Fig 2 - uploaded by Massimiliano Pieraccini
Content may be subject to copyright.
On the left: scheme of the 10 horizontal sections, drawn on the front facing Piazza del Campo. On the top right, plan with the local reference system chosen to analyze the relative displacements of the geometric center. On the lower right the graph of displacements of the geometric center with height of the sections at different levels.
Source publication
The paper presents a synergic and multidisciplinary approach where laser scanner survey, radar interfer-ometric monitoring and finite element (FE) numerical modelling are used for expeditious and no-contact dynamic identification of monumental masonry towers. The methodology is applied to a real case of great historical interest: the "Torre del Man...
Contexts in source publication
Context 1
... the base as the soil-structure interaction was considered not significant for the analysis herein developed. Mechanical parameters of the numerical model (mainly the elastic modulus) were parametrically identified in order to com- pare the dynamic simulation with the results of the dynamic measurement experimental campaign according to a procedure also adopted by other authors [19,20] but based on the results of a traditional investigation (i.e. full topographic survey and comparison with the results of accelerometer acquisitions). In particular, to take into account the dynamic effects, the elastic modulus of the masonry materials was varied within an admissible range until the first experimental frequency was reproduced. It is notewor- thy to outline that, due to large number of uncertainties affecting the material parameters (mainly their spatial distribution and the masonry multi-leaf internal texture), the assessment procedure herein followed was mainly devoted to match the first experimental modal frequency. Based on this approach the mean elastic modulus was estimated about 2400 N/mm 2 , which is closer to values already utilized in other works [5] [21]. The Poisson’s ratio was assumed equal to 0.2; however by varying this value to 0 or 0.49 no change appeared in the mode shape, and the corresponding frequency variation was less than 1%, well below the uncertainty level. Specific weight of the material (masonry brick) was assumed equal to about 1500 kg/m 3 . Fig. 8 shows the first three numerical modal shaped of the Tower. The first two are bending mode along (approximately) the two main directions of the tower. The third is again a bending one, but is a superior mode. The first bending mode involves translation mainly in the Y-direction (direction North/East-South/West in Fig. 2) while the second one involves translation in the X-direction (direction North/West-South/East in Fig. 2) with a component of translation also in the Y direction as shown in Fig. 9, where are plotted the results as obtained (output) with the numerical model of the tower. Despite the symmetry of the section of the tower (the section is approximately a square section whose dimension are about 7.0 × 7.1 m with the sustaining walls, with an even thickness of about 2.2 m) the slight asymmetries introduced by the connection with the neighbor Town Hall originates a small difference in the first two frequencies. Numerical frequencies are reported in Table 1 where they are compared with the experimental ones. It is possible to observe that the numerical model substantially confirms the experimental values with respect to the first, third and fourth frequency but it remains uncertain the assessment of the second frequency, experimentally positioned at 0.39 Hz. This difference may be due to different factors, but ...
Context 2
... the base as the soil-structure interaction was considered not significant for the analysis herein developed. Mechanical parameters of the numerical model (mainly the elastic modulus) were parametrically identified in order to com- pare the dynamic simulation with the results of the dynamic measurement experimental campaign according to a procedure also adopted by other authors [19,20] but based on the results of a traditional investigation (i.e. full topographic survey and comparison with the results of accelerometer acquisitions). In particular, to take into account the dynamic effects, the elastic modulus of the masonry materials was varied within an admissible range until the first experimental frequency was reproduced. It is notewor- thy to outline that, due to large number of uncertainties affecting the material parameters (mainly their spatial distribution and the masonry multi-leaf internal texture), the assessment procedure herein followed was mainly devoted to match the first experimental modal frequency. Based on this approach the mean elastic modulus was estimated about 2400 N/mm 2 , which is closer to values already utilized in other works [5] [21]. The Poisson’s ratio was assumed equal to 0.2; however by varying this value to 0 or 0.49 no change appeared in the mode shape, and the corresponding frequency variation was less than 1%, well below the uncertainty level. Specific weight of the material (masonry brick) was assumed equal to about 1500 kg/m 3 . Fig. 8 shows the first three numerical modal shaped of the Tower. The first two are bending mode along (approximately) the two main directions of the tower. The third is again a bending one, but is a superior mode. The first bending mode involves translation mainly in the Y-direction (direction North/East-South/West in Fig. 2) while the second one involves translation in the X-direction (direction North/West-South/East in Fig. 2) with a component of translation also in the Y direction as shown in Fig. 9, where are plotted the results as obtained (output) with the numerical model of the tower. Despite the symmetry of the section of the tower (the section is approximately a square section whose dimension are about 7.0 × 7.1 m with the sustaining walls, with an even thickness of about 2.2 m) the slight asymmetries introduced by the connection with the neighbor Town Hall originates a small difference in the first two frequencies. Numerical frequencies are reported in Table 1 where they are compared with the experimental ones. It is possible to observe that the numerical model substantially confirms the experimental values with respect to the first, third and fourth frequency but it remains uncertain the assessment of the second frequency, experimentally positioned at 0.39 Hz. This difference may be due to different factors, but ...
Context 3
... on this background, the paper proposes a synergic and multidisciplinary approach composed of laser scanner survey, radar interferometric monitoring and FE numerical modeling for expeditious and no-contact dynamic identification of monumental towers. The methodology is applied to a real case of great historical interest: the “Torre del Mangia” (Mangia’s tower) in Siena (Italy). The paper is organized as follows: in section 2 the main historical and architectonical features of the tower are briefly sketched. In section 3 the laser scanning survey together with the main results is reported, while the experimental dynamic investigation by means of the interferometer radar is described in section 4. Next section 5, finally, describes the identified FE model employed to interpret the results of the experimental investigation and to assess the actual dynamic behavior of the tower. The Mangia’s tower in Siena is famous all over the world together with the shell-shaped square (named “Piazza del Campo”) in front of it. The tower’s curious name comes from the nickname of the first bell-ringer. It is one of the tallest Italian medieval towers, about 88 m height from the ground level on the northern corner, and it has a square section of about 7 m. The tower is substantially a masonry structure with a belfry in white travertine. Over the belfry a metallic structure supports the huge bell named “Campanone” (Big bell). Light rods bring the overall height of the tower up to about 102 m. The technical and executive plan of the tower is attributed to Muccio and Francesco di Rinaldo, masters from Perugia, but there is no definite information about neither the construction stages nor their chronology. What is certain is that the laying of the founda- tion stones took place in 1325, simultaneously at the beginning of the last enlargement phase of the Palace, and it is assumed that the travertine crowning dates back to 1348 [12], at the end of construction works. The tower and the Palace became a model for the later civic buildings, marking the transition from the fortress to the palace; therefore they play a very important role in the history of architecture [13]. During its life, some restoration and maintenance interventions were carried out in order to fix the damages caused by lightning and fires. However, the tower seems to have stood up well over the centuries, even against a disastrous earthquake that hit Siena in 1798, which did not cause substantial damages to the structure. The survey of the tower was carried out through Terrestrial Laser Scanning (TLS) techniques. Three-dimensional scanning techniques combine accuracy and sampling density. This allows the creation of a three-dimensional database from which the needed information can be extracted [14–16]. The tower’s geometry and its position within the historical center required special attentions. The most critical aspect is related to the tower’s height and to the non-availability of enough ele- vated accessible places from which data could be acquired. The tower’s sides overlooking the market square and the City Hall are within the buildings up to about 20 m in height while the visible part is about 68 m high. The other two tower’s sides are outside the buildings and they are about 88 m high (towards Piazza del Campo and via Salicotto). These conditions led to use two different instruments: a phase-based scanner (Leica HDS6000) for the lower sides and a pulse-based scanner (RIEGL LMS-Z420i) for the taller ones (Fig. 1). The range of the first is not enough to reach the top of the higher sides, but the later has lower resolution. The phase-based scanner has a nominal accuracy on positioning of ± 10 mm (up to 50 m distance, 1sigma) and sampling density of about 1.5 cm (at 100 m distance). The pulse-based scanner has a nominal accuracy on positioning ranging from ± 5 mm to ± 10 mm ( ± 20 ppm up to 100 m distance) while the sampling density is about 5 cm (at 100 m distance). Data have been referred to a local reference system determined by a topographic network. The alignment was solved at first with an automatic procedure using topographic targets as reference points. After that, an ICP algorithm was performed to add constraints between scans couples. The root mean square error of the alignment is lower than 1 cm. The overlapping percentage between point clouds is dependent on the scan positions, as we can identify two groups of point clouds–the one in the square and the one on the reverse side of the tower. The overlapping percentage is about 70% between scans belonging to the same group. We made this choice in order to guarantee the completeness of data and to reduce lacks of information. The overlapping between the two data sets is whereas about 10%. This difference is due to the conformation of the site. A first analysis of the fronts showed that the exterior surfaces are out of plumb and the tower is tilted towards North. These preliminary results had led to perform more detailed analyses. From the 3D points model of the tower’s upper part — located on top of the building — ten horizontal sections were extracted from every 4 m vertical distance. Once imported into a CAD-software, maintaining their referencing, the geometric center of each one was positioned, in order to observe its relative displacement between different levels. The obtained graph is shown on Fig. 2. The detected out-of-plumb, although interesting from a geometrical point of view, is very small: 18 cm in the North/East-South/West direction, 8 cm in the North/West-South/East direction. This corresponds to about 0.31 ◦ that, taking into account the aim of the structural analyses herein developed, can be considered as not significant. Nevertheless the possibility to have instruments that expeditiously and precisely allow for the correct evaluation of the actual tilt of such typology of structures can be very important in those cases where it becomes significant from a structural point of view. In order to detect the dynamic characteristics of the tower under environmental loads (mainly a light wind as downtown is closed to vehicular traffic), a radar survey was planned in May 2012 to record ambient vibrations. The measurements were carried out by placing the radar in Piazza del Campo, facing the Mangia’s Tower, at the three positions indicated with the letters A, B, C in Fig. 3. The aim of the measurement is to observe the movement of the structure at several heights, along both the direction orthogonal to the faces of the structure and one of the two diagonals. Each measurement position provides information about a projection of the real movement and by combining all information an estimate of the mode shape and the direction of the movement at each resonance frequency can be obtained. As measurements from different points of view were carried out at different times, possible changes on the environmental conditions (noise sources, weather ...
Context 4
... the tower's upper part -located on top of the building -ten horizontal sections were extracted from every 4 m vertical distance. Once imported into a CAD-software, maintaining their referencing, the geometric center of each one was positioned, in order to observe its relative displacement between different levels. The obtained graph is shown on Fig. 2. The detected out-of-plumb, although interesting from a geometrical point of view, is very small: 18 cm in the North/East-South/West direction, 8 cm in the North/West-South/East direction. This corresponds to about 0.31 • that, taking into account the aim of the structural analyses herein developed, can be considered as not ...
Context 5
... to about 1500 kg/m 3 . Fig. 8 shows the first three numerical modal shaped of the Tower. The first two are bending mode along (approximately) the two main directions of the tower. The third is again a bending one, but is a superior mode. The first bending mode involves transla- tion mainly in the Y-direction (direction North/East-South/West in Fig. 2) while the second one involves translation in the X-direction (direction North/West-South/East in Fig. 2) with a component of translation also in the Y direction as shown in Fig. 9, where are plotted the results as obtained (output) with the numerical model of the ...
Context 6
... are bending mode along (approximately) the two main directions of the tower. The third is again a bending one, but is a superior mode. The first bending mode involves transla- tion mainly in the Y-direction (direction North/East-South/West in Fig. 2) while the second one involves translation in the X-direction (direction North/West-South/East in Fig. 2) with a component of translation also in the Y direction as shown in Fig. 9, where are plotted the results as obtained (output) with the numerical model of the ...
Similar publications
Europe’s cultural heritage is a rich and diverse legacy that shows evolution through many centuries of history. The Mediterranean landscape is the result of a long process of human activity in the physical environment, which makes the cultural landscape concept remarkable. Despite its growing interest, most cases are still exposed to different type...
The primary objective of this research is to literately identified factor influence directly and indirectly in a decision made by the organisation in the heritage building. The preliminary finding from the literature review revealed ten key factors that can be considered to enhance the quality of the decision making by the relevant organisation whi...
Citations
... On the other hand, FE method ensures the planning and executing of restoration and conservation projects by providing valuable insights into the structural and material aspects of cultural heritage and long-term protection. As a matter of fact, there are many studies in the literature where the FE method is used for different purposes in historical heritage area [7][8][9][10][11][12][13][14][15]. ...
This paper offers a structural assessment of the historical Santa Maria Church and its Guesthouse building in Trabzon, Turkey. This process involves non-destructive experimental investigation using ambient vibration test and numerical evaluation using finite element method. Finite element model updating procedure was employed for the buildings using experimental data such as dynamic features provided by the ambient vibration test. Time-history analyses were carried out by using initial and final finite element models to draw attention to the effectiveness of the finite element model updating procedure and evaluate the seismic performance. The 1992 Erzincan earthquake ground motion data was used for seismic analysis. The ground motion was exposed to buildings in bidirectional. The maximum displacements and principal stresses are detailed at the end of the analysis using contour diagrams. Result of the analyses, the buildings demonstrated a Limited Damage Performance Level throughout the imposed seismic record according to the Earthquake Risk Management Guide for Historical Structures which is a formal guide.
... This trend can be reconducted not only to the need to preserve these old structures but also to the simplicity of the geometrical shape-dominated by the vertical dimension and several symmetries, which translates into quick experimental testing and straightforward modeling and analysis of the structural behavior. Measurements of environmental vibrations carried out on towers have been employed for dynamic investigations and structural identification purposes [17,18] often addressed to the dynamic calibration of highfidelity computational models [19][20][21][22], as well as to study the soil-structure interaction phenomena [23] or the efficacy of retrofitting interventions [24] and, more recently, for the continuous health monitoring and damage identification through permanent monitoring [25,26]. ...
Post-earthquake damage surveys systematically highlight the seismic vulnerability of monumental structures, calling for simple assessment procedures to address the design of effective retrofitting interventions. The structural complexity characterizing monumental structures, however, makes a reliable prediction of their seismic response a relevant challenge of engineering interest. Ambient vibration tests (AVTs) provide valuable support to achieve such a task, improving the knowledge of the actual dynamic behavior of the structure and, consequently, the reliability of the seismic assessment. In this context, the paper illustrates the integration of AVTs outcomes with the evaluation of the seismic performance of historic masonry structures by presenting the comprehensive application to a case study, the bell tower of the Saint Lawrence’s Cathedral in Genoa, Italy. The research combines the assessment of the global seismic response of the tower, investigated through a simplified mechanical model, with the local verification of the pinnacles placed at its top, referring to a displacement-based approach on a macro-block model. An extensive ambient vibrations measurement campaign carried out in May 2020 allowed for a comprehensive operational identification of the bell tower and its pinnacles, clarifying the ongoing dynamic interaction with the main body of the church. This valuable information was successfully employed, first, to accurately reproduce the actual constraint conditions induced by the church on the bell tower, a determining factor in the modeling of its global seismic response and, second, to reliably quantify the seismic amplification caused by the tower filtering effect to be used as the seismic input for the local verification of the pinnacles.
... Such systems offer the opportunity to acquire large masses of metric data with millimetric measurement reliability, and they can be calibrated to focus the object of research on the morphological variation properties of structural surfaces (Fortunato et al., 2017). In particular, with the application of digital surveying techniques aimed at defining reliable 3D models, specific functional workflows for documenting static behaviours can be identified and associated with non-invasive survey procedures (Meier & Will, 2007), allowing for the mobilisation of expeditious in-situ monitoring actions also in emergency contexts (Pieraccini et al., 2014;Chiabrando et al., 2017). ...
Close-range 3D digital survey methods (e.g., terrestrial laser scanning, photogrammetry) offer the opportunity to collect a wide amount of morpho-metric data on Built Heritage without invasive actions. Their detection ensures a high level of detail, till to permit the analysis of the shapes of single constructive components and masonries including the signs and variations derived from damage.
The increased resolution of point cloud databases can be preserved within 3D high-poly mesh models. However, the reliability and accuracy of digital data from damaged conditions must be certified, in the passage from the discontinuous database to the continuous system of 3D surfaces. The chapter presents a pilot test of 3D mesh models for the monitoring of structural damages from earthquake sequences, advancing further opportunities for the assessment of risk conditions and intervention priorities. Survey actions and technical results have been developed from a research collaboration in the laboratories of EUCENTRE Foundation in Pavia (Italy).
... Such systems offer the opportunity to acquire large masses of metric data with millimetric measurement reliability, and they can be calibrated to focus the object of research on the morphological variation properties of structural surfaces (Fortunato et al., 2017). In particular, with the application of digital surveying techniques aimed at defining reliable 3D models, specific functional workflows for documenting static behaviours can be identified and associated with non-invasive survey procedures (Meier & Will, 2007), allowing for the mobilisation of expeditious in-situ monitoring actions also in emergency contexts (Pieraccini et al., 2014;Chiabrando et al., 2017). In terms of research in the Digital Representation of Architecture, the topic is related to the explication of the dichotomy between Form and Model, as a perceptual synthesis of the structure (real component) and a communicative elaborate of its statics (virtual component) (Vernizzi, 2007). ...
The variety of tangible Heritage in Europe comprises a wide field of knowledge and intervention purposes, considering history, identity, and policy of sites. The extension of Built Heritage, from single buildings and monuments to wider historical centres and cross-national landscapes, faces a required variety of technical and social expertise necessary for its preservation and protection. Interdisciplinarity between technical and social approaches has guided the contents and working tables of the International Summer School 2021 “Digital Strategies for Endangered Cultural Heritage: Forthcoming INTERSPECIES”.
The collection of results has shaped an Handbook focused on Strategies and Creative Interdisciplinarity for the Digitization and Safeguard of Endangered Heritage.
... Similarly, in SAP2000 software, Usta [39] and Türker et al. [40] constructed 3D finite element models of minarets by using solid elements to investigate the response of minarets during ground motions. The simulation of a 88 m high masonry tower was built using 3D isoparametric solid elements in the commercial FE code ANSYS (Pieraccini et al. [41]). Korumaz et al. [42] also employed the commercial software ANSYS to build the FE model of Egri (Leaning) Minaret to examine the effect of the actual tilt of the masonry building on its seismic response. ...
Historical, cultural, and artistic masonry structures like minarets constructed in regions prone to dynamic effects such as strong winds and earthquakes are vulnerable as a consequence of their slenderness and brittle materials. Structural health monitoring (SHM) has not been employed adequately in the regular control of minarets’ integrity for early warning of disaster. Meanwhile, the protection and preservation of such a cultural inheritance are acute. A non-model-based normalization scheme is proposed to detect damage in minarets based only on the changes in terms of the fundamental mode shape generated by a modest quantity of accelerometers. The backbone idea lies in the similarities in terms of the fundamental mode shape between slender minarets and beam-like structures. Particularly, the modal amplitudes below a specific normalizing node change significantly if damage occurs below this point. Thereby, moving upward the location of this point straightforwardly leads to damage detection of minarets. The proposed technique is implemented on Hacılar mosque’s minaret (24.25 m high) built in 1467 in Bursa city, Türkiye. Reliable damage prediction is attained as long as the modal information is noise-free or reasonable-level noise-polluted.
... In order to prevent the possible damage/collapse of cultural heritage, the availability of complete and updated 3D models simplifies the planning and intervention phases. For these reasons, low-cost, expedi-tious, and non-destructive methods can be of great help in performing 3D surveys [19]. In many cases, a simplified model of the building is acceptable for use in seismic analysis by means of the pushover approach [20]. ...
... The TLS point clouds were aligned with the Cyclone software using the known coordinates of the six stations and thirteen targets. The co-registration of the scans had an average error of 3 mm, according to the results obtained in similar studies [19,26,42]. Figure 7 shows the obtained final 3D point cloud for the external walls of the tower and the palace, the internal rooms and architectural elements of the palace, and the surrounding area, representing the top of the hill where the structure is located up to the boundary walls. ...
The structural analysis of degraded historical buildings requires an adequate 3D model of the object. Structure from motion (SfM) photogrammetry and laser scanning geomatics techniques can satisfy this request by providing geometrically affordable data. The accuracy and resolution depend on the instruments and procedures used to extract the 3D models. This work focused on a 3D survey of Illasi Castle, a strongly degraded historical building located in northern Italy, aimed at structural analysis in the prevision of a static recovery. A low-cost drone, a single-lens reflex (SLR) camera, and a smartphone were used in the survey. From each acquired dataset, using the integration between the images acquired by the drone and the SLR camera, a 3D model of the building was extracted by means of the SfM technique. The data were compared with high-precision and high-resolution terrestrial laser scanning (TLS) acquisitions to evaluate the accuracy and performance of the fast and low-cost SfM approach. The results showed a standard deviation value for the point cloud comparisons in the order of 2–3 cm for the best solution (integrating drone and SLR images) and 4–7 cm using smartphone images. Finally, the integration of the best SfM model of the external walls and the TLS model of the internal portion of the building was used in finite element (FE) analysis to provide a safety assessment of the structure.
... By conducting signal processing on the captured vibrations, the in situ dynamic properties of the structure can be determined. Two test methods are commonly used for the purpose of dynamic investigation, namely forced vibration testing (FVT) and ambient vibration testing (AVT), although other non-contact methods using remote devices such as interferometric radars have also been used [8,9]. These methods were employed for a wide range of heritage structures such as bell towers, arched structures or domes, and other monumental structures [9][10][11][12][13]. ...
Historic Cairo has been a UNESCO World Heritage Site since 1979. It has more than
600 historic structures, which require extensive studies to sustain their cultural, religious, and economic values. The main aim of this paper is to undertake dynamic investigation tests for the dome of Fatima Khatun, a historic mausoleum in Historic Cairo dating back to the 13th century and consisting of mainly bricks and stones. The challenge was that the structure was difficult to access, and only a small portion of the top was accessible for the attachment of accelerometers. Current dynamic identification procedures typically adopt methods in which the sensors are arranged at optimal locations and permit direct assessment of the natural frequencies, mode shapes, and damping ratios of a structure. Approaches that allow for the evaluation of dynamic response for structures with limited accessibility are lacking. To this end, in addition to in situ dynamic investigation tests, a numerical
model was created based on available architectural, structural, and material documentation to obtain detailed insight into the dominant modes of vibration. The free vibration analysis of the numerical model identified the dynamic properties of the structure using reasonable assumptions on boundary conditions. System identification, which was carried out using in situ dynamic investigation tests
and input from modelling, captured three experimental natural frequencies of the structure with their mode shapes and damping ratios. The approach proposed in this study informs and directs structural restoration for the mausoleum and can be used for other heritage structures located in congested historic sites.
... Slender masonry elements, such as towers and belfries, are one of the most recurrent architectural categories characterizing medieval historical towns (Pieraccini et al. (2014), Bartoli et al. (2013)). These high elements are intrinsically vulnerable to seismic actions and they are prone to show extensive damage conditions and collapse when subjected to horizontal forces (Valluzzi et al. (2007), Lagomarsino (2012)). ...
... Ambient vibration tests have been widely used in the literature for all types of structures, especially historical masonry structures. The method was used for masonry towers [4][5][6][7], masonry minarets [8][9][10], masonry bridges [11][12][13][14], masonry buildings [15][16][17], masonry mosques [18][19][20], masonry churches [21,22] and other historical masonry structures [23,24]. It can be seen from the literature that ambient vibration tests have been commonly used for all types of historical masonry structures. ...
Historical masonry structures have an important place in cultural heritage. Therefore, maintenance of these structures should be made periodically to prevent natural and manmade hazards. The maintenance of these structures is divided into two parts, namely experimental and numerical applications. Experimental, especially non-destructive methods are crucial for increasing the knowledge level of historical structures. Also, experimental tests provide information data that is used in the modal updating process of numerical models. Thus, simulations that are impossible to make experimentally can be easily carried out with updated numerical models. In this paper, a historical masonry mosque called İskenderpaşa and its minaret is investigated by nondestructive experimental tests. Also, finite element models of both structures are created by ANSYS software. To obtain reliable numerical models, finite element model updating processes are made with the aid of experimental data. At the end of the study, the differences between natural frequencies are reduced from 18.6% to 4.9% for the mosque and from 15.2% to 4.8% for the minaret. According to the study, the modulus of elasticity is the most effective update parameter for both structures.
... Dall'Asta et al. 2019;Giaccone, Fanelli, and Santamaria 2020;Cakir and Uysal 2015;Altunişik et al. 2016;Pieraccini et al. 2014;Palermo et al. 2015;Motsa et al. 2020;Lorenzoni, Valluzzi, and Modena 2019). Regarding small cultural artifacts, including marble sculptures, this method is mainly used to analyze vibration characteristics(Konopka, Ehricht, and Kaliske 2019;Saft and Kaliske 2012;Debut et al. 2016;Berto et al. 2012;Baggio et al. 2015;Sorace and Terenzi 2015;Viti et al. 2020; ...
In this paper, the structural mechanical analysis of the Terracotta Warriors, using 3D laser scanning technology and finite element methodology (FEM) is presented. The workflow of the case study mainly includes three steps along with the application of different software. The first step is to capture the point cloud using a 3D laser scanner and the reversed modeling using Geomagic Studio. Next, the model is imported into Hypermesh to accomplish mesh generation. Finally, the meshed model is imported into ABAQUS for analysis. The workflow constitutes an innovation for introducing a mesh generation method that is commonly used in biomechanics by Hypermesh, software that offers benefits such as functional and simple operation. In the analysis, cases such as sculpture at different incline angles to the ground and some particular conditions are included. The results indicate that apart from the ankle, the thigh and hip joints also remain in an adverse position under gravity. Given that the ground for storage and exhibition is not ideally flat, the stress on the whole structure can be reduced by rotating the sculpture at an appropriate angle.
