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Current performance verification criteria listed in NZS 3101:2006 were found to be outdated and, following a review of various international protocols for testing mechanical connection systems, it was concluded that DIS 15835 protocols should instead be considered for adoption. Two external beam–column joint subassemblies having spiral thread mechanical reinforcement couplers installed at the column–joint interface were subjected to simulated seismic cyclic loading. It was found that bar curvature and the development of a non-uniform stress distribution around the perimeter of the reinforcement–coupler connection led to coupler slippage. However, the measured pinched hysteretic response owing to coupler slippage closely matched the response of companion tests where strength degradation was instead a result of excessive beam shear deformations. It was concluded that uniaxial tensile tests are unable accurately to demonstrate probable coupler performance in plastic hinge zones and that such tests should therefore not be used to predict likely ductile response in potential plastic hinge zones of reinforced concrete members. \u003C\u002Fjats:p>",{"EN":161},"Seismic performance of mechanically coupled reinforcing bars",{"VOID":163},"10.1680\u002Fmacr.2008.00098","PUBLICATION","VERIFIED","Auto Verify",[168],"EN","https:\u002F\u002Fwww.icevirtuallibrary.com\u002Fdoi\u002F10.1680\u002Fmacr.2008.00098",[171,190],{"id":172,"sortIndex":108,"researcher":24,"roles":173,"affiliations":174,"properties":185},"ddc5317f-f2b1-4794-8018-c6316c318edc",[],[175],{"id":176,"sortIndex":25,"affiliation":177,"properties":24},"7b593a9e-cc65-4f02-b1fc-cdb46cbae538",{"id":178,"createTime":179,"updateTime":179,"relativeEntities":180,"slug":181,"properties":182,"entityType":61,"verifyStatus":23,"verifyTime":24,"verifyNote":24,"syncStatus":23,"languages":24,"translateLanguages":24,"viewCount":25},"f7a5f5cb-9f05-4cbf-8303-fe399cafd69c","2024-11-30T23:47:25.782+00:00",[],"The-University-of-Auckland-Mott-MacDonald",{"title":183},{"EN":184},"The University of Auckland; Mott MacDonald",{"openalex":186,"title":188},{"VOID":187},"A5108211766",{"EN":189},"A.S.H. 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Assessing the Seismic Performance of Reinforcement Coupler Systems. MEng dissertation, 2003, Department of Civil and Environmental Engineering, University of Auckland.",{},{"id":24,"text":307,"url":24,"identifiers":308},"Standards Australia\u002FStandards New Zealand, Steel Reinforcing Materials",{},{"id":24,"text":310,"url":24,"identifiers":311},"Barton M. Seismic Behaviour of External Reinforced Concrete Beam–Column Joints using Grade 500E Steel. MEng dissertation, 2003, Department of Civil and Environmental Engineering, University of Auckland.",{},{"id":24,"text":313,"url":24,"identifiers":314},"Megget L. M., 2005, NZSEE Bulletin, 38, 73",{},{"id":24,"text":316,"url":24,"identifiers":317},"10.1061\u002F(ASCE)0733-9445(1989)115:12(3171)",{"doi":316},{"id":24,"text":319,"url":24,"identifiers":320},"Standards New Zealand, 2004, Structural design actions, Part 5: Earthquake Actions",{},{"id":24,"text":322,"url":24,"identifiers":323},"American Concrete Institute, Acceptance Criteria for Moment Frames Based on Structural Testing (T1·1-01) and Commentary (T1·1R-01)",{},false,{"id":326,"createTime":327,"updateTime":327,"relativeEntities":328,"slug":329,"properties":330,"entityType":164,"verifyStatus":165,"verifyTime":327,"verifyNote":166,"syncStatus":23,"languages":342,"translateLanguages":24,"viewCount":25,"primaryUrl":343,"fullTextUrl":24,"authors":344,"publicationType":207,"publisherRelationship":423,"citationCount":114,"citationInfo":461,"publishDate":463,"publishYear":464,"citationAnalyzeStatus":23,"lastCitationAnalyze":24,"indexDatabases":24,"openAccess":24,"references":465,"isForceReanalyzing":324},"2c0d8870-0cc5-401a-a79a-71a404e0b3e5","2024-09-18T23:31:57.943+00:00",[],"Water-sorptivity-and-pore-structure-of-wood-cementitious-composites",{"mag":331,"keywords":333,"openalex":334,"abstract":336,"title":338,"doi":340},{"VOID":332},"2133877517",{},{"VOID":335},"W2133877517",{"EN":337},"\u003Cjats:p> This article was carried out to evaluate the effects of non-sorptive macroporous inclusions, i.e. wood aggregates on the water sorptivity of lightweight concrete prepared from clay, cement and wood aggregates. A series of seven mixtures of wood composites with various mass fractions of wood aggregates (ranging from 10% to 40% by weight of dry clay + wood aggregates) added to a clay–cement mixture were used in this investigation. The mercury intrusion porosimetry (MIP) has been used to reflect the effect of wood aggregates on the pore size distribution. The water sorptivity of various mixtures was measured. It is shown that the addition of macroporous wood aggregates considerably reduces the capillary absorption inside the material and the cumulative water absorption (per unit area of the inflow surface) increases as the square root of the elapsed time. Tests results also show that the normalised sorptivity decreases with an increase in macroporous wood aggregates. 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As a result, these studies require significant experimentation times because on the one hand the kinetics ofchemical degradation are very slow, and on the other hand the sample size has to be adapted to the aggregate size. One of the possibilities for solving these problems consists of developing accelerated tests allowing one to reproduce the real degradation undergone by the concrete during its history. This paper deals with the use of strongly concentrated ammonium nitrate solutions as an accelerated method for the degradation of cement-based materials by deionized water. The direct application of this work is to the durability ofconcrete containers used to store radioactive wastes. \u003C\u002Fjats:p>",{"EN":805},"Use of ammonium nitrate solution to simulate and accelerate the leaching of cement pastes due to deionized 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In the study reported here, waste steel wires from steel reinforcement and used formworks were blended with structural lightweight concrete, with the aim of replacing commercial steel fibres of controlled quality with recycled fibres. Compression, tensile, flexural and impact tests were performed to assess the mechanical properties of 28 d old concrete specimens reinforced with mixed waste steel wires, mixed steel fibres as well as plain concrete. The percentages of fibres examined in the fibre reinforced concrete (FRC) specimens were 0·25%, 0·50% and 0·75% (volume fraction of the concrete). With varying fibre contents, similar trends were observed in all the types of FRCs studied. 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