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Steel storage racks, commonly assembled from cold-formed steel profiles, are braced in the cross-aisle direction, where bracing members are typically bolted between two uprights forming an “upright frame”. Especially for high-bay racks and racks supporting the building enclosure, accurately determining the transverse shear stiffness of upright frames is essential in calculating the elastic buckling load, performing earthquake design and serviceability checks. International racking specifications recommend different approaches to evaluate the said transverse shear stiffness. The Rack Manufacturers Institute (RMI) Specification conservatively uses an analytical solution based on Timoshenko and Gere's theory while the European (EN15512) and Australian (AS4084) Specifications recommend testing to be conducted. Previous studies have shown that Finite Element Analyses (FEA), solely using beam elements, fail to reproduce experimental test results and may overestimate the transverse shear stiffness by a factor up to 25. This discrepancy is likely attributed to the local deformations occurring at the bolted joints. In this paper, a commercially used upright frame configuration has been modeled using shell elements in FEA and the response is verified against published experimental test results. A good correlation is found between the FEA and test results, concluding that shell elements are able to fully capture the behaviour of the upright frame. Future studies on the use of the FE model are also presented.

Centrifuge experiments were conducted to investigate the seismic response of stiff-unyielding buried reservoir structures with varying stiffness in medium-dense, dry sand. The results of these tests were used to evaluate the predictive capabilities of Class-C and C1, nonlinear, finite element analyses of the seismic response of these relatively stiff buried structures. All simulations were performed in two dimensions using the pressure-dependent, multi-yield-surface, plasticity-based soil constitutive model (PDMY02) implemented in OpenSees. For Class-C simulations, model parameters were calibrated based on the available cyclic simple shear tests on the test soil. For Class-C1 simulations, the same soil model was used along with user-defined modulus reduction curves that were corrected for soil's implied shear strength. The use of shear modulus reduction curves, which modeled a softer soil response compared to PDMY02, generally improved the prediction of site response in the far-field as well as seismic racking deformations, earth pressures, and bending strains on the structures. Experimentally, the dynamic thrust, racking, and bending strains on or of the model structures were shown to primarily peak near the strain-dependent fundamental frequency of the site, regardless of the fundamental frequency of the structure itself. This influence in addition to other important response parameters were captured reasonably well by Class-C1 simulations, with residuals ranging from −0.25 to 0.2.

In the current paper a simple mathematical model with a fictive diagonal for a quick and accurate determination of the racking stiffness of composite timber-framed wall elements is developed. The stiffness of the timber-framed wall is determined through the analytical calculation of the wall element, taking into account the bending and the shear flexibility of the composite wall element, the flexibility of the fasteners between the timber frame and the sheathing board along with the flexibility of the tensile and compressive support at the foundations. The model furthermore allows for consideration of the walls with door and window openings in addition to that of tensile cracks appearing in the fibre–plaster sheathing boards, with the stiffness of the wall element being reduced. By varying the fictive diagonal cross-section of the numerical model according to the presented facts, the appropriate stiffness of the timber-framed wall can be obtained and used in the 3D static model. The model is suitable for any three-dimensional modelling with the analysis of the lateral load impact (wind, earthquake) on the building being carried out by using simple 3-dimensional FEM software, which is extremely useful for engineering application.

The point fixed glass façade system is popular and considered a more elegant façade option compared to the framed glass façade system mainly for storefront, walkways and lobby areas in buildings. Point fixed glass façade system is fixed to the support structure using special bolt fittings and structural spider arms. Generally, the racking performance of these systems is not considered at the design stage in low to moderate seismic region and the system may be vulnerable if there is insufficient in-plane drift capacity compared with the demand imposed during earthquakes and wind actions. A unique full-scale in-plane racking laboratory test on a typical point fixed glass façade system was conducted and a maximum drift of 2.1% was measured before catastrophic failure. Non-linear finite element models were then developed and benchmarked against experimental results. The experimental results and finite element analyses indicated that a significant amount of the drift capacity was attributed to the rigid body translation in the façade system connections at the built-in oversize holes provided for construction tolerances. In this article, the laboratory test setup and the experimental results are summarised, and the finite element modelling methodology and non-linear analysis approach undertaken using ANSYS for the experimental test are discussed along with number of parametric studies.

This paper describes the main outcomes of a shake table test on a full-scale light-timber framed building carried out within the framework of the SERIES project at National Laboratory of Civil Engineering (Lisbon, Portugal) in coordination with the University of Trento (Trento, Italy). The specimen was a single family house with a 7 × 5 m2 footprint and a maximum height of 7.65 m. The walls were sheathed only with gypsum-fibre boards (GFB). The seismic tests were performed by scaling a natural earthquake from 0.07 g up to 0.66 g in two different stages. In the first stage, the building was characterized by its design geometry, whereas in the latter stage, the sheathing panels of five external walls at ground level were removed in order to reduce the racking capacity of the building. Precious and interesting data were found from the experimental results to investigate the seismic capacity of light-frame buildings sheathed with GFB. A comparison between the un-weakened and weakened specimen was also performed.

Conventionally, a flexural plastic hinge is designed and detailed at the core wall base and coupling beams ends to control the seismic responses. This strategy is based on allowing the damage to be concentrated on main structural components. To avoid such damage, an alternative strategy using energy dissipating devices (EDDs) such as buckling restrained braces (BRBs) is being studied and implemented nowadays. In this study, effect of BRBs locations on forty- (40-) story high-rise RC core wall case study building has been studied in detail using Nonlinear Response History Analysis (NLRHA) for seven spectrally matched ground motions. BRBs have been installed at critical locations identified with respect to the maximum DBE elastic modal racking shear deformation demands and force (shear and moment) demands in three different options. The force, deformation, and energy demands on structural components are compared for conventional design and different options of BRBs. The comparison with conventional design shows that BRBs not only are effective for reducing shear force demand along wall height, bending moment demand at mid height, and deformation demands by 10%, 45%, and 45%, respectively, but significantly reduce the rotation and energy demands in the core wall by 90% and 250%, respectively.

The possibility of obtaining high quality wine from lees could increase value added for farm productions. A new technique introduced on an industrial scale to provide wine from lees of different origin is presented. After racking, the lees are collected in an innovative steel system and processed in controlled conditions of temperature, micro-oxigenation and cycles of remixing. During the treatment, an increase of color intensity, total polyphenols and total polysaccharides of wine from the lees was detected while the hue was stable. The obtained results indicate that the proposed method could be an effective tool for exploitation of the lees on winery scale. The new technology strongly reduced the time necessary to reach positive oenological objectives.

When precast concrete infill panels are connected to steel frames at discrete locations, interaction at the structural interface is neither complete nor absent. The contribution of precast concrete infill panels to the lateral stiffness and strength of steel frames can be significant depending on the quality, quantity and location of the discrete interface connections. This paper presents preliminary experimental and finite element results of an investigation into the composite behaviour of a square steel frame with a precast concrete infill panel subject to lateral loading. The panel is connected at the corners to the ends of the top and bottom beams. The Frame-to-Panel-Connection, FPC4 between steel beam and concrete panel consists of two parts. A T-section with five achor bars welded to the top of the flange is cast in at the panel corner at a forty five degree angle. The triangularly shaped web of the T-section is reinforced against local buckling with a stiffener plate. The second part consists of a triangular gusset plate which is welded to the beam flange. Two bolts acting in shear connect the gusset plate to the web of the T-section. This way the connection can act in tension or compression. Experimental pull-out tests on individual connections allowed their load deflection characteristics to be established. A full scale experiment was performed on a one-storey one-bay 3 by 3 m infilled frame structure which was horizontally loaded at the top. With the characteristics of the frame-to-panel connections obtained from the experiments on individual connections, finite element analyses were performed on the infilled frame structures taking geometric and material non-linear behaviour of the structural components into account. The finite element model yields reasonably accurate results. This allows the model to be used for further parametric studies.

Wine production, one of the oldest industries in the world is an industry for which water use in winery operations is often disregarded of best practice, with many managers unconscious how water is used within their operations. Given the economic and cultural significance attributed to wine production in Portugal and in the world, it is crucial that research be undertaken to understand how water is used in wine industry in order to increase the efficient use of this vital resource. The study aimed to measure, evaluate and discuss the water consumption in three wineries with different production volumes. Results showed that there are clearly two distinct seasons in the consumption of water: a low season (from November to August, sensu lato), with reduced consumptions, and a high season, corresponding to the harvest/first racking period (September/October), a period in which water consumption is multiplied by a factor 2–3 in the smallest wineries, or by a factor 5 in the larger ones. Outside the harvest period, consumption shows a linear evolution in all wineries. During the harvest/first rackings season (September/October), consumption increases, showing an exponential evolution, with around 35 to 50% of annual water accumulated consumption (as shown in A and B wineries mainly). In fact, results show that the quantity of wine produced influences, above all, the specific consumption of water (l of water per l wine produced), benefiting large wineries due to the greater scale economy. The values founded for the specific consumption of water are still very high, and that lives a field for research to look for specific measures of efficiency in the use of water in this type of industry.

Parking lots are land that is always available in every building or office. There are only a small number of parking lots in the educational institution that has a top or roof cover that can protect parked vehicles such as rain and sun. The parking lot can be used to become a solar ground mount. This study uses satellite imaging and modelling in buildings to measure the potential of the energy produced. Solar PV in the parking lot in this study has an energy potential of 370.6 MWh per year, with the number of PV modules installed 818. Energy generated from solar PV in the parking lot can be used to support activities in the surrounding area.

As revealed by the collapse of the Daikai Metro station during the 1995 Kobe earthquake, underground structures are not immune to seismic loading. Shanghai Metro operates 16 lines of 676 km length, comprising 413 underground stations. An additional 1000 km with 600 underground stations are planned for the next 20 years, calling for improved understanding of their seismic response. This paper studies the seismic performance of a typical 2-storey, 3-span Shanghai Metro station in soft soil, combining shaking table testing and numerical modelling. Notwithstanding scale effects, shaking table testing is performed to allow detailed simulation of the complex structural system of the station. The structure is modelled using granular concrete and galvanized steel wires to simulate the RC prototype. To remedy the problem of scale effects, synthetic model soil (a mixture of sand and sawdust) is used, along with similitude relations derived considering dynamic equilibrium. The properties of the synthetic model soil are adjusted to satisfy similitude; target stiffness and density are attained by adjusting the mixture proportions. To quantify the transferability of the results to prototype scale, the experiments are simulated with nonlinear finite elements (FE), modelling the synthetic model soil with a kinematic hardening constitutive model, calibrated against resonant column and direct shear tests. The FE model is shown to compare adequately well with the shaking table tests. The validated FE model is used to predict the seismic response of the prototype, thus allowing indirect transfer of the results from model to prototype scale. The model in prototype scale is calibrated for the real soil layers against in situ (down-hole) and laboratory (resonant column) tests. Moving from model to prototype scale, the racking deformation remains qualitatively similar. The racking drift is reduced by 50% going from model to prototype scale, which is partly due to scale effects, but also related to differences between the idealized soil of the experiments and the multiple soil layers encountered in reality. The maximum bending moment also reduces by 30% going from model to prototype scale. The base of the lower-storey columns is proven to be the most vulnerable section, as was the case for Daikai.

Determining storage location and planning path are the two most important components in warehouse management. Simultaneous resolution of these problems not only reduces the storage and retrieval time but also avoids the loss of goods. The article offers a scenario of a practical cold warehouse system with narrow aisle racking, where space optimization and time schedules are always the top priority. There are two forklifts considered to work parallel in the system, so aisle dispute is considered to minimize safety risks in the warehouse. Two algorithms used to optimize the path were introduced in the paper, which is the closest open location – COL and A star algorithm. The COL helps to determine the most appropriate storage location according to the user's requirements, including the type of goods to be exported or imported, finding storage location of the nearest empty cell by referring the weight of the road and obstacle might happen by two forklift truck in the system. The result of this algorithm is the determined Input and Output point of each forklift path. The coordinate index ​​of these two points is returned as input to the A-star algorithm to determine the shortest path for the forklift. With the A star algorithm, a clear path will be sought, including the comparison of clashes between vehicles in the system, preferring the shortest path for moving between two points. The travel route results are exported for goods execution devices. The system is simulated by MATLAB combined with V-Rep software for an intuitive interface and fully illustrates each task of each vehicle from time to time. Some traditional or single algorithms with the same assumptions about the system were also simulated and compared to see the effectiveness of the combination of two COL and A star algorithms in a narrow aisle racking system.

With the development of automated drilling technology, various automated pipe handling devices are constantly being introduced. It is an inevitable trend to apply these equipment on new drilling rigs, while it is also an important work to apply these new technologies and equipment to a large number of servicing rigs. At present, most of the existing drilling rigs in China do not have automatic pipe handling system. It is urgent to carry out automation retrofitting due to the poor field working environment, hard labor, poor safety and low efficiency. In the paper, the current status of the automated pipe handling system is firstly introduced, and the advantages and disadvantages of these automated pipe handling systems are expounded. Then the comparative analysis of applicability, complexity and the retrofitting cost of the automated pipe picked-up and laid-down drilling floor device, pipe handling device on racking board and the offline stand building device in both domestic and foreign are made. Finally, the suitable types of automated pipe handling system can be used to retrofit servicing rigs in China are pointed out. Cameron's automatic up-and-down rig device, Weatherford's racking board automatic pipe handling system and National Drilling Company's offline stand building system are most suitable for the automation retrofitting of servicing rigs. The results show that, these automated pipe handling systems can not only reduce the labor of field operators, improve pipe handling efficiency, reduce the retrofitting workload of servicing rig, but also save retrofitting costs. The retrofitted servicing drilling rigs will be with new vitality and play a greater role in the development of ultra-deep wells and unconventional oil and gas in China.

Solar photovoltaic (PV) technologies installed on building rooftops and facades are common in some parts of the world. The majority of these systems are composed of modules that are attached to the surfaces of roofs and facade by means of different types of racking hardware. The photovoltaic panels are integrated into the building fabric replacing conventional building covering materials, but with the added benefit of producing renewable electricity. PV performance considerations mostly influence systems designs with aesthetics often coming secondary. But growing consumer interest in distributed PV technologies and industry competition to reduce installation costs are enhancing the development of multifunctional PV products that are incorporated into building materials. This chapter describes the methods, development, and application of building integrated photovoltaic in various types of buildings. The chapter also focuses on the benefits of the application of building integrated photovoltaic in green buildings, which cover building as well as producing electricity.

A jack-up rig is a bargelike vessel with steel legs each having racking gear which allows it to be racked down to the seabed until the entire vessel is lifted out of water. These vessels are obviously limited by the length of the legs to water depths of around 300 ft. They are inherently a temporary facility, more suited to drilling and maintenance activities than production.

Order picking process is one of the most time-consuming activities at a 3PL’s warehouse system. This paper aims to determine picking process and routing method in finding the optimal order picking by using Single Picker Routing Problem in a multidimensional warehouse. Single Picker Routing Problem (SPRP) is method development of general Traveling Salesman Problem (TSP). SPRP is used to determine the minimum route in picking process to several points including depot areas and choosing a concerned location. In this paper, we develop a model to minimize travel time considering “x-axis”, “y-axis” and “z-axis” (height of racking system) using Genetic Algorithm (GA). Genetic Algorithm as the chosen method is carried out to calculate process quickly because the number of variables in the case study used in. The result of the model is the picking sequence not only considering 2D layout, but also the height of the racking system. By applying the model to the case study, the improvement of picking time is 60%.

This paper discusses the sliding behaviour of pallets in industrial racking systems under dynamic actions. For this purpose, a summary of the results of an extensive series of dynamic shake-table tests are presented; complete results of this extensive testing campaign may be found in a recently published book. Dynamic and seismic tests have been performed using three beam types with different surface finish materials, in both the Cross-Aisle (CA) and Down-Aisle (DA) directions. Lower and upper bound accelerations were determined from the uniaxial dynamic tests. Several phenomena related to deformations of the supporting beams (i.e. in- and out-of-plane bending) were found to affect the pallet behaviour, in both the CA and DA directions, with sliding occurring at very low acceleration levels. The same behaviour was observed during uniaxial earthquake tests. For biaxial seismic testing, lower bound acceleration in the CA direction was higher than in dynamic cyclic tests, whereas the opposite was observed in the DA direction.

The mechanical behaviour of timber frame shear walls subjected to in-plane forces has been investigated through full-scale tests. Eleven monotonic and 11 cyclic tests were performed on full-scale shear walls, each 2·5 m high and 2·5 m long. Different variables were changed during the tests as follows. Different vertical loads were applied, different angle brackets and hold-downs were used and different sheathing panels were connected to the timber frame. Also, the influence of openings was investigated. Furthermore, two walls with non-structural finishing were tested in order to correlate the inter-storey drift with the level of damage. This paper (part 2) reports on a comparison between different test results, permitting evaluation of the influence of each variable on the stiffness and the resistance of the walls. Moreover, the theoretical formulae presented in a companion paper (part 1) were compared with the outcome of the tests, and good agreement was found. The racking resistance predicted by Eurocode 5 was also checked using the data obtained from the tests.

In order to design energy-efficient timber-frame buildings with enlarged fixed glazing, mostly placed in the south-oriented external wall, it is of primary importance not only to take advantage of a high possible solar potential to heat the building, but also to assure a horizontal stability of such timber-glass structures. The paper presents the outcomes of a large experimental research on timber-glass wall elements where glass panes are directly bonded to the timber frame, which results in a load-bearing and visually interesting wall element suitable for lightweight timber structures. Three different types of adhesives (silicone, polyurethane and epoxy) were used with two different bonding line conditions to obtain an optimal type of connection which will be in praxis suitable for wall elements subjected to either monotonic or dynamic load impact. In the presented experimental research, strain measurements were supported by additional numerical FE analysis. Only such detailed studies and analyses could lead to the complete understanding of the specimen’s failure mechanism. The failure mechanism depends primarily on the type of adhesive and the type of bonded joints. These two parameters have a decisive impact on the element ductility and are important for further research. The analysis of the measured and calculated values confirmed the predictions that the stiffness and load-bearing capacity of timber-glass wall elements crucially depend on the interaction between the wooden frame and glass, which in turn is a function of the flexibility of the particular type of adhesive used.

In this study, dynamic behavior and lateral earth pressures on box shaped culverts buried in dry cohesionless soils were investigated through validated numerical analyses. Two dimensional plane strain finite difference models of 4m-high box culverts with different wall flexibilities were analyzed using FLAC-2D Finite Difference Code. The effect of relative flexibility on the dynamic racking displacements of the structure was investigated by modifying dynamic shear modulus of the cohesionless soil and structural attributes of the models. Shear strains, horizontal accelerations and wall deformations as well as lateral dynamic earth pressures at various points on the culvert were investigated through the numerical analyses. Results of the numerical analyses were validated with those of a previous centrifuge modeling study. Racking deformations of the numerical culvert models are found to be in agreement with the centrifuge test data. Dynamic lateral pressures acting on the side walls increase as the wall flexibility ratio decreases. Dynamic force on the sidewalls of the box culvert may reach up to 2.8 times the at-rest lateral earth load for the stiff prototype, whereas for the flexible prototype, this value is only 1.6 times the static earth load.

Under seismic loading, underground station structures behave differently from above ground structures. Underground structures do not require designated energy dissipation system for seismic loads. These structures are traditionally designed with shear or racking deformation capacity to accommodate the movement of the soil caused by shear waves. The free-field shear deformation method may not be suitable for the design of shallowly buried station structures with complex structural configurations. Alternatively, a station structure can develop rocking mechanisms either as a whole rigid body or as a portion of the structure with plastic hinges. With a rocking mechanism, station structures can be tilted to accommodate lateral shear deformation from the soil. If required, plastic hinges can be implemented to develop rocking mechanism. Generally, rocking structures do not expect significant seismic loads from surrounding soils, although the mechanism may result in significant internal forces and localized soil bearing pressures. This method may produce a reliable and robust design of station structures.

The article deals with a problem of racking strength and stiffness of timber based two-by-four wall systems insulated with polyurethane foam. There are racking strength and rigidity tests described in the main part of the work. Results of performed tests are compared to calculation of the racking strength according to national standard.

Cold-formed steel (CFS) with variety of shape, thickness and steel grade is becoming a popular choice of structure in civil engineering work and building, especially for roof truss system, pallet racking, wall panel and etc. Curved steel element is important in the analysis that be suited by the architectural drawing and structural demand. CFS with a curved section for unique roof truss design is studied. The CFS is curved by using the method of cut-curving in which the CFS section is cut at a certain length and then curved into desired profile. The experiment for determining the mechanical behaviour of the section is by using the compression strength of the column. The height of column is fixed at 600 mm but the method for strengthening the cut-curving is varied. There are four types of cut-curving with a variation of strengthening method. The method for strengthening the cut-curved section is by using welding, plate and self-drilling screw. From the compression strength experiment, the cut-curved with full weld and plate is recorded, 21.26% less than the normal straight column.

Through the use of the analytical method known as HPLC-FD and previously used the method for extraction of ochratoxin A by immunoaffinity columns, we have analyzed the possible effect of the clarification and filtration process on 54 samples of 2013 newly fermented wine, which have finished alcoholic fermentation process and racking, without knowing in advance whether there and how is the amount of OTA in wine. The racking of the wine before clarification and filtration followed by adequate clarification and filtration process during winemaking seems to be crucial in the reduction or complete elimination of the analyzed mycotoxin (OTA).The results of all analyzed samples have been below the limit allowed by the EU for ochratoxin A i.e. 2 ng/ml, and as such does not represent a risk to human health.

Background and Aims The long-term effectiveness of copper(II) to remove sulfidic off-odours remains the subject of debate. This study was undertaken to assess the extent of copper removal after its addition to white wine that contained a variable concentration of hydrogen sulfide and to investigate the activity of the residual copper in a reaction relevant to white wine ageing. Methods and Results After the addition of sulfide to white wine, copper(II) was added to give an increasing mole ratio of hydrogen sulfide to copper(II). After settling for 1–5 days, negligible copper was removed after racking or filtering (0.45 or 0.20 μm), as determined by flame atomic absorption spectroscopy. Model wines were used in an attempt to ascertain the wine components that may interfere with the removal of the copper sulfide precipitate. Residual copper in the white wine after racking was active in mediating the production of a phenolic pigment. Conclusions Copper sulfide is not easily removed from white wine once formed. Model studies confirmed that tartaric acid is a critical factor influencing the extent of copper sulfide precipitation. Significance of the Study This study demonstrates that after addition of copper(II) to wines containing sulfide, the presence of residual copper is unavoidable and remains active in mediating reactions.

This paper provides a quantitative assessment of the racking performance of partially anchored timber framed walls, based on experimental tests. A total of 17 timber framed wall specimens, constructed from a combination of materials under different load configurations, were tested. The experimental study was designed to examine the influence of a range of geometrical parameters, such as fastener size and spacings, wall length, arrangement of studs and horizontal members, as well as the effect of vertical loading on the racking strength and stiffness of the walls. The experimental results were then compared with results obtained from design rules, as given in the relevant European standards, to determine the racking performance of the walls, and are discussed in the paper.

A module's voltage changes based on the environment the module is in. The common method for calculating system voltage relies on the modules voltage temperature factor. This factor is applied for the coldest temperature to the Open Circuit Voltage, as calculated at STC conditions of 1000 W /m2. However, many of these coldest conditions occur at very low light levels. While voltage is largely temperature dependent, it is not solely temperature dependent and irradiance has an impact particularly in low light conditions. This finding is substantiated by both manufacturers and field measurements from operational systems. By using publicly available, multiyear satellite derived data sets, designers are able to show realistic Voc's far lower than the traditional method allowing in some cases several extra modules per string without the risk of exceeding IEC/NEC voltage limitations. Longer strings equate to considerable savings in a project be it through reduced home run quantities, more modules per tracker/racking, reduced DC line losses and keeping voltage higher and in the inverter's power point window for later in the projects life.

International audience; The purpose of this paper is to provide a technical and economic evaluation of the value of the RepRap as an entry-level 3-D printer in the developing world and provide a cost effective solar photovoltaic (PV) racking solution to better serve the developing world and aid in the acceleration of their economic and socioeconomic growth. A customizable open-source PV racking concept is designed, prototyped for three types of modules, constructed into systems, and outdoor tested under extreme conditions for one year. An economic analysis is provided along with a technical evaluation of the system, which found the proposed racking system can be successfully printed with RepRap 3-D printers and saves between 85% and 92% from commercially available alternatives depending on the plastic used for printing. In addition, the plastic parts proved able to withstand some of the harshest outdoor conditions and due to the free and open-source nature of the designs, it allows the system to be adapted to custom applications in any region in the world more easily than any commercial alternatives. The results indicate that the 3-D printable X-wire solar photovoltiac racking system has the potential to aid in the acceleration of solar deployment in the developing world by providing a low cost PV racking solution.

Glazed curtain walls are facade systems frequently chosen in modern architecture for mid and high-rise buildings. From recent earthquakes surveys it is observed the large occurrence of non-structural components failure, such as storefronts and curtain walls, which causes sensitive economic losses and represents an hazard for occupants and pedestrians safety. In the present study, the behavior of curtain wall stick systems under seismic actions has been investigated through experimental in-plane racking tests conducted at the laboratory of the Construction Technologies Institute (ITC) of the Italian National Research Council (CNR) on two full-scale aluminium/glass curtain wall test units. A finite element model has been calibrated according to experimental results in order to simulate the behavior of such components under seismic excitation. The numerical model investigates the influence of the interaction between glass panels and aluminium frame, the gasket friction and the stiffness degradation of aluminium-to-glass connections due to the high deformation level on the curtain walls behavior. This study aims to give a practical support to researchers and/or professionals who intend to numerically predict the lateral behavior of similar facade systems, so as to avoid or reduce the need of performing expensive experimental tests.

International audience; Building-integrated photovoltaic (BIPV) systems have improved aesthetics but generally cost far more than conventional PV systems because of small manufacturing scale. Thus, in the short and medium term, there is a need for a BIPV mounting system that utilizes conventional modules. Such a design is provided here with a novel modification of conventional photovoltaic (PV) modules to allow them to act as BIPV roofing slates. The open-source designs for the mechanical components necessary to provide the post-consumer conversion for a conventional PV module are provided, and prototypes are fabricated and installed on a mock roof system along with control modules mounted conventionally. The approximately U.S.$22/module BIPV roof-mounted system is direct mounted on the roof to eliminate the need for roofing shingles or other coverings, which effectively provides a 20% total cost reduction from conventional racking systems that demand a roof to mount upon without considering the savings from the rack itself. The results of the outdoor system testing found no water leaks. An increased operating temperature was observed, which would reduce the output from a silicon-based PV module by less than 10%. The results found significant potential for this design to further reduce total PV systems costs.

The resistance to horizontal loads provided by timber constructions is determined by the racking resistance of the timber frame walls within the structure. In Eurocode 5 (EN 1995-1-1), two methods are described to assess the racking resistance of these structural elements. Method A refers to a mechanical model while method B is empirically based and therefore less attractive. When using method A, the full anchorage of the leading stud is needed. Moreover contributions of wall panels with openings in the racking resistance is neglected. In this paper, an experimental campaign studying the racking resistance of partially anchored walls with different wall and loading configurations is presented. The study shows that window and door openings lead to a reduction of the racking resistance of the wall depending on the size of the opening. Additionally, a comparison between the experimental data and several design methods for the assessment of the racking resistance of the wall panels is made.

Glass façade systems in buildings are subject to racking actions caused by inter storey drifts from earthquakes and wind action. The performance of façade systems is dependent on the amount of imposed drift and the interaction of the glass panels with the façade structural support frames. There are two major concerns related to the glass façade system performance during and immediately after a seismic event; hazards to people from falling glass and the cost associated with building down time and repair. It was observed that earthquake damage to glass façade systems resulting from in-plane racking actions is increasingly common and yet there has been limited research published in this field. The research completed to date has mainly focused on traditional framed glass façade systems; however, the racking performance of point fixed glass façade system (PFGFS) is likely to be quite different. Therefore, the aim of the research presented in this paper is to assess the in-plane racking performance of PFGFS which is a façade system gaining popularity worldwide. Two unique full scale in-plane racking laboratory tests on typical PFGFS with different types of connections were conducted and specific racking mechanisms were identified. Sophisticated non-linear finite element models (FE models) were developed and benchmarked against experimental results with excellent correlation. Further detailed FE analyses were conducted to evaluate the individual drift contributions of each racking mechanism such as rigid body translation of the glass panels at the oversize holes for construction tolerance, spider arm rotation and spider arm deformation. It was found that most of the drift capacity is attributed to the rigid body translation at the oversize holes. In this paper, the laboratory test setup and the experimental results are discussed together with the confirmatory FE analysis results to assess the in-plane racking performance of the PFGFS.

The idea of the present study is to determine the performance of timber-glass hybrid shear wall exposed to monotone and cyclic horizontal in-plane load at the level of story height which is simulation of situation during earthquake or wind load. Fourteen quasi-static in-plane racking tests of shear wall specimens have been conducted where the specimens are composed of laminated timber frame and heat strengthened laminated glass panels, which are adhesive less, connected to wooden frame with friction only. For the evaluation of the experimental results the software (HYSPA+) was developed which is giving the information on normalised stiffness degradation and equivalent viscous damping coefficient based on the in-plane hysteresis response. The results are showing that described structural components are ductile with relatively high potential for dissipating of induced energy due to friction connection of glass panel and wooden frame. Observed damages were concentrated in timber frame joints, while glass panels remained entirely undamaged. In continuation of development of glass infilled wooden frames the configuration of frame joints will be modified to achieve its higher load bearing capacity and lower deformability.

Binding off is utilized to finish a column of stitches on knitted fabric edges. A binding-off process can be performed by manual or mechanical methods involving hand knitting, overlocking, and linking processes. Binding off also can be achieved on automated flat-knitting machines by a combination of loop transfer and racking techniques. A binding-off process on the computerized knitting machinery provides several potential benefits such as minimizing labor intensive sewing or linking processes, production of constant quality products, and other benefits. However, in order to obtain the bound-off knit edges on computerized knitting machines, it is significant to not only provide appropriate values of loop lengths and machine tensions but also to choose suitable types of binding-off methods. This research introduces three different types of binding-off processes on neck edges conducted on automated complete garment knitting machines and investigates the seam strength and elongation of the neck edges by the ...

To quantify the postpeak residual capacity and to gain insights into the load transfer mechanism of a shear wall, nail connection tests were performed on salvaged connections after a monotonic shear wall test loaded up to peak load. Experimental results reveal that there is a loss of strength in most of the fasteners studied, indicating that almost all the fasteners contribute toward racking resistance of the wall. The maximum loss of strength was observed for the fastener in the uplift corner and for the fastener along the middle stud. Another area where fasteners exhibited a significant loss of strength was in plate connection located at the bottom plate. The performance of a shear wall can be enhanced by strengthening the two areas – uplift corner and bottom plate.

Palettenregalsysteme weisen unterschiedliche Merkmale bezuglich der verwendeten Profile und ihrer Verbindungen auf, wodurch sie sich von ublichen Stahlbauten unterscheiden. Sie gehoren nicht zu Gebauden, so dass ihr Erdbebennachweis nicht nach den Bestimmungen fur Hochbauten ausgefuhrt werden kann. In diesem Beitrag wird durch Anwendung nichtlinearer statischer Berechnungsverfahren das Verhalten solcher Systeme unter Erdbebenbeanspruchung untersucht. Dabei wird das nichtlineare Tragverhalten systemspezifischer Tragwerkskomponenten mit experimentellen und rechnerischen Untersuchungen bestimmt. So lassen sich Verhaltensfaktoren (q-Faktoren) individuell fur jedes Palettenregalsystem bestimmen. Ferner lasst sich ermitteln, wie ein System auf das Bemessungserdbeben reagiert bzw. inwieweit die angenommenen inelastischen Reserven ausgenutzt wurden, wie in neun Anwendungsbeispielen gezeigt wird. Seismic performance of steel pallet racking systems. Pallet racking systems have peculiar characteristics in respect to the member’s profiles and their joints and differ from the usual steel structures. They are not buildings so that their seismic design cannot be performed according to the relevant rules for buildings. This paper presents the seismic performance of pallet racks by means of non-linear static (pushover) analyses. The non-linear behavior of system specific components is determined by means of experimental and numerical investigations. This allows the determination of behavior factors (q-factors) for each individual system separately. In addition the performance of a specific system to the design earthquake may be determined as wellas how far the inelastic reserves have been exploited. The application of the method is shown by nine case studies.

Finger-joined lumber studs are considered equivalent to, and can be used interchangeably with, unjoined lumber of the same grade in residential construction in Canada. However, there have been concerns expressed by engineers and users that there is no data available on the mechanical performance of shearwalls built with finger-joined studs to support this equivalency. This study was intended to address this information gap. Two groups of finger-joined studs were fabricated using ‘No. 2 or better’ grade spruce-pine-fir (SPF) lumber and a heat resistant polyvinyl acetate (PVA) adhesive. One group had 2–3 joints per stud, while the second group had 5–6 joints per stud. A control group of unjoined ‘No. 2 or better’ grade SPF lumber was sampled as a reference for comparison between groups. The stud dimensions were 38 mm × 89 mm × 2.44 m. Sheathing used was oriented strand board (OSB) panels with dimensions of 1.22 m × 2.44 m × 12.5 mm. The stud frame was fastened using 12d common wire nails and the sheathing was fastened to the stud frame using 8d common wire nails. A total of 12 shearwall test specimens of dimensions 2.44 m × 2.44 m were fabricated and tested. Test results showed that there was no statistically significant difference in the mechanical performance in terms of peak racking load and stiffness between shearwalls containing finger-joined studs (up to 5–6 joints) and shearwalls containing unjointed studs. The failure mode for each test wall was a combined sheathing nail withdrawal and sheathing nail head pull through. This study provides confirmation that finger-joined studs made using the PVA adhesive in this study could be deemed to be equivalent to unjoined studs in fabrication of shearwalls.

The research behind this article aims to reduce the operational costs and energy consumption of closed-environment growing systems, or grow-cells. Essentially a sealed building with a controlled environment, and insulated from outside lighting, grow-cells are configured to suit the particular crop being produced. There are numerous research questions relating to their design and operation, including their energy requirements, air movement, dehumidification, internal racking design, different ways to deploy artificial LED lighting, and the monitoring of crop reaction to these. The present article briefly reviews the concept and describes some preliminary work in relation to a demonstration system being developed by the authors and collaborating industry partner. This prototype consists of a 12m x 2.4m shipping container with a commercial heating/ventilation system. Multi-layer growing trays are circulated by means of a novel conveyor system. The article describes the development of the conveyor control system, summarises research into LED light selection, and introduces the thermal modelling approach. The latter is illustrated using experimental data from a laboratory scale test chamber.

In the paper the results of experimental tests carried out on double-sided semi-rigid beam-to-column joints applied in the typical pallet racking systems are presented and discussed. The applicable European design standard EN 15512 “ Steel static storage systems. Adjustable pallet racking systems. Principles for structural design” obliges to perform experimental research as part of a complementary process of designing this type of structures. At the same time, the test procedure described in the said document is defined only for single-sided joints, whereas in typical pallet racking systems, double-sides joints are dominating, due to the way the systems are constructed. Having in mind the above mentioned reasons, the series of tests for double-sided configuration of beams have been carried out, based on standard provisions, as well as other standardization and advisory documents of a similar nature. The obtained results of stiffness and bending moment capacity for double-sided joints have been compared to the findings of experiments performed in the past for single-sided joints only, presented in some earlier publications, e.g. [4] .

Importance of building large-size glazing into timber structures has significantly grown over the last decade. This was one of the major reasons for carrying out the presented experimental research on timber structures with a fixed glazing placed in the external sides or in the middle of the timberframe wall elements. Timber frame, to which glass pane is directly attached, forms the composite wall element, which contributes to stability of the entire system with its load capacity. Different types of adhesives with specific characteristics were used and they consequently caused different impacts on a wall composite. Both concepts, with bilateral glass as well as single glass lining in the middle of profile, are presented.

A pilot study was conducted at Penn State University to determine whether the type of drywall joint compound would influence the shear strength of wood-frame stud walls sheathed with Gypsum Wall Board (GWB or drywall). In this study, five 2438 mm by 2438 mm specimens were tested under in-plane cyclic racking loading following the CUREE loading protocol for light-frame wall systems. Three specimens were finished using non-cement based joint compound while the other two used cement based joint compound. Based on the experimental testing of the specimens, the results show that the use of cement based joint compound on drywall joints produces higher shear capacity for the wall system as compared to similar specimens finished with conventional non-cement based joint compound. The result of the study is particularly important for high seismic regions where interior stud walls in residential construction effectively take part in seismic resistance even though wood shear walls are normally used on exterior walls.

A new method to assess the raking performance of Platform timber framed walls, is provided in this study: each component of the unit wall assembly is assumed as rigid, hence allowing to drastically reduce the overall number of DoFs involved within the model. The timber frame in particular, is modelled as a mechanism, having only two DoFs (regardless of the number of studs) corresponding to the horizontal and rotational displacements of the header beam. For a given imposed horizontal displacement Δ h , the corresponding racking load P ( Δ h ) is computed by numerical relaxation, allowing to consider a continuous function to represent the load-slip curves of the connections. A comparison of the numerical analysis against laboratory test results is provided, showing the method’s capability in predicting the raking strength of the wall, despite the assumed reduced number of DoFs.

In the UK, the design procedure for calculating the racking strength of timber-framed walls is based on the rules in Eurocode 5 and given in PD 6693-1. Currently, the PD method does not include a procedure for calculating racking strength using the results from wall panel racking tests to BS EN 594. Under the Building Regulations (England and Wales), BS 5268-6.1:1996, which was superseded by Eurocode 5, can still be used and this standard includes a calculation method using test results from BS EN 594:1996. As BS EN 594:2011 uses a revised test procedure, it has been found that the results are no longer compatible with the BS 5268-6.1 design procedure. This paper describes an extensive experimental programme investigating the compatibility and suitability of the test method in BS EN 594:2011 with the racking design method in BS 5268-6.1:1996. The test results have been analysed and compared, and appropriate recommendations are made.