有英文摘要建筑抗震论文

有英文摘要建筑抗震论文

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求一篇关于建筑结构的英文论文及翻译

Big span structure of FRP network analysis and forecast

Abstract: this article will introduce a new big span structure, FRP netting structure. In a FRPWWS structure, high intensity of FRP materials like Chinese bamboo weaving of bamboo is a planar formation in the mesh network, the periphery of the structure of the anchorage in a JuanXing beam, the structure of the center for the anchorage netting another within the parameters. Threads on knitting production structure on the initial stress and advance within the parameters of surface movement to meet additional tension of various load resistance. Due to the high FRP materials, materials - weight ratio of this new form for some big span structure of space construction provides an attractive option, the span longer than conventional structural materials building span. In this paper, firstly introduces the basic structure of FRPWWS simple steps, then layout and construction illustrates three basic types of weaving structure, but also put forward some changes this way. This paper introduces a simple mechanical model for the mechanical deformation of FRP single, also gives an example of the structure of the finite element analysis process.

A, introduction

FRP is a new type of structural materials, in recent years in civil engineering research is very active. Because he has some good performance, such as corrosion, light weight, high strength, good fatigue resistance and low cost of maintenance, it was thought to be built in new century building long-span structure of ideal, but it is in some aspects of the traditional mechanical properties and structure of the material or have obvious difference, such as its various heterosexual phenomenon. Due to the uniqueness of FRP materials, the effective use of FRP materials and traditional building materials can span, it is necessary to study the new big span structure. Maeda et al. (2002) is built with the idea of FRP materials 5000 metres of suspension bridge span
In this paper, the FRP netting structure of a kind of brand-new big span structure. This new structure form in a large span to try to effectively use the roof of FRP material performance. In FRPWWS structure, high intensity of FRP compiling Chinese traditional bamboo as the same are woven into a bamboo plane mesh structure. This mesh structure parameters on the anchoring outside outside, the structure of the center and a smaller parameters used in anchorage ribbon. Figure 1 is a small FRPWWS structure model. "Weave" to ensure the smooth of FRP materials at first, to the extent of FRP weave on the prestressed concrete. Then, through the surface movement within the parameters of FRP netting, to pull through the process of prestressing tendons tensile or may have certain parameters including the gravity. Therefore, the FRP nets formed a with two parameters of large-span roofs, the FRP nets set stiffness can resist all sorts of load.
FRPWWS structure similar to the cable networks or cable retinal structure: they constitute part is flexible, By stretching and caused to resist geometric stiffness of load. However, FRPWWS structure has its unique advantages: (1) the weight of FRP materials of low and vertically superior materials properties are effective utilization and transverse weaknesses, but not exposed in the structure of large span of FRP system is ideal, (2) the interchange of FRP plait will produce the huge damping, thereby strengthening structural anti-seismic capability, (3) there are rules of netting modelling makes surface is beautiful, (4) due to corrosion and gravity small installation and maintenance costs low.
This paper introduces a simple FRPWWS structure of the basic layout and construction steps. The plane was roughly threads for three. Also puts forward some practical application examples of the FRPWWS space. Proposes a used nets in the mechanical model of single FRP. Finally describes a simple analysis of finite element method FRPWWS examples.

Second, simple FRPWWS layout
A summary of FRP netting structure includes a FRP weaving, used to anchor the outer ring beam and inner beam and one for the extra gravity tension loading or a group of prestress reinforcement, as shown in figure 1.
Nets are woven from article by FRP, also recommend guest FRP or other high-performance carbon fiber hybrid woven article. Carbon fiber FRP in recent years is widely applied to high strength concrete structure of new materials, it is usually made by extrusion, including fiber to 65%. By China and the Swiss production of two kinds of representative products performance data in table 1 shows prosperity.
Due to the density of woven material, small and easy to be bent and uncoiling. A standard of performance such as table 1 similar carbon materials can withstand FRP greater than or equal to 400KN tension, while a 300m long this strip 70kg less weight. As compared to the same intensity has more than 300m wire 500kg weight.
These woven article according to certain spacing is arranged in an appropriate form of plane. One of the most simple weaving method is a belt, and the other by vertical band, to make up like a fabric of net surface. This type of netting structure can see figure 2 partial screenshots. But in most cases, the number of under-colunm crossing-beam in between each other and the Angle, is the main measure of netting style; Every two ribbon to 90 ° fellowship as shown in figure 3 (a), three little is 60 ° belt in the intersection, as shown in figure 3 (b), as shown in figure 3 (c) and the four ribbon 45 °. At intersections, when fully forming available to all the attached agglutinate FRP interoperability or no adhesion between which can slide freely. In the example, behind will introduce to the static friction between the weaving of the stiffness and static load under dynamic loading sliding friction can consume the kinetic energy
大跨度FRP网架结构的展望和分析

摘要：本文将会介绍一种新的大跨度结构，FRP织网结构。在一个FRPWWS结构中，高强度的FRP材料条像中国竹席中的竹片一样被编织在一起形成一个平面网，这个网状结构的外围锚固在一个圈形的梁上，结构的中心处还有一个用于锚固织网的内圈梁。织网结构靠编织生产时的初步预施加应力和内圈梁面外运动引起的附加张力调整来抵抗遇到的各类荷载。由于FRP材料的具有较高的材料-重量比，这种全新的结构形式为一些大跨度的空间建设提供了一种具有吸引力的选择方案，该跨度长于用常规结构材料建筑的跨度。在本文中，首先介绍了简单的FRPWWS结构的基本布局和施工步骤，接着阐明了三种基本的织造结构，同时也提出了此类结构方式的几种变化。文中介绍了一个简单的力学模型用于单个的FRP条力学变形，也给出了一个实例结构的有限元分析的过程。

一、 引言

FRP是一种新型的结构材料，近年来在土木工程中的研究很活跃。由于他具有一些良好的性能，如抗腐蚀，重量轻，强度高，抗疲劳性好以及维修费用低，它被认为是在新世纪建造大跨度结构的理想建材，但是它在某些方面的机械性能与那些传统的结构材料还是有明显的区别，譬如它的各项异性现象。由于FRP材料的独特性，为了FRP材料的有效使用以及获得传统建材所不能及的跨度，有必要研究新型的大跨度结构。Maeda et al.(2002)就设想了用FRP材料建造跨度5000米的悬索桥。
本文提出了FRP织网结构结构，一种全新的大跨度结构形式。这种新的结构形式旨在试图在一个大跨度的屋顶中有效利用FRP材料的性能。在FRPWWS结构中，高强度FRP编制像中国传统竹席中的竹片一样被编织成一个平面网状结构。这个网状结构的外沿锚固在外圈梁上，结构的中心处还有一个较小的内圈梁用于锚固织带。图1所示既是一个小型FRPWWS结构模型。为保证进行“编织”时FRP材料条的平直，首先要对FRP编织条施加一定程度的预应力。然后，通过内圈梁的面外移动来拉动FRP织网，施加预应力的过程可以通过预应力筋拉伸或在内圈梁设一定的重力来达成。 因此，受拉的FRP网形成了一个带有两个圈梁的大跨屋面，该FRP网的集合刚度能抵抗各种荷载。
FRPWWS结构类似于索网或索网膜结构：他们的构成部分是灵活多变的；并且靠拉伸引起的几何刚度来抵抗各种荷载。然而，FRPWWS结构有其独特的优点：（1）FRP材料自重低且纵向上优越的材料性能被有效利用，而横向上的弱点却没有暴露出来，因此在超大跨度的结构中FRP系统是理想的；（2）FRP编条的交汇处会产生巨大的阻尼，从而加强结构抗风抗震能力；（3）有规则的织网造型会使表面比较美观；（4）耐腐蚀并且由于自重小安装和维护成本低。
本文详细介绍了一个简单的FRPWWS 结构的基本布局和施工步骤。织网的平面被大致的归为三类。同时提出了一些实际应用的空间FRPWWS的例子。提出了一个用于网中单一FRP条的力学模型。最后描述了有限元法分析一个简易FRPWWS的例子的结论。

二、 简单FRPWWS的布局
一个简易的FRP织网结构包括一张FRP编织网、用于锚固的外环梁和内环梁还有一个用于张紧的额外重力荷载或一组被施加预应力的筋，如图一所示。
网是由FRP条编织成的，也客人推荐使用碳纤维FRP或其他的高性能混杂纤维类编织条。碳纤维FRP是近年来被广泛应用于高强度混凝土结构的新型材料，它通常由挤压制造，含纤维比例达到65%。由中国和瑞士生产的两类代表产品繁荣性能资料可见表1。
编织条材料由于密度小而易被弯曲和盘绕。一根标准的性能如表1相似的碳纤维FRP材料可以承受大于等于400KN的拉力，同时一根300m长的这种长条重量少于70kg。作为对比同等强度的300m钢缆自重已经超过500kg了。
这些编织条按一定的间距被编排在一个合适形式的平面上。最简易的编织方法之一就是一根带子与经过的垂直的其他带子上下交错，来制造一个像织物一样的网面。这种类型的织网结构的部分截图可参看图2。但大部分情况下，编织条在交叉点处的数量和互相之间的角度，才是衡量织网样式的主要标准；每两根织带以90°相交如图3（a）所示，三条织带在一点呈60°相交如图3（b）所示，还有图3（c）所示的四条织带的45°相交。在交叉点处，当完全成型后可用附着粘合使FRP条全部互交或不进行粘合使其相互之间可以可以自由滑动。在后面的例子里，会介绍编织条之间的静摩擦有助于静荷载下的刚度而滑动摩擦可消耗动态荷载下的结构动能。

高分求涉及建筑的英文论文材料

Uniaxial stress–strain relationship of concrete confined by various shaped steel tubes

K.A.S. Susantha, Hanbin Ge, Tsutomu Usami *

Department of Civil Engineering, Nagoya University, Chikusa-ku, Nagoya 464-8603, Japan
Received 31 May 2000; received in revised form 19 December 2000; accepted 14 February 2001

Abstract
A method is presented to predict the complete stress–strain curve of concrete subjected to triaxial compressive stresses caused by axial load plus lateral pressure due to the confinement action in circular, box and octagonal shaped concrete-filled steel tubes. Available empirical formulas are adopted to determine the lateral pressure exerted on concrete in circular concrete-filled steel columns. To evaluate the lateral pressure exerted on the concrete in box and octagonal shaped columns, FEM analysis is adopted with the help of a concrete–steel interaction model. Subsequently, an extensive parametric study is conducted to propose an empirical
equation for the maximum average lateral pressure, which depends on the material and geometric properties of the columns. Lateral pressure so calculated is correlated to confined concrete strength through a well known empirical formula. For determination of the post-peak stress–strain relation, available experimental results are used. Based on the test results, approximated expressions to predict the slope of the descending branch and the strain at sustained concrete strength are derived for the confined concrete in columns having each type of sectional shapes. The predicted concrete strength and post-peak behavior are found to exhibit good
agreement with the test results within the accepted limits. The proposed model is intended to be used in fiber analysis involving beam–column elements in order to establish an ultimate state prediction criterion for concrete-filled steel columns designed as earthquake resisting structures. •2001 Elsevier Science Ltd. All rights reserved.

Keywords: Concrete-filled tubes; Confinement; Concrete strength; Ductility; Stress–strain relation; Fiber analysis

1. Introduction

Concrete-filled steel tubes (CFT) are becoming increasingly popular in recent decades due to their excellent earthquake resisting characteristics such as high ductility and improved strength. As a result, numerous experimental investigations have been carried out in recent years to examine the overall performance of CFT columns [1–11]. Although the behavior of CFT columns has been extensively examined, the concrete core confinement is not yet well understood. Many of the previous research works have been mainly focused on investigating the performance of CFT columns with various limitations. The main variables subjected to such limitations were the concrete strength, plate width-to- thickness (or radius-to-thickness) ratios and shapes of the sections. Steel strength, column slenderness ratio and rate of loading were also additionally considered. It is understandable that examination of the effects of all the above factors on performances of CFTs in a wider range, exclusively on experimental manner, is difficult and costly. This can be overcome by following a suitable numerical theoretical approach which is capable of handling many experimentally unmanageable situations. At present, finite element analysis (FEM) is considered as the most powerful and accurate tool to simulate the actual behavior of structures. The accurate constitutive relationships for materials are essential for reliable results when such analysis procedures are involved. For example, CFT behavior may well be investigated through a suitable FEM analysis procedure, provided that appropriate steel and concrete material models are available. One of the simplest yet powerful techniques for the examination of CFTs is fiber analysis. In this procedure the cross section is discretized into many small regions where a uniaxial constitutive relationship of either concrete or steel is assigned. This type of analysis can be employed to predict the load–displacement relationships of CFT columns designed as earthquake resisting structures. The accuracy involved with the fiber analysis is found to be quite satisfactory with respect to the practical design purposes.

At present, an accurate stress–strain relationship for steel, which is readily applicable in the fiber analysis, is currently available [12]. However, in the case of concrete, only a few models that are suited for such analysis can be found [3,8,9]. Among them, in Tomii and Sakino’s model [3], which is applicable to square shaped columns, the strength improvement due to confinement has been neglected. Tang et al. [8] developed a model for circular tubes by taking into account the effect of geometry and material properties on strength enhancement as well as the post-peak behavior. Watanabe et al. [9] conducted model tests to determine a stress–strain relationship for confined concrete and subsequently proposed a method to analyze the ultimate behavior of concrete-filled box columns considering local buckling of component plates and initial imperfections. Among the other recent investigations, the work done by Schneider [10] investigated the effect of steel tube shape and wall thickness on the ultimate strength of the composite columns. El-Tawil and Deierlein [11] reviewed and evaluated the concrete encased composite design provisions of the American Concrete Institute Code (ACI 318) [13], the AISC-LRFD Specifications [14] and the AISC Seismic Provisions [15], based on fiber section analyses considering the inelastic behavior of steel and concrete.

In this study, an analytical approach based on the existing experimental results is attempted to determine a complete uniaxial stress–strain law for confined concrete in relatively thick-walled CFT columns. The primary objective of the proposed stress–strain model is its application in fiber analysis to investigate the inelastic behavior of CFT columns in compression or combined compression and bending. Such analyses are useful in establishing rational strength and ductility prediction procedures of seismic resisting structures. Three types of sectional shapes such as circular, box and octagonal are considered. A concrete–steel interaction model is employed to estimate the lateral pressure on concrete. Then, the maximum lateral pressure is correlated to the strength of confined concrete through an empirical formula. A method based on the results of fiber analysis using assumed concrete models is adopted to calibrate the post-peak behavior of the proposed model. Finally, the complete axial load–average axial strain curves obtained through the fiber analysis using the newly proposed material model are compared with the test results. It should be noted that a similar type of interaction model as used in this study has been adopted by Nishiyama et al. [16], which has been combined with a so called peak load condition line in order to determine the maximum lateral pressure on reinforced concrete columns.

Meanwhile, previous researches [17,18] indicate that the stress–strain relationship of concrete under compressive load histories produces an envelope curve identical to the stress–strain curve obtained under monotonic loading. Therefore, in further studies, the proposed confined uniaxial stress–strain law can be extended to a cyclic stress–strain relationship of confined concrete by including a suitable unloading/reloading stress–strain rule.

2. Theoretical background
2.1. Characteristic points on confined concrete stress–strain curve

Referring to Fig. 1（General stress–strain curves for confined and unconfined concrete.）, the following characteristic points have been identified to define a complete stress–strain curve when concrete is confined by surrounding steel tubes. The notation in the figure is as follows: f ’c is the strength of unconfined concrete; f ’cc is the strength of confined concrete; εc is the strain at the peak of unconfined concrete; εcc is the strain at the peak of confined concrete; εu is the ultimate strain of unconfined concrete; fu is the ultimate strength of unconfined concrete; εcu is the ultimate strain of confined concrete; and αf ’cc is the residual strength of confined concrete at very high strain levels. The expression for the complete stress–strain curve is defined as suggested by Popovics [19], which was later modified by Mander et al. [20] and given by where fc and ε denote the longitudinal compressive stress and strain, respectively; Ec stands for the tangent modulus of elasticity of concrete. It should be noted that Eq. (1) has been defined even for the post-peak region, in this study, it is utilized only up to the peak point. The post-peak behavior is treated separately by assuming a linearly varied stress–strain relation as will be discussed in Section 4. 【1-4 Fig. 1】

2.2. Confinement action in circular CFT columns
In short CFT columns with relatively thick-walled sections designed for seismic purposes, failure is mainly caused due to concrete crushing. The mode of failure is governed by the individual behavior of each component. The behavior of concrete in CFT columns under monotonically increasing axial load can be explained in terms of concrete–steel interaction. The confinement effect does not exist at the early stage of loading owing to the fact that the Poisson ratio of concrete is lower than that of steel at the initial loading stage. At this level of loading, the circumferential steel hoop stresses are in compression and the concrete is under lateral tension provided that no separation between concrete and steel occurs (i.e., the bond between two materials does not break). However, as the axial load increases, the lateral expansion of concrete gradually becomes greater than the steel due to the change of the Poisson ratio of concrete, and therefore a radial pressure develops at the concrete– steel interface. At this stage, confinement of the concrete core is achieved and the steel is in hoop tension.
Load transferring from the steel tube to the concrete occurs at this stage. It is observed that the load at this stage is higher than the sum of loads that can be achieved by steel and concrete acting independently.

In the triaxial stress state the uniaxial compressive concrete strength can be given by 【5】 where frp is the maximum radial pressure on concrete and m is an empirical coefficient. In the past a lot of extensive experimental studies have been carried out to determine a value for coefficient m and it is found that for normal strength concrete, m is in the range of 4–6 [21]. In this study m is assumed to be 4.0. The radial pressure, fr, can be expressed by the relationship given in Eq. (6), which is easily derived by considering the equilibrium of horizontal forces on a circular section: 【6】
Here, fsr, t and D denote the circumference stress in steel, the thickness and the outer diameter of the tube, respectively.

3. Evaluation of confinement in various shaped CFT columns

3.1. Circular section

Determination of the confinement level in circular tubes is found in the method proposed by Tang et al. [8]. In this method, the change of the Poisson ratio of concrete and steel with column loading is investigated. An empirical factor, β, is introduced for this purpose and subsequently the lateral pressure at the peak load is given by 【7】 Factor β is defined as 【8】 where νe and νs are the Poisson ratios of a steel tube with and without filled-in concrete, respectively. Here, νs is taken as equal to 0.50 at the maximum strength point, and νe is given by the following expressions: 【9 10】 Here, t, D and f ’c are the same as previously defined and fy stands for the yield stress of steel. The above equation is applicable for (f ’c/fy) ranging from 0.04 to 0.20 where most of the practically feasible columns are found within. A detailed description of the method can be found in Tang et al. [8]. It is clear that frp given by Eq. (7) depends on both the material properties and the geometry of the column. Subsequently, frp calculated from Eq. (7) is substituted into Eq. (5) to determine the confined concrete strength, f ’cc.

摘要部分的翻译：

各种断面形状钢管混凝土的单轴应力应变关系
K.A.S. Susantha ， Hanbin Ge, Tsutomu Usami*

土木工程学院，名古屋大学, Chikusa-ku ，名古屋 464-8603, 日本
收讫于2000年5月31日 ; 正式校定于2000年12月19日; 被认可于2001年2月14日
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摘要
一种预测受三轴压应力混凝土的完全应力-应变曲线的方法被提出，这种三轴压应力是由环形、箱形和八角形的钢管混凝土中的限制作用导致的轴向荷载加测向压力所产生的。有效的经验公式被用来确定施加于环形钢管混凝土柱内混凝土的侧向压力。FEM（有限元）分析法和混凝土-钢箍交互作用模型已被用来估计施加于箱形和八角形柱的混凝土侧向压力。接着，进行了广泛的参数研究，旨在提出一个经验公式，确定不同的筒材料和结构特性下的最大平均侧向压力。如此计算出的侧向压力通过一个著名经验公式确定出侧向受限混凝土强度。对于高峰之后的应力-应变关系的确定，使用了有效的试验结果。基于这些测试结果，和近似表达式来推算下降段的斜度和各种断面形状的筒内侧向受限混凝土在确认的混凝土强度下的应变。推算出的混凝土强度和后峰值性能在允许的界限内与测试结果吻合得非常好。所提出的模型可用于包括梁柱构件在内的纤维分析，以确定抗震结构设计中混凝土填充钢柱筒的极限状态的推算标准。 •版权所有2001 Elsevier科学技术有限公司。
关键词: 钢管混凝土；限制；混凝土强度；延性；应力应变关系；纤维分析

这是当年毕业时我的翻译，因为原文有图表等原文也超过10000字，没法在这里发，如需要原文（pdf版及word版）及全部翻译（5000字，中文），请留下邮箱。

求将下面的摘要翻译成英文

我学的英语派上用场了，请笑纳

Engineering structure vibration reduction technology is increasingly perfect, from the traditional method to structural vibration control theory, can be said to be the great changes have taken place. Structure vibration isolation technology is to point to install some devices, such as metallic dampers, friction dampers and viscous dampers, etc., to protect the structure to reduce damage in an earthquake or wind, to improve the seismic resistance of structures.
This paper is to bridge with viscous dampers as the research object, this kind of damper are normally installed between the bridge deck and bridge piers. When the bridge without receiving external shocks, viscous dampers would not have any negative impact on the bridge itself; When the bridge by the huge impact occurred violent vibration, viscous damper piston with the bridge movement, through the external force ?

毕业论文里的中文摘要 翻译成英文，要准确，在线等，急，加分！求大神帮忙

The bottom frame structure design method and example analysis

本文将剖析底框结构这类作为我国现阶段经济条件下出现的特有结构形成的原因，以及分析底框结构在实际的运用过程中存在的优点以及缺点。结合汶川地震典型工程震害案例，简要分析了建筑物破坏以及倒塌的原因，说明了我国现行《建筑抗震设计规范》的合理性，总结了结构抗震概念设计、结构抗震设计和工程质量管理等方面的经验和教训，为建筑结构抗震设计与理论完善提供参考。
This article will analyze the reasons for the formation of the bottom frame structure as the current economic condition of China's unique structure, and the advantage of bottom frame structure exists in the actual application process as well as the disadvantages. Combined with the typical engineering damage case of Wenchuan earthquake, a brief analysis of the building damage and collapse, illustrates the rationality of the current "code for seismic design of buildings", summarizes the structure seismic design concept, structure seismic design and engineering quality management and other aspects of the experience and lessons, provide a reference for the design and theory of aseismic building structure improvement.

全文简述了底框结构的地震震害特点，论述了抗震设计中有关概念设计和计算分析的要求，针对该类结构的工程设计，结合设计实践，运用PKPM软件建立底框结构计算模型对设计要点进行分析。
This paper describes the earthquake damage characteristics of bottom frame structure, discusses the requirements of the relevant concept design and calculation analysis of the seismic design, the structure design, combining with the design practice, using PKPM software to build the bottom frame structure on the design key points of calculation model.