@booklet {13390, title = {2nd International Conference on Building Materials and Materials Engineering - ICBMM 2018}, volume = {278}, year = {2019}, note = {

n/a

}, month = {September 26-28,}, pages = {168}, publisher = {MATEC Web of Conferences}, address = {Lisbon, Portugal}, abstract = {

n/a

}, url = {https://www.matec-conferences.org/articles/matecconf/abs/2019/27/contents/contents.html}, author = {Chastre, Carlos and Mendon{\c c}a, Paulo} } @conference {13378, title = {Assessment of the influence of gravity load in RC beams{\textquoteright} critical zones subjected to cyclic loading}, booktitle = {Proceedings of the fib Symposium 2019: Concrete - Innovations in Materials, Design and Structures}, year = {2019}, note = {

References:
1. (1994) Behaviour and Analysis of Reinforced Concrete Structures under Alternate Actions Inducing Inelastic Response, CEB Bulletin D{\textquoteright}Information N{\textordmasculine}. 220 Frame Members;
2. Chopra, A.K., (2001) Dynamics of Structures: Theory and Applications to Earthquake Engineering, , Englewood Cliffs, NJ, Prentice-Hall; 3. Dhakal, R.P., Fenwick, R.C., Detailing of Plastic Hinges in Seismic Design of Concrete structures (2008) ACI Structural Journal, 105-106, pp. 740-749;
4. (2004) Eurocode 8 - Design of Structures for Earthquake Resistance. Part 1: General Rules, Seismic Actions and Rules for Buildings EN 1998-1;
5. (2003) Seismic Assessment and Retrofit of Reinforced Concrete Buildings (State-of-Art Report Prepared by Former TG7.1); fib Bulletin N{\textordmasculine}. 24 F{\'e}d{\'e}ration Internationale du B{\'e}ton (fib), Lausanne, Switzerland;
6. Gi{\~a}o, A.R., L{\'u}cio, V., Chastre, C., Assessing the Behaviour of RC Beams subject to significant gravity loads under cyclic loads (2014) Engineering Structures, 59, pp. 512-521;
7. Mazzoni, S., Mckenna, F., Scott, M.H., Fenves, G.L., (2006) Opensees: Open System for Earthquake Engineering Simulation, , http://opensees.berkeley.edu,;
8. (2004) New Zealand Standard: Structural Design Actions. Part 5: Earthquake Actions, , NZS 1170.5 New Zealand

}, month = {May, 27-29, 2019}, pages = {497-504}, type = {Conference Paper}, address = {Krak{\'o}w, Poland}, abstract = {

The aim of the present paper is to evaluate the gravity loads effect in the behaviour of reinforced concrete beams critical zones subjected to cyclic loads. A numerical study to assess the influence of gravity load on RC beam critical zones subjected to cyclic loading is presented, assuming the level of gravity load as a variable parameter. For this purpose, the non-linear model was previously validated with an experimental campaign carried out on RC beam connection subject to cyclic loading with and without gravity loads. The consideration of the gravity load effects led to an accumulation of negative (hogging) deformation and the formation of an unidirectional plastic hinge. In order to validate this behaviour in an overall structural response, a non-linear numerical analysis of a RC frame system under cyclic loads, subject to different levels of gravity load, is also presented. The numerical results are analysed in terms of global hysterical response, accumulated energy dissipation and equivalent viscous damping ratio. In this numerical study was observed that the hysteretic response depends on the load path. In the presence of higher gravity loads levels, the structure hysteretic behaviour exhibits higher damage levels and the failure mechanism is prone to the formation of four plastic hinges. This phenomenon is analysed and discuss in the present paper. {\textcopyright} Federation Internationale du Beton (fib) - International Federation for Structural Concrete, 2019.

}, keywords = {Beam critical zones, Concrete beams and girders, Critical zones, Cyclic loads, Cyclic response, Energy dissipation, Equivalent viscous damping ratios, Experimental campaign, Failure (mechanical), Gravity load effects, Gravity loads, Hysteresis, Hysteretic behaviour, Hysteretic response, Loading, Nonlinear analysis, Reinforced concrete, Reinforced concrete beams, Structural design}, url = {https://www.scopus.com/inward/record.uri?eid=2-s2.0-85066075096\&partnerID=40\&md5=c5ee4a4c4db9909abf9ba0335288552c}, author = {Gi{\~a}o, Rita and L{\'u}cio,Valter and Chastre, Carlos} } @conference {13377, title = {Reliability of the bond strength of recycled coarse aggregate concrete}, booktitle = {Proceedings of the fib Symposium 2019: Concrete - Innovations in Materials, Design and Structures}, year = {2019}, note = {

REFERENCES
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Arezoumandi, M., Steele, A. R., \& Volz, J. S. (2018). Evaluation of the bond strengths between concrete and reinforcement as a function of recycled concrete aggregate replacement level. Structures, 16, 73-81. doi: 10.1016/j.istruc.2018.08.012

Bartlett, F. M., \& MacGregor, J. G. (1996). Statistical Analysis of the Compressive Strength of Concrete in Structures. ACI MATER J, 93(2), 158-168. doi: 10.14359/1353

Butler, L. J., West, J. S., \& Tighe, S. (2015). Bond of reinforcement in concrete incorporating recycled concrete aggregates. J STRUCT ENG, 141(3), B4014001. doi: 10.1061/(ASCE)ST.1943-541X.0000928

Cairns, J., \& Plizzari, G. (2003). Towards a harmonised European bond test. MATER STRUCT 36(8), 498. doi: 10.1007/bf02480826

Chiriatti, L., Hafid, H., Mercado-Mendoza, H. R., Apedo, K. L., Fond, C., \& Feugeas, F. (2018). Influence of recycled concrete aggregate content on the rebar/concrete bond properties through pull-out tests and acoustic emission measurements. International Journal of Civil, Environmental, Structural, Construction and Architectural Engineering, 135, 276-283.

D{\textquoteright}Alessandro, A., Breccolotti, M., \& Materazzi, A. L. (2012). Theoretical and experimental investigation on bond between steel rebars and recycled aggregate concrete. Presented at the Bond In Concrete 2012,

Brescia, Italy.Eracons, R. C. (2016). Strurel software for reliability analysis -Comrel, Sysrel, Costrel: Users Manual Etxeberria, M., Vazquez, E., Mari, A., \& Barra, M. (2007). Influence of amount of recycled coarse aggregates and production process on properties of recycled aggregate concrete. CEMENT CONCRETE RES 37(5), 735-742. doi: 10.1016/j.cemconres.2007.02.002

Fathifazl, G., Razaqpur, A. G., Isgor, O. B., Abbas, A., Fournier, B., \& Foo, S. (2012). Bond performance of deformed steel bars in concrete produced with coarse recycled concrete aggregate. CAN J CIVIL ENG 39(2), 128-139. doi: 10.1139/l11-120

FIB. (2013). Bulletin n. 70: Code-type models for concrete behaviour (196 pages). Lausanne, Switzerland. FIB. (2014). Bulletin n. 72: Bond and anchorage of embedded reinforcement: Background to the fib Model Code for Concrete Structures 2010 (177 pages). Lausanne, Switzerland.

Gaurav, G., \& Singh, B. (2018). Experimental investigation of bond behavior with tension lap splice for deformed steel bars in recycled aggregate concrete. Journal of Sustainable Cement-Based Materials, 7(2), 99-121. doi: 10.1080/21650373.2017.1344589

Guerra, M., Ceia, F., de Brito, J., \& Julio, E. (2014). Anchorage of steel rebars to recycled aggregates concrete. CONSTR BUILD MATER, 72, 113-123. doi: 10.1016/j.conbuildmat.2014.08.081

Hamad, B. S., Dawi, A. H., Daou, A., \& Chehab, G. R. (2018). Studies of the effect of recycled aggregates on flexural, shear, and bond splitting beam structural behavior. Case Studies in Construction Materials, 9, e00186. doi: 10.1016/j.cscm.2018.e00186

Henry, M., Hagiwara, K., Nishimura, T., \& Kato, Y. (2011). Effect of recycled aggregate quality on variation and estimation of concrete strength. Proceedings of the Japan Concrete Institute, 33(1), 1535-1540.JCSS. (2001). Probabilistic Model Code Part 3: Material properties (41 pages).

Kim, S.-W., Park, W.-S., Jang, Y.-I., Jang, S.-J., \& Yun, H.-D. (2017). Bonding behavior of deformed steel rebars in sustainable concrete containing both fine and coarse recycled aggregates. Materials, 10(9), 1082.

Kim, S.-W., \& Yun, H.-D. (2013). Influence of recycled coarse aggregates on the bond behavior of deformed bars in concrete. ENG STRUCT 48, 133-143. doi: 10.1016/j.engstruct.2012.10.009

Kim, S.-W., \& Yun, H.-D. (2014). Evaluation of the bond behavior of steel reinforcing bars in recycled fine aggregate concrete. CEMENT CONCRETE COMP 46, 8-18. doi: 10.1016/j.cemconcomp.2013.10.013

Kim, S.-W., Yun, H.-D., Park, W.-S., \& Jang, Y.-I. (2015). Bond strength prediction for deformed steel rebar embedded in recycled coarse aggregate concrete. MATER DESIGN, 83, 257-269. doi: 10.1016/j.matdes.2015.06.008

Kim, S. H., \& Hong, S. U. (2014). Bond characteristics of high strength concrete with recycled aggregate and FRP bar. Asian Journal of Chemistry 26(17), 5847-5851.

Pacheco, J., de Brito, J., Chastre, C., \& Evangelista, L. (2019a) Experimental investigation on the variability of the main mechanical properties of recycled aggregate concrete. CONSTR BUILD MATER, 201, 110-120. doi: 10.1016/j.conbuildmat.2018.12.200

Pacheco, J., de Brito, J., Chastre, C., \& Evangelista, L. (2019b) Uncertainty models of reinforced concrete beams in bending: code comparison and recycled aggregate incorporation. J STRUCT ENG, 145(4), 04019013. doi:10.1061/(ASCE)ST.1943541X.0002296.

Pacheco, J., de Brito, J., Chastre, C., \& Evangelista, L (2019c). Probabilistic conversion of the compressive strength of cubes to cylinders of natural and recycled aggregate concrete specimens, MATERIALS, 12(2), 280. doi: 10.3390/ma12020280.

Prince, M. J., \& Singh, B. (2014a). Bond behaviour between recycled aggregate concrete and deformed steel bars. MATER STRUCT 47(3), 503-516. doi: 10.1617/s11527-013-0075-8

Prince, M. J., \& Singh, B. (2014b). Bond strength of deformed steel bars in high-strength recycled aggregate concrete. MATER STRUCT 1-16. doi: 10.1617/s11527-014-0452-y

Prince, M. J. R., Gaurav, G., \& Singh, B. (2017). Splice strength of deformed steel bars embedded in recycled aggregate concrete. Structures, 10, 130-138. doi: 10.1016/j.istruc.2017.03.001

Prince, M. J. R., \& Singh, B. (2013). Bond behaviour of deformed steel bars embedded in recycled aggregate concrete. CONSTR BUILD MATER, 49, 852-862. doi: 10.1016/j.conbuildmat.2013.08.031

Prince, M. J. R., \& Singh, B. (2015). Bond behaviour of normal- and high-strength recycled aggregate concrete. STRUCT CONCRETE, 16(1), 56-70. doi: 10.1002/suco.201300101

Seara-Paz, S., Gonz{\'a}lez-Fonteboa, B., Eiras-L{\'o}pez, J., \& Herrador, M. F. (2013). Bond behavior between steel reinforcement and recycled concrete. MATER STRUCT 47(1-2), 323-334. doi: 10.1617/s11527-013-0063-z

Siempu, R., \& Pancharthi, R. K. (2017). Bond characteristics of concrete made of recycled aggregates from building demolition waste. MAG CONCRETE RES, 69(13), 665-682. doi: 10.1680/jmacr.16.00400

Missouri Department of Transportation. (2014). Recycled concrete aggregate for infrastructure elements. Report C: bond behavior of mild reinforceing steel in RCA concrete (pp. 142). Rolla, Missouri University of Science and Technology.

Wang, H.-l. (2016). Steel{\textendash}concrete bond behaviour of self-compacting concrete with recycled aggregates. MAG CONCRETE RES, 68(13), 678-691. doi: 10.1680/jmacr.15.00143

Wardeh, G., Ghorbel, E., Gomart, H., \& Fiorio, B. (2016). Experimental and analytical study of bond behavior between recycled aggregate concrete and steel bars using a pullout test. STRUCT CONCRETE, doi: 10.1002/suco.201600155

Xiao, J., \& Falkner, H. (2007). Bond behaviour between recycled aggregate concrete and steel rebars. CONSTR BUILD MATER, 21(2), 395-401. doi: 10.1016/j.conbuildmat.2005.08.008

Xiao, J., Li, J., \& Zhang, C. (2005). On statistical characteristics of the compressive strength of recycled aggregate concrete. STRUCT CONCRETE, 6(4), 149-153. doi: 10.1680/stco.2005.6.4.149

Xiao, J., Zhang, K., \& Xie, Q. (2016). Reliability analysis for flexural capacity of recycled aggregate concrete beams. Structural Engineering International, 26(2), 121-129. doi: 10.2749/101686616X14555428758920

Yang, H., Deng, Z., \& Ingham, J. M. (2016). Bond position function between corroded reinforcement and recycled aggregate concrete using beam tests. CONSTR BUILD MATER, 127, 518-526. doi: 10.1016/j.conbuildmat.2016.10.008

}, month = {May, 27-29, 2019}, pages = {913-920}, address = {Krak{\'o}w, Poland}, abstract = {

An analysis on the effect of the incorporation of coarse recycled concrete aggregates on the bond strength between concrete and embedded steel reinforcement is presented. The model{\textquoteright}s uncertainty of the Level I provision of the anchorage length of fib Bulletin 72 on ribbed steel/recycled aggregate concrete bond is quantified. Afterwards, reliability analyses on the bond strength are made and a partial safety factor for the anchorage length of recycled concrete elements is proposed. The model{\textquoteright}s uncertainty is evaluated through data from pullout tests, the only type of bond test that has been so far performed extensively on recycled aggregate concrete specimens. The limitations of this test in reproducing the bond of actual structural elements is discussed, and the model{\textquoteright}s uncertainty is converted to that of lap splice tests. The bond strength of recycled aggregate concrete design was found to be less reliable than that of natural aggregate concrete, especially in the absence of confining reinforcement. For concrete with full recycled aggregate incorporation, a 25\% increase in the anchorage length is proposed. Additional testing on the bond strength of lapped splices or beam-end specimens is recommended.

}, keywords = {anchorage length, bond strength, model{\textquoteright}s uncertainty, Recycled aggregate concrete, reliability analysis}, author = {Pacheco, Jo{\~a}o and Jorge de Brito and Chastre, Carlos and Evangelista, Lu{\'\i}s} } @conference {13376, title = {Towards the structural codification of recycled aggregate concrete}, booktitle = {UKIERI Concrete Congress. Concrete: The Global Builder}, year = {2019}, note = {

REFERENCES1. XIAO J.Z., LI J.B., AND ZHANG C., On relationships between the mechanical properties of recycled aggregate concrete: An overview. Materials and Structures, 2006. 39(6): 655-664.2. SOARES, D., DE BRITO J., FERREIRA J., AND PACHECO J., Use of coarse recycled aggregates from precast concrete rejects: Mechanical and durability performance. Construction and Building Materials, 2014. 71: 263-272.3. OTSUKI N., MIYAZATO S. AND W. YODSUDJAI, Influence of recycled aggregate on interfacial transition zone, strength, chloride penetration and carbonation of concrete. Journal of Materials in Civil Engineering, 2003. 15(5): 443-451.4. OLORUNSOGO, F.T. AND N. PADAYACHEE, Performance of recycled aggregate concrete monitored by durability indexes. Cement and Concrete Research, 2002. 32(2): 179- 185.5. PACHECO, J., J. DE BRITO, J. FERREIRA, AND D. SOARES, Destructive horizontal load tests of full-scale recycled aggregate concrete structures. ACI Structural Journal, 2015. 112(6): 815-826.6. SATO, R., I. MARUYAMA, T. SOGABE, AND M. SOG, Flexural behavior of reinforced recycled concrete beams. Journal of Advanced Concrete Technology, 2007. 5(1): 43-61.7. CEN, ISO2394:1998, Brussels, Belgium, 1998.8. JCSS, Probabilistic Model Code, The Joint Committee of Structural Safety, 2001.9. XIAO, J., LI, W. CORR, D.J. AND SHAH S.P., Effects of interfacial transition zones on the stress{\textendash}strain behavior of modeled recycled aggregate concrete. Cement and Concrete Research, 2013. 52: 82-99.10. SANCHEZ DE JUAN, M. AND GUTIERREZ P. A., Study on the influence of attached mortar content on the properties of recycled concrete aggregate. Construction and Building Materials, 2009. 23(2): 872-877.11. XIAO, J., LI, J. AND ZHANG C., On statistical characteristics of the compressive strength of recycled aggregate concrete. Structural Concrete, 2005. 6(4): 149- 153.12. ETXEBERRIA, M., VAZQUEZ E., MARI A., AND BARRA M., Influence of amount of recycled coarse aggregates and production process on properties of recycled aggregate concrete. Cement and Concrete Research, 2007. 37(5): 735- 742.13. XIAO, J., ZHANG, K. AND XIE Q., Reliability Analysis for flexural capacity of recycled aggregate concrete beams. Structural Engineering International, 2016. 26(2):. 121- 129.14. HENRY, M., HAGIWARA, K. NISHIMURA, T. AND KATO Y., Effect of recycled aggregate quality on variation and estimation of concrete strength. Proceedings of the Japan Concrete Institute, 2011. 33(1): 1535-1540.15. PACHECO, J., J. DE BRITO, C. CHASTRE, AND L. EVANGELISTA, Experimental investigation on the variability of the main mechanical properties of recycled aggregate concrete. Construction and Building Materials 201: 110-120.16. EN-1992-1-1, EUROCODE 2 - Design of concrete structures: Part 1-1: General rules and rules for buildings, CEN, Brussels, Belgium, 2008.17. ACI 214R-11: Guide to evaluation of strength test results of concrete, ACI, 2011: Farmington Hills, Michigan.18. SOARES, D., DE BRITO J., FERREIRA J., AND PACHECO J., In situ materials characterization of full-scale recycled aggregates concrete structures. Construction and Building Materials, 2014. 71:. 237-245.19. NOWAK, A.S. AND SZERSZEN M., Calibration of design code for buildings (ACI 318): Part 1{\textemdash}Statistical models for resistance. ACI Structural Journal, 2003. 100(3).20. BRECCOLOTTI, M. AND MATERAZZI A.L., Structural reliability of bonding between steel rebars and recycled aggregate concrete. Construction and Building Materials, 2013.47(10):. 927-934.21. FIB, Bulletin n. 65: Model Code 2010: Lausanne, Switzerland.22. WOERNER, J.D. AND MOERLAND P.. Safety of RAC-beams designed according to Eurocode 2 provisions. in Proceedings of the Symposium on Sustainable construction, 1998. London, United Kingdom.23. BRECCOLOTTI, M. AND MATERAZZI A.L., Structural reliability of eccentrically- loaded sections in RC columns made of recycled aggregate concrete. Engineering Structures, 2010. 32(11): 3704-3712.

}, month = {March 5-8, 2019}, address = {Jalandhar, Punjab, India}, abstract = {

This paper analyses the studies made so far on the variability and reliability of recycled aggregate concrete. Since recycled aggregate concrete is seen by different agents of the construction industry as a variable material and no structural code has specifically been calibrated to its use, its role as a structural material is limited. Such calibration is hindered since specific research on the statistical and probabilistic data of recycled aggregate concrete properties is lacking.Investigations on the probabilistic knowledge of recycled aggregates and recycled aggregate concrete properties are discussed, and the studies made so far on the reliability of recycled aggregate concrete elements are summarised. Final remarks regarding the future prospects towards the consensual acceptance of recycled aggregate concrete structures are provided.

}, keywords = {Recycled aggregates, Concrete, Sustainable construction, Variability, Reliability, Structural codes}, url = {https://ukiericoncretecongress.com/Home/files/Proceedings/pdf/UCC-2019-194.pdf}, author = {Pacheco, Jo{\~a}o Nuno and Jorge de Brito and Chastre, Carlos and Evangelista, Lu{\'\i}s} } @article {13373, title = {Scatter of constitutive models of the mechanical properties of concrete: comparison of major international codes}, journal = {Journal of Advanced Concrete Technology}, volume = {17}, number = {3}, year = {2019}, note = {

n/a

}, month = {March 19, 2019}, pages = {102-125}, abstract = {

An investigation on the scatter of code-type constitutive models that relate compressive strength (fc) with tensile strength (fct) and Young{\textquoteright}s modulus (Ec) of standard concrete specimens is presented. The influence of the mix design on the accuracy of the fc vs. fct and fc vs. Ecrelationships is discussed, with emphasis on the lithological type and morphology of the coarse aggregates. The uncertainty of the constitutive models is analysed in probabilistic terms and random variables that model the uncertainty of the fc vs. fct and fc vs. Ec relationships are proposed for reliability analyses of serviceability limit states. The suitability of the models proposed is assessed through preliminary conservative estimates of their design values.

}, url = {https://doi.org/10.3151/jact.17.102}, author = {Pacheco, Jo{\~a}o Nuno and Jorge de Brito and Chastre, Carlos and Evangelista, Lu{\'\i}s} } @article {13374, title = {Monotonic and quasi-static cyclic bond response of CFRP-to-steel joints after salt fog exposure}, journal = {Composites Part B: Engineering}, volume = {168}, year = {2019}, note = {n/a}, month = {2019/07/01/}, pages = {532-549}, abstract = {

Deterioration of adhesively bonded CFRP/steel systems in salt fog environment, i.e., deicing salts and ocean environments, has to be taken into account in the design of steel strengthened structures. In the present work, monotonic and quasi-static cyclic loading were applied to CFRP-to-steel double strap joints for two kinds of CFRP laminates after being aged for a period of 5000 h to evaluate the bond behavior. The bonded joints exposed to salt fog had a different failure mode than that observed in the control specimens (0 h of exposure). The severe reduction of the maximum bond stress resulted from damage initiation that occurred in the corrosion region of the steel substrate, associated with final partial rupture on the corroded steel substrate around the edge of the bonded area: it was also correlated with reduced load carrying capacity. Results of pseudo-cyclic tests showed that the relationship between a local damage parameter (D) and normalized local dissipated energy (Wd/Gf) and the normalized slip increment (ΔS/ΔSult) exhibited almost the same trend in the un-aged and aged bonded joints. The normalized slip increment can be seen as a direct indicator for the local and global damage for the un-aged and aged bonded joints. However, monotonic and quasi-static cyclic tests results revealed that the stress concentration due to local corrosion of steel substrate could lead to brittle rupture or accelerated cumulative damage once the aged bonded interface had become weaker. The bonded joints have exhibited also a smaller relative deformation capacity between CFRP and steel.

}, keywords = {Bond, CFRP, Cyclic loading, Damage, Salt fog, steel}, isbn = {1359-8368}, url = {http://www.sciencedirect.com/science/article/pii/S1359836818340897}, author = {Yang, Yongming and Biscaia, Hugo and Silva, Manuel A. G. and Chastre, Carlos} } @article {13372, title = {Statistical analysis of Portuguese ready-mixed concrete production}, journal = {Construction and Building Materials}, volume = {209}, year = {2019}, note = {n/a}, month = {2019/06/10/}, pages = {283-294}, abstract = {

This paper evaluates and compares the statistics of compressive strength data from three Portuguese ready-mixed concrete plants. A hierarchical model showed that different groups of concrete strength records are not statistically equivalent, even if they were produced in the same plant and using the same concrete composition. This finding is related to autocorrelation. For the same specified strength class, compositions produced less often result in higher average compressive strength and variability. The statistics of one of the plants were quite different from those of the others, even though the concrete of this plant also complied with the specifications. It was found that the average compressive strength of a mix may be quite dependent on the plant that produced it, even if the compressive strength complies with quality control specifications. Conformity with the target slump and strength class was checked following the conformity criteria of EN 206-1 for continuous production. Nonconformity with slump is more frequent than failure to comply with the strength class. A bias factor for reliability analyses was proposed.

}, keywords = {Conformity control, probabilistic analysis, Ready-mixed concrete, Variability}, isbn = {0950-0618}, url = {http://www.sciencedirect.com/science/article/pii/S0950061819305732}, author = {Pacheco, Jo{\~a}o Nuno and Jorge de Brito and Chastre, Carlos and Evangelista, Lu{\'\i}s} } @article {13369, title = {Uncertainty models of reinforced concrete beams in bending: code comparison and recycled aggregate incorporation}, journal = {Journal of Structural Engineering}, volume = {145}, number = {4}, year = {2019}, note = {

n/a

}, month = {2019/04/01}, pages = {04019013}, abstract = {

The bias factor of the Eurocode 2 [CEN (European Committee for Standardization) (2008). Eurocode 2: Design of ConcreteStructures{\textendash}Part 1-1: General Rules and Rules for Buildings] and ACI 318 [ACI (American Concrete Institute) (2014). Building CodeRequirements for Structural Concrete and Commentary] flexural resistance models of reinforced concrete beams are compared withemphasis on the effect of the incorporation of coarse recycled aggregates sourced from concrete waste. The bias factor of the yielding momentcalculations according to both codes is also investigated, and the bias in the cracking moment when Eurocode 2 material clauses are used. Thedatabase was composed of 174 beams, and the criteria that led to its development are discussed. The effect of recycled aggregate incorporationon the statistical descriptors of the bias factor is evaluated and probabilistic modeling using lognormal distributions is argued for. Preliminarypartial safety factors for the bias factor of recycled aggregate concrete beams are proposed. No significant differences in the bias of theultimate moment were found between the two comparison vectors: Eurocode 2 versus ACI 318 specifications and recycled versus naturalcoarse aggregate. The bias of the cracking moment increased when coarse recycled aggregates were incorporated, most probably due to thehigher heterogeneity of recycled aggregates.

}, keywords = {Bias factor, Concrete beams, factors., Model uncertainty, Partial safety, Recycled aggregate concrete, Structural reliability}, url = {https://doi.org/10.1061/(ASCE)ST.1943-541X.0002296}, author = {Pacheco, J. and Brito, J. de and Chastre, C. and Evangelista, L.} } @article {13370, title = {Experimental investigation on the variability of the main mechanical properties of concrete produced with coarse recycled concrete aggregates}, journal = {Construction and Building Materials}, volume = {201}, year = {2019}, note = {n/a}, month = {2019/03/20/}, pages = {110-120}, abstract = {

Research on the variability of the properties of recycled aggregate concrete is lacking and is necessary for the development of reliability analyses and code calibration procedures. This paper presents an experimental programme on the within-batch variability of the compressive strength, Young{\textquoteright}s modulus, and splitting tensile strength of several recycled and natural aggregate concrete mixes. The influence of the recycled concrete aggregates on the mechanical properties and variability of concrete is analysed and discussed and benchmarks with standard predictions for the variability of natural aggregate concrete are made. It was found that full recycled aggregate concrete incorporation did not increase the variability of any of the properties tested, but intermediate ratios of recycled aggregate incorporation did. The properties of high-strength concrete mixes were more variable than that of all other mixes, irrespective of recycled aggregate incorporation. All properties of all compositions were suitably modelled by normal distributions. The coarse recycled aggregates were sourced from concrete waste.

}, keywords = {Concrete codes, Fly ash, Mechanical properties, Probability distribution, Recycled aggregate concrete, Reliability, Superplasticizer}, isbn = {0950-0618}, url = {http://www.sciencedirect.com/science/article/pii/S0950061818331945}, author = {Pacheco, J. and Brito, J. de and Chastre, C. and Evangelista, L.} } @article {13375, title = {Bond durability of CFRP laminates-to-steel joints subjected to freeze-thaw}, journal = {Composite Structures}, volume = {212}, year = {2019}, note = {n/a}, month = {2019/03/15/}, pages = {243-258}, abstract = {

The degradation mechanisms of bonded joints between CFRP laminates and steel substrates under severe environmental conditions require more durability data and studies to increase the database and better understand their causes. Studies on bond properties of double-strap CFRP-to-steel bonded joints with two different composite materials as well as adhesive coupons subjected to freeze-thaw cycles for 10,000 h were conducted to reduce that gap. In addition, the equivalent to the number of thermal cycles and their slips induced in the CFRP laminates was replicated by an equivalent (mechanical) loading-unloading history condition imposed by a static tensile machine. The mechanical properties of the adhesive coupons and the strength capacity of the bonded joints were only slightly changed by the artificial aging. It was confirmed that the interfacial bond strength between CFRP and adhesive is critically related to the maximum shear stress and failure mode. The interfacial bond strength between adhesive and steel degraded with the aging. However, the equivalent thermal cyclic bond stress caused no detectable damage on the bond because only the interfacial elastic regime was actually mobilized, which confirmed that pure thermal cycles aging, per se, at the level imposed, have a low impact on the degradation of CFRP-to-steel bonded joints.

}, keywords = {Adhesive, CFRP-steel bonded joints, Durability, Freeze-thaw, Thermal stress}, isbn = {0263-8223}, url = {http://www.sciencedirect.com/science/article/pii/S0263822318321755}, author = {Yang, Yongming and Silva, Manuel A. G. and Biscaia, Hugo and Chastre, Carlos} } @article {13366, title = {Estimations of the debonding process of aged joints through a new analytical method}, journal = {Composite Structures}, volume = {211}, year = {2019}, note = {n/a}, month = {2019/03/01/}, pages = {577-595}, abstract = {

The estimation of the long-term durability of adhesively bonded interfaces between Fiber Reinforced Polymers (FRP) and concrete substrates is crucial because degradation potentiates FRP premature debonding. One of the main reasons for mistrusting the use of FRP composites is the premature debonding phenomenon, which, associated to degradation, has been preventing their widespread use. In this research work, an analytical model is proposed that introduces ageing to estimate the effects of degradation of Glass (G) FRP externally bonded to concrete. Cycles were used to experimentally accelerate ageing of beam specimens, namely, (i) salt fog cycles; (ii) wet-dry cycles with salted water; (iii) temperature cycles between -10 {\textdegree}C and +30 {\textdegree}C; and (iv) temperature cycles between +7.5 {\textdegree}C and +47.5 {\textdegree}C. Based on the experimental results obtained and a corresponding bond-slip curve, the analytical model predicts the complete debonding process between FRP composites and a substrate. Consequently, the temporal evolution of the degradation of the bonded interfaces can be calculated and compared with the initial situation prior to exposure. The effects of the environmental conditions are reported and compared.

}, keywords = {Accelerated ageing, Analytical model, Concrete, Debonding process, Durability, FRP composites}, isbn = {0263-8223}, url = {http://www.sciencedirect.com/science/article/pii/S026382231831883X}, author = {Biscaia, Hugo C. and Chastre, Carlos and Silva, Manuel A. G.} } @article {13368, title = {Gravity load effects on the behaviour of reinforced concrete beam critical zones subjected to cyclic loads}, journal = {Engineering Structures}, volume = {181}, year = {2019}, note = {n/a}, month = {2019/02/15/}, pages = {503-518}, abstract = {

The aim of the present study was to proceed to a numerical analysis of the gravity load effects on the behaviour of reinforced concrete beam critical zones when subjected to cyclic loads. A parametric study to assess the influence of different levels of gravity load on RC beam critical zones subjected to cyclic loading was carried out. For this purpose, assuming the level of gravity load as a variable parameter, a nonlinear numerical model of a beam-column connection, previously calibrated with experimental data, was used. In order to evaluate the gravity load effects in the global response, a numerical study of a RC frame system is also presented. The numerical results are analysed in terms of global hysteretic response, accumulated energy dissipation and equivalent viscous damping ratio. In this numerical study, it was observed that the hysteretic response depends on the load path. In the presence of higher gravity load levels, the structure hysteretic behaviour exhibits higher damage levels, associated to a failure mechanism corresponding to the formation of four span plastic hinges. Thus, the proper test procedure should involve the imposition of a reverse cyclic displacement history starting each cycle from the gravity load effects.

}, keywords = {Beam critical zones, Cyclic response, Gravity load effects, Nonlinear analysis, Reinforced concrete}, isbn = {0141-0296}, url = {http://www.sciencedirect.com/science/article/pii/S0141029617339317}, author = {Gi{\~a}o, Rita and L{\'u}cio,Valter and Chastre, Carlos} } @conference {13384, title = {Ensaios n{\~a}o destrutivos para a inspe{\c c}{\~a}o e avalia{\c c}ao de edif{\'\i}cios hist{\'o}ricos de alvenaria de pedra}, booktitle = {TEST\&E 2019 - 2{\textordmasculine} Congresso de Ensaios e Experimenta{\c c}{\~a}o em Engenharia Civil}, year = {2019}, note = {

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}, month = {19-20 February 2}, pages = {12}, address = {ISEP, Porto, Portugal}, abstract = {

Ao longo da sua vida {\'u}til os edif{\'\i}cios hist{\'o}ricos est{\~a}o sujeitos a altera{\c c}{\~o}es de uso, a agentes ambientais e a diferentes a{\c c}{\~o}es como assentamentos do solo, inc{\^e}ndios, inunda{\c c}{\~o}es ou sismos, para os quais podem n{\~a}o estar preparados. Al{\'e}m disso, a falta de manuten{\c c}{\~a}o cont{\'\i}nua ajuda a colocar grande parte desse patrim{\'o}nio em risco devido a problemas estruturais que reduzem sua pr{\'o}pria seguran{\c c}a e a dos seus utilizadores. A preserva{\c c}{\~a}o e mitiga{\c c}{\~a}o de riscos do patrim{\'o}nio cultural constru{\'\i}do requer o uso de ferramentas confi{\'a}veis, a fim de avaliar o seu estado de conserva{\c c}{\~a}o e identificar e prevenir potenciais vulnerabilidades. Os testes destrutivos tradicionais n{\~a}o s{\~a}o poss{\'\i}veis de realizar na maioria dos edif{\'\i}cios hist{\'o}ricos, por isso {\'e} necess{\'a}rio selecionar testes n{\~a}o destrutivos (NDT) que permitam a caracteriza{\c c}{\~a}o f{\'\i}sica e mec{\^a}nica dos materiais e do comportamento da estrutura. Neste artigo apresenta-se uma vis{\~a}o geral de diferentes equipamentos e testes NDT que permitem o levantamento geom{\'e}trico e o mapeamento dos danos do edif{\'\i}cio, a an{\'a}lise petrogr{\'a}fica da pedra de alvenaria, a caracteriza{\c c}{\~a}o das propriedades f{\'\i}sicas e mec{\^a}nicas dos materiais e o comportamento estrutural do edif{\'\i}cio.

}, author = {Chastre, Carlos and Ludovico-Marques, Marco and Biscaia, Hugo} } @conference {13386, title = {Liga{\c c}{\~o}es coladas entre barras de a{\c c}o inox exteriormente coladas a elementos de bet{\~a}o: An{\'a}lise te{\'o}rica vs. experimental}, booktitle = {TEST\&E 2019 - 2{\textordmasculine} Congresso de Ensaios e Experimenta{\c c}{\~a}o em Engenharia Civil}, year = {2019}, note = {

REFER{\^E}NCIASAl-Mosawe, A., Al-Mahaidi, R., Zhao, X.L. (2015). Effect of CFRP properties, on the bond characteristics between steel and CFRP laminate under quasi-static loading, Construction and Building Materials, 98, 489-501.Biscaia, H.C., Chastre, C., Viegas, A., Franco, N. (2015a). Numerical modelling of the effects of elevated service temperatures on the debonding process of FRP-to-concrete bonded joints, Composites Part B: Engineering 70, 64-79.Biscaia, H.C., Chastre, C., Silva, M.A.G. (2015b). Bond-slip model for FRP-to-concrete bonded joints under external compression, Composites Part B: Engineering 80, 246-259.Biscaia, H.C., Chastre, C., Borba, I.S., Silva, C. e Cruz, D. (2016). Experimental evaluation of bonding between CFRP laminates and different structural materials, Journal of Composites for Construction 20(3), 04015070.Biscaia, H. e Chastre, C. (2018a). Theoretical analysis of fracture in double overlap bonded joints with FRP composites and thin steel plates, Engineering Fracture Mechanics 190, 435-460.Biscaia, H. e Chastre, C. (2018b). Design method and verification of steel plate anchorages for FRP-toconcrete bonded interfaces, Composite Structures 192, 52-66.Cervenka V., Jendele L., Cervenka J. ATENA Program Documentation {\textendash} Part 1 {\textendash} Theory. Cervenka Consulting, Prague, May, 2016.Fawzia, S., Al-Mahaidi, R., Zhao, X.L. (2006). Experimental and finite element analysis of a double strap joint between steel plates and normal modulus CFRP, Composite Structures, 75(1-4), 156-162.Fawzia, S., Zhao, X.L., Al-Mahaidi, R. (2009). Bond-slip models for double strap joints strengthened by CFRP, Composite Structures, 92(9), 2137-2145.Model Code 2010, First complete draft, Volume 1, The International Federation for Structural Concrete (fib), March 2010.National Research Council Advisory Committee (CNR-DT 202/2005), Technical recommendations for construction guidelines for design and construction of externally bonded FRP systems for strengthening existing structures (Metallic structures), Rome, CNR June 2007.Dai, J., Ueda, T. e Sato, Y. (2006). Unified analytical approaches for determining shear bond characteristics of FRP-concrete interfaces through pullout tests, Journal of Advanced Concrete Technology 4(1), 133-145.Dai, J.G., Gao, W.Y., Teng, J.G. (2013). Bond{\textendash}slip model for FRP laminates externally bonded to concrete at elevated temperature, Journal of Composites for Construction, 17(2), 217-228.Li, S., Zhu, T., Lu, Y., Li, X. (2016). Effect of temperature variation on bond characteristics between CFRP and steel plate, International Journal of Polymer Science, Article ID 5674572, 8 pages.Xia, S.H., Teng, J.G. (2005). Behaviour of FRP to steel bonded joints, J.F. Chen, J.G. Teng (Eds.), Proceedings of the International Symposium on Bond Behaviour of FRP in Structures (2005), 419426.Yang, Y., Biscaia, H., Chastre, C. e Silva, M.A.G. (2017). Bond characteristics of CFRP-to-steel joints, Journal of Constructional Steel Research 138, 401-419.

}, month = {19-20 February 2}, pages = {11}, address = {ISEP, Porto, Portugal}, abstract = {

Os sistemas de refor{\c c}o por colagem exterior t{\^e}m sido alvo de v{\'a}rias abordagens, n{\~a}o s{\'o} do ponto de vista do tipo de material a utilizar, como tamb{\'e}m sob o ponto de vista da t{\'e}cnica mais eficiente a seguir. As fibras refor{\c c}adas com pol{\'\i}meros (FRP) t{\^e}m sido, no {\'u}ltimo par de d{\'e}cadas, alvo de investiga{\c c}{\~a}o exaustiva, tendo-se verificado que esses sistemas nutrem de ductilidade algo reduzida devido ao descolamento prematuro do material de refor{\c c}o da superf{\'\i}cie de bet{\~a}o. Por conseguinte, o a{\c c}o inox devidos {\`a}s suas boas caracter{\'\i}sticas anticorrosivas e ductilidade apresenta-se como uma alternativa vi{\'a}vel aos comp{\'o}sitos de FRP. Assim, com vista a melhorar a ductilidade dos elementos estruturais refor{\c c}ados, em vez de se recorrer a t{\'e}cnicas de refor{\c c}o n{\~a}o tradicionais (e.g., Externally Bonded Reinforcement (EBR) ou Near Surface Mounted (NSM)) que est{\~a}o sempre associadas a roturas prematuras por colagem do elemento de refor{\c c}o quando a extens{\~a}o nele instalada est{\'a} muito aqu{\'e}m do seu valor de rotura, dever-se-{\'a} seguir outras t{\'e}cnicas de refor{\c c}o por colagem. Com vista a interpretar e perceber o desempenho da liga{\c c}{\~a}o a{\c c}o-inox, desenvolveu-se uma campanha experimental em que os ensaios visam em testar e comparar a t{\'e}cnica EBR com uma t{\'e}cnica inovadora e desenvolvida pelos autores (CREatE {\textendash} Continuous Reinforcement Embedded at Ends) atrav{\'e}s da realiza{\c c}{\~a}o de ensaios de arrancamento de liga{\c c}{\~o}es a{\c c}o inox/bet{\~a}o. Estes ensaios consistem em aplicar uma for{\c c}a {\`a} barra de a{\c c}o inox segundo uma dire{\c c}{\~a}o que permite induzir uma rotura da liga{\c c}{\~a}o consistente com o Modo II de fratura. A t{\'e}cnica de correla{\c c}{\~a}o de imagem digital (DIC) foi utilizada na monitoriza{\c c}{\~a}o de todos estes ensaios tendo-se desenvolvido ainda diferentes modelos, anal{\'\i}ticos e num{\'e}ricos com recurso a um programa de c{\'a}lculo autom{\'a}tico n{\~a}o linear, que permitiram simular os processos de descolamento da liga{\c c}{\~a}o a{\c c}o inox/bet{\~a}o segundo as t{\'e}cnicas EBR e CREatE.

}, keywords = {A{\c c}o inox,Bet{\~a}o, Carateriza{\c c}{\~a}o mec{\^a}nica, Liga{\c c}{\~o}es coladas, Modela{\c c}{\~a}o}, author = {Biscaia, Hugo and Franco, Noel and Chastre, Carlos} } @conference {13385, title = {Metodologia para a carateriza{\c c}{\~a}o f{\'\i}sica e mec{\^a}nica de edif{\'\i}cios hist{\'o}ricos de pedra utilizando ensaios n{\~a}o destrutivos}, booktitle = {TEST\&E 2019 - 2{\textordmasculine} Congresso de Ensaios e Experimenta{\c c}{\~a}o em Engenharia Civil}, year = {2019}, note = {

Barroca, M. J. (2000). Epigrafia medieval portuguesa: 862-1422. Lisbon, Funda{\c c}{\~a}o Calouste Gulbenkian : Funda{\c c}{\~a}o para a Ci{\^e}ncia e Tecnologia.Bitossi, G., R. Giorgi, M. Mauro, B. Salvadori and L. Dei (2005). "Spectroscopic Techniques in Cultural Heritage Conservation: A Survey." Applied Spectroscopy Reviews 40(3): 187-228.Blot, M. L. P. (2003). Os portos na origem dos centros urbanos. Contributo para a arqueologia das cidades maritimas e fluvio-maritimas em Portugal. Lisboa.Chastre, C. and M. Ludovico-Marques (2017). "Avalia{\c c}{\~a}o dos Portais de Pedra Aren{\'\i}tica da Igreja de S{\~a}o Leonardo Utilizando Testes N{\~a}o Destrutivos." Mec{\^a}nica Experimental 28: 47-54.Chastre, C. and M. Ludovico-Marques (2018). Nondestructive testing methodology to assess the conservation of historic stone buildings and monuments. Handbook of Materials Failure Analysis. A. S. H. Makhlouf and M. Aliofkhazraei, Butterworth-Heinemann: 255-294.Chastre, C., M. Ludovico-Marques, J. Saumell, M. Guerrero and M. Delgado (2014). Surveying of Sandstone Monuments: New and Traditional Methodologies to Assess Viability of Conservation Actions. 40th IAHS Word Congress of Housing. Sustainable Housing Construction. Funchal, Portugal: ID 307 (310p).Dias, J. A. (2009). Alguns Exemplos da R{\'a}pida Evolu{\c c}{\~a}o Costeira em Portugal. VII Reuni{\~a}o do Quatern{\'a}rio Ib{\'e}rico. Faro: 17-21.EN12407 (2006). Natural stone test methods - Petrographic examination. Brussels, CEN. EN 12407. Fairchild, M. D. (2013). Color Appearance Models, John Wiley \& Sons, Ltd. Faria, P. and C. Chastre (2015). Vis{\~a}o Integrada da Reabilita{\c c}{\~a}o. Paredes 2015. Reabilita{\c c}{\~a}o e Inova{\c c}{\~a}o. P. B. Louren{\c c}o, F. Pinho, G. Vasconcelos and V. L{\'u}cio. Lisboa: 1-20.Heidari, M., M. Torabi-Kaveh, C. Chastre, M. Ludovico-Marques, H. Mohseni and H. Akefi (2017). "Determination of weathering degree of the Persepolis stone under laboratory and natural conditions using fuzzy inference system." Construction and Building Materials 145: 28-41.ICOMOS (2003). Charter - Principles for the analysis, conservation and structural restoration of architectural heritage. Ratified by the ICOMOS 14th General Assembly, Victoria Falls, available at: www. icomos. org/charters/structures_e. pdf.ICOMOS (2004). International Charters for Conservation and Restoration = Chartes Internationales sur la Conservation et la Restauration = Cartas Internacionales sobre la Conservaci{\'o}n y la Restauraci{\'o}n. M{\"u}nchen.Ion, R. M., S. Teodorescu, R. M. {\c S}tirbescu, I. D. Dulam{\u a}, I. R. {\c S}uic{\u a}-Bunghez, I. A. Bucuric{\u a}, R. C. Fier{\u a}scu, I. Fierscu and M. L. Ion (2016). "Effects of the restoration mortar on chalk stone buildings." IOP Conference Series: Materials Science and Engineering 133(1): 012038.Janssens, K. and R. Van Grieken (2004). Non-destructive Micro Analysis of Cultural Heritage Materials, Elsevier Science.

}, month = {19-20 February 2}, pages = {12}, address = {ISEP, Porto, Portugal}, abstract = {

Os edif{\'\i}cios hist{\'o}ricos como os pal{\'a}cios, castelos, igrejas e templos, s{\~a}o exemplos do patrim{\'o}nio constru{\'\i}do e constituem uma parte importante do nosso patrim{\'o}nio cultural. Estas constru{\c c}{\~o}es hist{\'o}ricas incluem normalmente paredes de alvenaria maci{\c c}a e pedra natural. A salvaguarda do patrim{\'o}nio constru{\'\i}do em pedra {\'e} de import{\^a}ncia inquestion{\'a}vel, pelo que devem ser desenvolvidas e estudadas t{\'e}cnicas de interven{\c c}{\~a}o adequadas em materiais e estruturas. Neste artigo, {\'e} apresentada uma metodologia de ensaios n{\~a}o destrutivos para avaliar a conserva{\c c}{\~a}o de edif{\'\i}cios hist{\'o}ricos de pedra e, com base nesta metodologia, {\'e} mostrado um caso de estudo na Igreja de S{\~a}o Leonardo, monumento portugu{\^e}s constru{\'\i}do na Atouguia da Baleia no s{\'e}culo XIII.

}, author = {Chastre, Carlos and Ludovico-Marques, Marco} } @inbook {13397, title = {Preface}, booktitle = {2nd International Conference on Building Materials and Materials Engineering - ICBMM 2018}, volume = {278}, year = {2019}, note = {n/a}, publisher = {MATEC Web of Conferences.}, organization = {MATEC Web of Conferences.}, address = {Lisbon, Portugal}, abstract = {

The 2nd International Conference on Building Materials and Materials Engineering (ICBMM 2018) was held at the University of Lisbon, Portugal, from 26 to 28 September, 2018. The objective of the Lisbon conference was to provide a platform for researchers, engineers, academics, as well as industrial professionals from all over the world, to present their research results and development activities in Building Materials and Materials Engineering.ICBMM 2018 was an opportunity for researchers, engineers and academics to further develop Building Materials and Materials Engineering. Attendees benefitted a lot from expert practitioners and researchers who presented the latest trends in theoretical and practical domains of Building Materials and Materials Engineering. Distinguished professors also delivered their keynote speeches on the latest developments in their respective fields. Among the keynote and plenary speakers were Prof. Carlos Chastre from NOVA University of Lisbon, Portugal; Prof. Paulo Mendon{\c c}a from University of Minho, Portugal; Dr. Mascarenhas Mateus from University of Lisbon, Portugal; Prof. Rudolf Hela from Brno University of Technology, Czech Republic.The current set of conference proceedings present a selection of papers submitted by researchers from a variety of universities, research institutes and industries. All papers were peer-reviewed by conference committee members and a panel of international reviewers who selected the papers to be published based on their quality and relevance to the topic of the conference. This volume presents recent advances in the field of Materials Science and Engineering, Materials Properties, Measuring Methods and Applications, Materials Manufacturing and Processing, Civil and Structural Engineering, Architecture and Urban Planning.We would like to thank all the authors who have contributed to this volume and also the organizing committee, reviewers, speakers, co-chair persons, sponsors and all the conference participantsfor their strong support to ICBMM 2018, making this conference such a great success. We look forward to meeting you in ICBMM 2019!

}, author = {Chastre, Carlos} } @article {13371, title = {Probabilistic Conversion of the Compressive Strength of Cubes to Cylinders of Natural and Recycled Aggregate Concrete Specimens}, journal = {Materials}, volume = {12}, number = {2}, year = {2019}, note = {n/a}, pages = {280}, abstract = {

This paper investigates the effect of recycled coarse aggregate incorporation on the relationship between 150 mm cubic and Փ 150 mm cylindrical compressive strength (the reference strength of standards) by comparing data from recycled and natural aggregate concrete compositions in which both cubes and cylinders were tested. A conversion factor from cubic to cylindrical strength is proposed in two versions: A deterministic and a probabilistic one. Such factor has not been studied before and researchers have been converting cubic data as if natural aggregate concrete were tested. The probabilistic factor is intended for reliability analyses on the structural behaviour of recycled aggregate concrete using data from laboratory cube tests. It was found that the incorporation of recycled coarse aggregates sourced from concrete waste significantly decreases the expected value of the factor but the factor{\textquoteright}s scatter is relatively unaffected.

}, keywords = {concrete testing, probabilistic analysis, recycled concrete, shape effects, structural codes}, isbn = {1996-1944}, url = {http://www.mdpi.com/1996-1944/12/2/280}, author = {Pacheco, Jo{\~a}o Nuno and Jorge de Brito and Chastre, Carlos and Evangelista, Lu{\'\i}s} } @article {13367, title = {A Simple Method for the Determination of the Bond-Slip Model of Artificially Aged Joints}, journal = {Journal of Composites for Construction}, volume = {23}, number = {4}, year = {2019}, note = {n/a}, pages = {04019028}, abstract = {

The durability of adhesively bonded fiber-reinforced polymers (FRP) and concrete substrates has been the subject of recent studies. The degradation of bonded interfaces conjugated with other factors that affect the interface strength may compromise the potentialities of using FRP in externally bonded reinforced (EBR) concrete structures. However, the estimation of the effects of degradation on these bonded interfaces and the analytical methodologies to quantify them are not fully understood. The present work focuses on a local bond-slip model characterized by two parameters for which the values are obtained experimentally. Then, the determination of the local bond-slip relationship of a glass (G) FRP-to-concrete interface can be estimated. The assessment of the degradation of the bonded interface when subjected to cycles of (1)\ salt fog; (2)\ wet-dry environments with salt water; (3)\ temperatures between -10{\textdegree}C and +30{\textdegree}C; and (4)\ temperatures between +7.5{\textdegree}C and +47.5{\textdegree}C is presented. The results obtained using the proposed bond-slip model led to the conclusion that after 10,000\ h of exposure to temperature cycles between -10{\textdegree}C and +30{\textdegree}C, there was a small change in the GFRP-to-concrete interface performance, whereas the effects on the bonded interface for the specimens subjected to temperature cycles between +7.5{\textdegree}C and +47.5{\textdegree}C were far more most severe.

}, keywords = {Accelerated aging, Bond-slip, Concrete, Durability, Fiber-reinforced polymer (FRP) composites, Strength degradation.}, url = {https://ascelibrary.org/doi/pdf/10.1061/\%28ASCE\%29CC.1943-5614.0000956}, author = {Biscaia, Hugo C. and Chastre, Carlos and Silva, Manuel A. G.} } @article {13365, title = {Constru{\c c}{\~a}o, inova{\c c}{\~a}o e pr{\'e}-fabrica{\c c}{\~a}o em bet{\~a}o}, journal = {Constru{\c c}{\~a}o Magazine}, volume = {88}, number = {Novembro/Dezembro}, year = {2018}, note = {

REFER{\^E}NCIAS:
1. fib Bulletin 43 (2008). Structural connections for precast concrete buildings. Lausanne: fib. 370p.
2. fib Bulletin 63 (2012). Design of precast concrete structures against accidental actions. Lausanne: fib. 78p.
3. fib Bulletin 74 (2014). Planning and design handbook on precast building structures. Lausanne: fib. 313p.
4. fib Bulletin 78 (2016). Precast-concrete buildings in seismic areas. Lausanne: fib. 370p.
5. fib Bulletin 84 (2017). Precast Insulated Sandwich Panels. Lausanne: fib. 129p.
6. Chastre, C., V. L{\'u}cio, eds. (2012). Estruturas Pr{\'e}-Moldadas no Mundo. Aplica{\c c}{\~o}es e Comportamento Estrutural. Funda{\c c}{\~a}o da FCT, Univ. NOVA de Lisboa: Brasil. 320p. https://docentes.fct.unl.pt/cmcr/publications
7. Concremat (2018, Nov. 26). Obras [online]. Dispon{\'\i}vel em http://www.concremat.pt

}, month = {Novembro/Dezembr}, pages = {59-61}, abstract = {

Num mundo em constante muta{\c c}{\~a}o, as pr{\'o}ximas d{\'e}cadas na ind{\'u}stria da constru{\c c}{\~a}o ser{\~a}o, certamente, muito influenciadas pelos desenvolvimentos nas {\'a}reas dos materiais, da inform{\'a}tica, do processamento de dados, da industrializa{\c c}{\~a}o e da automa{\c c}{\~a}o. A pr{\'e}-fabrica{\c c}{\~a}o em bet{\~a}o {\'e}, hoje em dia, uma forma de constru{\c c}{\~a}o segura, econ{\'o}mica, dur{\'a}vel, sustent{\'a}vel e arquitetonicamente vers{\'a}til. Trata-se de uma forma industrializada de constru{\c c}{\~a}o com diversas vantagens, pois permite incorporar, de forma mais r{\'a}pida, econ{\'o}mica, adequada e sustent{\'a}vel, a inova{\c c}{\~a}o em materiais, sistemas e processos.A produ{\c c}{\~a}o em f{\'a}brica significa processos de fabrico racionais e eficientes, controlo de qualidade, trabalhadores qualificados, repeti{\c c}{\~a}o de tarefas, e menor custo de m{\~a}o-de-obra por m{\texttwosuperior} devido {\`a} automa{\c c}{\~a}o do processo de produ{\c c}{\~a}o. Deste modo, a industrializa{\c c}{\~a}o da constru{\c c}{\~a}o transfere a maioria dos trabalhos do local da obra para a f{\'a}brica. As dist{\^a}ncias m{\'a}ximas de transporte por cami{\~a}o dever{\~a}o variar entre 150 e 350 km, dependendo do tipo de produtos e da rede vi{\'a}ria, podendo, em algumas situa{\c c}{\~o}es, o transporte ser feito por comboio ou por navio, caso em que as dist{\^a}ncias m{\'a}ximas podem aumentar at{\'e} 2.000 km [3]. Dependendo da acessibilidade do local e da capacidade do sistema de eleva{\c c}{\~a}o, o processo de montagem em obra dever{\'a} ser discutido no in{\'\i}cio do projeto. Em termos de sustentabilidade, a ind{\'u}stria de pr{\'e}-fabrica{\c c}{\~a}o a n{\'\i}vel europeu est{\'a} apostada na redu{\c c}{\~a}o de 45\% de mat{\'e}rias-primas e de 30\% do consumo energ{\'e}tico. V{\'a}rias f{\'a}bricas j{\'a} reciclam o bet{\~a}o n{\~a}o utilizado e em breve funcionar{\~a}o num sistema de produ{\c c}{\~a}o fechado, em que todo os res{\'\i}duos ser{\~a}o processados e reutilizados [3]. No futuro, o bet{\~a}o pr{\'e}-fabricado ser{\'a} por excel{\^e}ncia o ve{\'\i}culo preferido para a introdu{\c c}{\~a}o dos agregados reciclados na ind{\'u}stria de constru{\c c}{\~a}o, dado o controlo de qualidade a que {\'e} sujeito. O controlo de qualidade na pr{\'e}-fabrica{\c c}{\~a}o come{\c c}a no estudo e prepara{\c c}{\~a}o do projeto, e continua com a produ{\c c}{\~a}o das pe{\c c}as de bet{\~a}o e com a entrega e montagem a tempo e horas. O controlo de qualidade durante o processo de fabrico {\'e} baseado em quatro pilares fundamentais: pessoas, instala{\c c}{\~o}es e equipamentos, mat{\'e}rias-primas e processos de execu{\c c}{\~a}o, e controlo de qualidade da execu{\c c}{\~a}o. A maioria das empresas de pr{\'e}-fabrica{\c c}{\~a}o possui a certifica{\c c}{\~a}o ISO-9000.As carater{\'\i}sticas das estruturas pr{\'e}-fabricadas permitem adapt{\'a}-las, na maioria das situa{\c c}{\~o}es, {\`a}s exig{\^e}ncias do arquiteto ou do dono de obra, n{\~a}o existindo antagonismo entre a eleg{\^a}ncia arquitet{\'o}nica e o aumento da efici{\^e}ncia estrutural (Figura 1). Atualmente, industrializa{\c c}{\~a}o j{\'a} n{\~a}o significa um n{\'u}mero elevado de pe{\c c}as de bet{\~a}o id{\^e}nticas, pelo contr{\'a}rio, um processo de produ{\c c}{\~a}o eficiente pode ser combinado com a m{\~a}o-de-obra qualificada existente na f{\'a}brica, o que permite desenvolver um projeto de arquitetura moderno e sem custos adicionais. A utiliza{\c c}{\~a}o de v{\~a}os grandes, sem restri{\c c}{\~o}es a poss{\'\i}veis subdivis{\~o}es com paredes divis{\'o}rias, permite a flexibilidade do espa{\c c}o, adaptando-o {\`a}s necessidades do utilizador, tal como {\'e} exigido nos edif{\'\i}cios de escrit{\'o}rios. Quer no passado quer atualmente, a maioria dos edif{\'\i}cios tradicionais s{\~a}o concebidos para uma utiliza{\c c}{\~a}o espec{\'\i}fica, sem atender a futuras altera{\c c}{\~o}es de uso e consequentes remodela{\c c}{\~o}es ou demoli{\c c}{\~o}es. Para obviar a esta desvantagem, a solu{\c c}{\~a}o passa por fazer uma distin{\c c}{\~a}o clara entre a parte estrutural dos edif{\'\i}cios e os acabamentos, possibilitando, desta forma, futuras remodela{\c c}{\~o}es sem demoli{\c c}{\~a}o da estrutura do edif{\'\i}cio. Hoje as estruturas pr{\'e}-fabricadas em bet{\~a}o j{\'a} s{\~a}o concebidas de acordo com este conceito, dada a capacidade existente nas vigas e pavimentos para vencerem grandes v{\~a}os, o que facilita a cria{\c c}{\~a}o de grandes espa{\c c}os abertos no interior do edif{\'\i}cio. As carater{\'\i}sticas das lajes alveoladas permitem que as redes de instala{\c c}{\~o}es sejam a{\'\i} incorporadas, e, al{\'e}m disso, pode-se tirar partido da massa t{\'e}rmica do bet{\~a}o da laje para armazenar energia t{\'e}rmica. Os elementos pr{\'e}-fabricados de bet{\~a}o possibilitam uma ampla variedade de acabamentos, desde superf{\'\i}cies cuidadosamente moldadas at{\'e} ao bet{\~a}o {\`a} vista. Deste modo, o arquiteto disp{\~o}e de pain{\'e}is de fachada, vigas e pilares com formas especiais e com acabamentos de alta qualidade (Figura 2). Al{\'e}m disso, o projetista pode inspecionar e aceitar as pe{\c c}as pr{\'e}-fabricadas antes de serem transportadas e fixadas no local. Os pain{\'e}is em bet{\~a}o arquitet{\'o}nico oferecem uma ampla gama de acabamentos, numa grande variedade de cores e texturas, por exemplo em calc{\'a}rio ou granito, ou atrav{\'e}s de acabamentos mais complexos em tijoleiras cer{\^a}micas ou em alvenaria de pedra natural ou artificial que seriam extremamente caros se aplicados in situ pelos m{\'e}todos tradicionais. A pr{\'e}-fabrica{\c c}{\~a}o, comparativamente {\`a} constru{\c c}{\~a}o in situ, tem um maior potencial para apresentar estruturas mais econ{\'o}micas, melhor desempenho estrutural e maior durabilidade por causa da otimiza{\c c}{\~a}o dos materiais utilizados, a qual {\'e} obtida tendo por base as mat{\'e}rias-primas, os equipamentos de fabrica{\c c}{\~a}o utilizados e os procedimentos de trabalho cuidadosamente estudados. Os trabalhos de pr{\'e}-fabrica{\c c}{\~a}o utilizam equipamento de dosagem e mistura controlados por computador, bem como aditivos e adjuvantes na mistura para obter os desempenhos mec{\^a}nicos pretendidos. A betonagem e a vibra{\c c}{\~a}o do bet{\~a}o s{\~a}o realizadas com condi{\c c}{\~o}es de trabalho e equipamentos ideais. O teor de {\'a}gua pode ser reduzido ao m{\'\i}nimo e a cura tamb{\'e}m ocorre em circunst{\^a}ncias controladas. A classe do bet{\~a}o utilizada pode ser adequada {\`a}s exig{\^e}ncias de cada tipo de elemento, de forma a otimizar o uso de materiais mais caros. O bet{\~a}o pr{\'e}-fabricado oferece uma liberdade de a{\c c}{\~a}o consider{\'a}vel para a melhoria da efici{\^e}ncia estrutural, permitindo produtos mais esbeltos e um uso otimizado dos materiais. Maiores v{\~a}os e menores alturas {\'u}teis podem ser obtidos atrav{\'e}s da utiliza{\c c}{\~a}o do pr{\'e}-esfor{\c c}o em vigas e pavimentos. O pr{\'e}-esfor{\c c}o {\'e} frequentemente utilizado na pr{\'e}-fabrica{\c c}{\~a}o devido {\`a}s pistas de pr{\'e}-tens{\~a}o existentes e aos fios de pr{\'e}-esfor{\c c}o serem ancorados por ader{\^e}ncia. O bet{\~a}o pr{\'e}-fabricado pr{\'e}-esfor{\c c}ado proporciona todas as vantagens construtivas do bet{\~a}o pr{\'e}-esfor{\c c}ado, mas tamb{\'e}m a economia na fabrica{\c c}{\~a}o, devido {\`a} reduzida m{\~a}o-de-obra e {\`a} aus{\^e}ncia de dispositivos de ancoragem dispendiosos. Outra vantagem do bet{\~a}o pr{\'e}-fabricado {\'e} a melhoria da durabilidade. Contudo, os melhores benef{\'\i}cios s{\~a}o obtidos para os elementos verticais, especialmente para os pilares, onde a capacidade de carga pode aumentar entre 100\% a 150\% quando a resist{\^e}ncia do bet{\~a}o passa de 30 para 90 MPa [3]. As estruturas pr{\'e}-fabricadas em bet{\~a}o armado e pr{\'e}-esfor{\c c}ado apresentam, normalmente, uma resist{\^e}ncia ao fogo de 60 a 120 minutos ou mais [3]. Atualmente os bet{\~o}es de alto desempenho j{\'a} s{\~a}o utilizados em algumas estruturas pr{\'e}-fabricadas e no futuro pr{\'o}ximo, em especial em zonas com alguma agressividade ambiental, o bet{\~a}o pr{\'e}-fabricado ver{\'a} as armaduras de a{\c c}o substitu{\'\i}das por armaduras de mat{\'e}rias comp{\'o}sitos. O desempenho das estruturas pr{\'e}-fabricadas tem sido analisado face a sismos de diferentes intensidades, tendo a maioria registado um bom desempenho, enquanto outras, em especial as mais antigas, mostraram algumas defici{\^e}ncias. A investiga{\c c}{\~a}o a n{\'\i}vel internacional dai resultante, tem sido particularmente {\'u}til para melhorar a pormenoriza{\c c}{\~a}o das liga{\c c}{\~o}es das estruturas pr{\'e}-fabricadas, bem como para avaliar a ductilidade geral destas estruturas (que mostrou ser bastante compar{\'a}vel {\`a} das estruturas constru{\'\i}das in situ), ajudando assim a definir fatores de comportamento adequados [4].Na {\'u}ltima d{\'e}cada a Comiss{\~a}o 6 da pr{\'e}-fabrica{\c c}{\~a}o, da Federa{\c c}{\~a}o Internacional do Bet{\~a}o (fib) publicou um conjunto de relat{\'o}rios t{\'e}cnicos [1-5] sobre edif{\'\i}cios pr{\'e}-fabricados, dedicados em especial {\`a}s liga{\c c}{\~o}es estruturais [1], {\`a}s a{\c c}{\~o}es acidentais [2], aos pain{\'e}is sandwich [5], ao projeto de estruturas pr{\'e}-fabricadas em geral [3] e ao projeto de edif{\'\i}cios em zonas s{\'\i}smicas [4], onde estes temas s{\~a}o abordados em detalhe e que podem ser uma mais-valia para todos os que se queiram dedicar a esta tem{\'a}tica.

}, keywords = {Bet{\~a}o armado, Pr{\'e}-fabrica{\c c}{\~a}o}, url = {http://www.construcaomagazine.pt/noticias/revista-n88-novembro-dezembro-2018/}, author = {Chastre, Carlos} } @article {13364, title = {Ductilidade e resist{\^e}ncia no refor{\c c}o de pilares de bet{\~a}o armado sem aumento de sec{\c c}{\~a}o}, journal = {Constru{\c c}{\~a}o Magazine}, volume = {84}, number = {Mar{\c c}o/Abril}, year = {2018}, note = {

REFER{\^E}NCIAS
1. Chastre, C. and M.A.G. Silva, Monotonic axial behavior and modelling of RC circular columns confined with CFRP. Engineering Structures, 2010. 32(8): p. 2268-2277.
2. Faustino, P., C. Chastre, and R. Paula, Design model for square RC columns under compression confined with CFRP. Composites Part B: Engineering, 2014. 57: p. 187-198.
3. Chastre, C., CREatE, um sistema inovador de refor{\c c}o estrutural utilizando comp{\'o}sitos de CFRP, in Constru{\c c}{\~a}o Magazine. 2017. p. 46-47.
4. Chastre, C., H. Biscaia, and N. Franco, Refor{\c c}o de Vigas de Bet{\~a}o Armado com Armaduras P{\'o}s-Instaladas de A{\c c}o Inox ou de Comp{\'o}sitos de FRP. Mec{\^a}nica Experimental, 2017. 28: p. 39-46.
5. Chastre, C., et al., Experimental Analysis of Reinforced Concrete Beams Strengthened with Innovative Techniques, in 41th IAHS Word Congress of Housing. Sustainability and Innovation for the Future. 2016: Albufeira, Portugal. p. 10.6. Biscaia, H.C., et al., Flexural Strengthening of Old Timber Floors with Laminated Carbon Fiber-Reinforced Polymers. Journal of Composites for Construction, 2017. 21(1): p. 04016073.
7. Faustino, P. and C. Chastre, Flexural Strengthening of Columns with CFRP Composites and Stainless Steel: Cyclic Behavior. Journal of Structural Engineering, 2016. 142(2): p. 04015136.8. Faustino, P. and C. Chastre, Damage Effect on Concrete Columns Confined with Carbon Composites. ACI Structural Journal, 2016. 113(5): p. 951-692.
9. Faustino Marques, P., Strengthening to seismic action of reinforced columns with rectangular cross-section. Tese de Doutoramento, Universidade NOVA de Lisboa, Caparica, 2015.

}, month = {Mar{\c c}o/Abril de 2}, pages = {48-49}, abstract = {

O aumento da resist{\^e}ncia e/ou da ductilidade {\'e} um objetivo primordial quando se procede ao refor{\c c}o de pilares. Um m{\'e}todo bastante eficaz de aumentar a ductilidade, particularmente em regi{\~o}es s{\'\i}smicas, {\'e} atrav{\'e}s do encamisamento com coletes de FRP, uma vez que esta t{\'e}cnica permite uma diminui{\c c}{\~a}o da deforma{\c c}{\~a}o transversal do pilar e a limita{\c c}{\~a}o da encurvadura das armaduras longitudinais, aumentando consequentemente a ductilidade do mesmo. Diversos ensaios experimentais permitiram detetar que os incrementos s{\~a}o maiores em sec{\c c}{\~o}es circulares do que em sec{\c c}{\~o}es quadradas ou retangulares [1, 2]. A atenua{\c c}{\~a}o deste efeito {\'e} obtida atrav{\'e}s do arredondamento dos cantos nos pilares de sec{\c c}{\~a}o retangular. Contudo, o encamisamento com coletes de FRP, por si s{\'o}, n{\~a}o aumenta significativamente a resist{\^e}ncia do pilar {\`a} flex{\~a}o composta. Para que isso aconte{\c c}a e se mantenha um n{\'\i}vel elevado de ductilidade, {\'e} necess{\'a}rio adicionar armaduras longitudinais {\`a} armadura do pilar e posteriormente proceder ao encamisamento com colete de FRP. Uma forma muito eficiente de o conseguir, mantendo a se{\c c}{\~a}o transversal do pilar, {\'e} utilizando o sistema CREatE (Continuous Reinforcement Embedded at Ends) desenvolvido na Universidade NOVA e j{\'a} anteriormente apresentado nesta coluna, na edi{\c c}{\~a}o de Junho/Agosto de 2017 [3], para o caso do refor{\c c}o de vigas. O sistema CREatE foi idealizado para ser utilizado com diversos materiais e diferentes elementos estruturais [4-7], em que {\'e} necess{\'a}rio aumentar a sua capacidade resistente atrav{\'e}s de armaduras p{\'o}s-instaladas, caracterizando-se pela utiliza{\c c}{\~a}o de armaduras cont{\'\i}nuas embutidas nas extremidades do elemento estrutural sem o uso de dispositivos mec{\^a}nicos para as fixar. Antes da ancoragem da armadura de refor{\c c}o no interior do elemento, {\'e} necess{\'a}rio utilizar uma curva de transi{\c c}{\~a}o suave para alterar a forma da armadura de refor{\c c}o e evitar a ocorr{\^e}ncia de concentra{\c c}{\~o}es de tens{\~o}es na armadura ou na interface [4, 7, 8]. Este conceito foi aplicado no refor{\c c}o de pilares realizado no {\^a}mbito da tese de doutoramento de Faustino Marques [9].Na Figura 1 {\'e} poss{\'\i}vel observar dois pilares de se{\c c}{\~a}o retangular (20x40cm2) encamisados com coletes de 3 camadas de CFRP (200gr/m2) em que foi utilizado o sistema CREatE com armaduras p{\'o}s-instaladas de a{\c c}o inox (2x20x5mm2) ou de laminados de CFRP (2x(10+20){\texttimes}1.4 mm2/face) para refor{\c c}o longitudinal [7, 8]. Na Figura 2 pode observar-se os resultados dos ensaios experimentais de um conjunto de pilares de se{\c c}{\~a}o retangulares sujeitos a esfor{\c c}o axial e a a{\c c}{\~o}es horizontais c{\'\i}clicas. O pilar P11 {\'e} o de refer{\^e}ncia pois, n{\~a}o foi refor{\c c}ado, enquanto os pilares P12, P15 e P16 foram encamisados com coletes de 3 camadas de CFRP e nos pilares P15 e P16 foi utilizado adicionalmente o sistema CREatE com armaduras p{\'o}s-instaladas de a{\c c}o inox (P15) ou de laminados de CFRP (P16) para refor{\c c}o longitudinal [7]. Na Figura 3 mostra-se a envolvente dos diagramas For{\c c}a-Deslocamento dos ensaios dos diferentes pilares de se{\c c}{\~a}o retangular (P11; P12; P15 e P16), sendo poss{\'\i}vel de constatar um excelente desempenho n{\~a}o s{\'o} em termos de ductilidade (incremento de 67\%) como de resist{\^e}ncia (incrementos entre 29\% e 43\%, para drifts entre 2 e 4\%) dos pilares refor{\c c}ados com o sistema CREatE relativamente ao pilar de refer{\^e}ncia n{\~a}o refor{\c c}ado.

}, keywords = {Bet{\~a}o armado, Comp{\'o}sitos de FRP, Pilares, Refor{\c c}o, T{\'e}cnica CREatE}, url = {http://www.construcaomagazine.pt/noticias/revista-n84-marco-abril-2018/}, author = {Chastre, Carlos} } @conference {13380, title = {Analyses on the bond transfer between FRP composites and other structural materials}, booktitle = {9th International Conference on Fibre Reinforced Polymer (FRP) Composites in Civil engineering, CICE2018}, year = {2018}, note = {n/a}, month = {July 17-19}, pages = {8}, address = {Paris, France}, abstract = {n/a}, author = {Biscaia, H. C. and Chastre, C. and J. Cardoso and N. Franco} } @article {12339, title = {Stainless steel bonded to concrete: An experimental assessment using the DIC technique}, journal = {International Journal of Concrete Structures and Materials}, volume = {12}, number = {1}, year = {2018}, note = {

n/a

}, month = {January 30}, abstract = {

The durability performance of stainless steel makes it an interesting alternative for the structural strengthening of reinforced concrete. Like external steel plates or fibre reinforced polymers, stainless steel can be applied using externally bonded reinforcement (EBR) or the near surface mounted (NSM) bonding techniques. In the present work, a set of single-lap shear tests were carried out using the EBR and NSM bonding techniques. The evaluation of the performance of the bonding interfaces was done with the help of the digital image correlation (DIC) technique. The tests showed that the measurements gathered with DIC should be used with caution, since there is noise in the distribution of the slips and only the slips greater than one-tenth of a millimetre were fairly well predicted. For this reason, the slips had to be smoothed out to make it easier to determine the strains in the stainless steel and the bond stress transfer between materials, which helps to determine the bond{\textendash}slip relationship of the interface. Moreover, the DIC technique allowed to identify all the states developed within the interface through the load{\textendash}slip responses which were also closely predicted with other monitoring devices. Considering the NSM and the EBR samples with the same bonded lengths, it can be stated that the NSM system has the best performance due to their higher strength, being observed the rupture of the stainless steel in the samples with bond lengths of 200 and 300 mm. Associated with this higher strength, the NSM specimens had an effective bond length of 168 mm which is 71.5\% of that obtained for the EBR specimens (235 mm). A trapezoidal and a power functions are the proposed shapes to describe the interfacial bond{\textendash}slip relationships of the NSM and EBR systems, respectively, where the maximum bond stress in the former system is 1.8 times the maximum bond stress of the latter one.

}, keywords = {bond failure, Concrete, Digital Image Correlation, Stainless steel}, isbn = {2234-1315}, url = {https://link.springer.com/content/pdf/10.1186\%2Fs40069-018-0229-8.pdf}, author = {Biscaia, Hugo and Franco, Noel and Chastre, Carlos} } @conference {13388, title = {An{\'a}lise experimental de liga{\c c}{\~o}es pilar-pilar em torres treli{\c c}adas em concreto pr{\'e}-moldado para suporte de geradores e{\'o}licos}, booktitle = {Encontro Nacional Bet{\~a}o Estrutural - BE2018}, year = {2018}, note = {

REFER{\^E}NCIAS[1] Global Wind Energy Council. (2014). Global Statistics. Fonte: GWEC. Representing The Global Wind Energy Industry: www.gwec.net.[2] L{\'u}cio, V.; Chastre, C.; Precast concrete wind tower structures-historic evolution, current development and future potential; CPI - Concrete Plant International; June 2014. http://www.cpi-worldwide.com/flips/2014/3[3] El Debs, M.; Concreto pr{\'e}-moldado: fundamentos e aplica{\c c}{\~o}es; Editora: Oficina de Textos, S{\~a}o Paulo, Brasil. 2{\textordmasculine} edi{\c c}{\~a}o, 2017; ISBN: 978-85-7975-279-7[4] Reguengo, R.; L{\'u}cio, V.; Chastre, C.; Liga{\c c}{\~a}o pilar {\textendash} funda{\c c}{\~a}o com armaduras salientes do pilar, em estruturas pr{\'e}-fabricadas {\textendash} Ensaios monot{\'o}nicos e ensaios c{\'\i}clicos; BE2008 {\textendash} Encontro Nacional de Bet{\~a}o Estrutural 2008; Guimar{\~a}es, Novembro de 2008[5] Miltenberger, P.; Capacity design of grouted anchors; 16th International Conference on Structural Mechanics in Reactor Technology; Washington, DC, USA, 2001.[6] Popa, V.; Papurcu, A.; Cotofana, D.; Pascu, R.;Experimental testing on emulative connectionsfor precast columns using grouted corrugated steel sleeves. Bulletin of Earthquake Engineering, August 2015, Volume 13, Issue 8, pp 2429-2447; DOI 10.1007/s10518-014-9715-9.[7] Jen Hua Ling, J.; Rahman, A.; Ibrahim, I.;Feasibility study of grouted splice connector under tensile load;Construction and Building Materials,Volume 50, 15 January 2014, Pages 530{\textendash}539; doi:10.1016/j.conbuildmat.2013.10.010[8] Faga, E.; Lorenzo, B.; Davide, B.; Nascimbene, R.;Comparison between numerical and experimental cyclic response of alternative column to foundation connections of reinforced concrete precast structures; Proceedings of the Third International fib Congress and PCI Annual Convention and Bridge Conference; Washington, DC, USA, June 2010;ISBN: 9781617828218[9] Estruturas Pr{\'e}-moldadas no Mundo - Aplica{\c c}{\~o}es e Comportamento Estrutural; Edi{\c c}{\~a}o FFCT - UNL, Impresso na Editora Parma Lda, S. Paulo, Brasil, 2012, ISBN: 978-989-97721-1-3.

}, month = {7 a 9 de novembr}, pages = {10}, address = {LNEC, Lisboa, Portugal}, abstract = {

Com o crescente consumo de energia el{\'e}trica s{\~a}o cada vez mais os pa{\'\i}ses que procuram fontes de energia renov{\'a}vel e limpa, entre elas a e{\'o}lica. A quantidade de energia produzida {\'e} influenciada pela altura das torres, dimens{\~o}es das p{\'a}s e pot{\^e}ncia dos aerogeradores. Quanto maior for a eleva{\c c}{\~a}o da turbina maiores s{\~a}o a velocidade e estabilidade dos ventos alcan{\c c}ados. A solu{\c c}{\~a}o de torre treli{\c c}ada em concreto armado pr{\'e}-moldado idealizada por L{\'u}cio e Chastre [2] permite a constru{\c c}{\~a}o de torres altas e {\'e} competitiva em rela{\c c}{\~a}o aos outros sistemas estruturais.As liga{\c c}{\~o}es t{\^e}m uma import{\^a}ncia fundamental no comportamento global das estruturas pr{\'e}-moldadas. A viabilidade da liga{\c c}{\~a}o (f{\'a}cil execu{\c c}{\~a}o, baixo custo, comportamento/capacidade resistente) {\'e} preponderante na viabiliza{\c c}{\~a}o da constru{\c c}{\~a}o destas torres.At{\'e} {\`a} data foram estudadas quatro liga{\c c}{\~o}es (S1, S2, S3 e S4), sendo neste artigo abordadas apenas as liga{\c c}{\~o}es do modelo S3 com junta de 3mm (barras salientes/bainhas corrugadas/selagem com grout) e do modelo S4 com junta de 50 mm (liga{\c c}{\~o}es aparafusadas produzidas comercialmente).Atrav{\'e}s dos resultados experimentais pode-se concluir que o mecanismo de rutura foi o mesmo nos dois modelos e que as solu{\c c}{\~o}es estudadas preenchem os requisitos para a sua utiliza{\c c}{\~a}o em estruturas pr{\'e}-moldadas de concreto armado para suporte de aerogeradores.

}, keywords = {Estruturas pr{\'e}-moldadas de concreto armado, Liga{\c c}{\~o}es pilar-pilar, Torres para suporte de geradores e{\'o}licos}, url = {https://be2018.pt/}, author = {David Martins and Souza, Sueli T. M. and LUCIO, V{\'a}lter J. G. and Chastre, Carlos and Souza, Luiz A. S.} } @conference {13387, title = {Avalia{\c c}{\~a}o dos resultados de resist{\^e}ncia {\`a} compress{\~a}o de bet{\~a}o pronto produzido em centrais portuguesas}, booktitle = {Encontro Nacional Bet{\~a}o Estrutural - BE2018}, year = {2018}, note = {

REFER{\^E}NCIAS[1] NP EN-206-1, Concrete - Part 1: Specification, performance, production and conformity. 2007, Comit{\'e} Europ{\'e}en de Normalisation (CEN): Brussels, Belgium. 72 p.[2] Chmielewski, T. and E. Konopka, Statistical evaluations of field concrete strength. Magazine of Concrete Research, 1999. 51(1): pp. 45-52.[3] ACI214-R11, Guide to evaluation of strength test results of concrete. 2011: Farmington Hills, Michigan, the United States of America. 20 p.[4] Bartlett, F.M. and J.G. MacGregor, Statistical Analysis of the Compressive Strength of Concrete in Structures. Materials Journal, 1996. 93(2): pp. 158-168.[5] Soroka, I., On compressive strength variation in concrete. Mat{\'e}riaux et constructions, 1971. 4(3): pp. 155-161.[6] Rackwitz, R., Statistical control in concrete structures, in Specialized course - C4. 1973, Laborat{\'o}rio Nacional de Engenharia Civil: Lisbon, Portugal.[7] Gulvanessian, H., J.A. Calgaro, and M. Holicky, Designers{\textquoteright} guide to EN1990 Eurocode: Basis of structural design. Designers{\textquoteright} Guide to the Eurocodes. 2002, London, United Kingdom: Thomas Telford. 197 p.[8] CEB, Bulletin 202: Reliability of concrete structures. 1991: Lausanne, Switzerland. 163 p.[9] NKB/SAKO, NKB1999:01E Basis of design of structures. Proposals for modification of partial safety factors in Eurocodes, I.-B. 1999, Nordic Committee on Building Regulations (NBK): Oslo, Norway. 90 p.[10] Foster, S.J., M.G. Stewart, M. Loo, M. Ahammed, and V. Sirivivatnanon, Calibration of Australian Standard AS3600 Concrete Structures: part I statistical analysis of material properties and model error. Australian Journal of Structural Engineering, 2016. 17(4): pp. 242-253.[11] Nowak, A.S. and M. Szerszen, Calibration of Design Code for Buildings (ACI 318): Part 1{\textemdash}Statistical Models for Resistance. ACI Structural Journal, 2003. 100(3): pp. 377-382.[12] Vrouwenvelder, A. and A. Siemes, Probabilistic calibration procedure for the derivation of partial safety factors for the Netherlands building codes. HERON, 1987. 32(4).[13] Diniz, S.M.C. and D.M. Frangopol, Reliability bases for high-strength concrete columns. Journal of Structural Engineering, 1997. 123(10): pp. 1375-1381.[14] Faber, M.H., Risk and safety in civil engineering. Lecture notes. 2007, Swiss Federal Institute of Technology: Zurich, Switzerland. 335 p.[15] JCSS, Probabilistic Model Code, in Part 3: Material properties. 2001. 41 p.[16] Wi{\'s}niewski, D.F., P.J.S. Cruz, A.A.R. Henriques, and R.A.D. Sim{\~o}es, Probabilistic models for mechanical properties of concrete, reinforcing steel and pre-stressing steel. Structure and Infrastructure Engineering, 2012. 8(2): pp. 111-123.

}, month = {7 a 9 de novembr}, pages = {10}, address = {LNEC, Lisboa, Portugal}, abstract = {

Este artigo avalia se, para especifica{\c c}{\~o}es de bet{\~a}o correntes, a resist{\^e}ncia {\`a} compress{\~a}o de bet{\~a}o pronto {\'e} significativamente dependente da central que o produziu, bem como se a variabilidade entre amassaduras de uma determinada composi{\c c}{\~a}o {\'e} dependente da classe de resist{\^e}ncia especificada. {\'E} apresentado um par{\^a}metro probabil{\'\i}stico que converte a resist{\^e}ncia {\`a} compress{\~a}o caracter{\'\i}stica especificada para a resist{\^e}ncia {\`a} compress{\~a}o expect{\'a}vel em provetes de bet{\~a}o c{\'u}bicos em condi{\c c}{\~o}es padronizadas.{\'E} feita uma an{\'a}lise estat{\'\i}stica e probabil{\'\i}stica dos resultados de ensaios de resist{\^e}ncia {\`a} compress{\~a}o aos 28 dias de bet{\~a}o pronto produzido em tr{\^e}s centrais de bet{\~a}o portuguesas durante o ano de 2017. Ap{\'o}s a avalia{\c c}{\~a}o da representatividade da base de dados analisada, {\'e} feito um estudo comparativo dos par{\^a}metros estat{\'\i}sticos dos dados de produ{\c c}{\~a}o das diferentes centrais e {\'e} avaliada a influ{\^e}ncia da classe de resist{\^e}ncia {\`a} compress{\~a}o do bet{\~a}o nestes par{\^a}metros. Define-se e analisa-se um par{\^a}metro probabil{\'\i}stico que converte a resist{\^e}ncia {\`a} compress{\~a}o especificada para a resist{\^e}ncia potencial de bet{\~a}o, para cubos de 150 mm. Este par{\^a}metro contribui para uma futura proposta de um modelo probabil{\'\i}stico, a ser utilizado em an{\'a}lises de fiabilidade, que converte a resist{\^e}ncia {\`a} compress{\~a}o especificada para a resist{\^e}ncia {\`a} compress{\~a}o de elementos de bet{\~a}o em obra.Quer a an{\'a}lise estat{\'\i}stica dos ensaios de resist{\^e}ncia {\`a} compress{\~a}o, quer o par{\^a}metro de convers{\~a}o s{\~a}o comparados com os resultados de investiga{\c c}{\~o}es internacionais na {\'a}rea, aferindo-se se a qualidade da produ{\c c}{\~a}o de bet{\~a}o pronto nacional {\'e} semelhante {\`a} de outras regi{\~o}es.

}, keywords = {an{\'a}lise probabil{\'\i}stica, bet{\~a}o pronto, controlo de qualidade, fiabilidade}, url = {https://be2018.pt/}, author = {Pacheco, Jo{\~a}o and Jorge de Brito and Chastre, Carlos and Evangelista, Lu{\'\i}s} } @article {12336, title = {Design method and verification of steel plate anchorages for FRP-to-concrete bonded interfaces}, journal = {Composite Structures}, volume = {192}, year = {2018}, note = {

n/a

}, month = {5/15/}, pages = {52-66}, abstract = {

Concrete structures Externally Bonded Reinforced (EBR) with Fibre Reinforced Polymers (FRP) have been studied and used since the end of the last century. However, several issues need to be better studied in order to improve performance. The influence of size of anchorage plates used on Reinforced Concrete (RC) structures strengthened with EBR FRP composites, the external compressive stress to be applied on the anchorage plate and the numerical simulation of this region are some of the topics that need to be more carefully studied in order to clarify the performance of the FRP-to-concrete interface within the anchorage plate region. This study proposes a design methodology to estimate the amount of external compressive stress necessary to be applied on the anchorage plate of EBR systems with FRP composites, in order to avoid premature debonding. The external compressive stress imposed on the FRP composite is intended to simulate the effect produced by a mechanical anchorage system tightened to the EBR system. The results from the design proposal, when compared with the numerical ones, were efficient enough on the prediction of the bond strength improvement of FRP-to-concrete interfaces.

}, keywords = {Bond, Concrete, Design methodology, FRP, interfaces, Mechanical anchorage}, isbn = {0263-8223}, url = {https://www.sciencedirect.com/science/article/pii/S0263822317341703}, author = {Biscaia, Hugo C. and Chastre, Carlos} } @conference {13389, title = {Degradation of EB-GFRP systems due to artificial aging conditions}, booktitle = {XVI Portuguese Conference on Fracture (PCF2018)}, year = {2018}, note = {

REFERENCES[1] Silva, MAG, Biscaia, HC. Effects of exposure to saline humidity on bond between GFRP and concrete. Comp Struct, 2010; 93(1): 216-224.[2] Micelli, F, Nanni, A. Durability of FRP rods for concrete structures." Construction and Building Materials, 2004; 18: 491-503.[3] Biscaia, HC. Behaviour and modeling of GFRP-to-concrete interfaces of reinforced concrete elements exposed to aggressive environments. PhD thesis, FCT/UNL, 2012.

}, month = {23-24th April 20}, address = {Universidade da Beira Interior, Covilh{\~a}, Portugal}, abstract = {

The use of adhesively bonded joints between Fiber Reinforced Polymers (FRP) and concrete elements have been spread out in the past decades. However, due to their recent applications, the durability aspects related with these bonded joints requires the use of high safety factors which strongly restricts the mechanical capacity of the FRP composites. The experimental assessment of the degradation of FRP-to-concrete interfaces is an important task because it provides useful data that can be used to calibrate analytical or numerical models with the aim of helping on the correct understanding of the interfacial degradation. In this work, a new and simple interfacial bond-slip model that needs only one parameter to be experimentally defined is proposed. Compared to unaged Glass (G) FRP-to-concrete interfaces, the relative degradation of these bonded interfaces is studied after being subjected to: (i) salt fog cycles; (ii) wet-dry cycles; (iii) temperature cycles between -10{\textordmasculine}C and +30{\textordmasculine}C; and (iv) between +7.5{\textordmasculine}C and +47.5{\textordmasculine}C. The subsequent full debonding processes are predicted through an analytical model that takes into account the degradations experimentally determined from the tests.

}, keywords = {Analytical model., Bonded joints, Durability, GFRP-to-concrete interface}, url = {http://193.136.66.99/fractura/}, author = {Biscaia, Hugo and Chastre, Carlos} } @book {12337, title = {Theoretical analysis of fracture in double overlap bonded joints with frp composites and thin steel plates}, series = {Engineering Fracture Mechanics}, volume = {190}, year = {2018}, note = {

https://authors.elsevier.com/a/1WYdf38l3L~X8 (50 dias free, desde 12/2/2018)

}, month = {2018/03/01/}, pages = {435-460}, abstract = {

The effective stress transfer between the fiber reinforced polymers (FRP) and the steel substrate is crucial for the successful retrofit of existing steel structures with FRP composites. However, there are no standard tests for FRP-to-steel interfaces, wherefore different test configurations have been used in recent years to assess the bond behaviour in these interfaces. The present study shows that the choice of test configuration is highly important and leads to different transfer stresses between the FRP and steel composites and consequently, has a direct influence on the strength of the bonded joint. Therefore, it is important to understand the debonding process that occurs in each test and avoid misinterpretations, erroneous analyses and dangerous characterizations of the interfacial behaviour of these interfaces. The current study presents a new analytical approach for the prediction of the debonding of FRP-to-steel interfaces when double-lap pull or double-strap tests are used.

}, keywords = {Analytical approach, FRP composites, steel, Stress transfer, Test setup}, isbn = {0013-7944}, url = {http://www.sciencedirect.com/science/article/pii/S0013794417305672}, author = {Biscaia, Hugo C. and Chastre, Carlos} } @article {12335, title = {Mechanical response of anchored FRP bonded joints: A nonlinear analytical approach}, journal = {Mechanics of Advanced Materials and Structures}, volume = {25}, number = {3}, year = {2018}, note = {

n/a

}, month = {2018/02/17}, pages = {238-252}, publisher = {Taylor \& Francis}, abstract = {

This article presents a nonlinear analytical solution for the prediction of the full-range debonding response of mechanically anchored, fiber-reinforced polymer (FRP) composites from the substrate. The nonlinear analytical approach predicts, for any monotonic loading history or bonded length, the relative displacements (or slips) between materials, the strains in the FRP composite, the bond stresses within the interface, and the stresses developed in the substrate. The load-slip responses of FRP-to-substrate interfaces with short and long bonded lengths are motives of analysis and discussion. The solutions obtained from the proposed approach are also compared with other experimental results found in the literature.

}, keywords = {Debonding, FRP composites, Interface, Mechanical anchorage, nonlinear analytical approach}, isbn = {1537-6494}, url = {https://doi.org/10.1080/15376494.2016.1255812}, author = {Biscaia, Hugo Charrinho and Chastre, Carlos and Silva, Cinderela and Franco, Noel} } @conference {13379, title = {Influ{\^e}ncia da Variabilidade de Agregados Reciclados de Bet{\~a}o na Fiabilidade de Estruturas de Bet{\~a}o}, booktitle = {3{\textordmasculine} Congresso Luso-Brasileiro Materiais de Constru{\c c}{\~a}o Sustent{\'a}veis}, year = {2018}, note = {

REFER{\^E}NCIAS [1] NKB/SAKO, NKB1999:01E Basis of design of structures. Proposals for modification of partial safety factors in Eurocodes, I.-B. 1999, Nordic Committee on Building Regulations (NBK): Oslo, Norway, 90 pages. [2] Holick{\'y}, M., J. Retief, and J. Wium, Partial factors for selected reinforced concrete members: background to a revision of SANS 10100-1. Journal of the South African Institution of Civil Engineering, 2010. 52: pp. 36-44. [3] Sedlacek, G., J. Brozzetti, and G. Hanswillle, Relationship between Eurocode 1 and the {\guillemotleft}material{\guillemotright} oriented Eurocodes. IABSE reports, 1996. 74: pp. 121-140. [4] BRE, Client report 210297. An independent technical expert review of the SAKO Report, H. Gulvanessian, J.A. Calgaro, P. Spehl, and B. Jensen, 2003, BRE: Watford, United Kingdom, 222 pages. [5] Gulvanessian, H., P. Formichi, and J.A. Calgaro, Designers{\textquoteright} guide to Eurocode 1: Actions on buildings. Designers{\textquoteright} Guide to the Eurocodes. 2009, London, United Kingdom: Thomas Telford, 266 pages. [6] EN-1990, Eurocode 0: Basis of structural design. 2002, Comit{\'e} Europ{\'e}en de Normalisation (CEN): Brussels, Belgium, 87 pages.[7] Mehta, P.K. and P.J. Monteiro, Concrete: microstructure, properties and materials (3rd edition). 2006: McGraw-Hill 684 pages. [8] Xiao, J., J. Li, and C. Zhang, On statistical characteristics of the compressive strength of recycled aggregate concrete. Structural Concrete, 2005. 6(4): pp. 149-153. [9] Etxeberria, M., E. Vazquez, A. Mari, and M. Barra, Influence of amount of recycled coarse aggregates and production process on properties of recycled aggregate concrete. Cement and Concrete Research, 2007. 37(5): pp. 735-742. [10] Xiao, J., K. Zhang, and Q. Xie, Reliability Analysis for Flexural Capacity of Recycled Aggregate Concrete Beams. Structural Engineering International, 2016. 26(2): pp. 121-129. [11] Henry, M., K. Hagiwara, T. Nishimura, and Y. Kato, Effect of recycled aggregate quality on variation and estimation of concrete strength. Proceedings of the Japan Concrete Institute, 2011. 33(1): pp. 1535-1540. [12] JCSS, Probabilistic Model Code, in Part 3: Material properties. 2001. [13] ACI, ACI 214R-11: Guide to evaluation of strength test results of concrete. 2011: Farmington Hills, Michigan, 20 pages. [14] Foster, S.J., M.G. Stewart, M. Loo, M. Ahammed, and V. Sirivivatnanon, Calibration of Australian Standard AS3600 Concrete Structures: part I statistical analysis of material properties and model error. Australian Journal of Structural Engineering, 2016. 17(4): pp. 242-253. [15] Nowak, A.S. and M. Szerszen, Calibration of Design Code for Buildings (ACI 318): Part 1{\textemdash}Statistical Models for Resistance. ACI Structural Journal, 2003. 100(3). [16] EN-1097-6, Tests for mechanical and physical properties of aggregates. Determination of particle density and water absorption. 2013, Comit{\'e} Europ{\'e}en de Normalisation (CEN): Brussels, Belgium, 54 pages. [17] Rodrigues, F., L. Evangelista, and J. de Brito, A new method to determine the density and water absorption of fine recycled aggregates. Materials Research, 2013. 16: pp. 1045-1051. [18] EN-12390-3, Testing hardened concrete. Compressive strength of test specimens. 2009, Comit{\'e} Europ{\'e}en de Normalisation (CEN): Brussels, Belgium, 22 pages. [19] EN-12390-6, Testing hardened concrete: Tensile splitting strength of test specimens. 2009, Comit{\'e} Europ{\'e}en de Normalisation (CEN): Brussels, Belgium, 14 pages. [20] Silva, R., J. De Brito, and R. Dhir, Tensile strength behaviour of recycled aggregate concrete. Construction and Building Materials, 2015. 83: pp. 108-118. [21] Silva, R., J. De Brito, and R. Dhir, The influence of the use of recycled aggregates on the compressive strength of concrete: a review. European Journal of Environmental and Civil Engineering, 2015. 19(7): pp. 825-849. [22] Ferreira, L., J. de Brito, and M. Barra, Influence of the pre-saturation of recycled coarse concrete aggregates on concrete properties. Magazine of Concrete Research, 2011. 63(8): pp. 617-627. [23] Szerszen, M. and A.S. Nowak, Calibration of Design Code for Buildings (ACI 318): Part 2{\textemdash}Reliability Analysis and Resistance Factors. ACI Structural Journal, 2003. 100(3). [24] Pacheco, J., J. de Brito, C. Chastre, and L. Evangelista, Uncertainty models of reinforced concrete beams in bending: code comparison and recy-cled aggregate incorporation. Structural Safety submitted for publication. [25] Bartlett, F.M. and G.M. James, Statistical Analysis of the Compressive Strength of Concrete in Structures. Materials Journal, 1996. 93(2). [26] Eracons, R.C., Strurel software for reliability analysis -Comrel, Sysrel, Costrel: Users Manual, , www.strurel.com. 2016. [27] Madsen, H.O.K., S.; Lind, N. C., Methods of Structural Safety. 1986, New Jersey, United States of America: Dover Publications, 402 pages. [28] Nowak, A.S. and K.R. Collins, Reliability of Structures. Engineering Series. 2000, Singapure: McGraw-Hill, 393 pages.

}, month = {14-16 de feverei}, address = {Coimbra, Portugal}, abstract = {

A produ{\c c}{\~a}o de bet{\~a}o com substitui{\c c}{\~a}o de agregados naturais por agregados reciclados minimiza os impactes da ind{\'u}stria da constru{\c c}{\~a}o. Contudo, o recurso a este tipo de agregado {\'e} limitado devido a d{\'u}vidas dos diferentes agentes da ind{\'u}stria da constru{\c c}{\~a}o e {\`a} aus{\^e}ncia de regulamenta{\c c}{\~a}o espec{\'\i}fica para o projecto de bet{\~a}o com agregados reciclados. A percep{\c c}{\~a}o de bet{\~o}es com agregados reciclados como um material heterog{\'e}neo com comportamento imprevis{\'\i}vel {\'e} o principal entrave, quer para a aceita{\c c}{\~a}o da ind{\'u}stria, quer para o desenvolvimento de regulamenta{\c c}{\~a}o. Diferentes aspectos relacionados com o efeitos da variabilidade das propriedades de bet{\~a}o com agregados reciclados na regulamenta{\c c}{\~a}o de estruturas s{\~a}o abordados conceptualmente: a heterogeneidade dos agregados reciclados, o efeito desta heterogeneidade nas propriedades mec{\^a}nicas de bet{\~a}o e os efeitos da variabilidade das propriedades de bet{\~a}o na sua fiabilidade estrutural. Os primeiros resultados de uma campanha experimental desenvolvida especificamente para abordar o efeito de agregados grossos reciclados na fiabilidade s{\~a}o apresentados e as suas implica{\c c}{\~o}es no projecto de estruturas discutidas. S{\~a}o apresentadas sugest{\~o}es de desenvolvimentos futuros que visam a calibra{\c c}{\~a}o de coeficientes parciais de seguran{\c c}a que possibilitem o projecto de estruturas de bet{\~a}o armado dimensionadas segundo o formato do Euroc{\'o}digo 2 e mantendo os mesmos n{\'\i}veis de seguran{\c c}a de bet{\~a}o convencional.

}, keywords = {Bet{\~a}o com agregados reciclados, Regulamenta{\c c}{\~a}o, Fiabilidade estrutural}, author = {Pacheco, Jo{\~a}o Nuno and Jorge de Brito and Chastre, Carlos and Evangelista, Lu{\'\i}s} } @article {12334, title = {CFRP-to-steel bonded joints subjected to cyclic loading: An experimental study}, journal = {Composites Part B: Engineering}, volume = {146}, year = {2018}, note = {

n/a

}, month = {1 August 2018}, pages = {28{\textendash}41}, abstract = {

Pseudo-cyclic and cyclic loading were applied to CFRP-to-steel bonded joints built with two different CFRP laminates. In this paper, the strength capacity and bond-slip curves are presented and compared. The modes of failure are also described and associated with the types of material used, and the observed performances are correlated. The analysis of the results showed a threshold value for loading and amplitude level, below which the cyclic loading caused no detectable damage. For cycles above that limit, the region of the joints around the loaded end presented degradation reflected on the bond-slip stiffness and on the increase of residual deformation. It was found that the normalized dissipated energies either obtained from the bond-slip relationship or from the load-slip response had the same trend. The experimental data allowed also to establish a relationship between the damage developed within the interface and the normalized slip. A preliminary estimate of fatigue limit based on those data is suggested.

}, keywords = {Bond-slip, Bonded joints, CFRP, Cyclic loading, steel}, isbn = {1359-8368}, url = {https://www.sciencedirect.com/science/article/pii/S1359836818305043}, author = {Yang, Yongming and Silva, Manuel A. G. and Biscaia, Hugo and Chastre, Carlos} } @article {10013, title = {Mechanical Response of Anchored FRP bonded joints: A Nonlinear Analytical Approach}, journal = {Mechanics of Advanced Materials and Structures}, year = {2018}, note = {

n/a

}, abstract = {

The paper presents a nonlinear analytical solution for the prediction of the full-range debonding response of mechanically-anchored FRP composites from the substrate. The nonlinear analytical approach predicts, for any monotonic loading history or bonded length the relative displacements (or slips) between materials, the strains in the FRP composite, the bond stresses within the interface and the stresses developed in the substrate. The load-slip responses FRP-to-substrate interfaces with a short and a long bonded lengths are motive of analysis and discussion. The solutions obtained from the proposed approach are also compared with other experimental results found in the literature.

}, author = {Biscaia, Hugo and Chastre, Carlos and Silva, Cinderela and Franco, Noel} } @inbook {13396, title = {Consolidation works on sandstone monuments: A new approach}, booktitle = {Handbook of Materials Failure Analysis: With Case Studies from the Construction Industries}, year = {2018}, note = {

REFERENCES [1] International Council on Monuments and Sites/International Scientific Committee forStone (ICOMOS-ISCS), Illustrated glossary on stone deterioration patterns, September 2008.[2] M. Ludovico-Marques, Contribution to the knowledge of the effect of crystallization of salts in the weathering of sandstones: application to the built heritage of Atouguia da Baleia, PhD thesis in Geotechnical Engineering, specializing in Rock Mechanics, Universidade NOVA de Lisboa, Lisbon, 2008 (in Portuguese).[3] F. Zezza, Inland dispersion of marine spray and its effects on monument stone, in: Proceedings of 5th International Symposium on the Conservation of Monuments in the Mediterranean Basin, Sevilla, 2002, pp. 23{\textendash}39.[4] E. Doehne, Salt weathering: a selective review, Natural Stone, Weathering Phenomena, Conservation Strategies and Case Studies, vol. 205, Geological Society of London, Special Publications, London, (2002) pp. 51{\textendash}64.[5] I. Evans, Salt crystallization and rock weathering: a review, Rev. Geomorphol. Dynam. XIX (4) (1970) 153{\textendash}177.[6] S. Bates, A critical evaluation of salt weathering impacts on building materials at Jazirat al Hamra, UAE, Geoverse, 2010. ISSN 1758-3411, 1-17.[7] M. Ludovico-Marques, C. Chastre, Effect of salt crystallization ageing on the compressive behavior of sandstone blocks in historical buildings, Eng. Fail. Anal. 26 (2012) 247{\textendash}257.[8] C. Rodriguez-Navarro, E. Dohene, E. Sebastian, Origins of honeycomb weathering: the role of salts and wind, Bull. Geol. Soc. Am. 111 (1999) 1250{\textendash}1255.[9] RILEMRecommended tests to measure the deterioration of stone and to assess the effectiveness of treatment methods, Mater. Struct. 13 (75) (1980) 175{\textendash}253 Bourdais-Dunoud.[10] R. Folk, Petrology of Sedimentary Rocks, Hemphill Publishing, Austin, TX, (1974). [11] EN 1936. Natural stone test method-determination of real density and apparent density, and of total and open porosity, European Standard, 1999.[12] F. Pellerin, La Porosimetrie au Mercure Appliquee a l Etude Geotechnique des Sols et des Roches, Bull. Liaison Lab. Ponts Chauss{\'e}s 106 (1980) 105{\textendash}116.[13] NORMAL-29/88, Misura dell{\textquoteright} Indice di Asciugamento (Drying Index), Alterazioni dei Material Lapidei e Trattamenti Conservativi{\textemdash}Proposte per l{\textquoteright}Unificazione dei Metodi Sperimentali di Studio e di Controllo, CNR{\textendash}ICR, Rome, Italy, 1991.[14] NP EN 12370, M{\'e}todos de ensaio para pedra natural, Determina{\c c}{\~a}o da resist{\^e}ncia {\`a} cristaliza{\c c}{\~a}o de sais, Instituto Portugu{\^e}s da Qualidade 2002, p. 10 [in Portuguese].[15] G. Barone, P. Mazzoleni, G. Pappalardo, S. Raneri, Microtextural and microstructural influence on the changes of physical and mechanical proprieties related to salts crystallization weathering in natural building stones: the example of Sabucina stone (Sicily), Constr. Build. Mater. 95 (2015) 355{\textendash}365.[16] A. Al-Omari, K. Beck, X. Brunetaud, M. Al-Mukhtar, Weathering of limestone on AlZiggurat walls in the ancient Al-Nimrud city (Iraq), Environ. Earth Sci. 74 (2015) 609{\textendash} 620.[17] W. Chen, P. Dai, P. Yuan, J. Zhang, Effect of inorganic silicate consolidation on the mechanical and durability performance of sandstone used in historical sites, Construct. Build. Mater. 121 (2016) 445{\textendash}452.[18] M. Ludovico-Marques, C. Chastre, Effect of artificial accelerated salt weathering on physical and mechanical behaviour of sandstone samples from surface reservoirs, in: A.S. Hamdy Makhlouf, M. Aliofkhazraei (Eds.), Handbook of Materials Failure Analysis With Case Studies from the Oil and Gas Industry, Elsevier, 2016, pp. 215{\textendash}233.[19] M. Heidari, M. Torabi-Kaveh, C. Chastre, M. Ludovico-Marques, H. Mohseni, H. Akefi, Determination of weathering degree of the Persepolis stone under laboratory and natural conditions using fuzzy inference system, Construct. Build. Mater. 145 (2017) 28{\textendash}41.[20] M. Heidari, C. Chastre, M. Torabi-Kaveh, M. Ludovico-Marques, H. Mohseni, Application of fuzzy inference system for determining weathering degree of some monument stones in Iran, J. Cult. Herit. 25 (2017) 41{\textendash}55.[21] H. {\"O}zs{\c\ }en, A. Bozdag˘, {\.I}. {\.I}nce, Effect of salt crystallization on weathering of pyroclastic rocks from Cappadocia, Turkey, Arabian J. Geosci. 10 (258) (2017) 1{\textendash}8.[22] S. Ruffolo, M. La Russa, M. Ricca, C. Belfiore, A. Macchia, V. Comite, A. Pezzino, G. Crisci, New insights on the consolidation of salt weathered limestone: the case study of Modica stone, Bull. Eng. Geol. Environ. 76 (2017) 11{\textendash}20.[23] Paolo Foraboschi, Alessia Vanin, Experimental investigation on bricks from historical Venetian buildings subjected to moisture and salt crystallization, Eng. Fail. Anal. 45 (2014) 185{\textendash}203.

}, pages = {235-254}, publisher = {Butterworth-Heinemann}, organization = {Butterworth-Heinemann}, chapter = {12}, abstract = {

Abstract Sandstones are widely used in the building elements of the world{\textquoteright}s stone monuments. Alveolization due to salt crystallization-dissolution is the most important degradation pattern found on the Middle Ages{\textquoteright} sandstone fa{\c c}ades of St. Leonardo{\textquoteright}s Church in Portugal. An outstanding case of widespread distribution of deep and large alveolization patterns found mainly on portals and vaults of its sandstone fa{\c c}ades appeared as a result of the past and present proximity of the seashore. On stonewall fa{\c c}ades, a new approach of consolidating products{\textquoteright} treatments using the total head was followed in order to allow full absorption of stone. Physical and mechanical tests were carried out on selected representative specimens of varieties of sandstones on the monument. Treatments with ethyl silicates were assessed by means of its effectiveness, harmfulness, and durability. The comparison of results between the application of this new procedure on this stone monument and the traditional intervention treatments highlighted the potential viability of the former to overcome difficult conditions of absorption of consolidating products.

}, keywords = {consolidation, Monuments, new approach, performance assessment, sandstones}, isbn = {978-0-08-101928-3}, url = {https://www.sciencedirect.com/science/article/pii/B9780081019283000124}, author = {Ludovico-Marques, Marco and Chastre, Carlos}, editor = {Abdel Salam Hamdy Makhlouf and Mahmood Aliofkhazraei} } @article {12338, title = {Cyclic loading behaviour of double strap bonded joints with CFRP and aluminium}, journal = {Key Engineering Materials }, year = {2018}, note = {n/a}, abstract = {

The adhesively bonded joints behaviour under cyclic loading is not yet well understood due to its inherent complexity. Numerical approaches appear, therefore, as the easiest way to simulate such mechanical behaviour. In this work, double strap bonded joints with Carbon Fibres Reinforced Polymers (CFRP) and aluminium are numerically simulated and subjected to a cyclic loading history. In the numerical simulation, the Distinct Element Method (DEM) is used and it is assumed cohesive bi-linear bond-slip models with local damage of the interface. The evaluation of the bonded joints under cyclic loading is made by comparing the results with those simulated with a monotonic loading.

}, keywords = {Aluminium, Bonded joints, CFRP, Cyclic loading, Discrete Element Method, Double strap joints}, author = {Biscaia, Hugo and Rui Micaelo and Chastre, Carlos and Cardoso, Jo{\~a}o} } @inbook {13395, title = {Nondestructive testing methodology to assess the conservation of historic stone buildings and monuments}, booktitle = {Handbook of Materials Failure Analysis: With Case Studies from the Construction Industries}, year = {2018}, note = {

REFERENCES [1] ICOMOSCharter, Principles for the analysis, conservation and structural restoration ofarchitectural heritage, Ratified by the ICOMOS 14th General Assembly, 2003Victoria Falls, Zambia. Available from: www.icomos.org/charters/structures_e.pdf.[2] P. Faria, C. Chastre, Vis{\~a}o Integrada da Reabilita{\c c}{\~a}o, in: P.B. Louren{\c c}o, et al. (Ed.), Paredes 2015. Reabilita{\c c}{\~a}o e Inova{\c c}{\~a}o, 2015 Lisboa.[3] ICOMOSInternational Charters for Conservation and Restoration = Chartes Internationales sur la Conservation et la Restauration = Cartas Internacionales sobre la Conservaci{\'o}n y la Restauraci{\'o}n, in: M. Petzet, J. Ziesemer (Eds.), Monuments and Sites, vol. I. 2015, M{\"u}nchen.[4] J.S. Popovics, NDE techniques for concrete and masonry structures, Prog. Struct. Eng. Mater. 5 (2) (2003) 49{\textendash}59.[5] D.M. McCann, M.C. Forde, Review of NDT methods in the assessment of concrete and masonry structures, NDTE Int. 34 (2) (2001) 71{\textendash}84.[6] M. Heidari, et al. Determination of weathering degree of the Persepolis stone under laboratory and natural conditions using fuzzy inference system, Const. Build. Mater. 145 (2017) 28{\textendash}41.[7] M. Heidari, et al. Application of fuzzy inference system for determining weathering degree of some monument stones in Iran, J. Cult. Herit. 25 (2017) 41{\textendash}55.[8] B. Men{\'e}ndez, Non-destructive techniques applied to monumental stone conservation, in: F. M{\'a}rquez, M. Papaelias, N. Zaman (Eds.), Non-Destructive Testing, InTech, Rijeka, 2016, pp. 173{\textendash}213.[9] {\'A}. T{\"o}r{\"o}k, In situ methods of testing stone monuments, the application of nondestructive physical properties testing in masonry diagnosis, in: M.B. Dan, R. Prˇikryl, {\'A}. T{\"o}r{\"o}k (Eds.), Materials, Technologies, Practice in Historic Heritage Structures, Springer, Dordrecht, 2010, pp. 177{\textendash}193.[10] N. Yastikli, Documentation of cultural heritage using digital photogrammetry and laser scanning, J. Cult. Herit. 8 (4) (2007) 423{\textendash}427.[11] A.D. Styliadis, L.A. Sechidis, Photography-based fa{\c c}ade recovery and 3-d modeling: a CAD application in cultural heritage, J. Cult. Herit. 12 (3) (2011) 243{\textendash}252.[12] C. Stefani, et al. Developing a toolkit for mapping and displaying stone alteration on a web-based documentation platform, J. Cult. Herit. 15 (1) (2014) 1{\textendash}9.[13] M. Solla, et al. A novel methodology for the structural assessment of stone arches based on geometric data by integration of photogrammetry and ground-penetrating radar, Eng. Struct. 35 (2012) 296{\textendash}306.[14] G. Sansoni, M. Trebeschi, F. 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}, pages = {255-294}, publisher = {Butterworth-Heinemann}, organization = {Butterworth-Heinemann}, chapter = {13}, abstract = {

Earthquakes, soil settlements, traffic vibrations, and air pollution are some of the actions that can affect historic old buildings. Besides these, the lack of continuous maintenance puts a large part of this heritage in risk due to structural problems that reduce their own safety and that of their users. The preservation and risk mitigation of built cultural heritage require the use of reliable tools in order to assess its state of conservation and to identify and prevent potential vulnerabilities. Having this in mind, it is not possible to carry out destructive tests in most historic old buildings, so it is preferable to opt for nondestructive tests (NDT) or alternative methodologies that allow the physical and mechanical characterization of materials and structure. In this chapter, a general view of NDT methods used in historic buildings to obtain the geometrical information, the damage mapping, the mechanical and physical characterization, and the petrographic analysis of stones is presented. An alternative methodology to physically and mechanically characterize the stone of historic buildings using NDT tests is also proposed. The chapter ends with a case study carried out in the St. Leonard{\textquoteright}s Church, a Portuguese monument built in Atouguia da Baleia village in the 13th century, where the alternative methodology here presented was applied. The final results of this study show that the methodology proposed allows the obtention of stress-strain curves in a completely nondestructive way, based on the water absorption coefficient at low pressure.

}, keywords = {characterization, conservation, cultural heritage, Historic buildings, Monuments, NDT, nondestructive testing, Stone, stress-strain curves, water absorption coefficient}, isbn = {978-0-08-101928-3}, url = {https://www.sciencedirect.com/science/article/pii/B9780081019283000136}, author = {Chastre, Carlos and Ludovico-Marques, Marco}, editor = {Abdel Salam Hamdy Makhlouf and Mahmood Aliofkhazraei} } @article {12340, title = {A simple analytical approach for creep analysis of EB-FRP systems}, journal = {Key Engineering Materials }, year = {2018}, note = {n/a}, abstract = {

Based on a few experimental results available in the literature, this work presents a simple analytical approach that allows the study of the long-term behaviour of CFRP-to-concrete interfaces under an initial sustaining load. Only the elastic regime is studied, which means that the interfacial maximum bond stress and maximum slip are never exceeded. Therefore, the maximum initial load to be sustained by the joints is limited by its corresponding elastic value. The analytical results provided by the proposed model are compared with some experimental results found in the literature. The results showed strain redistribution throughout the bonded length over the time.

}, keywords = {Analytical model, Bonded joints, CFRP, Concrete, Creep}, author = {Biscaia, H. and Chastre, C.} } @booklet {13392, title = {2017 International Conference on Building Materials and Materials Engineering - ICBMM 2017}, volume = {264}, year = {2017}, note = {n/a}, month = {September 21-23,}, pages = {159}, publisher = {IOP Conference Series: Materials Science and Engineering}, address = {Lyon, France}, abstract = {n/a}, isbn = {ISSN 17578981}, author = {Chastre, Carlos and Mendon{\c c}a, Paulo} } @article {13360, title = {CREatE, um sistema inovador de refor{\c c}o estrutural utilizando comp{\'o}sitos de CFRP}, journal = {Constru{\c c}{\~a}o Magazine}, volume = {80}, number = {Novembro/Dezembro}, year = {2017}, note = {

REFER{\^E}NCIAS:
1. Chastre, C., et al., Experimental Analysis of Reinforced Concrete Beams Strengthened with Innovative Techniques, in 41th IAHS Word Congress of Housing. Sustainability and Innovation for the Future. 2016: Albufeira, Portugal.
2. Carvalho, T., et al., Flexural Behaviour of RC T-Beams Strengthened with Different FRP Materials, in The Third International fib Congress and Exhibition {\textquotedblleft}Think Globally, Build Locally{\textquotedblright}, 2010, fib: Washington DC.
3. Monteiro, A.C.P.J., Refor{\c c}o de vigas de bet{\~a}o armado com armaduras exteriores de FRP. 2014, Faculdade de Ci{\^e}ncias e Tecnologia, Universidade NOVA de Lisboa.
4. Franco, N., C. Chastre, and H.C. Biscaia, An{\'a}lise do desempenho {\`a} flex{\~a}o de vigas de bet{\~a}o armado refor{\c c}adas com armaduras de a{\c c}o inoxid{\'a}vel, in JPEE2014 {\textendash} 5{\textordfeminine} Jornadas Portuguesas de Engenharia de Estruturas, Encontro Nacional Bet{\~a}o Estrutural 2014. 2014: LNEC, Lisboa.
5. Franco, N., C. Chastre, and H. Biscaia, An{\'a}lise do desempenho da t{\'e}cnica CREatE para refor{\c c}o {\`a} flex{\~a}o de vigas de bet{\~a}o armado com armaduras de a{\c c}o inoxid{\'a}vel in Encontro Nacional Bet{\~a}o Estrutural 2016. 2016: FCTUC, Coimbra, Portugal.
6. Oehlers, D.J., FRP plates adhesively bonded to reinforced concrete beams: Generic debonding mechanisms. Advances in Structural Engineering, 2006. 9(6): p. 737-750.
7. Faustino, P. and C. Chastre, Flexural strengthening of columns with CFRP composites and stainless steel: Cyclic behavior. Journal of Structural Engineering, 2016. 142(2): p. 04015136.
8. Biscaia, H., et al., Flexural Strengthening of Old Timber Floors with Laminated Carbon Fiber Reinforced Polymers. Journal of Composites for Construction, 2017. 21(1): p. 04016073.

}, month = {Novembro/Dezembr}, pages = {46-47}, abstract = {

A procura de solu{\c c}{\~o}es de refor{\c c}o mais dur{\'a}veis e de f{\'a}cil aplica{\c c}{\~a}o tem levado {\`a} utiliza{\c c}{\~a}o crescente dos comp{\'o}sitos de FRP (Fiber Reinforced Polymer) no refor{\c c}o de estruturas, dada a sua resist{\^e}ncia {\`a} corros{\~a}o, o baixo quociente peso/resist{\^e}ncia mec{\^a}nica, a sua moldabilidade, a facilidade de aplica{\c c}{\~a}o e a elimina{\c c}{\~a}o de estruturas de suporte. No refor{\c c}o estrutural de vigas de bet{\~a}o armado com comp{\'o}sitos de FRP, s{\~a}o tradicionalmente utilizados dois tipos de t{\'e}cnicas: os sistemas em que o laminado {\'e} colado pelo exterior (EBR - Externally-Bonded Reinforcement) ou aqueles em que o laminado {\'e} inserido em rasgos previamente abertos na camada de recobrimento (NSM - Near Surface Mounted). No entanto, as t{\'e}cnicas utilizadas, o comportamento el{\'a}stico-linear destes materiais e as roturas tendencialmente fr{\'a}geis das solu{\c c}{\~o}es condicionam a sua utiliza{\c c}{\~a}o em estruturas onde se pretende alguma ductilidade. A t{\'e}cnica de refor{\c c}o NSM apresenta algumas vantagens em rela{\c c}{\~a}o {\`a} t{\'e}cnica EBR, nomeadamente ao n{\'\i}vel da prote{\c c}{\~a}o das armaduras [1]. Al{\'e}m disso, o desempenho em termos de ductilidade do sistema e resist{\^e}ncia final excede a t{\'e}cnica EBR. Contudo, diversos ensaios experimentais [2-5] t{\^e}m mostrado que roturas prematuras [6] da liga{\c c}{\~a}o na interface ou o destacamento do bet{\~a}o na zona do recobrimento entre a face inferior das armaduras ordin{\'a}rias e as armaduras de refor{\c c}o podem limitar significativamente a efici{\^e}ncia do sistema, originando modos de rotura fr{\'a}geis e desperd{\'\i}cio de material por falta de otimiza{\c c}{\~a}o da quantidade de material aplicado [1]. A fim de evitar a rotura prematura das solu{\c c}{\~o}es de refor{\c c}o tradicionais (EBR e NSM), foi concebido na Universidade NOVA um sistema inovador de refor{\c c}o intitulado CREatE (Continuous Reinforcement Embedded at Ends). O sistema CREatE foi idealizado para ser utilizado com diversos materiais [1, 5] e diferentes elementos estruturais, tais como vigas [1, 3], pilares [7], pavimentos [8], lajes ou paredes, em que {\'e} necess{\'a}rio aumentar a sua capacidade resistente atrav{\'e}s de armaduras p{\'o}s-instaladas. A solu{\c c}{\~a}o de refor{\c c}o CREatE caracteriza-se pela utiliza{\c c}{\~a}o de armaduras cont{\'\i}nuas embutidas nas extremidades do elemento estrutural sem o uso de dispositivos mec{\^a}nicos para as fixar. Antes da ancoragem da armadura de refor{\c c}o no interior do elemento, {\'e} necess{\'a}rio utilizar uma curva de transi{\c c}{\~a}o suave para al terar a forma da armadura de refor{\c c}o e evitar a concentra{\c c}{\~a}o de tens{\~o}es no la minado de CFRP (Carbon Fiber Reinforced Polymer) ou na interface e, desta forma, ter um fluxo gradual de tens{\~o}es transmitidas {\`a} zona de ancoragem existente no interior do elemento. Para validar a solu{\c c}{\~a}o CREatE foi realizada uma campanha de ensaios {\`a} flex{\~a}o de vigas de bet{\~a}o armado com se{\c c}{\~a}o em T, uma altura total de 0,3m, um v{\~a}o livre de 3,0m e refor{\c c}adas com laminados de CFRP recorrendo a diferentes t{\'e}cnicas (EBR, NSM e CREatE). As vigas foram testadas {\`a} flex{\~a}o em 4 pontos, tendo-se obtido resultados promissores (Figura 1), com a elimina{\c c}{\~a}o na t{\'e}cnica CREatE dos modos de rotura prematuros. Na Figura 2 {\'e} poss{\'\i}vel observar uma viga ensaiada com a t{\'e}cnica CREatE em que se detetam aberturas de fendas significativas sem que se verifique qualquer rotura prematura do sistema. Al{\'e}m da elimina{\c c}{\~a}o dos modos de rotura prematuros, os ensaios comprovam que a t{\'e}cnica CREatE permite o incremento da ductilidade (Figura 1) e a explora{\c c}{\~a}o total da capacidade do CFRP [1, 3, 5].

}, keywords = {Comp{\'o}sitos de FRP, Refor{\c c}o de estruturas, T{\'e}cnica CREatE}, url = {http://www.construcaomagazine.pt/noticias/revista-n80-julho-agosto-2017/}, author = {Chastre, Carlos} } @conference {13381, title = {Aging of some GFRP-concrete joints under external pressure}, booktitle = {AIS2017 - 6th Asia-Pacific Conference on FRP in Structures}, year = {2017}, note = {

REFERENCES[1] Biscaia, H.C., Chastre, C. and Silva, M.A.G. (2012). {\textquotedblleft}Double shear tests to evaluate the bond strength between GFRP/concrete elements{\textquotedblright}, Composite Structures, 94(2), 681-694.[2] Biscaia, H.C., Chastre, C. and Viegas, A. (2015). {\textquotedblleft}A new discrete method to model FRP-to-parent material bonded joints{\textquotedblright}, Composite Structures. 121, 280-295.[3] Biscaia, H.C., Chastre, C. and Silva, M.A.G. (2015), {\textquotedblleft}Bond-slip model for FRP-to-concrete bonded joints under external compression{\textquotedblright}, Composites part B: Engineering, 80, 246-259.[4] Biscaia, H.C., Silva, M.A.G. and Chastre, C. (2015). {\textquotedblleft}Influence of external compressive stresses on the performance of GFRP-to-concrete interfaces subjected to aggressive environments: An experimental analysis{\textquotedblright}, Journal of Composites for Construction, 04015044.[5] B{\"u}y{\"u}k{\"o}zt{\"u}rk, O. (Coordinator). (2004). {\textquotedblleft}Failure Behavior of FRP Bonded Concrete Affected by Interface Fracture. Part I{\textquotedblright}. Report NSF Grant Number CMS-0010126.[6] Silva, M.A.G. and Biscaia, H.C. (2010). {\textquotedblleft}Effects of exposure to saline humidity on bond between GFRP and concrete{\textquotedblright}, Composite Structures, 93(1), 216-224.[7] Silva, M.A.G., Biscaia, H.C. and Marreiros, R. (2013). {\textquotedblleft}Bond-slip on CFRP/GFRP-to-concrete joints subjected to moisture, salt fog and temperature cycles{\textquotedblright}, Composites Part B: Engineering, 55, 374-385.

}, month = {July 19-21 }, address = {Singapore}, abstract = {

Compressive stresses created by lateral external pressure on laminates are an important factor on success of the use of mechanical anchorage of externally bonded reinforcement (EBR). A program of double shear tests with imposed normal stresses on GFRP plates bonded to a concrete surface and a bond-slip model are described. Results generated numerically are summarized and used as reference values against those obtained after accelerated aging by freeze-thaw cycles, and temperature cycles of the same amplitude but range closer to the glass vitreous temperature. Numerical modelling showed that the bonded length is fully stressed prior to failure. Increasing lateral pressure led to a larger maximum bond stress and strength at the interface. Cohesion, fracture energy and internal friction angle changes are calculated and used to analyze the effects of the aforementioned cycles on the expected behaviour of the GFRP-concrete joints, namely at the interface.

}, keywords = {GFRP, concrete, strengthening, interfacial stresses, aging, lateral pressure}, author = {Silva, M. A. G. and Biscaia, H. C. and Chastre, C.} } @article {13363, title = {Refor{\c c}o de vigas em bet{\~a}o armado com armaduras exteriores de FRP}, journal = {Revista Internacional TechITT}, volume = {15}, number = {40}, year = {2017}, note = {

REFER{\^E}NCIAS:
[1] Monteiro A., Refor{\c c}o de vigas de bet{\~a}o armado com armaduras exteriores de FRP, 2014, Faculdade de Ci{\^e}ncias e Tecnologia, Universidade Nova de Lisboa.
[2] Carvalho T., Refor{\c c}o {\`a} flex{\~a}o de vigas de bet{\~a}o armado com comp{\'o}sitos de CFRP, 2011, Faculdade de Ci{\^e}ncias e Tecnologia, Universidade Nova de Lisboa.
[3] Chastre C., Materiais e tecnologias de refor{\c c}o de estruturas de bet{\~a}o {\textendash} potencialidade e limita{\c c}{\~o}es, in REHABEND 2014 {\textendash} Congresso Latinoamericano {\textquotedblleft}Patologia de la construcci{\'o}n, Tecnologia de la rehabilitac{\'\i}on y gesti{\'o}n del patrim{\'o}nio{\textquotedblright}, 2014, Santander.
[4] Rodrigues C., Comportamento {\`a}s ac{\c c}{\~o}es c{\'\i}clicas de pilares de bet{\~a}o armado refor{\c c}ados com materiais comp{\'o}sitos, 2005, Faculdade de Ci{\^e}ncias e Tecnologia, Universidade Nova de Lisboa.
[5] Biscaia H. et al., {\textquotedblleft}Factors influencing the performance of externally bonded reinforcement systems of GFRP composites{\textquotedblright}, Materials and Structures, 48(9): p. 2961-2981.
[6] Bank L., {\textquotedblleft}Mechanically-Fastened FRP (MF-FRP) {\textendash} A viable alternative for Strengthening RC Members{\textquotedblright}, in FRP Composites in Civil Engineering {\textendash} CICE 2004, 2004, p. 3-15.
[7] Bre{\~n}a S.F., McGuirk G.N, {\textquotedblleft}Advances on the behavior characterization of FRPanchored carbon fiber-reinforced polymer (CFRP) sheets used to strengthen concrete elements{\textquotedblright}. International Journal of Concrete Structures and Materials, 7(1): p. 3-16.
[8] Napoli A., RC Structures Strengthened with Mechanically Fastened FRP Systems, 2012, University of Miami: Florida.
[9] Eurocodigo 2 {\textendash} NP EN 1992-1-1 2010, Projecto de estruturas de bet{\~a}o armado, Regras gerais e regras para edificios, 2010. [10] FiB, Model Code 2010 {\textendash} Final draft, 2011 [11] Popovics S. {\textquotedblleft}A numerical approach to the complete stress{\textendash}strain curve of concrete{\textquotedblright}. Cement and Concrete Research, 3(5): p. 583-99.

}, month = {Jan. 2017}, pages = {48-60}, abstract = {

A utiliza{\c c}{\~a}o de Pol{\'\i}meros Refor{\c c}ados com Fibras (FRP) no refor{\c c}o de estruturas de Bet{\~a}o Armado (BA) tem tido cada vez mais aceita{\c c}{\~a}o devido {\`a} sua elevada resist{\^e}ncia e rigidez, baixo peso espec{\'\i}fico e excelente resist{\^e}ncia aos efeitos dos agentes ambientais. No entanto, actualmente, {\'e} comum utilizarem-se t{\'e}cnicas de refor{\c c}o que dificilmente permitem tirar partido da resist{\^e}ncia total destes materiais. Com o objectivo de explorar a capacidade total de Pol{\'\i}meros Refor{\c c}ados com Fibras de Carbono (CFRP), foram estudadas e desenvolvidas duas novas t{\'e}cnicas de refor{\c c}o de vigas {\`a} flex{\~a}o designadas por Continuous Reinforcement Embedded at Ends (CREatE) e Horizontal Near Surface Mounted Reinforcement (HNSMR). Posteriormente realizou-se um estudo comparativo entre o desempenho destes sistemas de refor{\c c}o e o de duas outras t{\'e}cnicas j{\'a} estudadas e usuais, nomeadamente os sistemas Externally Bonded Reinforcement (EBR) e Near Surface Mounted Reinforcement (NSMR). A t{\'e}cnica CREatE provou ser a mais eficaz de todas as alternativas testadas mobilizando a totalidade do comp{\'o}sito de CFRP e dotando as vigas de BA com uma maior capacidade resistente e com uma ductilidade mais elevada.Como complemento deste trabalho experimental, desenvolveu-se tamb{\'e}m um programa de c{\'a}lculo em MATLAB, capaz de simular o problema em estudo atrav{\'e}s de um modelo num{\'e}rico de an{\'a}lise n{\~a}o linear atrav{\'e}s do equil{\'\i}brio de sec{\c c}{\~o}es. A representatividade dos dados obtidos foi verificada atrav{\'e}s de uma an{\'a}lise comparativa entre os valores num{\'e}ricos e os obtidos experimentalmente.The use of Fiber Reinforced Polymers (FRP) in order to strengthen Reinforced Concrete (RC) structures has been increasingly accepted due to their strength and stiffness, low weight and excellent resistance to the effects of environmental aggressive agents. However, the bonding techniques available and described in the literature can not allow the full use of the mechanical properties of these materials and premature failures are often observed and described by several researchers. In order to explore the full capacity of CFRP composites, two new bonding strengthening techniques of RC beams when subjected to 4-point bending tests were studied and developed. For these new techniques, the designation of Continuous Reinforcement Embedded at Ends (CREatE) and Horizontal Near Surface Mounted Reinforcement (HNSMR) has been assigned. Posteriorly, a comparative study has been carried out between those strengthening systems performance and two traditional techniques, namely, the Externally Bonded Reinforcement (EBR) and Near Surface Mounted Reinforcement (NSMR). The CREatE technique has proved to be the most effective of all alternatives tested, with the full utilization of the CFRP composite and the highest strength, combined with the highest ductility. A code using MATLAB software was developed as a complement of this experimental work, which is able to simulate the problem under study through a nonlinear numerical model based on the equilibrium of sections. The representativeness of the numerical data has been verified afterwards through a comparative analysis between those and the experimental results.

}, keywords = {Beams, CFRP composites, Nonlinear Numerical modelling, Reinforced Concrete, Strengthening, Bet{\~a}o Armado, Comp{\'o}sitos de CFRP, Modela{\c c}{\~a}o Num{\'e}rica N{\~a}o Linear, Refor{\c c}o, Vigas}, isbn = {1645-5576}, url = {https://issuu.com/techitt/docs/rit40}, author = {Ant{\'o}nio Monteiro and Chastre, Carlos and Biscaia, Hugo and Franco, Noel} } @conference {13382, title = {Model uncertainty of recycled aggregate concrete beams subjected to bending}, booktitle = {HISER International Conference on Advances in Recycling and Management of Construction and Demolition Waste}, year = {2017}, note = {

REFERENCES1. Ignjatovi{\'c}, I., S. Marinkovi{\'c}, Z. Mi{\v s}kovi{\'c}, and A. Savi{\'c}, Flexural behavior of reinforced recycled aggregate concrete beams under short-term loading. MATER STRUCT, 2012. 46(6):1045-1059.2. Ajdukiewicz, A and A Kliszczewicz, Comparative tests of beams and columns made of recycled aggregate concrete and natural aggregate concrete. J ADV CONCR TECHNOL, 2007. 5(2):259-273.3. JCSS, Probabilistic Model Code, in Part 3: Material properties. 2001. 4. FIB, Bulletin n. 65: Model Code 2010 final draft. Volume 1. 2010: Lausanne, Switzerland. 5. Arezoumandi, M., Smith, J. Volz, and K. Khayat, An experimental study on flexural strength of reinforced concrete beams with 100\% recycled concrete aggregate. ENG STRUCT, 2015. 88:154-162.6. Knaack, A. and Y. Kurama, Behavior of reinforced concrete beams with recycled concrete coarse aggregates. J STRUCT ENG, 2015. 141(3).7. Fathifazl, G., A. Razaqpur, O. Burkan Isgor, A. Abbas, B. Fournier, and F. Simon, Flexural Performance of Steel-Reinforced Recycled Concrete Beams.ACI STRUCT J, 2009. 106(06).8. Evangelista, L. and J. de Brito, Flexural behaviour of reinforced concrete beams made with fine recycled concrete aggregates. KSCE J CIV ENG, 2017. 21(1):353-363.9. Kang, T.H., W. Kim, Y.. Kwak, and H. Sung-Gul, Flexural Testing of Reinforced Concrete Beams with Recycled Concrete Aggregates (with Appendix). ACI STRUCT J, 2014. 111(3):607-616.10. Choi, W.., H.. Yun, and S.. Kim, Flexural performance of reinforced recycled aggregate concrete beams. MAG CONCRETE RES, 2012. 64(9):837-848.11. Yagishita, F., M. Sano, and M. Yamada, Behaviour of reinforced concrete beams containing recycled coarse aggregate, Third International RILEM Symposium on Demolition and Reuse of Concrete and Masonry, 1993, RILEM Publications SARL: Odense, Denmark, 384-399.12. Sato, R., I. Maruyama, T. Sogabe, and M. Sog, Flexural behavior of reinforced recycled concrete beams. J ADV CONCR TECHNOL, 2007. 5(1):43-61.13. Sykora, M., M. Holicky, M. Prieto, and P. Tanner, Uncertainties in resistance models for sound and corrosion-damaged RC structures according to EN 1992-1-1. MATER STRUCT, 2014. 48(10):3415-3430.14. Ellingwood, B., T. Galambos, J. MacGregor, and C. Cornell, Development of a probability based load criterion for American National Standard A58, NBS Special Publication 577, 1980.15. Vrouwenvelder, A. and A. Siemes, Probabilistic calibration procedure for the derivation of partial safety factors for the Netherlands building codes. HERON, 1987. 32(4).16. Nowak, A.S. and K.R. Collins, Reliability of Structures, 2000, Singapure: McGraw-Hill.

}, month = {21-22-23 June 20}, address = {Delft, The Netherlands}, abstract = {

This paper investigates whether the model uncertainty of reinforced recycled aggregate concrete (RAC) beams subjected to bending differs from that of reinforced natural aggregate concrete (NAC) beams. An introductory remark concerning the importance of the codification of RAC structural design is made and notions concerning model uncertainties and their role on structural codification are given. Afterwards, the criteria used in the construction of a database of RAC and NAC beams are referred before presenting the key findings of an analysis on the model uncertainty of the cracking, yielding and ultimate moments of beams subjected to four-point bending tests. The analytical moments were calculated following Eurocode 2 provisions. Probabilistic models for model uncertainties are proposed. Negligible differences in the model uncertainty of NAC and RAC beams are reported.

}, keywords = {CDW, Model uncertainty, Reliability, structural concrete, sustainability}, author = {Pacheco, J. and Brito, J. de and Chastre, C. and Evangelista, L.} } @article {10014, title = {Prediction of the interfacial performance of CFRP laminates and old timber bonded joints with different strengthening techniques}, journal = {Composites Part B: Engineering}, volume = {108}, year = {2017}, note = {

n/a

}, month = {1/1/}, pages = {1-17}, abstract = {

Fiber Reinforced Polymers (FRP) is a recent technique to strengthen timber structures and the studies available discussing the debonding between these materials are limited. Therefore, the bond assessment between FRP composites and timber substrates is a topic that needs clarification. The present work analyses the debonding process between Carbon (C) FRP laminates and timber with rupture modes consistent with Mode II interfacial fracture, i.e. with the sliding mode where the bond stresses act parallel to the plane of the bonding surface. Several single-lap shear tests were performed and the experiments showed a nonlinear local behaviour of the CFRP-to-timber interface. An interfacial bond-slip model and its calibration procedure were also presented. Furthermore, the calibrated nonlinear bond-slip model was implemented in a numerical approach where the FRP composite and the adhesive are simulated by linear and nonlinear springs and the substrate is assumed rigid. The following influences on the debonding process of the CFRP-to-timber interface were also analysed: (i) the bonding technique (Externally Bonded Reinforcement - EBR; and Near Surface Mounted - NSM); and (ii) the use of an additional device to mechanically anchor the CFRP laminate. Besides the determination of the effective bond length for each bonding technique, a new concept defining the length beyond which the force at the anchorage device does not decrease with the bonded length and a proposal to estimate its value for any bonded length was also presented and discussed. The experimental tests have shown that the NSM technique has a better performance compared to the EBR technique, independently of the installation of mechanical anchorage devices. In the case of the EBR technique, the strains in the CFRP laminate increased at its vicinities due to the clamping force applied to the anchors, which affected the final strength of the interface.

}, keywords = {Bond-slip curve, CFRP, Efficient bond length, Interface, Mechanical anchorage, Timber}, isbn = {1359-8368}, url = {http://www.sciencedirect.com/science/article/pii/S1359836816303249}, author = {Biscaia, Hugo C. and Chastre, Carlos and Cruz, David and Viegas, Andr{\'e}} } @article {12345, title = {Analytical model with uncoupled adhesion laws for the bond failure prediction of curved FRP-concrete joints subjected to temperature}, journal = {Theoretical and Applied Fracture Mechanics}, volume = {89}, year = {2017}, note = {

n/a

}, pages = {63-78}, chapter = {63}, abstract = {

The strengthening of structures such as columns, beams, arches or slabs with Fibre Reinforced Polymers (FRP) has been the focus of several studies. However, the studies dedicated to the FRP debonding phenomenon of curved bonded joints affected by elevated temperatures are surprisingly limited and no studies on this topic are known, at present, to use nonlinear analytical or numerical approaches. Still, the available studies found in the literature are unanimous in affirming that the debonding phenomenon on such curved interfaces demands the interaction between Fracture Modes I and II. The present work aims to develop an analytical solution capable of simulating the debonding process of curved CFRP-toconcrete interfaces with a constant radius subjected to mechanical and/or thermal loads. Some examples are presented in which the influence of the radius of the interface and the temperature level is analysed. The analytical solution proposed here is based on adhesion laws in which, in the case ofMode II, an exponential bond vs. relative displacement law with temperature dependency is assumed, whereas the Mode I adhesive law is based on a linear with fragile rupture law with the same temperature dependency as Mode II.

}, keywords = {bond failure, Concrete, Curved bonded joints, FRP composites, nonlinear analytical approach, Temperature}, isbn = {01678442}, author = {Biscaia, Hugo C. and Chastre, Carlos and Silva, Manuel A. G.} } @article {13362, title = {Avalia{\c c}{\~a}o dos Portais de Pedra Aren{\'\i}tica da Igreja de S{\~a}o Leonardo Utilizando Testes N{\~a}o Destrutivos}, journal = {Mec{\^a}nica Experimental}, volume = {28}, year = {2017}, note = {

Barroca, M. (2000). Epigrafia Medieval Portuguesa (862-1422). Funda{\c c}{\~a}o Calouste Gulbenkian/ Funda{\c c}{\~a}o para a Ci{\^e}ncia e a Tecnologia, Lisboa.
Charter of Cracow (2000). Trieste Contemporanea, 6/7.
Chastre, C., Ludovico-Marques, M., Saumell, J., Guerrero, M., e Delgado, M. (2014). Surveying of Sandstone Monuments: New and Traditional Methodologies to Assess Viability of Conservation Actions. 40th IAHS Word Congress of Housing. Sustainable Housing Construction, 16-19 December 2014, Funchal, Portugal.
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Evans, I. (1970). {\textquotedblleft}Salt crystallization and rock weathering: a review{\textquotedblright} Rev Geomorph Dynam, XIX(4), pp.153{\textendash}177.
Fitzner, B. e Heinrichs, K. (2004). Photo atlas of weathering forms on stone monuments. Geological Institute, RWTH Aachen University {\textendash} Working Group Natural stones and weathering.
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ICOMOS (1965). International charter for the conservation and restoration of monuments and sites (the Venice Charter 1964).ICOMOS (2004). Recommendations analysis, conservation and restoration of architectural heritage.ICOMOS (2008). Illustrated glossary on stone deterioration patterns.
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Ludovico-Marques, M., Chastre, C. e Vasconcelos, G. (2011)."Modela{\c c}{\~a}o do comportamento mec{\^a}nico em compress{\~a}o de rochas granulares baseada em ensaios n{\~a}o destrutivos e quasi n{\~a}o destrutivos" Mec{\^a}nica Experimental, (19), pp. 101-110.
Ludovico-Marques, M. e Chastre, C. (2012a). {\textquotedblleft}Effect of salt crystallization ageing on the compressive behavior of sandstone blocks in historical buildings{\textquotedblright} Eng Fail Anal, 26, pp. 247{\textendash}257.
Ludovico-Marques, M., Chastre, C. e Vasconcelos, G. (2012b). "Modelling the compressive mechanical behaviour of granite and sandstone historical building stones{\textquotedblright} Constr Build Mater, 28, pp.372{\textendash}381.
Ludovico-Marques, M. e Chastre, C. (2014). "Effect of consolidation treatments on mechanical behaviour of sandstone" Construction and Building Materials, 70(15November 2014), 473-482.
Malhotra, V.M., Carino, N. J. (1991): CRC handbook on nondestructive testing of concrete. Boca Raton: CRC Press.
NORMAL-1/88 (1988). Alterazioni macroscopiche dei materiali lapidei: lessico. Alterazioni dei Material Lapidei e Trattamenti Conservativi {\textendash} proposte per l{\textquoteleft}Unificazione dei Metodi Sperimentali diStudio e di Controllo, CNR-ICR, Rome, p. 36.
Ordaz, J. e Esbert, R. (1988). {\textquotedblleft}Glosario de t{\'e}rminos relacionados com el deterioro de las piedras de construcci{\'o}n{\textquotedblright}Mater 38(209), pp. 39{\textendash}45.
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Rodriguez-Navarro, C., Dohene, E. e Sebastian, E. (1999b). {\textquotedblleft}Origins of honeycomb weathering: the role of salts and wind{\textquotedblright} Bull Geol Soc Am, 111, pp.1250{\textendash}1255.Scherer, G. (1999). {\textquotedblleft}Crystallization in pores{\textquotedblright} Cem Concr Res, 29, 1347{\textendash}1358, 1999.
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}, pages = {47-54}, abstract = {

Neste artigo {\'e} apresentado um resumo das interven{\c c}{\~o}es de conserva{\c c}{\~a}o realizadas no s{\'e}culo passado e dos estudos e testes n{\~a}o destrutivos realizados na {\'u}ltima d{\'e}cada na Igreja de S{\~a}o Leonardo na Atouguia da Baleia. Em seguida mostra-se o padr{\~a}o de degrada{\c c}{\~a}o que ocorre nos portais de arenito da igreja e {\'e} analisada a evolu{\c c}{\~a}o da alveoliza{\c c}{\~a}o que ocorreu nos portais de arenito ao longo dos {\'u}ltimos sessenta a setenta anos. No final, a inspe{\c c}{\~a}o visual dos portais de arenito {\'e} comparada com um levantamento realizado atrav{\'e}s de varrimento por laser 3D.

}, url = {http://www-ext.lnec.pt/APAET/paginas/Revista/publicacao.html}, author = {Chastre, Carlos and Ludovico-Marques, Marco} } @book {12349, title = {fib Bulletin 84. Precast Insulated Sandwich Panels}, series = {fib Bulletin 84}, number = {fib Bulletin}, year = {2017}, note = {

n/a

}, publisher = {International Federation for Structural Concrete (fib)}, organization = {International Federation for Structural Concrete (fib)}, address = {Lausanne}, abstract = {

Precast concrete sandwich panels started being used as cladding for buildings, together with the rise of industrial prefabrication, during the mid-20th century. Since then, society and industry have become increasingly aware of energy efficiency in all fields, for both affordability and sustainability consciousness. As such, buildings have been subject to increasingly stringent requirements with the technology of sandwich panels kept continually at the forefront.
Nowadays, sandwich panels have reached the highest standards of functional performance as structural efficiency, flexibility in use, the speed as well as of aesthetic appeal. These combine in building construction with the well-known advantages of prefabrication; such as construction, quality consciousness, durability and sustainability. Sandwich panels have gained more and more important in their field, thus representing quite a significant application within the industry of prefabrication and an important share of the market.
The Commission {\textquoteleft}Prefabrication{\textquoteright} is keen to promote the development of all precast structural concrete products and to transfer the knowledge to practical design and construction. Now filling a strategic gap, by issuing this Guide to Good Practice, which includes design considerations, structural analysis, building physics, use of materials, manufacturing methods, equipment, field performance, and provides a comprehensive overview of the information currently available worldwide. The Commission is particularly proud that this document is a result of close cooperation with PCI and that it will be published by both fib and PCI. This cooperation started six years ago, first with comparing the different approaches to several issues, then progressively integrating up to producing common documents, like this one, that wasn{\textquoteright}t yet treated in a specific Guide by either body.

}, isbn = {978-2-88394-114-4}, author = {Hughes, Simon and Acker, Arnold Van and Chastre, Carlos and Gasperi, Antonello and Jones, George and Karutz, Holger and Krohn, Jason and Lalibert{\'e}, Diane and Lindstrom, Gosta and Ronchetti, Alessandra and Sennour, Larbi and Seshappa, Venkatesh and Sthaladipti, Saha and Suika, Arto and Tillman, Mathias and Tsoukantas, Spyros} } @article {13361, title = {Refor{\c c}o de Vigas de Bet{\~a}o Armado com Armaduras P{\'o}s-Instaladas de A{\c c}o Inox ou de Comp{\'o}sitos de FRP}, journal = {Mec{\^a}nica Experimental}, volume = {28}, year = {2017}, note = {

REFER{\^E}NCIAS:
Biscaia, H, et al. (2013). A smeared crack analysis of reinforced concrete T-beams strengthened with GFRP composites. Engineering Structures. 56(November): p. 1346-1361.
Biscaia, H., C. Chastre, D. Cruz e N. Franco (2016a). "Flexural Strengthening of Old Timber Floors with Laminated Carbon Fiber Reinforced Polymers." J. of Comp. for Construction: 04016073.
Biscaia, H., N. Franco, R. Nunes, e C. Chastre (2016b). Old suspended timber floors flexurally-strengthened with different structural materials. Key Engineering Materials, 713, 78-81.
Carvalho, T., et al. (2010). Flexural Behaviour of RC T-Beams Strengthened with Different FRP Materials, in The Third International fib Congress and Exhibition "Think Globally, Build Locally", fib: Washington DC. 12p.
Chastre, C. (2014). Materiais e tecnologias de refor{\c c}o de estruturas de bet{\~a}o potencialidade e limita{\c c}{\~o}es. REHABEND 2014 Congresso Latinoamericano "Patolog{\'\i}a de la construcci{\'o}n, Tecnolog{\'\i}a de la rehabilitac{\'\i}on y gesti{\'o}n del patrimonio". Santander.
Chastre, C., H. Biscaia, A. Monteiro e N. Franco (2016a). An{\'a}lise experimental de vigas de bet{\~a}o armado refor{\c c}adas {\`a} flex{\~a}o com comp{\'o}sitos de FRP. TEST\&E 2016 1{\textordmasculine} Congresso de Ensaios e Experimenta{\c c}{\~a}o em Eng. Civil. IST, Lisboa.
Chastre, C., H. Biscaia, N. Franco e A. Monteiro (2016b). Experimental Analysis of Reinforced Concrete Beams Strengthened with Innovative Techniques. 41th IAHS Word Congress of Housing. Sustainability and Innovation for Future. Albufeira, Portugal: 10p.
Faustino, P. e C. Chastre (2016). "Flexural strengthening composites and stainless steel: Cyclic behavior." Journal of Structural Engineering 142(2): 04015136.
Franco, N., C. Chastre e H. Biscaia (2014). An{\'a}lise do desempenho {\`a} flex{\~a}o de vigas de bet{\~a}o armado refor{\c c}adas com armaduras de a{\c c}o inoxid{\'a}vel. JPEE2014 {\textendash} 5{\textordfeminine} J.P.E.E., Bet{\~a}o Estrutural 2014.Portugal: 15p.Franco, N., C. Chastre e H. Biscaia (2016). An{\'a}lise experimental do comportamento {\`a} flex{\~a}o de vigas de bet{\~a}o armado refor{\c c}adas com armaduras p{\'o}s-instaladas de a{\c c}o inoxid{\'a}vel. TEST\&E 2016 - 1{\textordmasculine} Congresso de Ensaios e Experimenta{\c c}{\~a}o em Engenharia Civil. IST, Lisboa, Portugal: 8p.
Monteiro, A. (2014). Refor{\c c}o de vigas de bet{\~a}o armado com armaduras exteriores de FRP. Disserta{\c c}{\~a}o de mestrado, Faculdade de Ci{\^e}ncias e Tecnologia, Universidade NOVA de Lisboa.
Oehlers, DJ (2006). FRP plates adhesively bonded to reinforced concrete beams: generic debonding mechanisms. Adv Struct Eng:737{\textendash}50.
Rodrigues, C. C. (2005). Comportamento {\`a}s ac{\c c}{\~o}es c{\'\i}clicas de pilares de bet{\~a}o armado refor{\c c}ados com materiais comp{\'o}sitos. Tese de doutoramento, Universidade NOVA de Lisboa.Rodrigues, C. C. e M.A.G. Silva (2007). Cyclic compression behaviour of polymer concrete. Journal of Polymer Eng. 27(6-7): p. 525-545.
Rodrigues, C. C., H. Biscaia, N. Franco and A. Monteiro (2016). Structural Strengthening System with Internally Anchored Reinforcement by Adherence. WIPO | PCT. WO 2016005941 A1: 37p.the of columns with CFRP LNEC, Lisboa.

}, pages = {39-46}, abstract = {

Neste artigo apresentam-se e analisam-se um conjunto de ensaios realizados em vigas de bet{\~a}o armado refor{\c c}adas com armaduras p{\'o}s-instaladas de a{\c c}o ou de FRP, incluindo os referentes a uma nova t{\'e}cnica (CREatE) desenvolvida na FCT NOVA. Os resultados experimentais permitiram concluir que a t{\'e}cnica CREatE possibilita aumentos de resist{\^e}ncia e ductilidade consider{\'a}veis face {\`a}s t{\'e}cnicas tradicionais.

}, keywords = {A{\c c}o Inox, Comp{\'o}sitos de FRP, Refor{\c c}o de estruturas, T{\'e}cnica CREatE}, url = {http://www-ext.lnec.pt/APAET/paginas/Revista/publicacao.html}, author = {Chastre, Carlos and Biscaia, Hugo and Franco, Noel} } @article {12343, title = {Application of fuzzy inference system for determining weathering degree of some monument stones in Iran}, journal = {Journal of Cultural Heritage}, volume = {25}, year = {2017}, note = {n/a}, pages = {41-55}, chapter = {41}, abstract = {

This paper presents a comparative evaluation of efficiencies of different accelerated ageing tests (freezethaw, thermal shock, salt crystallization, dissolution and wetting-drying) and fuzzy inference system in predicting weathering degrees of some monument stones from three historical sites (Anahita Temple, Anobanini reliefs and Eshkaft-e Salman reliefs, Iran). The combined effects of natural weathering processes (heating and cooling, wetting and drying, and freezing and thawing) and climatic information were used for assessing the natural weathering degrees. Finally, the natural weathering degrees were multiplied by time effect coefficients to obtain more realistic natural weathering degrees of the monuments. The predicted natural weathering degrees for Anahita Temple, Anobanini reliefs and Eshkaft-e Salman reliefs are 56\%, 61\%, and 47\%, respectively. These predicted values reasonably support the weathering degrees defined by progressive decay indices (calculated equal to 2.77, 3.42 and 2.66 for Anahita Temple, Anobanini reliefs and Eshkaft-e Salman reliefs, respectively), which means the fuzzy model potentially could accurately predict the weathering of stones.

}, keywords = {Fuzzy inference system, Monument stones, Weathering degree}, isbn = {12962074}, author = {Heidari, Mojtaba and Chastre, Carlos and Torabi-Kaveh, Mehdi and Ludovico-Marques, Marco and Mohseni, Hassan} } @article {12341, title = {Bond characteristics of CFRP-to-steel joints}, journal = {Journal of Constructional Steel Research}, volume = {138}, year = {2017}, note = {n/a}, pages = {401-419}, chapter = {401}, abstract = {

Carbon Fiber Reinforced Polymer (CFRP) composites have a large potential for strengthening and retrofitting steel parts but due to their premature debonding from steel, further data and research are still required for wider application in such situations. In the present paper, the bond characteristics of CFRP-to-steel joints in pull-pull loaded conditions were studied. Monotonic loading of the double strap joints with different bond lengths was applied and the failure modes and interfacial bond-slip curves were obtained. A tri-linear bondslip model is proposed and it was derived from the experimental data. A closed-form solution approach is also proposed based on the tri-linear bond-slip model. The strength of the CFRP-to-steel interface, the distribution of the relative displacements between bonded materials, the strains developed in the CFRP laminate and the bond stresses along the interface are reported and the closed-form solution is compared with the experimental results. Two cases are selected for presentation: (i) one with the bond length greater than the effective bond length; and, inversely, (ii) one with bond length which is shorter than the effective bond length. The results predicted by the closed-form solutions are shown to be accurate enough when compared to the experiments.

}, keywords = {Bond, Bond-slip curve, CFRP-to-steel joint, Closed-form solutions, Pull-pull tests}, isbn = {0143974X}, author = {Yang, Yongming and Biscaia, Hugo and Chastre, Carlos and Silva, Manuel A. G.} } @booklet {13391, title = {C{\'a}ceres-Florencia, patrimonio vivo: Ensayos t{\'e}cnico-arquitect{\'o}nicos}, journal = {Suplementos de Investigaci{\'o}n en Construcciones Arquitect{\'o}nicas }, volume = {3}, year = {2017}, note = {

DL: CC-000112-2017

}, pages = {156}, publisher = {Grupo de Investigaci{\'o}n de Construcciones Arquitect{\'o}nicas de la Universidad de Extremadura}, address = {C{\'a}ceres}, abstract = {n/a}, isbn = {978-84617-8992-4}, author = {Salcedo Hern{\'a}ndez, Jos{\'e} Carlos and Fortea Luna, Manuel and Lauria, Antonio and Rovero, Luisa and Tonietti, Ugo and Chastre, Carlos and Gonz{\'a}lez Jim{\'e}nez, Luis and Matas Casco, Miguel and Saumell Llad{\'o}, Juan}, editor = {Salcedo, Jos{\'e}-Carlos} } @article {12344, title = {Characterisation of unidirectional fibre reinforced grout as a strengthening material for RC structures}, journal = {Construction and Building Materials}, volume = {137}, year = {2017}, note = {n/a}, pages = {272-287}, chapter = {272}, abstract = {

The main goal of the present research work is to characterise a unidirectional fibre reinforced grout (UFRG), developed as an alternative material to strengthen RC structures using small thickness jacketing. A high performance cementitious grout reinforced with continuous and unidirectional non-woven steel fibre mat has been developed for this purpose. It was expected that the optimization of the percentage and alignment of the steel fibres would yield a more efficient fibre grout. In fact, the composite should attain higher tensile strength with continuous fibres since the fibre embedment length is enough to prevent fibre pull-out. An experimental programme was carried out to characterise the UFRG{\textquoteright}s mechanical properties. Compressive tests were conducted on small thickness tubular specimens to enable the determination of the compressive strength and the static modulus of elasticity. The tensile strength was obtained from splitting tests performed on cubic specimens (DIN 1048-5). Semi-empirical equations, based on the experimental results, are proposed to estimate UFRG{\textquoteright}s modulus of elasticity, compressive strength and tensile strength. Two strengthening solutions for RC structures using small thickness CFRP jacketing are presented.

}, keywords = {Experimental, Fibre Reinforced Grout, Structural strengthening, Unidirectional steel fibres}, isbn = {09500618}, author = {Gi{\~a}o, Rita and L{\'u}cio,Valter and Chastre, Carlos} } @article {12342, title = {Determination of weathering degree of the Persepolis stone under laboratory and natural conditions using fuzzy inference system}, journal = {Construction and Building Materials}, volume = {145}, year = {2017}, note = {n/a}, pages = {28-41}, chapter = {28}, abstract = {

Weathering imposes vital effects on stony monuments. Mostly, the degree of weathering is determined by simple test results, ignoring simultaneous effects of various weathering factors. Hence, the main purpose of this study is to develop prediction models with fuzzy inference systems to determine the weathering degree of the Persepolis stone, using various accelerated ageing tests in laboratory condition and to extrapolate the results to the natural condition, considering climatic information. The results suggest reliable conformity between the prediction of the weathering degree of the stone and the weathering degree observed in the Persepolis complex in natural condition.

}, keywords = {Fuzzy inference system, Persepolis stone, Weathering degree}, isbn = {09500618}, author = {Heidari, Mojtaba and Torabi-Kaveh, Mehdi and Chastre, Carlos and Ludovico-Marques, Marco and Mohseni, Hassan and Akefi, Hossein} } @article {12348, title = {A Finite Element Based Analysis of Double Strap Bonded Joints with CFRP and Aluminium}, journal = {Key Engineering Materials}, volume = {754}, year = {2017}, note = {n/a}, pages = {237-240}, chapter = {237}, abstract = {n/a}, keywords = {Aluminium, Bonded joints, CFRP, Double strap joint, Finite element analysis, Interface}, isbn = {1662-9795}, author = {Biscaia, Hugo and Cardoso, Jo{\~a}o and Chastre, Carlos} } @conference {13383, title = {A finite element based analysis of double strap bonded joints with CFRP and aluminium}, booktitle = {16th International Conference on Fracture and Damage Mechanics}, year = {2017}, note = {

REFERENCES[1] H. Biscaia, C. Chastre, I. Borba, C. Silva and D. Cruz: Journal of Composites for Construction Vol. 20 (2015), 04015070.[2] H. Biscaia, C. Chastre and M.A.G. Silva: Composites Part B: Engineering Vol. 80 (2015), p. 246-259.[3] H. Biscaia, I. Borba, C. Silva and C. Chastre: Composite Structures Vol. 138 (2016), p. 52-63.

}, edition = {18-20 July 2017}, address = {Florence, Italy}, abstract = {

The bonding between two different materials or between same materials is a quite popular method. Unlike fastener joints, it avoids undesirable stress concentrations and doesn{\textquoteright}t demand an intrusive application to ensure the good performance of the joint. However, depending on the configuration of the adhesively bonded joint, its performance responds differently and the choice (if possible to make) on the best configuration, i.e. the configuration that originates the highest strength and/or stiffness, may be hard to make. Within this context, several configurationsof aluminium-to-aluminium bonded joints unstrengthened and strengthened with fiber reinforced polymers (FRP) were modelled using a commercial finite element code. The linearity and nonlinearity of the FRP composite and the aluminium were considered, respectively, and the adhesively bonded joints were subjected to a regular displacement that intended to simulate a tensioning load. Also, the nonlinearities of the interfaces were considered in the form of nonlinear cohesive adhesive laws. The fracture Modes I and II were defined trough a bond-slip relation with abi-linear shape and the Mohr-Coulomb failure criterion is used for the coupling of the cohesive adhesive laws of the interface when the debonding process of the bonded joint configuration implies the interaction between both fracture modes, i.e. the joint is under a mixed-mode (Mode I+II) situation. The results are presented and discussed and the configurations of the bonded joints are all compared through bond stress distributions and load-slip responses. The study herein presented is, therefore, a contribution to the analysis of the structural integrity of bonded joints between FRP composites and aluminium substrates, helping also on the choice of the most adequatebonded joint configuration and corresponding reinforcement to be used and applied in practice.

}, keywords = {Aluminium, Bonded joints, CFRP, Double strap joint, Finite element analysis, Interface}, author = {Biscaia, Hugo and Cardoso, Jo{\~a}o and Chastre, Carlos} } @article {12347, title = {Flexural Strengthening of Old Timber Floors with Laminated Carbon Fiber-Reinforced Polymers}, journal = {Journal of Composites for Construction}, volume = {21}, number = {1}, year = {2017}, note = {n/a}, pages = {04016073}, abstract = {

A set of three old suspended timber floors were flexurally strengthened with carbon fiber{\textendash}reinforced polymer (CFRP) strips in order to investigate the effectiveness of externally bonding FRP to their soffits. The specimens were from an old building and 740-mm-wide bands were transferred to the laboratory in order to be tested in a four-point bending test. One specimen was tested with no strengthening system and the results obtained were used as reference values for comparison with the specimens that were externally bonded and reinforced (EBR) with CFRP strips. Two similar EBR systems were studied: (1) keeping both ends of the CFRP strips free of any restriction (traditional technique), and (2) embedding both ends of the CFRP strips into the timber, thus providing a bonding anchorage of the strips (new technique). The installation of the new strengthening system comprises the opening of holes in the timber and the creation of a transition curve between the holes and the timber surface. This transition curve allows a smooth transition of the CFRP laminate between the hole and the timber surface, thus avoiding stress concentrations in this area. After the opening of the holes, the resin is applied inside the hole and on the beam surface, and then the CFRP laminate is mounted. The load-carrying capacity of the specimens, the rupture modes, and the strains and bond stress distributions within the CFRP-to-timber interface are presented. A nonlinear numerical simulation of the specimens based on the midspan cross-sectional equilibrium is also presented. The results showed that the use of the new strengthening system enhances the performance of the specimens when compared with the traditional strengthening system.

}, keywords = {Carbon fiber{\textendash}reinforced polymer (CFRP), Mechanical testing, Suspended floor, Timber}, url = {http://ascelibrary.org/doi/abs/10.1061/\%28ASCE\%29CC.1943-5614.0000731 }, author = {Biscaia, Hugo C. and Chastre, Carlos and Cruz, David and Franco, Noel} } @inbook {13393, title = {Pr{\'o}logo}, booktitle = {C{\'a}ceres-Florencia, patrimonio vivo: Ensayos t{\'e}cnico-arquitect{\'o}nicos}, volume = {3}, year = {2017}, note = {n/a}, pages = {11-15}, publisher = {Grupo de Investigaci{\'o}n de Construcciones Arquitect{\'o}nicas de la Universidad de Extremadura}, organization = {Grupo de Investigaci{\'o}n de Construcciones Arquitect{\'o}nicas de la Universidad de Extremadura}, address = {C{\'a}ceres}, abstract = {

Este livro apresenta diferentes perspetivas sobre o patrim{\'o}nio arquitet{\'o}nico em Espanha e It{\'a}lia, debru{\c c}ando-se sobre temas que est{\~a}o na ordem do dia, como a reabilita{\c c}{\~a}o do patrim{\'o}nio arquitet{\'o}nico ou as acessibilidades ao mesmo, sejam elas na forma f{\'\i}sica ou digital, sendo os autores profundos conhecedores desta {\'a}rea. Nas interven{\c c}{\~o}es a realizar no patrim{\'o}nio edificado {\'e} fundamental ter um conhecimento aprofundado do projeto, da hist{\'o}ria e do processo construtivo da obra, bem como do seu comportamento estrutural. De acordo com o ICOMOS estas interven{\c c}{\~o}es devem ser realizadas utilizando as t{\'e}cnicas mais adequadas, baseadas num diagn{\'o}stico apropriado e na compreens{\~a}o dos materiais existentes. De igual forma, os estudos no edificado monumental devem ser realizados com o menor grau de intrus{\~a}o e o m{\'a}ximo respeito pela sua integridade f{\'\i}sica, seguindo os princ{\'\i}pios de salvaguarda do patrim{\'o}nio arquitet{\'o}nico definidos na carta internacional de Atenas.O livro divide-se em duas grandes {\'a}reas: numa, abordam-se os assuntos que se enquadram essencialmente no {\^a}mbito da conserva{\c c}{\~a}o e reabilita{\c c}{\~a}o do patrim{\'o}nio arquitet{\'o}nico e na outra s{\~a}o apresentados os temas mais dedicados {\`a} acessibilidade do p{\'u}blico ao patrim{\'o}nio arquitet{\'o}nico e {\`a} sua divulga{\c c}{\~a}o online. Os trabalhos apresentados no {\^a}mbito da conserva{\c c}{\~a}o e reabilita{\c c}{\~a}o do patrim{\'o}nio arquitet{\'o}nico seguem na ess{\^e}ncia as recomenda{\c c}{\~o}es do ICOMOS em rela{\c c}{\~a}o {\`a} necessidade de compreens{\~a}o da constru{\c c}{\~a}o existente, ao desenvolvimento de novas t{\'e}cnicas e dos materiais mais adequados aos trabalhos de conserva{\c c}{\~a}o e reabilita{\c c}{\~a}o, assim como na realiza{\c c}{\~a}o de testes em modelos experimentais {\`a} escala, tendo por objetivo avaliar o comportamento da estrutura antes e ap{\'o}s a reabilita{\c c}{\~a}o. O patrim{\'o}nio arquitet{\'o}nico constru{\'\i}do constitui uma parte importante da hist{\'o}ria da civiliza{\c c}{\~a}o humana e {\'e} um fator determinante da nossa identidade coletiva que importa preservar para as gera{\c c}{\~o}es futuras. Com a sua interven{\c c}{\~a}o na conserva{\c c}{\~a}o, reabilita{\c c}{\~a}o, valoriza{\c c}{\~a}o e divulga{\c c}{\~a}o do patrim{\'o}nio constru{\'\i}do, os autores deste livro est{\~a}o a cumprir um importante papel na nossa sociedade, preservando um legado que nos foi deixado pelos nossos antepassados.

}, isbn = {978-84617-8992-4}, author = {Chastre, Carlos} } @inbook {13394, title = {Reliability analysis: the next step towards recycled aggregates concrete affirmation}, booktitle = {Construction projects: improvement strategies, quality management and potential challenges}, series = {Construction Materials and Engineering}, year = {2017}, note = {

REFERENCES[1] Freedonia, 2012, World construction aggregates, in Industry. Study No. 2838, The Freedonia Group, Ohio, USA, 334 pages.[2] United States Geological Survey, 2016, Mineral commodity summaries - Cement, Virginia, United States of America, 2 pages.[3] CSI, 2009, The Cement Sustainability Initiative: Recycling concrete, Geneva, Switzerland, 42 pages.[4] EU DIRECTIVE 2008/98/EC on waste, 2008, European Union, Brussels, Belgium, 28 pages.[5] Eurostat. Waste statistics in Europe. 2015 Accessed on October 2015 via the website: http://epp.eurostat.ec.europa.eu.[6] UEPG - Union Europ{\'e}enne des Producteurs de Granulats, 2014, Estimates of aggregates production data. Accessed on October 2015: http://www.uepg.eu/ statistics/estimates-of-production-data/data-2014.[7] Basavarajappa, H. T., M. C. Manjunatha, L. Jeevan, 2014. Sand mining, management and its environmental impact in Cauvery and Kabini river basins of Mysore District, Karnaka, India using geomatics techniques. Int. J. Civ. Eng. Technol. 5(9), 169-180.[8] British Geological Survey Commissioned Report CR/03/029N, 2003. River mining: aggregate production and supply in developing countries. University of Exeter, 96 pages.[9]Sousa, J. J., L. Bastos, 2013, Multi-temporal SAR interferometry reveals acceleration of bridge sinking before collapse. Nat. Hazards Earth Syst. Sci. 13(3), 659-667.[10] United Nations, 2015, World Population Prospects: The 2015 Revision, Department of Economic and Social Affairs. Custom data acquired on October 2015 via the website: https://esa.un.org/unpd/wpp/DataQuery/[11] Silva, R. V., J. de Brito, R. K. Dhir, 2014. Properties and composition of recycled aggregates from construction and demolition waste suitable for concrete production. Constr. Build. Mater. 65, 201-217.[12] BIO Intelligence Service, 2011. Service contract on management of construction and demolition waste - SR1: Final report task 2, European Commission. 2011.[13] Bravo, M., J. de Brito, J. Pontes, L. Evangelista, 2015. Mechanical performance of concrete made with aggregates from construction and demolition waste recycling plants. J. Clean. Prod. 99, 59-74.[14] Top{\c c}u, I. B., M. Canbaz, 2004. Properties of concrete containing waste glass. Cement Concrete Res. 34(2), 267-274.[15] Valadares, F., M. Bravo, J. De Brito, 2012. Concrete with used tire rubber aggregates: Mechanical performance. ACI Mater. J. 109(3), 283292.[16] Bravo, M., J. de Brito, 2012. Concrete made with used tyre aggregate: durability-related performance. J. Clean. Prod. 25, 42-50.[17] Alves, A. V., T. F. Vieira, J. de Brito, J. R. Correia, 2014. Mechanical properties of structural concrete with fine recycled ceramic aggregates. Constr. Build. Mater. 2014. 64, 103-113.[18] Vieira, T., A. Alves, J. de Brito, J. R. Correia, R. V. Silva, 2015. Durability-related performance of concrete containing fine recycled aggregates from crushed bricks and sanitary ware. Mater. Design. 90, 767-776.[19] Belin, P., G. Habert, M. Thiery, N. Roussel, 2014. Cement paste content and water absorption of recycled concrete coarse aggregates. Mater. Struct. 47(9), 1451-1465.[20] Pepe, M., 2015. A conceptual model for designing recycled aggregate concrete for structural applications, Department of Civil Engineering University of Salerno, Italy, 178 pages.[21] Silva, R. V., J. de Brito, R. K. Dhir, 2015. Establishing a relationship between the modulus of elasticity and compressive strength of recycled aggregate concrete. J. Clean. Prod. 112, 2171-2186.[22] Silva, R. V., J. de Brito, R. K. Dhir, 2015. Prediction of the shrinkage behaviour of recycled aggregate concrete: A review. Constr. Build. Mater. 77, 327-339.[23] Olorunsogo, F. T., N. Padayachee, 2002. Performance of recycled aggregate concrete monitored by durability indexes. Cement and Concrete Res. 32(2), 179-185.[24] Shima, H., H. Tateyashiki, R. Matsuhashi, Y. Yoshida, 2005. An advanced concrete recycling technology and its applicability assessment by the input-output analysis. J. Adv. Concr. Technol. 3(1), 53-67.[25] Akbarnezhad, A., K. C. G. Ong, M. H. Zhang, C. T. Tam, T. W. J. Foo, 2011. Microwave-assisted beneficiation of recycled concrete aggregates. Constr. Build. Mater. 25(8), 3469-3479.[26] Tam, V. W. Y., C. M. Tam, K. N. Le, 2007. Removal of cement mortar remains from recycled aggregate using pre-soaking approaches. Resour. Conserv. Recy. 50(1), 82-101.[27] Tsujino, M., T. Noguchi, M. Tamura, M. Kanematsu, I. Maruyama, 2007. Application of conventionally recycled coarse aggregate to concrete structure by surface modification treatment. J. Adv. Concr. Technol. 5(1), 13-25.[28] Soares, D., J. de Brito, J. Ferreira, J. Pacheco, 2014 Use of coarse recycled aggregates from precast concrete rejects: Mechanical and durability performance. Constr. Build. Mater. 71, 263-272.[29] Pedro, D., J. de Brito, L. Evangelista, 2014. 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}, pages = {1-54}, publisher = {Nova Science Publishers: New York, United States of America}, organization = {Nova Science Publishers: New York, United States of America}, abstract = {

TThis chapter concerns the need to evaluate the reliability of structural elements produced with recycled aggregates concrete (RAC) in order to address some designers{\textquoteright} scepticism towards the use of this eco-friendly material. The current knowledge on RAC{\textquoteright}s behaviour demonstrates its viability for structural purposes. However, of the investigations performed so far very few are related to a fundamental aspect towards RAC world-wide application as a structural material: structural codes have a probabilistic basis.After briefly presenting the state-of-the-art knowledge on the material properties and structural behaviour of RAC, the limitations of the current knowledge are debated. Afterwards, an introduction to structural codification is presented, as well as the fundamentals of reliability analysis. Examples of code verifications are contextualized with their underlying assumptions and the information necessary for code calibration is discussed. The role of reliability in the calibration of structural codes is shown, common techniques for reliability calculations are briefly explained, and relevant references in the area are cited for the readers{\textquoteright} perusal.Having established how structural codes are calibrated, the state-of-the-art on the probabilistic and statistical knowledge of RAC properties is reviewed. The implications of the very reduced number of studies on this area are discussed and the need to conduct further studies is emphasized.Afterwards, investigations that used reliability analysis to calibrate partial safety factors applicable to RAC are reviewed. The methodology of each investigation is presented, the experimental tests that led to the definition of the probabilistic information of the RAC{\textquoteright}s parameters are described and the need to have a wide range of data coming from different RAC compositions and aggregate sources is debated.This chapter finishes by contextualizing the current knowledge on RAC properties with the necessary information for code calibration procedures. The relevance of a code proposal towards RAC affirmation as a structural material is highlighted, as well as the requirements of such code. Suggestions for future studies are made.

}, keywords = {Construction and demolition waste, Recycled aggregates concrete (RAC), reliability analysis, structural codes, Sustainable construction}, isbn = {978-1-53610-743-2}, url = {https://novapublishers.com/shop/construction-projects-improvement-strategies-quality-management-and-potential-challenges/}, author = {Pacheco, Jo{\~a}o and Jorge de Brito and Chastre, Carlos and Evangelista, Lu{\'\i}s}, editor = {Kimberly Hall} } @article {10012, title = {Lateral cyclic behaviour of RC columns confined with carbon fibres}, journal = {Structures}, volume = {5}, year = {2016}, note = {

n/a

}, month = {February 2016}, pages = {196-206}, abstract = {

Reinforced concrete (RC) columns with various strengthening systems and different conditions were tested to cyclic lateral and axial loading for the purpose of performance assessment. Tests included confinement strengthening with carbon-fiber-reinforced polymer (CFRP) sheets, longitudinal strengthening with CFRP laminates and confining CFRP jacket, longitudinal strengthening with stainless steel bars and confining CFRP jacket, tested column until reinforcing steel failure, repair and CFRP confining jacket, and longitudinal strengthening with stainless steel bars. The analysis of the tests results as to load-displacement relationship and energy dissipation led to the conclusion that the use of external longitudinal strengthening with CFRP confinement is effective for performance retrofitting and upgrading, and viable in terms of execution. The load capacity increase due to strengthening reached 36{\textendash}46\% with good ductile behaviour. Nonlinear numerical modelling was carried out using two approaches which represent reasonably well the global performance of the studied columns for the prediction of the ascending load-displacement relationship and the peak load values in each cycle.

}, keywords = {carbon fibres, Confinement, cyclic behaviour, Longitudinal strengthening, nonlinear modelling, reinforced concrete columns, Stainless steel}, isbn = {2352-0124}, url = {http://www.sciencedirect.com/science/article/pii/S2352012415001319}, author = {Faustino, Pedro and Frade, Pedro and Chastre, Carlos} } @article {10008, title = {Analysis of the debonding process of CFRP-to-timber interfaces}, journal = {Construction and Building Materials}, volume = {113}, year = {2016}, note = {

n/a

}, month = {6/15/}, pages = {96-112}, abstract = {

The use of Fiber Reinforced Polymers (FRP) in the strengthening of timber structures is quite recent and few studies have discussed the debonding between these materials. The analysis of the Mode II debonding process between FRP composites and timber elements may be of great importance because this mode is predominant in the case, for instance, of the bending of beams. Knowing the appropriate bond-slip model to use on the estimation of the performance of FRP-to-timber interfaces is greatly relevant. Under such circumstances, a detailed knowledge of all the states that CFRP-to-timber interfaces are subjected to is important as well. The current work gives answers to these aspects proposing an analytical solution based on a tri-linear bond-slip model that is capable of describing precisely the full-range debonding behavior of FRP-to-timber interfaces. Thus, the purpose of this study is to contribute to existing knowledge with an analytical solution capable of describing the full-range debonding process between a FRP composite and a substrate. The analytical solutions herein proposed are also compared with the results obtained from several experiments based on single-lap shear tests. Comparisons at different load levels and different bonded lengths are presented. The slips, strains in the CFRP composite and bond stress distributions within the bonded interface are emphasized in the text. The complete load-slip response of CFRP-to-timber interface is also analyzed. Each state of the debonding process is described and each one is identified in the load-slip curve.

}, keywords = {Bond-slip, CFRP, Debonding, Interface, Timber}, isbn = {0950-0618}, url = {http://www.sciencedirect.com/science/article/pii/S0950061816303208}, author = {Biscaia, Hugo C. and Cruz, David and Chastre, Carlos} } @conference {10033, title = {An{\'a}lise experimental de vigas de bet{\~a}o armado refor{\c c}adas {\`a} flex{\~a}o com comp{\'o}sitos de FRP}, booktitle = {TEST\&E 2016 - 1{\textordmasculine} Congresso de Ensaios e Experimenta{\c c}{\~a}o em Engenharia Civil}, year = {2016}, note = {
Refer{\^e}ncias:

[1] Chastre, C., Materiais e tecnologias de refor{\c c}o de estruturas de bet{\~a}o - potencialidade e limita{\c c}{\~o}es, inREHABEND 2014 - Congresso Latinoamericano "Patolog{\'\i}a de la construcci{\'o}n, Tecnolog{\'\i}a de la rehabilitac{\'\i}on ygesti{\'o}n del patrimonio". 2014: Santander. 10p.
[2] Rodrigues, C.C., Comportamento {\`a}s ac{\c c}{\~o}es c{\'\i}clicas de pilares de bet{\~a}o armado refor{\c c}ados com materiaiscomp{\'o}sitos, in Disserta{\c c}{\~a}o para a obten{\c c}{\~a}o do grau de Doutor em Engenharia Civil na Especialidade de Estruturas, Universidade Nova de Lisboa 2005, Universidade NOVA de Lisboa.[3] Faria, P. and C. Chastre, Vis{\~a}o Integrada da Reabilita{\c c}{\~a}o, in Paredes 2015. Reabilita{\c c}{\~a}o e Inova{\c c}{\~a}o., P.B.Louren{\c c}o, et al., Editors. 2015: Lisboa. p. 1-20.
[4] Carvalho, T., Refor{\c c}o {\`a} flex{\~a}o de vigas de bet{\~a}o armado com comp{\'o}sitos de CFRP, in Departamento deEngenharia Civil 2011, Faculdade de Ci{\^e}ncias e Tecnologia, Universidade NOVA de Lisboa. p. 151.
[5] Monteiro, A., Refor{\c c}o de vigas de bet{\~a}o armado com armaduras exteriores de FRP. 2014, Faculdade de Ci{\^e}ncias e Tecnologia, Universidade NOVA de Lisboa.
[6] Carvalho, T., et al., Flexural Behaviour of RC T-Beams Strengthened with Different FRP Materials, in The Third International fib Congress and Exhibition "Think Globally, Build Locally", 2010, fib: Washington DC. 12p.
[7] Biscaia, H., et al., Factors influencing the performance of externally bonded reinforcement systems of GFRP-to-concrete interfaces. Materials and Structures, 2015. 48(9): p. 2961-2981.
[8] Chastre Rodrigues, C. et al. {\textquotedblleft}Structural strengthening system with internally anchored reinforcements byadherence - WO 2016/005941 A1{\textquotedblright}, Faculdade de Ci{\^e}ncias e Tecnologia, Universidade Nova de Lisboa. Portugal,2015.
[9] Rodrigues, C.C. and M.A.G. Silva, Cyclic compression behaviour of polymer concrete. Journal of PolymerEngineering, 2007. 27(6-7): p. 525-545.

}, month = {4-6 July 2016}, pages = {8}, address = {IST, Lisbon, Portugal}, abstract = {

O refor{\c c}o das estruturas de bet{\~a}o armado com comp{\'o}sitos de FRP tem tido um incremento consider{\'a}vel nos {\'u}ltimos anos devido {\`a}s caracter{\'\i}sticas de durabilidade e das elevadas rela{\c c}{\~o}es resist{\^e}ncia-peso e rigidez-peso dos comp{\'o}sitos de FRP comparativamente com outros materiais de refor{\c c}o. A fim de analisar o comportamento de diferentes solu{\c c}{\~o}es de refor{\c c}o estrutural de vigas de bet{\~a}o armado (BA) com comp{\'o}sitos de FRP foi realizado um programa experimental que incluiu o ensaio de vigas de BA refor{\c c}adas com as seguintes t{\'e}cnicas de refor{\c c}o: EBR (Externally-Bonded Reinforcement), NSM (Near Surface Mounted) e pela t{\'e}cnica CREatE (continuous reinforcement embedded at ends). As vigas de BA ensaiadas tinham se{\c c}{\~a}o em T, com um v{\~a}o de 3,0 m e uma altura de 0,3 m e foram solicitadas em flex{\~a}o em 4 pontos e testadas at{\'e} a rotura. A t{\'e}cnica CREatE provou ser a mais eficaz das tr{\^e}s alternativas testadas mobilizando a totalidade do CFRP e apresentando a maior capacidade resistente e a ductilidade mais elevada.

}, keywords = {An{\'a}lise experimental, Bet{\~a}o armado, Comp{\'o}sitos de FRP, Fibras de Carbono, FRP, Refor{\c c}o de estruturas, Vigas}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/teste2016_-_01066_-_chastre.pdf}, author = {Chastre, Carlos and Biscaia, Hugo and Ant{\'o}nio Monteiro and Franco, Noel} } @conference {10036, title = {An{\'a}lise experimental do comportamento {\`a} flex{\~a}o de vigas de bet{\~a}o armado refor{\c c}adas com armaduras p{\'o}s-instaladas de a{\c c}o inoxid{\'a}vel}, booktitle = {TEST\&E 2016 - 1{\textordmasculine} Congresso de Ensaios e Experimenta{\c c}{\~a}o em Engenharia Civil}, year = {2016}, note = {

Refer{\^e}ncias:
[1] Chen, J., and Teng, J., {\textquotedblleft}Anchorage Strength Models for FRP and Steel Plates Bonded to Concrete,{\textquotedblright} Journal of Structural Engineering, vol. 127, no. 7, 2001, pp. 784-791.
[2] Franco, N., Chastre Rodrigues, C., and Biscaia, H. C., {\textquotedblleft}An{\'a}lise do desempenho {\`a} flex{\~a}o de vigas de bet{\~a}o armado refor{\c c}adas com armaduras de a{\c c}o inoxid{\'a}vel,{\textquotedblright} in JPEE2014 {\textendash} 5{\textordfeminine} Jornadas Portuguesas de Engenharia de
Estruturas, Encontro Nacional Bet{\~a}o Estrutural 2014, Lisboa, 2014.
[3] Matthys, S., and Taerwe, L., {\textquotedblleft}Evaluation of ductility requirements in current design guidelines for FRP strengthening,{\textquotedblright} Cement and Concrete Composites, vol. 28, no. 10, 2006, pp. 845-856.
[4] Macdonald, M. D., and Calder, A. J. J., {\textquotedblleft}Bonded steel plating for strengthening concrete structures,{\textquotedblright} International Journal of Adhesion and Adhesives, vol. 2, no. 2, 1982, pp. 119-127.
[5] Theillout, J., {\textquotedblleft}Reinforcement et reparation des ouvrages d{\textquoteright}art par la technique des toles collees,{\textquotedblright} A L{\textquoteright}ecole Nationale Des Ponts Et Chaussees, 1983.
[6] Oehlers, D., and Moran, J., {\textquotedblleft}Premature failure of externally plated reinforced concrete beams,{\textquotedblright} Journal of Structural Engineering, vol. 1161990, pp. 17.
[7] Chastre Rodrigues, C., {\textquotedblleft}Comportamento da Liga{\c c}{\~a}o A{\c c}o-Resina-Bet{\~a}o em Elementos Estruturais,{\textquotedblright} MSc, Engenharia Civil - IST, Instituto Superior T{\'e}cnico, 1993.
[8] Oehlers, D., and Ali, M., {\textquotedblleft}Debonding of steel plates glued to RC flexural members,{\textquotedblright} Structural Engineering and Materials, vol. 11998, pp. 7.
[9] Focacci, F., Nanni, A., and Bakis, C., {\textquotedblleft}Local bond-slip relationship for FRP reinforcement in concrete,{\textquotedblright} Journal of Composites for Construction, vol. 4, no. 1, 2000, pp. 24-31.
[10] Smith, S. T., and Teng, J. G., {\textquotedblleft}Interfacial stresses in plated beams,{\textquotedblright} Engineering Structures, vol. 23, no. 7, 2001, pp. 857-871.
[11] Chen, J. F., Yuan, H., and Teng, J. G., {\textquotedblleft}Debonding failure along a softening FRP-to-concrete interface between two adjacent cracks in concrete members,{\textquotedblright} Engineering Structures, vol. 29, no. 2, 2007, pp. 259-270.
[12] Chen, F., and Qiao, P., {\textquotedblleft}Debonding analysis of FRP{\textendash}concrete interface between two balanced adjacent flexural cracks in plated beams,{\textquotedblright} International Journal of Solids and Structures, vol. 46, no. 13, 2009, pp. 2618-2628.
[13] Biscaia, H. E. C. C., {\textquotedblleft}Comportamento e modela{\c c}{\~a}o da liga{\c c}{\~a}o GFRP/Bet{\~a}o em elementos de bet{\~a}o expostos a ambientes agressivos,{\textquotedblright} PhD, Engenharia Civil - Faculdade de Ci{\^e}ncias e Tecnologia, Universidade Nova de
Lisboa, 2012.
[14] Houachine, H. R. E., Sereir, Z., Kerboua, B., and Hadjazi, K., {\textquotedblleft}Combined cohesive-bridging zone model for prediction of the debonding between the FRP and concrete beam interface with effect of adherend shear
deformations,{\textquotedblright} Composites Part B: Engineering, vol. 45, no. 1, 2013, pp. 871-880.
[15] Biscaia, H., Silva, M. G., and Chastre, C., {\textquotedblleft}Factors influencing the performance of externally bonded reinforcement systems of GFRP-to-concrete interfaces,{\textquotedblright} Materials and Structures2014, pp. 1-21.
[16] Biscaia, H. C., Chastre, C., and Silva, M. A. G., {\textquotedblleft}Modelling GFRP-to-concrete joints with interface finite elements with rupture based on the Mohr-Coulomb criterion,{\textquotedblright} Construction and Building Materials, vol. 47, no. October
2013, pp. 261-273.
[17] Biscaia, H. C., Chastre, C., and Silva, M. A. G., {\textquotedblleft}A smeared crack analysis of reinforced concrete T-beams strengthened with GFRP composites,{\textquotedblright} Engineering Structures, vol. 56, no. November 2013, pp. 1346-1361.
[18] Biscaia, H. C., Chastre, C., and Silva, M. A. G., {\textquotedblleft}Nonlinear numerical analysis of the debonding failure process of FRP-to-concrete interfaces,{\textquotedblright} Composites Part B: Engineering, vol. 50, no. July, 2013, pp. 210-223.
[19] Biscaia, H. C., Chastre, C., and Silva, M. A. G., {\textquotedblleft}Linear and nonlinear analysis of bond-slip models for interfaces between FRP composites and concrete,{\textquotedblright} Composites Part B: Engineering, vol. 45, no. 1, 2013, pp. 1554-1568.
[20] Biscaia, H. C., Chastre, C., and Silva, M. A. G., {\textquotedblleft}Double shear tests to evaluate the bond strength between GFRP/concrete elements,{\textquotedblright} Composite Structures, vol. 94, no. 2, 2012, pp. 681-694.
[21] EuroInox, Stainless Steel: Tables of Technical Properties, vol. 5, 2007.
[22] EuroInox, Design Manual for Structural Stainless Steel - Commentary vol. 11, 2007.
[23] Smith, F. N., {\textquotedblleft}Stainless steel reinforcement for concrete construction,{\textquotedblright} in 12th Middle East Corrosion Conference \& Exhibition, Bahrain, 2008.
[24] Cunat, P.-J., {\textquotedblleft}Corrosion Resistance of Stainless Steels in Soils and in Concrete,{\textquotedblright} in Plenary Days of the Committee on the Study of Pipe Corrossion and Protection, Ceocor, Biarritz, 2001.
[25] McGurn, J. F., {\textquotedblleft}Satinless Steel Reinforcing bars in concrete,{\textquotedblright} 1999.
[26] Outokumpu Stainless, A., "Handbook of Stainless Steel," O. Oyj, ed., 2013.
[27] Chastre Rodrigues, C., Biscaia, H. C., Franco, N., and Monteiro, A. J., Structural strengthening system with internally anchored reinforcements by adherence Portugal, WIPO, 2015.

}, month = {4-6 July 2016}, pages = {8}, address = {IST, Lisbon, Portugal}, abstract = {

A procura de solu{\c c}{\~o}es de refor{\c c}o mais eficientes que permitam aumentar a capacidade resistente de elementos estruturais sujeitos a flex{\~a}o levou ao desenvolvimento de um sistema inovador de aplica{\c c}{\~a}o de armaduras de refor{\c c}o coladas pelo exterior. Neste artigo descrevem-se os ensaios experimentais realizados e analisam-se os resultados obtidos com vigas de bet{\~a}o armado refor{\c c}adas com armaduras p{\'o}s-instaladas de a{\c c}o inoxid{\'a}vel com diferentes t{\'e}cnicas: Externally Bonded Reinforcement (EBR), Near Surface Mounted (NSM) e com o novo sistema de refor{\c c}o desenvolvido - Continuous Reinforcement Embedded at Ends (CREatE). As vigas ensaiadas monotonicamente at{\'e} {\`a} rotura em flex{\~a}o de quatro pontos t{\^e}m se{\c c}{\~a}o transversal em T e um v{\~a}o livre de tr{\^e}s metros. No novo sistema de refor{\c c}o as armaduras s{\~a}o ancoradas por ader{\^e}ncia no interior do elemento estrutural, o que associado {\`a} utiliza{\c c}{\~a}o de armaduras em a{\c c}o inoxid{\'a}vel, possibilita aumentos de resist{\^e}ncia e ductilidade consider{\'a}veis face {\`a}s t{\'e}cnicas tradicionais de colagem pelo exterior.

}, keywords = {A{\c c}o Inoxid{\'a}vel, Bet{\~a}o armado, EBR, EBR com ancoragens mec{\^a}nicas, NSM, Refor{\c c}o}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/teste2016_-_01067_-_noel.pdf}, author = {Franco, Noel and Chastre, Carlos and Biscaia, Hugo} } @conference {10029, title = {Avalia{\c c}{\~a}o experimental de diferentes liga{\c c}{\~o}es coladas}, booktitle = {TEST\&E 2016 - 1{\textordmasculine} Congresso de Ensaios e Experimenta{\c c}{\~a}o em Engenharia Civil}, year = {2016}, note = {

[1] Matthys, S. Structural behaviour and design of concrete members strengthened with externally bonded FRPreinforcement. PhD Thesis, Ghent University, 2000.[2] Nakaba et al. {\textquotedblleft}Bond behavior between fiber-reinforced polymer laminates and concrete{\textquotedblright} ACI Structural, 2001, n{\textordmasculine}98(3), pp. 359-367.[3] Lu, X. et al. {\textquotedblleft}Bond{\textendash}slip models for FRP sheets/plates bonded to concrete{\textquotedblright}. Engineering Structures, 2005, n{\textordmasculine}27, pp.920-937.[4] Dai J.; Ueda T. e Sato Y. {\textquotedblleft}Development of the nonlinear bond stress-slip model of fiber reinforced plastics sheet-concrete interfaces with a simple method{\textquotedblright}. Journal of Composites for Construction, 2005, n{\textordmasculine}9(1), pp. 52-62.[5] Ferracuti, B. Strengthening of RC structures by FRP: Experimental analyses and numerical modelling. PhD Thesis, Universit{\`a} degli Studi di Bologna, Italy, 2006.[6] Wan, J. et al. {\textquotedblleft}Experimental investigation on FRP-to-timber bonded interfaces{\textquotedblright}. Journal of Composites forConstruction, 2014, n{\textordmasculine} 18, Special Issue: 10th Anniversary of IIFC, A4013006.[7] Biscaia, H.; Cruz, D. e Chastre, C. {\textquotedblleft}Analysis of the debonding process of CFRP-to-timber interfaces{\textquotedblright}. Construction and Building Materials, 2016, n{\textordmasculine}113, pp. 96-112.[8] Carvalho, T. et al. {\textquotedblleft}Flexural behaviour of RC T-beams strengthened with different FRP materials{\textquotedblright}. 3rd fibInternational Congress, Washington D.C., United States of America, May 29-June 2, 2010.

}, month = {4-6 July 2016}, pages = {8}, address = {IST, Lisbon, Portugal}, abstract = {

A utiliza{\c c}{\~a}o de materiais comp{\'o}sitos de matriz polim{\'e}rica (Fiber Reinforced Polymers - FRP) como armadura de refor{\c c}o de diferentes elementos estruturas de v{\'a}rias naturezas (e.g. bet{\~a}o armado, a{\c c}o, madeira ou alvenaria) tem vindo a suscitar o interesse da comunidade cient{\'\i}fica internacional. Inicialmente, a simples colagem pelo exterior dos comp{\'o}sitos de FRP aos elementos estruturais permitiu identificar um fen{\'o}meno de descolamento prematuro do comp{\'o}sito para n{\'\i}veis de extens{\~a}o muito aqu{\'e}m dos seus limites de rotura. Com base na experimenta{\c c}{\~a}o, algumas teorias t{\^e}m surgido no sentido de explicar o fen{\'o}meno do descolamento prematuro dos FRPs. Por outro lado, outras t{\'e}cnicas de refor{\c c}o t{\^e}m sido propostas com o objetivo de adiar ou simplesmente eliminar esse fen{\'o}meno. Neste trabalho, s{\~a}o analisadas diferentes liga{\c c}{\~o}es coladas entre laminados de CFRP e outros materiais tais como, o bet{\~a}o armado, o a{\c c}o e a madeira. Duas t{\'e}cnicas de refor{\c c}o por colagem vulgarmente citadas na literatura internacional foram utilizadas: Externally Bonded Reinforcement (EBR) e Near Surface Mounted (NSM). Os resultados experimentais permitiram constatar que o desempenho local das liga{\c c}{\~o}es estudadas {\'e} distinto, tendo-se observado que as rela{\c c}{\~o}es entre a tens{\~a}o de ader{\^e}ncia e o deslocamento relativo entre superf{\'\i}cies {\'e}: (i) na liga{\c c}{\~a}o CFRP/bet{\~a}o do tipo n{\~a}o linear e caracteriza-se por, ap{\'o}s atingir-se uma tens{\~a}o de ader{\^e}ncia m{\'a}xima, o descolamento ocorre quando a tens{\~a}o de ader{\^e}ncia tende para zero; (ii) na liga{\c c}{\~a}o CFRP/a{\c c}o o desempenho {\'e} do tipo bi-linear, i.e. com um tro{\c c}o inicial retil{\'\i}neo at{\'e} atingir-se uma tens{\~a}o de pico seguindo-se um tro{\c c}o linear descendente at{\'e} tens{\~a}o de ader{\^e}ncia nula; e (iii) na liga{\c c}{\~a}o CFRP/madeira o desempenho {\'e} do tipo tri-linear, i.e. similar {\`a} liga{\c c}{\~a}o CFRP/a{\c c}o mas com um tro{\c c}o constante a seguir ao tro{\c c}o linear descendente e que se esgota para um deslocamento relativo {\'u}ltimo.

}, keywords = {A{\c c}o, Bet{\~a}o armado, CFRP, Liga{\c c}{\~o}es coladas, Madeira}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/teste2016_-_01050_-_biscaia.pdf}, author = {Biscaia, Hugo and Chastre, Carlos and Cruz, David and Franco, Noel and Ricardo Nunes} } @conference {10028, title = {Refor{\c c}o {\`a} flex{\~a}o de pavimentos antigos de madeira com recurso a laminados de fibras de carbono}, booktitle = {TEST\&E 2016 - 1{\textordmasculine} Congresso de Ensaios e Experimenta{\c c}{\~a}o em Engenharia Civil}, year = {2016}, note = {

Refer{\^e}ncias:
[1] Rodrigues, C.C. et al. {\textquotedblleft}Sistema de refor{\c c}o estrutural com armaduras ancoradas internamente por ader{\^e}ncia - PAT 107755{\textquotedblright} Portuguese Institute of Industrial Property. Faculdade de Ci{\^e}ncias e Tecnologia, Universidade Nova de Lisboa, Portugal, 2014.
[2] Rodrigues, C.C. et al. {\textquotedblleft}Structural strengthening system with internally anchored reinforcements by adherence - PCT/IB2015/055208{\textquotedblright} Faculdade de Ci{\^e}ncias e Tecnologia, Universidade Nova de Lisboa. Portugal, 2015.
[3] NP 619: {\textquotedblleft}Madeiras - Ensaio de flex{\~a}o est{\'a}tica{\textquotedblright}. IPQ, Lisboa, 1973.
[4] NP 618: {\textquotedblleft}Madeiras - Ensaio de compress{\~a}o axial{\textquotedblright}. IPQ, Lisboa, 1973.
[5] LNEC M1: {\textquotedblleft}Madeira para constru{\c c}{\~a}o. Especifica{\c c}{\~a}o de Madeiras para estruturas{\textquotedblright}. Lisboa, 1997.
[6] LNEC M4: {\textquotedblleft}Madeira para constru{\c c}{\~a}o. Casquinha{\textquotedblright}. Lisboa, 1997.
[7] Carvalho, T. et al. {\textquotedblleft}Flexural behaviour of RC T-beams strengthened with different FRP materials{\textquotedblright} 3rd fibInternational Congress, Washington D.C., United States of America, May 29-June 2, 2010.
[8] Faustino, P. e Chastre, C. (2016). {\textquotedblleft}Flexural strengthening of columns with CFRP composites and stainless steel: Cyclic behavior{\textquotedblright} Journal of Structural Engineering, 2016, n{\textordmasculine}142(2), 04015136.
[9] Biscaia, H.C. et al. {\textquotedblleft}Flexural strengthening of old timber floors with laminated Carbon Fiber Reinforced Polymers{\textquotedblright} Journal of Composites for Construction. Aceite a 10 de Maio de 2016.
[10] El-Mihilmy, M.T. e Tedesco, J.W. {\textquotedblleft}Analysis of reinforced concrete beams strengthened with FRP laminates{\textquotedblright} Journal of Structural Engineering, 2000, n{\textordmasculine}126(6), pp. 684-691.
[11] Teng, J.G. et al. {\textquotedblleft}Intermediate crack-induced debonding in RC beams and slabs{\textquotedblright} Construction and Building Materials, 2003, n{\textordmasculine}17(6-7), pp. 447-462.[12] Biscaia, H.C., Chastre, C. e Silva, M.A.G. {\textquotedblleft}A smeared crack analysis of reinforced concrete T-beams strengthened with GFRP composites{\textquotedblright} Engineering Structures, 2013, n{\textordmasculine}56, pp. 1346-1361.
[13] EN 1995-1-1 {\textquotedblleft}Eurocode 5: Design of timber structures - Part 1-1: General - Common rules and rules for buildings{\textquotedblright}, Brussels, Belgium, 2004.
[14] EN 384 {\textquotedblleft}Structural timber - Determination of characteristic values of mechanical properties and density{\textquotedblright}, Brussels, Belgium, 2004.
[15] Triantafillou, T.C. {\textquotedblleft}Shear reinforcement of wood using FRP materials{\textquotedblright} Journal of Materials in Civil Engineering, ASCE, 1997, n{\textordmasculine}9(2), pp. 65-69.
[16] Borri, A.; Corradi, M. e Grazini, A. {\textquotedblleft}FRP reinforcement of wood elements under bending loads{\textquotedblright} Proceedings: Structural Faults and Repair, London, 2003.
[17] Schober, K.U.; Rautenstrauch, K. {\textquotedblleft}Experimental investigations on flexural strengthening of timber structures with CFRP{\textquotedblright} Proceedings of the International Symposium on Bond Behaviour of FRP in Structures (BBFS 2005), Chen and Teng (eds), International Institute for FRP in Construction, Hong Kong, 2005, pp. 457-464.

}, month = {4-6 July 2016}, pages = {8}, address = {IST, Lisbon, Portugal}, abstract = {

O dimensionamento de vigas de madeira aos Estados Limites de Utiliza{\c c}{\~a}o (ELUt) tem limites muito apertados tanto para a{\c c}{\~o}es de curto prazo como para a{\c c}{\~o}es de longo prazo. Uma solu{\c c}{\~a}o eficiente para este problema passa por aumentar as se{\c c}{\~o}es transversais das vigas. Por{\'e}m, este tipo de solu{\c c}{\~a}o n{\~a}o s{\'o} acarreta um aumento de custos como tamb{\'e}m altera profundamente arquitetura original do edif{\'\i}cio abrindo, por conseguinte, uma oportunidade para encontrar outras solu{\c c}{\~o}es mais eficientes. Neste sentido, o uso de armaduras de refor{\c c}o em vigas de madeira pode ser considerado como uma solu{\c c}{\~a}o promissora uma vez que as estruturas, novas ou velhas, manteriam o aspeto est{\'e}tico original sem introduzir nos elementos refor{\c c}ados, um aumento significativo do seu peso pr{\'o}prio, melhorando o seu desempenho face a a{\c c}{\~o}es de curto e longo prazo. O presente estudo {\'e} dedicado {\`a} an{\'a}lise de vigas de madeira antigas refor{\c c}adas {\`a} flex{\~a}o com materiais comp{\'o}sitos de fibras de carbono, vulgarmente designados na literatura internacional por Carbon Fiber Reinforced Polymers (CFRP). Neste trabalho, foram refor{\c c}ados e ensaiados {\`a} flex{\~a}o pavimentos antigos de madeira tendo-se analisado os respetivos desempenhos aquando da utiliza{\c c}{\~a}o de uma t{\'e}cnica de refor{\c c}o por colagem tradicional (Externally Bonded Reinforcement - EBR) e aquando da utiliza{\c c}{\~a}o de uma t{\'e}cnica de refor{\c c}o por colagem inovadora (Continous Reinforcement Embedded at Ends - CREatE). Os ensaios experimentais permitiram verificar que a t{\'e}cnica de colagem inovadora CREatE confere aos pavimentos de madeira uma maior rigidez e resist{\^e}ncia face {\`a} t{\'e}cnica tradicional conseguindo se mobilizar a totalidade do comp{\'o}sito de CFRP.

}, keywords = {Laminados de CFRP, Madeira, Refor{\c c}o {\`a} flex{\~a}o, T{\'e}cnicas de colagem, Vigas}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/teste2016_-_01049_-_biscaia.pdf}, author = {Biscaia, Hugo and Chastre, Carlos and Cruz, David and Franco, Noel and Ricardo Nunes} } @conference {10024, title = {Novo sistema de refor{\c c}o {\`a} flex{\~a}o de vigas de bet{\~a}o armado com armaduras de a{\c c}o inoxid{\'a}vel aplicadas pelo exterior}, booktitle = {II Encontro Luso-Brasileiro de Degrada{\c c}{\~a}o de Estruturas de Bet{\~a}o}, year = {2016}, note = {

References:

Biscaia, H., Chastre, C., Cruz, D.e Franco, N. 2016. "Flexural Strengthening of Old Timber Floors with Laminated Carbon Fiber Reinforced Polymers." Journal of Composites for Construction.

Biscaia, H. C., Chastre, C., Cruz, D.e Franco, N. 2016. "Flexural Strengthening of Old Timber Floors with Laminated Carbon Fiber{\textendash}Reinforced Polymers." Journal of Composites for Construction: 04016073.

Buyukozturk, O., Gunes, O.e Karaca, E. 2004. "Progress on understanding debonding problems in reinforced concrete and steel members strengthened using FRP composites." Construction and Building Materials 18(1): 9-19.

CEN 2009. EN ISO 6892-1:2009 - Metallic materials. Tensile testing - Part 1: Method of test at ambient temperature, CEN.

Chastre, C., Biscaia, H.e Franco, N. 2015. Novas Solu{\c c}{\~o}es de Refor{\c c}o Estrutural. SILE 2015 -Semin{\'a}rio Internacional sobre Liga{\c c}{\~o}es Estruturais. Universidade NOVA de Lisboa, Portugal.

Chastre Rodrigues, C., Biscaia, H. C., Franco, N.e Monteiro, A. J. 2015. Structural strengthening system with internally anchored reinforcements by adherence WIPO. Portugal. PCT/IB2015/055208.

Faustino, P.e Chastre, C. 2016. "Flexural Strengthening of Columns with CFRP Composites and Stainless Steel: Cyclic Behavior." Journal of Structural Engineering 142(2): 04015136.

fib -Task Group 9.3 2001. Bulletin 14: Externally FRP for RC structures. technical report, fib - International Federation for Structural Concrete.

Franco, N., Chastre, C.e Biscaia, H. 2016. An{\'a}lise experimental do comportamento {\`a} flex{\~a}o de vigas de bet{\~a}o armado refor{\c c}adas com armaduras p{\'o}s-instaladas de a{\c c}o inoxid{\'a}vel. TEST\&

E 2016 -1{\textordmasculine} Congresso de Ensaios e Experimenta{\c c}{\~a}o em Engenharia Civil. IST, Lisbon, Portugal.

Franco, N., Chastre, C.e Biscaia, H. C. 2014. An{\'a}lise do desempenho {\`a} flex{\~a}o de vigas de bet{\~a}o armado refor{\c c}adas com armaduras de a{\c c}o inoxid{\'a}vel. JPEE2014 {\textendash} 5{\textordfeminine} Jornadas Portuguesas de Engenharia de Estruturas, Encontro Nacional Bet{\~a}o Estrutural 2014. LNEC, Lisboa.: 15p.

Matthys, S.e Taerwe, L. 2006. "Evaluation of ductility requirements in current design guidelines for FRP strengthening." Cement and Concrete Composites 28(10): 845-856.

Teng, J.e Chen, J. 2007. Debonding failures of rc beams strengthened with externally bonded FRP reinforcement: Behaviour and modelling Asia-Pacific Conference on FRP in Structures Hong Kong, China.

}, month = {27-29 September}, pages = {12p.}, address = {LNEC, Lisbon, Portugal}, abstract = {

O refor{\c c}o {\`a} flex{\~a}o de vigas de bet{\~a}o armado tem apresentado uma evolu{\c c}{\~a}o com tend{\^e}ncia para solu{\c c}{\~o}es onde s{\~a}o utilizadas armaduras {\`a} base de materiais comp{\'o}sitos de fibras de Carbono, Vidro, Basalto ou Aramida, aplicadas com as t{\'e}cnicas Externally Bonded Reinforcement (EBR) ou Near Surface Mounted (NSM). No entanto, o comportamento el{\'a}stico-linear destes materiais e as roturas tendencialmente fr{\'a}geis das solu{\c c}{\~o}es condicionam a sua utiliza{\c c}{\~a}o em estruturas onde se pretende alguma ductilidade. Por conseguinte, procurou-se desenvolver um sistema de refor{\c c}o estrutural alternativo e inovador em que os materiais de refor{\c c}o aplicados, conjuntamente com a solu{\c c}{\~a}o de refor{\c c}o, conseguissem minimizar ou eliminar os riscos de roturas prematuras e ao mesmo tempo aumentassem a ductilidade dos elementos refor{\c c}ados. Neste trabalho, apresenta-se em pormenor este novo sistema de refor{\c c}o {\`a} flex{\~a}o de vigas de bet{\~a}o armado com armaduras de a{\c c}o inoxid{\'a}vel ancoradas internamente por ader{\^e}ncia. Neste sistema de refor{\c c}o as armaduras s{\~a}o cont{\'\i}nuas e p{\'o}s-instaladas pelo exterior, ficando as extremidades ancoradas por ader{\^e}ncia no interior do elemento estrutural. Apresentam-se e discutem-se os resultados dos ensaios realizados para avaliar o desempenho das vigas de bet{\~a}o armado refor{\c c}adas com esta nova t{\'e}cnica. Os modos de rotura observados s{\~a}o tamb{\'e}m motivo de an{\'a}lise mais detalhada. Evidenciam-se alguns benef{\'\i}cios na utiliza{\c c}{\~a}o deste sistema de refor{\c c}o inovador, nomeadamente ao n{\'\i}vel da capacidade resistente {\'u}ltima das vigas de bet{\~a}o armado e fazem-se algumas recomenda{\c c}{\~o}es para a sua aplica{\c c}{\~a}o e utiliza{\c c}{\~a}o na reabilita{\c c}{\~a}o de elementos estruturais degradados.

}, keywords = {A{\c c}o Inoxid{\'a}vel, Amarra{\c c}{\~a}o por Ader{\^e}ncia, Bet{\~a}o armado, Refor{\c c}o Estruturas}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/degrada_2016_-_noel_franco_-_ext-abstract.pdf}, author = {Franco, Noel and Chastre, Carlos and Biscaia, Hugo} } @conference {10023, title = {Novo sistema de refor{\c c}o estrutural de vigas de bet{\~a}o armado com comp{\'o}sitos de FRP ancorados internamente por ader{\^e}ncia}, booktitle = {II Encontro Luso-Brasileiro de Degrada{\c c}{\~a}o de Estruturas de Bet{\~a}o}, year = {2016}, note = {

References:

Alkhrdaji, T. - Design and Application Techniques Key to Successful Structural Strengthening Projects. [citado em 16/05/2016]. Dispon{\'\i}vel em URL: http://www.pullman-services.com/
Biscaia, H, et al. 2013. A smeared crack analysis of reinforced concrete T-beams strengthened with GFRP composites. Engineering Structures. 56(November): p. 1346-1361.Biscaia, H., et al. 2015. Factors influencing the performance of externally bonded reinforcement systems of GFRP-to-concrete interfaces. Materials and Structures. 48(9: p. 2961-2981.
Biscaia, H., C. Chastre, D. Cruz and N. Franco, 2016. "Flexural Strengthening of Old Timber Floors with Laminated Carbon Fiber Reinforced Polymers." J. of Composites for Construction: 04016073.
Carvalho, T., et al. 2010, Flexural Behaviour of RC T-Beams Strengthened with Different FRP Materials, in The Third International fib Congress and Exhibition "Think Globally, Build Locally", fib: Washington DC. 12p.
Carvalho, T., 2011. Refor{\c c}o {\`a} flex{\~a}o de vigas de bet{\~a}o armado com comp{\'o}sitos de CFRP. Disserta{\c c}{\~a}o de mestrado, Universidade NOVA de Lisboa.
Chastre, C., 2014. Materiais e tecnologias de refor{\c c}o de estruturas de bet{\~a}o - potencialidade e limita{\c c}{\~o}es, in REHABEND 2014 - Congresso Latinoamericano "Patolog{\'\i}a de la construcci{\'o}n, Tecnolog{\'\i}a de la rehabilitac{\'\i}on y gesti{\'o}n del patrimonio". Santander. 10p.
Chastre, C., H. Biscaia, A. Monteiro e N. Franco, 2016. An{\'a}lise experimental de vigas de bet{\~a}o armado refor{\c c}adas {\`a} flex{\~a}o com comp{\'o}sitos de FRP. TEST\&E 2016 - 1{\textordmasculine} Congresso de Ensaios e Experimenta{\c c}{\~a}o em Engenharia Civil. IST, Lisboa.
Faria, P. e C. Chastre, 2015. Vis{\~a}o Integrada da Reabilita{\c c}{\~a}o, in Paredes 2015. Reabilita{\c c}{\~a}o e Inova{\c c}{\~a}o. P.B. Louren{\c c}o, et al., Editores. Lisboa. p. 1-20.
Faustino, P. e C. Chastre, 2016. "Flexural strengthening of columns with CFRP composites and stainless steel: Cyclic behavior." Journal of Structural Engineering 142(2): 04015136.
Franco, N., C. Chastre and H. Biscaia, 2016. An{\'a}lise experimental do comportamento {\`a} flex{\~a}o de vigas de bet{\~a}o armado refor{\c c}adas com armaduras p{\'o}s-instaladas de a{\c c}o inoxid{\'a}vel. TEST\&E 2016 - 1{\textordmasculine} Congresso de Ensaios e Experimenta{\c c}{\~a}o em Engenharia Civil. IST, Lisboa.
Monteiro, A., 2014, Refor{\c c}o de vigas de bet{\~a}o armado com armaduras exteriores de FRP. Disserta{\c c}{\~a}o de mestrado, Universidade NOVA de Lisboa.Neves, S., 2012. Pr{\'e}-esfor{\c c}o exterior no refor{\c c}o de estruturas. Disserta{\c c}{\~a}o de mestrado, Universidade NOVA de Lisboa.Oehlers DJ, 2006. FRP plates adhesively bonded to reinforced concrete beams: generic debonding mechanisms. Adv Struct Eng:737{\textendash}50.
Rodrigues, C. C., 1993. Comportamento da Liga{\c c}{\~a}o A{\c c}o-Resina-Bet{\~a}o em Elementos Estruturais. Disserta{\c c}{\~a}o de mestrado, Universidade T{\'e}cnica de Lisboa.Rodrigues, C. C., 2005. Comportamento {\`a}s ac{\c c}{\~o}es c{\'\i}clicas de pilares de bet{\~a}o armado refor{\c c}ados com materiais comp{\'o}sitos. Tese de doutoramento, Universidade NOVA de Lisboa.
Rodrigues, C. C., H. Biscaia, N. Franco and A. Monteiro, 2016. Structural Strengthening System with Internally Anchored Reinforcement by Adherence. WIPO | PCT. F. C. T. Universidade NOVA de Lisboa. Portugal. WO 2016005941 A1: 37p.
Rodrigues, C.C. and M.A.G. Silva, 2007. Cyclic compression behaviour of polymer concrete. Journal of Polymer Engineering. 27(6-7): p. 525-545.

}, month = {27-29 September}, pages = {12p.}, address = {LNEC, Lisbon, Portugal}, abstract = {

A reabilita{\c c}{\~a}o de estruturas de bet{\~a}o armado com comp{\'o}sitos de FRP tem tido uma grande aceita{\c c}{\~a}o em especial devido {\`a}s excelentes caracter{\'\i}sticas de durabilidade dos materiais comp{\'o}sitos, ao seu baixo peso e {\`a}s suas elevadas presta{\c c}{\~o}es mec{\^a}nicas. Contudo, o comportamento el{\'a}stico-linear dos comp{\'o}sitos de FRP e a sua forma de aplica{\c c}{\~a}o pode originar roturas prematuras, quer na t{\'e}cnica de refor{\c c}o EBR (Externally Bonded Reinforcement), em que o comp{\'o}sito {\'e} colado externamente, quer na t{\'e}cnica NSM (Near Surface Mounted) em que o comp{\'o}sito {\'e} inserido na zona do recobrimento. No sentido de minimizar o risco de roturas prematuras e ao mesmo tempo aumentar a ductilidade dos elementos refor{\c c}ados, desenvolveu-se um novo sistema de refor{\c c}o estrutural em que as armaduras s{\~a}o ancoradas internamente por ader{\^e}ncia. A fim de validar o novo sistema de refor{\c c}o estrutural com comp{\'o}sitos de FRP foi realizado um programa experimental que incluiu o ensaio de vigas de bet{\~a}o armado (BA) refor{\c c}adas com as seguintes t{\'e}cnicas de refor{\c c}o: EBR, NSM e pela nova t{\'e}cnica CREatE (continuous reinforcement embedded at ends). Neste artigo descrevem-se os ensaios experimentais realizados e analisam-se os resultados obtidos. As vigas de BA ensaiadas tinham se{\c c}{\~a}o em T, com um v{\~a}o de 3,0 m e uma altura de 0,3 m e foram solicitadas em flex{\~a}o em 4 pontos e testadas at{\'e} a rotura. A t{\'e}cnica CREatE provou ser a mais eficaz das tr{\^e}s alternativas testadas mobilizando a totalidade do CFRP e apresentando a maior capacidade resistente e a ductilidade mais elevada.

}, keywords = {Ader{\^e}ncia, Bet{\~a}o armado, Carbono, Comp{\'o}sitos de FRP, Refor{\c c}o Estrutural, Vigas}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/degrada_2016_-_carlos_chastre_-_ext-abstract.pdf}, author = {Chastre, Carlos and Ant{\'o}nio Monteiro and Biscaia, Hugo and Franco, Noel} } @article {10003, title = {In-Plane Displacement and Strain Image Analysis}, journal = {Computer-Aided Civil and Infrastructure Engineering}, volume = {31}, number = {4}, year = {2016}, note = {

n/a

}, month = {24 February 2015}, pages = {292-304}, abstract = {

Measurements in civil engineering load tests usually require considerable time and complex procedures. Therefore, measurements are usually constrained by the number of sensors resulting in a restricted monitored area. Image processing analysis is an alternative way that enables the measurement of the complete area of interest with a simple and effective setup. In this article photo sequences taken during load displacement tests were captured by a digital camera and processed with image correlation algorithms. Three different image processing algorithms were used with real images taken from tests using specimens of PVC and Plexiglas. The data obtained from the image processing algorithms were also compared with the data from physical sensors. A complete displacement and strain map were obtained. Results show that the accuracy of the measurements obtained by photogrammetry is equivalent to that from the physical sensors but with much less equipment and fewer setup requirements.

}, isbn = {1467-8667}, url = {http://dx.doi.org/10.1111/mice.12127}, author = {Almeida, Gra{\c c}a and Mel{\'\i}cio, Fernando and Biscaia, Hugo and Chastre, Carlos and Fonseca, Jos{\'e} Manuel} } @conference {10026, title = {Experimental Analysis of Column To Column Connections for Precast Concrete Truss}, booktitle = {fib Symposium 2016. Performance-based approaches for concrete structures}, year = {2016}, note = {

References:
[1] Global Wind Energy Council. (2014). Global Statistics. Fonte: GWEC. Representing The Global Wind Energy Industry: www.gwec.net.
[2] L{\'u}cio, V.; Chastre, C.; Precast concrete wind tower structures-historic evolution, current development and future potential; CPI - Concrete Plant International; June 2014.
[3] El Debs, M. K.; Precast concrete: design principles and uses (in Portuguese). S{\~a}o Carlos, EESC-USP, 2000.[4] Reguengo, R.; L{\'u}cio, V.; Chastre, C.; Column-foundation connections for precast structures with protruded rebars from the column {\textendash} monothonic and cyclic tests (in Portuguese); Encontro Nacional Bet{\~a}o Estrutural 2008, Guimar{\~a}es, 2008.
[5] Miltenberger, P.; Capacity design of grouted anchors; 16th International Conference on Structural Mechanics in Reactor Technology; Washington, DC, USA, 2001.
[6] Popa, V.; Papurcu, A.; Cotofana, D.; Pascu, R.; Experimental testing on emulative connections for precast columns using grouted corrugated steel sleeves. Bulletin of Earthquake Engineering, August 2015, Volume 13, Issue 8, pp 2429-2447.
[7] Ling, J.; Rahman, A.; Ibrahim, I.; Feasibility study of grouted splice connector under tensile load; Construction and Building Materials,Volume 50, 15 January 2014, Pages 530{\textendash}539.
[8] Fag{\`a}, E.; Bianco, L.; Bolognini D.; Nascimbene, R.; Comparison between numerical and experimental cyclic response of alternative column to foundation connections of reinforced concrete precast structures; Proceedings of the Third International fib Congress and PCI AnnualConvention and Bridge Conference; Washington, DC, USA, June 2010; ISBN: 9781617828218
[9] Precast structures in the world {\textendash} uses and structural behaviour (in Portuguese); Edition FFCT - UNL, Printed in Editora Parma Lda, S. Paulo, Brasil, 2012, ISBN: 978-989-97721-1-3.

}, month = {21 {\textendash} 23 November}, pages = {10p}, address = {Cape Town, South Africa}, abstract = {

The wind energy production is a growing industry and the energy produced is renewable and environmentally cleaner than most of the other systems. The towers to support the wind energy generators may be built with precast concrete elements that are competitive in comparison to other structural systems. The evolution of the technology for wind energy production shows a clear need for larger wind turbines and longer blades and, consequently, taller towers, where precast concrete solutions are competitive. Truss precast concrete towers is a solution that complies with the demands of the present and future wind energy production. The research on the execution and structural behaviour of the connections between the tower elements is an important issue. This communication presents the experimental analysis of column to column connections for precast concrete towers. The tests included connections with commercial threaded bars welded to the rebars and connections with grouted corrugated steel sleeves. Thick joints (50 mm) filled with fibre reinforced grout and thin joints (3 mm) filled with epoxy resin were tested and analysed.

}, keywords = {concrete towers, Precast concrete structures,, structural connections,}, author = {Sueli Souza and V{\'a}lter L{\'u}cio and Chastre, Carlos and Luiz Souza and David Martins} } @article {10010, title = {Flexural strengthening of columns with CFRP composites and stainless steel: Cyclic behavior}, journal = {Journal of Structural Engineering}, volume = {142}, number = {2}, year = {2016}, note = {

n/a

}, month = {21 September 201}, pages = {04015136}, abstract = {

This study presents the testing, completion, and analysis of different external strengthening systems applied to rectangular reinforced concrete columns with rounded corners. The experimental study included confinement strengthening with carbon-fiberreinforcedpolymer (CFRP) sheets, longitudinal strengthening with CFRP laminates and confining CFRP jacket, longitudinal strengtheningwith stainless steel bars and confining CFRP jacket, tested column until reinforcing steel failure, repair and CFRP confining jacket,and longitudinal strengthening with stainless steel bars. The analysis of the experimental results included lateral load-displacement relationship, energy dissipation, ductility, and curvature damage assessment classifications. It was concluded that the use of externallongitudinal strengthening combined with CFRP confinement is effective for enhancing performance and is viable in terms of execution. The load capacity increase due to strengthening reached 36{\textendash}46\% with good ductile behavior (failure was reached at 4.4\% drift ratio). Despite some differences between CFRP laminates and stainless steel, all columns presented moderate degrees of damage between 1 and 2\% drift ratio and minor damage degree until 1\% drift ratio.

}, keywords = {Carbon-fiber-reinforced polymer (CFRP) jacket, CFRP laminates, Concrete and masonry structures., Confinement, Cyclic behavior, Longitudinal strengthening, reinforced concrete columns, Seismic behavior, Stainless steel}, isbn = {0733-94451943-541X}, url = {http://dx.doi.org/10.1061/(ASCE)CC.1943-5614.0000731}, author = {Faustino, Pedro and Chastre, Carlos} } @book {10038, title = {fib Bulletin 78. Precast-concrete buildings in seismic areas}, series = {fib bulletin}, number = {fib Bulletin 78}, year = {2016}, note = {

n/a

}, month = {2016}, pages = {273}, publisher = {International Federation for Structural Concrete (fib)}, organization = {International Federation for Structural Concrete (fib)}, address = {Lausanne}, abstract = {

This document has a broad scope and is not focussed on design issues. Precast construction under seismic conditions is treated as a whole. The main principles of seismic design of different structural systems, their behavior and their construction techniques are presented through rules, construction steps and sequences, procedures, and details that should lead to precast structures built in seismic areas complying with the fundamental performance requirements of collapse prevention and life safety in major earthquakes and limited damage in more frequent earthquakes.The content of this document is largely limited to conventional precast construction and, although some information is provided on the well-known {\textquotedblleft}PRESSS technology{\textquotedblright} (jointed ductile dry connections), this latter solution is not treated in detail in this document.The general overview, contained in this document, of alternative structural systems and connection solutions available to achieve desired performance levels, intends to provide engineers, architects, clients, and end-users (in general) with a better appreciation of the wide range of applications that modern precast concrete technology can have in various types of construction from industrial to commercial as well as residential. Lastly, the emphasis on practical aspects, from conceptual design to connection detailing, aims to help engineers to move away from the habit of blindly following prescriptive codes in their design, but instead go back to basic principles, in order to achieve a more robust understanding, and thus control, of the seismic behaviour of the structural system as a whole, as well as of its components and individual connections.

}, isbn = {978-2-88394-118-2}, url = {http://www.fib-international.org/precast-concrete-buildings-in-seismic-areas}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/fib_bulletin78.jpg}, author = {Tsoukantas, Spyros and Toniolo, Giandomenico and Pampanin, Stefano and Ghosh, S. K. and Sennour, Larbi and D{\textquoteright}Arcy, Thomas and Sthaladipti, Saha and Menegotto, Marco and {\"O}zden, {\c S}evket and V{\'a}lter L{\'u}cio and Chastre, Carlos and Dritsos, Stefanos and Psycharis, Ioannis and Topintzis, Tryfon and Kremmyda, Georgia and Fern{\'a}ndez-Ord{\'o}{\~n}ez, David and de Chefdebien, Andr{\'e} and Hughes, Simon and Rajala, Lasse} } @article {10011, title = {Lifetime modelling of chloride induced corrosion in reinforced concrete structures with concrete with portland and blended cements}, journal = {Structure and Infrastructure Engineering}, volume = {12}, number = {9}, year = {2016}, note = {

n/a

}, month = {2016}, pages = {1013-1023}, edition = {14 jan 2016}, abstract = {

This article discusses mathematical modelling of the long-term performance of concrete with different supplementary cementitious materials in a maritime environment. The research was carried out in the light of the national Portuguese application of the CEN standards with mandatory requirements for a performance-based design approach. Laboratory investigations were performed on concrete compositions based on CEM I and CEM II/B-L in which the cement was partially replaced by either 0\% (reference composition) or 50\% of low calcium fly ash (FA). Concrete compositions were made with the objective to achieve service lives of 50 and 100 years with regard to steel corrosion. Test results of compressive strength, chloride potential diffusion and electrical resistivity are reported for different curing ages of 28, 90, 180 and 365 days. Chloride diffusion results were used for the implementation of modelling equations in order to estimate the design lifetime regarding reinforcing steel corrosion. A performance-based approach using a probabilistic method was carried out and the results obtained are compared with the requirements according to the Portuguese prescriptive approach. The modelling results show that FA blended compositions have better performance compared to those with Portland cements, especially if curing ages beyond 28 days are considered.

}, keywords = {Concrete \& cement, corrosion, durability, life cycles, marine structures, probabilistic models, reliability}, url = {http://www.tandfonline.com/doi/full/10.1080/15732479.2015.1076487}, author = {Faustino, Pedro and Chastre, Carlos and Nunes, {\^A}ngela and Br{\'a}s, Ana} } @conference {10035, title = {An{\'a}lise do desempenho da t{\'e}cnica CREatE para refor{\c c}o {\`a} flex{\~a}o de vigas de bet{\~a}o armado com armaduras de a{\c c}o inoxid{\'a}vel}, booktitle = {Encontro Nacional Bet{\~a}o Estrutural 2016}, year = {2016}, note = {

n/a

}, month = {2-4 November 201}, pages = {10}, address = {FCTUC, Coimbra, Portugal}, abstract = {

Neste artigo apresentam-se as principais caracter{\'\i}sticas da t{\'e}cnica de refor{\c c}o Continuous Reinforcement Embedded at Ends (CREatE), os procedimentos de aplica{\c c}{\~a}o e as vantagens e limita{\c c}{\~o}es da sua utiliza{\c c}{\~a}o. Apresentam-se tamb{\'e}m os resultados dos ensaios realizados para avaliar o desempenho desta t{\'e}cnica no refor{\c c}o {\`a} flex{\~a}o de vigas de bet{\~a}o armado com sec{\c c}{\~a}o transversal em T, refor{\c c}adas com armaduras p{\'o}s-instaladas de a{\c c}o inoxid{\'a}vel, coladas pelo exterior ou inseridas na zona de recobrimento. As vigas refor{\c c}adas com a t{\'e}cnica CREatE e ensaiadas {\`a} flex{\~a}o em quatro prontos apresentaram elevados acr{\'e}scimos de resist{\^e}ncia e ductilidade quando comparadas com as vigas refor{\c c}adas com as t{\'e}cnicas tradicionais - Externally-Bonded Reinforcement (EBR) e Near Surface Mounted (NSM). As vigas refor{\c c}adas com a t{\'e}cnica CREatE foram sujeitas a carregamentos monot{\'o}nicos ou c{\'\i}clicos, tendo-se constatado que as roturas prematuras que est{\~a}o associadas {\`a}s t{\'e}cnicas tradicionais anteriormente referidas nunca foram observadas nas vigas refor{\c c}as com esta t{\'e}cnica. Desenvolveu-se um modelo num{\'e}rico simples, e com boa precis{\~a}o, para modelar o desempenho das vigas de bet{\~a}o armado, sendo os resultados apresentados e discutidos.

}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/be_2016_paper_74_noel__franco.pdf}, author = {Franco, Noel and Chastre, Carlos and Biscaia, Hugo} } @conference {10031, title = {Liga{\c c}{\~o}es em superf{\'\i}cies curvas entre comp{\'o}sitos de FRP e bet{\~a}o sujeitas a temperaturas elevadas}, booktitle = {Encontro Nacional Bet{\~a}o Estrutural 2016}, year = {2016}, note = {

n/a

}, month = {2-4 November 201}, pages = {13}, address = {FCTUC, Coimbra, Portugal}, abstract = {

O refor{\c c}o estrutural com materiais de matriz polim{\'e}rica refor{\c c}ada com fibras (FRP) em diferentes tipos de elementos estruturais, e.g. pilares, vigas, lajes ou arcos, tem sido objecto de v{\'a}rios estudos. No entanto, os estudos sobre a avalia{\c c}{\~a}o da ader{\^e}ncia entre liga{\c c}{\~o}es coladas em superf{\'\i}cies curvas s{\~a}o muito limitados, n{\~a}o se conhecendo trabalhos, quer anal{\'\i}ticos ou num{\'e}ricos, que se debrucem ainda sobre o efeito da temperatura neste tipo de liga{\c c}{\~o}es coladas. Todavia, os trabalhos dispon{\'\i}veis na literatura indicam, de forma un{\^a}nime, que o descolamento do FRP da superf{\'\i}cie curva exige a interac{\c c}{\~a}o entre os modos de fractura I e II. Neste sentido, o presente estudo prop{\~o}e o desenvolvimento de uma solu{\c c}{\~a}o anal{\'\i}tica simples para simular liga{\c c}{\~o}es CFRP/bet{\~a}o com superf{\'\i}cies curvas de raio constante e que assumem ambas, isoladamente ou simulataneamente, as ac{\c c}{\~o}es: (i) aplica{\c c}{\~a}o de uma for{\c c}a ao FRP; e (ii) uma a varia{\c c}{\~a}o de temperatura. Dependendo dos coeficientes de dilata{\c c}{\~a}o t{\'e}rmica linear dos materiais colados e para n{\'\i}veis de temperatura n{\~a}o muito superiores {\`a} temperatura de transi{\c c}{\~a}o v{\'\i}trea (Tg) do FRP, o efeito da temperatura pode ser, do ponto de vista da resist{\^e}ncia da liga{\c c}{\~a}o, prejudicial ou ben{\'e}fico, ou seja, pode diminir ou aumentar a capacidade resistente da liga{\c c}{\~a}o. Diferentes crit{\'e}rios de rotura s{\~a}o adoptados e diferentes situa{\c c}{\~o}es, e.g. raio da curva ou diferentes n{\'\i}veis de temperaturas, s{\~a}o abordadas. A solu{\c c}{\~a}o anal{\'\i}tica pressup{\~o}e que a lei de ader{\^e}ncia relativamente ao modo II de fractura depende da temperatura e {\'e} representada por um exponencial, enquanto que para o modo I se assume uma lei de ader{\^e}ncia do tipo linear com rotura fr{\'a}gil e cuja influ{\^e}ncia da temperatura {\'e} feita de acordo com os mesmos pressupostos da lei exponencial.

}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/be_2016_paper_109_biscaia.pdf}, author = {Biscaia, Hugo and Chastre, Carlos and Silva, Manuel and Franco, Noel} } @conference {10030, title = {Modelo anal{\'\i}tico n{\~a}o linear para analisar as liga{\c c}{\~o}es CFRP/bet{\~a}o}, booktitle = {Encontro Nacional Bet{\~a}o Estrutural 2016}, year = {2016}, note = {

n/a

}, month = {2-4 November 201}, pages = {9}, address = {FCTUC, Coimbra, Portugal}, abstract = {

Desde que o refor{\c c}o estrutural come{\c c}ou a utilizar materiais de matriz polim{\'e}rica refor{\c c}ada com fibras (FRP) que o fen{\'o}meno do descolamento prematuro dos comp{\'o}sitos de FRP da superf{\'\i}cie colada tem merecido especial aten{\c c}{\~a}o de v{\'a}rios autores. O conhecimento do processo de descolamento completo da liga{\c c}{\~a}o CFRP/bet{\~a}o ganhou assim, algum destaque nos {\'u}ltimos anos. Na generalidade, as liga{\c c}{\~o}es CFRP/bet{\~a}o t{\^e}m sido analisadas com recurso m{\'e}todos anal{\'\i}ticos e num{\'e}ricos sendo que, nos primeiros, se tem vindo a adoptar leis de ader{\^e}ncia muito simplificadas das observadas experimentalmente. Apesar das simplifica{\c c}{\~o}es adoptas nas an{\'a}lises anal{\'\i}ticas, as express{\~o}es obtidas s{\~a}o muito importantes j{\'a} que t{\^e}m grande potencial em serem adoptadas pelos c{\'o}digos ou normas nacionais e/ou interncionais. Por outro lado, e apesar de adoptarem leis de ader{\^e}ncia mais refinadas, as an{\'a}lises num{\'e}ricas permitem apenas a obten{\c c}{\~a}o de express{\~o}es emp{\'\i}ricas que podem n{\~a}o contemplar a generalidade dos casos estudados. Neste sentido, este trabalho apresenta um conjunto de solu{\c c}{\~o}es anal{\'\i}ticas com base numa lei de ader{\^e}ncia exponencial capaz de representar todas as n{\~a}o-linearidades envolvidas no descolamento da liga{\c c}{\~a}o CFRP/bet{\~a}o. Os resultados anal{\'\i}ticos s{\~a}o confrontados com ensaios experimentais em que a t{\'e}cnica de colagem EBR foi utilizada. Contudo, o modelo anal{\'\i}tico proposto pode ser tamb{\'e}m utilizado quando a t{\'e}cnica Near Surface Mounted (NSM) {\'e} adoptada. Adicionalmente, s{\~a}o apresentadas solu{\c c}{\~o}es anal{\'\i}ticas para o caso em que o deslocamento relativo entre o CFRP e o bet{\~a}o {\'e} restringido por, e.g., um dispositivo de amarra{\c c}{\~a}o mec{\^a}nica instalado na extremidade oposta {\`a} aplica{\c c}{\~a}o de carga.

}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/be_2016_paper_108_biscaia.pdf}, author = {Biscaia, Hugo and Chastre, Carlos and Franco, Noel and Cardoso, Jo{\~a}o} } @article {10007, title = {A Nonlinear Analytical model to predict The full-range debonding process of FRP-to-parent material interfaces free of any mechanical anchorage devices}, journal = {Composite Structures}, volume = {138}, year = {2016}, note = {

n/a

}, month = {15 March 2016}, pages = {52-63}, abstract = {

Ever since Fibre Reinforced Polymers (FRP) began to be used in the repair or strengthening of structural elements, the premature debonding of the FRP composite from the substrate has been an important drawback that have been motive of several studies. The importance of knowing and describing the full-range behaviour of FRP-to-parent material interfaces rigorously is therefore urgent. However, at present, there are no analytical solutions that describe the full-range behaviour of such interfaces that help us to understand the full debonding phenomena of FRP-to-parent material interfaces free of any mechanical anchorage devices. Therefore, the aim of this study is to contribute the advances of that knowledge through an analytical solution by means of an exponential bond-slip model that is known to represent the nonlinearities involved in the debonding process of the FRP composite from the substrate. Analytical solutions for the slips, strains in the FRP composite, bond stress distributions along the bonded interface and stresses in the substrate are presented. A full-range load-slip analysis is also discussed.

}, keywords = {Analytical solution, Bond, Concrete, FRP, Interface, steel}, isbn = {0263-8223}, url = {http://www.sciencedirect.com/science/article/pii/S0263822315010387}, author = {Biscaia, Hugo C. and Borba, Isabel S. and Silva, Cinderela and Chastre, Carlos} } @conference {10025, title = {Durability Assessment of Consolidation Effect on Sandstone Monuments}, booktitle = {41th IAHS Word Congress of Housing. Sustainability and Innovation for the Future}, year = {2016}, note = {

REFERENCES[1] ICOMOS - International Scientific Committee for Stone, {\textquotedblleft}Illustrated Glossary on Stone Deterioration Patterns{\textquotedblright}, 2008.[2] M. Ludovico-Marques, {\textquotedblleft}Contribution to the Knowledge of the Effect of Crystallization of Salts in the Weathering of Sandstones. Application to the Built Heritage of Atouguia da Baleia{\textquotedblright}, PhD Thesis in Geotechnical Engineering, Specializing in Rock Mechanics,Universidade NOVA de Lisboa, Lisbon, 2008, (in Portuguese).[3] M. Ludovico-Marques, C. Chastre, {\textquotedblleft}Effect of Salt Crystallization Ageing on the Compressive Behavior of Sandstone Blocks in Historical Buildings{\textquotedblright} Engineering Failure Analysis, vol. 26, pp. 247-257, 2012.[4] M. Ludovico-Marques; C. Chastre, 2014. "Conservation of sandstone monuments: a new approach in consolidation treatments", 40th IAHS World Congress on Housing-Sustainable Housing Construction. Proceedings 2014, Funchal.[5] R. Folk (1974): Petrology of Sedimentary Rocks, Hemphill Publishing, Austin.[6] RILEM, {\textquotedblleft}Recommended Tests to Measure the Deterioration of Stone and to Assess the Effectiveness of Treatment Methods{\textquotedblright} Mat{\'e}rieux et Constructions, Bourdais-Dunoud, vol. 13 (75), pp. 175-253, 1980.[7] EN 1936, {\textquotedblleft}Natural Stone Test Method-Determination of Real Density and Apparent Density, and of Total and Open Porosity{\textquotedblright}, European Standard, 1999.[8] F. Pellerin, {\textquotedblleft}La Porosimetrie au Mercure Appliquee a l{\textasciiacute} Etude Geotechnique des Sols et des Roches{\textquotedblright} Bulletin de Liaison des Laboratoires des Ponts et Chauss{\'e}s, vol. 106, pp. 105-116, 1980.[9] NORMAL-29/88, {\textquotedblleft}Misura dell{\textquoteright} Indice di Asciugamento (Drying Index). Alterazioni dei Material Lapidei e Trattamenti Conservativi - Proposte per l{\textquoteleft}Unificazione dei Metodi Sperimentali di Studio e di Controllo{\textquotedblright}, CNR{\textendash}ICR, Roma, 1991.[10] NP EN12370. M{\'e}todos de ensaio para pedra natural.Determina{\c c}{\~a}o da resist{\^e}ncia {\`a} cristaliza{\c c}{\~a}o de sais. Instituto Portugu{\^e}s da Qualidade 2002, 10 p.

}, month = {13-16 September }, pages = {10p}, address = {Albufeira, Portugal}, abstract = {

The fa{\c c}ades of St. Leonard{\textquoteright}s church and the castle in Atouguia da Baleia village in western region of Portugal are monuments built in Middle Ages. Significant stone degradation patterns are visible, being the alveolization an outstanding case study.The more porous type of sandstones similar to the variety found in the vernacular architecture of Atouguia da Baleia was treated with ethyl silicates. In order to allow the study of the durability of these conservation treatments, accelerated artificial ageing salt crystallization tests were carried out and an automatic ageing chamber was developed.Physical and mechanical behaviour was assessed on consolidated specimens before and after accelerated artificial ageing salt crystallization tests. The authors propose a prediction of the durability of these consolidation treatments by means of the salt crystallization ageing results.

}, keywords = {Durability, Ethyl silicates, Sandstone Monuments, sustainability}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/41_iahs_2016_-_marco_marques_-_ext-abstract_durability_assessment_of_consolidation_effect_on_sandstone_monuments_ludovico_marques__chastre.pdf}, author = {Ludovico-Marques, Marco and Chastre, Carlos} } @conference {10022, title = {Experimental Analysis of Reinforced Concrete Beams Strengthened with Innovative Techniques}, booktitle = {41th IAHS Word Congress of Housing. Sustainability and Innovation for the Future}, year = {2016}, note = {

REFERENCES[1] Chastre, C., Materiais e tecnologias de refor{\c c}o de estruturas de bet{\~a}o - potencialidade e limita{\c c}{\~o}es, in REHABEND 2014 - Congresso Latinoamericano "Patolog{\'\i}a de la construcci{\'o}n, Tecnolog{\'\i}a de la rehabilitac{\'\i}on y gesti{\'o}n del patrimonio". 2014: Santander. 10p.[2] Faria, P. and C. Chastre, Vis{\~a}o Integrada da Reabilita{\c c}{\~a}o, in Paredes 2015. Reabilita{\c c}{\~a}o e Inova{\c c}{\~a}o., P.B. Louren{\c c}o, et al., Editors. 2015: Lisboa. p. 1-20.[3] Rodrigues, C.C., Comportamento {\`a}s ac{\c c}{\~o}es c{\'\i}clicas de pilares de bet{\~a}o armado refor{\c c}ados com materiais comp{\'o}sitos, in Disserta{\c c}{\~a}o para a obten{\c c}{\~a}o do grau de Doutor em Engenharia Civil na Especialidade de Estruturas, Universidade Nova de Lisboa 2005, Universidade NOVA de Lisboa.[4] Rodrigues, C.C., Comportamento da Liga{\c c}{\~a}o A{\c c}o-Resina-Bet{\~a}o em Elementos Estruturais, in D. Eng. Civil, Instituto Superior T{\'e}cnico. 1993, Universidade T{\'e}cnica de Lisboa: Lisboa.[5] Alkhrdaji, T. - Design and Application Techniques Key to Successful Structural Strengthening Projects. [cited in16/05/2016]. Available in URL: http://www.pullman-services.com/[6] Neves, S. - Pr{\'e}-esfor{\c c}o exterior no refor{\c c}o de estruturas. 2012, Faculdade de Ci{\^e}ncias e Tecnologia, Universidade NOVA de Lisboa.[7] De Lorenzis, L. and Teng, J.G. {\textquotedblleft}Near-surface mounted FRP reinforcement: an emerging technique for structural strengthening{\textquotedblright}. Composites: Part B, V. 38, No 2, 2007, pp. 119{\textendash}143.[8] Carvalho, T., Refor{\c c}o {\`a} flex{\~a}o de vigas de bet{\~a}o armado com comp{\'o}sitos de CFRP, in Departamento de Engenharia Civil 2011, Faculdade de Ci{\^e}ncias e Tecnologia, Universidade NOVA de Lisboa. p. 151.[9] Monteiro, A., Refor{\c c}o de vigas de bet{\~a}o armado com armaduras exteriores de FRP. 2014, Faculdade de Ci{\^e}ncias e Tecnologia, Universidade NOVA de Lisboa.[10] Carvalho, T., et al., Flexural Behaviour of RC T-Beams Strengthened with Different FRP Materials, in The Third International fib Congress and Exhibition "Think Globally, Build Locally", 2010, fib: Washington DC. 12p.[11] Oehlers DJ. FRP plates adhesively bonded to reinforced concrete beams: generic debonding mechanisms. Adv Struct Eng 2006:737{\textendash}50.[12] Biscaia, H., et al., Factors influencing the performance of externally bonded reinforcement systems of GFRP-to-concrete interfaces. Materials and Structures, 2015. 48(9): p. 2961-2981.[13] Biscaia, H,.et al., A smeared crack analysis of reinforced concrete T-beams strengthened with GFRP composites. Engineering Structures, 2013. 56(November): p. 1346-1361.[14] fib (F{\'e}deration Internationale du B{\'e}ton). Externally bonded FRP reinforcement for RC structures. Technical report by TG 9.3 - FRP reinforcement for concrete structures, Bulletin 14, July 2001.[15] ACI (American Concrete Institute). {\textquotedblleft}Guide for the design and construction of externally bonded FRP systems for strengthening concrete structures{\textquotedblright}. Committee 440, 2002.[16] JSCE (Japanese Society of Civil Engineers). {\textquotedblleft}Recommendations for Upgrading of Concrete Structures with Use of Continuous Fiber Sheets{\textquotedblright}. Concrete Engineering Series 41, March 2001.[17] Chastre Rodrigues, C. et al. {\textquotedblleft}Structural strengthening system with internally anchored reinforcements by adherence - WO 2016/005941 A1{\textquotedblright}, Faculdade de Ci{\^e}ncias e Tecnologia, Universidade Nova de Lisboa. Portugal, 2015.[18] Rodrigues, C.C. and M.A.G. Silva, Cyclic compression behaviour of polymer concrete. Journal of Polymer Engineering, 2007. 27(6-7): p. 525-545.

}, month = {13-16 September }, pages = {10}, address = {Albufeira, Portugal}, abstract = {

The strengthening of reinforced concrete structures with FRP materials has received a considerable increment in recent years due to their durability characteristics, high strength-weight and stiffness-weight ratios of FRP compared to other materials.An experimental program was conducted in order to analyse the behaviour of different structural solutions to strengthen reinforced concrete beams with carbon FRP composites: EBR (Externally-Bonded Reinforcement), NSM (Near Surface Mounted) reinforcement and an innovative technique externally-bonded using continuous reinforcement embedded at ends (CREatE). The RC beams had a 3m span by 0.3m height and were tested until rupture in a 4-point bending test system.The CREatE technique has proved to be the most effective of the three alternatives tested, with the full utilisation of the CFRP and the highest strength, combined with the highest ductility.

}, keywords = {Beams, CFRP, Experimental analysis, Reinforced concrete, Strengthening}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/41_iahs_2016_-_carlos_chastre-ext-abstract.pdf}, author = {Chastre, Carlos and Biscaia, Hugo and Franco, Noel and Ant{\'o}nio Monteiro} } @conference {10020, title = {A New Bonding Technique for the Rehabilitation of Old Timber Floors with CFRP Composites}, booktitle = {41th IAHS Word Congress of Housing. Sustainability and Innovation for the Future}, year = {2016}, note = {

REFERENCES[1] E.J. Biblis {\textquotedblleft}Analysis of wood-fiberglass composite beams within and beyond the elastic region{\textquotedblright} Forest Product Journal, vol. 15, no. 2, pp. 81-88, 1965.[2] N. Plevris and T. Triantafillou {\textquotedblleft}FRP-Reinforced wood as structural material{\textquotedblright} Journal of Materials in Civil Engineering, vol. 4, no. 3, pp. 300-317, 1992.[3] B. Mu, H. Wu, A. Yan, K. Warnemuende, G. Fu, R. Gibson, and D. Kim {\textquotedblleft}FEA of Complex Bridge System with FRP Composite Deck{\textquotedblright} Journal of Composites for Construction, vol. 10, no. 1, pp. 79-86, 2006.[4] Y.J. Kim and K.A. Harries {\textquotedblleft}Modeling of timber beams strengthened with various CFRP composites{\textquotedblright} Engineering Structures, vol. 32, no. 10, pp. 3225-3234, 2010.[5] S. Hamel, J. Hermanson and S. Cramer {\textquotedblleft}Predicting the Flexure Response of Wood-Plastic Composites from Uni-Axial and Shear Data Using a Finite-Element Model{\textquotedblright} Journal of Materials in Civil Engineering, vol. 26, no. 12, 04014098, 2014.[6] G.M. Raftery and P.D. Rodd {\textquotedblleft}FRP reinforcement of low-grade glulam timber bonded with wood adhesive{\textquotedblright} Construction and Building Materials, vol. 91, pp. 116-125, 2015.[7] J. Wan, S. Smith, P. Qiao and F. Chen {\textquotedblleft}Experimental investigation on FRP-to-timber bonded interfaces{\textquotedblright} Journal of Composites for Construction, vol. 18, SPECIAL ISSUE: 10th Anniversary of IIFC, A4013006, 2014.[8] H.C. Biscaia, D. Cruz and C. Chastre {\textquotedblleft}Analysis of the debonding process of CFRP-to-timber interfaces{\textquotedblright} Construction and Building Materials, vol. 113, pp. 96-112, 2016.[9] D. Cruz {\textquotedblleft}Refor{\c c}o de elementos estruturais de madeira com materiais comp{\'o}sitos de matriz polim{\'e}rica{\textquotedblright} M.Sc. thesis, Nova Univ. of Lisbon, Lisbon, Portugal, 2015.[10] T. Carvalho, C. Chastre, H.C. Biscaia and R. Paula {\textquotedblleft}Flexural behaviour of RC T-beams strengthened with different FRP materials{\textquotedblright} in 3rd fib International Congress, Washington D.C., United States of America, May 29-June 2, 2010.[11] P. Faustino and C. Chastre {\textquotedblleft}Analysis of load{\textendash}strain models for RC square columns confined with CFRP{\textquotedblright} Composites Part B: Engineering, vol. 74, pp. 23-41, 2015.[12] LNEC M1 {\textquotedblleft}Madeira para constru{\c c}{\~a}o. Especifica{\c c}{\~a}o de Madeiras para estruturas{\textquotedblright} Lisboa, 1997. (in Portuguese)[13] LNEC M4 {\textquotedblleft}Madeira para constru{\c c}{\~a}o. Casquinha{\textquotedblright} Lisboa, 1997. (in Portuguese)[14] R. Kliger, M. Al-Emrani, M. Johansson and R. Crocetti {\textquotedblleft}Strengthening glulam beams with steel or CFRP plates{\textquotedblright} in Asia-Pacific Conference on FRP in Structures, December 12-14, Hong Kong, China, 2007.

}, month = {13-16 September }, pages = {10}, address = {Albufeira, Portugal}, abstract = {

Despite the number of applications with Carbon Fiber Reinforced Polymers (CFRP) have been grown in civil constructions, the studies available in the literature dedicated to the strengthening of old timber beams are very rare. This paper analyses the bending behaviour of old suspended timber floors flexurally-strengthened with CFRP laminates. A new bonding technique developed by the authors is presented which mainly consists on the embedding of both CFRP ends into the core of the timber beams. Differences between the traditional strengthening, i.e. Externally Bonded Reinforcement (EBR), and the new bonding technique are reported. A timber pavement without any CFRP laminate bonded to its soffit was also considered and the results were used as reference values for comparison with the strengthened specimens. The results revealed that the CFRP laminate used for the flexurally-strengthened of the specimen according to the EBR technique reached only 27.2\% of the rupture strain of the CFRP laminate whereas the new bonding technique was capable to prevent the premature debonding of the CFRP from the timber substrate and the rupture of the CFRP laminate was observed. Furthermore, the strain distributions in the CFRP laminates and the bond stresses within the CFRP-to-timber interfaces were affected when the new technique was used. For the sake of better understanding the rupture modes observed, a numerical approach was developed which allowed us to conclude that, until the collapse of the beams, the timber never reached its yielding point and the collapse were mainly due to the poor quality of the timber (e.g. quantity of knot, cracks and irregular geometries) and the low shear capacity of the beams.

}, keywords = {Bond, CFRP, Mechanical testing, Strengthening, Suspended floor, Timber}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/41_iahs_2016_-_hugo_biscaia_-_ext-abstract.pdf}, author = {Biscaia, Hugo and Chastre, Carlos and Cruz, David and Franco, Noel} } @conference {10034, title = {Avalia{\c c}{\~a}o dos Portais da Igreja de S{\~a}o Leonardo na Atouguia da Baleia Utilizando Testes N{\~a}o Destrutivos}, booktitle = {10{\textordmasculine} Congresso de Mec{\^a}nica Experimental (CNME 2016)}, year = {2016}, note = {

n/a

}, month = {12-14 October 20}, pages = {12}, address = {LNEC, Lisbon, Portugal}, abstract = {

Neste artigo {\'e} apresentado um resumo das interven{\c c}{\~o}es de conserva{\c c}{\~a}o realizadas no s{\'e}culo passado na Igreja de S{\~a}o Leonardo, bem como um resumo dos estudos realizados na {\'u}ltima d{\'e}cada. Em seguida mostra-se o padr{\~a}o de degrada{\c c}{\~a}o que ocorre nos portais de arenito da igreja e {\'e} analisada a evolu{\c c}{\~a}o da alveoliza{\c c}{\~a}o que ocorreu nos portais de arenito ao longo dos {\'u}ltimos sessenta a setenta anos. No final, a inspe{\c c}{\~a}o visual dos portais de arenito {\'e} comparada com um levantamento realizado atrav{\'e}s de varrimento por laser tridimensional.

}, keywords = {Alveoliza{\c c}{\~a}o, Arenitos, Conserva{\c c}{\~a}o, Monumentos, Varrimento por laser}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/cnme2016_paper_51_chastre.pdf}, author = {Chastre, Carlos and Ludovico-Marques, Marco} } @conference {10032, title = {Refor{\c c}o de Vigas de Bet{\~a}o Armado com Armaduras P{\'o}s-Instaladas de A{\c c}o ou de FRP}, booktitle = {10{\textordmasculine} Congresso de Mec{\^a}nica Experimental (CNME 2016)}, year = {2016}, note = {

n/a

}, month = {12-14 October 20}, pages = {12}, address = {LNEC, Lisbon, Portugal}, abstract = {

Apresentam-se e analisam-se um conjunto de ensaios realizados em vigas de bet{\~a}o armado refor{\c c}adas com armaduras p{\'o}s-instaladas de a{\c c}o ou de FRP, incluindo os referentes a uma nova t{\'e}cnica (CREatE) desenvolvida na FCT NOVA, tendo-se conclu{\'\i}do que a t{\'e}cnica CREatE possibilita aumentos de resist{\^e}ncia e ductilidade consider{\'a}veis face {\`a}s t{\'e}cnicas tradicionais.

}, keywords = {A{\c c}o Inox, Bet{\~a}o armado, Comp{\'o}sitos de FRP, Refor{\c c}o de estruturas, Vigas}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/cnme2016_paper_45_chastre.pdf}, author = {Chastre, Carlos and Biscaia, Hugo and Franco, Noel} } @article {10009, title = {Damage Effect on Concrete Columns Confined with Carbon Composites}, journal = {ACI Structural Journal}, volume = {113}, number = {4}, year = {2016}, note = {

http://dx.doi.org/10.14359/51687916

}, abstract = {

Five experimental cyclic tests were carried out on reinforced concrete rectangular columns with rounded corners, different condition (new and damaged) and different strengthening systems: that included confinement through carbon fiber (CFRP) jackets, anchor dowels, high strength repair mortar and external longitudinal stainless steel bars. Lateral load - displacement relationship, energy dissipation, ductility and curvature results were analyzed together with two different damage assessment classifications. The overall evaluation concludes that the use of external confinement with CFRP on RC columns is viable and of effective performance enhancement alone and combined with other techniques. Damaged columns that were retrofitted showed an increased load capacity up to 20\% along with good ductile behavior within the limits of the US, European, Canadian and Japanese codes, with minor/moderate degree of damage at 1\% drift ratio and moderate degree of damage at 2\% drift ratio.

}, keywords = {CFRP, confinement, cyclic behavior, reinforced concrete columns, seismic behavior, stainless steel strengthening}, url = {https://www.concrete.org/publications/internationalconcreteabstractsportal.aspx?m=details\&ID=51687916}, author = {Faustino, Pedro and Chastre, Carlos} } @inbook {10018, title = {Effect of Artificial Accelerated Salt Weathering on Physical and Mechanical Behavior of Sandstone Samples from Surface Reservoirs}, booktitle = {Handbook of Materials Failure Analysis With Case Studies from the Oil and Gas Industry}, year = {2016}, note = {

n/a

}, pages = {215-233}, publisher = {Butterworth Heinemann - Elsevier}, organization = {Butterworth Heinemann - Elsevier}, chapter = {10}, abstract = {

n/a

}, isbn = {978-0-08-100117-2}, url = {http://dx.doi.org/10.1016/B978-0-08-100117-2.00013-3}, author = {Ludovico-Marques, Marco and Chastre, Carlos}, editor = {Abdel Salam Hamdy Makhlouf and Mahmood Aliofkhazraei} } @article {10004, title = {Experimental evaluation of bonding between CFRP laminates and different structural materials}, journal = {Journal of Composites for Construction}, volume = {20}, number = {3}, year = {2016}, note = {

n/a

}, pages = {04015070}, abstract = {

This study presents an analysis of Carbon Fiber Reinforced Polymers (CFRP)-to-parent material interfaces based on 40 single-lap shear tests intended to highlight the strength of the interfaces under fracture mode II. Three different substrates are analyzed: timber;concrete and steel, using the same CFRP laminates and adhesive agent. The Externally Bonded Reinforcement (EBR) technique was used throughout the study. The results show that the CFRP-to-timber interfaces had the highest strength but also showed that these interfaces need a longer bonded length in order to reach maximum strength, i.e., CFRP-to-timber interfaces had the longest effective bond length. The local non-linear bond-slip curve of CFRP-to-concrete can be approximated to exponential curves, whereas the CFRP-to-timber or steel interfaces showed tri-linear and bi-linear bond-slip relations, respectively. Also, the CFRP-to-timber interfaces revealed the highest fracture energy.

}, keywords = {Bond-slip, CFRP, Concrete, Debonding, Mechanical testing, steel, Timber}, isbn = {1090-02681943-5614}, url = {http://ascelibrary.org/doi/abs/10.1061/\%28ASCE\%29CC.1943-5614.0000631}, author = {Biscaia, Hugo and Chastre, Carlos and Borba, Isabel and Silva, Cinderela and Cruz, David} } @article {10005, title = {Flexural Strengthening of Old Timber Floors with Laminated Carbon Fiber Reinforced Polymers}, journal = {Journal of Composites for Construction}, year = {2016}, note = {

n/a

}, pages = {04016073}, abstract = {

A set of three old suspended timber floors were flexurally-strengthened with Carbon Fiber Reinforced Polymers (CFRP) strips in order to investigate the effectiveness of externally bonding FRP to their soffits. The specimens were from an old building and 740 mm-wide bands were transferred to the laboratory in order to be tested in a 4-point bending test. One specimen was tested with no strengthening system and the results obtained were used as reference values for comparison with the specimens those were externally bonded and reinforced (EBR) with CFRP strips. Two similar EBR systems were studied: (i) keeping both ends of the CFRP strips free of any restriction (traditional technique); and (ii) embedding both ends of the CFRP strips into the timber, thus providing a bonding anchorage of the strips (new technique). The installation of the new strengthening system comprises the opening of holes in the timber and the creation of a transition curve between the holes and the timber surface. This transition curve allows a smooth transition of the CFRP laminate between the hole and the timber surface, thus avoiding stress concentrations in this area. After the opening of the holes, the resin is applied inside the hole and on the beam surface, and then the CFRP laminate is mounted. The load-carrying capacity of the specimens, the rupture modes, the strains and bond stress distributions within the CFRP-to-timber interface are presented. A nonlinear numerical simulation of the specimens based on the mid-span cross-sectional equilibrium is also presented. The results showed that the use of the new strengthening system enhances the performance of the specimens when compared with the traditional strengthening system.

}, keywords = {CFRP, Mechanical testing, Suspended floor, Timber}, url = {http://dx.doi.org/10.1061/(ASCE)CC.1943-5614.0000731}, author = {Biscaia, Hugo and Chastre, Carlos and Cruz, David and Franco, Noel} } @article {7320, title = {Influence of external compressive stresses on the performance of GFRP-to-concrete interfaces subjected to aggressive environments: An experimental analysis}, journal = {Journal of Composites for Construction }, volume = {20}, year = {2016}, note = {

n/a

}, pages = {04015044}, abstract = {

Despite the fact that FRP composites are a reliable structural material with reasonable durability performance, the environment to which the strengthened structure is exposed can make the strengthening system vulnerable. In this study, the effectiveness of Externally Bonded Reinforcement (EBR) systems when external compressive stresses are applied to glass (G) FRP-to-concrete interfaces in several aggressive environments is analysed. The compressive stress imposed on the GFRP-to-concrete interface intends to simulate, for instance, the effect produced by a mechanical anchorage system applied to the EBR system. The design and the region to set those mechanical anchorage systems are not yet well understood and are mostly applied without really knowing how they will behave. This work shows an exhaustive experimental programme based on several double shear tests subjected to salt fog cycles, dry/wet cycles and two distinct temperature cycles: from -10{\textordmasculine}C to +30{\textordmasculine}C and +7.5{\textordmasculine}C to +47.5{\textordmasculine}C. The Mohr-Coulomb failure criterion was found to provide a good representation of the performance of the GFRP-to-concrete interface, and changes of cohesion and internal friction angle of those interfaces during the hours of exposure to the aggressive environments are reported.

}, url = {http://dx.doi.org/10.1061/(ASCE)CC.1943-5614.0000600}, author = {Biscaia, Hugo and Silva, Manuel A. G. and Chastre, Carlos} } @article {10006, title = {Old suspended timber floors flexurally-strengthened with different structural materials}, journal = {Key Engineering Materials}, volume = {713}, year = {2016}, note = {

Advances in Fracture and Damage Mechanics XV

}, pages = {78-81}, edition = {September 2016}, abstract = {

The design of timber beams has strict limits when it comes to the Serviceability Limit States (SLS) either in short-term or in long-term deflections. In order to face this aspect efficiently, the increase of the cross section of the beams might be considered as a solution. However, the prohibitive increase of the costs associated to this solution or the change of the initial architecturedesign of the building, opens the opportunity to find new and more efficient solutions. In that way, the use of additional reinforcements to the timber beams may be seen as a promising solution because either new or old structures would keep always their original aesthetical aspect with no significant self-weight increase and improving their behaviour to short and long-term actions.Therefore, the current study is dedicated to the analysis of composite timber beams where Fiber Reinforcement Polymers (FRP), steel or stainless steel are used to improve the stiffness, strength and deflection behaviour of old suspended timber floors. An experimental program was conducted where old suspended timber floors reinforced with CFRP strips were subjected to 4-point bending tests. A simplify nonlinear numerical model was developed to simulate the bending behaviour of the specimens and several other cases with other reinforcement configurations and different structural materials were assumed. The numerical analysis herein presented also takes into account both Ultimate and Serviceability Limit States of the reinforced specimens.

}, keywords = {CFRP, Numerical modelling, Stainless steel, steel, Suspended timber floor}, isbn = {1662-9795}, author = {Biscaia, Hugo and Franco, Noel and Ricardo Nunes and Chastre, Carlos} } @conference {10021, title = {Old suspended timber floors flexurally-strengthened with different structural materials}, booktitle = {15th International Conference on Fracture and Damage Mechanics}, year = {2016}, note = {

Paper $\#$214REFERENCES [1] T. Carvalho, C. Chastre, H.C. Biscaia and R. Paula in: 3rd fib International Congress, Washington D.C., United States of America, May 29-June 2 (2010).[2] P. Faustino and C. Chastre: Composites Part B: Engineering Vol. 74 (2015), p. 23-41.[3] H.C. Biscaia, D. Cruz and C. Chastre: Construction and Building Materials Vol. 113 (2016), p. 96-112.[4] D. Cruz Refor{\c c}o de elementos estruturais de madeira com materiais comp{\'o}sitos de matriz polim{\'e}rica (M.Sc. thesis, Nova Univ. of Lisbon, Lisbon, Portugal 2015).

}, address = {Alicante, Spain}, abstract = {

The design of timber beams has strict limits when it comes to the Serviceability Limit States (SLS) either in short-term or in long-term deflections. In order to face this aspect efficiently, the increase of the cross section of the beams might be considered as a solution. However, the prohibitive increase of the costs associated to this solution or the change of the initial architecturedesign of the building, opens the opportunity to find new and more efficient solutions. In that way, the use of additional reinforcements to the timber beams may be seen as a promising solution because either new or old structures would keep always their original aesthetical aspect with no significant self-weight increase and improving their behaviour to short and long-term actions.Therefore, the current study is dedicated to the analysis of composite timber beams where Fiber Reinforcement Polymers (FRP), steel or stainless steel are used to improve the stiffness, strength and deflection behaviour of old suspended timber floors. An experimental program was conducted where old suspended timber floors reinforced with CFRP strips were subjected to 4-point bending tests. A simplify nonlinear numerical model was developed to simulate the bending behaviour of the specimens and several other cases with other reinforcement configurations and different structural materials were assumed. The numerical analysis herein presented also takes into account both Ultimate and Serviceability Limit States of the reinforced specimens.

}, keywords = {CFRP, Numerical modelling, Stainless steel, steel, Suspended timber floor}, author = {Biscaia, Hugo and Franco, Noel and Ricardo Nunes and Chastre, Carlos}, editor = {Jes{\'u}s Toribio, Vladislav Manti{\v c}, Andr{\'e}s S{\'a}ez, M.H. Ferri Aliabadi} } @article {7321, title = {Analysis of load{\textendash}strain models for RC square columns confined with CFRP}, journal = {Composites Part B: Engineering}, volume = {74}, year = {2015}, note = {

n/a

}, month = {June 2015}, pages = {23-41}, abstract = {

This article presents the comparison between 6 theoretical models of axially confined concrete columns with the experimental results of 7 tested columns of different authors. This study analysed the accuracy of 6 different confinement models for square columns taking into account the results of experimental tests on 7 RC columns confined with CFRP sheets with different dimensions and carried out by different authors. The profile of curves, the peak/failure values, the stress{\textendash}strain and axial{\textendash}to{\textendash}lateral relations were studied to conclude which models show the best correlation with the experimental test results. Quantification of this deviation was carried out for key parameters. Some models predicted peak values with reasonable accuracy {\textendash} Manfredi \& Realfonzo, Campione \& Miraglia, Lam \& Teng, Pellegrino \& Modena {\textendash} although for the whole load{\textendash}strain behaviour only the model of Faustino, Chastre \& Paula seemed to be reasonably accurate in most cases.

}, keywords = {A. Carbon fibre, B. Mechanical properties, B. Plastic deformation, B. Strength, C. Analytical modelling}, isbn = {1359-8368}, url = {http://www.sciencedirect.com/science/article/pii/S1359836815000074}, author = {Faustino, Pedro and Chastre, Carlos} } @article {6788, title = {A new discrete method to model unidirectional FRP-to-parent material bonded joints subjected to mechanical loads}, journal = {Composite Structures}, volume = {121}, year = {2015}, note = {

n/a

}, month = {3//}, pages = {280-295}, abstract = {

Nowadays fiber reinforced polymer (FRP) composites play an important role in the strengthening of structures. Different methods can be used to apply these materials: the externally bonded reinforcement (EBR), and the near surface mounted (NSM) using strips and NSM rods. There are only a few studies comparing these methods or presenting an efficient model to simulate these strengthening techniques. This study looks mainly at the analysis of the interface between FRP-to-parent material bonded joints. The paper examines, through a new discrete model based on axial and shear springs, the performance of FRP-to-parent material bonded joints for EBR or NSM techniques using strips or composite rods. In order to implement the model a routine in MATLAB was developed and several bond{\textendash}slip curves were assumed. The results revealed that load{\textendash}slip curves or bond stresses, strains or slippages along the bonded length obtained from several bond{\textendash}slip curves are similar to the analytical and other numerical solutions found in literature. In what concerns the adhesion between two different materials, and assuming the same bond characteristics for the three fiber strengthening techniques, the NSM system using FRP strips had the highest maximum load transmitted to the FRP strip combined with the lowest effective bond length. The results obtained from the proposed model were also very accurate with that obtained from an analytical solution found in literature that simulates the debonding phenomenon of FRP-to-concrete interfaces between to adjacent cracks.

}, keywords = {Bond, Concrete, Discrete modeling, FRP, steel}, isbn = {0263-8223}, url = {http://www.sciencedirect.com/science/article/pii/S0263822314005613}, author = {Biscaia, Hugo C. and Chastre, Carlos and Viegas, Andr{\'e}} } @conference {10027, title = {Comportamento Din{\^a}mico de Torres Treli{\c c}adas em Concreto Armado para Turbinas E{\'o}licas Offshore}, booktitle = {Congresso de M{\'e}todos Num{\'e}ricos em Engenharia}, year = {2015}, note = {

REFER{\^E}NCIAS[1] Jornal de Londrina, {\textquotedblright}Novo Parque E{\'o}lico no Paran{\'a} pode gerar 170,2 megawatts{\textquotedblright}, pg 7, 24-03-2014, Londrina, Paran{\'a}.[2] Christ{\'o}faro, B. R. ; Nadal, C. A. e Soares, C. R. {\textendash} {\textquotedblleft}Study and Propositions for the installations of Wind Turbines Fundations on the Coast of Paran{\'a}{\textquotedblright}. Espa{\c c}o e Energia, Ed. 18, pg. 1-11, abril 2013.[3] Chastre, C. and V. L{\'u}cio, Torres pr{\'e}-fabricadas de bet{\~a}o para suporte de turbinas e{\'o}licas, in Estruturas Pr{\'e}-moldadas no Mundo - Aplica{\c c}{\~o}es e Comportamento Estrutural. 2012, Funda{\c c}{\~a}o da Faculdade de Ci{\^e}ncias e Tecnologia da Universidade NOVA de Lisboa. p. 91-106.[4] Chastre, C. and V. L{\'u}cio, Precast Towers for Wind Energy Generators - Design issues, in Precast Concrete Towers for Wind Energy Generators, V{\'a}lter L{\'u}cio, et al., Editors. 2012, Funda{\c c}{\~a}o da Faculdade de Ci{\^e}ncia e Tecnologias da Universidade NOVA de Lisboa: Caparica, Portugal.[5] Chastre, C., and L{\'u}cio, V. (2014). "Evolu{\c c}{\~a}o hist{\'o}rica, desenvolvimento atual e potencial futuro das torres de concreto pr{\'e}-moldado para suporte de aerogeradores." Revista Concreto IBRACON, 75, p.90-100.[6] Dalhoff, P., K. Argyriadis, and M. Klose, Integrated Load and Strength Analysis for Offshore Wind Turbines with Jacket Structures, in European Offshore Wind 2007.2007.[7] Karimirad, M. and T. Moan, Wave- and Wind-Induced Dynamic Response of a Spar-Type Offshore Wind Turbine. Journal of Waterway, Port, Coastal, and Ocean Engineering, 2012. 138(1): p. 9-20.[8] Falc{\~a}o, A.F.O., J.J. C{\^a}ndido, Paulo A. P. Justino, J.C.C. Henriques, Hydrodynamics of the IPS buoy wave energy converter including the effect of non-uniform acceleration tube cross section. Renewable Energy, 2012. 41(0): p. 105-114. [9] Bazeos, N., et al., Static, seismic and stability analyses of a prototype wind turbine steel tower. Engineering Structures, 2002. 24(8): p. 1015-1025. [10] Harte, R. and G.P.A.G. Van Zijl, Structural stability of concrete wind turbines and solar chimney towers exposed to dynamic wind action. Journal of Wind Engineering and Industrial Aerodynamics, 2007. 95(9-11): p. 1079-1096.[11] Amarante Dos Santos, F.P. and C. Cisma{\c s}iu, Comparison Between Two SMAConstitutive Models for Seismic Applications. Journal of Vibration and Control, 2010.16(6): p. 897-914.[12] Ebeling, E.B., M. El Debs e L{\'u}cio V.J.G., Estudo sobre o pun{\c c}oamento em Verifiquepilar-funda{\c c}{\~a}o por meio de c{\'a}lice em estruturas de bet{\~a}o pr{\'e}-fabricado, no 2{\textordmasculine} Congresso Nacional da Prefabrica{\c c}{\~a}o em Bet{\~a}o2008: LNEC, Lisboa. [13] O.C. Zienkiewicz e R.L. Taylor, The finite element method, McGraw Hill, Vol. I., 1989, Vol. II, (1991).[14] Gere J. M. e Weaver W. Jr., An{\'a}lise de Estruturas Reticuladas, Ed. Guanabara Dois, 1981[15] R. D. Cook, D. S. e M. E. Plesha, Concepts and Applications of Finite Element Analysis, Jonh Wiley \& Sons, 1989. [16] K. J. Bathe, Finite Element Procedures, Prentice Hall,1996. [17] M. I. G. Feliciano, Estudo da Implanta{\c c}{\~a}o OFFSHORE de Turbina E{\'o}lica sobre Torre Treli{\c c}ada em Bet{\~a}o Pr{\'e}-esfor{\c c}ado. Disserta{\c c}{\~a}o de Msc. , FCT/UNL, , Lisboa,Pt, fev. 2014.[18] J. Manwell, J. McGowan e A. Rogers, Wind Energy Explained, New York:2a. Edi{\c c}{\~a}o, Wiley,2009.[19] J.C. Simo e R.L. Taylor, {\textquotedblleft}Consistent tangent operators for rate-independent elastoplasticity{\textquotedblright}, Comput. MethodsAppl. Mech. Eng. Vol. 48, pp. 101-118, (1985).[20] F. Armero e S. Glaser, Enhanced strain finite element methods for finite deformation problems.M. Doblar{\'e}et Al. eds., III CMNI, Zaragoza, SEMNI, pp. 423-437, (1996).[21] Owen D.R.J.; Hinton E. {\textquotedblleft}Finite Elements in Plasticity{\textquotedblright}. Ed. Pineridge Press, 1980.[22] D. J. Cerda Salzmann, "Dynamics Response Calculations of Offshore Wind Turbine Monopile Support Structures". Thesis Report, Delf University of Technology, Nieuwegein, february 2004.[23] Matlab "http://www.mathworks.com/products/matlab .[24] L. A. Souza e C. A. Moura, Diferen{\c c}a Finita de Quarta Ordem para Integra{\c c}{\~a}o Expl{\'\i}cita no Dom{\'\i}nio do Tempo de Problemas Elastodin{\^a}micos, XVIII CILAMCE, V.1, pp. 263-272, Bras{\'\i}lia, DF, 1997.[25] J. H. Vugts, Handbook of Bottom Founded Offshore Structures, Lecture notes, Delft University of Technology,2000.[26] F. van Gerven, Optimising the Desing of a Steel Substruture for Offshore Wind Turbine in Deeper Waters, Delf University of Technology, Nieuwegein, 2011.

}, month = {29 de Junho a 2 }, pages = {18}, address = {Lisboa, Portugal}, abstract = {

A demanda de energia, faz com que o homem esteja sempre a procura de novas solu{\c c}{\~o}es para a sua produ{\c c}{\~a}o. Uma op{\c c}{\~a}o {\'e} a energia e{\'o}lica, por se tratar de uma energia limpa, renov{\'a}vel e inesgot{\'a}vel. Para se evitar a ocupa{\c c}{\~a}o das terras f{\'e}rteis, {\'e} natural a busca de solu{\c c}{\~o}es no mar. Portanto, neste trabalho {\'e} estudado o comportamento estrutural din{\^a}mico de uma torre treli{\c c}ada em concreto armado p{\'o}s-tensionado por tirantes externos idealizada para uso offshore com a finalidade de suporte para turbinas e{\'o}licas de eixo horizontal. A torre est{\'a} sujeita {\`a}s a{\c c}{\~o}es gravitacionais, aerodin{\^a}micas e hidrodin{\^a}micas. Para considerar estas a{\c c}{\~o}es desenvolveu-se um c{\'o}digo computacional espec{\'\i}fico usando a linguagem MATLAB. {\'E} proposto um modelo simplificado para an{\'a}lise bi-dimensional, utilizando-se elementos de p{\'o}rtico plano com a finalidade de contornar as dificuldades de uma an{\'a}lise tridimensional. Embora espec{\'\i}fico para este tipo de torre, o codigo permite variar geometrias, carregamentos e altera{\c c}{\~o}es do n{\'\i}vel do mar. Nas cargas aerodin{\^a}micas {\'e}levado em conta o espectro de Von Karman. As cargas hidrodin{\^a}micas s{\~a}o avaliadas pela equa{\c c}{\~a}o de Morison. As cargas nodais equivalentes s{\~a}o determinadas por integra{\c c}{\~a}o ao longo do elemento estrutural de acordo com o proposto por Souza. Os tirantes p{\'o}s-tensionados s{\~a}o monitorados para n{\~a}o sofrerem esfor{\c c}os de compress{\~a}o. A an{\'a}lise {\'e} realizada no dom{\'\i}nio do tempo utilizando-se o algoritmo de integra{\c c}{\~a}o de Newmark.. Atrav{\'e}s dos procedimentos adotados foi poss{\'\i}vel obter resultados para as freq{\"u}{\^e}ncias, deslocamentose esfor{\c c}os, que se mostraram coerentes com os obtidos por modelos tri dimensionais mais complexos. O c{\'o}digo desenvolvido permitiu a an{\'a}lise de forma simples, eficiente e confi{\'a}vel de torres treli{\c c}adas de concreto armado.

}, keywords = {An{\'a}lise Din{\^a}mica, Energia E{\'o}lica, Integra{\c c}{\~a}o no Dom{\'\i}nio do Tempo, Intera{\c c}{\~a}o Flu{\'\i}do-Estrutura, Torres Offshore}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/souza2015chlusu.pdf}, author = {Souza, Luiz A. S. and Chastre, Carlos and LUCIO, V{\'a}lter J. G. and Souza, Sueli T. M.} } @conference {10019, title = {Modelo simplificado para an{\'a}lise do comportamento din{\^a}mico de torres treli{\c c}adas em concreto armado para turbinas e{\'o}licas offshore}, booktitle = {CILAMCE 2015 - XXXVI Ibero-Latin American Congress on Computational Methods in Engineering}, year = {2015}, note = {

REFERENCESAmarante Dos Santos, F.P. and C. Cisma{\c s}iu, Comparison Between Two SMA ConstitutiveModels for Seismic Applications. Journal of Vibration and Control, 2010. 16(6): p. 897-914.Bathe K. J., Finite Element Procedures, Prentice Hall,1996.Bazeos, N., et al., Static, seismic and stability analyses of a prototype wind turbine steeltower. Engineering Structures, 2002. 24(8): p. 1015-1025.Cerda D. J.S., "Dynamics Response Calculations of Offshore Wind Turbine MonopileSupport Structures". Thesis Report, Delf University of Technology, Nieuwegein, february2004.Chastre, C. and V. L{\'u}cio, Precast Towers for Wind Energy Generators - Design issues, inPrecast Concrete Towers for Wind Energy Generators, V{\'a}lter L{\'u}cio, et al., Editors. 2012,Funda{\c c}{\~a}o da Faculdade de Ci{\^e}ncia e Tecnologias da Universidade NOVA de Lisboa: Caparica, Portugal.Cook R. D., D. S. e M. E. Plesha, Concepts and Applications of Finite Element Analysis, John Wiley \& Sons, 1989.Dalhoff, P., K. Argyriadis, and M. Klose, Integrated Load and Strength Analysis for Offshore Wind Turbines with Jacket Structures, in European Offshore Wind 2007.2007.Gere J. M. e Weaver W. Jr., An{\'a}lise de Estruturas Reticuladas, Ed. Guanabara Dois, 1981. Gerven F. van, Optimising the Desing of a Steel Substruture for Offshore Wind Turbine in Deeper Waters, Delf University of Technology, Nieuwegein, 2011.Harte, R. and G.P.A.G. Van Zijl, Structural stability of concrete wind turbines and solar chimney towers exposed to dynamic wind action. Journal of Wind Engineering and Industrial Aerodynamics, 2007. 95(9-11): p. 1079-1096. Jornal de Londrina, {\textquotedblright}Novo Parque E{\'o}lico no Paran{\'a} pode gerar 170,2 megawatts{\textquotedblright}, pg 7, 24-03-2014, Londrina, Paran{\'a}.Manwell J., McGowan J.e Rogers A., Wind Energy Explained, New York:2a. Edi{\c c}{\~a}o, Wiley,2009.Matlab "http://www.mathworks.com/products/matlab .Souza L. A. e Moura C. A., Diferen{\c c}a Finita de Quarta Ordem para Integra{\c c}{\~a}o Expl{\'\i}cita no Dom{\'\i}nio do Tempo de Problemas Elastodin{\^a}micos, XVIII CILAMCE, V.1, pp. 263-272, Bras{\'\i}lia, DF, 1997.Souza, L. A. S., Chastre, C. R., Lucio, V. \& Souza, S. T. M., 2015. Comportamento Din{\^a}mico de Torres Treli{\c c}adas em Concreto Armado para Turbinas E{\'o}licas Offshore. Congresso de M{\'e}todos Num{\'e}ricos em Engenharia, Portugal, CD-Rom.

}, month = {22-25 Nov}, pages = {16p}, address = {Rio de Janeiro, Brasil}, abstract = {

Este trabalho apresenta o desenvolvimento de um software para an{\'a}lise de torres treli{\c c}adas em concreto armado, p{\'o}s-tensionada por tirantes externos, com a finalidade de suporte para turbinas e{\'o}licas de eixo horizontal, em ambiente offshore. A torre est{\'a} sujeita {\`a}s a{\c c}{\~o}es gravitacionais, aerodin{\^a}micas, hidrodin{\^a}micas. Desenvolveu-se um c{\'o}digo computacional, em linguagem MATLAB, espec{\'\i}fico para este tipo de torre. As dificuldades de uma an{\'a}lise tridimensional mais complexa foram reduzidas propondo-se um modelo simplificado bi-dimensional utilizando-se elementos de p{\'o}rtico plano. As cargas de vento s{\~a}o variadas segundo o espectro de von Karman. Para as ondas mar{\'\i}timas e correntes s{\~a}o implementados o espectro de Pierson-Moskowitz e o de JONSWAP. As cargas hidrodin{\^a}micas s{\~a}o avaliadas pela equa{\c c}{\~a}o de Morison. Estas cargas s{\~a}o integradas ao longo dos elementos estruturais e transformadas em cargas nodais equivalentes, de acordo com o proposto por Souza. A an{\'a}lise {\'e} realizada no dom{\'\i}nio do tempo com algoritmo de Newmark. Este software, por ser espec{\'\i}fico para este tipo de torre, possui facilidades na introdu{\c c}{\~a}o de dados e na modelagem da estrutura. Com estas estrat{\'e}gias o modelo apresentou bons resultados para a avalia{\c c}{\~a}o de cargas, c{\'a}lculo de freq{\"u}{\^e}ncias naturais, resposta de deslocamentos, esfor{\c c}os e rea{\c c}{\~o}es.

}, keywords = {A{\c c}{\~o}es Aerodin{\^a}micas, A{\c c}{\~o}es Hidrodin{\^a}micas, Freq{\"u}{\^e}ncia Natural, Torre Offshore, Turbinas E{\'o}licas}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/souza2015chlusu-cilamce2015paper327.pdf}, author = {Souza, Luiz A. S. and Chastre, Carlos and LUCIO, V{\'a}lter J. G. and Souza, Sueli T. M.} } @article {6028, title = {Factors influencing the performance of externally bonded reinforcement systems of GFRP-to-concrete interfaces}, journal = {Materials and Structures}, volume = {48}, year = {2015}, note = {

n/a

}, month = {2014/06/29}, pages = {2961-2981}, publisher = {Springer Netherlands}, abstract = {

Fibre reinforced polymer (FRP) composites may prematurely debond from the surface of concrete, i.e. before its elastic resistance is exhausted. This is a very common situation and can be aggravated if additional factors are not taken into account. These factors include the type of surface preparation, the exposure to aggressive environmental action, the tensile concrete strength or fatigue and creep loading to which the structural element may be subject. An experimental programme based on double shear tests was undertaken to analyse the influence of some of these factors on the performance of the interface between composite glass fibres (GFRP) and concrete. The results allowed the determination and comparison of maximum loads transmitted to the GFRP plates and maximum bond stresses obtained considering various surface treatments and aging conditions. Bond{\textendash}slip curves were also determined. The experimental results are compared with those obtained from a numerical analysis.

}, keywords = {Concrete, Debonding, Interface, Laminates, Numerical analysis, Surface treatment}, isbn = {1359-5997}, url = {http://dx.doi.org/10.1617/s11527-014-0370-z}, author = {Biscaia, Hugo C. and Silva, Manuel A. G. and Chastre, Carlos} } @conference {7318, title = {Vis{\~a}o Integrada da Reabilita{\c c}{\~a}o}, booktitle = {Paredes 2015. Reabilita{\c c}{\~a}o e Inova{\c c}{\~a}o.}, year = {2015}, note = {

n/a

}, month = {18 de Junho 2015}, pages = {1-20}, address = {Lisboa}, abstract = {

A reabilita{\c c}{\~a}o de um edif{\'\i}cio tem muitas vezes de ser analisada e efetuada tendo em conta os edif{\'\i}cios vizinhos e a envolvente. No caso particular da reabilita{\c c}{\~a}o de um edif{\'\i}cio, {\`a} partida devem considerar-se, de forma integrada, todos os requisitos que n{\~a}o s{\~a}o cumpridos face aos padr{\~o}es atuais. Com base nessa an{\'a}lise, e tendo em conta muitas vezes condicionantes v{\'a}rios, que v{\~a}o desde est{\'e}ticos, t{\'e}cnicos, culturais a econ{\'o}micos, e que dependem em larga medida das tipologias construtivas, a interven{\c c}{\~a}o tem de ser cuidadosamente concebida, preparada e executada. Apresentam-se sinteticamente as tipologias construtivas mais correntes, o contexto legislativo portugu{\^e}s da constru{\c c}{\~a}o e espec{\'\i}fico da reabilita{\c c}{\~a}o. Efetua-se uma an{\'a}lise {\`a} legisla{\c c}{\~a}o vigente, detalhando com maior detalhe o Regime Especial da Reabilita{\c c}{\~a}o Urbana, que possibilita dispensas de cumprimentos regulamentares mas apenas relativos a aspetos construtivos. Por esse motivo apresenta-se tamb{\'e}m uma s{\'\i}ntese de aspetos relativos {\`a} seguran{\c c}a estrutural na reabilita{\c c}{\~a}o de edif{\'\i}cios com tipologias correntes. Pretende-se, atrav{\'e}s desta s{\'\i}ntese, contribuir para uma vis{\~a}o mais integrada da reabilita{\c c}{\~a}o.

}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/paulina_faria_e_carlos_chastre_-_visao_integrada_da_reabilitacao.pdf}, author = {Faria, Paulina and Chastre, Carlos}, editor = {Paulo B. Louren{\c c}o and Fernando Pinho and Vasconcelos, Gra{\c c}a and V{\'a}lter L{\'u}cio} } @article {7319, title = {Bond-slip model for FRP-to-concrete bonded joints under external compression}, journal = {Composites Part B: Engineering}, volume = {80}, year = {2015}, note = {

n/a

}, month = {10//}, pages = {246-259}, abstract = {

The influence of compressive stresses exerted on FRP-concrete joints created by external strengthening of structural members on the performance of the system requires better understanding especially when mechanical devices are used to anchor the externally bonded reinforcement (EBR). The numerical modelling of those systems is a tool that permits insight into the performance of the corresponding interfaces and was used in the present study, essentially directed to analyse the effectiveness of EBR systems under compressive stresses normal to the composite surface applied to GFRP-to-concrete interfaces. The compressive stresses imposed on the GFRP-to-concrete interface model the effect produced by a mechanical anchorage system applied to the EBR system. An experimental program is described on which double-lap shear tests were performed that created normal stresses externally applied on the GFRP plates. A corresponding bond-slip model is proposed and the results of its introduction in the numerical analysis based in an available 3D finite element code are displayed, showing satisfactory agreement with the experimental data. The results also showed that lateral compressive stresses tend to increase the maximum bond stress of the interface and also originate a residual bond stress which has significant influence on the interface strength. Also, the strength of the interface increases with the increase of the bonded length which have consequences on the definition of the effective bond length.

}, keywords = {A. Laminates, B. Debonding, Bond-slip model, C. Computational modelling, D. Mechanical testing}, isbn = {1359-8368}, url = {http://authors.elsevier.com/a/1RE8q4rCEkJv0Qhttp://www.sciencedirect.com/science/article/pii/S1359836815003674}, author = {Biscaia, Hugo C. and Chastre, Carlos and Silva, Manuel A. G.} } @article {6787, title = {Numerical modelling of the effects of elevated service temperatures on the debonding process of frp-to-concrete bonded joints}, journal = {Composites Part B: Engineering}, volume = {70}, year = {2015}, note = {

n/a

}, pages = {64-79}, abstract = {

There are many issues concerning the performance behaviour of FRP-to-concrete interfaces at elevated service temperatures (EST). At EST, i.e. slightly above the glass transition temperature (Tg), some properties associated with the FRP composites, such as the stiffness, strength or the bond characteristics, degrade. This is a crucial issue and there are only a few studies that take into account such effects on FRP-to-concrete interfaces at EST. This paper examines, through a numerical analysis, the performance of FRP-to-concrete bonded joints at EST using a new discrete model based on truss elements and shear springs. The External Bonded Reinforcement (EBR) systems subjected to EST are analyzed. The numerical discrete model was implemented in a MATLAB routine and the bond-slip curves of the interfaces at EST were obtained from a model found in literature. The numerical results revealed that the interface at EST behaves similarly to one with two equal mechanical loads applied at both ends of the FRP plate. The load-slip curves or bond stresses, strains or slippages along the bonded length obtained from several bond-slip curves at different temperatures were obtained. Two different single-lap shear tests were simulated at steady-state (steady temperature followed by load increase) and transient state (steady load followed by temperature increase). Regarding the influence of the temperature on the adhesion between the FRP and concrete, the results showed that an increase in the temperature at an earlier situation, i.e. during a period where temperature had no influence in the concrete deformations, leads to an increase in the effective bond length of the interface affecting the initial strength of the interface.

}, keywords = {A. Laminates, B. Debonding, C. Numerical analysis, Temperature, Thermal stresses}, isbn = {1359-8368}, url = {http://www.sciencedirect.com/science/article/pii/S1359836814004971}, author = {Biscaia, Hugo C. and Chastre, Carlos and Viegas, Andr{\'e} and Franco, Noel} } @article {6791, title = {Precast concrete wind tower structures. Historic development, current development and future potential}, journal = {CPI - Concrete Plant International, 3}, number = {3}, year = {2014}, month = {June 2014}, pages = {110-115}, abstract = {

The wind energy production is a growing industry and the energy produced is renewable and environmentally cleaner than most of the energy production systems. The supports of the wind energy generators may be built with precast concrete elements. The precast solutions for these structures are competitive in comparison to other structural systems. The evolution of the technology for wind energy production shows a clear need for larger wind turbines and longer blades and, consequently, taller towers. The experience also shows that precast concrete solutions increase their competitiveness as the tower height increases. Offshore wind farms have some advantages in relation to onshore ones, which explains recent investments in this area. Also in this case, the durability of concrete in the sea when compared to steel, gives advantages to precast concrete in relation to other structural solutions. This paper shows the evolution of the supports of the wind energy generators and the advantages of the use of precast concrete towers.

}, isbn = {1864-239X}, url = {http://www.cpi-worldwide.com/us/journals/artikel/35584/}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/cpi_03-2014_p144-149.pdf}, author = {V{\'a}lter L{\'u}cio and Chastre, Carlos} } @article {5445, title = {An experimental study of GFRP-to-concrete interfaces submitted to humidity cycles}, journal = {Composite Structures}, volume = {110}, year = {2014}, note = {

n/a

}, month = {4//}, pages = {354-368}, abstract = {

Systems externally reinforced by bonded fibre reinforced polymers (FRP) are widely used in the retrofitting and strengthening of reinforced concrete (RC) structures. A drawback of the usage of this technique lies on the uncertainty of the long term behaviour of those reinforcements. Researchers have paid heed to this aspect and a number of tests and alternative techniques have recently been described. An experimental programme developed to supplement work of the authors recently published and which focused on specimens not submitted to aggressive environments is described. The specimens used have the same geometry as in the previous paper, but they were exposed to salt fog cycles and dry/wet cycles with salt water for periods of 3000 h, 5000 h and 10,000 h. The interface of the glass fiber polymeric composite (GFRP)-to-concrete was characterized after the systems underwent such aggressive conditions. The GFRP wrap comprised of two layers and wet lay-up technique was used on its preparation and application. The cohesion and friction angle for GFRP-to-concrete interfaces were measured tat selected stages of ageing process and envelope failure laws were obtained based on the Mohr{\textendash}Coulomb failure criterion. Changes of 27\% in cohesion and 8\% in the friction angle were found due to the attack of the interface and consequences of the changes are examined.

}, keywords = {Concrete, Durability, GFRP, Interface}, isbn = {0263-8223}, url = {http://www.sciencedirect.com/science/article/pii/S0263822313006430}, author = {Biscaia, Hugo C. and Silva, Manuel A. G. and Chastre, Carlos} } @book {10037, title = {fib Bulletin 74. Planning and design handbook on precast building structures}, series = {fib bulletin}, number = {fib Bulletin 74}, year = {2014}, note = {

n/a

}, month = {2014}, pages = {313}, publisher = {International Federation for Structural Concrete (fib)}, organization = {International Federation for Structural Concrete (fib)}, address = {Lausanne}, abstract = {

In 1994 fib Commission 6: Prefabrication edited a successful Planning and Design Handbook that ran to approximately 45,000 copies and was published in Spanish and German.Nearly 20 years later Bulletin 74 brings that first publication up to date. It offers a synthesis of the latest structural design knowledge about precast building structures against the background of 21st century technological innovations in materials, production and construction. With it, we hope to help architects and engineers achieve a full understanding of precast concrete building structures, the possibilities they offer and their specific design philosophy. It was principally written for non-seismic structures.

The handbook contains eleven chapters, each dealing with a specific aspect of precast building structures.
The first chapter of the handbook highlights best practice opportunities that will enable architects, design engineers and contractors to work together towards finding efficient solutions, which is something unique to precast concrete buildings.
The second chapter offers basic design recommendations that take into account the possibilities, restrictions and advantages of precast concrete, along with its detailing, manufacture, transport, erection and serviceability stages.
Chapter three describes the precast solutions for the most common types of buildings such as offices, sports stadiums, residential buildings, hotels, industrial warehouses and car parks. Different application possibilities are explored to teach us which types of precast units are commonly used in all those situations.
Chapter four covers the basic design principles and systems related to stability. Precast concrete structures should be designed according to a specific stability concept, unlike cast in-situ structures.
Chapter five discusses structural connections.
Chapters six to nine address the four most commonly used systems or subsystems of precast concrete in buildings, namely, portal and skeletal structures, wall-frame structures, floor and roof structures and architectural concrete facades.
In chapter ten the design and detailing of a number of specific construction details in precast elements are discussed, for example, supports, corbels, openings and cutouts in the units, special features related to the detailing of the reinforcement, and so forth.
Chapter eleven gives guidelines for the fire design of precast concrete structures. The handbook concludes with a list of references to good literature on precast concrete construction.

}, isbn = {978-2-88394-114-4}, url = {http://www.fib-international.org/planning-and-design-handbook-on-precast-building-structures}, author = {Acker, Arnold Van and Chastre, Carlos and Crisp, Barry and Fernandez, David and V{\'a}lter L{\'u}cio and Elliott, Kim S. and Hughes, Simon and Jones, George and Karutz, Holger and Klein-Holte, Ronald and Maas, Stef and Menegotto, Marco and Tsoukantas, Spyros and Zee, Pieter van der} } @conference {6027, title = {Materiais e tecnologias de refor{\c c}o de estruturas de bet{\~a}o - potencialidade e limita{\c c}{\~o}es}, booktitle = {REHABEND 2014 - Congresso Latinoamericano "Patolog{\'\i}a de la construcci{\'o}n, Tecnolog{\'\i}a de la rehabilitac{\'\i}on y gesti{\'o}n del patrimonio".}, year = {2014}, note = {

n/a

}, month = {2014}, address = {Santander}, abstract = {

O desenvolvimento da engenharia de estruturas tem tido grandes avan{\c c}os nas {\'u}ltimas d{\'e}cadas, baseados em novos meios de c{\'a}lculo e na investiga{\c c}{\~a}o em novos materiais e tecnologias a eles associadas. Por sua vez, as atividades de repara{\c c}{\~a}o e refor{\c c}o t{\^e}m vindo a incrementar devido ao envelhecimento e {\`a} degrada{\c c}{\~a}o das estruturas de bet{\~a}o, o que consequentemente tem dado origem ao aparecimento de novos materiais e tecnologias de repara{\c c}{\~a}o e refor{\c c}o de estruturas. A utiliza{\c c}{\~a}o destes novos materiais na constru{\c c}{\~a}o tem vindo a substituir outros materiais e t{\'e}cnicas existentes, requerendo, no entanto, mais estudos sobre o seu real comportamento quer em termos de caracteristicas mec{\^a}nicas quer em termos de durabilidade.

}, keywords = {Bet{\~a}o armado, FRP, Materiais, Reabilita{\c c}{\~a}o, Refor{\c c}o de estruturas}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/carlos_chastre__-_rehabend2014_-_santander.pdf}, author = {Chastre, Carlos} } @article {5444, title = {Assessing the behaviour of RC beams subject to significant gravity loads under cyclic loads}, journal = {Engineering Structures}, volume = {59}, number = {2}, year = {2014}, note = {

n/a

}, month = {2//}, pages = {512-521}, abstract = {

Gravity loads can affect a reinforced concrete structure{\textquoteright}s response to seismic actions, however, traditional procedures for testing the beam behaviour do not take this effect into consideration. An experimental campaign was carried out in order to assess the influence of the gravity load on RC beam connection to the column subjected to cyclic loading. The experiments included the imposition of a conventional quasi-static test protocol based on the imposition of a reverse cyclic displacement history and of an alternative cyclic test procedure starting from the gravity load effects. The test results are presented, compared and analysed in this paper. The imposition of a cyclic test procedure that included the gravity loads effects on the RC beam ends reproduces the demands on the beams{\textquoteright} critical zones more realistically than the traditional procedure. The consideration of the vertical load effects in the test procedure led to an accumulation of negative (hogging) deformation. This phenomenon is sustained with the behaviour of a portal frame system under cyclic loads subject to a significant level of the vertical load, leading to the formation of unidirectional plastic hinges. In addition, the hysteretic behaviour of the RC beam ends tested was simulated numerically using the nonlinear structural analysis software {\textendash} OpenSees. The beam{\textendash}column model simulates the global element behaviour very well, as there is a reasonable approximation to the hysteretic loops obtained experimentally.

}, keywords = {Beams{\textquoteright} critical zones, Cyclic test, Ductility, Nonlinear analysis, Reinforced concrete, Seismic response, Testing procedure}, isbn = {0141-0296}, url = {http://www.sciencedirect.com/science/article/pii/S014102961300566X}, author = {Gi{\~a}o, Rita and V{\'a}lter L{\'u}cio and Chastre, Carlos} } @conference {6795, title = {Surveying of Sandstone Monuments: New and Traditional Methodologies to Assess Viability of Conservation Actions}, booktitle = {40th IAHS Word Congress of Housing. Sustainable Housing Construction.}, year = {2014}, note = {

REFERENCES
[1] ICOMOS (2004): Recommendations for the analysis, conservation and structural restoration of architectural heritage.
[2] ICOMOS (1965): International charter for the conservation and restoration of monuments and sites (the Venice Charter 1964).
[3] Charter of Cracow 2000. Trieste Contemporanea, 6/7, 2000.
[4] JS. Popovics {\textquotedblleft}NDE techniques for concrete and masonry structures{\textquotedblright}. Prog Struct Eng Mat, vol.5(2):49{\textendash}59, 2003.
[5] V.M. Malhotra, N. J. Carino (1991): CRC handbook on nondestructive testing of concrete. Boca Raton: CRC Press.
[6] M. Barroca (2000): Epigrafia Medieval Portuguesa (862-1422). Funda{\c c}{\~a}o Calouste Gulbenkian/ Funda{\c c}{\~a}o para a Ci{\^e}ncia e a Tecnologia, Lisbon.
[7] M. Ludovico-Marques (2008): Contribution to the knowledge of the effect of crystallization of salts in the weathering of sandstones. Application to the built heritage of Atouguia da Baleia, PhD thesis in geotechnical engineering, specializing in rock mechanics. Universidade Nova de Lisboa. Lisbon, p.314 [in Portuguese].
[8] M. Ludovico-Marques, C. Chastre and G. Vasconcelos, "Modela{\c c}{\~a}o do comportamento mec{\^a}nico em compress{\~a}o de rochas granulares baseada em ensaios n{\~a}o destrutivos e quasi n{\~a}o destrutivos" Mec{\^a}nica Experimental, (19), pp. 101-110, 2011.
[9] M. Ludovico-Marques, C. Chastre and G. Vasconcelos, "Modelling the compressive mechanical behaviour of granite and sandstone historical building stones{\textquotedblright} Constr Build Mater, 28, pp.372{\textendash}381, 2012.
[10] M. Ludovico-Marques, C. Chastre, {\textquotedblleft}Effect of salt crystallization ageing on the compressive behavior of sandstone blocks in historical buildings{\textquotedblright} Eng Fail Anal, 26, pp. 247{\textendash}257, 2012.
[11] M. Ludovico-Marques, C. Chastre, "Effect of consolidation treatments on mechanical behaviour of sandstone" Construction and Building Materials, 70(15 November 2014), 473-482, 2014.
[12] NORMAL-1/88 (1988): Alterazioni macroscopiche dei materiali lapidei: lessico. Alterazioni dei Material Lapidei e Trattamenti Conservativi {\textendash} proposte per l{\textquoteleft}Unificazione dei Metodi Sperimentali diStudio e di Controllo, CNR-ICR, Rome, p. 36.
[13] J. Ordaz, R. Esbert, {\textquotedblleft}Glosario de t{\'e}rminos relacionados com el deterioro de las piedras de construcci{\'o}n{\textquotedblright}Mater Constr, 38(209), pp. 39{\textendash}45, 1988.
[14] F. Henriques, J. Delgado Rodrigues, L. Aires-Barros, N. Proen{\c c}a (2004): Materiais p{\'e}treos e similares. Terminologia das formas de altera{\c c}{\~a}o e degrada{\c c}{\~a}o. Patologia e Reabilita{\c c}{\~a}o da Constru{\c c}{\~a}o, Eds. LNEC, Lisbon.
[15] B. Fitzner, K. Heinrichs (2004): Photo atlas of weathering forms on stone monuments. Geological Institute, RWTH Aachen University {\textendash} Working Group Natural stones and weathering.
[16] ICOMOS {\textendash} International Scientific Committee for Stone (2008): Illustrated glossary on stone deterioration patterns.
[17] E. Doehne, {\textquotedblleft}Salt weathering: a selective review. Natural stone. Weathering phenomena, conservation strategies and case studies" Geol Soc London Spec Publ, 205, pp.51{\textendash}64, 2002.
[18] I. Evans, {\textquotedblleft}Salt crystallization and rock weathering: a review{\textquotedblright} Rev Geomorph Dynam, XIX(4), pp.153{\textendash}177, 1970.
[19] C. Rodriguez-Navarro, E. Dohene, E. Sebastian, {\textquotedblleft}Origins of honeycomb weathering: the role of salts and wind{\textquotedblright} Bull Geol Soc Am, 111, pp.1250{\textendash}1255, 1999.
[20] H. Wellman, A. Wilson, {\textquotedblleft}Salt weathering, a neglected geological erosive agent in coastal and arid environments{\textquotedblright} Nature, 4976, pp. 1097{\textendash}1098, 1965.
[21] C. Rodriguez-Navarro, E. Dohene, {\textquotedblleft}Salt weathering: influence of evaporation rate, supersaturation and crystallization pattern{\textquotedblright}, Earth Surf Process Landf, 24, pp.191{\textendash}209, 1999.
[22] G. Scherer G. {\textquotedblleft}Crystallization in pores{\textquotedblright} Cem Concr Res, 29, 1347{\textendash}1358, 1999.

}, month = {16-19 December 2}, pages = {ID 307 (10p)}, address = { Funchal, Portugal}, abstract = {

Sandstone building stones are important in the building elements of Portuguese monuments, particularly in the western and southern regions. Alveolization due to salt crystallization was the most important degradation pattern found in the old sandstone fa{\c c}ades of St. Leonardo{\textquoteright}s Church, a Portuguese monument built in Atouguia da Baleia village in the Middle Age. Its sandstone fa{\c c}ades have a widespread distribution of deep and large alveolization patterns mainly on portals and vaults that appeared as a result of the past and present vicinity of seashore. In this paper a summary of conservation interventions carried out in the past century in St. Leonardo{\textquoteright}s Church is presented, as well as a summary of the studies carried out in the last decade. Then the degradation patterns on the sandstone walls of St. Leonard{\textquoteright}s Church are shown and finally the evolution of the alveolization occurred on the sandstone walls over the last sixty to seventy years is analysed. Visual inspection of sandstone walls is compared with a survey performed by laser scanning, which seems to be a powerful technology to carry out 3D geometric modelling of the building elements of stone monuments and also the 3D mapping of stone degradation patterns.

}, isbn = {ISBN 978-989-98949-1-4}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/40_iahs_chastre_-_ext.abstract.pdf}, author = {Chastre, C. and Ludovico-Marques, M. and J. Saumell and M. Guerrero and Delgado, M.} } @conference {6790, title = {Conservation of sandstone monuments: a new approach in consolidation treatments}, booktitle = {40th IAHS Word Congress of Housing. Sustainable Housing Construction.}, year = {2014}, month = {16-19 December}, pages = {ID 211 (10p)}, address = { Funchal, Portugal}, abstract = {

Sandstones are very important in the building elements of world{\textquoteright}s historical and cultural heritage. The fa{\c c}ades of St. Leonard{\textquoteright}s church in Atouguia da Baleia village in western region of Portugal are an outstanding example of the effect of alveolization on going for several centuries. In Middle ages there was an harbour and a sodium chloride rich environment near this church was responsible for this significant stone degradation pattern.
A new approach of consolidating products application on stone walls fa{\c c}ades based on Karsten pipe using total head to allow full absorption of stone was followed.
Experimental research, based on physical and mechanical tests, was carried out on selected representative samples of a variety of sandstones on monuments treated with ethyl silicates in order to assess the effectiveness and harmfulness of these treatments.
The comparison of results between traditional immersion applications and Karsten pipe{\textquoteright}s based procedure on stone monument indicate the potential viability of this new approach when difficult conditions of consolidating products{\textquoteright} absorption occurs on stone monuments.

}, isbn = {ISBN 978-989-98949-1-4}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/40_iahs_ludovico-marques_-_ext.abstract.pdf}, author = {Ludovico-Marques, M. and Chastre, C.} } @article {6315, title = {Effect of consolidation treatments on mechanical behaviour of sandstone}, journal = {Construction and Building Materials}, volume = {70}, year = {2014}, note = {

n/a

}, month = {11/15/}, pages = {473-482}, abstract = {

Experimental research was carried out about into ethyl silicate applications on sandstone samples. Consolidation was assessed by drilling strength, impregnation depth and also monotonic and cyclic uniaxial compressive tests in order to evaluate the compressive mechanical behaviour of treated sandstone. The stress{\textendash}strain compression diagrams showed a significant increase in the values of mechanical parameters after consolidation treatments. The difference in compressive strength values between monotonic and cyclic compression disappears after the consolidation treatments. An equation of consolidation effect was obtained from an analytical model by means of compressive behaviour assessed by stress{\textendash}strain diagrams. These sandstone samples have values of porosity similar to the more weathered variety of sandstone found in facades of monuments in the village of Atouguia da Baleia, in the western region of Portugal. The most important degradation pattern found on sandstone building stones is alveolization caused by salt crystallization since the Middle Ages.

}, keywords = {Compression, Consolidation effect, Ethyl silicates, Monuments, Sandstone}, isbn = {0950-0618}, url = {http://www.sciencedirect.com/science/article/pii/S0950061814008952}, author = {Ludovico-Marques, Marco and Chastre, Carlos} } @article {6316, title = {Numerical analysis of FRP anchorage zones with variable width}, journal = {Composites Part B: Engineering}, volume = {67}, year = {2014}, note = {

n/a

}, month = {11//}, pages = {410-426}, abstract = {

The use of Fibre Reinforced Polymers (FRP) has recently become widespread in the construction industry. However, some drawbacks related to premature debonding of the FRP composites from the bonded substrates have been identified. One of the solutions proposed is the implementation of mechanical anchorage systems. Although some design guidelines have been developed, the actual knowledge continues to be rather limited. Thus, designers and researchers have not yet achieved any consensus on the efficiency of any particular anchor device in delaying or preventing the premature debonding failure mode that can occur in Externally Bonded Reinforcement (EBR) systems. This paper studies the debonding phenomenon of FRP anchoring systems with a linear variable width, with a numerical analysis based on the Distinct Element Method (DEM). Combined systems with constant and variable width are also discussed. The FRP-to-parent material interfaces are modelled with a rigid-linear softening bond{\textendash}slip law. The numerical results showed that it is possible to attain the FRP rupture force with a variable width solution. This solution is particularly attractive when the bonded length is shorter than the effective bonded length because the strength of the interface can be highly incremented.

}, keywords = {A. Laminates, B. Debonding, B. Interface, C. Computational modelling, Distinct Element Method}, isbn = {1359-8368}, url = {http://www.sciencedirect.com/science/article/pii/S1359836814003114}, author = {Biscaia, Hugo C. and Rui Micaelo and Teixeira, Jo{\~a}o and Chastre, Carlos} } @conference {6792, title = {An{\'a}lise do desempenho {\`a} flex{\~a}o de vigas de bet{\~a}o armado refor{\c c}adas com armaduras de a{\c c}o inoxid{\'a}vel}, booktitle = { JPEE2014 {\textendash} 5{\textordfeminine} Jornadas Portuguesas de Engenharia de Estruturas, Encontro Nacional Bet{\~a}o Estrutural 2014.}, year = {2014}, note = {

n/a

}, address = { LNEC, Lisboa.}, abstract = {

Apresentam-se neste artigo os resultados dos ensaios realizados {\`a} escala real de um conjunto de vigas de bet{\~a}o armado com sec{\c c}{\~a}o em T, levados a cabo para avaliar o desempenho das armaduras de a{\c c}o inoxid{\'a}vel no refor{\c c}o {\`a} flex{\~a}o de vigas de bet{\~a}o armado com armaduras p{\'o}s-instaladas aplicadas com as t{\'e}cnicas de refor{\c c}o EBR (Externally Bonded Reinforcement), NSM (Near Surface Mounted) e EBR com ancoragens met{\'a}licas nas extremidades. Os ensaios realizados demonstraram que as t{\'e}cnicas de refor{\c c}o utilizadas permitem aumentar a rigidez {\`a} flex{\~a}o em regime el{\'a}stico. Por{\'e}m, a viga refor{\c c}ada atrav{\'e}s da t{\'e}cnica EBR teve uma rotura prematura antes de atingir o valor da carga de ced{\^e}ncia da viga n{\~a}o refor{\c c}ada. J{\'a} as vigas refor{\c c}adas com as t{\'e}cnicas NSM e EBR com ancoragens mec{\^a}nicas superaram o valor da carga de ced{\^e}ncia da viga de refer{\^e}ncia, e as ancoragens mec{\^a}nicas proporcionaram bastante ductilidade {\`a} viga refor{\c c}ada com esta t{\'e}cnica.

}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/artigo_jpee_2014_franco_chastre_biscaia_0.pdf}, author = {N. Franco and Chastre, C. and Biscaia, H. C.} } @article {5879, title = {Delamination process analysis of FRP-to-parent material bonded joints with and without anchorage systems using the Distinct Element Method}, journal = {Composite Structures}, volume = {116}, year = {2014}, pages = {104{\textendash}119}, abstract = {

This study looks at the analysis of the interface between Fiber Reinforced Polymer (FRP)-to-parent material bonded interfaces. The performance of FRP-to-parent material bonded joints for the Externally Bonded Reinforcement (EBR) technique is numerically modelled with the PFC2D software which is based on the Distinct Element Method (DEM). It is believed that this represents the first time the DEM has been used to simulate the delamination process of FRP-to-parent material bonded joints. In order to validate the analysis performed with the DEM, a Pull-out test with no slip constrains was modelled and different linear bond-slip laws were assumed. The numerical results revealed that the DEM is capable of estimating with good accuracy the exact solutions of bond stresses, strains or slippages along the bonded length for linear bond-slip laws. The bi-linear law available in PFC2D was then compared to the numerical results obtained from other another code developed by the author. The delamination process of Pull-out tests with slip constrain at one of the free ends of the FRP plate is also described and analyzed. The results obtained from the DEM revealed that the delamination process ends with stiffness equal to the axial stiffness of the FRP plate. This evidence highlights the need to design mechanical anchor devices capable of preventing premature debonding which is known to occur on EBR systems.

}, url = {http://dx.doi.org/10.1016/j.compstruct.2014.04.021}, author = {Biscaia, Hugo C. and Rui Micaelo and Teixeira, Jo{\~a}o and Chastre, Carlos} } @article {4992, title = {Design model for square RC columns under compression confined with CFRP}, journal = {Composites Part B: Engineering}, volume = {57}, year = {2014}, note = {

n/a

}, pages = {187-198}, abstract = {

The enhancement of the mechanical behaviour of reinforced concrete (RC) columns with regard to axial compression is an up-to-date concern, namely if the strengthening of existing structures is to be considered. In view of this, external confinement with FRP systems has been tested in order to become a feasible technique, since it seems to have important advantages over other systems such as its high strength and stiffness in relation to weight and its improvement of strength and ductility while confining RC columns. Square columns confined with FRP show a more complex interpretation of their behaviour, when compared to circular columns. Accordingly, the present work includes the analysis of two experimental programs regarding axial compression on CFRP confined RC columns: one on circular and square specimens with different corner radii; the other on square specimens with side lengths ranging from medium to large. Based on this, modelling equations are proposed to predict maximum axial load, axial strain and lateral strain, as well as the entire behaviour until failure with curves of axial load-axial strain and axial load-lateral strain. The modelling results show that the analytical curves are in general agreement with the presented experimental curves for a wide range of dimensions.

}, keywords = {A. Carbon fibreB. Mechanical propertiesB. StrengthB. ConfinementC. Analytical modelling}, isbn = {1359-8368}, url = {http://www.sciencedirect.com/science/article/pii/S1359836813005659}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/faustino_chastre_et_al._2014.pdf}, author = {Faustino, Pedro and Chastre, Carlos and Paula, Raquel} } @article {6793, title = {Evolu{\c c}{\~a}o hist{\'o}rica, desenvolvimento atual e potencial futuro das torres de concreto pr{\'e}-moldado para suporte de aerogeradores}, journal = {Revista Concreto IBRACON, 75}, year = {2014}, pages = {p.90-100}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/revista_concreto_ibracon_75_-_pg.90-100_-_fina.pdf}, author = {Chastre, C. and L{\'u}cio, V.} } @article {4991, title = {Experimental and Numerical Modelling of Basalt Textile Reinforced Mortar Behavior Under Uniaxial Tensile Stress}, journal = {Materials \& Design}, volume = {55}, year = {2014}, note = {

n/a

}, pages = {66-74}, abstract = {

During the last years several projects and studies have improved the knowledge about Textile Reinforced Mortar (TRM) technology. TRM has already been used in strengthening masonry and reinforced concrete structural elements such as walls, arches, columns and beams. This material is presented as a real alternative to the use of fibre-reinforced polymers (FRP) in situations where these composites have presented some drawbacks or their use is banned. Textile Reinforced Mortar show a complex mechanical behaviour derived from the heterogeneity of the constituent materials. This paper aims to deepen the knowledge of this composite material in terms of tensile behaviour. Following this scope, this paper presents an experimental campaign focused on thirty one TRM specimens reinforced with four different reinforcing ratios. The results are analysed and contrasted with two distinct models. i) the Aveston-Cooper-Kelly theory (ACK) which is based on a tri-linear analytical approach; and ii) a nonlinear numerical simulation with a 3D Finite Element code. The Finite Element Analysis (FEA) of the TRM tensile tests also showed no significant dependence on the basalt-to-mortar interface, i.e., the choice of a bond-slip curve in order to reproduce the bond stresses and slippages along the interface is irrelevant and it can be simply considered as rigid interface.

}, keywords = {Basalt, Modelling, Mortar, Numerical, Tensile, Textile}, isbn = {0261-3069}, url = {http://www.sciencedirect.com/science/article/pii/S0261306913009023}, author = {Larrinaga, Pello and Chastre, Carlos and Biscaia, Hugo C. and San-Jos{\'e}, Jos{\'e} T.} } @conference {6794, title = {Modela{\c c}{\~a}o de vigas de bet{\~a}o armado refor{\c c}adas {\`a} flex{\~a}o com materiais comp{\'o}sitos de matriz polim{\'e}rica}, booktitle = { JPEE2014 {\textendash} 5{\textordfeminine} Jornadas Portuguesas de Engenharia de Estruturas, Encontro Nacional Bet{\~a}o Estrutural 2014.}, year = {2014}, address = { LNEC, Lisboa.}, abstract = {

Nas {\'u}ltimas d{\'e}cadas, os estudos sobre o desempenho de vigas de bet{\~a}o armado (BA) refor{\c c}adas com materiais comp{\'o}sitos de matriz polim{\'e}rica t{\^e}m aumentado. Por{\'e}m, muitas d{\'u}vidas e quest{\~o}es persistem, fazendo real{\c c}ar algumas lacunas sobre o conhecimento adquirido. Um desses aspetos reside na forma de modelar a liga{\c c}{\~a}o entre o comp{\'o}sito e o bet{\~a}o. {\'E} tamb{\'e}m sabido que a modela{\c c}{\~a}o da abertura de fendas no bet{\~a}o (discreta ou distribu{\'\i}da numa banda) influ{\^e}ncia o desempenho da liga{\c c}{\~a}o entre os materiais colados.
Nesse sentido, apresentam-se, neste trabalho, os resultados num{\'e}ricos obtidos da modela{\c c}{\~a}o num{\'e}rica n{\~a}o-linear a 3D de vigas de BA sujeitas a flex{\~a}o de 4 pontos. Os resultados num{\'e}ricos s{\~a}o confrontados com os experimentais e os diferentes par{\^a}metros que influenciam a liga{\c c}{\~a}o analisados e discutidos.

}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/artigo_jpee_biscaia_chastre_franco.pdf}, author = {Biscaia, H. C. and Chastre, C. and N. Franco} } @article {3019, title = {Compression behaviour of short columns made from cement-bonded particle board}, journal = {Construction and Building Materials}, volume = {40}, year = {2013}, note = {

n/a

}, month = {3//}, pages = {60-69}, abstract = {

Cement bonded particle board (CBPB) is a composite material produced in plates consisting mainly of wood and cement, and may contain additives. This material is currently used in cladding, raised floors, dropped ceilings, prefabricated houses, office containers and various supplies to the building industry such as kitchens, bathrooms and furniture. It is composed of a type of wood Pinus pinaster and/or Pinus pinea, Portland cement type II, sodium silicate and aluminium sulphate. CBPB has been the subject of several studies with the purpose of enabling the use of other types of wood or even vegetable biomass, as the chemical compounds from wood (extractives and sugars) tend to inhibit of cement hydration. A study on the behaviour of short CBPB elements under compression was carried out in the Department of Civil Engineering of Universidade NOVA de Lisboa with the aim of enabling its use in structural elements. The study was supported by VIROC, the company which produces CBPB in Portugal. This paper presents and analyses the most significant results of a campaign of axial compression tests performed on 111 specimens of different heights and cross sections. The behaviour of CBPB specimens of varying slenderness was subjected to a more detailed analysis.

}, keywords = {CBPB, Cement, Composite, Compression, Wood}, isbn = {0950-0618}, url = {http://www.sciencedirect.com/science/article/pii/S0950061812007507}, author = {Faria, Gon{\c c}alo and Chastre, Carlos and V{\'a}lter L{\'u}cio and Nunes, {\^A}ngela} } @article {4823, title = {Non-linear analytical model of composites based on basalt textile reinforced mortar under uniaxial tension}, journal = {Composites Part B: Engineering}, volume = {55}, year = {2013}, note = {

n/a

}, month = {12//}, pages = {518-527}, abstract = {

The recent development of inorganic based composites as low-cost materials in reinforced concrete structural strengthening and precast thin-walled components, requires the creation of models that predict the mechanical behaviour of these materials. Textile Reinforced Mortar (TRM) shows complex stress{\textendash}strain behaviour in tension derived from the heterogeneity of its constituent materials. This complexity is mainly caused by the formation of several cracks in the inorganic matrix. The multiple cracking leads to a decrease in structural stiffness. Due to the severe conditions of the serviceability limit state in structural elements, the prediction of the stress{\textendash}strain curve is essential for design and calculation purposes. After checking other models, an empirical nonlinear approach, which is based on the crack control expression included in the Eurocode 2, is proposed in this paper. Following this scope, this paper presents an experimental campaign focused on 31 TRM specimens reinforced with four different reinforcing ratios. The results are analysed and satisfactorily contrasted with the presented non-linear approach.

}, keywords = {A. Fabrics/textiles, B. Mechanical properties, C. Analytical modelling, D. Mechanical testing}, isbn = {1359-8368}, url = {http://www.sciencedirect.com/science/article/pii/S1359836813003545}, author = {Larrinaga, Pello and Chastre, Carlos and San-Jos{\'e}, Jos{\'e} T. and Garmendia, Leire} } @article {4824, title = {A smeared crack analysis of reinforced concrete T-beams strengthened with GFRP composites}, journal = {Engineering Structures}, volume = {56}, year = {2013}, note = {

n/a

}, month = {11//}, pages = {1346-1361}, abstract = {

The strengthening of reinforced concrete structures with laminates of fibre reinforced polymeric (FRP) matrix has received considerable attention, although there still is lack of information on the more adequate modelling of the interface between FRP composites and concrete. An experimental programme is described and was designed to: (i) characterise glass FRP-to-concrete interface by shear tests; (ii) analyse reinforced concrete T-beams with external GFRP plates. Double shear tests were carried out based on 15 cm cubes with GFRP bonded to two opposite faces. The concrete T-beams were 3.0 m long and 0.28 m high and were loaded till rupture in 4-point bending tests. The external reinforcement system showed great strength increment in relation to the non retrofitted T-beam, confirming to be an effective approach to the flexural strengthening of RC beams. The computational analysis was based on a three dimensional smeared crack model. In total, 22 computational analyses were made. Models with and without interface FE associated with Mohr{\textendash}Coulomb failure criterion for the FRP-to-concrete interface were defined and different strength types of concrete were considered. The rigid interface does not predict the rupture of the T-beam with precision; however, the results obtained for low concrete strengths revealed that rigid interfaces can be assumed when conjugated with the fixed crack approach. Consequently, a slightly stiffer response of the beam is obtained. The maximum bond stresses obtained from Finite Element Analysis (FEA) revealed that the models with rigid interfaces developed lower bond stresses due to the lack of relative displacements between both materials. The effects of assuming either fixed or rotated crack approaches were also compared. The rotated crack conjugated to a fine mesh in the vicinity of the GFRP-to-concrete stress led to a very good estimation of the bond stresses along the interface. The prediction of the T-beam rupture was also estimated with better results when the rotated crack was used in the model. In general, the FEA predicted with very good results the de-bonding of the GFRP-to-concrete interface of T-beams externally bonded with GFRP composites.

}, keywords = {Bond, Concrete, Debonding, FE analysis, Flexural strengthening, Glass fiber reinforced polymers (GFRP), Interface, Mohr{\textendash}Coulomb criterion}, isbn = {0141-0296}, url = {http://www.sciencedirect.com/science/article/pii/S0141029613003349}, author = {Biscaia, Hugo C. and Chastre, Carlos and Silva, Manuel A. G.} } @article {4115, title = {Modelling GFRP-to-concrete joints with interface finite elements with rupture based on the Mohr-Coulomb criterion}, journal = {Construction and Building Materials}, volume = {47}, year = {2013}, note = {

n/a

}, month = {10//}, pages = {261-273}, abstract = {

The strengthening of reinforced concrete structures by means of externally bonded fibre reinforced polymers (FRPs) is now routinely considered and applied in the retrofit or strengthening of structures. FRP composites have received a considerable attention from civil engineers in recent years due to the high strength-weight and stiffness/weight ratios when compared to other materials. However, when FRP composites are bonded to a concrete surface, there is a persistent potential problem that the FRP plates may debond prematurely from the concrete. This is a very important issue for the engineers who have to focus on the computational modelling of this phenomenon. Some studies can be found in literature on computational modelling. However, there is very little information about the best modelling of the interface between FRP composites and concrete and this work is intended to help bridge this gap. The computational analysis presented here is based on three-dimensional software which assumes the smeared crack model, and the interface finite elements (FEs) used have a rupture criteria based on the Mohr-Coulomb criterion with tension cut-off. The definition of these FEs was based on double shear tests that were performed specifically for this purpose and they have shown that the debonding phenomenon can be predicted with some accuracy. In total, 10 double shear models were studied and the results were compared with the 21 experimental tests performed. The double shear tests consisted of applying loads to 2 layered GFRP laminates bonded to a 150 mm concrete cube with a bonded area of 150 {\texttimes} 80 mm (length {\texttimes} width). Double shear models with and without a gap interface were considered in order to emphasize the importance of modelling the GFRP-to-concrete interface with interface finite elements. The effect of the concrete strength on the interface performance was also considered. An externally bonded reinforcement (EBR) concrete T-beam strengthened with 2 GFRP layers is presented to illustrate the application of the method. The wet lay-up technique was used for the external reinforcement of a reinforced concrete T-beam and then tested under a four point bending test until rupture. The results are reported and differences between the numerical and the experimental results are discussed.

}, keywords = {Bond, Concrete, FE analysis, GFRP, Interface, Mohr-Coulomb criterion}, isbn = {0950-0618}, url = {http://www.sciencedirect.com/science/article/pii/S0950061813004182}, author = {Biscaia, Hugo C. and Chastre, Carlos and Silva, Manuel A. G.} } @article {3018, title = {Carbonation service life modelling of RC structures for concrete with Portland and blended cements}, journal = {Cement and Concrete Composites}, volume = {37}, year = {2013}, note = {

n/a

}, pages = {171-184}, abstract = {

The presented work aims at studying the modelling of long term performance of concrete compositions with different proportions of clinker as regards the diffusion of CO2 in concrete {\textendash} carbonation. The replacing constituents of clinker that will be part of the binder in each concrete composition are limestone filler and low calcium fly ash (FA). The used percentage of FA by weight of binder was of 50\%. Concrete compositions were made following standard prescribed requirements to attain service lives of 50 and 100 years as regards concrete performance against reinforcing steel corrosion. Test results of compressive strength and carbonation depth are reported at different curing ages of 28, 90, 180 and 365 days. Carbonation results were used for the implementation of modelling equations in order to estimate the design service life regarding reinforcing steel corrosion. Two performance-based methods were used: safety factor method and probabilistic method, and their results compared with the traditional prescriptive approach. At the age of 28 days the composition with OPC is the only one that reaches the target periods of 50 or 100 years. For the probabilistic method, different curing age results were analysed. For the tested results at 90, 180 and 365 days of age the reliability of some of the compositions with blended cements is within the minimum required, although still far from the higher performance of concrete with OPC.

}, keywords = {Concrete carbonation, Design service life, Durability, Fly ash blended cement, Reinforced concrete corrosion}, isbn = {09589465}, url = {http://www.sciencedirect.com/science/article/pii/S0958946512002156?v=s5}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/marques_chastre_et_al._2013.pdf}, author = {Marques, Pedro Faustino and Chastre, Carlos and Nunes, {\^A}ngela} } @article {3020, title = {Development of an injectable grout for concrete repair and strengthening}, journal = {Cement and Concrete Composites}, year = {2013}, note = {

n/a

}, abstract = {

This paper deals with the coupled effect of temperature and silica fume addition on rheological, mechanical behaviour and porosity of grouts based on CEMI 42.5R, proportioned with a polycarboxylate-based high range water reducer. Preliminary tests were conducted to focus on the grout best able to fill a fibrous network since the goal of this study was to develop an optimized grout able to be injected in a mat of steel fibers for concrete strengthening. The grout composition was developed based on criteria for fresh state and hardened state properties. For a CEMI 42.5R based grout different high range water reducer dosages (0, 0.2\%, 0.4\%, 0.5\%, 0.7\%) and silica fume (SF) dosages (0, 2\%, 4\%) were tested (as replacement of cement by mass). Rheological measurements were used to investigate the effect of polycarboxylates (PCE) and SF dosage on grout properties, particularly its workability loss, as the mix was to be injected in a matrix of steel fibers for concrete jacketing. The workability behaviour was characterized by the rheological parameters yield stress and plastic viscosity (for different grout temperatures and resting times), as well as the procedures of mini slump cone and funnel flow time. Then, further development focused only on the best grout compositions. The cement substitution by 2\% of SF exhibited the best overall behaviour and was considered as the most promising compared to the others compositions tested. Concerning the fresh state analysis, a significant workability loss was detected if grout temperature increased above 35{\textdegree}C. Below this temperature the grout presented a self-levelling behaviour and a life time equal to 45 minutes. In the hardened state, silica fumes increased not only the grout{\textquoteright}s porosity but also the grout{\textquoteright}s compressive strength at later ages, since the pozzolanic contribution to the compressive strength does not occur until 28 days and beyond.

}, keywords = {Cement grout, Mix optimization, Rheology, Self leveling, Temperature, Thixotropy, Unidirectional steel fiber}, isbn = {09589465}, url = {http://www.sciencedirect.com/science/article/pii/S0958946512002144?v=s5}, author = {Bras, Ana and Gi{\~a}o, Rita and V{\'a}lter L{\'u}cio and Chastre, Carlos} } @article {4116, title = {Influence of Temperature Cycles on Bond between GFRP and Concrete}, journal = {ACI Structural Journal}, volume = {110}, year = {2013}, pages = {977-988}, abstract = {

Reinforced concrete (RC) beams externally strengthened with glass fiber-reinforced polymer (GFRP) strips bonded to the soffit may see their load-carrying capacity reduced due to environmental conditions{\textemdash}especially due to the deterioration of bond between the adhesively bonded laminates and concrete, causing premature failure.
More research has been published on the detachment of the laminate progressing from the anchorage zone than on failure induced by the formation of flexural or shear-flexural cracks in the midspan followed by fiber-reinforced polymer (FRP) separation and failure designated as intermediate crack (IC) debonding. An experimental program to study degradation of the GFRP laminate beam specimens after accelerated temperature cycles, namely: 1) freezing-and-thawing type; and 2) cycles of the same amplitude (40{\textdegree}C [104{\textdegree}F]) and an upper limit approximately 70\% of the glass vitreous transition temperature of the resin, Tg, is described.
Effects on the bond stress and ultimate capacity are reported. Substantial differences between shear and bending-induced failure and a decrease of bond stresses and engagement of the laminates on the structural response are analyzed.

}, url = {http://dx.doi.org/10.14359/51686153}, author = {Silva, Manuel A. G. and Biscaia, Hugo and Chastre, Carlos} } @article {3021, title = {Linear and nonlinear analysis of bond-slip models for interfaces between FRP composites and concrete}, journal = {Composites Part B: Engineering}, volume = {45}, number = {1}, year = {2013}, note = {

n/a

}, pages = {1554-1568}, abstract = {

The paper analyses different analytical and numerical solutions for the debonding process of the FRP-to-concrete interface on shear tests with the FRP plate submitted to a tensile load in one of its ends. From the point of view of the state of the art, two different ways of finding the bond-slip curve from experiments are discussed and analysed. Essentially, three different linear bond-slip models, one exponential model and another power based function are employed in the numerical process. The results are analysed and compared. The differences found in the stress field along the interface, maximum load, maximum slip, ultimate slip, fracture energy and effective bond length are reported. The load-slip behaviour is also presented for the linear and non-linear models herein studied and the influence of the local bond-slip model on the debonding process is discussed. The numerical integration process used on the present study proved to be coherent with the analytical expressions determined for the linear bond-slip models and allowed to verify that maximum load transmittable to the FRP plate is influenced by the square root of the FRP stiffness and fracture energy even when nonlinear bond-slip models are assumed.

}, keywords = {A. Laminates, B. Debonding, B. Interface, C. Numerical analysis}, isbn = {13598368}, url = {http://www.sciencedirect.com/science/article/pii/S1359836812005185?v=s5http://www.sciencedirect.com/science/article/pii/S1359836812005185}, author = {Biscaia, Hugo C. and Chastre, Carlos and Silva, Manuel A. G.} } @article {3833, title = {Nonlinear numerical analysis of the debonding failure process of FRP-to-concrete interfaces}, journal = {Composites Part B: Engineering}, volume = {50}, year = {2013}, note = {

n/a

}, pages = {210-223}, abstract = {

The paper analyses numerical solutions for the process leading to debonding failure of fiber reinforced polymers (FRP)-to-concrete interfaces in shear tests with the FRP plate subjected to a tensile load at one end. Any realistic local nonlinear bond-slip law can be used in the numerical analysis proposed in the present study. However, only a Popovics{\textquoteright} type expression is employed in the numerical process due to its use in different studies found in the literature. Effective bond length (Leff) is discussed and an expression depending on the Popovics{\textquoteright} constant (nP) is proposed to calculate it. Assuming a fracture in pure Mode II, the debonding process is analyzed in detail and distributions of bond stresses and strains in the FRP plate along the interface are presented. The load-displacement behaviour is also presented and the influence of the local bond-slip law on the debonding process is discussed.

}, keywords = {A. Laminates, B. Debonding, B. Interface, C. Numerical analysis, Concrete}, isbn = {13598368}, url = {http://www.sciencedirect.com/science/article/pii/S1359836813000681}, author = {Biscaia, Hugo C. and Chastre, Carlos and Silva, Manuel A. G.} } @book {3036, title = {Estruturas Pr{\'e}-Moldadas no Mundo. Aplica{\c c}{\~o}es e Comportamento Estrutural}, year = {2012}, note = {

n/a

}, month = {2012}, pages = {320}, publisher = {Funda{\c c}{\~a}o da Faculdade de Ci{\^e}ncia e Tecnologias da Universidade NOVA de Lisboa}, organization = {Funda{\c c}{\~a}o da Faculdade de Ci{\^e}ncia e Tecnologias da Universidade NOVA de Lisboa}, chapter = {1-320}, address = {Brasil}, abstract = {

A ind{\'u}stria do bet{\~a}o pr{\'e} fabricado {\'e}, por tradi{\c c}{\~a}o, inovadora, precursora de novas tecnologias e de novos materiais.O processo produtivo de estruturas com elementos pr{\'e}-fabricados difere significativamente do das estruturas betonadas em obra pelo facto de uma parte, ou a totalidade, dos elementos da estrutura serem produzidos em f{\'a}brica, em condi{\c c}{\~o}es de produ{\c c}{\~a}o melhoradas em rela{\c c}{\~a}o {\`a}s condi{\c c}{\~o}es da obra, e serem posteriormente transportados para a obra, onde s{\~a}o, finalmente ligados entre si. A produ{\c c}{\~a}o em f{\'a}brica {\'e} efectuada em ambiente protegido do Sol e da chuva, com oper{\'a}rios fixos e com forma{\c c}{\~a}o profissional para desenvolverem tarefas com procedimentos normalizados. Consequentemente, os elementos executados em f{\'a}brica possuem melhor qualidade, sob v{\'a}rios aspectos, do que as estruturas executadas em obra.Este livro divide-se em duas grandes {\'a}reas, numa primeira abordam-se algumas aplica{\c c}{\~o}es de estruturas pr{\'e}-moldadas no mundo e numa segunda parte descreve-se o seu comportamento estrutural face a diferentes ac{\c c}{\~o}es. Nos primeiros cap{\'\i}tulos relata-se a experi{\^e}ncia da pr{\'e}-fabrica{\c c}{\~a}o em tr{\^e}s pa{\'\i}ses de diferentes continentes: o Brasil, Portugal e a Austr{\'a}lia e revelam-se novas oportunidades que poder{\~a}o surgir para a ind{\'u}stria da pr{\'e}-fabrica{\c c}{\~a}o. Nos cap{\'\i}tulos seguintes d{\'a}-se um especial enfoque {\`a} investiga{\c c}{\~a}o do comportamento das liga{\c c}{\~o}es (r{\'\i}gidas e semi-r{\'\i}gidas). Aborda-se o projecto de estruturas de bet{\~a}o pr{\'e}-fabricado {\`a}s ac{\c c}{\~o}es acidentais. E por fim, dedicam-se os {\'u}ltimos cap{\'\i}tulos ao comportamento das estruturas pr{\'e}-fabricadas face {\`a}s ac{\c c}{\~o}es s{\'\i}smicas. Nesta {\'a}rea, o bom desempenho das estruturas e grande parte do conhecimento e da tecnologia actual adv{\'e}m da resposta dada pelos engenheiros, investigadores e construtores aos fen{\'o}menos naturais que afectam as nossas constru{\c c}{\~o}es, como comprova o desempenho das liga{\c c}{\~o}es d{\'u}cteis resistentes a momentos em edif{\'\i}cios pr{\'e} fabricados de bet{\~a}o no verdadeiro teste s{\'\i}smico que foram os sismos de Christchurch de 2010 e 2011.

}, isbn = {978-989-97721-1-3}, url = {https://www.researchgate.net/publication/235747793_Estruturas_Pre-Moldadas_no_Mundo_Aplicacoes_e_Comportamento_Estrutural}, author = {Chastre, Carlos and V{\'a}lter L{\'u}cio and Acker, Arnold Van and Crisp, Barry and Gutstein, Daniela and Saraiva, Filipe and Doniak, {\'I}ria and Krohn, Jason and Viegas, Jos{\'e} Barros and Ferreira,Marcelo and Menegotto, Marco and el Debs, Mounir and Hughes, Simon and Tsoukantas, Spyros and Pampanin, Stefano} } @article {3028, title = {Effect of salt crystallization ageing on the compressive behavior of sandstone blocks in historical buildings}, journal = {Engineering Failure Analysis}, volume = {26}, year = {2012}, note = {

n/a

}, month = {12//}, pages = {247-257}, abstract = {

Sandstone building stones are important in the building elements of Portuguese monuments, particularly in the western and southern regions. Alveolization due to salt crystallization was the most important degradation pattern found in the old sandstone fa{\c c}ades of buildings in the village of Atouguia da Baleia. Because weathering progressively increases porosity in stones, experimental research was conducted on the most porous variety of sandstone, which is similar to the type of stones found in the fa{\c c}ades of ancient buildings in that village. An automatic salt crystallization accelerated ageing chamber was developed. Monotonic and cyclic uniaxial compressive tests were carried out on samples after sodium chloride crystallization ageing tests had been performed, in order to assess the compressive mechanical behavior of sandstone during accelerated ageing. The results of stress{\textendash}strain compression diagrams showed a clear decreasing trend in the values of mechanical parameters during the salt crystallization ageing progress. The difference in compressive strength values between monotonic and cyclic compression also decreases with as salt crystallization ageing progresses. A predictive equation that correlates the compressive strength of sandstones with salt crystallization ageing cycles is proposed.

}, keywords = {Behavior, Compression, Salt crystallization, Sandstone}, isbn = {1350-6307}, url = {http://www.sciencedirect.com/science/article/pii/S135063071200163X}, author = {Ludovico-Marques, Marco and Chastre, Carlos} } @proceedings {3023, title = {Degrada{\c c}{\~a}o da ader{\^e}ncia entre comp{\'o}sitos de GFRP e bet{\~a}o devido a condi{\c c}{\~o}es ambientais severas}, journal = {Bet{\~a}o Estrutural 2012}, year = {2012}, note = {

n/a

}, publisher = {FEUP}, address = {Porto}, abstract = {

A degrada{\c c}{\~a}o da liga{\c c}{\~a}o entre comp{\'o}sitos de matriz polim{\'e}rica refor{\c c}ada por fibras (FRP) e o bet{\~a}o {\'e} uma das principais causas de poss{\'\i}vel rotura das vigas e lajes de bet{\~a}o armado refor{\c c}adas
externamente por comp{\'o}sitos de FRP. Desde h{\'a} mais de 10 anos que se estuda, por isso, na UNL o
comportamento dessa liga{\c c}{\~a}o, integrado em programa mais alargado de estudo da durabilidade deste tipo de refor{\c c}o, especialmente quando sujeito a condi{\c c}{\~o}es ambientais severas que se simulam por processos artificialmente acelerados no laborat{\'o}rio. Em particular a degrada{\c c}{\~a}o da ader{\^e}ncia e o poss{\'\i}vel descolamento precoce do refor{\c c}o t{\^e}m sido modelados f{\'\i}sica e computacionalmente com principal incid{\^e}ncia no uso de fibras de vidro (GFRP) e resina epox{\'\i}dica. Nesta comunica{\c c}{\~a}o mostram-se resultados obtidos em termos de capacidade de carga, for{\c c}a transmitida ao refor{\c c}o e tens{\~o}es de ader{\^e}ncia ap{\'o}s envelhecimentos de pequenas vigas de bet{\~a}o armado (BA) por ciclos de nevoeiro salino, ciclos seco/molhado em solu{\c c}{\~a}o salina, ciclos de temperatura entre +7,5{\textordmasculine}C e +47,5{\textordmasculine}C e gelo-degelo de -10{\textordmasculine}C a +30{\textordmasculine}C. Faz-se recomenda{\c c}{\~a}o quanto {\`a} extens{\~a}o m{\'a}xima para diferentes envelhecimentos. Apresenta-se compara{\c c}{\~a}o entre resultados de modela{\c c}{\~a}o num{\'e}rica e experimental.

}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/silva2012bich_-_be2012_-_feup.pdf}, author = {Silva, M. A. G., and Biscaia, H. C. and Chastre, C.} } @article {3039, title = {Double shear tests to evaluate the bond strength between GFRP/concrete elements}, journal = {Composite Structures}, volume = {94}, number = {2}, year = {2012}, note = {

n/a

}, pages = {681-694}, abstract = {

Externally bonded reinforced systems have been widely used in civil engineering. However, the problems associated with bond between structural elements are not yet fully solved. As a consequence, many researchers have been proposing tests and techniques to standardize procedures and reach better agreement for design purposes. In the present paper, an experimental program is described that was developed to characterize the glass FRP/concrete interface by double shear tests made on 15\&$\#$xa0;cm side cubes with GFRP bonded on two opposite faces. The GFRP wrap had two layers applied by the wet lay-up technique and three classes of concrete were considered. With the support of the experimental program, cohesion and friction angle for GFRP{\textendash}concrete interfaces were found leading to different envelope failure laws, based on the Mohr{\textendash}Coulomb failure criterion for each concrete class, capable of predicting GFRP debonding. Results are discussed.

}, keywords = {Bond, Concrete, GFRP, Interface, Mohr{\textendash}Coulomb criterion}, isbn = {0263-8223}, url = {http://www.sciencedirect.com/science/article/pii/S0263822311003370}, author = {Biscaia, Hugo C. and Chastre, Carlos and Silva, Manuel A. G.} } @proceedings {3030, title = {Factores que influenciam o desempenho da liga{\c c}{\~a}o GFRP/bet{\~a}o}, journal = {Bet{\~a}o Estrutural 2012}, year = {2012}, note = {

n/a

}, publisher = {FEUP}, address = {Porto}, abstract = {

Os comp{\'o}sitos de FRP podem descolar prematuramente da superf{\'\i}ce de bet{\~a}o, isto {\'e}, antes de esgotada a sua resist{\^e}ncia el{\'a}stica. Esta situa{\c c}{\~a}o {\'e} mais prov{\'a}vel se n{\~a}o forem tidos em conta factores como o tipo de prepara{\c c}{\~a}o da superf{\'\i}cie, a exposi{\c c}{\~a}o a ac{\c c}{\~a}o ambiental severa, e a resist{\^e}ncia do pr{\'o}prio bet{\~a}o. Com o objectivo de analisar a influ{\^e}ncia de parte destes factores no desempenho da liga{\c c}{\~a}o comp{\'o}sito de fibra de vidro (GFRP) e bet{\~a}o, empreendeu-se uma campanha experimental baseada em ensaios de corte duplo. Os resultados permitiram determinar e comparar as for{\c c}as m{\'a}ximas transmitidas ao GFRP e tens{\~o}es de ader{\^e}ncia m{\'a}xima para diferentes tratamentos de superf{\'\i}cie e condi{\c c}{\~o}es de envelhecimento. Foram tamb{\'e}m determinadas aproxima{\c c}{\~o}es para curvas de tens{\~a}o de ader{\^e}ncia vs. deslizamento (bond-slip). Os resultados obtidos s{\~a}o contrastados com resultados obtidos por modela{\c c}{\~a}o num{\'e}rica.

}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/lucas2012bisich_-_be2012.pdf}, author = {Lucas, D., and Biscaia, H. C. and Silva, M. A. G. and Chastre, C.} } @book {3040, title = {fib Bulletin 63. Design of precast concrete structures against accidental actions}, series = {fib bulletin}, number = {63}, year = {2012}, note = {

n/a

}, pages = {78}, publisher = {F{\'e}d{\'e}ration internacionale du b{\'e}ton (fib)}, organization = {F{\'e}d{\'e}ration internacionale du b{\'e}ton (fib)}, address = {Lausanne}, abstract = {

Since the 1980{\textquoteright}s, several buildings throughout the world have been subject to gas explosions, impact by cars or airplanes, or car bomb attacks. In many cases the effect of the impact or explosion has been the failure of a critical structural member at the perimeter of the building. After the failure, the load supported by that member could not be redistributed and part or all of the structure has collapsed in a progressive manner. The phenomenon that occurs when local failure is not confined to the area of initial distress, and spreads horizontally and/or vertically through the structure, is termed progressive collapse.

Progressive collapse is a relatively rare event, as it requires both an accidental action to cause local damage and a structure that lacks adequate continuity, ductility, and redundancy to prevent the spread of damage. It is technically very difficult and economically prohibitive to design buildings for absolute safety. However it is possible to construct precast concrete buildings that afford an acceptable degree of safety with regard to accidental actions.

A structure is normally designed to respond properly, without damage, under normal load conditions, but local and/or global damages cannot be avoided under the effect of an unexpected, but moderate degree of accidental overload. Properly designed and constructed structures usually possess reasonable probability not to collapse catastrophically under such loads, depending on different factors, for example: the type of loading; the degree and the location of accidental loading in regard to the structure and its structural members; the type of structural system, the construction technology, and the spans between structural vertical members, etc.

No structure can be expected to be totally resistant to actions arising from an unexpected and extreme cause, but it should not be damaged to an extent that is disproportionate to the original cause.

The aim of fib Bulletin 63 is to summarize the present knowledge on the subject and to provide guidance for the design of precast structures against progressive collapse. This is addressed in terms of (a) the classification of the actions, (b) their effect on the structural types, (c) the strategies to cope with such actions, (d) the design methods and (e) some typical detailing, all supplemented with illustrations from around the world, and some model calculations.

}, isbn = {978-2-88394-103-8}, url = {http://www.fib-international.org/design-of-precast-concrete-structures-against-accidental-actions}, author = {Acker, Arnold Van and Chastre, Carlos and Cholewicky, Andrzej and Crisp, Barry and V{\'a}lter L{\'u}cio and Elliott, Kim S. and Engstr{\"o}m, Bj{\"o}rn and Gasperi, Antonello and Suikka, Arto and Tsoukantas, Spyros and Vambersky, Jan and Vantomme, John} } @article {3027, title = {Modelling the compressive mechanical behaviour of granite and sandstone historical building stones}, journal = {Construction and Building Materials}, volume = {28}, number = {1}, year = {2012}, note = {

n/a

}, pages = {372-381}, abstract = {

Building stones, particularly sandstone and granite, are very important in the building elements of Portugal{\textquoteright}s historical and cultural heritage. Experimental research, based on uniaxial compressive tests, was carried out on selected representative samples of lithotypes of rocks used in historic built heritage, with a view to evaluating the compressive mechanical behaviour of different building stones. The results showed that porosity plays a central role in the compressive behaviour of granites and sandstones. As porosity can be evaluated in field conditions with non-destructive tests it was decided to derive an analytical model to predict compressive behaviour based on the knowledge of porosity of the building stones. A cubic polynomial function was adopted to describe the pre-peak regime under compression to implement the model. Furthermore, a statistical correlation between mechanical and porosity data had to be defined. Good agreement between experimental and analytical compressive stress{\textendash}strain diagrams, from which the mechanical properties like compressive strength and modulus of elasticity can be derived, was achieved.

}, keywords = {Analytical, Compression, Experimental, Non-destructive, Porosity, Properties, Stone}, isbn = {0950-0618}, url = {http://www.sciencedirect.com/science/article/pii/S0950061811005162}, author = {Ludovico-Marques, Marco and Chastre, Carlos and Vasconcelos, Gra{\c c}a} } @article {3025, title = {Performance analysis of load{\textendash}strain models for circular columns confined with FRP composites}, journal = {Composite Structures}, volume = {94}, number = {11}, year = {2012}, note = {

n/a

}, pages = {3115-3131}, abstract = {

The use of FRP composites for the confinement of concrete has become an important aspect to consider on strengthening of concrete columns. It is important therefore that accurate modelling tools are available for the design of this system considering, not only the peak values of load and strain, but also the complete stress{\textendash}strain behaviour. A wide group of authors have proposed several models specific for FRP-confined concrete based either on theoretical assumptions (analysis-oriented-models {\textendash} AOMs) or on mathematical calibration from testing results (design-oriented-models {\textendash} DOMs). This article carries out the implementation and analysis of nine existing models for circular concrete columns in view of axially tested reinforced concrete columns confined with CFRP with three different diameters: 150; 250 and 400\&$\#$xa0;mm. The global shape of curves, peak compressive load, stress{\textendash}strain relation, axial-to-lateral relation and dilation response were studied to conclude which models{\textquoteright} curves were closer to tests. Quantification of errors in face of the testing results was carried out for the most important parameters {\textendash} ultimate load, strain and lateral stress {\textendash} as well as for other curve parameters. Some models are accurate in predicting the peak load, though only few can accurately predict the load{\textendash}strain and dilation behaviour.

}, keywords = {Analysis oriented model, Axial confinement modelling, Circular RC columns, Design oriented model, Dilation behaviour, FRP}, isbn = {0263-8223}, url = {http://www.sciencedirect.com/science/article/pii/S0263822312002279}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/marques__chastre_2012.pdf}, author = {Marques, Pedro Faustino and Chastre, Carlos} } @proceedings {3033, title = {Seismic Strengthening of RC Beam-Column Connections}, journal = {15th World Conference on Earthquake Engineering}, year = {2012}, note = {

n/a

}, address = {Lisbon}, abstract = {

n/a

}, author = {Gi{\~a}o, R. and L{\'u}cio, V. and Chastre, C.} } @proceedings {3032, title = {UFRG {\textendash} Unidirectional fibre reinforced grout as strengthening material for reinforced concrete structures}, journal = {BEFIB2012 {\textendash} Fibre reinforced concrete}, year = {2012}, note = {

n/a

}, publisher = {UMinho}, address = {Guimar{\~a}es}, abstract = {

The present study is part of an extensive research project, where the main objective is to evaluate a strengthening solution for reinforced concrete structures using a small thickness jacketing in the compression side of the RC element with unidirectional fiber reinforced grout - UFRG.
For this purpose a high performance cementitious grout reinforced with continuous and unidirectional non woven fibermat has been developed. It was expected that the use of these type of fibers allowed an optimization of its percentage and orientation. It was expected that the use of these type of fibers allowed an optimization of its percentage and orientation. Besides, for continuous fibers (with an aspect ratio, defined as the length-to-diameter ratio, l/d=$\infty$), the composite should attain higher tensile strength since the fiber embedment length is enough to prevent fiber pullout.
The experimental campaign included a set of preliminary tests that allowed the design of the fiber reinforced grout, sustained with rheological parameters [7] and mechanical characterization tests of the materials.
Finally, an experimental campaign was carried out in order to proceed to the mechanical characterization of the unidirectional fiber reinforced grout. Compressive tests were conducted in small thickness tubular specimens that enable the determination of the compressive strength and the static modulus of elasticity of the material. The tensile strength of the material was obtained using splitting tests of cubic specimens (according the standard DIN 1048-5). The experimental results are presented and analyzed.

}, author = {Gi{\~a}o, R. and L{\'u}cio, V. and Chastre, C. and Bras, A.} } @inbook {3038, title = {Estruturas pr{\'e}-moldadas no mundo}, booktitle = {Estruturas Pr{\'e}-moldadas no Mundo - Aplica{\c c}{\~o}es e Comportamento Estrutural}, year = {2012}, note = {n/a}, pages = {1-6}, publisher = {Funda{\c c}{\~a}o da Faculdade de Ci{\^e}ncias e Tecnologia da Universidade NOVA de Lisboa}, organization = {Funda{\c c}{\~a}o da Faculdade de Ci{\^e}ncias e Tecnologia da Universidade NOVA de Lisboa}, chapter = {Estruturas pr{\'e}-moldadas no mundo}, abstract = {n/a}, isbn = {978-989-97721-1-3}, author = {Chastre, Carlos and V{\'a}lter L{\'u}cio} } @inbook {3029, title = {Liga{\c c}{\~o}es r{\'\i}gidas em estruturas pr{\'e}-fabricadas}, booktitle = {Estruturas Pr{\'e}-moldadas no Mundo - Aplica{\c c}{\~o}es e Comportamento Estrutural}, year = {2012}, note = {n/a}, pages = {137-166}, publisher = {Funda{\c c}{\~a}o da Faculdade de Ci{\^e}ncias e Tecnologia da Universidade NOVA de Lisboa}, organization = {Funda{\c c}{\~a}o da Faculdade de Ci{\^e}ncias e Tecnologia da Universidade NOVA de Lisboa}, chapter = {Liga{\c c}{\~o}es r{\'\i}gidas em estruturas pr{\'e}-fabricadas}, abstract = {n/a}, isbn = {978-989-97721-1-3}, author = {V{\'a}lter L{\'u}cio and Chastre, Carlos} } @inbook {3035, title = {Princ{\'\i}pios b{\'a}sicos para a conce{\c c}{\~a}o de estruturas de edif{\'\i}cios em zonas s{\'\i}smicas}, booktitle = {Estruturas Pr{\'e}-moldadas no Mundo - Aplica{\c c}{\~o}es e Comportamento Estrutural}, year = {2012}, note = {n/a}, pages = {227-248}, publisher = {Funda{\c c}{\~a}o da Faculdade de Ci{\^e}ncias e Tecnologia da Universidade NOVA de Lisboa}, organization = {Funda{\c c}{\~a}o da Faculdade de Ci{\^e}ncias e Tecnologia da Universidade NOVA de Lisboa}, chapter = {Princ{\'\i}pios b{\'a}sicos para a conce{\c c}{\~a}o de estruturas de edif{\'\i}cios em zonas s{\'\i}smicas}, abstract = {n/a}, isbn = {978-989-97721-1-3}, author = {Chastre, Carlos and V{\'a}lter L{\'u}cio and Tsoukantas, Spyros} } @inbook {3037, title = {Torres pr{\'e}-fabricadas de bet{\~a}o para suporte de turbinas e{\'o}licas}, booktitle = {Estruturas Pr{\'e}-moldadas no Mundo - Aplica{\c c}{\~o}es e Comportamento Estrutural}, year = {2012}, note = {n/a}, pages = {91-106}, publisher = {Funda{\c c}{\~a}o da Faculdade de Ci{\^e}ncias e Tecnologia da Universidade NOVA de Lisboa}, organization = {Funda{\c c}{\~a}o da Faculdade de Ci{\^e}ncias e Tecnologia da Universidade NOVA de Lisboa}, chapter = {Torres pr{\'e}-fabricadas de bet{\~a}o para suporte de turbinas e{\'o}licas}, abstract = {n/a}, isbn = {978-989-97721-1-3}, author = {Chastre, Carlos and V{\'a}lter L{\'u}cio} } @booklet {3042, title = {Displacement measurements with ARPS in T-beams load tests}, volume = {349 AICT}, year = {2011}, note = {

Export Date: 7 November 2011Source: ScopusReferences: Chu, T.C., Ranson, W.F., Sutton, M.A., Peters, W.H., Applications of Digital.Image-Correlation Techniques to Experimental Mechanics (1985) Experimental Mechanic, 25 (3), pp. 232-244; Sutton, M.A., Wolters, W.J., Peters, W.H., Ranson, W.H., McNeill, S.R., Determination of displacements using an improved digital correlation method (1983) Image and Vision Computing, pp. 133-139; Peters, W.H., Ranson, W., Digital Imaging Techniques in Experimental Stress Analysis (1982) Optical Engineering, 21 (3), p. 5; Almeida, G., Biscaia, H., Melicio, F., Chastre, C., Fonseca, J., Displacement Estimation of a RC Beam Test based on TSS algorithm 5th Iberian Conference on Information Systems and Technologies (CISTI 2010), Santiago de Compostela (2010); Barjatya, A., (2004) Block Matching Algorithms for Motion Estimation, , DIP 6620 Spring, Final Project Paper; Carvalho, T., Paula, R., Biscaia, C.C., Flexural Behaviour of Rc T-Beams Strengthened with Different Frp Materials 3rd Fib International Congress, Washington, D.C (2010); Carolin, A., Olofsson, T., Taljsten, B., Photographic strain monitoring for civil engineering (2004) FRP Composites in Civil Engineering - CICE 2004, , Seracino; Yao Nie, K.-K.M., Adaptive Rood Pattern Search for Fast Block-Matching Motion Estimation (2002) IEEE Transactions on Image Processing, 11 (12), p. 8

}, pages = {286-293}, abstract = {

The measurement of deformations, displacements, strain fields and surface defects in many material tests in Civil Engineering is a very important issue. However, these measurements require complex and expensive equipment and the calibration process is difficult and time consuming. Image processing could be a major improvement, because a simple camera makes the data acquisition and the analysis of the entire area of the material under study without requiring any other equipment like in the traditional method. Digital image correlation (DIC) is a method that examines consecutive images, taken during the deformation period, and detects the movements based on a mathematical correlation algorithm. In this paper, block-matching algorithms are used in order to compare the results from image processing and the data obtained with linear voltage displacement transducer (LVDT) sensors during laboratorial load tests of T-beams. {\textcopyright} 2011 IFIP International Federation for Information Processing.

}, keywords = {Block Motion Estimation, Digital Image Correlation, image processing}, url = {http://link.springer.com/book/10.1007/978-3-642-19170-1/page/2}, author = {Almeida, G and Melicio, F. and Chastre, C. and Fonseca, J.} } @article {3041, title = {Modela{\c c}{\~a}o do comportamento mec{\^a}nico em compress{\~a}o de rochas granulares baseada em ensaios n{\~a}o destrutivos e quasi n{\~a}o destrutivos}, journal = {Mec{\^a}nica Experimental}, number = {19}, year = {2011}, note = {

n/a

}, pages = {101-110}, chapter = {101}, abstract = {

No patrim{\'o}nio edificado portugu{\^e}s as rochas granulares assumem import{\^a}ncia relevante nos elementos construtivos presentes no patrim{\'o}nio hist{\'o}rico e cultural, nomeadamente as pedras gran{\'\i}ticas e aren{\'\i}ticas. Tendo por objectivo a avalia{\c c}{\~a}o do comportamento mec{\^a}nico de rochas granulares presentes no patrim{\'o}nio edificado hist{\'o}rico foi realizado um estudo de investiga{\c c}{\~a}o experimental sobre amostras dos lit{\'o}tipos seleccionados e que s{\~a}o representativos de rochas presentes no pr{\'o}prio edificado, em termos de propriedades petrogr{\'a}ficas, f{\'\i}sicas e mec{\^a}nicas. Neste artigo apresenta-se um modelo anal{\'\i}tico definido com base em ensaios experimentais que permite efectuar a simula{\c c}{\~a}o do comportamento das rochas em compress{\~a}o uniaxial (diagramas de tens{\~a}o-deforma{\c c}{\~a}o), fun{\c c}{\~a}o de propriedades f{\'\i}sicas e mec{\^a}nicas obtidas atrav{\'e}s de ensaios n{\~a}o destrutivos e quasi n{\~a}o destrutivos. Este modelo permite desta forma a avalia{\c c}{\~a}o do comportamento mec{\^a}nico de rochas granulares sem afectar a integridade do patrim{\'o}nio hist{\'o}rico.

}, url = {http://www-ext.lnec.pt/APAET/pdf/Rev_19_A10.pdf}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/rev_19_a10.pdf}, author = {Ludovico-Marques, Marco and Chastre, Carlos and Vasconcelos, Gra{\c c}a} } @article {3045, title = {Monotonic axial behavior and modelling of RC circular columns confined with CFRP}, journal = {Engineering Structures}, volume = {32}, number = {8}, year = {2010}, note = {

n/a

}, month = {Aug}, pages = {2268-2277}, abstract = {

The retrofit of reinforced concrete columns with FRP jackets has received considerable attention in recent years. The advantages of this technique compared to other similar techniques include the high strength-weight and stiffness-weight ratios of FRP (Fibre Reinforced Plastics), the strength and ductility increase of RC columns confined with FRP jackets as well as the fact that FRP external shells prevent or mitigate environmental degradation of the concrete and consequent corrosion of the steel reinforcement. Furthermore, this method also reduces the column transversal deformation and prevents the buckling of longitudinal reinforcement. Twenty five experimental tests were carried out on reinforced concrete columns confined with CFRP composites, and subjected to axial monotonic compression. In order to evaluate the influence of several parameters on the mechanical behavior of the columns, the height of the columns was maintained, while changing other parameters: the diameter of the columns, the type of material (plain or reinforced concrete), the steel hoop spacing of the RC columns and the number of CFRP layers. Predictive equations, based on the experimental analysis, are proposed to estimate the compressive strength of the confined concrete, the maximum axial load and the axial or the lateral failure strain of circular RC columns jacketed with CFRP. A stress-strain model for CFRP confined concrete in compression, which considers the effect of the CFRP and the transversal reinforcement on the confined compressive strength of the column is also proposed. The curves, axial load versus axial or lateral strain of the RC column, are simulated based on the stress-strain model and include the longitudinal reinforcement effect. The results demonstrate that the model and the predictive equations represent very well the axial compression behavior of RC circular columns confined with CFRP. The applicability of this model to a large spectrum of RC column dimensions is its main advantage.

}, keywords = {CFRP, Composite Materials, Confinement, Experimental tests, FRP, Numerical model, RC columns, Reinforced concrete, Retrofitting, Strengthening}, isbn = {0141-0296}, url = {http://www.sciencedirect.com/science/article/B6V2Y-5021J8K-2/2/a30a294b7f36469c45e8c1c6cc27c523}, author = {Chastre, Carlos and Silva, Manuel A. G.} } @proceedings {3048, title = {Displacement Estimation of a RC beam test based on TSS algorithm}, journal = {CISTI{\textquoteright}2010 - 5{\textordfeminine} Conferencia Ib{\'e}rica de Sistemas y Tecnolog{\'\i}as de Informaci{\'o}n}, year = {2010}, note = {

n/a

}, address = {Santiago de Compostela}, abstract = {

The traditional methodology used in civil engineering measurements requires a lot of equipment and a very complex procedure especially if the number of target points increase. Since the beginning of the current century, several studies have been conducted in the area of photogrametry using digital image
correlation associated with block motion algorithms to estimate displacements in reinforced concrete (RC) beams during a load test. Using image processing techniques it is possible to measure the whole area of interest and not only a few points of the tests materials. In this paper, block-matching algorithms are used in order to compare the results from photogrametry techniques and the data obtained with linear voltage displacement transducer (LVDT) sensors during the load tests of RC beams, which are very common to find in civil engineering laboratories.

}, author = {Almeida, G and Biscaia, H. and Chastre, C. and Fonseca, J. and Mel{\'\i}cio, F.} } @proceedings {3046, title = {Flexural Behaviour of RC T-Beams Strengthened with Different FRP Materials}, journal = {The Third International fib Congress and Exhibition "Think Globally, Build Locally", }, year = {2010}, note = {

n/a

}, publisher = {fib}, address = {Washington DC}, abstract = {

The strengthening of reinforced concrete structures with FRP materials has received a
considerable increment in recent years due to the high strength-weight and stiffness-weight
ratios of FRP compared to other materials.
An experimental programme was conducted in order to analyse the behaviour of different
structural solutions to strengthen reinforced concrete beams with FRP composites (EBR
GFRP, EBR CFRP, NSRM-CFRP) and is described. The RC T beams had a 3m span by 0.3m
height and were tested until rupture in a 4-point bending test system.
The NSMR technique has proved to be the most effective of the three alternatives tested, as it
obtained high strength, combined with high ductility. Nevertheless, all the systems show
great strength increment in relation to the non retrofitted T-beams, proving to be effective
approaches to the flexural strengthening of RC beams.

}, author = {Carvalho, Tiago and Chastre, Carlos and Biscaia, Hugo and Paula, Raquel} } @proceedings {3044, title = {Estudo do comportamento {\`a} compress{\~a}o de comp{\'o}sitos de madeira e cimento}, journal = {Encontro Nacional Bet{\~a}o Estrutural 2010}, year = {2010}, note = {n/a}, publisher = {LNEC}, address = {Lisboa}, abstract = {n/a}, author = {Faria, G. and L{\'u}cio, V. and Chastre, C. and Nunes, A.} } @proceedings {3043, title = {Modela{\c c}{\~a}o do comportamento mec{\^a}nico em compress{\~a}o de rochas granulares}, journal = {8{\textordmasculine} Congresso de Mec{\^a}nica Experimental}, year = {2010}, note = {n/a}, publisher = {UMinho}, address = {Guimar{\^a}es}, abstract = {n/a}, author = {Ludovico-Marques, M. and Chastre, C. and Vasconcelos, G.} } @proceedings {3051, title = {Bond GFRP-Concrete under environmental exposure}, journal = {15th International Conference on Composite Structures ICCS 15}, year = {2009}, note = {

n/a

}, publisher = {FEUP}, address = {Porto}, abstract = {

Fiber reinforced polymers (FRP) are often used to strengthen RC structures.
Despite intense research, durability of reinforced concrete (RC) retrofitted with FRP remains insufficiently known. Long time behavior of the bond laminate-concrete, in flexural strengthening, under environmental action is not well known, conditioning Codes and engineers. An experimental program that subjected RC beams, externally reinforced with Glass FRP (GFRP) strips, to temperature and salt water cycles, for up to 10000h is reported.
At selected intermediate times, the RC beams were loaded to failure in bending. Rupture took place, normally, by tensile failure of concrete at a short distance from the interface with GFRP. The results showed that freeze-thaw cycles were the most severe of the environmental
conditions. The study also generated also non-linear bond-slip relationships from the experimental data. Numerical modeling has been undertaken, based on a commercial code.
The model is based on smeared cracking. Parameters needed for the characterization, namely cohesion and friction angle, were obtained from shear tests conceived for the effect.

}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/biscaia2009sich_-_iccs15.pdf}, author = {Biscaia, H. and Silva, M.G. and Chastre, C.} } @article {3050, title = {Caracteriza{\c c}{\~a}o Experimental e Modela{\c c}{\~a}o Num{\'e}rica da Liga{\c c}{\~a}o GFRP/BET{\~A}O}, journal = {Mec{\^a}nica Experimental}, number = {16}, year = {2009}, note = {

n/a

}, pages = {9-18}, chapter = {9}, abstract = {

Analisa-se e caracteriza-se por via experimental a liga{\c c}{\~a}o entre elementos de bet{\~a}o armado e materiais comp{\'o}sitos, nomeadamente com base nas fibras de vidro. Fabricaram-se vigas de bet{\~a}o armado que foram exteriormente refor{\c c}adas com GFRP. Os resultados obtidos experimentalmente foram comparados com os resultados conseguidos por interm{\'e}dio de modela{\c c}{\~a}o computacional, recorrendo-se ao programa de c{\'a}lculo ATENA 2D. Para melhor modela{\c c}{\~a}o de elementos de interface, foram realizados ensaios de corte tendo-se obtido valores que permitiram caracterizar a lei de rotura de Mohr-Coulomb. Os par{\^a}metros estudados foram a evolu{\c c}{\~a}o das for{\c c}as m{\'a}ximas absorvidas pelo refor{\c c}o; as tens{\~o}es de ader{\^e}ncia m{\'a}ximas; a distribui{\c c}{\~a}o das tens{\~o}es de ader{\^e}ncia.

}, url = {http://www-ext.lnec.pt/APAET/pdf/Rev_16_A02.pdf}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/biscaia2009sich.pdf}, author = {Biscaia, H.E.C. and Silva, M.G. and Chastre, C.} } @conference {3049, title = {New Methodology For Reinforced Concrete Beam-Column Cyclic Test}, booktitle = {International FIB Conference "Concrete - 21st Century Superhero}, year = {2009}, note = {

n/a

}, publisher = {fib}, organization = {fib}, address = {London}, abstract = {

The aim of the present communication is to present an analysis of the gravity load influence on the hysteretic behaviour of a beam-column connection. For this purpose, in the experimental campaign a new procedure for RC cyclic tests is presented in order to reproduce closer demands on the beam critical zone than the traditional procedures. The Experimental campaign included cyclic tests of the specimens according with the ECCS recommendation and an innovate procedure. The test results are presented, compared and analysed. A numerical simulation of the tests is presented where the model for the hysteretic response of the beam was calibrated with the experimental results. Finally, the behaviour of a portal frame system under cyclic displacements up to a drift of 3.5\% was analysed, assuming that the non-linearity is concentrated on the plastic hinges, considering different levels of gravity load. Thus it is intended to assess the influence of the gravity load on the behaviour of a structure subjected to cyclic loads.

}, author = {Gi{\~a}o, Rita and L{\'u}cio,Valter and Chastre, Carlos and Proen{\c c}a, Jorge} } @proceedings {3054, title = {Liga{\c c}{\~a}o Pilar - Funda{\c c}{\~a}o com Armaduras Salientes do Pilar, em Estruturas Pr{\'e}-Fabricadas}, journal = {2{\textordmasculine} Congresso Nacional de Pr{\'e}-Fabrica{\c c}{\~a}o em Bet{\~a}o}, year = {2008}, note = {

n/a

}, publisher = {ANIPB}, address = {Lisboa}, abstract = {

A liga{\c c}{\~a}o pilar-funda{\c c}{\~a}o tem um papel fundamental no comportamento das estruturas pr{\'e}-fabricadas, em particular, na presen{\c c}a de ac{\c c}{\~o}es horizontais, como a ac{\c c}{\~a}o dos sismos e do vento, que introduzem esfor{\c c}os elevados na base dos pilares. Um dos sistemas de liga{\c c}{\~a}o pilar-funda{\c c}{\~a}o usados em estruturas pr{\'e}-fabricadas consiste em deixar na extremidade inferior dos pilares armaduras salientes que s{\~a}o introduzidas em negativos executados nas funda{\c c}{\~o}es. Estes negativos s{\~a}o posteriormente injectados com grout para garantir a liga{\c c}{\~a}o. No presente trabalho foram estudadas diferentes solu{\c c}{\~o}es de negativos para liga{\c c}{\~a}o das armaduras do pilar {\`a} funda{\c c}{\~a}o, tendo sido realizados ensaios monot{\'o}nicos para analisar o seu comportamento. Nesta comunica{\c c}{\~a}o apresentam-se e discutem-se os resultados obtidos da an{\'a}lise experimental efectuada.

}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/reguengo2008luch_-_2_cnp_-_lnec.pdf}, author = {Reguengo, R. and L{\'u}cio, V. and Chastre, C.} } @proceedings {3052, title = {Liga{\c c}{\~a}o pilar {\textendash} funda{\c c}{\~a}o com armaduras salientes do pilar, em estruturas pr{\'e}-fabricadas {\textendash} Ensaios monot{\'o}nicos e ensaios c{\'\i}clicos}, journal = {Bet{\~a}o Estrutural 2008}, year = {2008}, note = {

n/a

}, publisher = {UMinho}, address = {Guimar{\~a}es}, abstract = {

A liga{\c c}{\~a}o pilar-funda{\c c}{\~a}o tem um papel fundamental no comportamento das estruturas pr{\'e}-fabricadas,
em particular, na presen{\c c}a de ac{\c c}{\~o}es horizontais, como a ac{\c c}{\~a}o dos sismos e do vento. Um dos sistemas de liga{\c c}{\~a}o pilar-funda{\c c}{\~a}o usados em estruturas pr{\'e}-fabricadas consiste em deixar na extremidade inferior dos pilares armaduras salientes que s{\~a}o introduzidas em negativos executados nas funda{\c c}{\~o}es, sejam elas sapatas ou maci{\c c}os de encabe{\c c}amento de estacas. Estes negativos s{\~a}o posteriormente injectados com {\textquotedblleft}grout{\textquotedblright} para garantir a liga{\c c}{\~a}o. Foram estudados diferentes solu{\c c}{\~o}es de negativos para liga{\c c}{\~a}o das armaduras do pilar na funda{\c c}{\~a}o. Foram realizados ensaios monot{\'o}nicos e c{\'\i}clicos, para analisar n{\~a}o s{\'o} o comportamento {\`a}s ac{\c c}{\~o}es est{\'a}ticas mas tamb{\'e}m para a ac{\c c}{\~a}o s{\'\i}smica. No presente trabalho apresentam-se os resultados obtidos com a an{\'a}lise experimental efectuada. O estudo realizado permite apresentar recomenda{\c c}{\~o}es para projecto e quais os tipos de liga{\c c}{\~o}es com melhor desempenho.

}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/reguengo2008luch_-_be2008.pdf}, author = {Reguengo, R. and L{\'u}cio, V. and Chastre, C.} } @proceedings {3056, title = {Caracteriza{\c c}{\~a}o Experimental e Modela{\c c}{\~a}o Num{\'e}rica da Liga{\c c}{\~a}o GFRP/Bet{\~a}o}, journal = {7{\textordmasculine} Congresso de Mec{\^a}nica Experimental}, year = {2008}, note = {n/a}, publisher = {UTAD}, address = {Vila Real}, abstract = {n/a}, author = {Biscaia, H. and Silva, M.G. and Chastre, C.} } @proceedings {3053, title = {Liga{\c c}{\~a}o Pilar - Funda{\c c}{\~a}o em Estruturas Pr{\'e}-Fabricadas. Estudo experimental}, journal = {Semin{\'a}rio SILE{\textquoteright}08}, year = {2008}, note = {n/a}, publisher = {Funda{\c c}{\~a}o FCTUNL}, address = {Lisboa}, abstract = {n/a}, author = {Reguengo, R. and L{\'u}cio, V. and Chastre, C.} } @proceedings {3055, title = {Reinforced Concrete Columns Jacketed with FRP Composites and Subjected to Cyclic Horizontal Loads}, journal = {International Conference CCC2008 - Challenges for Civil Construction}, year = {2008}, note = {n/a}, publisher = {FEUP}, address = {Porto}, abstract = {n/a}, author = {Chastre, C. and Silva, M.G.} } @proceedings {3059, title = {The behaviour of RC columns retrofitted with FRP or polymeric concrete under axial compression and cyclic horizontal loads}, journal = {9th International Conference on Inspection, Appraisal, Repairs and Maintenance of Structures}, year = {2005}, note = {

ISI Document Delivery No.: BFC72Times Cited: 0Cited Reference Count: 9Rodrigues, C. Chastre Silva, Manuel A. G.

}, month = {Oct 20-21}, pages = {393-400}, publisher = {Ci-Premier Pte Ltd}, address = {Fuzhou, PEOPLES R CHINA}, abstract = {

The seismic retrofit of reinforced concrete columns with FRP jackets has received a considerable increment in recent years due the high strength-weight and stiffness-weight ratios of FRP compared to other materials. The FRP outer shell also contributes to prevent or delay environmental degradation of the concrete and corrosion of the steel reinforcement. An experimental program conducted in order to analyze the behavior of reinforced concrete columns jacketed with FRP composites or repaired with polymeric concrete and subjected to axial compression and cyclic horizontal loads is described. The dimensions of the cylindrical columns were 1500 mm height by 250 mm diameter. The influence of various parameters on the response, including the type of confining material and the number of FRP layers, is reported. The results of the tests are shown and interpreted.

}, keywords = {CFRP, Concrete, GFRP, polymeric, reinforced concrete columns, Retrofitting}, isbn = {981-05-3548-1}, url = {://000241008400044}, author = {Chastre Rodrigues, C. and Silva, M. A. G.}, editor = {Ren, W. X. Ong K. C. G. Tan J. S. Y.} } @article {6516, title = {Comportamento de pilares de bet{\~a}o armado de sec{\c c}{\~a}o circular refor{\c c}ados com comp{\'o}sitos de FRP ou bet{\~o}es polim{\'e}ricos e ensaiados sob ac{\c c}{\~o}es c{\'\i}clicas}, year = {2005}, note = {

n/a

}, month = {Mar{\c c}o de 2005}, pages = {191}, institution = {UNIC - Centro de Investiga{\c c}{\~a}o em Estruturas e Constru{\c c}{\~a}o da UNL}, address = {Caparica}, abstract = {

n/a

}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/dtc4-2005-chastre-ensaios-pilares-frp.pdf}, author = {Chastre Rodrigues, C.} } @article {6514, title = {Repara{\c c}{\~a}o e refor{\c c}o de estruturas de bet{\~a}o armado com sistemas comp{\'o}sitos de FRP}, year = {2005}, note = {

n/a

}, month = {Maio de 2005}, pages = {81}, institution = {UNIC - Centro de Investiga{\c c}{\~a}o em Estruturas e Constru{\c c}{\~a}o da UNL}, address = {Caparica}, abstract = {

n/a

}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/dtc6-2005-chastre-rre-ba-frp.pdf}, author = {Chastre Rodrigues, C.} } @article {6518, title = {Colunas e pilares de bet{\~a}o armado refor{\c c}ados com comp{\'o}sitos de FRP ou com bet{\~o}es polim{\'e}ricos. Caracteriza{\c c}{\~a}o dos Materiais: A{\c c}o, Bet{\~a}o, Resina Epoxy, Comp{\'o}sitos de FRP e Bet{\~o}es Polim{\'e}ricos}, year = {2005}, note = {

n/a

}, month = {Janeiro de 2005}, pages = {71}, institution = {UNIC - Centro de Investiga{\c c}{\~a}o em Estruturas e Constru{\c c}{\~a}o da UNL}, address = {Caparica}, abstract = {

n/a

}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/dtc2-2005-chastre-materiais.pdf}, author = {Chastre Rodrigues, C.} } @article {6517, title = {Comportamento de colunas de bet{\~a}o armado de sec{\c c}{\~a}o circular refor{\c c}adas com comp{\'o}sitos de FRP e ensaiadas {\`a} compress{\~a}o axial monot{\'o}nica ou c{\'\i}clica}, year = {2005}, note = {

n/a

}, month = {Fevereiro de 200}, pages = {102}, institution = {UNIC - Centro de Investiga{\c c}{\~a}o em Estruturas e Constru{\c c}{\~a}o da UNL}, address = {Caparica}, abstract = {

n/a

}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/dtc3-2005-chastre-ensaios-colunas-frp.pdf}, author = {Chastre Rodrigues, C.} } @mastersthesis {3058, title = {Comportamento {\`a}s ac{\c c}{\~o}es c{\'\i}clicas de pilares de bet{\~a}o armado refor{\c c}ados com materiais comp{\'o}sitos}, year = {2005}, note = {

n/a

}, type = {PhD thesis}, address = {Lisboa}, abstract = {

This thesis deals with the analysis of the behaviour of retrofitting reinforced concrete circular columns with FRP materials which were subjected either to axial cyclic compression or axial compression and alternated cyclic horizontal loads. The choice of this topic derived from the need to investigate the behaviour of the strengthening of reinforced concrete columns to seismic actions, especially with new materials such as carbon and glass fibres or polymeric mortars. Another reason for such choice is linked to the strong seismicity of the Portuguese territory.
It has been verified that confined concrete columns with FRP jackets have their resistance and ductility highly increased as these considerably reduce the columns transversal deformation, thus preventing the buckling of longitudinal reinforcement. There has been an increasing use of FRP composites in the strengthening of structures, mainly with GFRP (Glass Fibre Reinforced Plastics) or CFRP (Carbon Fibre Reinforced Plastics). This is due to their attractive characteristics such as high resistance to corrosion, lowratio for weight/strength, moldability, easy application and the fact that there is no need of support structures.
Forty-five experimental tests were carried out, dealing with retrofitting reinforced concrete columns with axial monotonic or cyclic compression reinforced with FRP composites. The column height of 750 mm was maintained in order to evaluate the influence of several parameters in its behaviour: the column geometry (change in its diameter), the type of column (plain or reinforced concrete), transversal reinforcement ratio of concrete columns, the type of external confinement with FRP (C or GFRP), the number of FRP layers and the type of axial loading (monotonic or cyclic).
Twelve additional experimental tests were conducted in order to analyse the behaviour of reinforced concrete columns jacketed with FRP composites and subjected to axial cyclic compression and alternated cyclic horizontal loads. The columns{\textquoteright} dimension was maintained (1500 mm height by 250 mm diameter) and the models were subjected to a series of cyclic and alternated loadings. This enabled the study of the various parameters{\textquoteright} influence in their behaviour such as the type of FRP confinement, the number of FRP layers, the level of axial loading, the jacket{\textquoteright}s height or the strengthening of the plastic hinge by replacing the cover concrete with polymeric mortar.
Based on the numerical models presented and experimental analysis carried out, models were proposed and developed to simulate the behaviour of columns jacketed with FRP composites.

}, author = {Chastre Rodrigues, C.}, editor = {Silva, Manuel A. G.} } @article {6515, title = {Modela{\c c}{\~a}o num{\'e}rica de pilares, modelos dos materiais e modela{\c c}{\~a}o dos pilares refor{\c c}ados com FRP}, year = {2005}, note = {

n/a

}, pages = {119}, institution = {UNIC - Centro de Investiga{\c c}{\~a}o em Estruturas e Constru{\c c}{\~a}o da UNL}, address = {Caparica}, abstract = {

n/a

}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/dtc5-2005-chastre-modelacao-numerica-pilares-r.pdf}, author = {Chastre Rodrigues, C.} } @proceedings {3061, title = {Comportamento da Liga{\c c}{\~a}o CFRP-Resina{\textendash}Bet{\~a}o Sujeita a Ac{\c c}{\~o}es C{\'\i}clicas}, journal = {Bet{\~a}o Estrutural 2004}, year = {2004}, note = {

n/a

}, publisher = {FEUP}, address = {Porto}, abstract = {

n/a

}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/marques2004fomachlu_-_be2004.pdf}, author = {Marques, J. L. and Fong, P. and Macedo, P. and Chastre Rodrigues, C. and L{\'u}cio, V.} } @conference {3062, title = {Potencialidade e Limita{\c c}{\~o}es dos Novos Materiais de Refor{\c c}o de Estruturas}, booktitle = {RILEM {\textendash} 57th Annual Week 2003 \& Semin{\'a}rio NDB}, year = {2003}, note = {n/a}, publisher = {LNEC}, organization = {LNEC}, address = {Lisboa}, abstract = {n/a}, author = {Chastre Rodrigues, C. and Silva, M.G.} } @proceedings {3064, title = {The Behaviour of GFRP Reinforced Concrete Columns Under Monotonic and Cyclic Axial Compression}, journal = {CCC2001, Composites in Construction}, year = {2001}, note = {

n/a

}, pages = {245-250}, publisher = {A.A.Balkema}, address = {Porto}, abstract = {

n/a

}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/chastre_rodrigues2001si_-_ccc2001.pdf}, author = {Chastre Rodrigues, C. and Silva, M.G.} } @conference {3063, title = {Experimental Investigation of CFRP Reinforced Concrete Columns under Uniaxial Cyclic Compression}, booktitle = {FRPRCS-5, 5th International Conference on Fibre Reinforced Plastics for Reinforced Concrete Structures}, year = {2001}, note = {

ISBN 0-7277-3029-0

}, pages = {784-792}, publisher = {Thomas Telford Ltd}, organization = {Thomas Telford Ltd}, address = {Cambridge, UK}, abstract = {

n/a

}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/chastre_rodrigues2001si_-_frprcs-5.pdf}, author = {Chastre Rodrigues, C. and Silva, M.G.}, editor = {Chris Burgoyne} } @conference {3066, title = {Comportamento {\`a} Compress{\~a}o Uniaxial de Pilares Circulares de Bet{\~a}o Armado Encamisados com CFRP}, booktitle = {Repar 2000}, year = {2000}, note = {

n/a

}, publisher = {LNEC}, organization = {LNEC}, address = {Lisboa}, abstract = {

n/a

}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/chastre_rodrigues2000si_-_repar2000.pdf}, author = {Chastre Rodrigues, C. and Silva, M.G.} } @proceedings {3067, title = {Influ{\^e}ncia do Confinamento nos Modelos de C{\'a}lculo de Pilares Refor{\c c}ados com CFRP ou GFRP}, journal = {Bet{\~a}o Estrutural 2000}, year = {2000}, note = {

n/a

}, publisher = {FEUP}, address = {Porto}, abstract = {

n/a

}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/chastre_rodrigues2000pasi_-_be2000_-_feup.pdf}, author = {Chastre Rodrigues, C. and Paula, A. R. and Silva, M.G.} } @conference {3065, title = {Encamisamento de Pilares de Bet{\~a}o Armado com FRP: Efeitos nas Rela{\c c}{\~o}es Constitutivas e na Ductilidade}, booktitle = {VI Congresso de Mec{\^a}nica Aplicada e Computacional}, year = {2000}, note = {n/a}, address = {Aveiro}, abstract = {n/a}, author = {Silva, M.G. and Chastre Rodrigues, C.} } @article {6519, title = {Risco S{\'\i}smico, Gest{\~a}o e Projectos Portu{\'a}rios em Set{\'u}bal e Sesimbra. Relat{\'o}rio T{\'e}cnico n{\textordmasculine}2: Tsunamis}, year = {1998}, note = {

n/a

}, pages = {64}, institution = {Departamento de Engenharia Civil, FCT-UNL}, address = {Caparica}, abstract = {

n/a

}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/tsunamis-chastre_rodrigues.pdf}, author = {Chastre Rodrigues, C.} } @mastersthesis {3068, title = {Comportamento da Liga{\c c}{\~a}o A{\c c}o-Resina-Bet{\~a}o em Elementos Estruturais}, volume = {MSc}, year = {1993}, note = {

n/a

}, month = {1993}, school = {Universidade T{\'e}cnica de Lisboa}, type = {MSc thesis}, address = {Lisboa}, abstract = {

The present work studies the behaviour of bonded steel plates to reinforced concrete elements, which can be used in the strengthening of concrete structural elements. Metallic expansion bolts can be added.The objective of this dissertation is to investigate the behaviour to monotonic actions and particularly to cyclic loading of steel-epoxy-concrete connection with expansion bolts. This cyclic action is of particular interest due to the strong seismicity of the Portuguese territory.The research is mainly based in experimental analysis. The caracterization of the materials was carried out. Six models of the steel-epoxy connection were tested with monotonic loading. Twenty six models of steel-epoxy-concrete bond were submitted either to monotonic or to cyclic actions.Besides the type of action, other parameters were studied in the steel-epoxy-concrete connection models.These were the bond geometry area, the type of concrete, the type of epoxy and connection - with or without metallic expansion bolts.A parametric study with a numerical model of finite elements, as well as a global analysis of the experimental tests of the steel-epoxy-concrete connection was carried out.

}, keywords = {Cyclic loading, Epoxy resins, Expansion bolts, Experimental analysis, Glued steel plates, Reinforced concrete, Structural strengthening}, attachments = {https://docentes.fct.unl.pt/sites/default/files/cmcr/files/1993_-_msc-_ist_-_carlos_chastre_-_comportamento_da_ligacao_aco-resina-betao_em_elementos_estruturais.pdf}, author = {Chastre Rodrigues, C.} }