| People | Locations | Statistics |
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| Naji, M. |
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| Motta, Antonella |
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| Aletan, Dirar |
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| Mohamed, Tarek |
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| Ertürk, Emre |
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| Taccardi, Nicola |
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| Kononenko, Denys |
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| Petrov, R. H. | Madrid |
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| Alshaaer, Mazen | Brussels |
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| Bih, L. |
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| Casati, R. |
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| Muller, Hermance |
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| Kočí, Jan | Prague |
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| Šuljagić, Marija |
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| Kalteremidou, Kalliopi-Artemi | Brussels |
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| Azam, Siraj |
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| Ospanova, Alyiya |
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| Blanpain, Bart |
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| Ali, M. A. |
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| Popa, V. |
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| Rančić, M. |
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| Ollier, Nadège |
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| Azevedo, Nuno Monteiro |
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| Landes, Michael |
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| Rignanese, Gian-Marco |
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Papatzani, Styliani
in Cooperation with on an Cooperation-Score of 37%
Topics
Publications (21/21 displayed)
- 2023Nanomontmorillonite Reinforced Fibre Cements and Nanomontmorillonite-Nanosilica Reinforced Mortarscitations
- 2021Effect of stacking sequence on the performance of hybrid natural/synthetic fiber reinforced polymer composite laminates
- 2020A step by step methodology for building sustainable cementitious matricescitations
- 2019Optimization of low carbon footprint quaternary and quinary (37% fly ash) cementitious nanocomposites with polycarboxylate or aqueous nanosilica particlescitations
- 2019Permeable nanomontmorillonite and fibre reinforced cementitious binderscitations
- 2019ICE Themes Low Carbon Concrete
- 2019From Nanostructural Characterization of Nanoparticles to Performance Assessment of Low Clinker Fibre-Cement Nanohybridscitations
- 2018Pore-structure and microstructural investigation of organomodified/Inorganic nano-montmorillonite cementitious nanocompositescitations
- 2018Pore-structure and microstructural investigation of organomodified/Inorganic nano- montmorillonite cementitious nanocompositescitations
- 2018Lowering cement clinker:citations
- 2018Lowering cement clinker::A thorough, performance based study on the use of nanoparticles of SiO2 or montmorillonite in Portland limestone nanocompositescitations
- 2018Polycarboxylate / nanosilica modified quaternary cement formulations - enhancements and limitationscitations
- 2017Construction, demolition and excavation waste management in EU/Greece and its potential use in concrete
- 2017Inorganic and organomodified nano-montmorillonite dispersions for use as supplementary cementitious materialscitations
- 2016Effect of nanosilica and montmorillonite nanoclay particles on cement hydration and microstructurecitations
- 2015Dispersed Inorganic or Organomodified Montmorillonite Clay Nanoparticles for Blended Portland Cement Pastescitations
- 2015Effects of nanosilica on the calcium silicate hydrates in Portland cement–fly ash systemscitations
- 2015RC structural walls under cyclic loading - Experimental verification of code overestimation of transverse reinforcement reduction potentials
- 2015A comprehensive review of the models on the nanostructure of calcium silicate hydratescitations
- 2014The effect of the addition of nanoparticles of silica on the strength and microstructure of blended Portland cement pastes
- 2014Прочность и микроструктура цементного камня c добавками коллоидного SiO2
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document
RC structural walls under cyclic loading - Experimental verification of code overestimation of transverse reinforcement reduction potentials
Abstract
In the present study a shear wall of 1.7 m length, 1.7 m height and 0.15 m<br/>width was designed, in compliance with the Greek Code for Reinforced Concrete (GCRC) and the Compressive Force Path method (CFP). The 1.7 m long wall, designed according to the current GCRC was constructed and tested under cyclic loading, applied in two phases. Under the first one, the specimen reached a displacement of 38.5 mm and a load of 710 kN and under the second one, the maximum displacement was 72 mm and the load 675 kN. It was concluded that the load carrying capacity of the wall was 25% greater than the design value estimated by the GCRC. The experimental value of uncracked stiffness was ¼ of the value delivered according to the GCRC. The ductility of the specimen was 3.3 in the first phase of the testing procedure (uncracked state) while in the second (first crack had occurred) was 6.2. The widest and longest crack was formed at the base of the wall, where predicted. Moreover, the steel structure used for the experiment remained flexible, notwithstanding alterations made. The comparison of the wall reinforcement designed according to the GCRC and the CFP showed that the latter method demands less amount of transverse reinforcement to achieve the same objectives as the former.