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双语推荐：钢加劲梁

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桁式加劲梁由于其竖向刚度大、透风性能好而在大跨悬索桥中被采用，但山区特大跨悬索桥的加劲梁架设施工工艺一直是困扰其应用发展的因素之一。跨缆吊机架设法因其高空作业少、施工周期短而被用于山区悬索桥的加劲梁架设。为了保证安全，以山区特大跨径悬索桥钢桁加劲梁的架设安装为背景，采用 ANSYS建立了跨缆吊机钢桁架的有限元模型，并从强度、刚度和稳定性方面对钢桁架进行了分析研究。结果表明：在最不利荷载工况下，跨缆吊机的钢桁架强度满足要求，最大应力为157 MPa；钢桁架稳定性满足要求，第1阶失稳系数为12．1。
Due to the big vertical stiffness,good ventilation performance of truss stiffening girder,it is used in large-span suspension bridge,but the erection technology of the stiffening girder of mountain extra large span suspension bridge has been one of the factors in the development of its application. Deck erection gantry method has the advantages of less aerial operational work,short construction pe-riod and is widely used in stiffening girder erection of suspension bridges in mountainous area.In or-der to ensure safety,taking the construction installation of steel truss stiffening girder of mountains large span suspension bridge as the background,the finite element model of a cable crane steel truss is established,and the strength,stiffness and stability research on the force of the steel truss are ana-lyzed.The results show that under the most unfavorable load condition the strength of across steel truss meets the requirements of the cable crane,the maximum stress is 1 5 7 MP

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武汉鹦鹉洲长江大桥主桥为(200+2×850+200)m的三塔四跨地锚式悬索桥,为解决桥面铺装层易破损、脱离移位的难题,主梁采用钢-混结合梁结构,其上铺装改性沥青SMA铺装层。针对该新型结构设计,钢加劲梁各单元件均提前在专业钢结构加工厂内制造成型,并采用长线法预拼;混凝土桥面板采取工厂预制施工;边跨混凝土桥面板与钢加劲梁结合采取先节段内结合,后节段间结合的二次结合施工技术;中跨混凝土桥面板与钢加劲梁结合采取先节段桥面板临时固定,后分批浇筑湿接缝混凝土的结合施工技术。实践证明,该桥采用的钢-混结合梁施工技术实际应用效果良好。
The main bridge of Yingwuzhou Changjiang River Bridge in Wuhan is a three-tower four-span earth-anchored suspension bridge with span arrangement of (200+2 × 850+200) m .To counteract the bridge deck pavement damage ,detaching and displacement ,the main girder is de-signed as the steel-concrete composite girder structure covered with modified asphalt SMA pave-ment .To suit the new structural design ,all the elements of the steel stiffening girder were prefab-ricated and assembled by long line method in the specialist steel structure workshop .The concrete deck slabs were also factory-made .The concrete deck slabs and the steel stiffening girder in the side spans were combined by using the two-phased combining construction technique ,by which the elements in each section were combined first and then ,the overall sections were combined .But for the concrete deck slabs and the steel stiffening girder in the intermediate spans ,the concrete deck slabs in each section were temporarily fixed

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采用有限元分析的结构优化设计方法对钢箱梁桥面铺装体系进行整体优化研究。建立钢桥面铺装体系的有限元模型，选择包括钢板厚度、梯形加劲肋刚度、横隔板间距、铺装厚度等结构参数作为设计变量，建立铺装最大拉应力、铺装与钢板层间最大剪应力、加劲肋挠跨比、钢桥面板最大拉应力等指标的约束条件，采用零阶方法进行优化计算。结果表明，优化设计可以节省材料，降低造价。通过减小梯形加劲肋间距和横隔板间距，增大桥面板厚度和梯形加劲肋高度，可改善铺装的受力状况。
To achieve optimization design of the deck pavement system on steel bridge deck,the struc-tural optimization method was used based on the Finite Element (FE)analysis.Firstly,the FE model of pavement system on steel bridge deck was built.Secondly,the structural design variables were se-lected including deck thickness,parameters of stiffening ribs,the distance between transverse dia-phragms,and pavement thickness.Constraint conditions were set up including maximum tensile stress in pavement,maximum shear stress between the pavement and the deck,deflection ratio of ribs,and maximum tensile stress in steel decks.Finally,after the objective function was determined, the optimization calculation was carried out by the first order second moment method.Results indicate that the optimization can save the materials and consequently reduce the costs.The findings also sug-gest that the reduction in the distance between stiffening ribs and the distance between transverse dia-phragms,or the

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厦深铁路榕江特大桥主桥为(110+220+220+110)m连续钢桁梁柔性拱桥。主桥钢梁由连续钢桁梁、V形加劲弦钢梁和柔性拱钢梁三部分组成,连续钢桁梁为N形结构,其正交异性整体钢桥面板顶面与下弦杆顶面平齐;柔性拱钢梁由箱形拱肋、吊杆和平联组成,拱肋按二次抛物线布置。针对主桥钢梁结构复杂、连续钢桁梁与柔性拱合龙难度大等技术难题,制定了将连续钢桁梁与柔性拱分层架设、分次合龙的架设方案,先施工连续钢桁梁,再施工柔性拱钢梁。连续钢桁梁用4台全回转架梁起重机,分4个架梁作业面进行架设,分别在两主跨的跨中进行合龙;2个柔性拱钢梁用2台全回转架梁起重机分别从2个柔性拱的外则向主桥中间架设,在主桥中墩处进行对接合龙。
The main bridge of Rongjiang River Bridge on Xiamen-Shenzhen Railway is a contin-uous steel truss girder and flexible arch bridge with span arrangement of (110+220+220+110) m .The steel girder of the main bridge is made up of the continuous steel truss girder ,the steel girder with V-shaped stiffening chords and the flexible arch steel structure .The continuous steel truss girder is an N-shaped structure and the top of its overall orthotropic steel bridge deck is flush with the top of the lower chords .The flexible arch steel structure consists of arch ribs ,hangers and lateral bracings and the arch ribs stretch along a parabolic line .The steel girder structure of the main bridge is complex and the closure of the continuous steel truss girder and the flexible arch exhibits great challenge .Due to these problems ,the scheme of making the erection of the continu-ous steel truss girder and the flexible arch on different levels and adopting the phased closure was formulated ,by which the

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南京长江第四大桥是世界上首座主跨l418m的三跨连续弹性支承体系钢箱加劲梁悬索桥，首次采用了弹性支承体系以及缆索的分布传力锚固系统，克服了复杂地质条件下超大“∞”形地下连续墙（以下简称地连墙）及超大规模沉井深基础的设计施工技术难题，提出了主缆缆索混编技术及富氩气体保护焊技术，采用了复合浇筑式沥青钢桥面铺装技术，运用综合技术手段严格控制大体积混凝土施工质量。本文从建设管理及关键技术创新方面进行了综述。
The Fourth Nanjing Yangtze River Bridge is the first suspension bridge of three-span steel box girder using continuity and flexible bearing system with a main span of 1 418 m,and makes use of the flexible bearing system and distributional force transmission system with main rope for the first time. It overcomes the deep foundation design and construction technical problems of oversized“∞”shape diaphragm wall and ultra-large well-sinking under complicated geological conditions,proposes the technologies of main rope mixed-knit and argon-rich gas shielded arc welding,and uses the pavement technique of compound gussasphalt at steel bridge deck. Additionally,it utilizes synthetical technique to control construction quality of bulk mass concrete. This text summarizes the construction management and key technical innovation.

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针对工程中常用的加劲板，研究了动态屈曲的求解方法。将加劲板分为母板与加劲肋两个部分考虑，其中母板按经典薄板理论计算，加劲肋视为 Euler 梁。假定加劲板的位移，利用 Hamilton 原理结合系统能量和振型叠加法建立了加劲板的动态屈曲特征方程。最后，选择四边简支加劲板进行数值分析，分析中考虑初始几何缺陷的影响，并讨论了初始几何缺陷、加劲肋的数量及其刚度的变化对动态屈曲临界荷载的影响。结果表明：一阶模态的初始几何缺陷对加劲板的临界荷载影响很大，而增加加劲肋的数量及其刚度可以提高加劲板的抗动态屈曲能力。研究结果也为加劲板的结构设计方法提供一定的参考。
An approach was presented to study the dynamical buckling of stiffened plates.The stiffened plate was divided into one plate and some stiffeners,with the plate analyzed based on the classical thin plate theory,and the stiffeners taken as Euler beams.Assuming the displacements of the stiffened plate,the Hamilton principle and modal superposition method were used to derive the eigenvalue equations of the stiffened plate according to the energy of the system.Numerical examples of simply supported stiffened plates were presented to study the critical loads with the initial geometrical imperfection considered.A detailed discussion on how the initial geometrical imperfection,the number and the flexural rigidity of stiffeners influence the critical load was carried out.The results show the initial geometrical imperfection in the 1st mode shape has a great effect on the critical load,and the increase of the number and the flexural rigidity of stiffeners can strengthen the dynamical b

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加劲钢板剪力墙结构是一种适合工业化生产的新型抗侧力构件。为考察水平加劲钢板剪力墙的受力性能,分别对两榀1/3水平加劲模型试件进行推覆和低周反复荷载试验,研究水平加劲钢板剪力墙的变形性能,分析结构滞回性能、刚度退化、延性和耗能能力等。研究结果表明:水平加劲钢板剪力墙的抗侧刚度较高、耗能能力好、延性系数大于3、承载力退化缓慢。钢板剪力墙水平加劲肋门槛刚度的确定应基于钢板剪力墙弹塑性分析。
To realize industrialization in residence building,the lateral resisting system must be prefabricated.The steel plate shear wall was one of the selections.Two 1∶3 scaled models of steel plate shear walls with horizontal stiffener were tested with monotonic load and low cyclic load respectively.The deformation performance of steel plate shear wall was investigated, and the hysteretic behavior, stiffness degradation, ductility and energy dissipation of the stiffened steel plate shear walls were analyzed.Test results show that the specimens presented high initial stiffness, good energy dissipation capacity and good ductility with the ductility factor greater than 3 and slow degradation of the load-carrying capacity.The elastic-plastic analysis should be used to research on threshold stiffness of tranverse stiffener.

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相贯节点是钢管结构常用的节点形式,为评价不同加劲方式对大尺寸KT型相贯节点抗震性能的影响,使用有限元软件Ansys建立实体单元模型,分别对不设内部加劲肋、设置两个内部加劲肋、设置四个内部加劲肋情况下的相贯方钢管节点的滞回性能进行了有限元数值模拟分析,得到其在低周往复荷载作用下的滞回曲线及骨架曲线.通过比较各曲线异同,得出在竖腹杆下端设置加劲肋,节点的抗震性能最好.
Tubular joint is a regular type of steel pipe structure .In order to evaluate the influence of seis-mic performance for KT joint with different internal stiffeners , the finite element software Ansys was used to build solid model and numerically analyze the hysteretic behavior .Without stiffeners , with two stiffeners and with four stiffeners were considered respectively , and hysteretic curve and skeleton curve under the low cyclic load were derived .Through comparing different curves , two stiffeners under the vertical member was advised .

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在前人研究基础上,通过施加多道具有抗扭刚度的竖向槽钢加劲肋,然后再加1道没有抗扭刚度的横向板条加劲肋,对双面双向加劲的钢板剪力墙进行大量有限元弹性屈曲分析,最后提出钢板剪力墙弹性屈曲临界剪切应力和加劲肋门槛刚度的计算公式。数值计算结果表明:公式具有良好的精度,并且偏安全;影响加劲肋门槛刚度的关键因素是钢板剪力墙小区格宽高比、竖肋数目以及横竖肋板厚比。
Based on previous studies , the vertical channel stiffeners with torsional rigidity are first installed , then one transverse strip stiffener with no torsional rigidity is installed , numerous SPSWs with cross double-sided stiffeners are analyzed with finite element elastic buckling analysis method , formulas are presented to calculate SPSWs ’ shear buckling critical stress and stiffeners ’ threshold rigidity .The results of calculations show that , the accuracy of the formulas is good and they are reasonably conservative;key factors affecting stiffeners ’ threshold rigidity are aspect ratio of panel ,the number of vertical stiffener and thickness ratio of vertical and transverse stiffeners .

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为了研究板件中间加劲的复杂卷边槽钢轴压构件畸变屈曲临界应力的简便计算方法,应用有限条分析软件CUFSM对冷弯薄壁板件中间加劲的复杂卷边槽钢以及腹板中间V型加劲的复杂卷边槽钢共90个轴压构件进行数值模拟,分析各参数对构件弹性畸变屈曲临界应力的影响。经拟合分析,得出针对板件中间加劲的复杂卷边槽钢、腹板中间V型加劲的复杂卷边槽钢轴压构件的弹性畸变屈曲临界应力的简化计算公式,并验证该公式的有效性。
In order to investigate the simplified calculative method of channels with complex edge stiffeners for the elastic distortional buckling stress under axial compressive load , a total of 90 cold-formed thin-walled steel channels with web stiffeners and complex edge stiffeners , channels with complex edge stiffeners and intermediate V type stiffeners in the web were analyzed by finite strip software CUFSM .The influence of the parameters for the elastic distortional buckling stress was analyzed .Simplified formulas for calculating the elastic distortional buckling stress of web stiffeners and complex edge stiffeners , channels with complex edge stiffeners and intermediate V type stiffeners in the web under axial compressive load were provided .The availability of the formulas was verified .

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