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Housing experiments of the 1920s fuelling innovation.
Published in Paulo J.S. Cruz, Structures and Architecture: Bridging the Gap and Crossing Borders, 2019
The sheet itself was goffered, for a greater rigidity. These elements were then assembled into panels, by means of the shaped flaps along the edges. The module thus created had a section of about 280 x 250 mm and the desired length, for example three meters - the height of one floor. All sheet parts forming this sort of tubular lattice girder were joined by spot welding. The panels were covered on both sides, in factory, by a continuous insulating layer of 3 mm, a product with a special composition that incorporated a big amount of air. With this, the thickness of the element reached 340 mm. The panels, tailored in factory to become walls with integrated windows and doors, floors or roofs were transported to the building site in order to be assembled into complete buildings. Walls and floors were assembled together by gussets and anchors. Wall panels were assembled at the corners by gussets and concrete infilling (Fig. 1).
The NEMAVO Airey system: A wealth of options
Published in Ine Wouters, Stephanie Van de Voorde, Inge Bertels, Bernard Espion, Krista De Jonge, Denis Zastavni, Building Knowledge, Constructing Histories, 2018
Lidwine G.K. Spoormans, Hielkje Zijlstra, Wido J. Quist
In the UK, Airey houses were often built as rows of detached or semi-detached houses, in rural or suburban settings (Fig. 2). The foundations were constructed on site after which the houses were assembled. First, three rigid concrete beams with three legs were installed for each floor of each house. A lattice girder was then fitted between the centre legs. Prefab concrete columns to the full floor height were then installed between the legs in the outer walls. The columns had a round steel tube as rein forcement and were fitted with a wooden batten on the inside, to fix the internal finish. The columns were installed at 1.5 foot (457.2 mm) centres. The exterior walls received prefab concrete cladding planks with wire reinforcement and a pebbledash finish. After striking the formwork the reinforcement on the back was bent into hooks. The cladding panels were secured to the concrete columns using wire wound around these hooks. A thick bitumen-based caulk was applied between the columns and panels, for waterproofing and bonding. The panels look like they are ship-lapped but actually have a smooth back surface and their thickness increases towards the bottom which also has a rebate. Consequently there is only a small overlap between panels. Inside the house the concrete columns were finished with aluminium foil for insulation and panels (Fig. 3).
The Boyne Viaduct: Early indeterminate lattice girder analysis and design
Published in Ine Wouters, Stephanie Van de Voorde, Inge Bertels, Bernard Espion, Krista De Jonge, Denis Zastavni, Building Knowledge, Constructing Histories, 2018
The static analysis of the diagonal members in a Warren truss allowed the compressive and tensile stresses in these members to be calculated. In a similar manner the method of analysis developed by Doyne and Blood (1852) could be used to calculate the stresses in the diagonal lattice members. The forces in these bars were tensile in one direction, while the bars which intersected them at 90° were compressive. However, there was no clear consensus on how the web of a plate girder functioned. The key questions being grappled with in the discussions following Barton’s paper were as follows: Does the web play a part in resisting bending?How does a plate girder resist vertical loads?How, if at all, are the stresses in a lattice girder to be reconciled with the function of the web in a plate girder?
Innovative Approaches to Steel Bridge Repair and Strengthening Around the Globe
Published in Structural Engineering International, 2019
The bridge at Thouaré-sur-Loire (Fig. 11) is a road bridge that crosses the Loire near Nantes in western France. It is a steel lattice truss bridge with a length of 392 m, comprising seven spans of 45 m and two side spans of 38 m. The bridge was built in 1882. The bridge deck was constructed of brick masonry arches spanning between metal cross-beams. On top of this was a mortar layer with a concrete asphalt layer on top. As there was no waterproofing layer present, there was a problem with corrosion of the floor beams. The solution was to replace the deck, by placing new girders fixed on to the existing cross-beams with a 90 mm thick UHPFRC layer.3 The concrete deck was made out of precast panels with pockets and made composite by means of Nelson studs. By replacing the masonry arches with UHPFRC panels, a weight saving of 1500 t on a previous 3000 t dead load was made, which avoided the need to substantially strengthen the lattice girder for updated traffic loads. The deck replacement was carried out over a period of 6 months, during which the bridge was closed to traffic. This construction time was half of that envisaged before the choice of the application of precast UHPFRC panels (Figs. 12 and 13). See Table 4 for a list of involved parties.
An automated standard-based life cycle quality inspection methodology for smart precast concrete solutions in buildings
Published in Journal of Structural Integrity and Maintenance, 2019
Magdalena Hajdukiewicz, Jamie Goggins, Oscar de la Torre, Dave Holleran, Marcus M. Keane
When delivered to site and installed, the precast concrete lattice girder plank must be temporarily supported by the props erected prior to the element installation. As the concrete frame progresses upwards, the floors constructed below the floor under construction are used to support the self-weight of the next floor. The decision on the back-propping sequence (for the floor structure at each level as construction progresses) must ensure that the load from the wet concrete topping is transferred to a sufficient number of floors below guaranteeing the structure does not become overloaded. Once the compressive strength of the in-situ topping reaches a specified strength, the supporting props can be dropped allowing the floor slabs to support its own self-weight. Monitoring and analysing temperature and strain data from sensors embedded in precast concrete plank and the in-situ topping allow for better control of the strength gain of concrete and early estimation of potential cracking.
The structural assessment of the travertine façade of the Banco di Napoli Palace in via Toledo in Naples: An example of a mixed concrete–steel–masonry monumental building in the decade 1930–1940 in Italy
Published in International Journal of Architectural Heritage, 2019
Beatrice Faggiano, Roberta Fonti, Raffaele Landolfo
In Figure 9, some steps of the endoscopic tests are represented with reference to two tests: the E11 and E14 tests. The E11 test was carried out from inside, there the steel element of the lattice girder has been intercepted during the perforation. The E14 test was carried out from outside through the traversal section. From the sequence of different powder (white and grey) resulting from the perforation it is possible to recognize the change of material layer, from travertine to conglomerate.