Movatterモバイル変換

[0]ホーム
URL:

Academia.edu no longer supports Internet Explorer.

To browse Academia.edu and the wider internet faster and more securely, please take a few seconds to upgrade your browser.

Academia.eduAcademia.edu

Outline

Structural Analysis of Timber Vaulted Structures with Masonry Walls

Profile image of dina D'Ayaladina D'Ayala

2014

visibility

…

description

12 pages

Sign up for access to the world's latest research

checkGet notified about relevant papers
checkSave papers to use in your research
checkJoin the discussion with peers
checkTrack your impact

Abstract

A historic building type composed of churches with vaulted timber structures and masonry walls emerged in Peru during the Hispanic Viceroyalty (16 – 19 century). Past earthquakes have shown that these structures are vulnerable, especially when their integrity has been jeopardized by centuries of weathering. The 2007 Pisco earthquake caused severe damage and even the collapse of several churches in Peru. This earthquake evidenced the urgency of analysing the seismic response of this type of structures in order to investigate whether these buildings require a retrofitting solution or merely a good plan of maintenance. A numerical model of the whole structure of the Cathedral of Ica was developed by the authors for this purpose. In this model, the timber joints governing the seismic response of the timber framing are simulated by means of translational and rotational springs with experimental values of stiffness. The nonlinear response of the masonry walls is simulated by means of the ...

Key takeaways
sparkles

AI

  1. The 2007 Pisco earthquake highlighted significant vulnerabilities in historic Peruvian timber and masonry structures.
  2. A numerical model of the Cathedral of Ica was developed to analyze seismic response and structural integrity.
  3. Drucker-Prager material model effectively simulates nonlinear masonry wall behavior under seismic loads.
  4. Timber joints significantly influence the seismic performance of vaulted structures; accurate modeling is crucial.
  5. The second bay of the nave's vault exhibited the highest vulnerability during seismic analysis.

FAQs

sparkles

AI

What specific damage patterns were observed in the Cathedral of Ica post-earthquake?add

The study found that major cracking in masonry walls was due to out-of-plane bending, particularly at connections to towers and longitudinal walls. This consensus correlates with damages observed following the 2007 Pisco earthquake.

How does the stiffness of the timber joints affect structural behavior under seismic loads?add

The paper reveals that the flexibility of the timber joints primarily influences the deformation of the framing system during seismic events. Notably, this stiffness was crucial in predicting joints' failure or stability in the Cathedral of Ica.

What modelling techniques were used to analyze the seismic vulnerability of the Cathedral of Ica?add

The study employed nonlinear static pushover analyses using a Drucker-Prager material model for masonry, while simulating timber joints with elastic spring parameters from experimental data. This approach effectively reproduced damage patterns seen in the 2007 earthquake.

Which structural elements demonstrated the most significant interaction during modal analysis?add

The modal analysis indicated that the interaction occurred notably in the central dome's bay and first nave's bay, affecting the natural frequencies. These interactions were linked to increased participating modal masses associated with specific vibration modes.

When were timber joints shown to have the highest demand during seismic analysis?add

The analysis revealed that the connection at the top of the lunette exhibited the greatest deformations due to relative displacements during seismic events. This connection's design and deterioration significantly influenced potential failure mechanisms.

Figures (12)
Figure 1: The Cathedral of Ica after the 2007 Pisco Earthquake — a) front facade (East); b) longitudinal wall (North); and c) nave with partially collapsed timber vault. The Cathedral of Ica (IC), shown in Fig.1, is representative of churches built in the coastal regions of Peru during the Hispanic Viceroyalty. It was severely affected by an earthquake of 7.9 moment magnitude that occurred in the 15" of August 2007. The building plan is com- posed of a timber choir loft, central nave with aisles covered by timber vaults and domes, a transept bay and altar covered by timber arches and a crossing with a central timber dome.
Figure 1: The Cathedral of Ica after the 2007 Pisco Earthquake — a) front facade (East); b) longitudinal wall (North); and c) nave with partially collapsed timber vault. The Cathedral of Ica (IC), shown in Fig.1, is representative of churches built in the coastal regions of Peru during the Hispanic Viceroyalty. It was severely affected by an earthquake of 7.9 moment magnitude that occurred in the 15" of August 2007. The building plan is com- posed of a timber choir loft, central nave with aisles covered by timber vaults and domes, a transept bay and altar covered by timber arches and a crossing with a central timber dome.
Figure 2: Numerical model of the timber framing of IC (extruded beam elements and springs). The front brickwork facade is flanked by two bell towers, which are made of a timber framing structure placed on top of a 0.7 m high brickwork base (see Fig.1la). The front facade has a low slenderness ratio of 3.4 [6]. However, its slenderness dramatically increases in the pediment, where a horizontal crack formed during the Pisco earthquake. The lateral walls are made of adobe laid on mud mortar with a slenderness ratio of 3.4-6.8 (see Fig.1b). The walls have a rubble stone masonry foundation and a brickwork base course. Both types of masonry are laid in sand and lime mortar. The timber framing of IC is shown in Fig.2. The vault of the nave is composed of principal and secondary timber arches and lunette’s arches and ribs.
Figure 2: Numerical model of the timber framing of IC (extruded beam elements and springs). The front brickwork facade is flanked by two bell towers, which are made of a timber framing structure placed on top of a 0.7 m high brickwork base (see Fig.1la). The front facade has a low slenderness ratio of 3.4 [6]. However, its slenderness dramatically increases in the pediment, where a horizontal crack formed during the Pisco earthquake. The lateral walls are made of adobe laid on mud mortar with a slenderness ratio of 3.4-6.8 (see Fig.1b). The walls have a rubble stone masonry foundation and a brickwork base course. Both types of masonry are laid in sand and lime mortar. The timber framing of IC is shown in Fig.2. The vault of the nave is composed of principal and secondary timber arches and lunette’s arches and ribs.
Figure 3: Representative timber pillars of IC — a) pillars of the crossing’s bay, supporting the central dome; b) central pillars of the nave, which separate the nave from the lateral aisles; and c) pillars of the lateral naves, which are adjacent to the lateral walls.
Figure 3: Representative timber pillars of IC — a) pillars of the crossing’s bay, supporting the central dome; b) central pillars of the nave, which separate the nave from the lateral aisles; and c) pillars of the lateral naves, which are adjacent to the lateral walls.
Figure 4: Representative timber joints of IC — a) plain lap joints with nails; b, c) mortice and tenon joints con- necting the beam at the top of lunette with the arches and ribs; d) mortice and tenon joints connecting the pillars to the beams, notched joints and leathered connection of beams; e) mortice and tenon joint with pegs connecting the horizontal bracing to the pillars’ posts; and f) nailed connection of diagonals with pillar’s post. The arches forming the vault, the lunette’s ribs, the lunette’s arches and the domes’ ribs and rings are composed of two alignments of timber arc-shaped planks, which are connected together by means of plain lap joints with 4 wrought handmade nails (Fig. 4a).
Figure 4: Representative timber joints of IC — a) plain lap joints with nails; b, c) mortice and tenon joints con- necting the beam at the top of lunette with the arches and ribs; d) mortice and tenon joints connecting the pillars to the beams, notched joints and leathered connection of beams; e) mortice and tenon joint with pegs connecting the horizontal bracing to the pillars’ posts; and f) nailed connection of diagonals with pillar’s post. The arches forming the vault, the lunette’s ribs, the lunette’s arches and the domes’ ribs and rings are composed of two alignments of timber arc-shaped planks, which are connected together by means of plain lap joints with 4 wrought handmade nails (Fig. 4a).
Table 1: Mechanical parameters for material characterization of adobe and brickwork [based on ref. 9 and 10]. 3.2 Modelling of the timber framing
Table 1: Mechanical parameters for material characterization of adobe and brickwork [based on ref. 9 and 10]. 3.2 Modelling of the timber framing
Table 2: Mechanical properties for material characterization of the timber framing of IC [based on ref. 9].
Table 2: Mechanical properties for material characterization of the timber framing of IC [based on ref. 9].
Figure 5: Approach for the numerical modelling of the in-plane and out-of-plane response of planked arches. Sensitivity analysis with local models of IC were initially developed in order to identify the critical joints of the structure [11]. The following timber joints were identified as important and modelled in greater detail: i) nailed joints connecting toget her the planks of the arches; 11) mortice and tenon joints connecting the arches and lunette’s ribs with the beam at the top of lunette, the vault’s members with longitudinal beams and the pillars’ posts with longitudinal beams; 111) pegged mortice and tenon joints connecting the horizontal bracing with the pillars’ posts; and iv) nailed joints connecting the diagonal bracing wit ling approach for the in-plane and out-of-plane response of t Fig.5 and reported in [12]. h the pillars’ posts. The model- he planked arches is shown in
Figure 5: Approach for the numerical modelling of the in-plane and out-of-plane response of planked arches. Sensitivity analysis with local models of IC were initially developed in order to identify the critical joints of the structure [11]. The following timber joints were identified as important and modelled in greater detail: i) nailed joints connecting toget her the planks of the arches; 11) mortice and tenon joints connecting the arches and lunette’s ribs with the beam at the top of lunette, the vault’s members with longitudinal beams and the pillars’ posts with longitudinal beams; 111) pegged mortice and tenon joints connecting the horizontal bracing with the pillars’ posts; and iv) nailed joints connecting the diagonal bracing wit ling approach for the in-plane and out-of-plane response of t Fig.5 and reported in [12]. h the pillars’ posts. The model- he planked arches is shown in
Table 3: Experimental stiffness of the springs used to model the timber joints [based on ref. 9 and 13]. Mortice and tenon joints are simulated by releasing the degrees-of-freedom (DOF) corre- spondent to the rotation of the tenon around an axis parallel and perpendicular to the grain of the beam containing the mortices. Two elastic springs are then introduced between he timber members, one with the rotational stiffness of the joint parallel to grain and the other with the rotational stiffness of the joint perpendicular to grain, using the values of Table 3. T mortice and tenon joints are simulated by releasing the translation of the elements in tion of the centreline of the horizontal bracing and introducing a spring with the stif. he pegged the direc- fness indi- cated in Table 3. The nailed joints of the diagonals are simulated by releasing the in-plane rotation of the diagonal corresponding to the opening/closing of the connection, and introduc- ing a spring with the stiffness indicated in Table 3. These values of stiffness were o means of experimental work performed at PUCP [9]. Ty 1 ._ 4 fF 1 . Ff 5 4 . 1, v1 btained by 4
Table 3: Experimental stiffness of the springs used to model the timber joints [based on ref. 9 and 13]. Mortice and tenon joints are simulated by releasing the degrees-of-freedom (DOF) corre- spondent to the rotation of the tenon around an axis parallel and perpendicular to the grain of the beam containing the mortices. Two elastic springs are then introduced between he timber members, one with the rotational stiffness of the joint parallel to grain and the other with the rotational stiffness of the joint perpendicular to grain, using the values of Table 3. T mortice and tenon joints are simulated by releasing the translation of the elements in tion of the centreline of the horizontal bracing and introducing a spring with the stif. he pegged the direc- fness indi- cated in Table 3. The nailed joints of the diagonals are simulated by releasing the in-plane rotation of the diagonal corresponding to the opening/closing of the connection, and introduc- ing a spring with the stiffness indicated in Table 3. These values of stiffness were o means of experimental work performed at PUCP [9]. Ty 1 ._ 4 fF 1 . Ff 5 4 . 1, v1 btained by 4
Figure 6: Modal shapes of the Cathedral of Ica. Table 4: Natural frequencies and periods of the Cathedral of Ica.
Figure 6: Modal shapes of the Cathedral of Ica. Table 4: Natural frequencies and periods of the Cathedral of Ica.
Figure 7: Maximum principal stresses distribution in the walls and towers of IC after pushover analysis. The distribution of maximum principal stresses in the masonry walls and towers of IC is shown in Fig.7 for an equivalent acceleration of 0.3g applied in both the Y and X directions. Major cracking of the walls is due to out of plane bending rather than in plane shear. This is to be expected in long unrestrained adobe walls. Tension stresses are greater than the tension strength of the material at the following locations, which are marked in Fig.7: 1) connection of the base of the towers with the longitudinal walls; 2) lower part of the longitudinal masonry walls, near the interface of adobe with brickwork; 3) top corners of the fagade; and 4) connec- tion of the pediment with the fagade. These results well agree with the damage observed in IC after the 2007 Pisco Earthquake, which are illustrated in Fig 8.1 to 8.4.
Figure 7: Maximum principal stresses distribution in the walls and towers of IC after pushover analysis. The distribution of maximum principal stresses in the masonry walls and towers of IC is shown in Fig.7 for an equivalent acceleration of 0.3g applied in both the Y and X directions. Major cracking of the walls is due to out of plane bending rather than in plane shear. This is to be expected in long unrestrained adobe walls. Tension stresses are greater than the tension strength of the material at the following locations, which are marked in Fig.7: 1) connection of the base of the towers with the longitudinal walls; 2) lower part of the longitudinal masonry walls, near the interface of adobe with brickwork; 3) top corners of the fagade; and 4) connec- tion of the pediment with the fagade. These results well agree with the damage observed in IC after the 2007 Pisco Earthquake, which are illustrated in Fig 8.1 to 8.4.
Figure 8: Damage in the walls of IC after the 2007 Pisco earthquake.
Figure 8: Damage in the walls of IC after the 2007 Pisco earthquake.
Figure 9: Transversal displacement distribution (Y-direction) in IC after modal superposition analysis using a North-South response spectrum of the 2007 Pisco Earthquake. Response spectrum analyses with modal superposition are performed with the model of IC. Fig. 9 shows the transversal (Y-direction) displacement of the structure when the North-South response spectrum of the 2007 Pisco earthquake recorded in Ica [14] is applied in the trans- versal direction. The results show that the second bay counting from the central dome is the most vulnerable bay of the nave’s vault. A maximum displacement of 0.16m occurs in the beam at the top of lunette. This deformation is 14% greater than the displacement obtained when the timber framing is analysed as independent of the masonry walls. The connections at the top of lunette present the greatest deformation, which explains the failure of this connec- tion during the Pisco earthquake notwithstanding the fact that severe deterioration has sub- stantially decreased the shear strength of the beam. However the condition of other joints was equally poor but they did not fail. The displacement of the timber frames that support the vault is relatively modest when compared with the deformation of the vault. The bracing of the posts of the pillars and between pillars makes these frames much stiffer than the vault.
Figure 9: Transversal displacement distribution (Y-direction) in IC after modal superposition analysis using a North-South response spectrum of the 2007 Pisco Earthquake. Response spectrum analyses with modal superposition are performed with the model of IC. Fig. 9 shows the transversal (Y-direction) displacement of the structure when the North-South response spectrum of the 2007 Pisco earthquake recorded in Ica [14] is applied in the trans- versal direction. The results show that the second bay counting from the central dome is the most vulnerable bay of the nave’s vault. A maximum displacement of 0.16m occurs in the beam at the top of lunette. This deformation is 14% greater than the displacement obtained when the timber framing is analysed as independent of the masonry walls. The connections at the top of lunette present the greatest deformation, which explains the failure of this connec- tion during the Pisco earthquake notwithstanding the fact that severe deterioration has sub- stantially decreased the shear strength of the beam. However the condition of other joints was equally poor but they did not fail. The displacement of the timber frames that support the vault is relatively modest when compared with the deformation of the vault. The bracing of the posts of the pillars and between pillars makes these frames much stiffer than the vault.

Related papers

Assessment of the Seismic Vulnerability of Typical Mexican Colonial Churches

During the past two decades, it is growing the interest to study the seismic behavior of old masonry churches. The architectural heritage have been seriously damaged by the earthquake activity. The interest to preserve this kind of structures has motivated the development of novel specific methodologies of analysis and retrofitting, due to old masonry churches have a complex geometries and built with materials with highly nonlinear behavior. The out of plane failure of the façade is very common in many temples, principally in temples that have no towers attached, like the churches localized in many countries of Europe. However, in the old temples built in Mexico, the out-of-plane behavior is generally less important and is only regarded with the detachment of the façade from the nave, but without reach the collapse. To understand the reason that the out-of-plane behavior is less important in old Mexican temples, a study of the longitudinal seismic behavior of this kind of structures...

Analysis of the Structural Behavior of the Historical Constructions: Seismic Evaluation of the Cathedral of Valencia (Spain)

International Journal of Architectural Heritage, 2018

Analysis of the structural behaviour of the historical Constructions by the damage model through mechanical characterization of the material obtained by laboratory tests. This analysis has been particularly applied to the case historical construction of the Cathedral of Valencia (Spain), this is a representative example of Mediterranean Gothic with a structure formed by two sets of diaphragmatic walls, breaking with the Central European Gothic canons. In this research we have been conducted laboratory tests of samples taken from the masonry, in order to use these mechanical properties of the material nonlinear numerical models so that the results will allow an accurate calibration of material behaviour for both gravitational and seismic actions. The study carried out justifies the reasons of the differences between the Mediterranean Gothic and the traditional. The necessity of the walls continuity will be demonstrated by the flying buttresses that turn into authentic diaphragm walls.

A Model for the Structural and Seismic Assessment of the Mosque-Cathedral of Cordoba

Proceedings of the 8th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COMPDYN 2015)

Monumental heritage buildings were typically built without considering the seismic action. Therefore, they are potentially susceptible to seismic damage. The structural assessment and the vulnerability analysis of historical buildings is a complicated task. It requires a complex study and specialised technical skills. In order to gain some insight and to provide refined results, a model for the structural and the seismic performance of the Abd ´al-Rahman I sector of the Mosque-Cathedral of Cordoba (Spain) has been presented. The Mosque-Cathedral of Cordoba, its monumental core and its surroundings were included in the World Heritage List in 1984. Its structural system is based on parallel arcades and naves. It was started to be built in the 8 th century and it has been enlarged several times. This monumental building is located in a seismic area of the southern Iberian Peninsula, characterised by large/very large earthquakes of long-return periods. In this work, a novel 3D model has been developed based on the finite element (FE) method in the OpenSees framework. The model has been elaborated through the analysis of historical data and in situ verifications. An experimental campaign has been carried out to calibrate the numerical model. Gravitational and horizontal nonlinear static analyses have been performed to determine the structural and the seismic capacity of the structure. The results have shown that the building presents the worst seismic behaviour in the direction perpendicular to the arcades. This study represents a pioneer experiment concerning the structural and seismic analysis of this building.

SEISMIC VULNERABILITY ASSESSMENT OF A 17th CENTURY ADOBE CHURCH IN THE PERUVIAN ANDES

International Journal of Architectural Heritage, 2018

A large part of Peruvian heritage corresponds to Colonial Andean churches, which are economically and culturally essential for the development of several villages. Particularly, adobe churches are very vulnerable to earthquakes due to the brittle material behavior, the weak connections, and the absence of a rigid diaphragm. This article aims at performing the seismic vulnerability assessment of an adobe heritage church: "Virgen de la Asuncion" of Sacsamarca located in the province of Ayacucho in the Andean region of Peru; using a rapid screening method and a more complex numerical analysis. First, the damage survey was carried out through visual inspection and infrared thermography, while the material characterization was performed by applying flat-jack tests. Later, the seismic vulnerability assessment was carried out in two stages. The first was based on simplified criteria for masonry structures, and the other on a pushover analysis of global performance. From this evaluation, it was possible to conclude that the church is indeed vulnerable to Peruvian seismic demands.

Preliminary Assessment on Seismic Vulnerability of Masonry Churches in Central Chile

International Journal of Architectural Heritage, 2019

The 2010 Maule Chile earthquake (Mw 8.8) caused extensive structural damage to the built heritage. In particular, the poor seismic performance of a set of unreinforced masonry (URM) churches highlighted the need to implement protective and safety strategies in order to preserve these buildings which exhibit unique constructive and typological features, as a result of a combination of Chilean and European construction cultures. The peculiarity of this heritage and the high seismic hazard of Chilean territory have motivated the present study which aims to apply systematic procedures to assess the seismic vulnerability of these buildings. This article is of archival nature and presents a complete database generated from the geometrical, constructive, and structural characteristics of a representative stock of 106 churches located in central Chile, with the goal of proposing fragility curves to be used in seismic risk assessment. Considering variables related with geometrical, architectonic, and stylistic features, as well as damage levels for the 2010 Maule earthquake, this church sample is classified into three homogenous groups: colonial, neo-classic, and neo-gothic. Moreover, a preliminary qualitative assessment of the seismic capacity of these structures is provided using a survey and analysis of geometric indices for each of the three selected groups.

Preliminary Seismic Analysis and Strengthening Proposals of Two Churches in Azores

2005

This paper covers the seismic behaviour modelling and numerical analysis of two church structures on Pico Island, Azores, affected by the Faial earthquake on July 9, 1998. The observed damages are first described and some modelling options for the analysis are discussed, particularly in what concerns the way of including the roof as a means of bracing the bearing walls. Frequencies and vibration modes are analysed and discussed for the different types of modelling. Seismic calculations are performed considering the actually recorded accelerograms of that earthquake, and the obtained results are compared with the observed structural damages, in order to propose suitable strengthening techniques based on a better understanding of the structural aspects most directly responsible for the damages. In this context, analysis and discussion are included concerning the influence of modelling type on the peak principal stresses and their zones of occurrence. By comparing those results with the actual damages, it is possible to assess the realism of the modelling hypotheses and then infer which one is most suitable. Based on those conclusions, some strategies are proposed to rehabilitate and strengthen the two churches' structures.

Detailed and simplified non-linear models for timber-framed masonry structures

Journal of Cultural Heritage

The need for improved methodologies to describe the post-elastic behaviour of existing structures in the framework of seismic vulnerability assessment has long been recognised. The study presented herein deals with the non-linear seismic response of timber-framed (T-F) masonry structures, such as those found in traditional edifices of cultural heritage. T-F masonry generally consists of masonry walls reinforced with timber elements, including horizontal and vertical elements, as well as X-type diagonal braces. Since the Bronze Age T-F buildings were common in regions where moderate to strong earthquakes were frequent. There is ample historical evidence that the embodiment of timber elements in masonry walls is closely related to earthquakes. The paper focuses on the description of the seismic response of T-F structures by means of a detailed analytical model. Although elastic analysis can adequately identify regions with high stresses, it fails to capture the redistribution of stresses and the ensuing failure mechanism. The simulation of T-F *Manuscript masonry is made here using a plasticity model. Nonlinear laws for the materials, such as a trilinear stress-strain curve for monotonic loading of timber and a Mohr-Coulomb contact law for wooden members, are used to express their behaviour under moderate and high stress levels. An associated flow rule is assumed and Hill's yield criterion is adopted with isotropic work-hardening. Masonry infills are not included in the model due to their insignificant contribution after the initial elastic stage of the response. The proposed finite element model is intended for a detailed non-linear static analysis of parts of a building. A simplified model using beam and link elements with non-linear axial springs is also developed, which is appropriate for 2-D non-linear analysis of common buildings. Both models are validated using experimental results of three T-F masonry walls obtained from the literature. Finally a non-linear static analysis of the façade of an existing building situated in the island of Lefkas, Greece is performed.

Analysis of seismic design criteria of Santo Domingo Church, a Colonial Heritage of Santiago, Chile

Revista de la construcción, 2017

Santo Domingo church is analyzed as part of a broader research with the goal of reporting earthquake-resistant features in the masonry architectural heritage of the historic center of Santiago, Chile. Considering that Chile is one of the most seismic countries in the world, it is interesting how some historic buildings built between the XVI and the XVIII century still remain, despite construction with vulnerable building techniques such as unreinforced masonry. Among those buildings, Santo Domingo church is the only one built in stone ashlar and one of the few that has never suffered strong structural damages after earthquakes. Built between 1747 and 1771, this church has withstood around 11 earthquakes of magnitude over 7 without serious mechanical failures. Constructive and structural characteristics of Santo Domingo Church are assessed through historical research, field analysis and tests, damage assessments and finite element analysis. This analysis identifies early earthquake-resistant design criteria of the church, and determines vulnerable areas and their behavior during the last seismic events.

Modelling and analysis of a basilica under earthquake loading

Journal of Cultural Heritage, 2003

In this paper a basilica-type church is analysed in order to assess its structural behaviour and seismic vulnerability. For this purpose, an effective two-step procedure has been used, consisting of: (a) 3D static and dynamic linear analyses of the structural complex, and (b) 2D nonlinear push-over analysis of the single macro-elements. The results obtained through push-over analyses have been compared to the collapse loads derived from limit analysis, proving the ability of finite element (F.E.) nonlinear model to provide reliable simulation of the actual response of masonry elements. Then, the strength demand on each single structural macro-elements, resulting from the 3D linear analyses, has been compared to the macro-element ultimate strength capacity. The comparison demand vs. capacity has been carried out for all transversal and longitudinal macro-elements of the church, allowing a direct, though approximate, assessment of the seismic safety level of the church. The comparison demand vs. capacity confirms the susceptibility of this type of buildings to extensive damage and possibly to collapse, as frequently observed. The insertion of rigid diaphragms, which represents a widely used retrofit technique, has also been investigated; such intervention triggers concentration of strength demand in the stiffest macro-elements, so that the seismic capacity of the building is not necessarily increased.

Damage and performance evaluation of masonry churches in the 2009 L’Aquila earthquake

Engineering Failure Analysis, 2013

The seismic behaviour of masonry churches damaged during the 2009 L'Aquila earthquake is studied in this paper. Four important basilicas are considered in order to derive general conclusions from the damage assessment and the performance analysis. As a general result of the comparison between the post-earthquake survey activity and the structural analyses the possibility of evaluating the seismic safety of churches, and therefore of avoiding destructive damage by means of the design and application of appropriate retrofit interventions, is confirmed.

Loading...

Loading Preview

Sorry, preview is currently unavailable. You can download the paper by clicking the button above.

References (14)

  1. P.A. Hurtado Valdez, Bovedas encamonadas: origin, evolucion, geometria y construccion entre los siglos XVII y XVIII en el Virreinato de Peru, PhD thesis, Universidad Politécnica de Madrid, Madrid, Spain, 2011.
  2. M.I. Gomez Sanchez, Las estructuras de madera en los tratados de arquitectura (1500-1810). AITIM, 2006.
  3. R. Proaño, H. Scaletti, C. Zavala, J. Olarte, L. Quiroz, M. Castro Cuba, F. Lazares, M. Rodri- guez, Seismic vulnerability of Lima Cathedral, Peru. Proceedings of the Conferencia Internacional en Ingenieria Sísmica, Universidad Nacional de Ingeniería, Centro Peruano Japonés de Investigaciones Sísmicas y Mitigación de Desastres, Lima, 2007.
  4. P.H. Tsai, D. D'Ayala, Performance-based seismic assessment method for Taiwanese historic Dieh-Dou timber structures. Earthquake Engineering & Structural Dynamics, 40(7), 709-729, 2011
  5. M.A. Parisi, M. Piazza, Seismic behaviour and retrofitting of joints in traditional timber roof structures. Soil Dynamics and Earthquake Engineering, 22, 1183-119, 2002.
  6. EN 1996-1-1:2005 Eurocode 6 -Design of masonry structures. Part 1-1: general rules for reinforced and unreinforced masonry structures, 2005.
  7. C. Cancino, S. Lardinois, D. D'Ayala, C. Fonseca Ferreira, D.D. Torrealva, E.M Vicente, L. Villacorta Santamato, Seismic Retrofitting Project: assessment of prototype buildings. Vol. 1-2. The Getty Conservation Institute, Los Angeles, 2012.
  8. D.C. Drucker, W. Prager, Solid mechanics and plastic analysis or limit design. Quarterly of Ap- plied Mathematics, Vol.10. Providence: American Mathematical Society, 157-165, 1952.
  9. D. Torrealva, E. Vicente, Testing results. Seismic Retrofitting Project in Peru Internal Report, Pontificia Universidad Católica del Perú, Lima, 2013.
  10. E.020, Norma técnica de edificación. ICG -Instituto de la Construcción y Gerencia, 2006.
  11. C. Fonseca Ferreira, D. D'Ayala, Numerical modelling and structural analysis of historical ec- clesiastical buildings in Peru for seismic retrofitting. Proceedings of the SAHC2012: 8th Inter- national Conference on Structural Analysis of Historical Constructions, Poland, 2012.
  12. C. Fonseca Ferreira, D. D'Ayala, J.L. Fernandez-Cabo, R. Diez-Barra, Numerical modelling of historic vaulted timber structures. Advanced Materials Research, Structural Health Assessment of Timber Structures, Trans Tech Publications, 517-525, 2013.
  13. J.L. Fernandez-Cabo, M. Arce-Blanco, R. Diez-Barra, P.A. Hurtado-Valdez, Theoretical and experimental structural studies of historical Latin-American laminated planked timber arches. Proceedings of the 12 th World Conference on Timber Engineering, Auckland, NZ, 2012.
  14. H. Tavera, I. Bernal, F.O. Strasser, M.C. Arango-Gaviria, J.E. Alarcón, J.J. Bommer, Ground motions observed during the 15 August 2007 Pisco, Peru, earthquake. Bulletin of Earthquake Engineering, 7(1), 71-111, 2009.

Related papers

Structural Modelling and Seismic Assessment of The St. Peter Apostle Church of Andahuaylillas in Cusco, Peru

The Saint Peter Apostle church of Andahuaylillas, in Cusco, is an emblematic example of a large number of early colonial adobe churches in Peru. The church is comprised of a main nave, six chapels and a bell tower, and features a typical 'par y nudillo' roof system. Although this monument is considered to be one of the most important churches due to its historical, architectural and artistic features, the investigation of its seismic behavior has received almost no attention even though the church is located in a high seismicity zone. This paper presents a study on the structural modeling and the seismic assessment of the Andahuaylillas church. The research is based on in-situ operational modal analysis (OMA) tests and subsequent numerical modeling. Finite element (FE) models of the church developed in DIANA and Abaqus/CAE, were calibrated through a sensitivity analysis, to approximate experimental frequencies and mode shapes. A damage plasticity model of adobe masonry was adopted for the non-linear FE analysis in Abaqus/CAE to evaluate the overall response of the church due to non-linear static (pushover) and dynamic (base motion ground acceleration) loading conditions. The pushover tests confirm the weakness in tension of the wall connections, and the concomitant onset of separation and independent behavior of structural parts of the church. In addition, the dynamic tests indicate the vulnerability in tension of the bell tower, the triumphal arch and the wall connections to continued ground motions.

Implicit and Explicit Transient Structural Analysis of Ancient Masonry Churches in Southern Mexico Under Earthquake Loading

2014

The earthquake response of cultural heritage masonry churches located in the south of Mexico has been object of ongoing research during the last two decades. This paper aims to complement the research efforts made in order to understand and prevent the collapse mechanisms of ancient churches during seismic events. The paper presents a case study of the assessment of the seismic performance of a small and a large scale masonry church. The main objectives of the paper are (1) to develop computer models that represent the actual structural response with reasonable accuracy, (2) to verify the computer models by means of a comparison against their experimental and empirical counterpart, and (3) to define a frequency versus damage state relationship for condition monitoring. In order to achieve such objectives, an approach based on the formulation of computer models of the ancient churches is presented. Assessment of the seismic response is conducted by means of computer-aided techniques ...

Nonlinear finite element evaluation of the structural response to lateral accelerations of the adobe church of Andahuaylillas, Peru

Proceedings of the Second International Conference on Performance-based and Life-cycle Structural Engineering (PLSE 2015), 2015

The Saint Peter Apostle church of Andahuaylillas was built at the early 17 th Century and is a representative example of colonial adobe churches in the Andes. Although it has been subjected to constant aesthetic restoration in the recent years, a complete study of its seismic behavior is needed due to the brittle condition of its structural system (composed by a unfired-clay-bricks and earthen mortar known as adobe masonry) and its location in a region with high seismic hazard. This work is part of the integral seismic assessment of the building and focuses on the seismic evaluation of the triumphal arch by means of a static nonlinear analysis. For this purpose, nonlinear finite element (FE) models of the arch were implemented in Abaqus/CAE Explicit and TNO Diana considering a damage-plasticity formulation and a total-strain crack constitutive relationship, respectively, for representing the adobe quasi-brittle behavior. Following an analysis approach simulating up to complete structural collapse, the FE models were used to identify the critical accelerations leading to collapse and the damage patterns. A sensitivity analysis was also carried out considering different material properties for determining the influence of these parameters in the lateral capacity of the studied sub-structure. In addition, different geometrical conditions were considered to increase the capacity of the triumphal arch. Removing the window openings from sidewalls provided more capacity and different crack patterns. Heightening the sidewalls also had a significant influence on capacity.

Modelling and analysis of a Romanesque church under earthquake loading: Assessment of seismic resistance

Engineering Structures, 2008

In this paper a Romanesque masonry church is analysed in order to assess its structural behaviour and its seismic vulnerability with respect to the actual state of conservation. Starting from a specific case study, a contribution to the issue of modelling and analysis of monumental masonry buildings under seismic action is provided. A finite element methodology for the static and dynamic nonlinear analysis of historical masonry structures is described and applied to the case study. A quasi-static approach (the seismic coefficient method) for the evaluation of the seismic loads has been used (as indeed is common in many analyses of the seismic behaviour of masonry structures). The comparison demand vs. capacity confirms the susceptibility of this type of building to extensive damage and possibly to collapse, as frequently observed. Moreover the actual efficiency of current techniques for repairing and strengthening are analyzed in order to evaluate their benefits. The analysis of repairing and strengthening techniques show the effectiveness of the usual structural reinforcement in terms of increased seismic capacity. The paper advocates that significant information can be obtained from advanced numerical analysis, namely with respect to the understanding of existing damage and to the minimum and adequate design of strengthening. A clear understanding of the structural behaviour and reliable strengthening, based on sophisticated tools of structural analysis, can therefore reduce the extent of the remedial measures in the restoration of ancient structures.

Behaviour And Modelling Of Masonry ChurchBuildings In Seismic Regions

WIT Transactions on the Built Environment, 1970

In this paper a church building characterised by a basilica plan is investigated for deriving indications on its vulnerability to seismic actions. Linear analysis of the fiill 3D model of the complex structural system is carried out through FEM in the static and dynamic case. The results of the analysis in terms of elastic demand on the different 2D elements identified in the 3D model and constituting the church are then compared to the ultimate capacity of the single 2D elements. The effect of a frequently used upgrading procedure consisting in the insertion of rigid diaphragms at different levels is also investigated. The results of the study, applicable to this specific case study, but somehow extendable to other basilica type churches characterised by similar global structural properties, confirm the susceptibility of these buildings to extensive damage and possibly to collapse, and therefore the need of upgrading interventions. The insertion of rigid diaphragms has not proved t...

Numerical Simulation of the Seismic Response of a Mexican Colonial Model Temple Tested in a Shaking Table

With the main objective of providing basic information for calibration of analytical models and procedures for determining seismic response of historic stone masonry buildings, a shaking table testing program was undertaken at the Institute of Engineering of UNAM. A typical colonial temple was chosen as a prototype. The model was built at a 1:8 geometric scale. Increasing levels of seismic intensities were applied to the table. Main features of the measured response are compared in this paper to those computed though a nonlinear, finite element model; for the latter, a constitutive law corresponding to plain concrete was adopted for reproducing cracking and crushing of the irregular stone masonry, which could be considered as a conglomerate with low anisotropy. From the results of the analytical models, it was found that response is strongly governed by damping coefficient and tensile strength of masonry. Measured damping coefficients were found to significantly exceed those commonl...

Modelling methods of historic masonry buildings under seismic excitation

Journal of Seismology, 2006

Historic masonry buildings in seismically active regions are severely damaged by earthquakes, since they certainly have not been explicitly designed by the original builders to withstand seismic effects, at least not in a 'scientific' way from today's point of view. The assessment of their seismic safety is an important first step in planning the appropriate interventions for improving their pertinent resistance. This paper presents a procedure for assessing the seismic safety of historic masonry buildings based on measurements of their natural frequencies and numerical simulations. The modelling of the brittle nonlinear behaviour of masonry is carried out on the macro-level. As an example, a recently completed investigation of the seismic behaviour of the Aachen Cathedral is given, this being the first German cultural monument to be included in the UNESCO cultural heritage list in 1978. Its construction goes back to the 9th century and it is considered as one of the finest examples of religious architecture in Central Europe. The investigation is based on measurements of the natural frequencies at different positions and numerical simulations using a detailed finite element model of the Cathedral.

Seismic Behavior of Mexican Colonial Churches

International Journal of Architectural Heritage, 2015

During the past two decades, it is growing the interest to study the seismic behavior of old masonry churches in Latin America. The architectural heritage has been seriously damaged by the earthquake activity. The interest to preserve this kind of structures has motivated the study of their dynamical behavior and their seismic vulnerability. The out-of-plane failure of the façade is a frequently damage pattern International Journal of Architectural Heritage A c c e p t e d M a n u s c r i p t Seismic behavior of Mexican colonial churches F. Peña & M. Chávez 2 after strong seismic events in many churches, principally in churches with a gable roof like many churches in Europe. However, in the old masonry churches built in Latin-America and especially in Mexico, the out-of-plane behavior is generally less important and is only regarded with the detachment of the façade from the nave, but without reach the collapse. To understand the reason that the out-of-plane behavior is less important in old Mexican churches, a study of the seismic behavior of this kind of structures was performed. A typical Mexican colonial church was analyzed under different assumptions. It was concluded that the use of masonry vault system, instead of wooden roof helps to reduce the out-of-plane failure of the façade. As well as the towers provide a constraint that reduces the movement out-of-plane, but also increase the in-plane actions, and are also committed themselves to a combined bending and torsion stress.

Proposal for structural evaluation of historical churches at Lima, Peru

International Journal of Safety and Security Engineering, 2018

The historic centre of Lima city, the capital of Peru, was declared a World Heritage Site in 1988 by UNESCO. The high concentration of historic monuments constructed at the time of the Spanish presence and at the beginning of the Republican era, contributes to originality and historic value of the site. Churches or convents are included in this area, and according to a list of Ministry of Culture of Peru there are 50 places considered religious monuments. As a contribution to improve urban security and safety against earthquakes, in this study, a procedure to investigate the seismic vulnerability of these churches is discussed. First, a general diagnosis of problems concerning the city and its buildings is proposed. Then a survey for preliminary evaluation of the structural condition of churches structures is planned. This evaluation of the seismic vulnerability of historic churches at the historic centre of Lima represents the basic study that is necessary to initiate detailed investigation for the preservation and conservation of these historic buildings. The study intends to establish a general guideline for vulnerability evaluation of historic churches Lima Heritage Site and it could be applied to the evaluation of other historic cities of Peru.

Academia
Academia
580 California St., Suite 400
San Francisco, CA, 94104
© 2025 Academia. All rights reserved
[8]ページ先頭
©2009-2025 Movatter.jp