Synopsis: Results of an experimental campaign on FRP – concrete delamination are presented. Two specimens have been tested by using a particular experimental set-up where a CFRP plate has been bonded to concrete and its back side fixed to an external restraining system. The adopted set-up allows a stable delamination process and transition between two limit states (perfect bonding and fully delaminated plate) to be observed. Both strain gages along the FRP plate and LVDT transducers have been used. Starting from experimental data, shear stress – slips data have been computed. A non linear interface law has been calibrated and compared with analogous results obtained by a more conventional experimental set-up. A numerical bond – slip model has been used, adopting the above mentioned law for the FRP – concrete interface to simulate experimental tests. Numerical results are found to be in good agreement with experimental results.
{"title":"A New Set-Up for FRP-Concrete Stable Delamination Test","authors":"C. Mazzotti, M. Savoia, B. Ferracuti","doi":"10.14359/14831","DOIUrl":"https://doi.org/10.14359/14831","url":null,"abstract":"Synopsis: Results of an experimental campaign on FRP – concrete delamination are presented. Two specimens have been tested by using a particular experimental set-up where a CFRP plate has been bonded to concrete and its back side fixed to an external restraining system. The adopted set-up allows a stable delamination process and transition between two limit states (perfect bonding and fully delaminated plate) to be observed. Both strain gages along the FRP plate and LVDT transducers have been used. Starting from experimental data, shear stress – slips data have been computed. A non linear interface law has been calibrated and compared with analogous results obtained by a more conventional experimental set-up. A numerical bond – slip model has been used, adopting the above mentioned law for the FRP – concrete interface to simulate experimental tests. Numerical results are found to be in good agreement with experimental results.","PeriodicalId":151616,"journal":{"name":"SP-230: 7th International Symposium on Fiber-Reinforced (FRP) Polymer Reinforcement for Concrete Structures","volume":"22 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2005-10-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"130518249","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Synopsis: Increased use of fiber reinforced polymer (FRP) materials for strengthening of concrete structures has raised concerns regarding the behavior of such FRP systems in fire. Limited information is currently available on the fire endurance of FRPstrengthened concrete systems. This paper presents results from full-scale fire resistance experiments on two square reinforced concrete (RC) columns. A comparison is made between the fire performance of a conventional RC column and that of an FRPstrengthened and insulated RC column. Data obtained during the experiments show that the fire behavior of FRP-wrapped and insulated square concrete columns, protected using an appropriate fire protection system, is as good as that of unstrengthened RC columns. Factors that significantly influence the fire resistance of FRP-reinforced concrete columns are discussed. It is demonstrated that satisfactory fire resistance ratings for FRP-wrapped square concrete columns can be obtained through careful design and by incorporating appropriate fire protection measures into the overall structural system.
{"title":"Fire Endurance of Insulated FRP-Strengthened Square Concrete Columns","authors":"V. Kodur, L. Bisby, M. Green, E. Chowdhury","doi":"10.14359/14892","DOIUrl":"https://doi.org/10.14359/14892","url":null,"abstract":"Synopsis: Increased use of fiber reinforced polymer (FRP) materials for strengthening of concrete structures has raised concerns regarding the behavior of such FRP systems in fire. Limited information is currently available on the fire endurance of FRPstrengthened concrete systems. This paper presents results from full-scale fire resistance experiments on two square reinforced concrete (RC) columns. A comparison is made between the fire performance of a conventional RC column and that of an FRPstrengthened and insulated RC column. Data obtained during the experiments show that the fire behavior of FRP-wrapped and insulated square concrete columns, protected using an appropriate fire protection system, is as good as that of unstrengthened RC columns. Factors that significantly influence the fire resistance of FRP-reinforced concrete columns are discussed. It is demonstrated that satisfactory fire resistance ratings for FRP-wrapped square concrete columns can be obtained through careful design and by incorporating appropriate fire protection measures into the overall structural system.","PeriodicalId":151616,"journal":{"name":"SP-230: 7th International Symposium on Fiber-Reinforced (FRP) Polymer Reinforcement for Concrete Structures","volume":"60 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2005-10-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"114117234","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Synopsis: Compared to ordinary steel reinforcement, Fiber-Reinforced Polymer (FRP) reinforcing bars have a lower stiffness, display a brittle-elastic response, and possess particular bond characteristics. The dependence on these distinctive features makes deflection control in FRP-reinforced concrete beams and one-way slabs a more elaborate process compared to the traditional serviceability design of steel-reinforced members. This paper reports the rationale and fundamental concepts backing the indirect deflection control procedure for concrete beams and one-way slabs reinforced with FRP bars adopted by ACI 440.1R-06. The fundamental procedure can be applied regardless of the type of reinforcement; it is independent of the member’s stiffness through the cracked stage; and it is expressed as a function of the deflection-span ratio, which allows designers to fully control deflections depending on applicable serviceability limits. The paper also explains the simplifications made to the fundamental procedure that led to the development of the indirect deflection control procedure in tabular form found in ACI 440.1R-06, including the method by which tension stiffening effects are accounted for.
{"title":"Rationale for the ACI 440.1R-06 Indirect Deflection Control Design Provisions","authors":"C. E. Ospina, S. Gross","doi":"10.14359/14859","DOIUrl":"https://doi.org/10.14359/14859","url":null,"abstract":"Synopsis: Compared to ordinary steel reinforcement, Fiber-Reinforced Polymer (FRP) reinforcing bars have a lower stiffness, display a brittle-elastic response, and possess particular bond characteristics. The dependence on these distinctive features makes deflection control in FRP-reinforced concrete beams and one-way slabs a more elaborate process compared to the traditional serviceability design of steel-reinforced members. This paper reports the rationale and fundamental concepts backing the indirect deflection control procedure for concrete beams and one-way slabs reinforced with FRP bars adopted by ACI 440.1R-06. The fundamental procedure can be applied regardless of the type of reinforcement; it is independent of the member’s stiffness through the cracked stage; and it is expressed as a function of the deflection-span ratio, which allows designers to fully control deflections depending on applicable serviceability limits. The paper also explains the simplifications made to the fundamental procedure that led to the development of the indirect deflection control procedure in tabular form found in ACI 440.1R-06, including the method by which tension stiffening effects are accounted for.","PeriodicalId":151616,"journal":{"name":"SP-230: 7th International Symposium on Fiber-Reinforced (FRP) Polymer Reinforcement for Concrete Structures","volume":"35 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2005-10-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"123755617","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Synopsis: For under-reinforced concrete sections reinforced with FRP, failure of a member is initiated by rupture of the FRP bar and the typical ACI compression stressblock might not be applicable. This is because of the fact that the corresponding strain at the extreme fiber of the concrete will not reach the ultimate strain in concrete. Therefore, accurate computation of flexural capacity requires developing equivalent stress-block parameters that represent the stress distribution in the concrete at a particular strain level. While the ACI 440 permits the use of a simplified approach to calculate moment capacities that do not require equivalent stress-block calculations, the significance of this simplification needs to be examined. This paper suggests a family of curves based on the extreme fiber strain in concrete using three existing stress-strain models. The paper highlights the significance of these curves for different values of compressive strengths of concrete.
{"title":"Significance of Stress-Block Parameters on the Moment Capacity of Sections Under-Reinforced with FRP","authors":"G. Urgessa, S. Horton, M. Taha, A. Maji","doi":"10.14359/14908","DOIUrl":"https://doi.org/10.14359/14908","url":null,"abstract":"Synopsis: For under-reinforced concrete sections reinforced with FRP, failure of a member is initiated by rupture of the FRP bar and the typical ACI compression stressblock might not be applicable. This is because of the fact that the corresponding strain at the extreme fiber of the concrete will not reach the ultimate strain in concrete. Therefore, accurate computation of flexural capacity requires developing equivalent stress-block parameters that represent the stress distribution in the concrete at a particular strain level. While the ACI 440 permits the use of a simplified approach to calculate moment capacities that do not require equivalent stress-block calculations, the significance of this simplification needs to be examined. This paper suggests a family of curves based on the extreme fiber strain in concrete using three existing stress-strain models. The paper highlights the significance of these curves for different values of compressive strengths of concrete.","PeriodicalId":151616,"journal":{"name":"SP-230: 7th International Symposium on Fiber-Reinforced (FRP) Polymer Reinforcement for Concrete Structures","volume":"62 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2005-10-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"123855499","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Synopsis: This paper presents testing results of thirteen small-scale beams strengthened using carbon fiber-reinforced polymer composites tested under repeated loads to investigate their fatigue behavior. The beams were strengthened using different thicknesses and widths of composite laminates to identify parameters that would generate different failure modes. Two predominant fatigue failure modes were identified through these tests: fatigue fracture of the steel reinforcement with subsequent debonding of the composite laminate, or fatigue fracture of the concrete layer below the tension reinforcing steel (concrete peel off). Test results indicate that peak stress applied to the reinforcing steel in combination with composite laminate configuration are the main parameters that affect the controlling failure mode. Tests on large-scale components are required to verify the results presented in this paper.
{"title":"Fatigue Behavior of Reinforced Concrete Beams Strengthened with Different FRP Laminate Configurations","authors":"R. Gussenhoven, S. Breña","doi":"10.14359/14857","DOIUrl":"https://doi.org/10.14359/14857","url":null,"abstract":"Synopsis: This paper presents testing results of thirteen small-scale beams strengthened using carbon fiber-reinforced polymer composites tested under repeated loads to investigate their fatigue behavior. The beams were strengthened using different thicknesses and widths of composite laminates to identify parameters that would generate different failure modes. Two predominant fatigue failure modes were identified through these tests: fatigue fracture of the steel reinforcement with subsequent debonding of the composite laminate, or fatigue fracture of the concrete layer below the tension reinforcing steel (concrete peel off). Test results indicate that peak stress applied to the reinforcing steel in combination with composite laminate configuration are the main parameters that affect the controlling failure mode. Tests on large-scale components are required to verify the results presented in this paper.","PeriodicalId":151616,"journal":{"name":"SP-230: 7th International Symposium on Fiber-Reinforced (FRP) Polymer Reinforcement for Concrete Structures","volume":"18 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2005-10-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"124874593","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Synopsis: Externally bonded GFRP fabrics are being increasingly used for seismic retrofit and rehabilitation of concrete structures, due to their high strength to weight ratio and low cost in comparison to carbon and aramid fibers. However, glass fibers are vulnerable to attack caused by harsh environmental weathering conditions such as freezing-thawing, wetting-drying, and exposure to alkaline and acidic environments. Concerned with durability, this study is based on fracture mechanics to evaluate the interface durability of GFRP bonded to Normal Concrete (NC) and High-Performance Concrete (HPC). Three types of specimens are evaluated: (1) newly bonded unconditioned specimens, (2) environmentally conditioned specimens, and (3) correspondingly base-line companion specimens. Two types of environmental ageing protocols are defined: (1) freeze-thaw cycling under in calcium chloride, used to simulate the deleterious effect of the deicing salts; and (2) alternate wetting and drying in sodium-hydroxide, used to simulate the alkalinity due to the presence of concrete pore water. Durability of the interface is characterized based on the critical strain energy release rate, under Mode-I loading, and weight and strain measurements. Considerable degradation of the interface bond is observed with increasing environmental cycling period.
{"title":"A Fracture Mechanics Approach for Interface Durability of Bonded FRP to Concrete","authors":"J. Davalos, S. Kodkani, I. Ray, D. Boyajian","doi":"10.14359/14904","DOIUrl":"https://doi.org/10.14359/14904","url":null,"abstract":"Synopsis: Externally bonded GFRP fabrics are being increasingly used for seismic retrofit and rehabilitation of concrete structures, due to their high strength to weight ratio and low cost in comparison to carbon and aramid fibers. However, glass fibers are vulnerable to attack caused by harsh environmental weathering conditions such as freezing-thawing, wetting-drying, and exposure to alkaline and acidic environments. Concerned with durability, this study is based on fracture mechanics to evaluate the interface durability of GFRP bonded to Normal Concrete (NC) and High-Performance Concrete (HPC). Three types of specimens are evaluated: (1) newly bonded unconditioned specimens, (2) environmentally conditioned specimens, and (3) correspondingly base-line companion specimens. Two types of environmental ageing protocols are defined: (1) freeze-thaw cycling under in calcium chloride, used to simulate the deleterious effect of the deicing salts; and (2) alternate wetting and drying in sodium-hydroxide, used to simulate the alkalinity due to the presence of concrete pore water. Durability of the interface is characterized based on the critical strain energy release rate, under Mode-I loading, and weight and strain measurements. Considerable degradation of the interface bond is observed with increasing environmental cycling period.","PeriodicalId":151616,"journal":{"name":"SP-230: 7th International Symposium on Fiber-Reinforced (FRP) Polymer Reinforcement for Concrete Structures","volume":"4 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2005-10-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"115586862","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
A. Tateishi, A. Kobayashi, Y. Hamada, T. Takahashi, H. Yasumori
Synopsis: Tensioned carbon fiber reinforced polymer (CFRP) strip method or Outplatemethod was applied to the 28 years old reinforced concrete (RC) box girder bridge in order to rehabilitate and increase the load capacity of the bridge. The Chofu Bridge had been deteriorated by 28 years of heavy traffic and had many cracks on the underside of the main girders. Before and after the CFRP application, on-site load tests of the bridge were conducted using a 45 ton-weight vehicle. Results of the tensioned CFRP strip application to the bridge girders proved effective to reduce the stress in the reinforcing bars and to reduce crack widths.
{"title":"Application of Tensioned CFRP Strip Method to an Existing Bridge","authors":"A. Tateishi, A. Kobayashi, Y. Hamada, T. Takahashi, H. Yasumori","doi":"10.14359/14887","DOIUrl":"https://doi.org/10.14359/14887","url":null,"abstract":"Synopsis: Tensioned carbon fiber reinforced polymer (CFRP) strip method or Outplatemethod was applied to the 28 years old reinforced concrete (RC) box girder bridge in order to rehabilitate and increase the load capacity of the bridge. The Chofu Bridge had been deteriorated by 28 years of heavy traffic and had many cracks on the underside of the main girders. Before and after the CFRP application, on-site load tests of the bridge were conducted using a 45 ton-weight vehicle. Results of the tensioned CFRP strip application to the bridge girders proved effective to reduce the stress in the reinforcing bars and to reduce crack widths.","PeriodicalId":151616,"journal":{"name":"SP-230: 7th International Symposium on Fiber-Reinforced (FRP) Polymer Reinforcement for Concrete Structures","volume":"99 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2005-10-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"116505758","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Synopsis: Cyclic in-plane shear tests were conducted on six full-scale walls built from reinforced concrete masonry units and strengthened by unidirectional composite laminates. Carbon/epoxy, E-glass/epoxy and pre-cured carbon/epoxy strips were placed on one or both sides of the walls. Each wall sample was loaded with a constant axial load simulating the gravity load, and incremental cyclic lateral shear loads were applied in accordance with the Acceptance Criteria (AC-125) of the International Code Council Evaluation Services (ICC-ES 2003). Displacements, strains and loads were continuously monitored and recorded during all tests. Evaluations of the observed strength and ductility enhancements of the strengthened wall samples are made and limitations of such retrofit methods are highlighted for design purposes. Results obtained from current tests indicated that the limit-state parameter influencing strength gain of the FRP retrofitted walls was the weak compressive strength of the masonry units, especially at the wall toe where high compression stresses exist. Despite such a premature failure caused by localized compression damage of the masonry at the wall toe, notable improvement in their behavior was achieved by applying the FRP laminates to either one or two sides of the walls. However, it should be cautioned that available theoretical models may significantly overestimate the shear enhancement in the FRP strengthened walls, if other limiting failure modes are not considered.
{"title":"Cyclic In-Plane Shear of Concrete Masonry Walls Strengthened by FRP Laminates","authors":"Medhat A. Haroun, A. Mosallam, K. Allam","doi":"10.14359/14840","DOIUrl":"https://doi.org/10.14359/14840","url":null,"abstract":"Synopsis: Cyclic in-plane shear tests were conducted on six full-scale walls built from reinforced concrete masonry units and strengthened by unidirectional composite laminates. Carbon/epoxy, E-glass/epoxy and pre-cured carbon/epoxy strips were placed on one or both sides of the walls. Each wall sample was loaded with a constant axial load simulating the gravity load, and incremental cyclic lateral shear loads were applied in accordance with the Acceptance Criteria (AC-125) of the International Code Council Evaluation Services (ICC-ES 2003). Displacements, strains and loads were continuously monitored and recorded during all tests. Evaluations of the observed strength and ductility enhancements of the strengthened wall samples are made and limitations of such retrofit methods are highlighted for design purposes. Results obtained from current tests indicated that the limit-state parameter influencing strength gain of the FRP retrofitted walls was the weak compressive strength of the masonry units, especially at the wall toe where high compression stresses exist. Despite such a premature failure caused by localized compression damage of the masonry at the wall toe, notable improvement in their behavior was achieved by applying the FRP laminates to either one or two sides of the walls. However, it should be cautioned that available theoretical models may significantly overestimate the shear enhancement in the FRP strengthened walls, if other limiting failure modes are not considered.","PeriodicalId":151616,"journal":{"name":"SP-230: 7th International Symposium on Fiber-Reinforced (FRP) Polymer Reinforcement for Concrete Structures","volume":"200 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2005-10-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"125931295","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Synopsis: When strengthening concrete structures using externally bonded composite material plates, the bond between the concrete and plate typically fails well before the plate’s tensile capacity is achieved. To enhance the bond performance, using composite fabric between the plate and the concrete was explored. Six tension development specimens were tested to determine the maximum tensile load that could be applied to a CFRP plate before it debonded. Three specimens had a Sika CarboDur strip bonded directly to the concrete, while three others had the CarboDur strip bonded to two plies of Sikawrap Hex 230C fabric material. The fabric was used to distribute the load over a larger bond area. The specimens without fabric failed at an average load of 60.5 kN while the specimens with the CFRP fabric failed at an average load of 92.6 kN. These failure loads represent 18 % and 27.5% of the plate capacity respectively.
{"title":"Enhanced End Anchorage of Bonded FRP Repairs","authors":"M. Chajes, W. Finch, H. Shenton","doi":"10.14359/14846","DOIUrl":"https://doi.org/10.14359/14846","url":null,"abstract":"Synopsis: When strengthening concrete structures using externally bonded composite material plates, the bond between the concrete and plate typically fails well before the plate’s tensile capacity is achieved. To enhance the bond performance, using composite fabric between the plate and the concrete was explored. Six tension development specimens were tested to determine the maximum tensile load that could be applied to a CFRP plate before it debonded. Three specimens had a Sika CarboDur strip bonded directly to the concrete, while three others had the CarboDur strip bonded to two plies of Sikawrap Hex 230C fabric material. The fabric was used to distribute the load over a larger bond area. The specimens without fabric failed at an average load of 60.5 kN while the specimens with the CFRP fabric failed at an average load of 92.6 kN. These failure loads represent 18 % and 27.5% of the plate capacity respectively.","PeriodicalId":151616,"journal":{"name":"SP-230: 7th International Symposium on Fiber-Reinforced (FRP) Polymer Reinforcement for Concrete Structures","volume":"1 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2005-10-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"130003622","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
{"title":"Performance of Corrosion-Damaged RC Columns Repaired by CFRP Sheets","authors":"S. Bae, A. Belarbi, J. Myers","doi":"10.14359/14903","DOIUrl":"https://doi.org/10.14359/14903","url":null,"abstract":"","PeriodicalId":151616,"journal":{"name":"SP-230: 7th International Symposium on Fiber-Reinforced (FRP) Polymer Reinforcement for Concrete Structures","volume":"26 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2005-10-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"122137624","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
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