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Articles de revues sur le sujet "Wall House 2"
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Lu, Peng, Yan Tian, Michael Storozum, Panpan Chen, Hui Wang, Xia Wang, Junjie Xu et al. « Shifting Patterns of House Structures during the Neolithic-Bronze Age in the Yellow River Basin : An Environmental Perspective ». Land 10, no 6 (28 mai 2021) : 574. http://dx.doi.org/10.3390/land10060574.
Texte intégralRésumé :
The emergence of houses is a social revolution around the world. Over the past several decades, Chinese archaeologists have excavated many Neolithic to Bronze Age houses, but there is still a great amount of uncertainty about the social and environmental factors driving the differences between these house structures in the Yellow River Basin. In this paper, we summarize data from excavation reports on the shape and size of Neolithic-Bronze Age houses in the upper, middle and lower reaches of the Yellow River, respectively, to identify some social and environmental factors that may have affected the development of house structures across northern China. Our results show that the shape and size of the houses developed at a different pace, but in general followed a similar developmental sequence: (1) 10–8 ka BP, the bud of settlements emerged in the middle and lower reaches of the Yellow River; (2) 8–7 ka BP, people started to construct small pithouses without walls; (3) 7–6 ka BP, people made medium-sized pithouses with low walls, and surface buildings were made with a wood skeleton and mud walls; (4) 6–5 ka BP, ultra-large houses emerged; (5) 5–4 ka BP, house form became more varied, including pithouses, cave dwellings and surface buildings with a wood skeleton mud wall, rammed earth wall, piled mud-grass mixed walls and adobe walls; and (6) 4–3 ka BP, original palaces emerged. Our analyses indicate that the environment played an essential role in determining the house changes over time and that the early to middle Holocene’s warm and humid climate provided excellent conditions for the emergence of settlements throughout the region. Due to the shortage of trees, people chose to change their house construction methods to accommodate the growing lumber shortage. In conclusion, the rapid shift in house construction methods reflects the changing ecological condition as well as a feedback cycle between the environment and social practices driven by resource limitations.
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Luck, Brian D., Jeremiah D. Davis, Joseph L. Purswell, Aaron S. Kiess et Steven J. Hoff. « Assessing Air Velocity Distribution in Three Sizes of Commercial Broiler Houses During Tunnel Ventilation ». Transactions of the ASABE 60, no 4 (2017) : 1313–23. http://dx.doi.org/10.13031/trans.12107.
Texte intégralRésumé :
Abstract. Convective cooling is a critical management strategy for maintaining an environment that promotes production efficiency, thermal comfort, and animal well-being in commercial broiler houses. Variations in house size, design, and equipment configuration contribute greatly to the air velocity distribution within the facility. This study assessed total airflow, air velocity distribution, and quantified the floor area in three facilities experiencing insufficient air velocity for maintenance of production efficiency, thermal comfort, and animal well-being. Test facility 1 was an 18.3 × 170.7 m solid side-wall broiler house, test facility 2 was a 15.24 × 144.8 m solid side-wall broiler house, and test facility 3 was a 12.19 × 121.9 m curtain side-wall broiler house. Total airflow of each facility, measured with a Fan Assessment and Numeration System, was 512,730, 389,495, and 329,270 m3 h-1 for test facilities 1, 2, and 3, respectively. Air velocity distribution patterns were characterized in each house with a Scalable Environment Assessment System (SEAS) and spatial statistics. The air velocity distributions within the test facilities were variable, with notable maxima immediately downstream of the tunnel inlets, which serve as a well-defined vena contracta, and local minima near the leading end of the evaporative pads and the exhaust fans. Equipment within the facilities had an impact on the air velocity distribution by creating reduced cross-sectional areas that resulted in localized increases in air velocity. The percentage of total bird-level floor area in each facility experiencing air velocities below 1.5 m s-1 was 14.3%, 20.7%, and 10.0% for test facilities 1, 2, and 3, respectively. The effective design velocity (Ved) was calculated from total airflow using the measured building cross-sectional area. The Ved measured 2.97, 2.45, and 2.34 m s-1 for test facilities 1, 2, and 3, respectively. Mean cross-sectional air velocity (Vcs) was calculated from SEAS data and normalized using each facility’s Ved to account for differences in building size for comparison. Test facility 1, the largest of the three houses, generated substantially higher Vcs/Ved than test facilities 2 and 3. Test facilities 2 and 3 maintained a larger proportion of Vcs above Ved than test facility 1. Test facility 1 showed 26.5% of the total house length below Ved, while test facilities 2 and 3 had only 20.8% and 17.5%, respectively, of the total house length below Ved. The lower-velocity regions were due to the length of the evaporative cooling pad inlet and the use of tunnel doors, and the exhaust fan placement on the side-walls in test facility 1 created an additional pronounced low-velocity area. Placement of tunnel ventilation fans on the end-wall of the facility, rather than the side-wall, eliminated the low-velocity region at the exhaust end of the facility. Modifications to current practices for broiler production facility construction and evaporative cooling pad inlet installation would be required to minimize the low-velocity region at the inlet end of these facilities. Consideration of house width and physical arrangement of the air inlets, tunnel fans, and internal equipment are critical for improving the uniformity of air velocity in commercial broiler houses. Keywords: Air velocity, Anemometer, Broiler house, FANS, Tunnel ventilation.
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Kadir, Salim et Jafar. « Exploration of Comparative Concepts in the Ethnomathematics of The Buton Traditional House ». Journal of Physics : Conference Series 2123, no 1 (1 novembre 2021) : 012025. http://dx.doi.org/10.1088/1742-6596/2123/1/012025.
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Abstract The Buton community has practiced mathematical culture in the form of a Buton traditional house called banua tadha (right house). The purpose of this study was to explore the comparative concepts in the ethnomathematics of the Buton traditional house. This research is qualitative research with an ethnographic approach. The results of this study indicate that every Buton traditional house contains several comparative concepts in the ethnomathematical: (1) the width of the door and the width of the stairs, (2) the walls of the house and the tutumbu, (3) the width of the house and tutumbu, (4) wall and pillar heights, (5) the height of the bhate and the length of the limana bathe, (6) the height of the front wall to the height of the side walls, (7) the width of the stair post with the size of the rungs of the stairs, and (8) wall height and house pole height, and (9) the shape of a right triangle formed by a crutch (konta), a pole (ariy), and a buffer (tadha). These comparisons can be used in learning mathematics to pass on the ethnomathematical local wisdom of the Buton traditional house.
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He, Quan, Da Long Liu et Qun Zhang. « Indoor Thermal Environments Investigation in Winter of Rural Houses in Yinchuan ». Applied Mechanics and Materials 209-211 (octobre 2012) : 289–93. http://dx.doi.org/10.4028/www.scientific.net/amm.209-211.289.
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The main considerations of building some new-type rural houses in Yinchuan are to improve indoor thermal environment and to reduce heating energy consumption by passive solar use and high-insulation envelope. Two houses were measured, a traditional one with adobe walls and a wooden roof, and a newly-built one with straw-bale insulation. Results show: (1) the linear layout of the traditional house leads to a higher heating energy consumption than the new one with climatic buffers; (2) the new house with straw-bale bricks have better thermal insulation performance than the traditional one with adobe wall; (3) lacking thermal storage is one of the main causes of larger indoor temperature fluctuation in the new house; (4) as a traditional partial interval heating mode, the “Kang”(a bed-stove made of bricks or fired clay) in the bedroom uses energy efficiently and improves the indoor thermal comfort.
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Leang, Enghok, Pierre Tittelein, Laurent Zalewski et Stéphane Lassue. « Impact of a Composite Trombe Wall Incorporating Phase Change Materials on the Thermal Behavior of an Individual House with Low Energy Consumption ». Energies 13, no 18 (17 septembre 2020) : 4872. http://dx.doi.org/10.3390/en13184872.
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As the heating demands of buildings drop considerably, the use of solar walls makes increasing sense. One of the obstacles to the development of such walls is their need for on-site implementation by specialized companies. On the other hand, a storage wall is generally composed of heavy materials with high inertia, which prevents prefabrication of the solar component. To avoid this problem and allow for solar walls to be prefabricated in the factory, a novel approach to replacing this heavy wall with a lighter storage wall incorporating phase change materials (PCM) has been proposed. This paper aims to demonstrate the impact of PCM on the thermal energy performance once they have been integrated into the storage wall of the composite Trombe wall. Addressed herein will be the heat transfer exchange inside a house located in the northern part of France, where a composite Trombe wall has been fitted without PCM. Three configurations will be investigated—(1) the model house without the solar Trombe wall, defined as the reference configuration; (2) the model house integrating the concrete solar Trombe wall; and (3) the model house integrating the PCM solar Trombe wall. Two setpoint temperatures will be introduced—(a) a constant setpoint of 20 °C, and (b) a variable setpoint of 19 °C (14 h from 7:00 a.m. to 9:00 p.m.) and 16 °C (10 h from 9:00 p.m. to 7:00 a.m.). Furthermore, three different climate conditions will be adopted to run simulations—Paris-Orly, Lyon, and Nice. Dymola/Modelica, a dynamic thermal simulation tool, will be utilized to simulate the thermal performance of these defined configurations. The results obtained, regarding a solar Trombe wall installation that applies two distinct storage walls exposed to the weather of Paris, showed similar minimizations of the one-year energy heating demand inside the bedroom, equal to roughly 20% (i.e., 20.45% of concrete storage wall and 19.90% of PCM storage wall) compared to the reference configuration (i.e., the house with no solar Trombe wall). Based on the imposed setpoint temperature by means of night and day reductions, the resulting heating energy demand in the bedroom, through application of the two storage walls (concrete and PCM) and three different climatic regions could be minimized by 20.34% in Paris, 20.20% in Lyon, and 68.10% in Nice (for the concrete storage wall) vs. the reference configuration; and by 18.79% in Paris, 19.56% in Lyon, and 55.15% in Nice (for the PCM storage wall) vs. the reference configuration.
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Zhu, Mingjing, Binsheng Luo, Ben La, Ruijie Chen, Fenggui Liu et Chunlin Long. « The Wattled-Wall House of Salar People and Its Conservation and Development ». Sustainability 14, no 1 (21 décembre 2021) : 23. http://dx.doi.org/10.3390/su14010023.
Texte intégralRésumé :
Salar people are Turkic-speaking Islamic people and an ethnic group with a small population in China. Wattled-wall house of Salar people is a type of traditional house threatened by extinction. In 2008, the wattled-wall house construction skills were selected for the national intangible cultural heritage list. It is mainly distributed in Xunhua Salar Autonomous County, Qinghai Province of China. So far, Salar people′s traditional wattled-wall house knowledge has been poorly documented. Therefore, a study supporting cultural preservation efforts is needed, including preserving plants used in its construction. This study mainly applied ethnobotanical methods based on data collection through observation, interviews, and documentation. Additionally, ArcGIS data analysis is also used to supplement the evaluation of the traditional wattled-wall house. This study aimed to (1) document traditional knowledge about the wattled-wall house construction, (2) and evaluate the current status of the wattled-wall house from different angles like the environmental adaptability and internal advantages and disadvantages. The result showed that the local people still apply the knowledge about the wattled-wall house from generation to generation. However, due to some practical reasons, the wattled-wall house is on the verge of extinction. There are 11 plant taxa used as construction materials in wattled-wall house. Conservation efforts for species involved in the wattled-wall house are needed, especially the ones with limited availability. Re-use of wattled-wall house is needed in order to maximize the economic benefits and to safeguard its historical and architectural values. It is recommended that the conservation of this cultural heritage needs more attention and effort from the local government or the society.
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Abdurrahman, Muhammad Farid, Imam Santoso et Erminawati Erminawati. « Hubungan Jenis Dinding dan Atap dengan Suhu dan Kelembaban Rumah Pada Pemukiman Lahan Basah ». JURNAL KESEHATAN LINGKUNGAN : Jurnal dan Aplikasi Teknik Kesehatan Lingkungan 17, no 2 (31 décembre 2020) : 107. http://dx.doi.org/10.31964/jkl.v17i2.256.
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The wetland settlements are swamp ecosystems including peat swamps which are affected by fresh and brackish water. One of the characteristics of wetlands has low elevation and affected by tides. The purpose of this study was to determine the relationship between the type of wall and roof with the temperature and humidity of the house in the wetland settlement in Desa Tamban Lupak Kecamatan Kapuas Kuala Kabupaten Kapuas. Research design with Cross Sectional Study. The sample in this study totaled 58 housing units. Data analysis using the Spearman –rho correlation test. Statistical test results showed the type of wall with house temperature has no relationship with the Sig. (2-tailed) = 0.439> α = 0.05. The type of roof with house temperature has no relationship with the Sig. (2-tailed) = 0.204> α = 0.05. The type of wall with house humidity has no relationship with the Sig. (2-tailed) = 0.767> α = 0.05. The type of roof with house humidity has no relationship with the value of Sig. (2-tailed) = 0.099> α = 0.05. This study showed that there was no relationship between the type of wall and roof with the temperature and humidity of the house in a wetland settlement.
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Steen, Bo. « Mellemtoft Øst – En tidlig middelalderlig landbebyggelse nær Tvis Kloster ». Kuml 51, no 51 (2 janvier 2002) : 267–83. http://dx.doi.org/10.7146/kuml.v51i51.102999.
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Mellemtoft ØstAn early medieval rural settlement near Tvis KlosterIn 1999, Holstebro Museum in vestigated a rural settlement from the Middle Ages in Mejrup parish three kilometers east of Holstebro (fig. 1-2). During the investigation, a system of squares and ditches taking up an area of 6000 square meters were unearthed.The medieval structures comprises a road track running north-south between two parallel croft ditches,and east of this, three longhouses, a pen, and five Dutch barns. Moreover, a Bronze Age house site and a few pits and postholes from the Neolithic Age and Bronze Age were uncovered.House I had a length of 30.5 meters and an east-west orientation.There were traces of seven roof-bearing posts placed between 4 and 6 meters apart along the axis of the house (fig. 3). At both gables, the outermost roof-bearing posts were placed in the wall. The southern house wall consisted of an inner and an outer row of posts, placed 0.75-1.1 meters apart. The width of the house, measured between the inner walls, was 5 meters.The northern house wall seemed to have had only one row of posts. However, some of the scattered postholes were situated at such a distance from the axis of the house that they might indicate that part of this wall also had two rows of posts.The inner southern house wall had three entrances, each 1.25-meters wide and moved a bit into the house. One side of each entrance had been placed next to a roof bearing post, which indicates that the hou se had more rooms. Postholes on either side of the roof bearing post next to the westernmost entrance were probably from a partition wall. The postholes from the wall posts contained no traces from the posts, and it is impossible to determine whether the posts of the outer row were upright or slanting.House II was situated 30 meters south of house I and parallel with it. It had a length of 26 meters and a width of 4.5 meters, measured between the inner walls (fig. 4).House III was represented by a g roup·of postholes probably representing several phases of one or more houses and covering an area of 18X6 meters in the north western part of the excavation, next to ditch C (fig. 5).In the north western corner of house I, an approximately 9x9-meter large square was not contemporary with the house. The south western corner of the structure had a 5-meter wide opening. This structure is interpreted as a pen.Several postholes very close to the eastern gable of house I and the western gable of house II did not seem to belong to the house constructions, but probably represent detached buildings. From these postholes,it was possible to isolate a Dutch barn by house I and three such barns next to house II. However, the rest of the postholes outside the houses indicate the existence of still more structures. West of the pen, another group of postholes could be interpreted as a Dutch barn, whereas other postholes gave no clue as to their function.West of the longhouses, croft ditch A ran north-south, and ditch B ran parallel to th is at a distance of 9-14 meters. Between these ditches was a road track (fig. 2,6-7). The ditches and the road continued beyond the edge of the excavation.North of the presumed house III, another ditch ran at an angle from ditch A. To the east, ditch C ended close to a modern ditch, but it may continue in to the not investigated area to the east. South of the corner, at the junction between ditch A and ditch C, there was a possible entrance, as at this point, ditch A was not detectable across a 3.5-meter wide stretch.The fact that the road and the croft ditches A and B were parallel indicates that they were contemporary. Possibly, not only the road, but also the area between the ditches functioned as a common cattle walk.A common feature shared by the medieval structures was a general lack of finds.The artifacts only amount to a few potsherds from the early 13th century, fragments of a grinding stone of Rhine basalt and fragments of medieval bricks. Samples for a C-14 dating were taken from the postho es of two roofbearing posts and an entrance post. A coin found in the excavated area south of house II dates back to 1234-1259.No fireplaces or traces from floor layers were found in any of the buildings at Mellemtoft Øst. However, modern ploughing could have gradually destroyed these. In the assumed house III , the postholes contained potsherds, medieval bricks, fragments of grinding stones, and fire-cracked stones. The finds may indicate that house III was a dwelling house.Contrary to house III, the two almost identical houses I and II with central posts contained almost no finds.These houses were situated in the same area as the Dutch barns and the pen, and their function may therefore be interpreted as outbuildings rather than as dwellings.House I and II at Mellemtoft Øst are interpreted as houses with straight walls and a central row of roof bearing posts combined with a “lean-to” – an unusual type house for medieval Denmark. Houses of a type similar to I and II usually date from the 12th century. The settlement is thought to have existed from the mid-12th century until the mid-13th century.Ditch A, is disturbed by neither the long houses 1-111, northe pen, nor the Dutch barns, and it is interpreted as the western demarcation of the croft to which the buildings seem to belong.The parallel croft ditches,A and B, and the road between them, were parallel and had the same structure. They are therefore interpreted as contemporary. If ditch C is interpreted as a dem arcation of the partly uncovered farm site, then another croft must have been situated north of it. Simil rly, dit h B may be int rpreted as the eastern demarcatio of a third croft, which may have been situated west of the road. All these farms must have used the same road and cattle walk. Alternatively, the partly uncovered farm site was the only one. However, if this is the case, we are left wondering why ditches were necessary on both sides of the road.It is an obvious thought that the settlement at Mellemtoft Øst was somehow connected with the contemporary monastery of Tvis Kloster, a mere kilometer to the Southeast.The monastery was founded by Prince Buris, the son of Henrik Skadelaar, whose father was a brother of King Erik I the Evergood. Prince Buris owned landed property around Holstebro, and in a deed signed on the 20th of March, 1163, by King Valdemar I the Great, and others, he gave part of his estate to the Cistercian Order, which was to establish a monastery where the farm of Tvisel was situated. Apart from Tvisel, the monastery had other possessions, but none of them lie in Mejrup parish, and so the settlement at Mellemtoft Øst probably did not belong to the monastery. However, the two contemporary settlements must have known each other, and some connection is suggested by the road, which may well have led from the settlement to the monastery. None of the roads on the maps from the early 19th century – which are the oldest maps of this area – can be identified as the one excavated in the settlement. Whether or not the road led to the monastery will be difficult to prove archaeologically, as the lake connected to the hydroelectric power station has flooded the areas on both sides of the old river.Bo SteenHolstebro MuseumTranslated byAnnette Lerche Trolle
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Rahmawati, Husmul Beze et Muslimin B. « Web-Based Geographic Information System of Livable House in Kandolo Village ». TEPIAN 3, no 4 (1 décembre 2022) : 191–97. http://dx.doi.org/10.51967/tepian.v3i4.1417.
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A livable house is abbreviated as the feasibility of a residential house which can be measured from 2 aspects, namely the physical quality of the house and the quality of house facilities. The physical quality of the residential house is measured by 3 variables, namely the type of roof, the type of wall, and the type of floor, while the quality of the housing facilities is measured by 2 variables, namely the source of lighting and the availability of toilet facilities. In this study, the authors use the prototype method using data analysis and system design. This web-based geographic information system for livable houses in Kandolo Village aims to assist in the data collection process for livable houses in Kandolo Village. The results of this study 257 house data have been entered, of which 247 houses are suitable for livable on, 6 houses that are less suitable for livable on, and 4 houses that are not suitable for livable on. For visitors, this system functions to select houses that are livable by looking at several registered pins, then the system will take the resident data detail page. Then in the detail section of citizen data, there will be some resident data, photos of houses, and routes to their destination. From the application trial results, the author conducted a black box test with 11 test class items and respondent tests for direct users at the Kandolo Village Office where the features are used to well and are accepted among the community.
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Branco, Jorge M., Paulo B. Lourenço et Chrysl A. Aranha. « Seismic Analysis of a 2-Storey Log House ». Advanced Materials Research 778 (septembre 2013) : 478–85. http://dx.doi.org/10.4028/www.scientific.net/amr.778.478.
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The current paper deals with the analysis of the results yielded by a series of tests performed to evaluate the seismic behaviour of a model log construction. The study was based on an experimental investigation performed to improve the existing knowledge on log houses subject to seismic events. The main part of the experimental work is based on a full scale shaking table test, conducted on a two-storey log house designed by the Portuguese company Rusticasa® in compliance with design rules for timber buildings. The test was performed by the University of Minho within the framework of the SERIES Project Multi-storey timber buildings and was coordinated by the University of Trento, at LNEC, Lisbon, Portugal. The geometry of the specimen, the design of the test, the setup and the instrumentation layout are first presented in this paper. The test procedure was conducted in stages with maximum accelerations (bi-directional) of 0.07g, 0.28g and 0.5g. During this incremental test procedure, whenever damage occurred, identification tests were performed to assess any variation in the fundamental period of the house. The experimental results of each test have been analyzed and the resultant values of inter-storey drift, wall slippage and uplift measurements, shear deformations and hold-down forces measured are presented. Most importantly, the dynamic properties (fundamental period and mode shapes) of the system have been determined.
Thèses sur le sujet "Wall House 2"
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Golalmis, Mustafa. « Development Of Masonry House Wall Strengthening Techniques Against Earthquakes Using Scrap Tires ». Master's thesis, METU, 2005. http://etd.lib.metu.edu.tr/upload/2/12606273/index.pdf.
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About half of the building stock in Turkey is masonry type and one fourth of the building stock is one-storey brick type masonry buildings. Especially the rural masonry houses are commonly constructed by their own residents without any engineering knowledge. Traditional masonry houses usually have heavy roofs which generate large lateral forces on walls during earthquakes. Readily available retrofitting techniques are mostly complicated and costly making it not feasible for uneducated poor residents to strengthen their own houses. The aim of this thesis is to develop a new alternative strengthening technique using scrap tires that is economic and easy to apply on the walls of one-story masonry houses.
In order to investigate the usage of scrap tires for masonry wall post-tensioning, forty three scrap tire rings (STRs) from nine different brands and nine rim-rings direct tension experiments were conducted. The average tensile load capacities of STRs and rim-rings were found as 132.6 kN and 53 kN, respectively.
Six strip walls (i.e., four brick- and two briquette-walls) strengthened by applying post-tensioning loads with STCs and hybrid system were tested in out-of-plane bending direction. The out-of-plane capacity of the brick and briquette walls increased up to about 9 times and 5 times with respect to their nominal capacities, respectively.
Finally, two-full scale traditional masonries were tested by the tilting table. The capacity of strengthened house increased 75% with respect to the unstrengthened one.
The results obtained form the conducted tests are highly promising and suggest that the method can be used as a low-cost and simple strengthening technique for seismically deficient single storey, masonry type houses.
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He, Weiling. « Flatness transformed and otherness embodied : a study of John Hejduk's Diamond Museum and Wall House 2 across the media of painting, poetry. architectural drawing and architectural space ». Diss., Georgia Institute of Technology, 2005. http://hdl.handle.net/1853/36608.
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To study architectural space in relation to other works of art, the author aims at understanding how meaning depends upon the medium within which it is formulated. More importantly, the process of re-stating a work from one medium to another requires analytically rigorous study at the level of design thinking. In this thesis, Piet Mondrian’s sixteen Diamond Compositions, George Braque’s Studio Series, and Jean Auguste Dominique Ingres’s Comptesse d'Haussonville will be studied as points of departure of John Hejduk¡’s two sets of architectural projects: the Diamond Series and the Wall House Series. Compositional similarities among these works will be discovered as the design means of Hejduk’s architecture. Moreover, these paintings suggest two design ends: C flatness and otherness. Hejduk’s poems about paintings and his architectural drawings will be examined as working media in which the two design ends are formulated. On this basis, the Diamond Series and the Wall House Series will be analyzed once again on the basis of how flatness and otherness are constructed in architectural space. In a way, Hejduk defines his own design means in the medium of architecture. It is noted that the re-statement of meaning in the medium of architecture involves both a retrospective understanding of the spatial structure and an embodied experience of the immediate spatial condition. Only when space makes sense independent of the references back to existing works in other media such as painting or poetry and the key design move is made will the readings of such works become architectural concepts. In the media of painting, poetry, architectural drawing, and architectural space, John Hejduk designs intention in its own right as part of the design process. Therefore, working across media entails far more than superficial references or fanciful representations. Rather, it is a serious investigation into the construction of medium-specific meaning, which the work of Hejduk clearly exemplifies. For the same reason, Hejduk’s work can be understood beyond personal or mystical expressions, becoming a tangible, logical, and thereby shared construction.
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Hamilton, Lisa A. « Within these walls : An ethnography of home at lake house ». Thesis, Queensland University of Technology, 2018. https://eprints.qut.edu.au/122226/2/__qut.edu.au_Documents_StaffHome_StaffGroupH%24_halla_Desktop_Lisa_Hamilton_Thesis.pdf.
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People with intellectual disability have much to say about home but their voices are not always heard amongst the noise of service provision. This thesis used collaborative ethnographic research methods to explore meanings of home at a group home called Lake House. At times, the group home was inflexible and rigid but the housemates demonstrated agency, subverting and resisting the institutional culture in their own ways. Creativity and tenacity in home-making was found. As housing and support models evolve, the experiences and expertise of people with intellectual disability must be paramount.
Livres sur le sujet "Wall House 2"
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Walt Disney World Railroads Part 2 Main Street Horse-Drawn Streetcar : Reflections of America. Greenville, South Carolina USA : Steel Wheel on Steel Rail Studio, 2014.
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Walt Disney World Railroads Part 2 Main Street Horse-Drawn Streetcar : Reflections of America. Greenville, South Carolina : Steel Wheel on Steel Rail Studio, 2013.
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Constitutional Separation of Powers and the Conflicting Practice of Members of Congress Taking an Oath of Office : The Beacon Spotlight, Issue #5. Vancouver, WA : Patriot Corps, 2014.
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Lamb Cromar, Stewart, Marta Christiansen, Catherine Koppe, Jackie Aim, Tracey McShane, Kirsty Ross et Lily Mellon. We Have Great Stuff : Colouring Book Volume 2. University of Edinburgh, 2021. http://dx.doi.org/10.2218/ed.9781912669332.
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Welcome to the World of Edinburgh and Colouring. This edition of the ‘We have great stuff’ colouring book is centred around the theme of a Treasure Map, in that it explores treasures found around the University of Edinburgh. It combines three things I love: first, the enchanting, beautiful city of Edinburgh, second, walking and exploring the beauty surrounding us, and third, creative pursuits, i.e. colouring. All three have been present in making this book; in finding, photographing and creating the drawings you will hopefully enjoy colouring and exploring. To walk and explore and being creative to me offer mindful breaks in a busy life, where thoughts and worries are put on hold for a minute, creating a space where I just am. Sometimes taking these breaks and doing something with my hands or my body will lead to solutions for, new ideas or realisations about what occupies my mind. The aim of this book is to encourage taking mindful breaks from the busy life of a student either in the form of colouring or walking and perhaps experience some of the peace these activities give me. We have therefore included maps at the back that show the locations of the inspiration sources, hence the name Treasure Map. Images 1-12 and 15-18 are of architectural details found around the University of Edinburgh and are meant to encourage you to explore and appreciate the beauty and possibilities of the University and the city surrounding it. Images 13-14 and 19-25 are based on photos of items found at the Centre for Research Collections housed in the University of Edinburgh’s Main Library, and home to books, art, archives, manuscripts and musical instruments. I hope you enjoy colouring and exploring.
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Leitner, Hans-Jochem. Revealing Scriptural Pictures of the Jewish Messiah : Come House of Jacob, Let Us Walk in the Light of Adonai, Isa 2 : 5. Independently Published, 2022.
Trouver le texte intégralChapitres de livres sur le sujet "Wall House 2"
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Allison, Penelope M. « House I 10,1 ». Dans The Insula of the Menander at Pompeii. Oxford University Press, 2007. http://dx.doi.org/10.1093/oso/9780199263127.003.0028.
Texte intégralRésumé :
In November 1926 the excavators recorded moving lapilli from in front of this house and from the entrance but no finds were reported in these areas. On 8 July 1932 they recorded removing disturbed volcanic deposit from the middle levels in the northeast area of this insula. A breach (min. h.: 2 m), now patched, in the south end of the west wall of room 2 and 1.05 m above the floor, presumably penetrated into this space and documents disturbance after ad 79. Elia observed that the room had been covered and had been divided for all or part of its length by a ‘tramezzo ligneo’ which Ling interprets as a wooden partition to screen the stairway. In the north-east corner, are three masonry steps from a stairway which Ling argued ascended along the east wall. Ling argues that the installation of this stairway would have put out of commission the recess and lararium painting (dimensions: 0.55 m × 0.4 m) behind it. The remains of a late Third Style decoration are found on the walls. The loose finds from near the north entrance of this space and from near the entrance to room 3 were predominantly door-fittings, with the possible exception of a small marble base. A small key reported in the latter location may originally have been from storage furniture but was unlikely to have been in use as no other remains of such furnishings were recorded. The only other find in this area was a glass vessel of unknown type. Elia called this room an ‘atrium’. The finds are not particularly diagnostic but, even if this area was disturbed, they hint that it had been relatively unencumbered with furnishings, probably serving predominantly as a reception and access area for the rest of the house. The breach in the south end of the west wall of this room implies that it may have been disturbed after ad 79. The walls had a simple painted decoration but this room had no evident fixtures. According to Elia it was an ‘oecus’. The limited ceramic finds (a jug, a terra sigillata dish, and a lamp) are associated with lighting and probably with the serving or storage of foodstuffs.
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Ling, Roger, Paul Arthur, Georgia Clarke, Estelle Lazer, Lesley A. Ling, Peter Rush et Andrew Waters. « I 10, 2-3 ». Dans The Insula of the Menander at Pompeii : Volume 1 : The Structures. Oxford University Press, 1997. http://dx.doi.org/10.1093/oso/9780198134091.003.0016.
Texte intégralRésumé :
No part of I 10, 2-3 is protected by a modern roof, and the house is now in such a ruinous condition as to render interpretation difficult. The form of the house, like that of 1 10, 1, is very irregular. It has a street frontage of much the same width as its neighbour, but loses space at the rear to the latter’s kitchen yard; at the same time, its backmost rooms (10-12) project into the property behind (I 10,18). The result is a plan which is relatively broad and symmetrical at the front (north) but becomes progressively attenuated, with its axis misplaced westwards, at the rear. A central fauces (I 10, 3), with a painted lararium niche in its east wall (Pl 12), leads from the street to a broad but shallow ‘atrium’ (4) which provides access to the remaining parts of the house. The room to the left of the fauces operated in the final years as a shop (110, 2), with a wide opening to the street (Pl 3) and an L-shaped counter in the front part; it remained accessible from the interior of the house through a doorway into the eastern part of the ‘ atrium’, but also had an independent back room (8), which was separated from the ‘atrium’ by a timber-framed partition. The room to the right of the fauces (room 5) was roughly 2.80 m. square, with a fair-sized window (just under 1 m. wide and just over 1 m. tall) high up in the centre of its north wall (Fig. 39 (S26); cf. Pl 27) and a doorway from the ‘atrium’ (Pl 13) at its south-east corner. It retains a decorated pavement and (under a later decoration) wall-plaster of the period of the First Pompeian Style; there are also traces of a segmental vault evidently going back to the same phase. The ‘atrium’ is perhaps even less deserving of the name than its counterpart in 110,1. It is less than 3 m. deep and acts as little more than a hallway providing access between the fauces and the other parts of the house.
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Ling, Roger, Paul Arthur, Georgia Clarke, Estelle Lazer, Lesley A. Ling, Peter Rush et Andrew Waters. « I 10, 18 ». Dans The Insula of the Menander at Pompeii : Volume 1 : The Structures. Oxford University Press, 1997. http://dx.doi.org/10.1093/oso/9780198134091.003.0022.
Texte intégralRésumé :
Of all the houses in the insula, this is the least easy to study. It is now used as a base for a team of workmen, and certain rooms (2,3,10) are so full of materials and equipment as to put severe restrictions upon the possibility of observation and measurement, while others (6, 6A, 8A) have been filled with topsoil and turned into a fruit and vegetable garden. In addition, the perilous condition of the wooden stairs restored against the south wall of the atrium has prevented close examination of features beneath them. Like I 10, 3 this modest house is relatively broad at the front (8.90 m.), but contracts towards the rear. The front part is of classic type, with a central fauces flanked by symmetrical rooms opening into a compluviate atrium. The room to the north of the fauces (2), slightly under 3 m. square, has a simple painted wall decoration of red fields and is presumably to be identified as a cubiculum; that to the south (3) is somewhat larger (2.80 m. × 3.50 m.) and has slightly more elaborate paintings (including red and yellow fields), so may perhaps have been an oecus. The atrium is not actually centred upon the fauces but misplaced southwards to allow space for two rooms on its north side. Because of this misplacement, the shallow impluvium, now destroyed by exposure to weathering but recorded in the plan and photograph published by Elia, was set with its north edge aligned on the south wall of the fauces. On the south side of the atrium were the wooden stairs just mentioned, which climbed eastwards to the upper floor above room. The two rooms on the north side are, first, a shallow recess or ala (4), 2.30 m. wide by 1.85 m. deep, decorated with Third Style paintings, and, secondly, a tiny cubiculum or storeroom (5, measuring 2 m. × 1.50 m.), which was apparently devoid of all natural lighting other than what came through the doorway. Behind the atrium the width of the house is occupied by two rooms.
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Barnes, R. H. « The Village ». Dans Sea Hunters Of Indonesia, 35–53. Oxford University PressOxford, 1996. http://dx.doi.org/10.1093/oso/9780198280705.003.0002.
Texte intégralRésumé :
Abstract Visitors like the early missionaries have often begun their accounts of Lamalera by describing it as it is approached from the sea. A small inlet lies at the foot of a very large volcano. The long rocky coast is accessible only at the small beach that lies at the inner edge of this inlet (see Plate 2). At the back of the beach stands a semicircle of thatched huts. These sheds house the boats. Behind them may be seen a stone wall about two metres high, providing protection from the sea on the one side and retaining the soil upon which the dwellings stand on the other. The houses stand four or five or six deep behind the boat sheds and restraining wall and are so close to each other that it is difficult to get past them. In the open places and along the sides of the houses are situated platforms for drying fish. The air may be made intolerable from the smell of fish and whale. The buildings in this semicircle comprise the lower half of Lamalera. To the west of the beach a steep and once very difficult climb leads to the upper half of the village (see Plates 3 and 4).
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Ling, Roger, Paul Arthur, Georgia Clarke, Estelle Lazer, Lesley A. Ling, Peter Rush et Andrew Waters. « I 10, 1 ». Dans The Insula of the Menander at Pompeii : Volume 1 : The Structures. Oxford University Press, 1997. http://dx.doi.org/10.1093/oso/9780198134091.003.0015.
Texte intégralRésumé :
This small corner house had acquired an irregular plan in its final phase, thanks, on the one hand, to the offset caused by the fountain at the street corner (Pls. 1, 2), and, on the other, to the small kitchen yard projecting westwards into the neighbouring property 1 10, 2-3. Its entrance, protected by a pent roof, the beam-holes for which (19 cm. in diameter) are visible beneath its modern replacement (Pl 3), was set at the right extremity of the north facade. It opened directly into the central hall (room 1), which can for convenience be called an ‘atrium’, though lacking the architectural pretensions and distinguishing features of traditional atria. Decorated with simple late Third Style paintings in a predominantly red, black, and yellow scheme, this ‘ atrium’ was around 3.50 m. high, and measured 3.75 m. by 5.35 m. on the ground. At its north end the east wall opened in a recess which may in an earlier phase have functioned as a latrine; its side walls preserve the grooves for a wooden shelf which, though rather high and deep (65 cm. above ground and 74 cm. deep), could possibly have been a lavatory seat. By the last period, however, this recess had been blocked by the construction of a stairway, and could only be entered, if it was still used at all, at a height of about 1 m. above floor level. Outside the recess, and also apparently put out of commission by the stairway, was a lararium, the sole relic of which was part of a painting on the north wall showing the Lares and a Genius; the left-hand Lar was missing and had almost certainly been clipped by the stairs. A socket in the wall just beneath the painting could have held a stone shelf for offerings, but is more likely to have been for a wooden beam which bridged the gap between the wall and the first three steps of the stairway, built in masonry against the east wall. The remaining steps, in wood, would have rested on this beam and risen westwards above the street door (Fig. 34 (S3)).
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Ling, Roger, et Lesley Ling. « I. 10. 8 ». Dans The Insula of the Menander at Pompeii. Oxford University Press, 2005. http://dx.doi.org/10.1093/oso/9780199266951.003.0012.
Texte intégralRésumé :
Apart from a First Style Pavement and traces of First Style wall-decorations in the front part of the house, the only decorations attested in house 8 are two of the Third Stylewhich were evidently about to be replaced and two of the Fourth Style (one of which is now largely lost). The bulk of the rooms contain, at best, plain mortar pavements and plain wall-plaster. There are remains of First Style wall-decorations beneath later plain plaster in the fauces and room 2, while Elia refers to a yellow socle in the same style on the south wall of the atrium (see Vol. I, p. 186). None of the surviving fragments (which include part of a stucco cornice in room 2) is sufficient to provide any real notion of the decorative syntax. The only pavement that is likely to belong to the First Style phase is that of room 2, which consisted of patterns of white tesserae set in cocciopesto: a lozenge grid along the threshold and a central mat of meander (swastikas alternating with squares) surrounded by a semis of single tesserae. All these elements are typical of the First Style (the meander mat and semis surround can be paralleled in the First Style rooms buried under room 18 in the Casa del Menandro: see pp. 6–7 and Fig. 64). The lozenge and meander patterns, known from Elia’s description, have now perished, along with the bulk of the pavement, but fragments of the semis survive on the west side and reveal that the size of the tesserae (mostly from 5 mm. to 1 cm. across) and their spacing (5 cm.) conform with measurements found in other examples of this type of pavement ascribed to the time of the First Style. One interesting detail is that, in addition to the inset tesserae, the surface of this pavement shows traces of a coat of red paint. Assuming that the pavement goes back to the First Style, we can here accept Pernice’s suggestion that such colour-enhancement represents a later intervention designed to improve the appearance of pavements that had become worn.
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Harding, Dennis. « Function 2 : Social, Economic, Ritual ». Dans Iron Age Hillforts in Britain and Beyond. Oxford University Press, 2012. http://dx.doi.org/10.1093/oso/9780199695249.003.0012.
Texte intégralRésumé :
In southern England, in terms of prevailing environmental conditions most hillforts could have been occupied or used on a permanent rather than seasonal basis. With the exception of Exmoor and Dartmoor in the far south-west, none are located above the 300m contour and therefore could potentially have sustained a mixed agricultural regime. In northern England, Wales, and Scotland, on the other hand, there are hillforts at altitudes that make seasonal use more likely, although even with some of the larger hillforts in southern Scotland and Northumberland, like Eildon Hill, Hownam Law, and Yeavering Bell, higher altitude may not have precluded occupation on a significant scale. We have already seen that some hillforts in southern Scotland and the Cheviots show ample evidence of occupation in the form of house stances, so that a residential function as a primary purpose is hardly in doubt. Sites like Hayhope Knowe or Camp Tops may be categorized as protected villages, and though some might seem scarcely to qualify as hillforts at all (Frodsham et al. 2007), others like Sundhope Kipp boast defensive earthworks, which seem almost disproportionate in scale to the area of the internal settlement. Sometimes the houses are so densely arranged within the interior as to exclude the possibility of division into different activity zones, unless some of these seemingly identical roundhouses actually served as workshops or stores rather than just for domestic occupation. Despite their relatively high altitude and exposed locations, there is every reason to believe that some sites were permanently occupied, since evidence of cord-rig agriculture often lies in immediate proximity to the enclosure. Even so, these cultivation plots must have been on the margins of viability in the Iron Age, and it is possible that these Borders upland sites by the later first millennium BC were used only seasonally. Indeed, progressive environmental deterioration may be a reason why the earthwork phase of enclosure at Hayhope Knowe was never completed. Archaeologically it is hard to point to evidence that might distinguish seasonal from permanent occupation. The number of buildings may be indicative of the intensity of use, but might stake-wall construction with numerous episodes of rebuilding indicate seasonal construction, as opposed to more permanent post-built houses? On the other hand, stone foundations could have been renovated seasonally in a manner than might be hard to distinguish archaeologically from permanent use.
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Ling, Roger, Paul Arthur, Georgia Clarke, Estelle Lazer, Lesley A. Ling, Peter Rush et Andrew Waters. « I 10, 7 : Casa del Fabbro ». Dans The Insula of the Menander at Pompeii : Volume 1 : The Structures. Oxford University Press, 1997. http://dx.doi.org/10.1093/oso/9780198134091.003.0019.
Texte intégralRésumé :
In its present form the casa del fabbro is an attenuated and relatively cramped property. Not only is the width of its atrium complex so restricted as to allow space for only two narrow cubicula and a small.storeroom on one side, but the space to the east of the fauces has been detached to form part of a separate property (1 10, 6). At the rear, apart from a portico (10) with a kitchen (11) partitioned off at one end of it, there are no rooms beyond the line of the tablinum, merely a small garden enclosed by a blind wall. The full complement of living rooms on the ground floor consists, therefore, if we exclude the atrium (3), of a room occupied by a stair and a latrine (1) and a small cubiculum (2) to the west of the fauces, the two cubicula (4 and 5) and the storeroom (6) to the west of the atrium, the tablinum (7), and two larger rooms flanking it, one of which may have served as a cubiculum (8) and the other as a dining-room (9). The remaining living space was all upstairs. Here the only rooms which can definitely be identified are a series of four or five small chambers above rooms 1-2 and 4-6; but it is probable that there were further rooms above rooms 8 and 9, as well as the tablinum. Whether the house retained an upper floor over the space which had been ceded at its north-east corner, we have no means of telling (cf. p. 145). All this represents a contraction from earlier days, when the house had been interconnected with the Casa del Menandro, and the portico and garden area offered access to the rear (pp. 55, 79-81). That the house had come on harder times, or at least that it had passed into the hands of an owner or tenant with different cultural standards, is suggested by the decorations. The sole remaining fine-quality decorations are those of the late Third Style in rooms 8 and 9: redground wall-paintings with mythological pictures and black-ground ceiling-paintings in the former, and black wall-paintings with mythological landscapes and a painted cocciopesto pavement containing geometric patterns of tesserae in the latter.
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Brown, Thomas J. « The Confederate Retreat to Mars and Venus ». Dans Battle Scars, 189–225. Oxford University PressNew York, NY, 2006. http://dx.doi.org/10.1093/oso/9780195174441.003.0010.
Texte intégralRésumé :
Abstract They are a study in the art of contrast. The marble statue to the fallen Confederate soldiers of South Carolina stands in front of the principal entrance to the state capitol (fig. 1). Leaning on his rifle as he looks directly down Main Street from a height of forty feet, he commands the precise point at which the channels of government and business power meet in Columbia. The bronze statue to the Confederate women of South Carolina sits diametrically across from the State House, about an equal distance from the building, in a chair on a low pedestal (fig. 2). With her back to the street, surrounded on three sides by shrubbery atop a restraining wall, she looks up from the Bible resting on her lap.
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Trollope, Anthony. « Chapter 2 lady macleod ». Dans Can You Forgive Her ? Oxford University Press, 2012. http://dx.doi.org/10.1093/owc/9780199578177.003.0004.
Texte intégralRésumé :
I cannot say that the house in Queen Anne Street was a pleasant house. I am now speaking of the material house, made up of the walls and furniture, and not of any pleasantness or unpleasantness supplied by the inmates. It...
Actes de conférences sur le sujet "Wall House 2"
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Hardwick, David. « Early engine house construction : a comparison of the three oldest surviving structures ». Dans 2nd International Early Engines Conference. International Early Engines Conference & ISSES, 2023. http://dx.doi.org/10.54267/ieec2-2-08.
Texte intégralRésumé :
The three oldest surviving engine houses are compared regarding the nature of their construction and similar key features. This is a preliminary step towards assessing the probable appearance of the first engine houses, i.e those built under the control of Thomas Newcomen and the ‘Proprietors of the Invention for Raising Water by Fire’, based on the surviving physical evidence. Even though this sample set is admittedly, and unavoidably, small a number of elements can be evaluated namely: wall thicknesses, particularly of the bob wall; the location of the main beam; the spring beams and the cylinder beams; the presence and purpose of the ‘boiler arch’; the provision of multiple chimneys. During the surveying process, all three structures were extensively photographed and a glossary of some of these images is included at the end of this article.
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Trokhaniak, Viktor, Semjons Ivanovs, Yuri Nasieka, Oleh Chernysh, Aivars Aboltins, Yevhen Ihnatiev et Oleksandr Synyavskiy. « Usage of CFD for research on lateral ventilation system in poultry house ». Dans 22nd International Scientific Conference Engineering for Rural Development. Latvia University of Life Sciences and Technologies, Faculty of Engineering, 2023. http://dx.doi.org/10.22616/erdev.2023.22.tf120.
Texte intégralRésumé :
Maintaining normalized microclimate in poultry farming is one of the basic factors. It is the quality indicators of the air parameters that ultimately determine the quality of the final product. Keeping poultry requires a lot of effort and technological solutions. In this regard the authors have made improvements of the microclimate system in the air environment of the poultry house by installing exhaust fans on the side wall, in a total of 8 pcs, and 2 pcs. on the end wall. A powerful tool for predicting the airflow patterns in the poultry house is modelling. An alternative to experimental studies is Computational Fluid Dynamics (CFD) with ANSYS Fluent. The CFD model was performed on the Navier-Stokes equations for convective flows. The calculations used the Spalart-Allmaras turbulence model and the Discrete Ordinates radiation model. CFD modeling was performed at an air flow rate of 21.5 kg·s-1. The outside air temperature is assumed to be 2 °C and the thermal radiation parameter is entered. In poultry houses, the poultry, when kept on the floor, is a source of heat and is + 41 °C. Heating system is not provided. To remove air, exhaust fans of the Munters EM50 1.5Hp type are used. Fans are mounted on the side wall in the amount of 4 units. and 1 on the end wall. Supply valves Wlotpowietrza 3000-VFG with a total of 80 pcs. Above the valves there are built-in spoilers at an angle of inclination from the vertical 75°. The results of the CFD modelling showed that the valves, located at a height of 210 mm from the ceiling, work efficiently. The pressure drop at the supply valves is 73.565 Pa. The air speed at the inlet of the supply valves is 11.45 m·s-1. The air speed at a height of 0.7 m from the floor level varies within 0.86 m·s-1, the temperature is 14.12 °C.
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Jenny, P., R. S. Abhari, M. G. Rose, M. Brettschneider et J. Gier. « A Low Pressure Turbine With Profiled End Walls and Purge Flow Operating With a Pressure Side Bubble ». Dans ASME 2011 Turbo Expo : Turbine Technical Conference and Exposition. ASMEDC, 2011. http://dx.doi.org/10.1115/gt2011-46309.
Texte intégralRésumé :
This paper presents an experimental and computational study of non-axisymmetric rotor end wall profiling in a low pressure turbine. End wall profiling has been proven to be an effective technique to reduce both turbine blade row losses and the required purge flow. For this work a rotor with profiled end walls on both hub and shroud is considered. The rotor tip and hub end walls have been designed using an automatic numerical optimisation that is implemented in an in-house MTU code. The end wall shape is modified up to the platform leading edge. Several levels of purge flow are considered in order to analyze the combined effects of end wall profiling and purge flow. The non-dimensional parameters match real engine conditions. The 2-sensor Fast Response Aerodynamic Probe (FRAP) technique system developed at ETH Zurich is used in this experimental campaign. Time-resolved measurements of the unsteady pressure, temperature and entropy fields between the rotor and stator blade rows are made. For the operating point under investigation the turbine rotor blades have pressure side separations. The unsteady behavior of the pressure side bubble is studied. Furthermore, the results of unsteady RANS simulations are compared to the measurements and the computations are also used to detail the flow field with particular emphasis on the unsteady purge flow migration and transport mechanisms in the turbine main flow containing a rotor pressure side separation. The profiled end walls show the beneficial effects of improved measured efficiency at this operating point, together with a reduced sensitivity to purge flow.
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Menon, Prahlad G., Fotis Sotiropoulos et Kerem Pekkan. « CFD Challenge : Computational Hemodynamics Analysis of Patient-Specific Internal Carotid Artery Aneursym Using an In-House Finite Difference Cardiovascular Flow Solver ». Dans ASME 2012 Summer Bioengineering Conference. American Society of Mechanical Engineers, 2012. http://dx.doi.org/10.1115/sbc2012-80457.
Texte intégralRésumé :
An important focus of our cardiovascular fluid mechanics studies is the development and application of computational fluid dynamics (CFD) tools for patient-specific evaluation of internal hemodynamics in vascular anatomies. The validated unsteady internal flow solver utilized in this study has been applied to a multitude of cardiovascular geometries, particularly Fontan surgical anastomoses, pediatric venous flow confluences 1, idealized developing embryonic chick-heart models 2, neonatal aortic arch models and several complex geometries involving jet flow behavior 3. We have also recently started to explore the capability of this solver for evaluating internal flows and wall shear stresses in abdominal aortic aneursyms. For the 2012 SBC Challenge, 3D transient CFD simulations have been performed for a patient-specific internal carotid artery aneurysm case.
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Ho, Kuo-San, Christopher Urwiller, S. Murthy Konan, Jong S. Liu et Bruno Aguilar. « Conjugate Heat Transfer Analysis for Gas Turbine Cooled Stator ». Dans ASME Turbo Expo 2012 : Turbine Technical Conference and Exposition. American Society of Mechanical Engineers, 2012. http://dx.doi.org/10.1115/gt2012-68196.
Texte intégralRésumé :
This paper explores the conjugate heat transfer (CHT) numerical simulation approach to calculate the metal temperature for the gas turbine cooled stator. ANSYS CFX12.1 code was selected to be the computational fluid dynamic (CFD) tool to perform the CHT simulation. The 2-equation RNG k-ε turbulence model with scalable modified wall function was employed. A full engine test with thermocouple measurement was performed and used to validate the CHT results. Metal temperatures calculated with the CHT model were compared to engine test data. The results demonstrated good agreement between test data and airfoil metal temperatures and cooling flow temperatures using the CHT model. However, the CHT calculations in the outer end wall had a discrepancy compared to the measured temperatures, which was due to the fact that the CHT model assumed an adiabatic wall as a boundary condition. This paper presents a process to calculate convection heat transfer coefficient (HTC) for cooling passages and airfoil surfaces using CHT results. This process is possible because local wall heat flux and fluid temperatures are known. This approach assists in calibrating an in-house conduction thermal model for steady state and transient thermal analyses.
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Khazaei, Habib, Ali Madadi et Mohammad Jafar Kermani. « Assessment of Various Inviscid-Wall Boundary Conditions : Applications to NACA65 Compressor Blade ». Dans ASME-JSME-KSME 2011 Joint Fluids Engineering Conference. ASMEDC, 2011. http://dx.doi.org/10.1115/ajk2011-03007.
Texte intégralRésumé :
Boundary condition is one of the major factors to influence the numerical stability and solution accuracy in numerical analysis. One of the most important physical boundary conditions in the flow field analysis is the wall boundary condition imposed on the body surfaces. To solve a three-dimensional compressible Euler equation (with five coupled PDE’s), totally five boundary conditions at the body surfaces should be prescribed. The momentum equation in the direction normal to the inviscid solid wall provides the pressure at the surface of the wall. For the cases with no-heat source or sink, the total temperature at the wall and the incoming flow should remain constant, when the steady condition is prevailed. The no-penetration condition through the solid wall and slip condition provides an equation relating the three velocity components. Assuming identical flow direction at the wall with the adjacent node, the last thing is the velocity magnitude that should be cast in such a way to give accurate, stable and robust solution. In this paper, four different methods for calculation of the wall velocity magnitude are proposed and applied to an identical test case of subsonic and supersonic flows such as: (1) Inviscid flow in a 3D converging-diverging nozzle, (2) Inviscid subsonic flow in a single 90° elbow, (3) Inviscid supersonic flow over a wedge, and (4) Inviscid flow through a compressor blade geometry of NACA 65410. A recently implemented 3D in-house CFD code (based on the flux difference splitting scheme of Roe (1981)) is used to compute compressible flows in generalized coordinates. It is found that the way to specify the additional numerical wall boundary condition strongly affects the overall stability and accuracy of the solution. It is concluded that there is no best boundary condition to cover all of the test cases, but the best wall boundary condition should be introduced very carefully for each type of flow.
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Harvey, N. W., et T. P. Offord. « Some Effects of Non-Axisymmetric End Wall Profiling on Axial Flow Compressor Aerodynamics : Part II—Multi-Stage HPC CFD Study ». Dans ASME Turbo Expo 2008 : Power for Land, Sea, and Air. ASMEDC, 2008. http://dx.doi.org/10.1115/gt2008-50991.
Texte intégralRésumé :
Non-axisymmetric end wall profiling is now a well established design methodology in axial flow turbines, used principally to improve their aerodynamic efficiency by reducing secondary loss. However, profiled end walls (PEWs) have yet to find an in-service application in a gas turbine compressor. This two-part paper presents the results of a number of studies, both experimental and computational, into the potential aerodynamic benefits of applying PEWs in axial flow compressors. The second paper describes an investigation into PEWs as a means of suppressing stator hub corner stall. An in-house design optimisation system (SOPHY) was applied to a typical embedded stator row in a multi-stage HP compressor. This enabled a new PEW geometry to be defined which is shown to be an effective alternative to 3-D aerofoil shaping in controlling stator hub corner stall. The results of this new study and of the work described in the first paper have been combined in a further investigation. PEWs were applied to an HPC with purely 2-D blading, which exhibited extensive stator hub corner stall at off-design conditions. CFD analysis showed that stator hub corner stall was successfully suppressed by the PEWs. It is concluded that PEWs can significantly affect the end wall flow field and have similar effects on corner stall as 3-D blading. The potential for improving the performance of axial flow compressors using PEWs is discussed. To successfully achieve any such improvements, extensive computational resources that are dedicated to design optimisation will be required.
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Barley, C. Dennis, Paul Torcellini et Otto Van Geet. « Design and Performance of the Van Geet Off-Grid Home ». Dans ASME 2003 International Solar Energy Conference. ASMEDC, 2003. http://dx.doi.org/10.1115/isec2003-44019.
Texte intégralRésumé :
The Van Geet home near Denver, Colorado, demonstrates the successful integration of energy conservation measures and renewable energy supply in a beautiful, comfortable, energy-efficient, 295-m2 (3,176-ft2) off-grid home in a cold, sunny climate. Features include a tight envelope, energy-efficient appliances, passive solar heating (direct gain and Trombe wall), natural cooling, solar hot water, and photovoltaics. In addition to describing this house and its performance, this paper describes the recommended design process of (1) setting a goal for energy efficiency at the outset, (2) applying rules of thumb, and (3) using computer simulation to fine-tune the design. Performance monitoring and computer simulation are combined for the best possible analysis of energy performance. In this case, energy savings are estimated as 89% heating and cooling, 83% electrical, and nearly 100% domestic water heating. The heating and cooling energy use is 8.96 kJ/°C·day·m2 (0.44 Btu/°F·day·ft2).
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Molla, Md Mamun, Bing-Chen Wang et David C. S. Kuhn. « Large-Eddy Simulation of Physiological Pulsatile Flow Based on a Dynamic Nonlinear Subgrid-Scale Stress Model ». Dans ASME 2011 9th International Conference on Nanochannels, Microchannels, and Minichannels. ASMEDC, 2011. http://dx.doi.org/10.1115/icnmm2011-58052.
Texte intégralRésumé :
Pulsatile laminar-turbulent transitional flow in a three-dimensional (3D) constricted channel represents a challenging topic and has many important applications in bio-medical engineering. In this research, we numerically investigate the physics of a physiological pulsatile flow confined within a 3D channel with an idealized stenosis formed eccentrically on the top wall using the method of large-eddy simulation (LES). The advanced dynamic nonlinear subgrid-scale stress (SGS) model of Wang and Bergstrom [1] was implemented in the current LES approach to properly resolve the unrealistic SGS dissipation effects and numerical instabilities that are intrinsic to the Smagorinsky type dynamic models (DM). The Reynolds numbers tested in the simulation are 1700 and 2000, which are characteristic of human blood flows in large arteries. An in-house 3-D LES code has been modified to conduct our unsteady numerical simulations, and the results obtained have been validated using two different grid arrangements and the experimental results of Ahmed and Giddens [2]. The numerical results have been examined in terms of the resolved mean velocity, turbulence kinetic energy, viscous wall shear stress, resolved and subgrid-scale Reynolds stresses, as well as the local kinetic energy fluxes between the filtered and subgrid scales.
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Wallin, Fredrik, et Carlos Arroyo Osso. « Heat Transfer Investigation of an Aggressive Intermediate Turbine Duct : Part 2—Numerical Analysis ». Dans ASME Turbo Expo 2010 : Power for Land, Sea, and Air. ASMEDC, 2010. http://dx.doi.org/10.1115/gt2010-22252.
Texte intégralRésumé :
Demands on improved efficiency, reduced emissions and lowered noise levels result in higher by-pass ratio turbofan engines. The design of the intermediate turbine duct, connecting the high-pressure and low-pressure turbines in a two-spool engine, becomes thus more critical. The radial offset between the high-pressure core and the low-pressure system will increase, which leads to a higher aspect ratio (Δr/L) of the turbine duct. In order to improve the low-pressure turbine performance the turbine duct exit axial velocity could be reduced by increasing the duct area ratio (Aout/Ain). In order to keep the turbine frame weight as low as possible, it is also desirable to keep the duct short, i. e. keep the non-dimensional length (L/hin) as low as possible. Therefore, there is a need to improve the knowledge about the flowfield and heat transfer in aggressive (high aspect ratio/high area ratio) turbine ducts. The work presented here has been performed within the EU FP6 project AITEB-2, focusing on heat transfer in turbines. In a two-part paper the aerothermal behavior of a fairly aggressive intermediate turbine duct with nine non-lifting vanes has been studied. The flowfield and heat transfer data was acquired in the Chalmers Turbine Facility. The first part of the paper focuses on the experimental investigation and results. In this second part of the paper comparisons between experimental data and numerical results are made. The work highlights the challenges associated with numerical predictions of flowfield induced heat transfer in turbine ducts. The numerical analysis was performed using Chalmers in-house compressible flow solver. The experimental results are compared to CFD analyzes using two different turbulence models; k-ε with wall functions and low-Re k-ω SST, and using the measured inlet conditions to the duct as boundary conditions. Previously presented flowfield comparisons showed good agreement between experiments and CFD. The main flow features, such as vorticity and pressure gradients, are reasonably well reproduced by the CFD. The heat transfer results show reasonable agreement on the hub and on the downstream part of the shroud. The heat transfer agreement is, however, poor on the shroud in the region between the duct inlet and the leading edge of the vane.
Rapports d'organisations sur le sujet "Wall House 2"
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Welch, David, et Gregory Deierlein. Technical Background Report for Structural Analysis and Performance Assessment (PEER-CEA Project). Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, novembre 2020. http://dx.doi.org/10.55461/yyqh3072.
Texte intégralRésumé :
This report outlines the development of earthquake damage functions and comparative loss metrics for single-family wood-frame buildings with and without seismic retrofit of vulnerable cripple wall and stem wall conditions. The underlying goal of the study is to quantify the benefits of the seismic retrofit in terms of reduced earthquake damage and repair or reconstruction costs. The earthquake damage and economic losses are evaluated based on the FEMA P-58 methodology, which incorporates detailed building information and analyses to characterize the seismic hazard, structural response, earthquake damage, and repair/reconstruction costs. The analyses are informed by and include information from other working groups of the Project to: (1) summarize past research on performance of wood-frame houses; (2) identify construction features to characterize alternative variants of wood-frame houses; (3) characterize earthquake hazard and ground motions in California; (4) conduct laboratory tests of cripple wall panels, wood-frame wall subassemblies and sill anchorages; and (5) validate the component loss models with data from insurance claims adjustors. Damage functions are developed for a set of wood-frame building variants that are distinguished by the number of stories (one- versus two-story), era (age) of construction, interior wall and ceiling materials, exterior cladding material, and height of the cripple walls. The variant houses are evaluated using seismic hazard information and ground motions for several California locations, which were chosen to represent the range seismicity conditions and retrofit design classifications outlined in the FEMA P-1100 guidelines for seismic retrofit. The resulting loss models for the Index Building variants are expressed in terms of three outputs: Mean Loss Curves (damage functions), relating expected loss (repair cost) to ground-motion shaking intensity, Expected Annual Loss, describing the expected (mean) loss at a specific building location due to the risk of earthquake damage, calculated on an annualized basis, and Expected RC250 Loss, which is the cost of repairing damage due to earthquake ground shaking with a return period of 250 years (20% chance of exceedance in 50 years). The loss curves demonstrate the effect of seismic retrofit by comparing losses in the existing (unretrofitted) and retrofitted condition across a range of seismic intensities. The general findings and observations demonstrate: (1) cripple walls in houses with exterior wood siding are more vulnerable than ones with stucco siding to collapse and damage; (2) older pre-1945 houses with plaster on wood lath interior walls are more susceptible to damage and losses than more recent houses with gypsum wallboard interiors; (3) two-story houses are more vulnerable than one-story houses; (4) taller (e.g., 6-ft-tall) cripple walls are generally less vulnerable to damage and collapse than shorter (e.g., 2-ft-tall) cripple walls; (5) houses with deficient stem wall connections are generally observed to be less vulnerable to earthquake damage than equivalent unretrofitted cripple walls with the same superstructure; and (6) the overall risk of losses and the benefits of cripple wall retrofit are larger for sites with higher seismicity. As summarized in the report, seismic retrofit of unbraced cripple walls can significantly reduce the risk of earthquake damage and repair costs, with reductions in Expected RC250 Loss risk of up to 50% of the house replacement value for an older house with wood-frame siding at locations of high seismicity. In addition to the reduction in repair cost risk, the seismic retrofit has an important additional benefit to reduce the risk of major damage that can displace residents from their house for many months.
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Cobeen, Kelly, Vahid Mahdavifar, Tara Hutchinson, Brandon Schiller, David Welch, Grace Kang et Yousef Bozorgnia. Large-Component Seismic Testing for Existing and Retrofitted Single-Family Wood-Frame Dwellings (PEER-CEA Project). Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, novembre 2020. http://dx.doi.org/10.55461/hxyx5257.
Texte intégralRésumé :
This report is one of a series of reports documenting the methods and findings of a multi-year, multi-disciplinary project coordinated by the Pacific Earthquake Engineering Research Center (PEER and funded by the California Earthquake Authority (CEA). The overall project is titled “Quantifying the Performance of Retrofit of Cripple Walls and Sill Anchorage in Single-Family Wood-Frame Buildings,” henceforth referred to as the “PEER–CEA Project.” The overall objective of the PEER–CEA Project is to provide scientifically based information (e.g., testing, analysis, and resulting loss models) that measure and assess the effectiveness of seismic retrofit to reduce the risk of damage and associated losses (repair costs) of wood-frame houses with cripple wall and sill anchorage deficiencies as well as retrofitted conditions that address those deficiencies. Tasks that support and inform the loss-modeling effort are: (1) collecting and summarizing existing information and results of previous research on the performance of wood-frame houses; (2) identifying construction features to characterize alternative variants of wood-frame houses; (3) characterizing earthquake hazard and ground motions at representative sites in California; (4) developing cyclic loading protocols and conducting laboratory tests of cripple wall panels, wood-frame wall subassemblies, and sill anchorages to measure and document their response (strength and stiffness) under cyclic loading; and (5) the computer modeling, simulations, and the development of loss models as informed by a workshop with claims adjustors. Quantifying the difference of seismic performance of un-retrofitted and retrofitted single-family wood-frame houses has become increasingly important in California due to the high seismicity of the state. Inadequate lateral bracing of cripple walls and inadequate sill bolting are the primary reasons for damage to residential homes, even in the event of moderate earthquakes. Physical testing tasks were conducted by Working Group 4 (WG4), with testing carried out at the University of California San Diego (UCSD) and University of California Berkeley (UCB). The primary objectives of the testing were as follows: (1) development of descriptions of load-deflection behavior of components and connections for use by Working Group 5 in development of numerical modeling; and (2) collection of descriptions of damage at varying levels of peak transient drift for use by Working Group 6 in development of fragility functions. Both UCSD and UCB testing included companion specimens tested with and without retrofit. This report documents the portions of the WG4 testing conducted at UCB: two large-component cripple wall tests (Tests AL-1 and AL-2), one test of cripple wall load-path connections (Test B-1), and two tests of dwelling superstructure construction (Tests C-1 and C-2). Included in this report are details of specimen design and construction, instrumentation, loading protocols, test data, testing observations, discussion, and conclusions.
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Schiller, Brandon, Tara Hutchinson et Kelly Cobeen. Cripple Wall Small-Component Test Program : Wet Specimens I (PEER-CEA Project). Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, novembre 2020. http://dx.doi.org/10.55461/dqhf2112.
Texte intégralRésumé :
This report is one of a series of reports documenting the methods and findings of a multi-year, multi-disciplinary project coordinated by the Pacific Earthquake Engineering Research Center (PEER and funded by the California Earthquake Authority (CEA). The overall project is titled “Quantifying the Performance of Retrofit of Cripple Walls and Sill Anchorage in Single-Family Wood-Frame Buildings,” henceforth referred to as the “PEER–CEA Project.” The overall objective of the PEER–CEA Project is to provide scientifically based information (e.g., testing, analysis, and resulting loss models) that measure and assess the effectiveness of seismic retrofit to reduce the risk of damage and associated losses (repair costs) of wood-frame houses with cripple wall and sill anchorage deficiencies as well as retrofitted conditions that address those deficiencies. Tasks that support and inform the loss-modeling effort are: (1) collecting and summarizing existing information and results of previous research on the performance of wood-frame houses; (2) identifying construction features to characterize alternative variants of wood-frame houses; (3) characterizing earthquake hazard and ground motions at representative sites in California; (4) developing cyclic loading protocols and conducting laboratory tests of cripple wall panels, wood-frame wall subassemblies, and sill anchorages to measure and document their response (strength and stiffness) under cyclic loading; and (5) the computer modeling, simulations, and the development of loss models as informed by a workshop with claims adjustors. This report is a product of Working Group 4: Testing and focuses on the first phase of an experimental investigation to study the seismic performance of retrofitted and existing cripple walls with sill anchorage. Paralleled by a large-component test program conducted at the University of California [Cobeen et al. 2020], the present study involves the first of multiple phases of small-component tests conducted at the UC San Diego. Details representative of era-specific construction, specifically the most vulnerable pre-1960s construction, are of predominant focus in the present effort. Parameters examined are cripple wall height, finish materials, gravity load, boundary conditions, anchorage, and deterioration. This report addresses the first phase of testing, which consisted of six specimens. Phase 1 including quasi-static reversed cyclic lateral load testing of six 12-ft-long, 2-ft high cripple walls. All specimens in this phase were finished on their exterior with stucco over horizontal sheathing (referred to as a “wet” finish), a finish noted to be common of dwellings built in California before 1945. Parameters addressed in this first phase include: boundary conditions on the top, bottom, and corners of the walls, attachment of the sill to the foundation, and the retrofitted condition. Details of the test specimens, testing protocol, instrumentation; and measured as well as physical observations are summarized in this report. In addition, this report discusses the rationale and scope of subsequent small-component test phases. Companion reports present these test phases considering, amongst other variables, the impacts of dry finishes and cripple wall height (Phases 2–4). Results from these experiments are intended to provide an experimental basis to support numerical modeling used to develop loss models, which are intended to quantify the reduction of loss achieved by applying state-of-practice retrofit methods as identified in FEMA P-1100, Vulnerability-Base Seismic Assessment and Retrofit of One- and Two-Family Dwellings.
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Schiller, Brandon, Tara Hutchinson et Kelly Cobeen. Cripple Wall Small-Component Test Program : Wet Specimens II (PEER-CEA Project). Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, novembre 2020. http://dx.doi.org/10.55461/ldbn4070.
Texte intégralRésumé :
This report is one of a series of reports documenting the methods and findings of a multi-year, multi-disciplinary project coordinated by the Pacific Earthquake Engineering Research Center (PEER and funded by the California Earthquake Authority (CEA). The overall project is titled “Quantifying the Performance of Retrofit of Cripple Walls and Sill Anchorage in Single-Family Wood-Frame Buildings,” henceforth referred to as the “PEER–CEA Project.” The overall objective of the PEER–CEA Project is to provide scientifically based information (e.g., testing, analysis, and resulting loss models) that measure and assess the effectiveness of seismic retrofit to reduce the risk of damage and associated losses (repair costs) of wood-frame houses with cripple wall and sill anchorage deficiencies as well as retrofitted conditions that address those deficiencies. Tasks that support and inform the loss-modeling effort are: (1) collecting and summarizing existing information and results of previous research on the performance of wood-frame houses; (2) identifying construction features to characterize alternative variants of wood-frame houses; (3) characterizing earthquake hazard and ground motions at representative sites in California; (4) developing cyclic loading protocols and conducting laboratory tests of cripple wall panels, wood-frame wall subassemblies, and sill anchorages to measure and document their response (strength and stiffness) under cyclic loading; and (5) the computer modeling, simulations, and the development of loss models as informed by a workshop with claims adjustors. This report is a product of Working Group 4 (WG4): Testing, whose central focus was to experimentally investigate the seismic performance of retrofitted and existing cripple walls. This report focuses stucco or “wet” exterior finishes. Paralleled by a large-component test program conducted at the University of California, Berkeley (UC Berkeley) [Cobeen et al. 2020], the present study involves two of multiple phases of small-component tests conducted at the University of California San Diego (UC San Diego). Details representative of era-specific construction, specifically the most vulnerable pre-1960s construction, are of predominant focus in the present effort. Parameters examined are cripple wall height, finish style, gravity load, boundary conditions, anchorage, and deterioration. This report addresses the third phase of testing, which consisted of eight specimens, as well as half of the fourth phase of testing, which consisted of six specimens where three will be discussed. Although conducted in different phases, their results are combined here to co-locate observations regarding the behavior of the second phase the wet (stucco) finished specimens. The results of first phase of wet specimen tests were presented in Schiller et al. [2020(a)]. Experiments involved imposition of combined vertical loading and quasi-static reversed cyclic lateral load onto ten cripple walls of 12 ft long and 2 or 6 ft high. One cripple wall was tested with a monotonic loading protocol. All specimens in this report were constructed with the same boundary conditions on the top and corners of the walls as well as being tested with the same vertical load. Parameters addressed in this report include: wet exterior finishes (stucco over framing, stucco over horizontal lumber sheathing, and stucco over diagonal lumber sheathing), cripple wall height, loading protocol, anchorage condition, boundary condition at the bottom of the walls, and the retrofitted condition. Details of the test specimens, testing protocol, including instrumentation; and measured as well as physical observations are summarized in this report. Companion reports present phases of the tests considering, amongst other variables, impacts of various boundary conditions, stucco (wet) and non-stucco (dry) finishes, vertical load, cripple wall height, and anchorage condition. Results from these experiments are intended to support advancement of numerical modeling tools, which ultimately will inform seismic loss models capable of quantifying the reduction of loss achieved by applying state-of-practice retrofit methods as identified in FEMA P-1100,Vulnerability-Base Seismic Assessment and Retrofit of One- and Two-Family Dwellings.
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Schiller, Brandon, Tara Hutchinson et Kelly Cobeen. Cripple Wall Small-Component - Test Program : Comparisons (PEER-CEA Project). Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, novembre 2020. http://dx.doi.org/10.55461/lohh5109.
Texte intégralRésumé :
This report is one of a series of reports documenting the methods and findings of a multi-year, multi-disciplinary project coordinated by the Pacific Earthquake Engineering Research Center (PEER) and funded by the California Earthquake Authority (CEA). The overall project is titled “Quantifying the Performance of Retrofit of Cripple Walls and Sill Anchorage in Single-Family Wood-Frame Buildings,” henceforth referred to as the “PEER–CEA Project.” The overall objective of the PEER–CEA Project is to provide scientifically based information (e.g., testing, analysis, and resulting loss models) that measure and assess the effectiveness of seismic retrofit to reduce the risk of damage and associated losses (repair costs) of wood-frame houses with cripple wall and sill anchorage deficiencies as well as retrofitted conditions that address those deficiencies. Tasks that support and inform the loss-modeling effort are: (1) collecting and summarizing existing information and results of previous research on the performance of wood-frame houses; (2) identifying construction features to characterize alternative variants of wood-frame houses; (3) characterizing earthquake hazard and ground motions at representative sites in California; (4) developing cyclic loading protocols and conducting laboratory tests of cripple wall panels, wood-frame wall subassemblies, and sill anchorages to measure and document their response (strength and stiffness) under cyclic loading; and (5) the computer modeling, simulations, and the development of loss models as informed by a workshop with claims adjustors. This report is a product of Working Group 4 (WG4): Testing, whose central focus was to experimentally investigate the seismic performance of retrofit and existing cripple walls. Amongst the body of reports from WG4, in the present report, a suite of four small cripple wall test phases, in total 28 specimens, are cross compared with varied exterior finishes, namely stucco (wet) and non-stucco (dry) exterior finishes. Details representative of era specific construction, specifically the most vulnerable pre-1960s construction are of predominant focus in the present effort. Experiments involved imposition of combined vertical loading and quasi-static reversed cyclic lateral load onto cripple walls of 12 ft in length and 2 ft or 6 ft in height. All specimens in this report were constructed with the same boundary conditions and tested with the same vertical load. Parameters addressed in this report include: wet exterior finishes (stucco over framing, stucco over horizontal lumber sheathing, and stucco over diagonal lumber sheathing); and dry exterior finishes (horizontal siding, horizontal siding over diagonal sheathing, and T1-11 wood structural panels) with attention towards cripple wall height and the retrofit condition. The present report provides only a brief overview of the test program and setup; whereas a series of three prior reports present results of test groupings nominally by exterior finish type (wet versus dry). As such, herein the focus is to cross compare key measurements and observations of the in-plane seismic behavior of all 28 specimens.
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Schiller, Brandon, Tara Hutchinson et Kelly Cobeen. Comparison of the Response of Small- and Large-Component Cripple Wall Specimens Tested under Simulated Seismic Loading (PEER-CEA Project). Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, novembre 2020. http://dx.doi.org/10.55461/iyca1674.
Texte intégralRésumé :
This report is one of a series of reports documenting the methods and findings of a multi-year, multi-disciplinary project coordinated by the Pacific Earthquake Engineering Research Center (PEER and funded by the California Earthquake Authority (CEA). The overall project is titled “Quantifying the Performance of Retrofit of Cripple Walls and Sill Anchorage in Single-Family Wood-Frame Buildings,” henceforth referred to as the “PEER–CEA Project.” The overall objective of the PEER–CEA Project is to provide scientifically based information (e.g., testing, analysis, and resulting loss models) that measure and assess the effectiveness of seismic retrofit to reduce the risk of damage and associated losses (repair costs) of wood-frame houses with cripple wall and sill anchorage deficiencies as well as retrofitted conditions that address those deficiencies. Tasks that support and inform the loss-modeling effort are: (1) collecting and summarizing existing information and results of previous research on the performance of wood-frame houses; (2) identifying construction features to characterize alternative variants of wood-frame houses; (3) characterizing earthquake hazard and ground motions at representative sites in California; (4) developing cyclic loading protocols and conducting laboratory tests of cripple wall panels, wood-frame wall subassemblies, and sill anchorages to measure and document their response (strength and stiffness) under cyclic loading; and (5) the computer modeling, simulations, and the development of loss models as informed by a workshop with claims adjustors. This report is a product of Working Group 4: Testing, whose central focus was to experimentally investigate the seismic performance of retrofitted and existing cripple walls. Two testing programs were conducted; the University of California, Berkeley (UC Berkeley) focused on large-component tests; and the University of California San Diego (UC San Diego) focused on small-component tests. The primary objectives of the tests were to develop descriptions of the load-deflection behavior of components and connections for use by Working Group 5 in developing numerical models and collect descriptions of damage at varying levels of drift for use by Working Group 6 in developing fragility functions. This report considers two large-component cripple wall tests performed at UC Berkeley and several small-component tests performed at UC San Diego that resembled the testing details of the large-component tests. Experiments involved imposition of combined vertical loading and quasi-static reversed cyclic lateral load on cripple wall assemblies. The details of the tests are representative of era-specific construction, specifically the most vulnerable pre-1945 construction. All cripple walls tested were 2 ft high and finished with stucco over horizontal lumber sheathing. Specimens were tested in both the retrofitted and unretrofitted condition. The large-component tests were constructed as three-dimensional components (with a 20-ft 4-ft floor plan) and included the cripple wall and a single-story superstructure above. The small-component tests were constructed as 12-ft-long two-dimensional components and included only the cripple wall. The pairing of small- and large-component tests was considered to make a direct comparison to determine the following: (1) how closely small-component specimen response could emulate the response of the large-component specimens; and (2) what boundary conditions in the small-component specimens led to the best match the response of the large-component specimens. The answers to these questions are intended to help identify best practices for the future design of cripple walls in residential housing, with particular interest in: (1) supporting the realistic design of small-component specimens that may capture the response large-component specimen response; and (2) to qualitatively determine where the small-component tests fall in the range of lower- to upper-bound estimation of strength and deformation capacity for the purposes of numerical modelling. Through these comparisons, the experiments will ultimately advance numerical modeling tools, which will in turn help generate seismic loss models capable of quantifying the reduction of loss achieved by applying state-of-practice retrofit methods as identified in FEMA P-1100Vulnerability-Base Seismic Assessment and Retrofit of One- and Two-Family Dwellings. To this end, details of the test specimens, measured as well as physical observations, and comparisons between the two test programs are summarized in this report.
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Reis, Evan. Development of Index Buildings, (PEER-CEA Project). Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, novembre 2020. http://dx.doi.org/10.55461/fudb2072.
Texte intégralRésumé :
This report is one of a series of reports documenting the methods and findings of a multi-year, multi-disciplinary project coordinated by the Pacific Earthquake Engineering Research Center (PEER and funded by the California Earthquake Authority (CEA). The overall project is titled “Quantifying the Performance of Retrofit of Cripple Walls and Sill Anchorage in Single-Family Wood-Frame Buildings,” henceforth referred to as the “PEER–CEA Project.” The overall objective of the PEER–CEA Project is to provide scientifically based information (e.g., testing, analysis, and resulting loss models) that measure and assess the effectiveness of seismic retrofit to reduce the risk of damage and associated losses (repair costs) of wood-frame houses with cripple wall and sill anchorage deficiencies as well as retrofitted conditions that address those deficiencies. Tasks that support and inform the loss-modeling effort are: (1) collecting and summarizing existing information and results of previous research on the performance of wood-frame houses; (2) identifying construction features to characterize alternative variants of wood-frame houses; (3) characterizing earthquake hazard and ground motions at representative sites in California; (4) developing cyclic loading protocols and conducting laboratory tests of cripple wall panels, wood-frame wall subassemblies, and sill anchorages to measure and document their response (strength and stiffness) under cyclic loading; and (5) the computer modeling, simulations, and the development of loss models as informed by a workshop with claims adjustors. This report is a product of Working Group 2: Development of Index Buildings and focuses on the identification of common variations and combinations of materials and construction characteristics of California single-family dwellings. These were used to develop “Index Buildings” that formed the basis of the PEER–CEA Project testing and analytical modeling programs (Working Groups 4 and 5). The loss modeling component of the Project (Working Group 6) quantified the damage-seismic hazard relationships for each of the Index Buildings.
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Zareian, Farzin, et Joel Lanning. Development of Testing Protocol for Cripple Wall Components (PEER-CEA Project). Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, novembre 2020. http://dx.doi.org/10.55461/olpv6741.
Texte intégralRésumé :
This report is one of a series of reports documenting the methods and findings of a multi-year, multi-disciplinary project coordinated by the Pacific Earthquake Engineering Research Center (PEER) and funded by the California Earthquake Authority (CEA). The overall project is titled “Quantifying the Performance of Retrofit of Cripple Walls and Sill Anchorage in Single-Family Wood-Frame Buildings,” henceforth referred to as the “PEER–CEA Project.” The overall objective of the PEER–CEA project is to provide scientifically-based information (e.g., testing, analysis, and resulting loss models) that measure and assess the effectiveness of seismic retrofit to reduce the risk of damage and associated losses (repair costs) of wood-frame houses with cripple wall and sill anchorage deficiencies as well as retrofitted conditions that address those deficiencies. Tasks that support and inform the loss-modeling effort are: (1) collecting and summarizing existing information and results of previous research on the performance of wood-frame houses; (2) identifying construction features to characterize alternative variants of wood-frame houses; (3) characterizing earthquake hazard and ground motions at representative sites in California; (4) developing cyclic loading protocols and conducting laboratory tests of cripple wall panels, wood-frame wall subassemblies, and sill anchorages to measure and document their response (strength and stiffness) under cyclic loading; and (5) the computer modeling, simulations, and the development of loss models as informed by a workshop with claims adjustors. This report is a product of Working Group 3.2 and focuses on Loading Protocol Development for Component Testing. It presents the background, development process, and recommendations for a quasi-static loading protocol to be used for cyclic testing of cripple wall components of wood-frame structures. The recommended loading protocol was developed for component testing to support the development of experimentally informed analytical models for cripple wall components. These analytical models are utilized for the performance-based assessment of wood-frame structures in the context of the PEER–CEA Project. The recommended loading protocol was developed using nonlinear dynamic analysis of representative multi-degree-of-freedom (MDOF) systems subjected to sets of single-component ground motions that varied in location and hazard level. Cumulative damage of the cripple wall components of the MDOF systems was investigated. The result is a testing protocol that captures the loading history that a cripple wall may experience in various seismic regions in California.
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Reis, Evan. Seismic Performance of Single-Family Wood-Frame Houses : Comparing Analytical and Industry Catastrophe Models (PEER-CEA Project). Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, décembre 2020. http://dx.doi.org/10.55461/qmbu3779.
Texte intégralRésumé :
This report is one of a series of reports documenting the methods and findings of a multi-year, multi-disciplinary project coordinated by the Pacific Earthquake Engineering Research Center (PEER and funded by the California Earthquake Authority (CEA). The overall project is titled “Quantifying the Performance of Retrofit of Cripple Walls and Sill Anchorage in Single-Family Wood-Frame Buildings,” henceforth referred to as the “PEER–CEA Project.” The overall objective of the PEER–CEA Project is to provide scientifically based information (e.g., testing, analysis, and resulting loss models) that measure and assess the effectiveness of seismic retrofit to reduce the risk of damage and associated losses (repair costs) of wood-frame houses with cripple wall and sill anchorage deficiencies as well as retrofitted conditions that address those deficiencies. Tasks that support and inform the loss-modeling effort are: (1) collecting and summarizing existing information and results of previous research on the performance of wood-frame houses; (2) identifying construction features to characterize alternative variants of wood-frame houses; (3) characterizing earthquake hazard and ground motions at representative sites in California; (4) developing cyclic loading protocols and conducting laboratory tests of cripple wall panels, wood-frame wall subassemblies, and sill anchorages to measure and document their response (strength and stiffness) under cyclic loading; and (5) the computer modeling, simulations, and the development of loss models as informed by a workshop with claims adjustors. This report is a product of Working Group (WG) 6: Catastrophe Modeler Comparisons and focuses on comparing damage functions developed by the PEER–CEA Project with those currently contained in modeling software developed by the three largest insurance catastrophe modelers: RMS, CoreLogic and AIR Worldwide. A semi-blind study was conducted in collaboration with the modeling companies to compare damage estimates for a selection of the Index Buildings developed in the PEER–CEA Project Study. The WG6 Project Team conducted several meetings with these modeling companies to gather feedback on the structure of and assumptions made by the PEER–CEA Project. The comparative results are evaluated and presented herein.
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Reis, Evan, Yousef Bozorgnia, Henry Burton, Kelly Cobeen, Gregory Deierlein, Tara Hutchinson, Grace Kang et al. Project Technical Summary (PEER-CEA Project). Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, décembre 2020. http://dx.doi.org/10.55461/feis4651.
Texte intégralRésumé :
This report is one of a series of reports documenting the methods and findings of a multi-year, multi-disciplinary project coordinated by the Pacific Earthquake Engineering Research Center (PEER) and funded by the California Earthquake Authority (CEA). The overall project is titled “Quantifying the Performance of Retrofit of Cripple Walls and Sill Anchorage in Single-Family Wood-Frame Buildings,” henceforth referred to as the “PEER-CEA Project.” The overall objective of the PEER–CEA project is to provide scientifically based information (e.g., testing, analysis, and resulting loss models) that measure and assess the effectiveness of seismic retrofit to reduce the risk of damage and associated losses (repair costs) of wood-frame houses with cripple wall and sill anchorage deficiencies as well as retrofitted conditions that address those deficiencies. Tasks that support and inform the loss-modeling effort are: (1) collecting and summarizing existing information and results of previous research on the performance of wood-frame houses; (2) identifying construction features to characterize alternative variants of wood-frame houses; (3) characterizing earthquake hazard and ground motions at representative sites in California; (4) developing cyclic loading protocols and conducting laboratory tests of cripple wall panels, wood-frame wall subassemblies, and sill anchorages to measure and document their response (strength and stiffness) under cyclic loading; and (5) the computer modeling, simulations, and the development of loss models as informed by a workshop with claims adjustors. This report is a product of Working Group 7: Reporting and is a summary of the PEER–CEA Project work performed by Working Groups 1–6. This report does not present new information apart from the rest of the project, and its purpose is to serve as a reference for researchers and catastrophe modelers wishing to understand the objectives and key findings of the project. The key overall findings of the PEER–CEA Project are summarized in Chapters 8 and 10, which describe the efforts of the WG5 and WG6 Working Groups. The reader is referred to the individual reports prepared by the Working Groups for comprehensive information on the tasks, methodologies, and results of each.