高速公路互通匝道橋典型病害分析及加固設(shè)計(jì)方案探討

1、金陵科技學(xué)院畢業(yè)論文英文翻譯畢 業(yè) 設(shè) 計(jì)（論 文）外 文 參 考 資 料 及 譯 文譯文題目： freeway interchange ramp bridge typical disease analysis and design of reinforcement學(xué)生姓名： 計(jì)佳偉 學(xué) 號(hào)： 0606110105 專 業(yè)： 土 木 工 程 所在學(xué)院： 建 筑 工 程 學(xué) 院 指導(dǎo)教師： 于 洪 賓 職 稱： 講 師 日期: 2010年 2 月 5日 計(jì)佳偉金陵科技學(xué)院畢業(yè)論文英文翻譯金陵科技學(xué)院畢業(yè)論文英文翻譯freeway interchange ramp bridge typical d

2、isease analysis and design of reinforcementabstract: in this paper, the freeway interchange ramp bridge to the typical disease detection, analysis of the causes of disease, and to propose a detailed reinforcement design for the type of bridge type of disease analysis and reinforcement design of a ce

3、rtain reference.1 overviewinterchange ramp bridge is located in c cauda equina cauda equina exchange area, length of 652.50m, the bridge cross-combination of 5 × 25m +1 × 20m +2 × 30m +2 × 25m +5 × 25m +5 × 25m +5 × 25m +1 × 21m ; upper structure such as cross

4、-section of prestressed concrete continuous rigid frame box girder; flat curve of minimum radius of 127.75m. substructure for the wall piers, drilled pile foundation, integral abutment, expand base; ball bearing; bridge is located 80 joints.in a routine maintenance inspection found that emergence of

5、 multi-span box girder webs vertical cracks in floor box girder vertical and horizontal direction and diagonal cracks appeared. diagonal cracks appeared beam web. pier upper vertical and annular cracks appear, some of pier lateral deviation occurs. for this reason, disease detection units conducted

6、a special inspection, analysis of the causes of the disease, and the corresponding reinforcement design.2 ramp bridge detection of disease2.1 the test content and test methodsthe use of bridge inspection vehicle to provide a platform for the bridge on the ramp box liang liang body boards, web and fl

7、ange panels to conduct a comprehensive examination, and pier appearance and deviation, as well as working conditions, bearing a detailed inspection.(1) pier and beam physical appearance test: close-mainly visual-based and found that the issue of detailed observations. cracks found in the location of

8、 hong bi identified and photographed and use gauge, crack width and depth of instrument instrument for crack length, width, depth of observation and recording.(2) supports working conditions inspections: visual damage, abnormal deformation, etc., with or without obvious signs of deformation, pad sto

9、ne damage and so on. found to have bearing deformation, displacement, etc., were used vernier caliper, pad feet etc. measurements.(3) pier variable-bit observation: the bridge are curved bridge, the piers for the wall piers, while a high degree of both large pier. in order to ensure measurement accu

10、racy, the deviation pier pier to take in each horizontal and vertical set up in front of total station, pier were measured horizontal and vertical deviation.2.2 test resultsthrough the above test to be beam body, pier, and supports diseases, summary records are as follows:(1) beams and pier cracks.

11、diagonal web cracks in beam focused on cross-fifth, 10th cross, 11th cross; girder webs vertical and bottom vertical, horizontal and diagonal cracks concentrated in the third cross, the fourth cross, the first 14 cross, 17th cross, 19th cross, 25 cross.8 pier top 4 5m away from the pier within the t

12、ransverse cracks and vertical cracks appeared.(2) 14 bearing lateral slip occurs, the largest displacement of 4.0cm. most bolt nut rust. one of the niche that supports the upper and lower bolt.(3) pier maximum horizontal deviation of pier 13-14, angle of inclination of 6.1 ; vertical deviation up to

13、 no. 6 pier, but the angle of inclination of 2.9 .3 analysis of disease(1) the end of the beam web of diagonal cracks appeared mainly in the fifth cross, 10th cross, 11th inter-installed by the end of the beam position of expansion joints. as the ramp bridge flat curve radius smaller composite box g

14、irder at the moment and torque under the action of expansion joints near the end of the beam web may be partially affected by the phenomenon of shear is too large, and thus give rise diagonal cracks.(2) the vertical and bottom girder webs vertical, horizontal and diagonal cracks concentrated in the

15、third cross, 4th cross, 14th cross, 17th cross, 19th cross, 25 cross. the emergence of these cracks, with the ramp bridge flat curve radius smaller, box girder, moment and torque combined effect clearly related, and because of the passage of overloaded vehicles, increasing the appearance of cracks.(

16、3) pier cracks arise mainly from the top of the 4 5m in the department, this is because the bridge will be part of a continuous rigid frame structure, the piers in the overall coordination of deformation force after the pier from the pier top and bottom about 1 / 3 by the power the most, so that the

17、 site easy to cracking phenomenon occurs.4 structural reinforcementfor a typical disease of the bridge appeared, after repeated checking, taking into account experience of other similar bridges reinforced, the following reinforcement.4.1 superstructure reinforcement(1) c ramp pier no. 5 to no. 4 top

18、-side box girder pier on both sides of web 10 to the top of pier no. 9, on both sides of pier-side box girder webs, on the 10th to the pier top 11 on both sides of pier-side box girder web, need to adopt cfrp reinforcement.(2) the reinforcement of the range of 3m by end of the beam section of the en

19、tire web, vertical and vertical 30cm wide and carbon fiber cloth are used, spacing 20cm.4.2 replacement bearing(1) the need for bearing replacement pier no.: c ramp bridge pier 15, pier 14, by side. replaced the original bearing a single, bi-directional sliding pot rubber bearings, vertical to the f

20、lat curve of the inside of the bridge to replace gpz (ii) 2.5dx, the outer curve replaced gpz (ii) 2.5sx.(2) a temporary pier top reinforced top beam fulcrum.4.3 substructure reinforcementthe analysis considered pairs of c ramp 10, 15, 20, pier substructure reinforcement. substructure strengthening

21、in three areas:(1) pier reinforcement.as a vase style of the original pier pier, pier in the lower part of the body size of 200cm × 120cm, and with 25cm × 15cm chamfered rectangular cross-section segment of the upper half portion of 410cm tall vase style widened section of pier top plane s

22、ize is 400cm × 140cm, and with 10cm × 6cm chamfer. pier reinforcement symmetrical reinforcement, the vertical center line of the old and new piers coincidence. reinforced in the lower part of the pier size of 360cm × 180cm, and with 25cm × 15cm chamfered rectangular cross-section

23、 segment of the upper half portion of 410cm tall vase style widened section of pier top plane size is 560cm × 180cm, and with 25cm × 15cm chamfer.in the pier around the various surface to 40cm × 40cm spacing of about implant ordinary shear reinforcement, the lashing pier reinforcement

24、 steel bars, paragraph by paragraph, poured concrete piers. in the pier below the top 15cm spacing of planting two rows of vertical uplift steel, horizontal spacing of 30cm. anchorage should be clear after the end of the whole, be part of the steel reinforcement and concrete construction.(2) pile ca

25、p reinforcement.of the original pier caps for both vertical and horizontal bridge to 320cm, thick 200cm rectangular caps, reinforced thick pile cap dimensions as follows: cross-bridge to the long-1120cm, vertical bridge to the width 380cm, thickness 250cm. underside of the old and new caps with the

26、elevation, vertical centerline coincides, for symmetrical layout.cross-bridge to the side of the original slab of concrete cutting, inter 20cm thick, exposed cross-bridge to the bottom of pile cap reinforcement and reinforcement with reinforcement parts such as strong double-sided welding. the origi

27、nal slab top surface and vertical side of the bridge to the full cutting hair, so that the old and new concrete can be linked closely together, a common force, and the vertical to the side of the bridge to the spacing of about 30cm × 30cm implanted ordinary shear reinforcement.(3) the pile rein

28、forcement.of the original bridge bearing the audience pile diameter of 180cm for the single pile, pile in the original piers on each side of the centerline of cross-bridge to set up two 450cm diameter 120cm fill the pile, and the corresponding reinforcement part of the pile cap.(4) the substructure

29、reinforcement points. pier and pile cap construction considerations.a. anchorage hole should try to use a small vibration technology, implanted depth should be larger than 12d, the reinforced hole diameter of 25mm diameter 32mm, diameter 20mm steel and drill diameter 28mm, drilling should be avoided

30、 when of the original structure of steel, if the drill steel eye position and touching the original structure would be appropriate to moving drill conspicuous location 1 2cm, in order to guarantee not to damage the original structure of steel. after the end of each hole should be as soon as possible

31、 anchorage of work.b. planting anchor tendons before drilling to use clear brush and clean compressed air hole, and meet the anchorage requirements of drying, anti-pull planting anchorage on the glue used in the design reference use hilti hy-150 steel fixed chemical adhesives require 200c within 10m

32、in gel time, curing time of less than 1h. drilling anchorage should be professionals to operate, and the glue to bond with anti-pull test, validate gel and curing time, qualified only after normal use, anchorage after the end of the whole should be clear.c. piers and pile caps of the original struct

33、ure of the surface to fully cutting hair, so that the old and new concrete can be linked closely together, a common force. pile foundation construction considerations.a. pile construction requirements steel casing into rock face, the whole process of adoption of swing drill drilling, reverse circula

34、tion suction slurry process, the construction process to avoid soil pile to create vibrations.b. pile into the breeze at the end of the length of rock surface into the rock surface should wide cross-section of not less than 1.5 times the pile diameter, pile at the end of sediment and no larger than

35、3cm.c. pile in zhu jin needs welding, each section the number of joints should not exceed 50% of the zhu jin, welding using double-sided welding, weld length of not less than 5d.5 conclusionthe highway bridge, the ramp bridges most prone to disease, and disease in the form of numerous and miscellane

36、ous, ramp bridge, mostly with a slope of curved bridges, disease detection of multi-bridge inspection vehicle to be used or scaffolding carried out, therefore difficult to find disease, the typical diseases through the analysis of this article can be observed for other diseases, and ramp to provide

37、learning reinforcement.高速公路互通匝道橋典型病害分析及加固設(shè)計(jì)方案探討摘要：本文通過(guò)對(duì)高速公路互通匝道橋進(jìn)行典型病害檢測(cè)，分析病害成因，并提出詳細(xì)的加固設(shè)計(jì)方案，為該類橋型的病害分析及加固設(shè)計(jì)提供一定的借鑒。 1 概述     馬尾互通c匝道橋位于馬尾互通區(qū)內(nèi)，全長(zhǎng)652.50m，橋跨組合5×25m+1×20m+2×30m+2×25m+5×25m+5×25m+5×25m+1×21m；上部結(jié)構(gòu)為等截面預(yù)應(yīng)力砼連續(xù)剛構(gòu)箱梁；平曲線最小半徑為127.75m。下部結(jié)構(gòu)為

38、墻式橋墩、鉆孔灌注樁基礎(chǔ)、整體式橋臺(tái)、擴(kuò)大基礎(chǔ)；球型支座；橋面設(shè)80型伸縮縫。    在例行養(yǎng)護(hù)檢查中發(fā)現(xiàn)，多跨箱梁腹板出現(xiàn)豎向裂縫，箱梁底板出現(xiàn)縱橫向和斜向裂縫。梁端腹板出現(xiàn)斜向裂縫。墩柱上部出現(xiàn)豎向和環(huán)狀裂縫，部分墩柱橫向出現(xiàn)偏位。為此，檢測(cè)單位對(duì)病害進(jìn)行了專項(xiàng)檢測(cè)，對(duì)病害成因進(jìn)行分析，并提出相應(yīng)的加固設(shè)計(jì)方案。     2 匝道橋病害檢測(cè)情況     2.1 檢測(cè)內(nèi)容和檢測(cè)方法     利用橋檢車提供的平臺(tái)，對(duì)匝道橋箱梁梁體底板、腹板和翼緣板等進(jìn)行全

39、面檢查，并對(duì)墩柱外觀和偏位，以及支座工作狀況進(jìn)行詳細(xì)的檢測(cè)。     （1） 墩柱和梁體外觀檢測(cè)：近距離主要以目測(cè)為主，發(fā)現(xiàn)問(wèn)題進(jìn)行詳細(xì)觀察。發(fā)現(xiàn)裂縫的位置，紅筆標(biāo)識(shí)并拍照，并用刻度尺、裂縫寬度儀和深度儀對(duì)裂縫長(zhǎng)度、寬度、深度進(jìn)行觀測(cè)及記錄。     （2） 支座工作狀況檢查：目測(cè)破損、異常變形等情況，有無(wú)明顯的變位痕跡、墊石破損等情況。如發(fā)現(xiàn)支座有變形、位移等，分別用游標(biāo)卡尺、墊尺等進(jìn)行量測(cè)。     （3） 墩柱的變位觀測(cè)：該橋?qū)儆谇€橋，橋墩為墻式橋墩，同時(shí)橋墩高度均較大。為保證

40、測(cè)量的精度，墩柱的偏位采取在每個(gè)墩柱橫向和縱向的正前方架設(shè)全站儀，分別測(cè)量墩柱的橫向和縱向偏位。     2.2 檢測(cè)結(jié)果     通過(guò)以上檢測(cè)，得到梁體、墩柱和支座病害，簡(jiǎn)要記錄如下：     （1） 梁體和墩柱裂縫。梁端腹板斜向裂縫主要集中于第五跨、第十跨、第十一跨；梁體腹板豎向和底板縱向、橫向和斜向裂縫主要集中于第三跨、第四跨、第十四跨、第十七跨、第十九跨、二十五跨。     8根墩柱距墩頂45m范圍內(nèi)出現(xiàn)橫向裂縫和豎向裂縫。   

41、;  （2） 14個(gè)支座出現(xiàn)橫向滑移，最大位移量為4.0cm。大部分螺栓螺母銹蝕。其中一個(gè)支座上下螺栓卡位。    （3） 墩柱橫向偏位最大為13、14號(hào)墩，傾斜度為6.1；縱向偏位最大為6號(hào)墩，但傾斜度為2.9。     3 病害原因分析     （1） 梁端腹板出現(xiàn)斜向裂縫，主要集中于第五跨、第十跨、第十一跨等安裝伸縮縫的梁端位置。由于匝道橋平曲線半徑較小，箱梁在彎矩和扭矩復(fù)合作用下，伸縮縫附近的梁端腹板可能出現(xiàn)局部受剪過(guò)大現(xiàn)象，從而出現(xiàn)斜向裂縫。     （2

42、） 梁體腹板豎向和底板縱向、橫向和斜向裂縫主要集中于第三跨、第四跨、第十四跨、第十七跨、第十九跨、二十五跨。這些裂縫的出現(xiàn)，與匝道橋平曲線半徑較小、箱梁的彎矩和扭矩復(fù)合作用明顯有關(guān)，并由于超載車輛的通行加劇裂縫的出現(xiàn)。     （3） 墩柱裂縫主要產(chǎn)生在距頂部45m處，這是由于該橋?qū)儆谶B續(xù)剛構(gòu)結(jié)構(gòu)，橋墩在整體受力協(xié)調(diào)變形后，在距墩頂和墩底約1/3處受力最大，從而該部位易出現(xiàn)開(kāi)裂現(xiàn)象。     4 結(jié)構(gòu)加固方案     針對(duì)該橋出現(xiàn)的典型病害情況，經(jīng)過(guò)反復(fù)的驗(yàn)算，參照其它類似橋梁的加固經(jīng)驗(yàn)，提出以下加固方案

43、。     4.1 上部結(jié)構(gòu)加固     （1） c匝道5號(hào)墩頂向4號(hào)墩側(cè)箱梁兩側(cè)腹板、10號(hào)墩頂向9號(hào)墩側(cè)箱梁兩側(cè)腹板、10號(hào)墩頂向11號(hào)墩側(cè)箱梁兩側(cè)腹板，需要采用碳纖維布加固。     （2） 加固范圍為靠梁端3m區(qū)段整腹板，縱向及豎向均采用30cm寬碳纖維布，間距20cm。     4.2 更換支座     （1） 需要進(jìn)行支座更換的墩號(hào)為：c匝道橋15號(hào)墩靠14號(hào)墩側(cè)。將原支座更換為單、雙向滑動(dòng)盆式橡膠支座，縱橋向平面曲線內(nèi)側(cè)更

44、換為gpz（ii）2.5dx，曲線外側(cè)更換為gpz（ii）2.5sx。     （2） 在加固后墩頂設(shè)置臨時(shí)頂梁支點(diǎn)。     4.3 下部結(jié)構(gòu)加固方案     經(jīng)分析考慮，對(duì)c匝道10號(hào)、15號(hào)、20號(hào)墩下部結(jié)構(gòu)進(jìn)行加固。下部結(jié)構(gòu)加固分三個(gè)方面：     （1） 墩身的加固。     原橋墩身為花瓶式墩，墩身中下部尺寸為200cm×120cm并設(shè)有25cm×15cm倒角的等截面矩形段，上半部分為410cm高的花瓶式變寬段，墩頂平面尺寸為400cm×140cm并設(shè)有10cm×6cm倒角。墩身的加固為對(duì)稱加固，新老墩身豎向中心線重合。加固后的墩身中下部尺寸為360c