建筑材料外文翻译及译文

建筑材料外文翻译及译文
建筑材料外文翻译及译文

Building materials

Building materials must have certain structural use.it physical properties. First, they must be able to bear load or weight without permanent deformation. When the load on the structural components, components will deformation, it means rope will be stretching or beam will bend. However, when the load is removed, ropes and beams will return to its original position. This kind of material properties is called elasticity. If material is not elastic, then on removing load deformation exist, repeat the loading and unloading eventually increase deformation to structural lose action.

All used in building structure in the materials such as stone, brick, wood, aluminum, reinforced concrete and plastic within a certain range of load performance of flexibility. If loading beyond the scope, two things will happen: brittle and plastic. If it is the former, the material will suddenly destruction; If the latter, in certain load (yield strength) material has begun to yield flow, resulting in destruction. For example, steel, stone material is brittle present plastic. Materials by the damage occurred when the ultimate strength of stress decision.

Construction materials and an important characteristic is its stiffness. This feature by elastic modulus decision. Stress (per unit of area, the force) and the strain (per unit length ratio of the deformation) is elastic modulus. Elastic modulus is characterize material under load shape-shifting abilities. For two have the same area and load of the same material. Elastic modulus big materials little deformation. Structure with steel of elastic modulus is pounds per square inch or kg per square centimeter, aluminum, concrete 3 times of ten times, wood 15 times.

Masonry. Masonry from natural materials such as stone and artificial materials such as brick, concrete blocks composed. Masonry in ancient times is used. Bricks used in city of Babylon not religious buildings, stone material used in large temples of the Nile valley. The pyramids of Egypt, high 481 feet (147m), is the most spectacular masonry structure. Masonry unit initial without using any binding materials piled up, and modern masonry structure as binder materials. Water mud Modern structure material including stone, red-roast clay brick or tiles, the concrete blocks.

Masonry is essentially a pressurized material, it can't sustain tension, ultimate strength concrete-block masonry depends on and mud. Last strength in 1000 to 4,000 pounds per inch (70 to 280 kg per square centimeter) range change, depends on the block and mud bonding situation.

Wood. Wood is a kind of the earliest building materials and is a kind of rare tensile performance good natural material. The world find hundreds of wood, and each have different physical properties. Only some use in architectural structures as framework components. In the United States, for example, in over 600 kinds of lumber, only 20 used in structure. These are generally conifers or cork, both because rich and wood easy molding. In the United States, more common in the structure of lumber sort is the loose, spruce and annatto. These timber tensile strength in 50 to 80 pounds per square inch (350 to 5.6 kg per square meter) range. Hardwood initially used as fine wood furniture and interior decoration such as floor.

Due to the wood texture characteristics, it along the intensity of transverse texture texture is greater than the intensity. Wood tensile strength,

trans-monounsaturated grain compressive strength is particularly big, and it has a lot of flexural strength. These characteristics make it very suitable for structure of the column and beam. Wood, as truss tensile component is invalid, because the truss structures tensile strength depends on component between node, although has produced many USES lumber tensile strength of metal fittings, but it is difficult to design the arrange grain direction of shear strength or tensile strength little relation of components.

Steel. Steel is an important structural materials. When compared to the other materials by such as weight, it has high intensity, even if it volumetric weight is lumber ten times. Its elastic modulus is very big, the results under load deformation is small. It can be rolled into many structural forms such as work fonts beam, plate. It can also cast complex style, it also can produce into ropes type used in cable suspension bridge and condole top, production into elevator rope and prestressed concrete in the rods. Steel components are many ways of link together like bolt connection, riveting and welding. Carbon steels are vulnerable to oxidation corrosion

therefore must rely on paint or inserted into the concrete to avoid contact with air. More than steel soon lose strength, so we must set a fire-proof material (usually concrete) in order to increase its refractory ability.

Add like silicon or manganese such alloying elements, you'll get tensile strength of 250,000 pounds per square inch (17500 kg/cm2) of high strength steel. These steel on the structure of key parts, such as skyscrapers pillars.

Aluminum. When light weight, high strength and corrosion resistance has become an important factor, aluminum became a particularly useful building materials. Because pure aluminum is extremely soft and ductility of, so, the composition of the alloy, such as mn, silicon, zinc and copper must add increase structure required strength. Structural use of aluminium alloy performance of flexibility. Their elastic modulus is steel 1/3, therefore in the same loads deformation is 3 times of steel. Each unit of aluminum alloy is weight steel 1/3. Therefore the same intensities, aluminum alloy component than steel components in weight. Aluminum alloy limit tensile strength variation in 20,000 to 60,000 pounds per square inch (14 to 4,200 kg/cm2) between.

Aluminum can fashioned many shapes, it can be extrusion forming strander liang, pull string and stem, rolled into foil and plate. Aluminum component can like steel use the same method, riveting, bolt connection, low strength welded together. Besides being used for architectural framework and prefabrecated house, aluminum also widely used as an window frame and structure curtain box.

Concrete. Concrete is water, sand, stone and ordinary Portland cement mixture. Gravel, artificial light stone, and shells were used in natural ShiLiaoChang. Ordinary silicate cement is contains calcium and clay mixtures. In the heating furnace, and then to a fine powder. Concrete strength comes from mixing water farinaceous ordinary Portland cement, then atherosclerosis. In an ideal mixture, concrete by 3/4 volume of sand and stone and 1/4 volume of water mud. The physical characteristics of concrete mixture composition is sensitive to changes, therefore according to strength or contraction design composition ratio to achieve special results. When concrete dump in template, it contains free water, and no need water action of water will evaporate.

With concrete sclerosis, it in a certain period of releasing excess water and shrinking. As a result of shrinkage, the fine cracks. In order to minimize the shrinkage crack, concrete sclerosis must protect wet at least five days. Concrete strength increased over time, because the hydration processes will last for years, In fact, 28 days intensity is considered the standard.

Concrete under load is elastic deformation. Although its elastic modulus is steel one-tenth, but distortion is same, because its strength also only steel 10. Concrete is essentially a compressive material, its tensile strength can be neglected.

Reinforced concrete. Reinforced concrete by placed to undertake in reinforced concrete pulling force. These reinforced in 1/4 inch in diameter (0.64 cm) and 225 inches (5.7 cm) between, the surface has Nick to ensure binding live concrete. Although reinforced concrete in many countries have development, but its discovery should be attributed to a French gardeners, Joseph in 1868 reinforcement strengthening concrete with a cone. The operation is possible, because when a change in temperature, reinforcement and concrete are equal to expansion and contraction. If this is not the case, the temperature changes, the connection between the reinforcement and concrete is destroyed, because the two materials react differently. Reinforced concrete can be pouring into various shapes, for example liang, column, the board and arch. Therefore, it is suitable for construction of special structure. Although most merchandise concrete strength around 6,000 pounds per square inch (4.2 kg/cm2), but the reinforced concrete limit tensile strength than 10,000 pounds per square inch (700 kilograms/cm2) is possible.

Plastic. Because of many varieties, high strength, endurance and lightweight, plastic quickly become important structural materials. Plastics are synthetic materials or resin, can be configured to expect any shape and use organic matter for cementing agent. Organic plastic into two categories: thermoset and thermoplastic. Thermosetting plastic when heated through chemical change is strong, once forming, these plastic can no longer be cast. Thermoplastic in high temperature is weak, strong cooling, the former must not generally used for structural plastic material. Although nylon tensile achieves 60,000 pounds per square inch, but most plastics of ultimate

strength in 7000 to 12,000 pounds per square inch (490 to 840 kg/cm2) range.

建筑材料

建筑材料必须有一定结构上的使用性的物理特性。首先,它们必须能够承担荷载或重量而没有永久性的变形。当荷载作用在结构构件上时,构件将变形,那就是说绳索将被拉伸或梁将弯曲。然而,当荷载被移去时,绳索和梁将回到原始位置。这种材料特性就叫做弹性。如果材料不是弹性的,那么在移去荷载后变形存在,重复加载和卸载最终增加变形到结构失去作用。所有用在建筑结构里的材料如石材,砖,木材,铝材,钢筋混凝土和塑料在一定范围内的荷载作用下表现弹性。如果加载超出了范围,两种情况会发生:脆性和塑性。如果是前者,材料将突然破坏;如果是后者,在一定荷载(屈服强度)材料开始屈服流动,最后导致破坏。例如,钢材呈现塑性,石材是脆性。材料最终强度由破坏发生时的应力决定。

建筑材料的又一个重要特性是它的刚度。这个特性由弹性模量决定。应力(每单位面积上的力)与应变(每单位长度上的变形)的比率就是弹性模量。弹性模量就是描述材料在荷载作用下的变形能力。对于两种有相同面积且荷载相同的材料。弹性模量大的材料变形小。结构用钢的弹性模量是磅每平方英寸或千克每平方厘米,是铝的3倍,混凝土的10倍,木材的15倍。

砌体。砌体由天然材料如石材和人造材料如砖,混凝土块组成。砌体在古代就被使用了。砖用在巴比伦城市非宗教的建筑物,石材用在尼罗河谷的大寺庙。埃及金字塔,高481英尺(147米),是最壮观的砌体结构。砌体单元最初没有用任何粘结材料堆起来,而现代砌体结构用水泥浆作为粘结材料。现代结构用材包括石,红烧粘土砖或瓦,混凝土块。

砌体本质上是一种受压材料,它不能承受拉力,砌体最终强度取决于砌块和泥浆。最后强度在1000至4000磅每英寸(70至280千克每平方厘米)范围内变化,取决于砌块和泥浆粘结情况。

木材。木材是一种最早的建筑材料而且是一种少有的抗拉性能好的天然材料。世界发现了好几百种木材,并且每种都存在不同的物理特性。只有一些用在建筑结构中作框架构件。在美国,例如,在超过600种木材里,只有20种用在结构中。这些一般是针叶树或是软木,两者都是因为丰富和木材容易成型。在美国,更多普通用在结构中的木材种类是美国松,云杉和红木。这些木材的抗拉强

度在5000至8000磅每平方英寸(350至560千克每平米)范围内。硬木最初用作细木家具和内部装饰如地板。

由于木材纹理特性,它沿着纹理的强度大于横向纹理的强度。木材抗拉强度和顺纹抗压强度特别大,并且它有很大的抗弯强度。这些特性使它很适合作结构中的柱和梁。木材作为桁架的抗拉构件是无效的,因为桁架构件的抗拉强度取决于构件间的结点,虽然生产出了很多利用木材抗拉强度的金属连接件,但是很难设计出顺纹方向的抗剪强度或抗拉强度关系不大的构件。

钢材。钢材是一种重要的结构材料。当对比起其它材料受等重量时,它有很高的强度,即使它等体积的重量是木材的十倍。它的弹性模量很大,结果在荷载作用下变形很小。它能轧制成很多结构形式如工字型梁,板。它也能铸成复杂样式,它也能生产成绳索型式用作悬索桥和吊顶里的缆绳,生产成电梯绳和预应力混凝土里的拉杆。钢构件可以通过很多方式连结在一起,如螺栓连接,铆接和焊接。碳素钢易遭受氧化锈蚀因此必须靠喷漆或插入到混凝土中来避免与空气接触。超过钢材很快失去了强度,因此必须套一个耐火材料(通常是混凝土)以便增加其耐火能力。

添加像硅或锰这样的合金元素,会得到抗拉强度达250000磅/平方英寸(17500千克/平方厘米)的高强钢筋。这些钢用在结构关键部位,如摩天大楼的柱子。

铝。当轻质,高强和抗锈蚀都成为重要因素时,铝就成了一种特别有用的建筑材料。因为纯铝是极其软和延性的,所以,合金成分,如锰,硅,锌和铜必须加进去增加结构所需强度。结构用的铝合金表现弹性。它们的弹性模量是钢材的1/3,因此在同样荷载作用下变形是钢材的3倍。每单位铝合金重量是钢的1/3。因此相同强度下,铝合金构件比钢构件重量轻。铝合金的极限抗拉强度变化幅度在20000至60000磅/平方英寸(1400到4200千克/平方厘米)之间。

铝能塑成很多形状,它能被挤压形成工字梁,拉成绳和杆,轧制成箔和板。铝构件能像钢用同样的方法:铆接,螺栓连接,低强度的焊接连接起来。除了用作建筑框架和预制房,铝也广泛用作窗框和结构幕墙框。

混凝土。混凝土是水,砂,石料和普通硅酸盐水泥的混合物。碎石,人造轻质石,和贝壳被用在天然石料场。普通硅酸水泥是包含钙和粘土的混合物。在窑

里加热,然后研磨成粉。混凝土强度来源于混合了水的粉状的普通硅酸盐水泥,然后硬化。在一个理想的混合物里,混凝土由3/4体积的砂和石料和1/4体积的水泥浆。混凝土的物理特性对混合物成分的变化很敏感,因此必须根据强度或收缩设计成分的配合比以达到特别的结果。当混凝土倾倒在模板里时,它包含自由水,不再需要水化作用的水会蒸发掉。随着混凝土的硬化,它在一定时期内释放出多余的水,并且收缩。由于收缩,细裂缝产生了。为了把收缩裂缝减少到最小,混凝土硬化时必须保湿至少5天。混凝土强度随时间增长,因为水化过程会持续几年;实际上,28天强度就被认为是标准的。

混凝土在荷载作用下是弹性变形。虽然它的弹性模量是钢的1/10,但是变形却一样,因为它的强度也只有钢的1/10。混凝土本质上是一种抗压材料,它的抗拉强度可以忽略不计。

钢筋混凝土。钢筋混凝土由置于到混凝土中的钢筋承担拉力。这些钢筋直径在0.25英寸(0.64厘米)和2.25英寸(5.7厘米)之间,表面有刻痕以确保粘结住混凝土。虽然钢筋混凝土在很多国家有所发展,但是它的发现要归功于一个法国园艺师,Joseph Monnier在1868年用一个钢筋网加强混凝土筒。这个操作是可行的,因为当温度变化时,钢筋和混凝土同等的膨胀和收缩。如果不是这样的话,温度改变时,钢筋和混凝土之间的连接被破坏,因为两种材料的反应不同。钢筋混凝土可被浇筑成各种形状,例如梁,柱,板和拱。因此,它易适用于建筑的特殊结构。虽然大部分商品混凝土强度在6000磅/平方英寸(420千克/平方厘米),但是钢筋混凝土的极限抗拉强度超过10000磅/平方英寸(700千克/平方厘米)是有可能的。

塑料。由于品种多,强度高,耐久性和轻质,塑料迅速成为重要的结构材料。塑料是合成材料或树脂,能被塑成任何期望的形状并且用有机物作胶结剂。有机塑料分成两类:热固性和热塑性。热固性塑料在加热时通过化学物质的变化变得坚固,一旦成型,这些塑料不能再被铸造。热塑性塑料在高温时是软弱的,变得坚固前一定要冷却,这种塑料一般不用作结构材料。虽然尼龙抗拉强度达到60000磅/平方英寸(4200千克/平方厘米),但是大部分塑料的极限强度在7000至12000磅/平方英寸(490至840千克/平方厘米)范围内。

外文翻译

Load and Ultimate Moment of Prestressed Concrete Action Under Overload-Cracking Load It has been shown that a variation in the external load acting on a prestressed beam results in a change in the location of the pressure line for beams in the elastic range.This is a fundamental principle of prestressed construction.In a normal prestressed beam,this shift in the location of the pressure line continues at a relatively uniform rate,as the external load is increased,to the point where cracks develop in the tension fiber.After the cracking load has been exceeded,the rate of movement in the pressure line decreases as additional load is applied,and a significant increase in the stress in the prestressing tendon and the resultant concrete force begins to take place.This change in the action of the internal moment continues until all movement of the pressure line ceases.The moment caused by loads that are applied thereafter is offset entirely by a corresponding and proportional change in the internal forces,just as in reinforced-concrete construction.This fact,that the load in the elastic range and the plastic range is carried by actions that are fundamentally different,is very significant and renders strength computations essential for all designs in order to ensure that adequate safety factors exist.This is true even though the stresses in the elastic range may conform to a recognized elastic design criterion. It should be noted that the load deflection curve is close to a straight line up to the cracking load and that the curve becomes progressively more curved as the load is increased above the cracking load.The curvature of the load-deflection curve for loads over the cracking load is due to the change in the basic internal resisting moment action that counteracts the applied loads,as described above,as well as to plastic strains that begin to take place in the steel and the concrete when stressed to high levels. In some structures it may be essential that the flexural members remain crack free even under significant overloads.This may be due to the structures’being exposed to exceptionally corrosive atmospheres during their useful life.In designing prestressed members to be used in special structures of this type,it may be necessary to compute the load that causes cracking of the tensile flange,in order to ensure that adequate safety against cracking is provided by the design.The computation of the moment that will cause cracking is also necessary to ensure compliance with some design criteria. Many tests have demonstrated that the load-deflection curves of prestressed beams are approximately linear up to and slightly in excess of the load that causes the first cracks in the tensile flange.(The linearity is a function of the rate at which the load is applied.)For this reason,normal elastic-design relationships can be used in computing the cracking load by simply determining the load that results in a net tensile stress in the tensile flange(prestress minus the effects of the applied loads)that is equal to the tensile strength of the concrete.It is customary to assume that the flexural tensile strength of the concrete is equal to the modulus of rupture of the

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外文翻译原文

204/JOURNAL OF BRIDGE ENGINEERING/AUGUST1999

JOURNAL OF BRIDGE ENGINEERING /AUGUST 1999/205 ends.The stress state in each cylindrical strip was determined from the total potential energy of a nonlinear arch model using the Rayleigh-Ritz method. It was emphasized that the membrane stresses in the com-pression region of the curved models were less than those predicted by linear theory and that there was an accompanying increase in ?ange resultant force.The maximum web bending stress was shown to occur at 0.20h from the compression ?ange for the simple support stiffness condition and 0.24h for the ?xed condition,where h is the height of the analytical panel.It was noted that 0.20h would be the optimum position for longitudinal stiffeners in curved girders,which is the same as for straight girders based on stability requirements.From the ?xed condition cases it was determined that there was no signi?cant change in the membrane stresses (from free to ?xed)but that there was a signi?cant effect on the web bend-ing stresses.Numerical results were generated for the reduc-tion in effective moment required to produce initial yield in the ?anges based on curvature and web slenderness for a panel aspect ratio of 1.0and a web-to-?ange area ratio of 2.0.From the results,a maximum reduction of about 13%was noted for a /R =0.167and about 8%for a /R =0.10(h /t w =150),both of which would correspond to extreme curvature,where a is the length of the analytical panel (modeling the distance be-tween transverse stiffeners)and R is the radius of curvature.To apply the parametric results to developing design criteria for practical curved girders,the de?ections and web bending stresses that would occur for girders with a curvature corre-sponding to the initial imperfection out-of-?atness limit of D /120was used.It was noted that,for a panel with an aspect ratio of 1.0,this would correspond to a curvature of a /R =0.067.The values of moment reduction using this approach were compared with those presented by Basler (Basler and Thurlimann 1961;Vincent 1969).Numerical results based on this limit were generated,and the following web-slenderness requirement was derived: 2 D 36,500a a =1?8.6?34 (1) ? ??? t R R F w ?y where D =unsupported distance between ?anges;and F y =yield stress in psi. An extension of this work was published a year later,when Culver et al.(1973)checked the accuracy of the isolated elas-tically supported cylindrical strips by treating the panel as a unit two-way shell rather than as individual strips.The ?ange/web boundaries were modeled as ?xed,and the boundaries at the transverse stiffeners were modeled as ?xed and simple.Longitudinal stiffeners were modeled with moments of inertias as multiples of the AASHO (Standard 1969)values for straight https://www.360docs.net/doc/3713918559.html,ing analytical results obtained for the slenderness required to limit the plate bending stresses in the curved panel to those of a ?at panel with the maximum allowed out-of-?atness (a /R =0.067)and with D /t w =330,the following equa-tion was developed for curved plate girder web slenderness with one longitudinal stiffener: D 46,000a a =1?2.9 ?2.2 (2) ? ? ? t R f R w ?b where the calculated bending stress,f b ,is in psi.It was further concluded that if longitudinal stiffeners are located in both the tension and compression regions,the reduction in D /t w will not be required.For the case of two stiffeners,web bending in both regions is reduced and the web slenderness could be de-signed as a straight girder panel.Eq.(1)is currently used in the ‘‘Load Factor Design’’portion of the Guide Speci?cations ,and (2)is used in the ‘‘Allowable Stress Design’’portion for girders stiffened with one longitudinal stiffener.This work was continued by Mariani et al.(1973),where the optimum trans-verse stiffener rigidity was determined analytically. During almost the same time,Abdel-Sayed (1973)studied the prebuckling and elastic buckling behavior of curved web panels and proposed approximate conservative equations for estimating the critical load under pure normal loading (stress),pure shear,and combined normal and shear loading.The linear theory of shells was used.The panel was simply supported along all four edges with no torsional rigidity of the ?anges provided.The transverse stiffeners were therefore assumed to be rigid in their directions (no strains could be developed along the edges of the panels).The Galerkin method was used to solve the governing differential equations,and minimum eigenvalues of the critical load were calculated and presented for a wide range of loading conditions (bedding,shear,and combined),aspect ratios,and curvatures.For all cases,it was demonstrated that the critical load is higher for curved panels over the comparable ?at panel and increases with an increase in curvature. In 1980,Daniels et al.summarized the Lehigh University ?ve-year experimental research program on the fatigue behav-ior of horizontally curved bridges and concluded that the slen-derness limits suggested by Culver were too severe.Equations for ‘‘Load Factor Design’’and for ‘‘Allowable Stress Design’’were developed (respectively)as D 36,500a =1?4?192(3)? ?t R F w ?y D 23,000a =1?4 ?170 (4) ? ? t R f w ?b The latter equation is currently used in the ‘‘Allowable Stress Design’’portion of the Guide Speci?cations for girders not stiffened longitudinally. Numerous analytical and experimental works on the subject have also been published by Japanese researchers since the end of the CURT project.Mikami and colleagues presented work in Japanese journals (Mikami et al.1980;Mikami and Furunishi 1981)and later in the ASCE Journal of Engineering Mechanics (Mikami and Furunishi 1984)on the nonlinear be-havior of cylindrical web panels under bending and combined bending and shear.They analyzed the cylindrical panels based on Washizu’s (1975)nonlinear theory of shells.The governing nonlinear differential equations were solved numerically by the ?nite-difference method.Simple support boundary condi-tions were assumed along the curved boundaries (top and bot-tom at the ?ange locations)and both simple and ?xed support conditions were used at the straight (vertical)boundaries.The large displacement behavior was demonstrated by Mi-kami and Furunishi for a range of geometric properties.Nu-merical values of the load,de?ection,membrane stress,bend-ing stress,and torsional stress were obtained,but no equations for design use were presented.Signi?cant conclusions include that:(1)the compressive membrane stress in the circumfer-ential direction decreases with an increase in curvature;(2)the panel under combined bending and shear exhibits a lower level of the circumferential membrane stress as compared with the panel under pure bending,and as a result,the bending moment carried by the web panel is reduced;and (3)the plate bending stress under combined bending and shear is larger than that under pure bending.No formulations or recommendations for direct design use were made. Kuranishi and Hiwatashi (1981,1983)used the ?nite-ele-ment method to demonstrate the elastic ?nite displacement be-havior of curved I-girder webs under bending using models with and without ?ange rigidities.Rotation was not allowed (?xed condition)about the vertical axis at the ends of the panel (transverse stiffener locations).Again,the nonlinear distribu-

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