Search

The wooden dome that covers the Hall of Ambassadors of the Alcazar of Seville (1427 AD) can be considered an exceptional architectural and constructive element in which visible ornamentation and underlying structure are inextricably linked. This article proposes a methodological approach integrating different disciplines (engineering, architecture, and history) to discern comprehensively the genesis and the in-depth constructive and structural performance of this outstanding architectural heritage. Thus, based on historical references on the construction of wooden domes together with the knowledge that the carpentry guild applied at that time, a detailed geometric and constructive analysis of the dome has enabled us to establish that its construction must have been carried out through the prefabrication of sectors. In addition, a structural model has been generated, with which, through various hypotheses, using a nonlinear finite-element analysis its mechanical behavior can be understood. The profusion of noggings, which follow the strict geometry derived from patterns of 10-point stars, plays a fundamental role in the stability and resistance of the set. Furthermore, it has been verified that an additional roof structure should always have been located over the dome and the tie rod bracing, made of steel nowadays, should always have existed and is located in its most optimal position. [ABSTRACT FROM AUTHOR]

Historic arcaded houses of the delta of the Vistula were the subject of great interest of many researchers, but their work was focused mainly on historical-architectural aspects. There are no publications which would focus on details and comprehensive analyses of construction systems for this group of historic buildings. The article is the result of field research, archival query and calculations made by the author. The paper analyses the rafter framing constructions of the preserved arcaded houses of type III. The author has prepared a list of construction elements of roofs, carpentry joints, rafter inclination angles and described the state of preservation of roof structure. The paper also includes calculations of the average volume construction material of the roof structure per square meter of roof slope plan. [ABSTRACT FROM AUTHOR]

The paper presents the results of concept design for modelling, designing and producing long span portal frames and constructing buildings with them. Ordinary portal frames of steel structure are not suitable in many cases for a variety of reasons. They are heavy and very fragile to transport, are not fire resistant, are present special difficulties in use because of possible corrosion and are always not satisfactory architecturally. Wood-steel assemblies such as flitch beams are also complicated because of possible condensed water on metal and fasteners. Constructions using GLULAM and CLT (especially in the last decade) show rising trend. Timber has very many good properties as a building material if we know or remind ourselves of the skills how to handle it. The biggest enemy of wood and the reason for decay is moisture. All structures and finishing materials need very careful and qualified design to avoid collection of water on surfaces and consequent increasing moisture content. This paper describes a method appropriate for the 21st century of how to design portal frames of GLULAM and CLT panels and construct of them without metallic fasteners. [ABSTRACT FROM AUTHOR]

The European rules of timber structural design do not include distinct rules on carpentry joints. As a contribution towards filling this gap, this study into the existing knowledge of the most commonly used carpentry joint, the single-step joint, is performed. The design rules of three European countries and the latest developments on the topic are discussed. This study shows that the knowledge of expected stress distributions as a consequence of the geometric shape is important to achieve the intended reliability level for joints. The investigation indicates that further research on the combination of shear and compression forces is necessary to improve and include in the design rules in Eurocode 5. [ABSTRACT FROM PUBLISHER]

Joints play a major role in the structural behavior of old timber frames (Descamps et al., 2014) [1] . Current standards mainly focus on modern dowel-type joints and usually provide little guidance (with the exception of German and Swiss NAs) to designers regarding traditional joints. With few exceptions, see e.g. [2–4] , most of the research undertaken today is focused on the reinforcement of dowel-type connections. When considering old carpentry joints, it is neither realistic nor useful to try to describe the behavior of each and every type of joint. The discussion here is not an extra attempt to classify or compare joint configurations (Gerner, 2012) [5,6] , (Seike, 1977) [7] . Despite the existence of some classification rules which define different types of carpentry joints, their applicability becomes difficult. This is due to the differences in the way joints are fashioned depending, on the geographical location and their age. In view of this, it is mandatory to check the relevance of the calculations as a first step. A limited number of carpentry joints, along with some calculation rules and possible strengthening techniques are presented here. [ABSTRACT FROM AUTHOR]

Blockhaus structural systems are obtained by assembling multiple timber logs able to interact with each other by means of simple mechanisms (e.g. contacts, tongues and grooves, and carpentry joints, also referred to as ‘corner’ joints). Although these systems have ancient origins, the structural behaviour of Blockhaus systems under well-defined loading and boundary conditions is still complex to predict. The paper focuses on the assessment of the typical buckling behaviour and resistance of in-plane compressed timber log-walls. The effects of various mechanical and geometrical aspects such as in-plane rigid inter-storey floors, load eccentricities, different types of lateral restraints, openings (e.g. doors or windows) or additional metal stiffeners, are investigated by means of full-scale buckling experiments. Results are then critically discussed and preliminarily assessed via analytical formulations taken from classical theory of plate buckling and column buckling. Although further advanced studies are required for the development of a generalized buckling design method, it is shown that several mechanical and geometrical aspects should be properly taken into account to correctly predict the structural capacity of Blockhaus systems under in-plane compression. [ABSTRACT FROM AUTHOR]

• Historical carpentry joints can be successfully analysed using numerical methods. • The use of finite element method (FEM) in the analysis of timber elements results in good agreement with experimental tests. • The Hill's yield criterion, despite its limitations, is well suited to simulating non-linear behaviour of wood. • The tested joints achieved approximately 30% of the load-carrying capacity in bending of the reference beams. • The simple analytical model was proposed to assess the load-bearing capacity of tested joints. The article presents numerical analyses of the stop-splayed scarf joints, supported by the results of experimental research. Technical scale beams with historical connections, made of new pine wood (Pinus sylvestris L.) were tested in bending tests. On the basis of the results of the laboratory tests, load–deflection curves, strains in the cross-sections and failure modes were determined. FEM analyses were conducted using the Hill's anisotropic yield criterion. The results of the experimental tests and numerical analyses were compared. Load capacities of the tested joints were estimated also using an analytical method. Supportive analyses were performed to estimate the effect of the changes in the position of the metal connectors on the load capacity of the connections. The problem of determining the load capacity and structural analysis of historical joints of timber elements was discussed. [ABSTRACT FROM AUTHOR]

Inaccuracies within timber step joints are a perennial problem of the wood construction industry. Even perfectly constructed carpentry step joints can become imperfect due to a change in moisture content. The predominant question when looking at step joints with gaps is to what extent the load-bearing behaviour is influenced by these inaccuracies. The authors look beyond this question and investigate if intentionally manufactured gaps could have a positive influence on the load-bearing behaviour and the failure mode of regular and newly designed carpentry joints. [ABSTRACT FROM AUTHOR]

Timber frame structures have a long and rich tradition. In addition to their functional and structural value, they are important elements of the cultural landscape. At the turn of the 21st century, concern for nature, resulting from the threat of environmental degradation, contributed to a growing interest in wooden constructions. For these reasons, we have observed the erection of buildings with wooden frame structures in many countries around the world. This trend contributed to the rapid development of wooden structures, new technologies, and innovative architectural solutions. The conducted research mainly focused on the joints used in their construction, as well as their perception. From among many examples, some original and innovative solutions were selected and analyzed. Their creators are famous architects: Renzo Piano, Imre Makovecz, Jürgen Meyer, Kengo Kuma, and Shigeru Ban. The objects presented in this article are distinguished by the originality of their form and by the fact that they are clearly inspired by vernacular architecture. Crucial elements of these objects, such as wooden, steel, and hybrid connections, are analyzed in this article. Because they are intentionally exposed, they play an important aesthetic role in addition to a structural one. [ABSTRACT FROM AUTHOR]

This paper summarises the current state of knowledge related to scarf and splice carpentry joints in flexural elements, also providing some examples of tensile joints. Descriptions and characteristics of these types of joints found in historical buildings are presented. In addition, issues related to forming carpentry joints in historic and heritage structures are discussed. Next, analyses and studies of flexural elements as well as selected examples of tensile joints described in the literature are presented. It is worth noting that authors of vast majority of the publications cited draw attention to the need for further research in this area. They acknowledge that existing descriptions are incomplete and insufficient for bringing about precise understanding and correct description of the static behaviour of these joints. Knowledge about designing and assessing static behaviour of existing carpentry joints is an important issue and is necessary to properly design and strengthen existing joints in historical timber structures. [ABSTRACT FROM AUTHOR]

• Experimental stand for testing of carpentry corner joints is designed and presented. • Experiments on two types of joints, dovetail and saddle-notch are performed. • Numerical models of the joints are defined and the experiments are simulated. • The numerical models are validated on the base of the experiments. • Mechanics of both types of joints is shown and some advice on the modelling is given. This work concerns experimental and numerical research on carpentry joints used in historic wooden buildings in southeastern Poland and western Ukraine. These structures are mainly sacred buildings, and the types of corner log joints characteristic of this region are primarily saddle-notch and dovetail joints; thus, these two types of joints were analysed in this study. The modelling of historic timber structures is a complex issue, so the following steps are necessary to obtain accurate solutions: verification, validation and uncertainty quantification. The first and third steps were performed in a previous study, so the current research aimed to validate the numerical models and perform simulations of carpentry joints. Herein, the authors created finite element models of two types of joints and subsequently analysed the mechanical behaviour of these joints. Due to issues concerning model validation, the authors designed a testing stand for corner joints, which formed a part of a biaxial testing machine. The joints were subjected to horizontal loads (deformations), which may cause damage to the connection. Thus, special parts were designed for the stand, which made it possible to fix the joint and prevented eccentric forces that could possibly damage the machine during testing. The authors presented the differences and similarities in the behaviour of both types of joints, emphasizing the corresponding advantages and disadvantages. In addition, the authors determined which type of joint was the most susceptible to damage and what elements failed first. This paper also showed the complexity of modelling timber structures and the accuracy of the proposed numerical models for both types of joints through comparisons of the numerical and experimental results. This work primary addressed the problems in accurately reflecting material, load and boundary conditions in numerical modelling of tested carpentry corner log joints. [ABSTRACT FROM AUTHOR]

The paper presents the results of an experimental investigation of stop-splayed scarf joints, which was carried out as part of a research programme at the Wroclaw University of Science and Technology. A brief description and the characteristics of scarf and splice joints appearing in historical buildings are provided, with special reference to stop-splayed scarf joints (so-called 'Bolt of lightning') which were widely used, for example, in Italian renaissance architecture. Analyses and studies of scarf and splice joints in bent elements presented in the literature are reviewed, along with selected examples of analyses and research on tensile joints. It is worth noting that the authors in practically all the cited literature draw attention to the need for further research in this area. Next, the results of the authors' own research on beams with stop-splayed scarf joints, strengthened using various methods, e.g., by means of drawbolts (metal screws), steel clamps and steel clamps with wooden pegs, which were subjected to four-point bending tests are presented. Load-deflection plots were obtained for load-bearing to bending of each beam in relation to the load-bearing of a continuous reference beam. A comparative analysis of the results obtained for each beam series is presented, along with conclusions and directions for further research. [ABSTRACT FROM AUTHOR]