Vilanova de la Barca古教堂

正项目名称:Vilanova de la Barca古教堂业主:Ajuntament de Vilanova de la Barca.建设地点:Vilanova de la Barca,Lleida,Spain设计单位:AO Alea Olea architecturelandscape施工单位:Construccions Jaen-Vallés-Urcotex Inmobiliaria结构单位:Campanya Vinyeta Architects建筑面积:300 m2建筑材料:陶瓷,石材,混凝土建筑设计:Roger Such,Laia Renalias,Carles Serrano,Leticia Soriano景观设计:AO Alea Olea architecturelandscape设计时间:2014～2016年建成时间:2016年图纸版权:AO Alea Olea Architecture and Urbanism摄影:AdriàGoula     

Porciúncula de la Milagrosa教堂

<正>位于波哥大市的小教堂有一个基本的几何形状,设计师尽量保持场地地貌,利用环境、风和光的自然特点,创造本质上的和谐。教堂被设计为向外开放,使众多信徒能够在此聚集,建筑内可举行小型私人社团和大型公共活动。固定与可移动体量之间的关系表达了"两个世界,已知和未知,光明和黑暗之间的通道"。当门打开时,神秘的面纱被揭开,它富有活力,并具有     

加拿大Boulevard de la Concorde立交桥倒塌事故

对2006年9月30日发生在加拿大蒙特利尔北部拉瓦尔地区的Boulevard de la Concorde立交桥的一段混凝土梁整体坠落事故进行介绍。从该桥的检测记录、倒塌的过程、破坏的界面以及损伤的发展等方面展开讨论,并总结出该桥倒塌的主要原因。同时,针对我国桥梁的实际状况提出建议以确保其安全使用。     

Technologie de Traitement de la Fondation pour l’Exécution des Ponts de l’Autoroute

Sommaire: Le présent texte se concentre principalement sur la recherche des problèmes relatifs à la fondation des ponts de l’autoroute, qui a pour objet d’améliorer la technologie de traitement de la f...     

万花筒的游戏 Agatha Ruiz de la Prada纽约旗舰店

1998年,Agatha Ruiz de la Prada这个独立、烂漫、充满创意精神和理想化的品牌开始进入时装界,就如Agatha Ruiz de la Prada本人一样,品牌以大胆、色彩、幽默、童趣,甚至是"花里胡哨"和"不知所以"的古怪形式向人们传递着欢乐和梦想的信号。至今Agatha Ruiz de la Prada的秀仍旧是欧洲最著名的秀场之一。     

Contribution à l’étude du mouvement de terrain de la ville de Tigzirt (Algérie)

This article is a contribution to the study of the causes, characterization, and numerical modeling, using finite elements, of the landslide affecting the coastal slope at the edge of the Mediterranean Sea near the city center of Tigzirt (Algeria). This slope is characterized by a relatively low inclination (13°–15°) and composed of two main geological formations (marly bedrock overlain by recent Quaternary deposits). Several factors have acted jointly and explain the activity of Tigzirt landslide: it is the effect of geological, morphological, and hydrogeological site contexts combined to triggering factors of various origins (human, climatic, and seismic). The landslide is characterized by a planar failure surface, which involves a global translational deformation towards the sea.     

Impact de la décharge publique de Marrakech (Maroc) sur les ressources en eau

Résumé. Les lixiviats de la décharge publique de Marrakech, qui ne sont ni collectés ni traités, pourraient constituer une source potentielle de pollution des eaux de la nappe phréatique et de celles de l'oued Tensift situé près de la décharge. Le but de cette étude est de caractériser ces lixiviats et de déterminer le degré de pollution des eaux à proximité de la décharge. Les analyses physico-chimiques des lixiviats ont montré qu'ils présentent des concentrations élevées en Cl^–, HCO₃ ^–, Na⁺, K⁺, SO₄ ^2–, Ca²⁺, Mg²⁺, NH₄ ⁺, Cu et Pb. La pollution organique est également importante; la DCO peut atteindre 138.000 mg/l O₂. Les concentrations en certains polluants sont nettement supérieures à celles généralement rencontrées dans d'autres décharges d'ordures ménagères. Le suivi de la qualité des eaux durant l'année 1999, a montré que les eaux souterraines et celles de l'oued Tensift sont de mauvaise qualité pour les besoins domestiques et pour l'irrigation. L'Analyse en Composantes Principales a montré que la pollution des eaux, par les lixiviats, est essentiellement due à la matière organique, HCO₃ ^–, NH₄ ⁺, Na⁺, Ca²⁺, Mg²⁺, Cl^– et SO₄ ^2–. Electronic Publication     

Le Pont Vasco de Gama – la démarche durabilité

From the concrete example of a large construction, this paper aims to show how the results obtained from the research work carried out on transfer in cement pastes were applied both on site during the concrete construction and in the laboratory to predict the durability of the concrete structure. This unique process, carried out in close collaboration with the constructor, is based on a new concept of High Performance Concrete. The construction concerned is the Vasco da Gama Bridge in Lisbon, which is one of the most important bridges ever constructed in Europe: it is more than 17?km long, built in the maritime zone on the Tagus river estuary. It was opened in April 1998. A guarantee of life duration of 120?years, without major maintenance, has been demanded. In addition to the criteria relative to the concrete constituents (non-reactive aggregates with regard to the alkalireaction, the nature of the cement and a formulation adapted to the direct environmental effects on the different construction parts), one of the main life duration criteria selected is a chloride concentration limit value of 0.4%, compared to the mass of the cement, measured directly at the reinforcement steel position. This value determines the initiation threshold of the corrosion process of steel. Specifications are both a diffusivity coefficient of chloride of less than 1×10^–12?m²?s^–1 determined by the TANG Luping method and an oxygen permeability of less than 1×10^–17?m². These basic criteria have been perfected by measures of porosity to water, tests of resistance to chloride penetration, chloride migration tests and also by extensive examinations of the concrete microstructure. All the measurements and tests have been undertaken both on concrete samples made in the laboratory and on samples made on site and concrete cores from parts of the structure built in 1995. Coefficients of chloride diffusivity measured or calculated from profiles of concentration in concrete cores have been used in a predictive model, using a finite element method integrating the interaction ions with cement paste and the evolution of the diffusivity coefficient in time. The various computing simulations, improved progressively with controls and after comparison with the real bridge, tend to confirm, on the one hand, the validity of the model used and, on the other hand, the accuracy of the chosen formulations. These formulations, having mechanical properties close to those of High Performance Concrete, also have special microstructural properties of diffusivity and permeability, answering the requirements of the durability of this bridge.     

Erosion d’une vase de l’estuaire de la Loire sous l’action du courant

This research work deals with an experimental study on the erosion phenomenon of a mud under the action of a water current. It is observed from research works carried out by Partheniades (J Hydraul Div ASCE 91(HY1):105–139, 1965), Migniot (La Houille Blanche 1&2:11–29, 95–111, 1989), Ockenden and Delo (GeoMar Lett 11:138–142, 1991), Aberle et al. (Mar Geol 207:83–93, 2004), among others, that mud erosion process by an hydrodynamic action depends mainly on sediment properties. Based on a literature study, this critical stress is assumed to be proportional either to the effective cohesion (Eq. 2) or to the yield stress (Eq. 4) of the sediment bed. Six erosion test series have been performed at six different concentrations of a mud from the Loire estuary. Some properties of the tested sediments are: a solid particles density ρ _s = 2,550 kg m^?3, a liquidity and plasticity limit at 140 and 70% of the water content, respectively, a mean size of the dispersed mineral fraction determined by laser techniques of 10 μm, and a volatile matters content of 11.86% by total dry weight burned at 550°C. As the rheological behaviour is difficult to describe, the sediment strength is characterized by only a parameter, namely, the yield stress τ _y . It is measured with a coaxial cylinder Brookfield LVT viscosimeter following a defined procedure (Hosseini in Liaison entre la rigidité initiale et la cohésion non drainée dans les vases molles—Relation avec la dynamique sédimentaire. Thèse, Université de Nantes, 167 p, 1999). For each studied concentration, three successive erosion tests are carried out, and for every erosion test, 15 successive measurements of τ _y are made. The mean values and the standard deviations of τ _y are shown in Table 1 as a function of the bed sediment concentration C. A confined flume has been conceived and built to characterize the erosion rates. With this device, a current-induced shear stress is generated above an homogeneous deposited sediment (Fig. 1). The bed shear stress τ _o is calculated from the measured mean velocity V by Eq. 5. The friction coefficient c _f involved in Eq. 5 has been evaluated from measurements of the hydraulic pressure loss. Finally, the validity of Eq. 5 has been confirmed by five calibration tests on the incipient of the movement of sands for which results are compared with Shields diagram in Fig. 2. The observed erosion mechanisms affecting cohesive sediments depend mainly on the value of the yield stress. For a fluid mud (τ _y less than 3 N m^?2), the bed shear stress produces at first a wavy motion on the bed surface with a progressive undulation. When the shear stress increases, resuspension produces a diluted sediment cloud which is entrained and dispersed by the flow. For a plastic mud (τ _y greater than 3 N m^?2), erosion occurs by a wrenching of aggregates which are transported near the bottom. Initially, the eroded aggregates measure several millimetres in size; but, once transported, aggregates break into very rigid and compact aggregates of maximum size close to 1 mm in all the cases. During erosion tests, erosion volumetric rates E _v have been evaluated under steady-state bed shear stress τ _o from the observed variation in time of suspended sediment concentration. A generalized erosion is assumed for E _v ≥ E _vo = 3 × 10^?7 m s^?1 (that is the equivalent of 1 mm sediment layer eroded per hour). The generalized erosion occurs above a critical bed shear stress τ _oe which is linked to τ _y and mud density through Eq. 7. A phenomenological law defined by Eq. 8 is proposed to calculate the erosion rate as a function of yield stress and hydrodynamic shear stress at the bottom. For τ _o < τ _oe , a small erosion is observed, which is described by a formulation given by Cerco et al. (Water quality model of Florida Bay. U.S. Army Engineer Research and Development Center, ERDC/EL TR?00-10, Vicksburg, USA, 260 p, 2000). Above τ _oe , a small increase in τ _o produces an important erosion rate rise which is described by a formulation suggested by Mehta and Partheniades (Resuspension of deposited cohesive sediment beds. In: Proceedings of the 18th coastal engineering conference, Cape Town, South Africa, 2:1569–1588, 1982). Figure 3 shows as a function of τ _o the observed values of E _v (discrete symbols) as well as the proposed model (in solid lines) for the six concentrations. For the theoretically maximum value of E _v , the hydrodynamic shear stress is very high with regard to the sediment cohesion; and then, the water flux produces an entrainment of underlying fluid mud layers. The asymptotic law obtained from the model of Kranenburg and Winterwerp (1997) plotted in dashed lines in Fig. 3, is expressed by E _v = 0.3 u _* . A sediment trap inserted in the experimental system allows a sample of eroded mud aggregates to be obtained. It is observed that the maximum value of the diameter D _M of the eroded aggregates depends on the density and yield stress of the initially deposited mud according to Eq. 10. In the same way, the density of the aggregates issued from plastic mud erosion is measured following an original experimental method and procedure (Table 3). The erosion of plastic muds with a concentration from 310 to 420 kg m^?3 produces aggregates with a concentration close to 400 kg m^?3 and yield stress a little greater than 100 N m^?2.     

Modification de la marée par le creusement du chenal d'un estuaire

The present study compares the tide measurements on the left and right banks of the mouth of the river Loire (France) which flows into the Atlantic Ocean and two others points on the French Brittany coast (Fig.?1, 2), for the last twentyfive years. In order to simplify the location of the sites, the points have been numbered from the north to the south as follows: ??Point 1?:?Le Conquet ??Point 2: Port Tudy, île de Groix ??Point 3: St.-Nazaire ??Point 4: Pointe de St.-Gildas The observed tide levels in the estuary of the river Loire show important changes since 1903 (Fig.?3). These modifications can be linked to the dredging works in the navigation channel between Paimboeuf and Nantes (55?km upstream) where the bottom level has been excavated from –2.50?m to –3.00?m in 1929 and to –5.50?m in 1969. Whereas the chart datum (hydrographic zero reading), which in France corresponds to the lowest possible seas for safe navigation, had been set at the end of the last century at 3.03?m under the terrestrial chart datum, on January 1st 1996, the SHOM, Naval Hydrographic and Oceanographic Service, indicated that on all the nautical documents it publishes this chart datum was now being set at 3.43?m under the terrestrial chart datum for the right bank of the mouth of the estuary (corresponding to the northern side of the estuary) while the one for the left bank, although only 15?km away, remained unchanged. The statistical study of surges for a period of twenty five years (1965–90) on both sides of the external estuary shows that the surges are significantly greater on the north-eastern side. It also highlights the incoherence of certain results. The study of level readings on 3 500 high and low tides effected by 4 tide gauges spread out along 300?km of coastline highlighted that a single badly zeroed tide gauge could lead to false results with regards to the average tide level at point?3. The work shows that this discrepancy is neither due to the blocking of fresh river water nor to a set of compartment faults but to the displacement and dredging of the channel along the right bank of the mouth of the estuary. The storm surges have also been studied between 1985 and 1990 using a dynamic model where surge levels depend on the duration of the meteorological disturbances. In this model the surge associated with a stationary meteorology S_∞ depends on the wind (velocity and direction) and the atmospheric pressure. The theoretical law for the surge due to atmospheric pressure is valid in the 4 points studied; for each hectoPascal of lowering of barometric pressure, the sea level increase is 1?cm. For a wind of constant velocity and direction, the model shows that the surges are greater at points 3 and 4 than at points 1 and 2. This fact can be explained by the local morphology of the external part of the estuary; it also gives an explanation for the coastal erosion of this area. This model confirms that the reduction of the extreme low water level observed at point 3 is a local disturbance. In fact, the increase of the mean sea level is approximately 0.10?m per century at points 1 and 2 as in Brest harbour where level measurements have been undertaken since 1808. In contrast, this level appears to be stable at the two points situated on the estuary while the amplitude of the tide increases. This phenomenon is better marked at point 3 in the north of the estuary. Finally, this study shows that the installation of a mobile dam in the Loire estuary (similar to the one existing in the Thames estuary) would permit regulation of the upper water levels above the dam although the amplitude of the tide could be enhanced downstream of the dam.     

Utilisation d'arènes granitiques pour la fabrication de béton en terre

Completely weathered granites are abundant materials and, as a first approximation, their composition is such that treatment with lime should be quite satisfactory, whether they are used for road-building or to produce stabilized blocks for low-cost housing. Three types of completely weathered granite were selected. Their mineralogical and geotechnical properties, and the rocks from which they originate, are described. The completely weathered granites studied differ:

- in the particle size distribution;

- in the mineralogy of their clayey fraction;

- in the degree of weathering affecting them.

The aim of the treatment was to obtain a material having sufficient mechanical strength and insensitivity to water. The results reveal differences among the materials. On dry test specimens, the best results are obtained with the completely weathered granites having the highest clay content, while in saturated test specimens, we find that the mineralogy of the clayey fraction is a factor: the test specimen that performed best had the highest clay content, but its clayey fraction contained no smectites. It is shown, however, that the harmful effects appear only above a threshold that varies with the percentage of lime, and the performance of one of the specimens, artificially enriched with its own fines, which contained smectites, was improved. We propose a relation between the saturated strength values and the quantity of binding agents formed, as assessed on the basis of a mild acid attack. To conclude, on the whole, completely weathered granites can benefit from treatment with lime, whether the purpose is road-building or the production of stabilized blocks. But optimization of the treatment product-performance couple depends on a detailed knowledge of the materials.     

Différentes déclinaisons de l'aléa liquéfaction: de la cartographie préventive au projet

As part of its Public Service, Applied Research, and Client Service activities, BRGM's Thematic Centre for Natural Geological Risks (NGR) has recently undertaken studies in order to characterize "liquefaction hazard". The paper considers definitions and presents several approaches to liquefaction hazard assessment, demonstrated by several examples. The first approach is a naturalistic one: Hazard assessment is considered in a structured manner by undertaking: – a regional inventory of historic events – mapping of formations susceptible to liquefaction in homogeneous risk areas subject to seimic activity – preventive mapping of the phenomena at local scale The second approach is a semi-deterministic one: It allows to produce a seismic microzonation, considering parametric calculations and charts (Seed's reverse method). This approach can be used also to recommend soil improvements when liquefaction hazard does exist. The third approach is a deterministic approach: It takes into account a 3D geotechnical model of the analysed area, as well as specific charts to produce a liquefaction hazard assessment of soils and an advanced seismic microzonation. This method was used in Guadeloupe and Martinique districts (French Lesser Antilles) ad for the design of a new TGV railway track in the south of France. The proposed methodology relies on the French Association for Earthquake Engineering recommendations and brings some innovative aspects: combined naturalistic and geotechnical analyses for liquefaction hazard assessment, combined chart use and 3D geotechnical modelling for liquefaction hazard microzonation. Apart from the complete analysis of the liquefaction hazard not always being useful, it also demands major resources, and is consequently sometimes broken down into several less-detailed stages. The various examples considered thus form a continuum and are simply variations of a same definition of the liquefaction hazard: where: X, Y and Z=coordinates t=time Δu=interstitial over-pressure σ'_vo=initial effective stress I_L=Iwasaki's liquefaction index     

Étude Rétro-analytique du glissement du bord Nord de la mine à ciel ouvert de Kef Essenoun (Djebel Onk), Algérie

On September 8th 2007, a few minutes before sunrise, a spectacular event occurred in the phosphate kef Essenoun open pit mine related to the mining field of Jebel Onk, located in Northeastern part of Algeria. It is a major landslide by volume (7–8 million m³) which had completely filled the pit of the mine and led to the temporary cessation of mining work over an extended period. This paper, presents a retro-analysis of this phenomenon for which, we draw the morphological, geological, hydro-geological and geotechnical characteristics of the deposit and the principal factors liable to be the triggering factors of this landslide.     

Exploitation de bambous (Sinarundinaria alpina (K. Schum.) C.S. Chao & Renvoize), cause des conflits entre le Parc National de Kahuzi-Biega et la population environnante: stratégie de conservation et de résolution de conflit

Sinarundinaria alpina is a species of mountain bamboo which is a source of various conflicts between the managers of the Kahuzi-Biega National Park (KBNP) and surrounding communities. This mountainous species is threatened by these communities to meet their need for various uses. Six permanent plots of 3 hectares were set between 2000–3000 metres above sea level and floristic inventories were made. In addition, information related to anthropogenic threats related to bamboo exploitation was recorded. All data were analysed using quantitative statistical parameters. Results suggest the existence of 196 species in these six permanent plots of the group Bamboo. The position of this Sinarundinaria alpina vegetation in the dynamic rainforest recovery dynamics is confirmed by the presence of trees and tree-nurseries of these trees. Fifty-three species, 27% of the plants observed, including Sinarundinaria alpina seedlings, contribute to the daily feeding of great apes, mainly Grauer’s Gorilla (Gorilla beringei graueri). This forest appears to be one of their critical habitats. The decrease in the area covered by bamboos is due primarily to anthropogenic activities but also some natural hazards (expansion of Sericostachys scandens, natural fading of Bamboo and attacks by beetles). Following these findings, conservation strategies were proposed. Several strengths were noted, including multiplication of bamboo nurseries and distribution of seedlings to local communities. This can be seen as a strong development of this sector in the future. This study is a preliminary assessment for further investigation.     

Denitratation des eaux a potabiliser sur resines echangeuses d'ions—Impact sur la qualite chimique de l'eau traitee

The increase in nitrate concentration in public water supplies is becoming an important problem in certain countries. Among the treatment processes available, the removal of nitrates by ion exchange has been thoroughly studied in recent years with regard to problems of capacity and selectivity. The use of anionic resins in drinking water treatment imply that these compounds do not induce secondary degradation in the quality of the treated water.The purpose of this paper is to examine the chemical quality of water treated by a strong base ion exchange resin (IRA 400) regenerated by sodium chloride.Two sources of organic compounds can be found in water treated with a filter of ion exchange resin:The constitution monomers leached from IRA 400 (styrene, divinylbenzene, trimethylamine and their derivatives).The micropollutants liable to be adsorbed, desorbed or produced during the exhaustion cycles of denitratation.The evolution of the concentration synthesis monomers in treated water was studied during the conditioning and the exhaustion cycles of the resin. Moreover the adsorption isotherms of the IRA 400 for different kinds of micropollutants (aromatic compounds, chlorinated solvents, herbicides, nitrosamines) were determined and the concentration of an added micropollutant (phenol) was measured during an exhaustion cycle.As for the formation of organic compounds during the treatment, we have limited our study to the analysis of N-dimethylnitrosamine during the exhaustion cycle, since this compound has been detected in water demineralized by an ion exchange resin.