12th International Conference on Structural Analysis of Historical Constructions最新文献

{"title":"Numerical Study of Out-of-Plane Behaviour of Timber Retrofitted Masonry Prisms","authors":"J. Dauda, L.C.F. Silva, P. Lourenço, O. Iuorio","doi":"10.23967/sahc.2021.178","DOIUrl":"https://doi.org/10.23967/sahc.2021.178","url":null,"abstract":"Typical unreinforced masonry (URM) walls have little strength to withstand out-ofplane loads. Under severe out-of-plane loading, URM walls failure is likely to be sudden and severe, producing devastating damages and death. Since out-of-plane failure mode has been identified as the most critical failure mode of URM walls, this study thus focuses only on investigating the out-of-plane behavior of URM wall. This paper presents a small scale testing program to evaluate the out-of-plane load capacity and deformation of masonry prism subjected to out-of-plane loading. This is the first stage of a multiphase experimental and numerical investigation into the possibility of retrofitting URM walls using timber-based panels. \u0000\u0000\u0000\u0000In this research, flexural bond strength in form of four-point bending test was obtained from nine different masonry prisms (615 x 215 x 102.5mm), three of which are tested as plain specimens. The remaining 6 specimens were retrofitted with an 18mm thick Oriented Strand Board (OSB) timber panel using two different types of connection (C1: adhesive anchor and C2: mechanical connection). Based on the results of the experimental tests, the out-plane load capacity and displacement of both plain and retrofitted specimens were assessed in order to highlight the performance of the proposed retrofit technique. It was observed that the application of OSB panel at the back of masonry greatly influences the flexural behavior of the test specimens preventing sudden failure of masonry prisms.","PeriodicalId":176260,"journal":{"name":"12th International Conference on Structural Analysis of Historical Constructions","volume":"186 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2021-01-05","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"133418472","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Structural Performance and Durability Issues of Vernacular Schist Masonry","authors":"C. E. Barroso, D. Oliveira, L. Ramos","doi":"10.23967/sahc.2021.269","DOIUrl":"https://doi.org/10.23967/sahc.2021.269","url":null,"abstract":"Stone masonry is recognized as one of the most common vernacular construction techniques used around the world. Although centuries of proven resilience and high adaptability to context, structural stone masonry was in the last decades, in countries such as Portugal, progressively replaced in construction industry by industrial and concrete-based materials and building systems. Nowadays, with the loss of the old masons, an important part of traditional stone masonry constructive know-how is endangered. In face of growing concerns regarding heritage preservation, researchers are aware of the need to scientifically know such structures. Being less studied, vernacular schist rubble masonry was selected as case study and tested to determine mechanical behaviours and durability parameters. The potential of retrofitting such structures was also assessed [1]. 18 double-leave test wallets (60 cm x 60 cm x 30 cm), with soil used as bedding and joints mortar, were built following local building tradition [2], and prepared according to 3 different setups of 6 specimens each: i) non-coated; ii) with commercial lime coating; and iii) with commercial lime coating and injected with lime-based grout. The experimental campaign was designed and implemented in stages for a period of three years: i) stones and mortars experimental characterization; ii) axial compression testing of reference specimens (3 of each set); iii) specimens salt accelerated aging by full immersion wet-dry test (20% NaCl solution) [3]; iv) followed by compression testing. Damage progression was monitored throughout the salt testing by visual inspection, mass variation and sonic testing [4]. Results confirm rubble masonry’s low mechanical performance, high deformation capability to readjust and sustain loading. Grout retrofitting improved rubble walls’ stiffness and loading capacity on an average of 10 times. Results aged walls show a consistent loss of strength in non-coated (washing of mortars and chemical damage) and coated walls (high internal moister content). No consistent strength loss was observed in retrofitted walls, proven its potential in the protection rubble masonry against water and salt penetration, thus improving global durability.","PeriodicalId":176260,"journal":{"name":"12th International Conference on Structural Analysis of Historical Constructions","volume":"2 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2020-09-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"134159079","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Development of a Wireless Acceleration Measurement System","authors":"T. Fujimoto, T. Yamasaki, Y. Nakanishi, Y. Amano, M. Miyamoto, Masatoshi Okada","doi":"10.23967/sahc.2021.079","DOIUrl":"https://doi.org/10.23967/sahc.2021.079","url":null,"abstract":"","PeriodicalId":176260,"journal":{"name":"12th International Conference on Structural Analysis of Historical Constructions","volume":"13 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2020-05-15","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"121317941","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"An Innovative Shell Structure in Codogno (Italy). Evaluation of Structural and Seismic Performance","authors":"Pierangelo Brugnera, M. G. Costa, G. Roberti","doi":"10.23967/sahc.2021.024","DOIUrl":"https://doi.org/10.23967/sahc.2021.024","url":null,"abstract":"The saddle-shaped shells, or hyperbolic paraboloids, often joined together to form a pitched roof or an inverted umbrella, were used by many pioneers in structural architecture, such as Felix Candela, which introduced a very innovative use of reinforced concrete in thin layers or together with some reticulated ribs. \u0000An innovative semi-prefabricated building system was developed in Italy in the years ’30 of XX cent by a very active brick factory near Piacenza, RDB: the SAP system, that allowed building curved surfaces by prefabricating light elements. After WW2, this technique was applied also for the new structures covering wide spaces for the developing industry or also for public leisure, using prefabricated panels of the desired length. A particularly interesting application was the BISAP (double-SAP) panel that could be adapted for building large shells. \u0000In Codogno (LO), Italy, the BISAP panels were employed to cover a large sports hall, spanning about 37 × 26 m, without intermediate supports, resting (mainly) on the four corner pillars. Border pitch beams sustain at the top two crossed beams that separate (and support) the four hypar fields. On the four sides, two rafter beams are connected by horizontal prestressed tie beams, in order to minimize displacements and assure the preservation of the original shape. \u0000The first aim of the structural analysis was to assess the static conditions of the roof under the service loads assigned by Italian code for SLS, and then to evaluate seismic vulnerability at ULS of the whole sports hall, being a public space subjected to particular safety provisions. The FE code used (Straus7) allowed a very careful discretization of the orthotropic slab with the correct inclination and twist of the ribs, giving a reliable forecast of the behavior also in seismic conditions: the dynamic analysis of the modal shapes gives a satisfactory response of the shell, which maintains nearly unchanged his shape during free vibration modes. The seismic safety of the structure can be then increased by simply augmenting the stiffness of the four corner supports, where shear action is concentrated, by adding ribs to the L-shaped sections to form cross shaped ones. In this way also the slenderness (and weakness) of additional intermediated pillars could be overcome.","PeriodicalId":176260,"journal":{"name":"12th International Conference on Structural Analysis of Historical Constructions","volume":"108 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2020-05-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"115609997","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Stochastic Micro-Modelling of Historic Masonry","authors":"J. Adamek","doi":"10.23967/sahc.2021.256","DOIUrl":"https://doi.org/10.23967/sahc.2021.256","url":null,"abstract":"The non-linear structural analysis of historic masonry structures is sometimes difficult to perform due to the highly irregular geometric features, the inherent variability within the materials, as well as the limited amount of experimental data available. The state-of-art review encompassed within the work focuses on current methodologies for analyzing the strength of masonry structures and the viability of stochastic analysis along with the utilization of random fields. The present work details a specific methodology, subsequent application, and a presentation and discussion of the results for the overall compressive strength of the masonry walls of St. Ann’s Church in Czech Republic. A multiscale 2D finite element modelling approach was adopted. Based on the statistical analysis of the walls, in a mesoscale-level representation of masonry, small stones were grouped in with the mortar and treated as a matrix component with homogenized properties, while large stones were treated as discrete inhomogeneities. To characterize this matrix component, microscalelevel models were used, in which only the small stones and mortar were represented as inhomogeneity and matrix phases, respectively. These models were built using test-windows placed in randomly generated, statistically equivalent microstructure morphologies. By simulating uniaxial compression and tension tests, statistical distributions for compressive and tensile strength, stiffness, and fracture energy were determined. On the mesoscale-level, overall stiffness and compressive strength were determined by simulating uniaxial compression tests on models considering only the large stones embedded in the homogenized matrix. An initial calculation was run with uniform properties for the matrix using mean values obtained from the microscale models. Secondly, random fields were utilized to describe the matrix properties to account for the inherent variability and inhomogeneity of the matrix. Furthermore, the multi-scale study was performed for two different threshold sizes defining the “small” stones to compare differences. Based on the analyses completed for the meso-scale models with uniform matrix, the average compressive strength was calculated to be 0.95-0.9 MPa, with the lower bound values coming from models with decreased projected stone area. Overall, the compressive strength decreased from the mortar to micro-scale to mesoscale-levels due to high stress concentrations in the mortar/matrix material caused by the irregular topology of the stones. The models where matrix variability was represented with random fields exhibited similar failure mechanisms but with strengths 5-6% lower than the models with a uniform matrix, therefore the effect of the spatial variability of the matrix properties was considered insignificant. Lastly, qualitative methods were utilized to validate the results to be used in equivalent continuum-based modelling and further analysis of St. Ann’s Church.","PeriodicalId":176260,"journal":{"name":"12th International Conference on Structural Analysis of Historical Constructions","volume":"4 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2019-07-25","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"130962789","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Numerical Simulation on Seismic Performance of Retrofitted Masonry Wall in Historical Buildings Damaged in Earthquake","authors":"B. Wu, J. Dai, W. Bai","doi":"10.23967/sahc.2021.177","DOIUrl":"https://doi.org/10.23967/sahc.2021.177","url":null,"abstract":"","PeriodicalId":176260,"journal":{"name":"12th International Conference on Structural Analysis of Historical Constructions","volume":"57 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"1900-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"123057935","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Experimental Investigation of Scarf Joint of ‘Lightning Sign’ in Bending","authors":"Anna Karolak, Jerzy Jasieńko","doi":"10.23967/sahc.2021.101","DOIUrl":"https://doi.org/10.23967/sahc.2021.101","url":null,"abstract":". The paper presents a description and results of the research concerning one of the scarf joints, so-called ‘lightning sign’ (also described as ‘Bolt of lightning’ or ‘Trait-de-Jupiter’). This joint has been used and can be commonly found in wooden historical structures and is considered to be an interesting example of carpentry longitudinal joints. In the experimental part timber beams with this type of joint shaped in the different planes, horizontal and vertical, reinforced with spindle fasteners (metal bolts), were subjected to four-point bending tests. As a result, the static equilibrium paths and the bending capacities of individual beams were obtained. They were compared to the load-bearing capacity of the continuous reference beam. Moreover, a simplified numerical analysis based on FEM was carried out for comparison the rigidity of individual beams. A comparison of the results for series of beams is discussed and some conclusions and possible directions of the future actions in the subject are presented.","PeriodicalId":176260,"journal":{"name":"12th International Conference on Structural Analysis of Historical Constructions","volume":"10 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"1900-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"116880208","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Conservation Beyond Consolidation for Prehistoric Monuments: Finding Narratives from Archaeology to Architecture for Scottish Brochs","authors":"C. Liu, D. Theodossopoulos","doi":"10.23967/sahc.2021.056","DOIUrl":"https://doi.org/10.23967/sahc.2021.056","url":null,"abstract":". The sophisticated drystone Iron-Age brochs of Northern Scotland, called Complex Atlantic Roundhouses by archaeologists, have shown a relatively high technological culture. Their architectural conservation should strike a balance in presenting their key features (structure, materials, building use and architectural elements) in a concept of wholeness that integrates its major phases rather than design unity of a hypothetical original form. However, currently there is uncertainty due to the lack of agreement for a standard broch scheme and the need for more archaeological research. As most brochs in Scotland are fragile ruins and only a few of them have been scientifically explored, they have been conserved through basic consolidation for safety reasons in very localized methods, primarily by archaeologists. All of them are open to the public but only a few are developed as tourist sites. In both situations, none has shown the complete features of anything close to a standard typology as a narrative of their origin and a few have interpreted correctly the changes after Iron Age as narratives for modification. Significant conservation was conducted often before full archaeological excavations and did not lead to a satisfying architectural experience, so people still have a inconclusive image of brochs after a visit. This paper studies the brochs through their collective concept as a building typology rather than separate images of different sites. Conservation for brochs in Scotland could argue for modern holistic projects that go beyond consolidation,","PeriodicalId":176260,"journal":{"name":"12th International Conference on Structural Analysis of Historical Constructions","volume":"72 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"1900-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"124994781","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Monitoring of Indoor Environmental Conditions of the Kvernes (Norway) Stave Church","authors":"C. Bertolin, L. de Ferri, T. Olstad","doi":"10.23967/sahc.2021.158","DOIUrl":"https://doi.org/10.23967/sahc.2021.158","url":null,"abstract":"The term stave church refers to the way the structure was build up, since staves were used a loadbearing elements. A stave church is a frame construction resting on stone foundations consisting of horizontal and vertical wooden elements co-jointed to the staves placed in the corners. In most cases, they had a raftered roof, while corners and angles joints were strengthened thanks to brackets obtained by the wood from the transition zone between the roots and the trunk, whose fibers are stronger [1]. Norway is the only country that totally still owns 28 medieval stave churches. Two of these have been reconstructed from rediscovered elements, but others have survived in situ [1]. They underwent several interventions over centuries aimed to their renovation and modification, making nowadays the understanding of the structure original aspect and of the original material difficult to determine. Therefore the demarcation lines between what can be designated a stave church from a simple wooden church with stave elements is the reformation year in Denmark-Norway (1537). Notwithstanding, 4 main typologies of structures have been identified: i) simple; ii) Møre; iii) centre post; iv) churches with an elevated section in the nave and in the chancel [1]. The proposed study deals with environmental data collected in the Kvernes stave church, belonging to the Møre type. The nave and the chancel belong to the original structure, dated back to ~1300, and it is one of the few cases still maintaining the internal wall painting, realized with a tempera technique in 1633 in the nave and in the chancel [2]. Due to its geographical position the Kvernes church is particularly exposed to weather and consequently interventions have been carried out in 2015 (Stave Church Preservation Programme) foreseeing the substitution of small portions of the outer panels, while few years before the internal parts were restored [3]. In the frame of these campaigns, 4 data loggers were installed in the church and the analysis of obtained data is here presented for the first time. In fact, paradoxically, stave churches have been only empirically studied at national level for decades as from the perspective of the directorate of cultural heritage, stave church research is essential, applied research. Therefore, this is the first time that data from monitoring campaigns in stave churches are analyzed and presented at an international scientific community. Issues came from the different heating policy that the directorate of cultural heritage adopted: for the Kvernes church the electric heating systems normally installed in stave churches for their sporadic and intermittent heating during cold seasons was not introduced. Consequently, Kvernes maintains a “natural” microclimate in which variations registered are always referable to change in external climatic conditions, to the performance of liturgical functions and to the presence or absence of visitors. In the frame of the recently start","PeriodicalId":176260,"journal":{"name":"12th International Conference on Structural Analysis of Historical Constructions","volume":"26 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"1900-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"125032909","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"3D FE Modeling of Multi-Span Stone Masonry Arch Bridges for the Assessment of Load Carrying Capacity: the Case of Justinian’s Bridge","authors":"V. Mentese, O. Celik","doi":"10.23967/sahc.2021.002","DOIUrl":"https://doi.org/10.23967/sahc.2021.002","url":null,"abstract":"Substantial part of the heritage structures in Turkey is historic masonry arch bridges. An important issue has always been to understand the true structural behaviour of such structures. To address this issue and to explore modeling issues, a numerical work has been initiated to better preserve and transfer this heritage to the next eras. However, complexity of such bridges and difficulties in determining their true load carrying capacities are the main handicaps during structural evaluation. A case study is preferred to explain modeling issues. With its historical background, current situation, geometric and material properties, this work presents a numerical investigation into the historic multi-span stone masonry arch Justinian’s (or Sangarius) Bridge located in the city of Sakarya in Turkey over the Sakarya River. The bridge was built in between the years of 553-562 A.D within the 6th Century by order of Emperor Justinian (M.S. 523-567) of the East-Roman Empire. This bridge in which restoration work is underway, is a rare sample of such bridges that has reached to the present day. A three–dimensional finite element model of the bridge was generated in DIANA FEA software using isotropic solid elements. In the developed FE model, the main structural elements, such as stone piers, stone inner and outer arches, spandrel walls, infill, bridge slab, and the parapets were modeled individually. Inelastic structural behavior and collapse mechanism of the , are investigated under vertical incremental static bridge loading for three different load cases (the quarter (1/4), one-third (1/3), and middle (1/2) of the maximum span of the bridge). results obtained for lower and upper values Nonlinear static analysis of the tensile fracture energy of the stone material, are compared. The loading procedure was carried out as vertical static loading with increments of 200 kN throughout the full width of bridge between the parapets. Numerical results showed that the value of fracture energy in tension significantly affect the load carrying capacity and failure mechanism of multi-span masonry arch bridges. A more realistic nonlinear response has been obtained for an upper value of the tensile fracture energy of the stone material. The bridge model collapses by a-three-hinge mechanism occuring at the loaded arch in the upper value of the tensile fracture energy. The most critical loading point of the bridge is determined as the quarter-span. Loading position of masonry arch bridges considerably affects collapse mechanisms and corresponding load carrying capacities of such systems. *Corresponding author: Formerly, M.Sc., Department of Architecture, Istanbul Technical University (ITU) Tel.: +90 554 657 8773.","PeriodicalId":176260,"journal":{"name":"12th International Conference on Structural Analysis of Historical Constructions","volume":"19 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"1900-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"125287122","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}