, applicable to structures, may become the main obstacle to the use of FRP as the reinforcement for concrete members. It is assumed that cracking patterns of members, having FRP reinforcement, may differ from those of traditional reinforced concrete structures. Materials and methods. Experimental studies were carried with regard for and in compliance with the provisions of National State Standard 8829-94. Tested samples represented concrete beams that were 1,810 mm long and had a cross section of 120 × 220 mm. Their tensile side was reinforced with two bars. Steel, glass fiber-reinforced polymer (GFRP) and basalt fiber-reinforced polymer (BFRP) bars were used to reinforce the beams. The value of the reinforcement ratio varied. Crack width calculation methods, applied according to Construction rules and regulations 63.13330.2012 and 295.1325800.2017 (Russia) and ACI 440.1R-06 (USA) were analyzed. Results. The results of the theoretical and experimental studies of the crack resistance of flexural members having FRP reinforcement are obtained. Discrepancies between the calculation methods are identified. Conclusions. Сracking patterns, typical for members having FRP reinforcement, are specified. They contest the applicabi-lity of methods, prescribed in the Construction Rules and Regulations. The methods, prescribed by Construction Rules and Regulations 63.13330.2012 and 295.1325800.2017, differ in respect of crack width calculations, and it leads to diverging calculation results. Ausführliche Beschreibung

Gespeichert in:

Autor*in:	Ilshat T. Mirsayapov [verfasserIn] Igor A. Antakov [verfasserIn] Alexey B. Antakov [verfasserIn]

Format:	E-Artikel
Sprache:	Englisch ; Russisch

Erschienen:	2020

Schlagwörter:	non-metallic reinforcement fiber-reinforced polymer reinforcement concrete structures flexural members crack width concrete beam glass fiber-reinforced polymer reinforcement basalt fiber-reinforced polymer reinforcement

Übergeordnetes Werk:	In: Vestnik MGSU - Moscow State University of Civil Engineering (MGSU), 2013, 15(2020), 12, Seite 1663-1672
Übergeordnetes Werk:	volume:15 ; year:2020 ; number:12 ; pages:1663-1672

Links:	Link aufrufen Link aufrufen Link aufrufen Journal toc

DOI / URN:	10.22227/1997-0935.2020.12.1663-1672

Katalog-ID:	DOAJ050437739

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allfields	10.22227/1997-0935.2020.12.1663-1672 doi (DE-627)DOAJ050437739 (DE-599)DOAJ32b6f7827f8e4cc39ee5a40e64f18966 DE-627 ger DE-627 rakwb eng rus NA1-9428 HD9715-9717.5 Ilshat T. Mirsayapov verfasserin aut The analysis of crack width in flexural concrete members reinforced with polymer composite bars 2020 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier Introduction. Rebars, made of fiber-reinforced polymers (FRP), have a number of distinguishing characteristics and disadvantages along with well-known strengths, such as high tensile strength, low specific density, high corrosion resistance, and low thermal conductivity. One of its principal strengths is the modulus of elasticity which is relatively low compared to steel. As a result, elements, having FRP reinforcement, feature higher deformability. In this regard, the requirements of serviceabi-lity limit states, applicable to structures, may become the main obstacle to the use of FRP as the reinforcement for concrete members. It is assumed that cracking patterns of members, having FRP reinforcement, may differ from those of traditional reinforced concrete structures. Materials and methods. Experimental studies were carried with regard for and in compliance with the provisions of National State Standard 8829-94. Tested samples represented concrete beams that were 1,810 mm long and had a cross section of 120 × 220 mm. Their tensile side was reinforced with two bars. Steel, glass fiber-reinforced polymer (GFRP) and basalt fiber-reinforced polymer (BFRP) bars were used to reinforce the beams. The value of the reinforcement ratio varied. Crack width calculation methods, applied according to Construction rules and regulations 63.13330.2012 and 295.1325800.2017 (Russia) and ACI 440.1R-06 (USA) were analyzed. Results. The results of the theoretical and experimental studies of the crack resistance of flexural members having FRP reinforcement are obtained. Discrepancies between the calculation methods are identified. Conclusions. Сracking patterns, typical for members having FRP reinforcement, are specified. They contest the applicabi-lity of methods, prescribed in the Construction Rules and Regulations. The methods, prescribed by Construction Rules and Regulations 63.13330.2012 and 295.1325800.2017, differ in respect of crack width calculations, and it leads to diverging calculation results. non-metallic reinforcement fiber-reinforced polymer reinforcement concrete structures flexural members crack width concrete beam glass fiber-reinforced polymer reinforcement basalt fiber-reinforced polymer reinforcement Architecture Construction industry Igor A. Antakov verfasserin aut Alexey B. Antakov verfasserin aut In Vestnik MGSU Moscow State University of Civil Engineering (MGSU), 2013 15(2020), 12, Seite 1663-1672 (DE-627)792409914 (DE-600)2781261-3 23046600 nnns volume:15 year:2020 number:12 pages:1663-1672 https://doi.org/10.22227/1997-0935.2020.12.1663-1672 kostenfrei https://doaj.org/article/32b6f7827f8e4cc39ee5a40e64f18966 kostenfrei https://doi.org/10.22227/1997-0935.2020.12.1663-1672 kostenfrei https://doaj.org/toc/1997-0935 Journal toc kostenfrei GBV_USEFLAG_A SYSFLAG_A GBV_DOAJ GBV_ILN_11 GBV_ILN_20 GBV_ILN_22 GBV_ILN_23 GBV_ILN_24 GBV_ILN_39 GBV_ILN_40 GBV_ILN_60 GBV_ILN_62 GBV_ILN_63 GBV_ILN_65 GBV_ILN_69 GBV_ILN_70 GBV_ILN_73 GBV_ILN_95 GBV_ILN_105 GBV_ILN_110 GBV_ILN_151 GBV_ILN_161 GBV_ILN_170 GBV_ILN_213 GBV_ILN_230 GBV_ILN_285 GBV_ILN_293 GBV_ILN_370 GBV_ILN_602 GBV_ILN_2014 GBV_ILN_4012 GBV_ILN_4037 GBV_ILN_4112 GBV_ILN_4125 GBV_ILN_4126 GBV_ILN_4249 GBV_ILN_4305 GBV_ILN_4306 GBV_ILN_4307 GBV_ILN_4313 GBV_ILN_4322 GBV_ILN_4323 GBV_ILN_4324 GBV_ILN_4325 GBV_ILN_4335 GBV_ILN_4338 GBV_ILN_4367 GBV_ILN_4392 GBV_ILN_4700 AR 15 2020 12 1663-1672
spelling	10.22227/1997-0935.2020.12.1663-1672 doi (DE-627)DOAJ050437739 (DE-599)DOAJ32b6f7827f8e4cc39ee5a40e64f18966 DE-627 ger DE-627 rakwb eng rus NA1-9428 HD9715-9717.5 Ilshat T. Mirsayapov verfasserin aut The analysis of crack width in flexural concrete members reinforced with polymer composite bars 2020 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier Introduction. Rebars, made of fiber-reinforced polymers (FRP), have a number of distinguishing characteristics and disadvantages along with well-known strengths, such as high tensile strength, low specific density, high corrosion resistance, and low thermal conductivity. One of its principal strengths is the modulus of elasticity which is relatively low compared to steel. As a result, elements, having FRP reinforcement, feature higher deformability. In this regard, the requirements of serviceabi-lity limit states, applicable to structures, may become the main obstacle to the use of FRP as the reinforcement for concrete members. It is assumed that cracking patterns of members, having FRP reinforcement, may differ from those of traditional reinforced concrete structures. Materials and methods. Experimental studies were carried with regard for and in compliance with the provisions of National State Standard 8829-94. Tested samples represented concrete beams that were 1,810 mm long and had a cross section of 120 × 220 mm. Their tensile side was reinforced with two bars. Steel, glass fiber-reinforced polymer (GFRP) and basalt fiber-reinforced polymer (BFRP) bars were used to reinforce the beams. The value of the reinforcement ratio varied. Crack width calculation methods, applied according to Construction rules and regulations 63.13330.2012 and 295.1325800.2017 (Russia) and ACI 440.1R-06 (USA) were analyzed. Results. The results of the theoretical and experimental studies of the crack resistance of flexural members having FRP reinforcement are obtained. Discrepancies between the calculation methods are identified. Conclusions. Сracking patterns, typical for members having FRP reinforcement, are specified. They contest the applicabi-lity of methods, prescribed in the Construction Rules and Regulations. The methods, prescribed by Construction Rules and Regulations 63.13330.2012 and 295.1325800.2017, differ in respect of crack width calculations, and it leads to diverging calculation results. non-metallic reinforcement fiber-reinforced polymer reinforcement concrete structures flexural members crack width concrete beam glass fiber-reinforced polymer reinforcement basalt fiber-reinforced polymer reinforcement Architecture Construction industry Igor A. Antakov verfasserin aut Alexey B. Antakov verfasserin aut In Vestnik MGSU Moscow State University of Civil Engineering (MGSU), 2013 15(2020), 12, Seite 1663-1672 (DE-627)792409914 (DE-600)2781261-3 23046600 nnns volume:15 year:2020 number:12 pages:1663-1672 https://doi.org/10.22227/1997-0935.2020.12.1663-1672 kostenfrei https://doaj.org/article/32b6f7827f8e4cc39ee5a40e64f18966 kostenfrei https://doi.org/10.22227/1997-0935.2020.12.1663-1672 kostenfrei https://doaj.org/toc/1997-0935 Journal toc kostenfrei GBV_USEFLAG_A SYSFLAG_A GBV_DOAJ GBV_ILN_11 GBV_ILN_20 GBV_ILN_22 GBV_ILN_23 GBV_ILN_24 GBV_ILN_39 GBV_ILN_40 GBV_ILN_60 GBV_ILN_62 GBV_ILN_63 GBV_ILN_65 GBV_ILN_69 GBV_ILN_70 GBV_ILN_73 GBV_ILN_95 GBV_ILN_105 GBV_ILN_110 GBV_ILN_151 GBV_ILN_161 GBV_ILN_170 GBV_ILN_213 GBV_ILN_230 GBV_ILN_285 GBV_ILN_293 GBV_ILN_370 GBV_ILN_602 GBV_ILN_2014 GBV_ILN_4012 GBV_ILN_4037 GBV_ILN_4112 GBV_ILN_4125 GBV_ILN_4126 GBV_ILN_4249 GBV_ILN_4305 GBV_ILN_4306 GBV_ILN_4307 GBV_ILN_4313 GBV_ILN_4322 GBV_ILN_4323 GBV_ILN_4324 GBV_ILN_4325 GBV_ILN_4335 GBV_ILN_4338 GBV_ILN_4367 GBV_ILN_4392 GBV_ILN_4700 AR 15 2020 12 1663-1672
allfields_unstemmed	10.22227/1997-0935.2020.12.1663-1672 doi (DE-627)DOAJ050437739 (DE-599)DOAJ32b6f7827f8e4cc39ee5a40e64f18966 DE-627 ger DE-627 rakwb eng rus NA1-9428 HD9715-9717.5 Ilshat T. Mirsayapov verfasserin aut The analysis of crack width in flexural concrete members reinforced with polymer composite bars 2020 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier Introduction. Rebars, made of fiber-reinforced polymers (FRP), have a number of distinguishing characteristics and disadvantages along with well-known strengths, such as high tensile strength, low specific density, high corrosion resistance, and low thermal conductivity. One of its principal strengths is the modulus of elasticity which is relatively low compared to steel. As a result, elements, having FRP reinforcement, feature higher deformability. In this regard, the requirements of serviceabi-lity limit states, applicable to structures, may become the main obstacle to the use of FRP as the reinforcement for concrete members. It is assumed that cracking patterns of members, having FRP reinforcement, may differ from those of traditional reinforced concrete structures. Materials and methods. Experimental studies were carried with regard for and in compliance with the provisions of National State Standard 8829-94. Tested samples represented concrete beams that were 1,810 mm long and had a cross section of 120 × 220 mm. Their tensile side was reinforced with two bars. Steel, glass fiber-reinforced polymer (GFRP) and basalt fiber-reinforced polymer (BFRP) bars were used to reinforce the beams. The value of the reinforcement ratio varied. Crack width calculation methods, applied according to Construction rules and regulations 63.13330.2012 and 295.1325800.2017 (Russia) and ACI 440.1R-06 (USA) were analyzed. Results. The results of the theoretical and experimental studies of the crack resistance of flexural members having FRP reinforcement are obtained. Discrepancies between the calculation methods are identified. Conclusions. Сracking patterns, typical for members having FRP reinforcement, are specified. They contest the applicabi-lity of methods, prescribed in the Construction Rules and Regulations. The methods, prescribed by Construction Rules and Regulations 63.13330.2012 and 295.1325800.2017, differ in respect of crack width calculations, and it leads to diverging calculation results. non-metallic reinforcement fiber-reinforced polymer reinforcement concrete structures flexural members crack width concrete beam glass fiber-reinforced polymer reinforcement basalt fiber-reinforced polymer reinforcement Architecture Construction industry Igor A. Antakov verfasserin aut Alexey B. Antakov verfasserin aut In Vestnik MGSU Moscow State University of Civil Engineering (MGSU), 2013 15(2020), 12, Seite 1663-1672 (DE-627)792409914 (DE-600)2781261-3 23046600 nnns volume:15 year:2020 number:12 pages:1663-1672 https://doi.org/10.22227/1997-0935.2020.12.1663-1672 kostenfrei https://doaj.org/article/32b6f7827f8e4cc39ee5a40e64f18966 kostenfrei https://doi.org/10.22227/1997-0935.2020.12.1663-1672 kostenfrei https://doaj.org/toc/1997-0935 Journal toc kostenfrei GBV_USEFLAG_A SYSFLAG_A GBV_DOAJ GBV_ILN_11 GBV_ILN_20 GBV_ILN_22 GBV_ILN_23 GBV_ILN_24 GBV_ILN_39 GBV_ILN_40 GBV_ILN_60 GBV_ILN_62 GBV_ILN_63 GBV_ILN_65 GBV_ILN_69 GBV_ILN_70 GBV_ILN_73 GBV_ILN_95 GBV_ILN_105 GBV_ILN_110 GBV_ILN_151 GBV_ILN_161 GBV_ILN_170 GBV_ILN_213 GBV_ILN_230 GBV_ILN_285 GBV_ILN_293 GBV_ILN_370 GBV_ILN_602 GBV_ILN_2014 GBV_ILN_4012 GBV_ILN_4037 GBV_ILN_4112 GBV_ILN_4125 GBV_ILN_4126 GBV_ILN_4249 GBV_ILN_4305 GBV_ILN_4306 GBV_ILN_4307 GBV_ILN_4313 GBV_ILN_4322 GBV_ILN_4323 GBV_ILN_4324 GBV_ILN_4325 GBV_ILN_4335 GBV_ILN_4338 GBV_ILN_4367 GBV_ILN_4392 GBV_ILN_4700 AR 15 2020 12 1663-1672
allfieldsGer	10.22227/1997-0935.2020.12.1663-1672 doi (DE-627)DOAJ050437739 (DE-599)DOAJ32b6f7827f8e4cc39ee5a40e64f18966 DE-627 ger DE-627 rakwb eng rus NA1-9428 HD9715-9717.5 Ilshat T. Mirsayapov verfasserin aut The analysis of crack width in flexural concrete members reinforced with polymer composite bars 2020 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier Introduction. Rebars, made of fiber-reinforced polymers (FRP), have a number of distinguishing characteristics and disadvantages along with well-known strengths, such as high tensile strength, low specific density, high corrosion resistance, and low thermal conductivity. One of its principal strengths is the modulus of elasticity which is relatively low compared to steel. As a result, elements, having FRP reinforcement, feature higher deformability. In this regard, the requirements of serviceabi-lity limit states, applicable to structures, may become the main obstacle to the use of FRP as the reinforcement for concrete members. It is assumed that cracking patterns of members, having FRP reinforcement, may differ from those of traditional reinforced concrete structures. Materials and methods. Experimental studies were carried with regard for and in compliance with the provisions of National State Standard 8829-94. Tested samples represented concrete beams that were 1,810 mm long and had a cross section of 120 × 220 mm. Their tensile side was reinforced with two bars. Steel, glass fiber-reinforced polymer (GFRP) and basalt fiber-reinforced polymer (BFRP) bars were used to reinforce the beams. The value of the reinforcement ratio varied. Crack width calculation methods, applied according to Construction rules and regulations 63.13330.2012 and 295.1325800.2017 (Russia) and ACI 440.1R-06 (USA) were analyzed. Results. The results of the theoretical and experimental studies of the crack resistance of flexural members having FRP reinforcement are obtained. Discrepancies between the calculation methods are identified. Conclusions. Сracking patterns, typical for members having FRP reinforcement, are specified. They contest the applicabi-lity of methods, prescribed in the Construction Rules and Regulations. The methods, prescribed by Construction Rules and Regulations 63.13330.2012 and 295.1325800.2017, differ in respect of crack width calculations, and it leads to diverging calculation results. non-metallic reinforcement fiber-reinforced polymer reinforcement concrete structures flexural members crack width concrete beam glass fiber-reinforced polymer reinforcement basalt fiber-reinforced polymer reinforcement Architecture Construction industry Igor A. Antakov verfasserin aut Alexey B. Antakov verfasserin aut In Vestnik MGSU Moscow State University of Civil Engineering (MGSU), 2013 15(2020), 12, Seite 1663-1672 (DE-627)792409914 (DE-600)2781261-3 23046600 nnns volume:15 year:2020 number:12 pages:1663-1672 https://doi.org/10.22227/1997-0935.2020.12.1663-1672 kostenfrei https://doaj.org/article/32b6f7827f8e4cc39ee5a40e64f18966 kostenfrei https://doi.org/10.22227/1997-0935.2020.12.1663-1672 kostenfrei https://doaj.org/toc/1997-0935 Journal toc kostenfrei GBV_USEFLAG_A SYSFLAG_A GBV_DOAJ GBV_ILN_11 GBV_ILN_20 GBV_ILN_22 GBV_ILN_23 GBV_ILN_24 GBV_ILN_39 GBV_ILN_40 GBV_ILN_60 GBV_ILN_62 GBV_ILN_63 GBV_ILN_65 GBV_ILN_69 GBV_ILN_70 GBV_ILN_73 GBV_ILN_95 GBV_ILN_105 GBV_ILN_110 GBV_ILN_151 GBV_ILN_161 GBV_ILN_170 GBV_ILN_213 GBV_ILN_230 GBV_ILN_285 GBV_ILN_293 GBV_ILN_370 GBV_ILN_602 GBV_ILN_2014 GBV_ILN_4012 GBV_ILN_4037 GBV_ILN_4112 GBV_ILN_4125 GBV_ILN_4126 GBV_ILN_4249 GBV_ILN_4305 GBV_ILN_4306 GBV_ILN_4307 GBV_ILN_4313 GBV_ILN_4322 GBV_ILN_4323 GBV_ILN_4324 GBV_ILN_4325 GBV_ILN_4335 GBV_ILN_4338 GBV_ILN_4367 GBV_ILN_4392 GBV_ILN_4700 AR 15 2020 12 1663-1672
allfieldsSound	10.22227/1997-0935.2020.12.1663-1672 doi (DE-627)DOAJ050437739 (DE-599)DOAJ32b6f7827f8e4cc39ee5a40e64f18966 DE-627 ger DE-627 rakwb eng rus NA1-9428 HD9715-9717.5 Ilshat T. Mirsayapov verfasserin aut The analysis of crack width in flexural concrete members reinforced with polymer composite bars 2020 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier Introduction. Rebars, made of fiber-reinforced polymers (FRP), have a number of distinguishing characteristics and disadvantages along with well-known strengths, such as high tensile strength, low specific density, high corrosion resistance, and low thermal conductivity. One of its principal strengths is the modulus of elasticity which is relatively low compared to steel. As a result, elements, having FRP reinforcement, feature higher deformability. In this regard, the requirements of serviceabi-lity limit states, applicable to structures, may become the main obstacle to the use of FRP as the reinforcement for concrete members. It is assumed that cracking patterns of members, having FRP reinforcement, may differ from those of traditional reinforced concrete structures. Materials and methods. Experimental studies were carried with regard for and in compliance with the provisions of National State Standard 8829-94. Tested samples represented concrete beams that were 1,810 mm long and had a cross section of 120 × 220 mm. Their tensile side was reinforced with two bars. Steel, glass fiber-reinforced polymer (GFRP) and basalt fiber-reinforced polymer (BFRP) bars were used to reinforce the beams. The value of the reinforcement ratio varied. Crack width calculation methods, applied according to Construction rules and regulations 63.13330.2012 and 295.1325800.2017 (Russia) and ACI 440.1R-06 (USA) were analyzed. Results. The results of the theoretical and experimental studies of the crack resistance of flexural members having FRP reinforcement are obtained. Discrepancies between the calculation methods are identified. Conclusions. Сracking patterns, typical for members having FRP reinforcement, are specified. They contest the applicabi-lity of methods, prescribed in the Construction Rules and Regulations. The methods, prescribed by Construction Rules and Regulations 63.13330.2012 and 295.1325800.2017, differ in respect of crack width calculations, and it leads to diverging calculation results. non-metallic reinforcement fiber-reinforced polymer reinforcement concrete structures flexural members crack width concrete beam glass fiber-reinforced polymer reinforcement basalt fiber-reinforced polymer reinforcement Architecture Construction industry Igor A. Antakov verfasserin aut Alexey B. Antakov verfasserin aut In Vestnik MGSU Moscow State University of Civil Engineering (MGSU), 2013 15(2020), 12, Seite 1663-1672 (DE-627)792409914 (DE-600)2781261-3 23046600 nnns volume:15 year:2020 number:12 pages:1663-1672 https://doi.org/10.22227/1997-0935.2020.12.1663-1672 kostenfrei https://doaj.org/article/32b6f7827f8e4cc39ee5a40e64f18966 kostenfrei https://doi.org/10.22227/1997-0935.2020.12.1663-1672 kostenfrei https://doaj.org/toc/1997-0935 Journal toc kostenfrei GBV_USEFLAG_A SYSFLAG_A GBV_DOAJ GBV_ILN_11 GBV_ILN_20 GBV_ILN_22 GBV_ILN_23 GBV_ILN_24 GBV_ILN_39 GBV_ILN_40 GBV_ILN_60 GBV_ILN_62 GBV_ILN_63 GBV_ILN_65 GBV_ILN_69 GBV_ILN_70 GBV_ILN_73 GBV_ILN_95 GBV_ILN_105 GBV_ILN_110 GBV_ILN_151 GBV_ILN_161 GBV_ILN_170 GBV_ILN_213 GBV_ILN_230 GBV_ILN_285 GBV_ILN_293 GBV_ILN_370 GBV_ILN_602 GBV_ILN_2014 GBV_ILN_4012 GBV_ILN_4037 GBV_ILN_4112 GBV_ILN_4125 GBV_ILN_4126 GBV_ILN_4249 GBV_ILN_4305 GBV_ILN_4306 GBV_ILN_4307 GBV_ILN_4313 GBV_ILN_4322 GBV_ILN_4323 GBV_ILN_4324 GBV_ILN_4325 GBV_ILN_4335 GBV_ILN_4338 GBV_ILN_4367 GBV_ILN_4392 GBV_ILN_4700 AR 15 2020 12 1663-1672
language	English Russian
source	In Vestnik MGSU 15(2020), 12, Seite 1663-1672 volume:15 year:2020 number:12 pages:1663-1672
sourceStr	In Vestnik MGSU 15(2020), 12, Seite 1663-1672 volume:15 year:2020 number:12 pages:1663-1672
format_phy_str_mv	Article
institution	findex.gbv.de
topic_facet	non-metallic reinforcement fiber-reinforced polymer reinforcement concrete structures flexural members crack width concrete beam glass fiber-reinforced polymer reinforcement basalt fiber-reinforced polymer reinforcement Architecture Construction industry
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authorswithroles_txt_mv	Ilshat T. Mirsayapov @@aut@@ Igor A. Antakov @@aut@@ Alexey B. Antakov @@aut@@
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Rebars, made of fiber-reinforced polymers (FRP), have a number of distinguishing characteristics and disadvantages along with well-known strengths, such as high tensile strength, low specific density, high corrosion resistance, and low thermal conductivity. One of its principal strengths is the modulus of elasticity which is relatively low compared to steel. As a result, elements, having FRP reinforcement, feature higher deformability. In this regard, the requirements of serviceabi-lity limit states, applicable to structures, may become the main obstacle to the use of FRP as the reinforcement for concrete members. It is assumed that cracking patterns of members, having FRP reinforcement, may differ from those of traditional reinforced concrete structures. Materials and methods. Experimental studies were carried with regard for and in compliance with the provisions of National State Standard 8829-94. 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callnumber-first	N - Fine Arts
author	Ilshat T. Mirsayapov
spellingShingle	Ilshat T. Mirsayapov misc NA1-9428 misc HD9715-9717.5 misc non-metallic reinforcement misc fiber-reinforced polymer reinforcement misc concrete structures misc flexural members misc crack width misc concrete beam misc glass fiber-reinforced polymer reinforcement misc basalt fiber-reinforced polymer reinforcement misc Architecture misc Construction industry The analysis of crack width in flexural concrete members reinforced with polymer composite bars
authorStr	Ilshat T. Mirsayapov
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topic_title	NA1-9428 HD9715-9717.5 The analysis of crack width in flexural concrete members reinforced with polymer composite bars non-metallic reinforcement fiber-reinforced polymer reinforcement concrete structures flexural members crack width concrete beam glass fiber-reinforced polymer reinforcement basalt fiber-reinforced polymer reinforcement
topic	misc NA1-9428 misc HD9715-9717.5 misc non-metallic reinforcement misc fiber-reinforced polymer reinforcement misc concrete structures misc flexural members misc crack width misc concrete beam misc glass fiber-reinforced polymer reinforcement misc basalt fiber-reinforced polymer reinforcement misc Architecture misc Construction industry
topic_unstemmed	misc NA1-9428 misc HD9715-9717.5 misc non-metallic reinforcement misc fiber-reinforced polymer reinforcement misc concrete structures misc flexural members misc crack width misc concrete beam misc glass fiber-reinforced polymer reinforcement misc basalt fiber-reinforced polymer reinforcement misc Architecture misc Construction industry
topic_browse	misc NA1-9428 misc HD9715-9717.5 misc non-metallic reinforcement misc fiber-reinforced polymer reinforcement misc concrete structures misc flexural members misc crack width misc concrete beam misc glass fiber-reinforced polymer reinforcement misc basalt fiber-reinforced polymer reinforcement misc Architecture misc Construction industry
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title	The analysis of crack width in flexural concrete members reinforced with polymer composite bars
ctrlnum	(DE-627)DOAJ050437739 (DE-599)DOAJ32b6f7827f8e4cc39ee5a40e64f18966
title_full	The analysis of crack width in flexural concrete members reinforced with polymer composite bars
author_sort	Ilshat T. Mirsayapov
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author_browse	Ilshat T. Mirsayapov Igor A. Antakov Alexey B. Antakov
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author-letter	Ilshat T. Mirsayapov
doi_str_mv	10.22227/1997-0935.2020.12.1663-1672
author2-role	verfasserin
title_sort	analysis of crack width in flexural concrete members reinforced with polymer composite bars
callnumber	NA1-9428
title_auth	The analysis of crack width in flexural concrete members reinforced with polymer composite bars
abstract	Introduction. Rebars, made of fiber-reinforced polymers (FRP), have a number of distinguishing characteristics and disadvantages along with well-known strengths, such as high tensile strength, low specific density, high corrosion resistance, and low thermal conductivity. One of its principal strengths is the modulus of elasticity which is relatively low compared to steel. As a result, elements, having FRP reinforcement, feature higher deformability. In this regard, the requirements of serviceabi-lity limit states, applicable to structures, may become the main obstacle to the use of FRP as the reinforcement for concrete members. It is assumed that cracking patterns of members, having FRP reinforcement, may differ from those of traditional reinforced concrete structures. Materials and methods. Experimental studies were carried with regard for and in compliance with the provisions of National State Standard 8829-94. Tested samples represented concrete beams that were 1,810 mm long and had a cross section of 120 × 220 mm. Their tensile side was reinforced with two bars. Steel, glass fiber-reinforced polymer (GFRP) and basalt fiber-reinforced polymer (BFRP) bars were used to reinforce the beams. The value of the reinforcement ratio varied. Crack width calculation methods, applied according to Construction rules and regulations 63.13330.2012 and 295.1325800.2017 (Russia) and ACI 440.1R-06 (USA) were analyzed. Results. The results of the theoretical and experimental studies of the crack resistance of flexural members having FRP reinforcement are obtained. Discrepancies between the calculation methods are identified. Conclusions. Сracking patterns, typical for members having FRP reinforcement, are specified. They contest the applicabi-lity of methods, prescribed in the Construction Rules and Regulations. The methods, prescribed by Construction Rules and Regulations 63.13330.2012 and 295.1325800.2017, differ in respect of crack width calculations, and it leads to diverging calculation results.
abstractGer	Introduction. Rebars, made of fiber-reinforced polymers (FRP), have a number of distinguishing characteristics and disadvantages along with well-known strengths, such as high tensile strength, low specific density, high corrosion resistance, and low thermal conductivity. One of its principal strengths is the modulus of elasticity which is relatively low compared to steel. As a result, elements, having FRP reinforcement, feature higher deformability. In this regard, the requirements of serviceabi-lity limit states, applicable to structures, may become the main obstacle to the use of FRP as the reinforcement for concrete members. It is assumed that cracking patterns of members, having FRP reinforcement, may differ from those of traditional reinforced concrete structures. Materials and methods. Experimental studies were carried with regard for and in compliance with the provisions of National State Standard 8829-94. Tested samples represented concrete beams that were 1,810 mm long and had a cross section of 120 × 220 mm. Their tensile side was reinforced with two bars. Steel, glass fiber-reinforced polymer (GFRP) and basalt fiber-reinforced polymer (BFRP) bars were used to reinforce the beams. The value of the reinforcement ratio varied. Crack width calculation methods, applied according to Construction rules and regulations 63.13330.2012 and 295.1325800.2017 (Russia) and ACI 440.1R-06 (USA) were analyzed. Results. The results of the theoretical and experimental studies of the crack resistance of flexural members having FRP reinforcement are obtained. Discrepancies between the calculation methods are identified. Conclusions. Сracking patterns, typical for members having FRP reinforcement, are specified. They contest the applicabi-lity of methods, prescribed in the Construction Rules and Regulations. The methods, prescribed by Construction Rules and Regulations 63.13330.2012 and 295.1325800.2017, differ in respect of crack width calculations, and it leads to diverging calculation results.
abstract_unstemmed	Introduction. Rebars, made of fiber-reinforced polymers (FRP), have a number of distinguishing characteristics and disadvantages along with well-known strengths, such as high tensile strength, low specific density, high corrosion resistance, and low thermal conductivity. One of its principal strengths is the modulus of elasticity which is relatively low compared to steel. As a result, elements, having FRP reinforcement, feature higher deformability. In this regard, the requirements of serviceabi-lity limit states, applicable to structures, may become the main obstacle to the use of FRP as the reinforcement for concrete members. It is assumed that cracking patterns of members, having FRP reinforcement, may differ from those of traditional reinforced concrete structures. Materials and methods. Experimental studies were carried with regard for and in compliance with the provisions of National State Standard 8829-94. Tested samples represented concrete beams that were 1,810 mm long and had a cross section of 120 × 220 mm. Their tensile side was reinforced with two bars. Steel, glass fiber-reinforced polymer (GFRP) and basalt fiber-reinforced polymer (BFRP) bars were used to reinforce the beams. The value of the reinforcement ratio varied. Crack width calculation methods, applied according to Construction rules and regulations 63.13330.2012 and 295.1325800.2017 (Russia) and ACI 440.1R-06 (USA) were analyzed. Results. The results of the theoretical and experimental studies of the crack resistance of flexural members having FRP reinforcement are obtained. Discrepancies between the calculation methods are identified. Conclusions. Сracking patterns, typical for members having FRP reinforcement, are specified. They contest the applicabi-lity of methods, prescribed in the Construction Rules and Regulations. The methods, prescribed by Construction Rules and Regulations 63.13330.2012 and 295.1325800.2017, differ in respect of crack width calculations, and it leads to diverging calculation results.
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title_short	The analysis of crack width in flexural concrete members reinforced with polymer composite bars
url	https://doi.org/10.22227/1997-0935.2020.12.1663-1672 https://doaj.org/article/32b6f7827f8e4cc39ee5a40e64f18966 https://doaj.org/toc/1997-0935
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