译文：
在印染废水处理中厌氧处理能减少有毒物
摘要：本文在印染废水处理工艺中，通过气相色谱-质谱联用仪分析，结合化学毒性测试法评估厌氧处理降低有毒物的效率。在GC-MS色谱图上，原进水和厌氧废水去除COD的响应值有明显减少的趋势。原废水的主要成分为长链正构烷烃。在膨胀颗粒污泥床（EGSB）中烷烃类能被降解75%。在某些复杂的污染物和有毒物中，EGSB具有更好的降解性。最灵敏的生物测定法是发光细菌生物法。
关键词印染废水、毒性试验
在全世界范围二级污水处理厂（污水处理厂）被迅速的建立起来。在污水处理厂中大部分的工业废水在被处理之前就被排放到水环境。然而，污水处理厂的进水中含有有毒物质可能会抑制活性污泥的生物活性从而引起污水处理厂的工艺异常（Grau and Da-Rin 1997）。随着工业的发展，实际废水由于化学品混合的相互影响变得更加复杂。因此，有必要对生物的毒性提供一个实际的估计。毒性评价方法被分为微量热法，滴定生物测定法，呼吸速率法，Microtox测定仪法，细胞传感器和分子生物传感器（Dalzell et al. 2002; Ren 2004; Pratoet al. 2006）。然而，细菌毒性试验根据不同的原则或物种，它们之间几乎没有相关性。另一方面，对污水处理厂来说学习什么是有毒物质和如何提高进水废水自身除去有毒物质的能力是非常重要和实用的。虽然通过工艺单元组合，除去了来自污水中大量的有机污染物，但是，还是有大量的有毒污染物存在于最后的出水中。因此，为了获得更好的污水处理性能和环境，更多的信息需要被明确，才能识别对环境造成伤害的责任。
这个研究的主要目的是对城市污水处理工艺中，主要包括在绍兴污水处理厂（SWWTP）来自的印染行业的工业废水，通过气相色谱-质谱联用仪分析，化学毒性测试法相结合的策略，评估厌氧处理降低有毒物的效率。
材料和方法
绍兴污水处理厂废水是由8%的市政污水，90%的印染废水和2%的其他工业废水组成。废水中对苯二甲酸（TA）的化学需氧量（COD）占40%–60%。绍兴污水处理厂负责处理市级（的生活污水）和工业废水，日处理能力为70万吨。为了优化绍兴污水处理厂厌氧处理单元的处理效果，中试规模的膨胀颗粒污泥床
（EGSB）反应器的总体积为0.777立方米，操作周期400天。根据绍兴污水处理厂池子的设计，控制EGSB反应器水力停留时间（HRT）保持在较短的15小时。
标准方法（APHA 1999）被用于分析下列参数：pH，SS（悬浮固体颗粒），VSS （挥发性悬浮固体颗粒）和COD。
根据USEPA 3510C法（USEPA 1996a），以二氯甲烷为萃取剂，中性馏分为萃取液，1μL体积的样品废水有机成分中被提取，然后用Agilent 6890/5973气质联用检测设备以USEPA 8270C法（USEPA 1996b）做定性分析。分析条件：质谱检测器（MSD），毛细管柱的型号是安捷伦19091S-433，由直径0.25 mm的石英，薄膜厚度0.25μm，长度30米，用5%的苯基甲基硅氧烷填充而制成的；前面的入口是不分流进样；总流量4.3ml/min分钟；气化室的温度280℃。温度控制程序初始设置40℃，保持4分钟，然后每分钟增加8℃，一直增加到300℃，总运行时间为46分钟；MS的是温度150℃和MS的离子源230℃，电子能量为70eV，产生的电子倍增器（EM）电压是2105.9 V，扫描参数为35–500μm。根据仪器库（NIST 98.L）的数据库，化合物从它们主要碎片最高离子峰来识别它们的分子碎片和分子量。
本文收纳了三种生物毒性测试方法。厌氧毒性测定（ATA）（Sponza and Is i k 2005）是在37℃下，容量150ml的血清瓶测定的。根据Dalzell et al.（2002）使用过的改良的硝化抑制用。Microtox测试是通过中国南京理学院土壤科学学会制造的仪器（典型毒性分析仪DXY-2）（Ai-Ju et al. 2006）进行Microtox 测试，每个样品平行测定三次。
结果与讨论
在绍兴污水处理厂，原进水的COD平均浓度为1339.9 mg/L，厌氧出水仍保持在1283.2 mg/L。从好氧池流出的水COD值为233.5 mg/L。经过絮凝沉淀后，COD总去除率为90.94%。被排放的最终出水低于排放标准。作为对照，在中试中，更多要被考虑的是EGSB与绍兴污水处理厂的厌氧单元去除COD的多少。COD平均浓度从1339.9下降到869.1mg/L，COD的去除率为35.14%。因为印染废水中含有大量的有毒化合物并且高pH（9.14–10.21）和高浓度硫酸盐（约500mg/L），此外，由于水力停留时间（HRT）15 h是短的，未来绍兴污水处理厂池子的改造是受到限制，在反应器中，COD被降低到470.8 mg/L的应该是较好、较稳定的结果。
对苯二甲酸（TA）作为绍兴污水处理厂的废水的主要成分，对活性污泥系统(Guan et al. 2003)不是有毒污染的，由于其不溶于二氯甲烷，对于TA不是提取而是通过GC-MS分析。本文的目的是讨论绍兴污水处理厂的污水中除TA以外主要毒性污染物的降解性能。从GC-MS色谱中可以看出，原进水有大量的高有机成分载荷光谱最多（大于3.5e+7的响应丰度），而EGSB反应器出水只有一个峰值超过3.5e+7的丰度。在丰富的响应器中，原水和厌氧出水之间COD的去除有一个明显的下降趋势。
表1显示了样品中的有机物大部分是脂肪族，卤代烃和芳香烃。原废水的主要成分为长链正构烷烃（C10–C44），其中包括了占总有机化合物71.26%的69种不同的烷烃。在绍兴污水处理厂厌氧工艺单元处理后，在总有机物中，烷烃比率略微下降到64%，但其种类增加到74。然而，在总有机物中，EGSB反应器出水的烷烃的比率下降到19.57%，烷烃类的种类和原水相比减少了75%，为17。许多研究表明，烷烃微生物降解作用能降解丰富的烷烃类（(Hasanuzzaman et al. 2007; Van Beilen and Funhoff 2007）。可以得出一个结论，在高级厌氧过程，烷烃也可以被除去或降解。
在EGSB的原料进水112减少EGSB出水66出水有机物组分的类别，在EGSB 污水排出物中，有机物的范畴从原水的112降低到了EGSB出水的66，但其COD 去除率仅为35.14%。证明了在高级厌氧操作条件下（即EGSB反应器）分解了一些难熔化合物能导致一些新的中间体的生产，在后期好氧阶段更加轻而易举的被分解。因此，在绍兴污水处理厂，应进一步将厌氧处理工艺单元放在优化名列中。
内标法被用于定量分析。表2给出了定量分析的结果。对甲苯酚从进水的34.58μm/L减少到EGSB出水的0.07μm/L，但是绍兴污水处理厂厌氧出水几乎没有变化，仍然保持在31.74μm/L。然而，在绍兴污水处理厂，厌氧出水中的苯酚浓度最高，其应该是厌氧反应不完全的中间产物。有趣的是，偶氮苯，对硝基甲苯和对硝基苯酚的浓度在原水中没有被检测出，而在EGSB出水中则分别高达89.22，189.37和45.07μm/L。这些化合物可能是一些复杂化合物或一些大分子化合物，通常是一些致癌、致突变、致畸变物质如某些染料等的中间体。这些化合物的厌氧降解关键步骤包括多环或杂环的断裂，长链的断裂以及通过有机物的厌氧发酵来降解（McMullan et al. 2001）。对一些持久性有机污染物，如美国环境保护局（USEPA）优先污染物黑名单中的邻苯二甲酸二丁酯列为优先控制污染物和双（2-氯乙基）醚，也被发现厌氧条件下比好氧条件下更容易降解。EGSB 反应器比绍兴的厌氧甚至好氧有更好的处理效果。厌氧作为复杂污染物部分转变为更容易降解的中间产物的预处理单元，是很有吸引力的。在处理市政污水和工
业废水时，引入高级厌氧过程以去除一些有害甚至有毒物质是很有必要的。
虽然一些有机污染物包括大量的有毒污染物在经过厌氧处理工艺后从废水中被除去，厌氧废水中仍然还有大量的有毒污染物。根据表3，绍兴污水处理厂的厌氧出水的毒性指数略有下降，而EGSB反应器的出水更是大大的减少，特别是抑制硝化作用的指标成为负值，这意味着污水具有轻微的促进硝化作用而不是抑制硝化作用。这些毒性评价方法在EGSB反应器出水表现出不同的抑制率是由于这些毒性测试基于不同的原则和种类。
还有可能的因素与样品制备（如样品中的悬浮颗粒物）或细菌（例如保护和时间平衡测试温度）有关，这些都能改变结果。在这里，最灵敏的生物测定法是发光细菌生物法。因此，有人建议应该使用一套污水毒性的评价等级测试，而不是依赖个别项目的测试。
此外，根据表1和表3，长链烷烃作为废水主要成分之一，也是废水毒性的主要来源，虽然烷烃类大部分能被高级厌氧技术很好的降解。由于非常低的IC
50（半数浓度抑制）（Speece 1996），在废水处理过程中，长链烷烃的毒性影响还是要被注意。根据表2和表3，一些复杂的污染物如偶氮染料本身或其代谢产物也可能导致中毒。毒性实验的趋势与GC-MS分析的结果是一致的。生物和化学分析的集成策略用于水质控制和评估潜在危险与化学相联系是一个公认的补充协议。
致谢：我们感谢来自上海交通大学仪器分析中心的李玉敏，她在GC-MS分析上有用的帮助和意见。本研究在关键程序中的主要科学问题得到了中国浙江省科学委员会的支持（2004C13027）。
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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Optimum blank design of an automobile sub-frame Jong-Yop Kim a ,Naksoo Kim a,*,Man-Sung Huh b a Department of Mechanical Engineering,Sogang University,Shinsu-dong 1,Mapo-ku,Seoul 121-742,South Korea b Hwa-shin Corporation,Young-chun,Kyung-buk,770-140,South Korea Received 17July 1998 Abstract A roll-back method is proposed to predict the optimum initial blank shape in the sheet metal forming process.The method takes the difference between the ?nal deformed shape and the target contour shape into account.Based on the method,a computer program composed of a blank design module,an FE-analysis program and a mesh generation module is developed.The roll-back method is applied to the drawing of a square cup with the ˉange of uniform size around its periphery,to con?rm its validity.Good agreement is recognized between the numerical results and the published results for initial blank shape and thickness strain distribution.The optimum blank shapes for two parts of an automobile sub-frame are designed.Both the thickness distribution and the level of punch load are improved with the designed blank.Also,the method is applied to design the weld line in a tailor-welded blank.It is concluded that the roll-back method is an effective and convenient method for an optimum blank shape design.#2000Elsevier Science S.A.All rights reserved. Keywords:Blank design;Sheet metal forming;Finite element method;Roll-back method
Journal of Industrial Textiles https://www.doczj.com/doc/68652786.html,/ Optimization of Parameters for the Production of Needlepunched Nonwoven Geotextiles Amit Rawal, Subhash Anand and Tahir Shah 2008 37: 341Journal of Industrial Textiles DOI: 10.1177/1528083707081594 The online version of this article can be found at: https://www.doczj.com/doc/68652786.html,/content/37/4/341 Published by: https://www.doczj.com/doc/68652786.html, can be found at:Journal of Industrial TextilesAdditional services and information for https://www.doczj.com/doc/68652786.html,/cgi/alertsEmail Alerts: https://www.doczj.com/doc/68652786.html,/subscriptionsSubscriptions: https://www.doczj.com/doc/68652786.html,/journalsReprints.navReprints: https://www.doczj.com/doc/68652786.html,/journalsPermissions.navPermissions: https://www.doczj.com/doc/68652786.html,/content/37/4/341.refs.htmlCitations: - Mar 28, 2008Version of Record >>
外文翻译 原文 Foreign T rade o f China Material Source:W anfang Database Author:Hitomi Iizaka 1.Introduction On December11,2001,China officially joined the World T rade Organization(WTO)and be c a me its143rd member.China’s presence in the worl d economy will continue to grow and deepen.The foreign trade sector plays an important andmultifaceted role in China’s economic development.At the same time, China’s expanded role in the world economy is beneficial t o all its trading partners. Regions that trade with China benefit from cheaper and mor e varieties of imported consumer goods,raw materials and intermediate products.China is also a large and growing export market.While the entry of any major trading nation in the global trading system can create a process of adjustment,the o u t c o me is fundamentally a win-win situation.In this p aper we would like t o provide a survey of the various institutions,laws and characteristics of China’s trade.Among some of the findings, we can highlight thefollowing: ?In2001,total trade to gross domestic pr oduct(GDP)ratio in China is44% ?In2001,47%of Chinese trade is processed trade1 ?In2001,51%of Chinese trade is conduct ed by foreign firms in China2 ?In2001,36%of Chinese exports originate from Gu an gdon g province ?In2001,39%of China’s exports go through Hong Kong to be re-exported elsewhere 2.Evolution of China’s Trade Regime Equally remarkable are the changes in the commodity composition of China’s exports and imports.Table2a shows China’s annu al export volumes of primary goods and manufactured goods over time.In1980,primary goods accounted for 50.3%of China’s exports and manufactured goods accounted for49.7%.Although the share of primary good declines slightly during the first half of1980’s,it remains at50.6%in1985.Since then,exports of manufactured goods have grown at a much
毕业论文外文文献翻译 毕业设计（论文）题目关于企业内部环境绩效审计的研究翻译题目最高审计机关的环境审计活动 学院会计学院 专业会计学 姓名张军芳 班级09020615 学号09027927 指导教师何瑞雄
最高审计机关的环境审计活动 1最高审计机关越来越多的活跃在环境审计领域。特别是1993-1996年期间，工作组已检测到环境审计活动坚定的数量增长。首先，越来越多的最高审计机关已经活跃在这个领域。其次是积极的最高审计机关，甚至变得更加活跃：他们分配较大部分的审计资源给这类工作，同时出版更多环保审计报告。表1显示了平均数字。然而，这里是机构间差异较大。例如，环境报告的数量变化，每个审计机关从1到36份报告不等。 1996-1999年期间，结果是不那么容易诠释。第一，活跃在环境审计领域的最高审计机关数量并没有太大变化。“活性基团”的组成没有保持相同的：一些最高审计机关进入，而其他最高审计机关离开了团队。环境审计花费的时间量略有增加。二，但是，审计报告数量略有下降，1996年和1999年之间。这些数字可能反映了从量到质的转变。这个信号解释了在过去三年从规律性审计到绩效审计的转变（1994-1996年，20％的规律性审计和44％绩效审计;1997-1999：16％规律性审计和绩效审计54％）。在一般情况下，绩效审计需要更多的资源。我们必须认识到审计的范围可能急剧变化。在将来，再将来开发一些其他方式去测算人们工作量而不是计算通过花费的时间和发表的报告会是很有趣的。 在2000年，有62个响应了最高审计机关并向工作组提供了更详细的关于他们自1997年以来公布的工作信息。在1997-1999年，这62个最高审计机关公布的560个环境审计报告。当然，这些报告反映了一个庞大的身躯，可用于其他机构的经验。环境审计报告的参考书目可在网站上的最高审计机关国际组织的工作组看到。这里这个信息是用来给最高审计机关的审计工作的内容更多一些洞察。 自1997年以来，少数环境审计是规律性审计（560篇报告中有87篇，占16％）。大多数审计绩效审计（560篇报告中有304篇，占54％），或组合的规律性和绩效审计（560篇报告中有169篇，占30％）。如前文所述，绩效审计是一个广泛的概念。在实践中，绩效审计往往集中于环保计划的实施（560篇报告中有264篇，占47％），符合国家环保法律，法规的，由政府部门，部委和/或其他机构的任务给访问（560篇报告中有212篇，占38％）。此外，审计经常被列入政府的环境管理系统（560篇报告中有156篇，占28％）。下面的元素得到了关注审计报告：影响或影响现有的国家环境计划非环保项目对环境的影响;环境政策;由政府遵守国际义务和承诺的10％至20％。许多绩效审计包括以上提到的要素之一。 1本文译自：S. Van Leeuwen.(2004).’’Developments in Environmental Auditing by Supreme Audit Institutions’’ Environmental Management Vol. 33, No. 2, pp. 163–1721
翻译文献：INVESTIGATION ON DYNAMIC PERFORMANCE OF SLIDE UNIT IN MODULAR MACHINE TOOL （对组合机床滑台动态性能的调查报告） 文献作者：Peter Dransfield, 出处：Peter Dransfield, Hydraulic Control System-Design and Analysis of TheirDynamics, Springer-Verlag, 1981 翻译页数：p139—144 英文译文： 对组合机床滑台动态性能的调查报告 【摘要】这一张纸处理调查利用有束缚力的曲线图和状态空间分析法对组合机床滑台的滑动影响和运动平稳性问题进行分析与研究，从而建立了滑台的液压驱动系统一自调背压调速系统的动态数学模型。通过计算机数字仿真系统，分析了滑台产生滑动影响和运动不平稳的原因及主要影响因素。从那些中可以得出那样的结论，如果能合理地设计液压缸和自调背压调压阀的结构尺寸. 本文中所使用的符号如下： s1-流源，即调速阀出口流量； S el—滑台滑动摩擦力 R一滑台等效粘性摩擦系数： I1—滑台与油缸的质量 12—自调背压阀阀心质量 C1、c2—油缸无杆腔及有杆腔的液容； C2—自调背压阀弹簧柔度； R1, R2自调背压阀阻尼孔液阻， R9—自调背压阀阀口液阻 S e2—自调背压阀弹簧的初始预紧力； I4, I5—管路的等效液感 C5、C6—管路的等效液容： R5, R7-管路的等效液阻； V3, V4—油缸无杆腔及有杆腔内容积； P3, P4—油缸无杆腔及有杆腔的压力 F—滑台承受负载， V—滑台运动速度。本文采用功率键合图和状态空间分折法建立系统的运动数学模型，滑台的动态特性可以能得到显著改善。
提高塔式复合人工湿地处理农村生活污水的 脱氮效率1 摘要： 努力保护水源，尤其是在乡镇地区的饮用水源，是中国污水处理当前面临的主要问题。氮元素在水体富营养化和对水生物的潜在毒害方面的重要作用，目前废水脱氮已成为首要关注的焦点。人工湿地作为一种小型的，处理费用较低的方法被用于处理乡镇生活污水。比起活性炭在脱氮方面显示出的广阔前景，人工湿地系统由于溶解氧的缺乏而在脱氮方面存在一定的制约。为了提高脱氮效率，一种新型三阶段塔式混合湿地结构----人工湿地（thcw）应运而生。它的第一部分和第三部分是水平流矩形湿地结构，第二部分分三层，呈圆形，呈紊流状态。塔式结构中水流由顶层进入第二层及底层，形成瀑布溢流，因此水中溶解氧浓度增加，从而提高了硝化反应效率，反硝化效率也由于有另外的有机物的加入而得到了改善，增加反硝化速率的另一个原因是直接通过旁路进入第二部分的废水中带入的足量有机物。常绿植物池柏（Taxodium ascendens），经济作物蔺草（Schoenoplectus trigueter），野茭白（Zizania aquatica），有装饰性的多花植物睡莲（Nymphaea tetragona），香蒲（Typha angustifolia）被种植在湿地中。该系统对总悬浮物、化学需氧量、氨氮、总氮和总磷的去除率分别为89%、85%、83%、83% 和64%。高水力负荷和低水力负荷（16 cm/d 和32 cm/d）对于塔式复合人工湿地结构的性能没有显著的影响。通过硝化活性和硝化速率的测定，发现硝化和反硝化是湿地脱氮的主要机理。塔式复合人工湿地结构同样具有观赏的价值。 关键词： 人工湿地；硝化作用；反硝化作用；生活污水；脱氮；硝化细菌；反硝化细菌 １. 前言 对于提高水源水质的广泛需求，尤其是提高饮用水水源水质的需求是目前废水深度处理的技术发展指向。在中国的乡镇地区，生活污水是直接排入湖泊、河流、土壤、海洋等水源中。这些缺乏处理的污水排放对于很多水库、湖泊不能达到水质标准是有责任的。许多位于中国的乡镇地区的社区缺乏足够的生活污水处理设备。由于山区地形、人口分散、经济基础差等原因，废水的收集和处理是很成问题的。由于资源短缺，经济欠发达地区所采取的废水处理技术必须低价高效，并且要便于施用，能量输入及维护费用较低，而且要保证出水能达标。建造在城市中基于活性污泥床的废水集中处理厂，对于小乡镇缺乏经济适用性，主要是由于污水收集结构的建造费用高。 1Ecological Engineering，Fen xia ，Ying Li。
华南理工大学广州学院 本科毕业设计（论文）外文翻译 外文原文名Marketing Strategy Adjustment and Marketing Innovation in the Experience Economy Era 中文译名体验经济时代的营销战略调整与营销创新 学院管理学院 专业班级2013级工商管理1班 学生姓名潘嘉谊 学生学号201330090184 指导教师罗玲苑讲师李巍巍 填写日期2017年5月19日
外文原文版出处：.Marketing Strategy Adjustment and Marketing Innovation in the Experience Economy Era[J]. Contemporary Logistics,2012 (06) :230-267 译文成绩：指导教师（导师组长）签名： 译文： 体验经济时代的营销战略调整与营销创新 吴青学 摘要：从商品货物经济，到服务经济的的转移演化经历过程，经历了农业经济、工业经济，服务经济和体验经济。在服务经济时期，企业只是打包经验与传统的产品一起销售，而在促进经验经济的时期，企业要把最好产品为未来的潜在用户设计，让消费者心甘情愿支付购买产品。 关键词：体验经济；市场营销战略；营销创新 1 介绍 随着科学技术和信息行业的发展，人们的需要和欲望连同消费者支出模式开始发生转变，相应地对企业生产环境产生了一系列影响。经济社会发展由传统时期进入体验经济时期。从一个经济产品的转变，进而到经济体系经济模式的转变。由缓慢转变为激进经济模式。因此导致社会发展从一个经济时期到另一个经济时期，经济模式和经济体系的转变将不可避免地影响到交换关系的转化。这是关注体验的结果，是由人类社会的发展的规律所决定的生产水平的产物。一旦交流关系发生变化、营销模式必须做出相应的变化。 2 企业营销策略的选择方向 在体验经济时代，企业不仅要理性思考高瞻远瞩，从客户的角度实施营销活动，更要重视与沟通客户，发现在他们内心的期望。我们自己的产品和服务代表企业的形象，产品要指向指定的客户体验。在当今时代，体验营销已成为营销活动最强大的秘密武器因此，这是非常重要的。而传统的营销策略，包括调整经验营销都已经不适应当前发展需求，迟早要被时代所淘汰。 2.1 建立营销思想的观念要求提高客户体验 根据马斯洛需求层次理论，人的需要分为五个层次，分别是：生理的需要、安全的需要、归属于爱的需要、尊重的需要和自我实现的需要。随着经济的发展和消费者日益增强的购买能力变化，人们生理需求得到满足，个人需求将会上升心
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.doczj.com/doc/68652786.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-