Strutture in legno piazza tomasi modena pdf

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M. Piazza, R. Tomasi, R. Modena, Strutture in legno. Materiale, calcolo e strutture lignee, volume "Il manuale del legno strutturale, vol. IV: Interventi sulle. Strutture in legno: Materiale, calcolo e progetto secondo le nuove normative europee Kindle edition by Maurizio Piazza, Roberto Tomasi, Roberto Modena. TOMASI R., PEZZO M.I., PIAZZA M., - Intervento di riabilitazione di un teatro storico in Italia, Ann. Mus. Parole chiave: Dendrocronologia, Teatro, Analisi sismica, Strutture di legno, Patrimonio cultu- rale. .. MODENA C., BINDA L. & ANZANI A., - Investigation for the design and control of repair Download pdf.

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Strutture In Legno Piazza Tomasi Modena Pdf

PDF | Biodegradation of the wood, photo-degradation of the coatings and major cracks appeared Piazza M., Tomasi R., Modena R. []: Strutture in legno. strutture in legno piazza tomasi modena pdf. Quote. Postby Just» Sat Mar 2, am. Looking for strutture in legno piazza tomasi modena pdf. Will be . I. Crivelli Visconti, G. Caprino, A. Langella, Materiali compositi, Hoepli. medical-site.info, R. Tomasi, R. Modena, Strutture in legno, Hoepli. A. Cigada, T. Pastor, Struttura.

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In particular, the first two adjustment cycles 0. An the interval 0. The actuator is tied on top of the reaction frame monotonic tests. The protocol has been defined to simulate and of the specimen, on the other side. The whole test the behaviour of a floor in operating state and is interested machine has been designed to generate shear forces in the by in-plane forces that bring it in the inelastic field of connections in the direction of the load application.

However, the lateral displacement among the elements has been monitored, since it could arise due to non-expected The load protocol of Figure 10 applied and specified for transversal forces or to a possible separation of the each specimen has been modified to consider the effect components. A sample rate equal to 5 Hz has been used during the data acquisition.

Figure 11 includes and compares the 50 and 50 and mm stroke, respectively and they detect the relative displacements among the elements. The reports the cyclic-oligo-cyclic curves and the related remaining three acquisition channels are connected to the monotonic curves. This section briefly reports the main data obtained from In any case, the sliding between the beam and the CLT the experimental tests in order to assess the structural panels is obtained as the average value of four instruments efficiency of the connections.

Some parameters in the table and charts are expressed as ratio between the actual and the reference values, the latter here named Fref, I and Fref, II, t, time respectively. Force control Displacement control a Figure Load protocol Table 1: In fact, there is an abnormal deviation among Instrumentation locations the monotonic curves and the envelope of the cyclic LDT-1 Back left side curves. This phenomenon is LDT-5 Up-left lateral side compromised by the process of specimen production.

Failure in screws heads and in steel parts: Figure Monotonic and cyclic response curves measured for each specimen X axes: Finally, a special thanks to the interested by brittle failure mechanisms until the slip is laboratory technician Alfredo Pojer for his appreciated below or equal to approximately 10 mm. A more detailed work. Dickof, S.

Flexural strengthening of timber beams by traditional and innovative techniques

Stiemer, and S. For this last steel hybrid seismic force resisting systems: Even the yield slip can be ductility. The solutions that seem to be , Zhog, and He.

With particular reference to Figure 11, loads in timber-steel hybrid structure.

Weckendorf, and I. Multi-functional of the same, both in the dry case and with epoxy resin. Blass, I. Bejtka, and T. The solutions adequate for the purpose are mit Vollgewinde, Karlsruher Berichte zum those that use epoxy resin proper stiffness , even though Ingenieurholzbau, Band 4, Lehrstuhl fur the mechanic solution A-IV is still valid.

Another important aspect , German.

HUMAN INDUCED VIBRATIONS IN A PEDESTRIAN TIMBER BRIDGE

Mohammad, B. Douglas, D. Rammer, and S.

Connections in cross-laminated timber induced by a favourable constraint condition. The increase buildings. Karacabeyli and B. Schickhofer, T. Bogensperger, and T. If we pay attention to the cyclic tests, another important Moosbrugger, editors: In cases A-I, A- [7] R. Tomasi, A.

Crosatti, and M. Such connected with inclined crews. Construction and values are not allowable when an effective collaboration building materials, 24 9: On the contrary, in the other [8] D.

Flexural strengthening of timber beams by traditional and innovative techniques | SpringerLink

Yeoh, M. Fragiacomo, M. De Franceschi, and K. State of the art on timber-concrete composite expected. On the basis of these and other considerations, not [9] R. Eligehausen, W. In Table 1 the main results of the experimental tests performed on masonry are reported. The state of conservation of the masonry was inadequate for the existing walls to support the lateral and vertical load due to the modern scenic require- 93 Fig.

The wood specie is Larch, which is traditionally considered durable the insects attack is limited to the sapwood.

In fact, the low values of mechanical properties, to be ascribed mainly to the insufficient quality of the mortar, determine the inadequacy of the original masonry to accept higher loads. From this truss 6 slices were withdrawn and prepared by the technical assistant Alfredo Pojer: the surface of the specimens has been adequately smoothed to make vis- ible the ring sequence.

Afterward the samples were submitted to Laboratory of Dendrochronology of the Museo Civico di Rovereto for the determination of the wooden species and for the dating. The measuring and the dating were made by Dr. Maria Ivana Pezzo, while the determination of the species was carried out by the Dr.

Stefano Marconi. The sample is in excellent conditions and the insects attack is limited to the sapwood. The sample is in excellent conditions and the attack of insects is limited to the sapwood. The sample presents only few short shrinkage cracks but it is suitable to be analyzed.

The attack of insects is limited to the sapwood. Dating The samples from the truss of the Theater Zandonai of Rovereto supplied a clear indication of the terminus post quem to date the construction and the ar- rangement of the same truss.

With 6 champions a short chronology of 74 years was built whose last ring goes back to The date is consistent with histori- cal frame previously described.

The samples are from plants of a same species: larch Larix decidua Miller. Except for the sample ZAN-5, all the other samples present rings of sapwood. This is to indicate the fact that the beams were used few years after having been cut.

Zandonai is the analysis of the structural performance of the fly tower under lateral loads, like wind and seismic actions. In fact, in order to better under- stand the behaviour of the structure, it is not sufficient to analyze the strength of the masonry walls local stability ; the evaluation of the structural resistance under horizontal loads global stability is a very important and complicated aspect and it implies that the building should behave like a three-dimensional wall-box with very good connections between the different structural elements.

The structural typology of the fly tower results very sensitive to the effects of the seismic action, that depends on the distribution both of the masses and of the structural elements. The height and the width of the walls 15 meters in height and 19 meters in width with the absence of any horizontal bracing, the big opening for the proscenium arch, the mass distribution concentrated only over the flying system grid , the poor toothing-stone between perpendicular walls represent a critical problem for the seismic resistance of the fly tower.

On this basis, only an innovative solution can solve the problem of the structural rehabilitation of the theatre, in which both structural, architectural and sceno- graphichal aspects could converge. A steel skeleton In Fig. The support- ing structure, performing like a steel skeleton for the masonry, is reversible, taking into account the possibility to dismantle it and to return to the original configuration.

The vertical steel columns are more as possible respectful of the architectural plan and have their own foundations. Several experiments have validated this reinforcing system as highly compatible with the original floors, and led to the identification of the proper parameters to control for in situ applications Modena et al.

The technique is applied from the floor upper side to which access is required and only causes small increases in floor thickness and dead load. The contribution of FRP strips Gentile et al.

Mechanical behaviour strongly depends on the local bond at the interface between wood and fibres subjected to various types of action debonding, peeling , and may be particularly sensitive to the environmental conditions of the wood, mainly the relative humidity of the substrate. Italian standards recommend a limit of 10 per cent relative humidity to ensure proper adhesion of fibres to porous materials like masonry CNR-DT, , and the use of polymer resins able to ensure durability, in cases of mechanical and dimensional variations in timber materials CNR-DT, In wood, relative humidity of the substrate of 12 per cent seems to be adequate to allow proper bond behaviour of glued elements Piazza et al.

The results of experimental tests on compound beams have been analysed according to the theory provided by Eurocode 5 Moreover, with proper connection of main beams to load-bearing walls, and possible additional planks in the upper surface, the system can efficiently work even in seismic zones Figure 1b Modena et al. A T-beam compound section, whose web original beam and flange new plank are made of wood, with deformable connections between the flange and web, is thus obtained.

Web and flange are separated by the existing boarding, having a thickness of 2—2. Figure 1c shows the typical unequal spacing of the dowels along a beam in the prevalent shear zone, and Figure 1d shows the different mechanical behaviour of compound sections with deformable connections.

The operation is executed from the underside of the floor, thus preserving possible valuable floor surfaces and enables the instalment of systems electrical, water, etc without impairing the walls at their base Figure 2. The planks can be fixed to the existing boarding by means of screws to facilitate subsequent intervention phases and, when the floor beams are not propped, to provide adhesion between the straight planks and the permanently deflected floor beams.

The screws can be placed every four to six dowels, in pre-drilled countersunk holes. The planks must be placed with the pith upward, in order to maintain the screws in tension even after wood shrinkage. Subsequently, the position where the dowels were inserted can be drawn into the plank by means of a template. Dowel positions are staggered by about half a diameter from the longitudinal beam axis, in order to increase the resistance of the system to longitudinal splitting.

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