新型复合板与钢筋混凝土码头的可靠性分析-毕业论文外文翻译

1、9th Int'lConference on STELL ,SPACE &COMPOSITE :10-15 OCT2007,Yantai&Beijing,ChinaRELIABILITYANALYSISOFNEWTYPECOMPOSITEPANELS OF STELL AND CONCRETE FOR WHARFSChang hong Huang*，Navy University of Engineering , tianjin ， ChinaZhuo bin Wei . NaVy University of Engineering， tianjin,chinaABST

2、RACTNew type steel-concrete composite slabs with stiffening ribs were porposed as panels of wharfs to meet special requirements. Working procedure of a wharf can bereduced and project construction speed can be fester by using this new type steel-concrete composite slabs . Based on the statistic para

3、meters of load and materialcharacters and dimensions ， the security and reliability for the new type steel-concrete slabs for wharfs in the periods of construction and using in sea arecalculated and compared with common concrete panels of wharfs . By the calculatedresults，advices ofthe new type stee

4、l-concrete structure for wharf on Piles areproposed.KEY WORDS:new type steel-concrete composite slabs withstiffening ribs, wharf ，concrete structure， reliability ，andconstruction period1. IntroductionStell-concrete composite structure has been applied widely in the buildingproject， but it isseldom a

5、pplied in wharfs in sea . Instead of reinforced concrete beam-slabsystem，a new type steel-concrete composite structure is designed for wharf on piles to meet special requirements. A type of composite beam with concrete and U-shaped steel is designed as the beam of wharf on piles， and a new type of s

6、teel-concrete composite slab with stiffening ribs is designed as the panel of wharf on piles.Steel slab with stiffening ribs can span a long distance without any temporary braces;furthermore， it has bigger carrying capacity than RC slab has during construction，and afterintegrating with concrete the

7、steel-concrete composite slab with stiffening ribs can support moreloads .Becausethe construction of this slab needn't use moulding board and bind reinforcing steel bars . working procedure of a wharf can be reduced and project construction speed can be faster by using this new type steel-concre

8、te composite structure . And becausethis Steel-concrete composite slab has less deadweight,the hoist ability off floating crane will not be so important in building a wharf U-shaped steel concrete composite beam has the same advantage . Thus this steel-concretecomposite structure system is a good ch

9、oice to build a wharf on Piles under brief time limit for a project.The new type of stell-concrete composite structre is researched to apply in wharfs ,so there are few experiences of design，construction and use of the application of the composite structure inwharfs .Based on the statistic Parameter

10、sof load and material characters and dimensions，the security and reliability for the new type steel-concrete slabs for wharfs in the periods of construction and using in sea are calculated and compared with common concrete panels of wharfs . Based on the calculated results advices of the new type st

11、eel-concrete structure for wharf on piles are proposed.2. The new type of composite beam-slabs systems 2.1 Beam-slabs systemsTo meet the requirements of a wharf on piles in sea,two kinds of composite structure are adopted to form a new type of composite structure beam-slabs system(Fig.1). One is U-s

12、haped steel concrete composite beam which is also called cap-style section composite beam， The other is the ribbed steel form concrete composite slabs or the steel sheeting-concrete composite slabs with the reinforced barof profiled steel.Welding or cold bendings slabs into the U-shaped section as t

13、he beam's rib,pouring concrete intothe rib and the upside of flange on the U-shaPed section,the U-shaped steel-concrete compositebeam is formed.According as require， U-shaped steel beams can adopt the type of the section with liPPed bar or the section without lip，just as Fig.2. When the U-shaped

14、 steel has the lipped bar，one way is to lay the bottom slabs on the lipped bar and root them with bolt( as Fig.2(a).The other way is to groovefirstly on the bottom slabs and connect it with the lipped bar by plug welding. when the U-shaped steel beam has not the lipped bar，the end of slabs may be ex

15、tended in to concrete of the beam，then they are braced on the side rib of U-shaped steel beam(as Fig.2(b)， and the width of this kind of U - shaped steel beam is longer.2.2 Steel-concrete composite slabs with stiffening ribs slab0n the bottom of the steel-concrete composite slabs with stiffening rib

16、s slab， is welded into the steel deck on which the certain concrete is poured(Fig.3).The slab is one-way slab , and the I-shaped steel or the T-shaped steel must be Paralleled to thedirection of the span of the slab . If the slab is designed as one-way continuous plate， reinforcing steel bars can be

17、 set at the upside of the slab on the bearing by calculation . Because of stiffening ribs， the slab can endure big shearing force and needn't set reinforcing steel bars to resist it .To make the steel and concrete of the slab work as a whole , bolts are welded into the bottom of the steel deck a

18、nd the top of the I-shaped steel or the T-shaped steel.3 . Reliability analysis of the steel-concrete composite slab with stiffening ribs inwharf on pilesThe structural reliability is the Probability of a structuer realizing its Pre-designfunction in certainPeriod and certain conditions . In this pa

19、per , the reliability for the steel-concrete composite slab with stiffening ribs in wharf on piles is analyzed . Based on the limit state of bearing capacity,JC method is applied into the calculation of theslab's reliability index 56.3.1 Calculating model of resistanceThere are three factors tha

20、t influence the randomicity of the resistance of structure members mainly . These factors are material property ， geometrical parameter of the members and calculating mode. For the steel-concrete composite structures， the randomicity of geometrical parameter of the members can be determined by each

21、statistical parameter of steel members and concrete members . Then the randomicity of material ProPerty，which mainly refers to the strength of the material，can be obtained after analyzed the statistical data of each kind of materials of the slab . For the randomicity of calculating mode，because of t

22、he lack of its statistical date ,it is not be discussed in this PaPer， and choosing a Proper calculating model of resistance is a appropriate way to reduce its influence.During construction ， only the resistance of the steel components inthesteel-concrete composite slab with stiffening is accounted,

23、 and the concrete of the slab is merely regarded as load . So the flexure strength of the slab can be calculated by ordinary steel structure calculating method， and we do not discuss more about it . During service life ， steel components and concrete can work as a whole , and the natural axis of the

24、 composite slab should be designed to pass the webs of profiled steel2. Then the height of compressive region can be figured out by the balance of force.Where fa is design value of compressive and tensile strength of steel slab; isdesign value of compressive and tensile strength of profiled steel;c

25、is design value fof compressive strength of concrete;aAis area of steel slab; Afis area of tensileflange wallsfis area ofof profiled steel; bis width of composite slab; Acompressive flange wall of profiled steel; tw is web depth ofsprofilediswebsteel;height of profiled steel(viz. the approximatively

26、 total height of profiled steel) ;distance between the compression flange wall ofprofiled steel and the top ofconcrete; b is width of composite slab; n is amount of profiled steel on slab width.The value of xfigured out bythe formula(3) must be given as follows: X<hc+hf .otherwisethe slab should

27、be redesigned . Where hfis flange depth of profiled steel . Then the flexure strength is given byShear strength of the obligue section of the steel-concrete composite slab with stiffening ribs can be figured out by formula(3).Where Vc is design value of shearing strength of concrete; Vsis design val

28、ue of shearingStrength of profiled steel.If the composite slab is designed as one-way continuous plate and reinforcedsteel bars are assigned in the upside to resist negative moment ,the bearing capacity ofnegative moment resistance formula of U-shaped steel-concrete composite beam3.3.2 Model of load

29、Actions that may affect a wharf on piles can be classified as permanent actionand variable action and accidental action，and the effect of accidental action isn tinvolved in this paper.The main permanent action of a wharf on piles is the action ofthe dead loads of the component of the wharf. The dead

30、 load distribution of wharf onpiles is normal distribution ，and the statistic parameters are given as follows . Themean value is given by G 1.0148G1k ; the variance is given20.0437G1k;thevariable coefficient is given by CV 0.0431 . Where G1k is design value of dead load.The actions of the loads of t

31、he heaped load and carnes and trucks are the variableactions that a wharf on piles may suffer， and the heaped load often has the maineffect . The heaped load distribution conforms to the Extreme I distribution .Thestatistic parameters are given by the appendix of the Code JTJ215一98.3.3 Calculation o

32、f reliability indexIn this PaPer， JC method is applied in the calculation of the composite slab s reliability index The limit state equation is given as folLows，ZR-SR-SG-SQ0Where Ztheis limit state function; Rtheisresistance of the structure; SG istheeffect of Permanent actions; SQ Isthe effect of v

33、ariable actions.Because the slabs in the upside of wharf on Piles are usually continuous plates，what's the brieffailure mode must be taken into account to figure out the reliability index of the composite slabs . The new tyPe steel-concrete comPosite slabs with stiffening ribs are designed to re

34、Place old concrete slabs with equal or aPProximate bearing capacity of flexure strength， and the shear strength resistance caPacity of the composite slabs is usually bigger than the old one's . Therefore，considering the correlation of three failure modes，the reliability index of the middle secti

35、on is regarded as the representative reliability index of the whole slab with enough precision.3.4Calculation of an instanceWithout longerons ，Prefabricated RC slabs were Put on the crossbeams directlyin the wharf onPiles ，and the distance between two crossbeam is 6.0m .As one-way continuous Panels,

36、the slabsare hinged in transverse . The length of the slabs is 5600 mm，and the width is 2700 mm，and the thickness is 500 mm. The concrete degree of the slabs is C40 . 21 reinforced bars with 18 mmdiameter were assigned in the downside of each RC slab. As design variable load，the heaped load were giv

37、en,and its representative value is 20KN/m 2 . In the construction period ,the representativevalue of construction load is 2.5KN/m2.New tyPe steel-concrete composite slabs with stiffening ribs are designed torePlace the old RC slabs with the aPProximate bearing capacity of flexure strength . The leng

38、th of the composite slabs is 560O mm , and the width is 270O mm， and the thickness is 250 mm .The concrete degree of the slabs is C40 . Each composite slab has 6 stiffening ribs ，which are made by ll4 shaped steel，and the bottom steel Plate is 5 mm in thickness . All the steel components are made fr

39、om Q235 steel . TO resist shear strength and make the composite slab work as a whole , bolts are welded on the top of the I-shaped steel and the bottom steel Plates . In this PaPer，the old RC slab is noted as SLABO，and the new tyPe composite slab is noted as SLAB1.Based on JC method , reliability in

40、dexes of the old slab and the new type composite slab arecalculated， and the result is listed as the Table 1.The durability for the wharf on Piles in sea is also imPortant , and it is discussed in this PaPer.Time-dependentreliability indexes for the RC slabs of the wharf with changing characters are

41、 calculated with the corrosion rate of 8.0 m/ , and the calculated results are showen in Fig.4.4. ConclusionsA new type steel-concrete composite structure is porposed to replace the upside structure ofwharf on piles for some special purposes . The reliability for the steel-concrete composite slab wi

42、th stiffening ribs is discussed , and an instance is calculated . By analyzing the result ， some conclusions can be down as follows.With approximate bearing capacity of flexure strength , the reliability for the new type steel-concrete composite slab with stiffening ribs is bigger than the old RC sl

43、ab's . Therefore , being safe enough ，the new type composite slabs are advised to replace RC longerons and RC slabs of wharfs on piles for their emergency repair or construction.Because of the high resistance capacity of the stiffening I-shaped steel ribs , the reliability index of the new type

44、composite slabs during costruction period is higher than that during service period . So the new type composite slabs can carry more construction load in safe , and it can speed the building Work in a way.Because of the corrosion of the steel bottom slabs , time-dependent reliability for the new typ

45、e composite slabs keeps falling smoothly , and the falling speed is quicker than that of the RC slabs during the first 15 years . After 15 years，with the corrosion of the inside reinforced steel bars , the time-dependent reliability for the RC slabs drops quickly . Therefore ，to have enough durabili

46、ty ，some available measures must be taken to protect the exposed surfaces of the composite slabs' steel components .And in long term ，the durability for the composite slabs is better than the RC slabs .Reference1 WEI Zhuo-bin， WANG Tie-cheng & ZHANG Xiao-Peng . New Type Composite Panels of S

47、teel and Concrete for QuaysJ- China Harbour Engineering ,2006(3):24-282 WEI Zhuo bin ， Gao Yi & Wang Tiecheng. Test of A New Type of steel-concrete Composite Slab With shape Stiffening RibJ . Steel Construction，2006，27(1):77-823 PLA General Logistics Department . Technical Specifications for Ear

48、ly-strength Model Composite Structure Used for Navy Port Emergency RePair in Wartime(GJB4142-2000) . Beijing : PLA General Logistics Department ，2000-12-26 4WEI Zhuo bin ， GAO Yi & XUE Songtao . Construction and strength calculation of a new type of composite structure beam-slabs system A ，The N

49、inth International Symposium on Structural Engineering for Young ExPertsC ， Fuzhou& Xiamen ， China : Han Linhai , 2006:1445-1450， SUN Yi & HUANG Changhong . On Time-dependent Resistance of RC Members in Marine EnvironmentJ . Port Engineering Technology , 2005(3)第九届国际钢材，航天与复合材料会议：2007 年10 月 1

50、5号，中国烟台和北京新型复合板与钢筋混凝土码头的可靠性分析黄长红 * ，海军工程大学，天津，中国卓魏斌，海军工程大学，天津，中国摘要：新型加劲肋钢和混凝土的组合板作为码头的面板来满足特殊的要求。使用这种新型的钢筋混凝土混合板可以减少码头工作的程序，加快项目的建设速度。 基于负载，材料特性和尺寸， 计算新型钢筋混凝土面板在建设时期与在海上使用期间的可靠性与安全性， 并将这些数据与普通混凝土面板码头比较。通过计算结果对新型钢筋混凝土板桩码头结构提供建议。关键字： 新型钢混凝土与加劲肋，码头，混凝土复合板，结构，可靠性和施工工期1.绪论钢筋混凝土复合结构已广泛应用在建筑项目， 但它很少应用于海上码头

51、。 一种新型钢 - 混凝土组合结构代替了钢筋混凝土梁板式结构专门来满足码头桩基的特殊要求。以实际和 U形钢组合梁式设计作为桩码头横梁，和一个新的类型的钢与混凝土组合板加劲是作为码头面板设计的肋骨桩。对于 u形梁的桩基码头，设计了一种用混凝土和钢筋结合而成的叠合梁， 并研制了一种新型的钢筋混凝土组合板形成的加劲肋设计为桩码头上的面板。钢筋加劲肋板可以不需要任何支撑跨越一段很长的距离 ; 此外，在施工期间它比钢筋混凝土楼板具有更强的承载能力， 由于钢筋混凝土组合板加劲肋可以承载更多的负荷。 建造这种板不需要模板钢筋和绑定钢筋。 这种钢筋和混凝土新型组合可以减少码头工作的程序， 提高工程建设的速度。

52、 由于这种钢钢筋混凝土复合材料板坯载重量少，在建设码头 U型钢混凝土组合梁，关闭浮动起重机吊重机的能力不会具有如此重要相同的优势。 因此，建造桩码头项目时这钢混凝土复合结构系统在短暂的时间里是一个不错的选择。新型加劲肋钢和混凝土的组合板作为码头的面板来满足特殊的要求。 使用这种新型的钢筋混凝土混合卖弄办可以减少码头工作的程序， 加快项目的建设速度。基于负载，材料特性和尺寸， 计算新型钢筋混凝土面板在建设时期与在海上使用期间的可靠性与安全性， 并将这些数据与普通混凝土面板码头比较。 通过计算结果对新型钢筋混凝土板桩码头结构提供建议。2.这种新型叠合梁板系统2.1 梁板系统为了满足对海上桩码头的要

53、求， 2种完全相反的结构通过形成一个复合结构梁板系统（图 1）的新类型。一个是 U形钢筋混凝土组合梁又称帽型截面组合梁，另一个是罗纹钢模板混凝土复合板或压型钢板混凝土复合板与钢筋的异型钢材。图1复合结构：梁板新类型系统冷折弯焊接或混凝土到与梁的 U 形部分，混凝土浇筑成肋骨和 U形截面凸缘的上部， U形钢混凝土复合材料梁就组成了。根据需要， U形钢梁可以采用与唇栏或部分类型的无唇部分，正如图 2。当U形钢有真正的唇栏时， 方法之一是订在唇栏底板和用螺栓固定住他们的根 （如图2（a）。另一种方法是首先是底板形成沟槽连接插头焊接用唇栏中。当U型钢梁已没有唇栏时，面板最后可以延伸到混凝土的底部，然后

54、混凝土要拉伸对U型钢梁侧面肋骨（如图 2（ b），这一宽度比这一类的 U - 形钢梁支撑个人更加长。2.2 钢筋混凝土组合板加劲肋板将钢筋混凝土复合板加劲肋焊接到钢甲板上这些加劲肋用混凝土浇筑（图 3）。该板是单向板， 和 I型钢或 T型钢板坯跨度方向必须是平行的。如果是板设计为单向连续板，钢筋，钢筋可通过板上部设置轴承计算。由于加劲肋，它可以承受大板坯剪切力并且无需设置钢筋来抵制它。为了使钢筋和混凝土的工作性能具有整体性，钢甲板部和 I型钢或顶部的 T -型用螺栓焊接而成。3.钢与混凝土组合板加劲肋在码头上桩的可靠性分析结构可靠性是在一定预设计功能构造的概率期和一定的条件下形成的。 在这个条

55、件中，对钢与混凝土复合板在码头上加劲肋桩的可靠性进行了分析。 基于承载能力极限状态， JC法被应用到了板的可靠性指标计算 5 6。3.1 阻力计算模型有三个因素会随机性地影响结构的阻力情况。 这些因素是材料的性能， 材料的几何参数和计算模式。 对于钢混凝土组合结构， 由于材料的几何参数的随机性，可确定每个钢构件和混凝土构件的统计参数。 然后针对材料性质的随机性， 这主要是指材料的强度， 可以分析每一种材料的板的统计数据。 因为计算模式的随机性并且由于缺乏其统计日期， 在论文中没有探讨， 并用适当的方式选择一个适当的阻力计算模型，以减少其影响。在施工期间，钢筋混凝土只知道钢材具有电阻性， 以及混凝土板钢构件只是认为它是作为负载。 因此，对板坯弯曲强度可通过普通钢结构的计算方法计算出来的，我们不讨论它了。在使用寿命期间，钢和混凝土部件可以作为一个整体，复合板的设计应通过自然的网型钢轴 2 。然后，受压区高度可以计算出平衡力矩。其中，' f a '是钢材板的设计压缩和拉伸