Rafael Gonzalez , Alan Alonso , Mahmoud Elsayed , Carlos Cruz-Noguez , Douglas Tomlinson
{"title":"采用不同配筋结构的细长砌体墙体试验研究","authors":"Rafael Gonzalez , Alan Alonso , Mahmoud Elsayed , Carlos Cruz-Noguez , Douglas Tomlinson","doi":"10.1016/j.engstruct.2025.120917","DOIUrl":null,"url":null,"abstract":"<div><div>As modern construction demands drive the use of taller and thinner masonry walls, challenges of second-order (P-delta) effects and design inefficiencies become increasingly significant. This study evaluates an alternative vertical reinforcement configuration for partially grouted slender masonry walls, addressing the ineffective placement of reinforcing bars associated with current practice. The proposed arrangement includes larger reinforcement area and relocates vertical reinforcement to the edges of grouted cells (touching the inner face of blocks), increasing the wall’s stiffness. A full-scale 8.75 m tall (<span><math><mrow><mi>kh</mi><mo>/</mo><mi>t</mi><mo>=</mo><mn>46</mn></mrow></math></span>) masonry wall with the proposed reinforcement arrangement (<span><math><mrow><msub><mrow><mi>A</mi></mrow><mrow><mi>s</mi></mrow></msub><mo>=</mo><mn>1600</mn></mrow></math></span> mm<sup>2</sup>, bars at the edges of cells) was tested in a specialized setup. Regular length lap splices (700 mm) were used in the wall’s construction. The wall was subject to combined vertical and out-of-plane loads under varying boundary conditions. Results showed up to a threefold increase in out-of-plane load capacity compared to typically reinforced walls (<span><math><mrow><msub><mrow><mi>A</mi></mrow><mrow><mi>s</mi></mrow></msub><mo>=</mo><mn>400</mn></mrow></math></span> mm<sup>2</sup>, bars at the centre) with large reductions in lateral deflections. Failure was attributed to bond-related mechanisms at the vertical lap splice, highlighting the need for longer splice lengths than those provided in the specimen when bars have little cover. However, bars almost yielded at failure (reaching up to 97 % of their yield strain), showing partial development and suggesting that the splice length required by the Canadian masonry design standard (⁓2640 mm for S304–14 or ⁓530 mm for the recent S304:24) may not be adequate for this configuration. The proposed reinforcement arrangement offers a practical means to enhance the stiffness and strength of slender masonry walls, provided revised splice lengths are used.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"342 ","pages":"Article 120917"},"PeriodicalIF":6.4000,"publicationDate":"2025-07-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":"0","resultStr":"{\"title\":\"Experimental test on a slender masonry wall with an alternative reinforcement configuration\",\"authors\":\"Rafael Gonzalez , Alan Alonso , Mahmoud Elsayed , Carlos Cruz-Noguez , Douglas Tomlinson\",\"doi\":\"10.1016/j.engstruct.2025.120917\",\"DOIUrl\":null,\"url\":null,\"abstract\":\"<div><div>As modern construction demands drive the use of taller and thinner masonry walls, challenges of second-order (P-delta) effects and design inefficiencies become increasingly significant. This study evaluates an alternative vertical reinforcement configuration for partially grouted slender masonry walls, addressing the ineffective placement of reinforcing bars associated with current practice. The proposed arrangement includes larger reinforcement area and relocates vertical reinforcement to the edges of grouted cells (touching the inner face of blocks), increasing the wall’s stiffness. A full-scale 8.75 m tall (<span><math><mrow><mi>kh</mi><mo>/</mo><mi>t</mi><mo>=</mo><mn>46</mn></mrow></math></span>) masonry wall with the proposed reinforcement arrangement (<span><math><mrow><msub><mrow><mi>A</mi></mrow><mrow><mi>s</mi></mrow></msub><mo>=</mo><mn>1600</mn></mrow></math></span> mm<sup>2</sup>, bars at the edges of cells) was tested in a specialized setup. Regular length lap splices (700 mm) were used in the wall’s construction. The wall was subject to combined vertical and out-of-plane loads under varying boundary conditions. Results showed up to a threefold increase in out-of-plane load capacity compared to typically reinforced walls (<span><math><mrow><msub><mrow><mi>A</mi></mrow><mrow><mi>s</mi></mrow></msub><mo>=</mo><mn>400</mn></mrow></math></span> mm<sup>2</sup>, bars at the centre) with large reductions in lateral deflections. Failure was attributed to bond-related mechanisms at the vertical lap splice, highlighting the need for longer splice lengths than those provided in the specimen when bars have little cover. However, bars almost yielded at failure (reaching up to 97 % of their yield strain), showing partial development and suggesting that the splice length required by the Canadian masonry design standard (⁓2640 mm for S304–14 or ⁓530 mm for the recent S304:24) may not be adequate for this configuration. The proposed reinforcement arrangement offers a practical means to enhance the stiffness and strength of slender masonry walls, provided revised splice lengths are used.</div></div>\",\"PeriodicalId\":11763,\"journal\":{\"name\":\"Engineering Structures\",\"volume\":\"342 \",\"pages\":\"Article 120917\"},\"PeriodicalIF\":6.4000,\"publicationDate\":\"2025-07-17\",\"publicationTypes\":\"Journal Article\",\"fieldsOfStudy\":null,\"isOpenAccess\":false,\"openAccessPdf\":\"\",\"citationCount\":\"0\",\"resultStr\":null,\"platform\":\"Semanticscholar\",\"paperid\":null,\"PeriodicalName\":\"Engineering Structures\",\"FirstCategoryId\":\"5\",\"ListUrlMain\":\"https://www.sciencedirect.com/science/article/pii/S0141029625013082\",\"RegionNum\":1,\"RegionCategory\":\"工程技术\",\"ArticlePicture\":[],\"TitleCN\":null,\"AbstractTextCN\":null,\"PMCID\":null,\"EPubDate\":\"\",\"PubModel\":\"\",\"JCR\":\"Q1\",\"JCRName\":\"ENGINEERING, CIVIL\",\"Score\":null,\"Total\":0}","platform":"Semanticscholar","paperid":null,"PeriodicalName":"Engineering Structures","FirstCategoryId":"5","ListUrlMain":"https://www.sciencedirect.com/science/article/pii/S0141029625013082","RegionNum":1,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":null,"EPubDate":"","PubModel":"","JCR":"Q1","JCRName":"ENGINEERING, CIVIL","Score":null,"Total":0}
Experimental test on a slender masonry wall with an alternative reinforcement configuration
As modern construction demands drive the use of taller and thinner masonry walls, challenges of second-order (P-delta) effects and design inefficiencies become increasingly significant. This study evaluates an alternative vertical reinforcement configuration for partially grouted slender masonry walls, addressing the ineffective placement of reinforcing bars associated with current practice. The proposed arrangement includes larger reinforcement area and relocates vertical reinforcement to the edges of grouted cells (touching the inner face of blocks), increasing the wall’s stiffness. A full-scale 8.75 m tall () masonry wall with the proposed reinforcement arrangement ( mm2, bars at the edges of cells) was tested in a specialized setup. Regular length lap splices (700 mm) were used in the wall’s construction. The wall was subject to combined vertical and out-of-plane loads under varying boundary conditions. Results showed up to a threefold increase in out-of-plane load capacity compared to typically reinforced walls ( mm2, bars at the centre) with large reductions in lateral deflections. Failure was attributed to bond-related mechanisms at the vertical lap splice, highlighting the need for longer splice lengths than those provided in the specimen when bars have little cover. However, bars almost yielded at failure (reaching up to 97 % of their yield strain), showing partial development and suggesting that the splice length required by the Canadian masonry design standard (⁓2640 mm for S304–14 or ⁓530 mm for the recent S304:24) may not be adequate for this configuration. The proposed reinforcement arrangement offers a practical means to enhance the stiffness and strength of slender masonry walls, provided revised splice lengths are used.
期刊介绍:
Engineering Structures provides a forum for a broad blend of scientific and technical papers to reflect the evolving needs of the structural engineering and structural mechanics communities. Particularly welcome are contributions dealing with applications of structural engineering and mechanics principles in all areas of technology. The journal aspires to a broad and integrated coverage of the effects of dynamic loadings and of the modelling techniques whereby the structural response to these loadings may be computed.
The scope of Engineering Structures encompasses, but is not restricted to, the following areas: infrastructure engineering; earthquake engineering; structure-fluid-soil interaction; wind engineering; fire engineering; blast engineering; structural reliability/stability; life assessment/integrity; structural health monitoring; multi-hazard engineering; structural dynamics; optimization; expert systems; experimental modelling; performance-based design; multiscale analysis; value engineering.
Topics of interest include: tall buildings; innovative structures; environmentally responsive structures; bridges; stadiums; commercial and public buildings; transmission towers; television and telecommunication masts; foldable structures; cooling towers; plates and shells; suspension structures; protective structures; smart structures; nuclear reactors; dams; pressure vessels; pipelines; tunnels.
Engineering Structures also publishes review articles, short communications and discussions, book reviews, and a diary on international events related to any aspect of structural engineering.