土木工程建筑橋梁外文翻譯--- 歐洲橋梁研究

1、<p><b>　　歐洲橋梁研究</b></p><p>　　在歐洲，一個(gè)共同研究的平臺(tái)隨著歐盟的發(fā)展誕生了。為了舉例說(shuō)明歐洲的研究方法已經(jīng)被這種方式所替代，一個(gè)典型的案例就是有關(guān)英國(guó)后張法橋梁被討論的事，愛(ài)丁堡大學(xué)給出了這個(gè)關(guān)于用數(shù)字化脈沖雷達(dá)鑒定后張法混凝土橋梁孔隙的資源互補(bǔ)的案例。</p><p>　　引言   

2、0;利用各研究團(tuán)體的研究成果去驗(yàn)證大量相關(guān)論據(jù)是所有研究領(lǐng)域所面臨的挑戰(zhàn)，這是為了能使研究和實(shí)踐更好地結(jié)合，具有針對(duì)性。此外，在歐洲，不容忽視的語(yǔ)言壁壘也是一個(gè)巨大的障礙,為了避免再次爆發(fā)類似于從1939年至1945的第二次世界大戰(zhàn)似的的歐洲內(nèi)戰(zhàn)，歐洲國(guó)家有了一個(gè)共同的政治目的，成立于20世紀(jì)60年代的歐共體便是基于這一目的。它的成立帶有很強(qiáng)的政治動(dòng)機(jī)，但英國(guó)并非這一組織的成員，因?yàn)楹芏嗟臍W洲國(guó)家視英國(guó)的利益為單純的經(jīng)濟(jì)利益，直到70年

3、代，英國(guó)才加入由歐共體轉(zhuǎn)化而來(lái)的歐洲經(jīng)濟(jì)共同體。到90年代，歐洲經(jīng)濟(jì)共同體擴(kuò)展為歐洲國(guó)家聯(lián)盟，而此時(shí)的歐盟既有共同的政治目標(biāo)又有建立歐洲共同的貨幣體系的經(jīng)濟(jì)目標(biāo)。</p><p>　　隨著經(jīng)濟(jì)和政治的發(fā)展，土木工程，尤其是橋梁工程至今沒(méi)能形成某種統(tǒng)一陣線。這緣于英國(guó)和其他的歐洲國(guó)家迥異的大學(xué)教育培養(yǎng)體制，歐洲基金計(jì)劃如蘇格拉底計(jì)劃、大不列顛（英國(guó)）歐洲計(jì)劃等等。對(duì)改變這種局面發(fā)揮了獨(dú)特的作用，蘇格拉底計(jì)劃是以各成

4、員國(guó)內(nèi)互派學(xué)生學(xué)習(xí)為基礎(chǔ)，而英國(guó)歐洲計(jì)劃主要是給予一些國(guó)家的學(xué)術(shù)機(jī)構(gòu)和工業(yè)伙伴以科研援助；它通常是由一個(gè)工業(yè)國(guó)家牽頭。</p><p>　　關(guān)于知識(shí)的傳播，目前似乎已出現(xiàn)了2種非常不同的方式、英美主要集中于在相關(guān)期刊出版物上發(fā)表首要的研究成果，例如ASCE、LCE及其它期刊，而歐洲內(nèi)陸國(guó)家主要集中于在專門(mén)會(huì)議上展示其重要的研究成果，后者存在著局限性，新的研究成果的發(fā)布受到了限制。</p><p

5、>　　另外，語(yǔ)言也是難以逾越的障礙，那些以英語(yǔ)作為強(qiáng)勢(shì)外語(yǔ)的歐洲內(nèi)陸國(guó)家積極參與各種國(guó)際會(huì)議，如德國(guó)、意大利、比利時(shí)、以及荷蘭和瑞士。然而，那些不以英語(yǔ)為強(qiáng)勢(shì)外語(yǔ)的歐洲國(guó)家對(duì)國(guó)際會(huì)議的參與并不積極，比如法國(guó)。</p><p><b>　　歐洲的研究</b></p><p>　　在歐洲，關(guān)于橋梁研究的方向基本可分為三種類型：</p><p>

6、;<b>　　1、磚石結(jié)構(gòu)的拱橋</b></p><p>　　英國(guó)擁有大量的石拱橋，某些地區(qū)有超過(guò)60%的公路橋?yàn)楣爬系氖皹颍@些拱橋當(dāng)初是為了馬車(chē)通行而建造的，但這種橋型在歐洲其它地區(qū)已比較少見(jiàn)，因?yàn)樗鼈冊(cè)诙?zhàn)中許多已被毀壞。</p><p><b>　　2、混凝土橋梁</b></p><p>　　從20世紀(jì)的50年代

7、至70年代，在歐洲涌現(xiàn)了大量的混凝土結(jié)構(gòu)的橋梁，在那個(gè)時(shí)候，這種構(gòu)造被視為是免于維修的。歐洲也有大量的使用后張法建造的混凝土橋梁，但這種橋梁中的鐵制錨索套管會(huì)妨礙雷達(dá)對(duì)橋梁的檢測(cè)。這種問(wèn)題僅是存在于法、英兩國(guó)。</p><p><b>　　3、鋼結(jié)構(gòu)橋梁</b></p><p>　　20世紀(jì)六七十年代，這種橋梁在英國(guó)遭受冷落，因?yàn)槿藗儼l(fā)現(xiàn)到這種橋需要維修保養(yǎng)。但它仍然

8、被用于大跨徑橋梁和鐵路用橋，如今，隨著英國(guó)正在進(jìn)行的高速公路拓寬計(jì)劃的實(shí)施，這種橋梁又重新受到了人們的青睞。</p><p><b>　　歐洲研究的活躍性</b></p><p>　　一個(gè)明確的信息表明專業(yè)人員在這個(gè)領(lǐng)域的研究工作正在歐洲興起，但并不代表這種研究方法已經(jīng)沒(méi)有了缺陷。</p><p>　　為了說(shuō)明歐洲正在進(jìn)行這種形式的研究工作，愛(ài)

9、丁堡大學(xué)給出了一個(gè)這種資源互補(bǔ)的案例：運(yùn)用數(shù)字化脈沖雷達(dá)對(duì)后張法建造的混凝土橋梁的孔隙進(jìn)行檢測(cè)。</p><p>　　后張法混凝土鐵路橋研究</p><p>　　Ove Arup和他的合作者對(duì)曼徹斯特的一座長(zhǎng)160M的后張法分段預(yù)制施工建造的鐵路橋的上部結(jié)構(gòu)的長(zhǎng)期穩(wěn)定性進(jìn)行了檢測(cè)和評(píng)估，這種技術(shù)已被運(yùn)用于城市輕軌系統(tǒng)。</p><p>　　特別需要關(guān)注的是后張力法施

10、工的橋梁的完整性。物理檢查、非損傷雷達(dá)檢測(cè)及其它的研究方法均已被用來(lái)去調(diào)查橋梁中潛在的缺陷。</p><p>　　自從1985年2月1日英國(guó)威爾士地區(qū)的一座名叫Ynys-y-Gwas橋梁突然坍塌以來(lái)。采用后張力法分段預(yù)制施工的橋梁在長(zhǎng)期穩(wěn)定性方面受到關(guān)注。因?yàn)檫@種橋梁可能會(huì)毫無(wú)預(yù)兆地出現(xiàn)脆性斷裂，后張法鋼絞線在預(yù)制段搭接部位的防腐工作是影響這種類型橋梁長(zhǎng)期穩(wěn)定性的主要因素。對(duì)容易發(fā)生脆性破壞處錨索套管中的沙漿孔隙

11、的鑒定被認(rèn)為是防腐檢測(cè)中最為重要的步驟之一。</p><p><b>　　橋梁描述</b></p><p><b>　　總體布局</b></p><p>　　Besses o’ th’ Barn大橋始建于1969年，是一座三跨總長(zhǎng)160m的后張法分段預(yù)制施工的混凝土鐵路橋。它的主跨跨徑90米，橫跨M62公路和巴利A665公

12、路與Prestwick公路銜接，與A665公路最小橋下凈空高度為5.18米，與M62公路的橋下凈空則大約為12.5米。</p><p>　　橋梁上部結(jié)構(gòu)由空心梯形混凝土箱梁組成。箱體橫截面高6.7m，寬4m。橋梁南部分引橋和中央主跨徑均采用這種長(zhǎng)為1.27M的梯形混凝土箱梁結(jié)構(gòu)，后張法施工。這種箱形構(gòu)件的作用是支撐用來(lái)承受鐵軌和行車(chē)荷載的現(xiàn)澆混凝土懸臂梁。</p><p>　　大橋中跨和南

13、部引橋跨徑均采用后張法裝配式預(yù)制結(jié)構(gòu)，這些后張法預(yù)制構(gòu)件構(gòu)件包括五種類型的預(yù)應(yīng)力張拉措施。</p><p>　　1、緣內(nèi)部的頂端和底部布置縱向錨索管道，管道內(nèi)的鋼筋束用沙漿封住；</p><p>　　2、分布在橫隔板部位的腹板兩側(cè)撓曲鋼筋束，鋼筋束被包裹在現(xiàn)澆混凝土內(nèi)；</p><p>　　3、橋梁跨中懸臂梁內(nèi)布置縱向鋼絞束；4、在229mm寬的腹板內(nèi)側(cè)布置用以提

14、高抗剪切能力的豎直鋼絞束；5、布置穿過(guò)冀緣底部用以支撐懸臂梁的橫向鋼絞束。</p><p><b>　　分段施工</b></p><p>　　使用分段預(yù)制施工體系是包工單位針對(duì)大橋南部和中央跨徑建議的備選方案之一，Current thinking認(rèn)為這種施工體系在對(duì)穿越構(gòu)件鉸接點(diǎn)處的鋼筋束沒(méi)有足夠的腐蝕措施時(shí)可能會(huì)導(dǎo)致整個(gè)結(jié)構(gòu)的脆性斷裂，最初的設(shè)計(jì)構(gòu)思是想采用現(xiàn)澆的

15、混凝土結(jié)構(gòu)。</p><p><b>　　檢測(cè)和評(píng)估</b></p><p><b>　　檢測(cè)</b></p><p>　　各個(gè)階段的檢修工作貫穿在橋梁結(jié)構(gòu)所需的試驗(yàn)中，初期檢查主要記錄如下的一些明顯的缺陷：</p><p>　　1、在翼緣上表面的不合格的防水材料。</p><p

16、>　　2、空心箱梁內(nèi)部300mm深度內(nèi)雨水的滲透情況。</p><p>　　3、鉸接縫和支座處有關(guān)排水裝置各種的問(wèn)題。</p><p>　　4、中央跨徑下端背面暴露出的縱向裂縫。</p><p>　　5、翼緣頂部預(yù)應(yīng)力構(gòu)件旁邊的縱向裂縫。</p><p>　　6、現(xiàn)澆混凝土表面大片的剝落部位和暴露在外的生銹的加強(qiáng)筋。</p>

17、<p><b>　　評(píng)估</b></p><p>　　參照最初的設(shè)計(jì)構(gòu)想，評(píng)估以下目標(biāo)項(xiàng)：</p><p>　　1、估算現(xiàn)存的承載能力。</p><p>　　2、挖掘原始設(shè)計(jì)資料中在結(jié)構(gòu)上的缺陷部分。</p><p>　　3、根據(jù)檢測(cè)出的問(wèn)題作出判斷。</p><p><b&g

18、t;　　檢測(cè)和評(píng)估的結(jié)論</b></p><p>　　根據(jù)檢測(cè)和評(píng)估，仍然存在著一個(gè)主要的可疑因素，它就是埋藏在構(gòu)件里面的預(yù)應(yīng)力鋼絞線、電纜或桿件，雖然從結(jié)構(gòu)原理的角度進(jìn)行分析，這些假定均不成立。然而，它們一旦被腐蝕，就會(huì)對(duì)橋梁結(jié)構(gòu)的穩(wěn)定性帶來(lái)非常高的風(fēng)險(xiǎn)，這個(gè)基本原理已經(jīng)得到證實(shí)。</p><p>　　對(duì)第一階段評(píng)估的全部?jī)?nèi)容作如下處理：</p><p&g

19、t;　　1、進(jìn)行詳細(xì)是材料試驗(yàn)，去判定隱藏在結(jié)構(gòu)內(nèi)部的情況，特別是予埋后張法鋼絞線的沙漿。</p><p>　　2、混凝土結(jié)構(gòu)耐久性試驗(yàn)。</p><p>　　修理不合格防水材料和混凝土表面的瑕疵。</p><p><b>　　檢測(cè)方法</b></p><p><b>　　非損傷雷達(dá)檢測(cè)</b>&l

20、t;/p><p>　　首期調(diào)查包括對(duì)預(yù)制構(gòu)件鉸接縫裂縫的勘測(cè)以及后張法鋼絞線管道中預(yù)應(yīng)力筋腐蝕和完整性的檢測(cè)。然而，對(duì)出現(xiàn)問(wèn)題的嚴(yán)重性會(huì)很難做出判斷。這座橋梁一共有93個(gè)鉸接縫，平均每個(gè)鉸接縫有24根鋼絞線貫穿，也就是說(shuō)，那兒大約有2200個(gè)要用來(lái)進(jìn)行檢測(cè)的部位。一個(gè)標(biāo)準(zhǔn)的鉸接縫橫端面，主梁內(nèi)部的24根鋼筋束很難被檢測(cè)到，因?yàn)槌算q接縫外，鋼絞線在施加預(yù)應(yīng)力之后又被現(xiàn)澆的混凝土所包裹。</p><

21、p>　　顯然，鉸接縫處鋼筋束完全暴露在外是不切實(shí)際的，因此相比較而言，用雷達(dá)檢測(cè)鋼筋束管道中的孔隙十分高效的，慶幸的是通過(guò)鉸接縫的放置鋼絞束的鋼制管道是斷開(kāi)的，可以用雷達(dá)檢測(cè)管道槽內(nèi)的鋼絞束和孔隙。但是，仍然存在的問(wèn)題是管道周?chē)母呙芏鹊蔫F元素會(huì)對(duì)雷達(dá)信號(hào)產(chǎn)生強(qiáng)烈的干擾，而實(shí)際上在這一寬102mm，150mm~800mm的混凝土區(qū)域內(nèi)正埋有許多高致密的鋼板。</p><p><b>　　雷達(dá)測(cè)試試

22、驗(yàn)</b></p><p>　　有三家公司被邀請(qǐng)前來(lái)參觀和指揮試驗(yàn)研究工作，其中一家放棄，剩下的兩家被要求用兩周的時(shí)間去準(zhǔn)備試驗(yàn)和撰寫(xiě)報(bào)告，再把他們的研究成果與物理勘探的結(jié)果進(jìn)行比較。</p><p>　　為了對(duì)比，選定了10個(gè)觀測(cè)孔，小孔是垂直向下鉆進(jìn)導(dǎo)管。這十個(gè)小孔中有幾個(gè)在鉸接縫處，還有幾個(gè)在充滿沙漿的管道處。為了便于使用內(nèi)徑表面檢測(cè)儀，小孔直徑必須有25mm寬，結(jié)果顯示

23、愛(ài)丁堡大學(xué)的研究成果的準(zhǔn)確度在60%左右。</p><p>　　雷達(dá)測(cè)繪為主 內(nèi)徑表面檢查儀檢驗(yàn)裂縫為輔</p><p>　　在完成對(duì)橋梁結(jié)構(gòu)雷達(dá)檢測(cè)后，再使用內(nèi)徑表面檢查儀來(lái)驗(yàn)證被預(yù)知的裂縫。結(jié)果顯示，在超過(guò)60%的案例中，雷達(dá)的檢測(cè)是準(zhǔn)確的。在其它幾個(gè)事例中，一些證據(jù)表明在管道上面的現(xiàn)澆混凝土層中發(fā)現(xiàn)了蜂窩狀的孔洞。</p><p>　　然而用內(nèi)徑表面檢查儀檢測(cè)

24、時(shí)，很難判定裂縫的實(shí)際尺寸大小以及在錨索套管中延伸的距離，盡管這些裂縫僅占套管不到25%的部分。但事實(shí)上，大多數(shù)存在于沙漿表面與套管上部曲面邊界上的裂縫要比內(nèi)徑表面檢查儀所檢測(cè)到的要窄得多，（內(nèi)徑表面檢查儀的分辨率大約在9mm左右）。在少數(shù)幾個(gè)案例中，在沙漿表面能明顯地看到預(yù)應(yīng)力鋼絞線，但沒(méi)有跡象表明有水滲透了進(jìn)去。而且使用內(nèi)徑表面檢查儀是不可能看到鋼絞線被腐蝕的情況。</p><p><b>　　數(shù)字

25、雷達(dá)測(cè)試</b></p><p>　　這種測(cè)試方法是利用無(wú)線電頻率的雷達(dá)天線的穿透性。有以下幾個(gè)常用頻率：1GHZ，900MHZ，和500MHZ。最高的頻率能帶來(lái)最好的分辯率，但會(huì)減小其在混凝土中的穿透深度。最低頻率的穿透能力最強(qiáng)，但是分辯率最低。</p><p>　　雷達(dá)掃描到的數(shù)據(jù)被記錄到GSSISIR系統(tǒng)中，這種系統(tǒng)與雷達(dá)發(fā)射脈沖和記錄數(shù)據(jù)相對(duì)應(yīng)。雷達(dá)天線所收到的數(shù)據(jù)從模

26、擬信號(hào)被轉(zhuǎn)換成了數(shù)字信號(hào)。這種轉(zhuǎn)換是使用一種16位的模擬信號(hào)變流器，它能使數(shù)據(jù)獲得相當(dāng)高的分辨率，以便用于后續(xù)的數(shù)據(jù)處理。這些數(shù)據(jù)被顯示在一個(gè)高分辨率的彩色監(jiān)測(cè)器上。在可視化校對(duì)之后，將這些數(shù)據(jù)儲(chǔ)存在一個(gè)2.3千兆字節(jié)的磁帶上，用于后面的分析和處理。首先通過(guò)磁帶記錄下數(shù)字化雷達(dá)所掃描到的原始數(shù)據(jù)，再通過(guò)相關(guān)的設(shè)置和處理程序轉(zhuǎn)化為精確和可靠的數(shù)據(jù)。</p><p>　　沿著軌跡做特別的標(biāo)記，再通過(guò)記錄元件或天線把這

27、個(gè)軌跡描述下來(lái)。</p><p>　　在大學(xué)實(shí)驗(yàn)室里進(jìn)行非破壞性試驗(yàn)后，將所有的數(shù)字記錄從微機(jī)上拷貝下來(lái)，（原始數(shù)據(jù)資料處理將會(huì)消耗35兆字節(jié)的內(nèi)存。）后張法分析需要運(yùn)用特殊的處理軟件。這種分析是通過(guò)變換的顏色和線形來(lái)顯示出特征點(diǎn)，也可以通過(guò)顏色的變換顯示相位的變化。除了這些能變換顏色的設(shè)備外，還可能使用用來(lái)過(guò)濾水平線和豎直線的特殊程序。用一個(gè)大型熒屏測(cè)試器同時(shí)顯示原始數(shù)據(jù)和處理過(guò)的數(shù)據(jù)，從而就能很清晰地看到被處

28、理過(guò)數(shù)據(jù)是在那些地方做過(guò)修改的，同時(shí)電腦顯示器將把反饋信息標(biāo)注到縱坐標(biāo)上。</p><p>　　一個(gè)更為先進(jìn)的軟件能夠顯示專用雷達(dá)脈沖掃描的區(qū)域，在單獨(dú)檢測(cè)錨索周?chē)鸂顩r時(shí)，它是一種特別有價(jià)值元件。</p><p><b>　　調(diào)查研究結(jié)果的分析</b></p><p>　　在別處已經(jīng)有對(duì)調(diào)查結(jié)果非常充分的研究，數(shù)字化雷達(dá)繪圖的本質(zhì)就是將掃描到的

29、被確認(rèn)有雙重相位位移的節(jié)點(diǎn)轉(zhuǎn)化為著色線條，從而缺陷部位即被診斷出來(lái)。</p><p><b>　　結(jié)論</b></p><p>　　1、一個(gè)關(guān)于橋梁研究平臺(tái)的雛形已經(jīng)在歐洲誕生。</p><p>　　2、雷達(dá)脈沖波檢測(cè)技術(shù)的運(yùn)用大大增加了對(duì)Besses o’ th’ Barn鐵路橋評(píng)估結(jié)論的可信度。</p><p>　　

30、3、雷達(dá)勘察可以顯示后張法鋼絞線孔道內(nèi)部的大部分缺陷區(qū)域。然而，即使運(yùn)用了極其一流的研究手段，也沒(méi)有跡象表明已發(fā)現(xiàn)受拉鋼絲的腐蝕原因。</p><p>　　Bridge research in Europe</p><p>　　A brief outline is given of the development of the European Union, together with t

31、he research platform in Europe. The special case of post-tensioned bridges in the UK is discussed. In order to illustrate the type of European research being undertaken, an example is given from the University of Edinbur

32、gh portfolio: relating to the identification of voids in post-tensioned concrete bridges using digital impulse radar. </p><p>　　Introduction</p><p>　　The challenge in any research arena is to ha

33、rness the findings of different research groups to identify a coherent mass of data, which enables research and practice to be better focused. A particular challenge exists with respect to Europe where language barriers

34、are inevitably very significant. The European Community was formed in the 1960s based upon a political will within continental Europe to avoid the European civil wars, which developed into World War 2 from 1939 to 1945.

35、The strong polit</p><p>　　Notwithstanding these financial and political developments, civil engineering and bridge engineering in particular have found great difficulty in forming any kind of common thread.

36、Indeed the educational systems for University training are quite different between Britain and the European continental countries. The formation of the EU funding schemes —e.g. Socrates, Brite Euram and other programs ha

37、ve helped significantly. The Socrates scheme is based upon the exchange of students between Univers</p><p>　　In terms of dissemination of knowledge, two quite different strands appear to have emerged. The UK

38、 and the USA have concentrated primarily upon disseminating basic research in refereed journal publications: ASCE, ICE and other journals. Whereas the continental Europeans have frequently disseminated basic research at

39、conferences where the circulation of the proceedings is restricted.</p><p>　　Additionally, language barriers have proved to be very difficult to break down. In countries where English is a strong second lang

40、uage there has been enthusiastic participation in international conferences based within continental Europe —e.g. Germany, Italy, Belgium, The Netherlands and Switzerland. However, countries where English is not a strong

41、 second language have been hesitant participants }—e.g. France.</p><p>　　European research</p><p>　　Examples of research relating to bridges in Europe can be divided into three types of structur

42、e:</p><p>　　Masonry arch bridges</p><p>　　Britain has the largest stock of masonry arch bridges. In certain regions of the UK up to 60% of the road bridges are historic stone masonry arch bridge

43、s originally constructed for horse drawn traffic. This is less common in other parts of Europe as many of these bridges were destroyed during World War 2.</p><p>　　Concrete bridges</p><p>　　A la

44、rge stock of concrete bridges was constructed during the 1950s, 1960s and 1970s. At the time, these structures were seen as maintenance free. Europe also has a large number of post-tensioned concrete bridges with steel t

45、endon ducts preventing radar inspection. This is a particular problem in France and the UK.</p><p>　　Steel bridges</p><p>　　Steel bridges went out of fashion in the UK due to their need for main

46、tenance as perceived in the 1960s and 1970s. However, they have been used for long span and rail bridges, and they are now returning to fashion for motorway widening schemes in the UK.</p><p>　　Research acti

47、vity in Europe </p><p>　　It gives an indication certain areas of expertise and work being undertaken in Europe, but is by no means exhaustive.</p><p>　　In order to illustrate the type of Europea

48、n research being undertaken, an example is given from the University of Edinburgh portfolio. The example relates to the identification of voids in post-tensioned concrete bridges, using digital impulse radar.</p>

49、<p>　　Post-tensioned concrete rail bridge analysis</p><p>　　Ove Arup and Partners carried out an inspection and assessment of the superstructure of a 160 m long post-tensioned, segmental railway bridge

50、in Manchester to determine its load-carrying capacity prior to a transfer of ownership, for use in the Metrolink light rail system..</p><p>　　Particular attention was paid to the integrity of its post-tensio

51、ned steel elements. Physical inspection, non-destructive radar testing and other exploratory methods were used to investigate for possible weaknesses in the bridge.</p><p>　　Since the sudden collapse of Ynys

52、-y-Gwas Bridge in Wales, UK in 1985, there has been concern about the long-term integrity of segmental, post-tensioned concrete bridges which may be prone to ‘brittle’ failure without warning. The corrosion protection of

53、 the post-tensioned steel cables, where they pass through joints between the segments, has been identified as a major factor affecting the long-term durability and consequent strength of this type of bridge. The identifi

54、cation of voids in grouted </p><p>　　Description of bridge</p><p>　　General arrangement</p><p>　　Besses o’ th’ Barn Bridge is a 160 m long, three span, segmental, post-tensioned con

55、crete railway bridge built in 1969. The main span of 90 m crosses over both the M62 motorway and A665 Bury to Prestwick Road. Minimum headroom is 5.18 m from the A665 and the M62 is cleared by approx 12.5 m.</p>&

56、lt;p>　　The superstructure consists of a central hollow trapezoidal concrete box section 6.7 m high and 4 m wide. The majority of the south and central spans are constructed using 1.27 m long pre-cast concrete trapezoi

57、dal box units, post-tensioned together. This box section supports the in site concrete transverse cantilever slabs at bottom flange level, which carry the rail tracks and ballast.</p><p>　　The center and sou

58、th span sections are of post-tensioned construction. These post-tensioned sections have five types of pre-stressing:</p><p>　　1. Longitudinal tendons in grouted ducts within the top and bottom flanges.</p

59、><p>　　2. Longitudinal internal draped tendons located alongside the webs. These are deflected at internal diaphragm positions and are encased in in site concrete.</p><p>　　3. Longitudinal macalloy

60、 bars in the transverse cantilever slabs in the central span .</p><p>　　4. Vertical macalloy bars in the 229 mm wide webs to enhance shear capacity.</p><p>　　5. Transverse macalloy bars through

61、the bottom flange to support the transverse cantilever slabs.</p><p>　　Segmental construction</p><p>　　The pre-cast segmental system of construction used for the south and center span sections w

62、as an alternative method proposed by the contractor. Current thinking suggests that such a form of construction can lead to ‘brittle’ failure of the entire structure without warning due to corrosion of tendons across a c

63、onstruction joint，The original design concept had been for in site concrete construction.</p><p>　　Inspection and assessment</p><p>　　Inspection</p><p>　　Inspection work was underta

64、ken in a number of phases and was linked with the testing required for the structure. The initial inspections recorded a number of visible problems including:</p><p>　　Defective waterproofing on the exposed

65、surface of the top flange.</p><p>　　Water trapped in the internal space of the hollow box with depths up to 300 mm.</p><p>　　Various drainage problems at joints and abutments.</p><p&g

66、t;　　Longitudinal cracking of the exposed soffit of the central span.</p><p>　　Longitudinal cracking on sides of the top flange of the pre-stressed sections.</p><p>　　Widespread sapling on some i

67、n site concrete surfaces with exposed rusting reinforcement.</p><p>　　Assessment</p><p>　　The subject of an earlier paper, the objectives of the assessment were:</p><p>　　Estimate t

68、he present load-carrying capacity.</p><p>　　Identify any structural deficiencies in the original design.</p><p>　　Determine reasons for existing problems identified by the inspection.</p>

69、<p>　　Conclusion to the inspection and assessment</p><p>　　Following the inspection and the analytical assessment one major element of doubt still existed. This concerned the condition of the embedded

70、pre-stressing wires, strands, cables or bars. For the purpose of structural analysis these elements、had been assumed to be sound. However, due to the very high forces involved,、a risk to the structure, caused by corrosio

71、n to these primary elements, was identified. </p><p>　　The initial recommendations which completed the first phase of the assessment were:</p><p>　　1. Carry out detailed material testing to dete

72、rmine the condition of hidden structural elements, in particular</p><p>　　the grouted post-tensioned steel cables.</p><p>　　2. Conduct concrete durability tests.</p><p>　　3. Underta

73、ke repairs to defective waterproofing and surface defects in concrete.</p><p>　　Testing procedures</p><p>　　Non-destructive radar testing</p><p>　　During the first phase investigati

74、on at a joint between pre-cast deck segments the observation of a void in a post-tensioned cable duct gave rise to serious concern about corrosion and the integrity of the pre-stress. However, the extent of this problem

75、was extremely difficult to determine. The bridge contains 93 joints with an average of 24 cables passing through each joint, i.e. there were approx. 2200 positions where investigations could be carried out. A typical sec

76、tion through such a joint </p><p>　　As it was clearly impractical to consider physically exposing all tendon/joint intersections, radar was used to investigate a large numbers of tendons and hence locate duc

77、t voids within a modest timescale. It was fortunate that the corrugated steel ducts around the tendons were discontinuous through the joints which allowed the radar to detect the tendons and voids. The problem, however,

78、was still highly complex due to the high density of other steel elements which could interfere with the radar</p><p>　　Trial radar investigations. </p><p>　　Three companies were invited to visit

79、 the bridge and conduct a trial investigation. One company decided not to proceed. The remaining two were given 2 weeks to mobilize, test and report. Their results were then compared with physical explorations.</p>

80、<p>　　To make the comparisons, observation holes were drilled vertically downwards into the ducts at a selection of 10 locations which included several where voids were predicted and several where the ducts were p

81、redicted to be fully grouted. A 25-mm diameter hole was required in order to facilitate use of the chosen horoscope. The results from the University of Edinburgh yielded an accuracy of around 60%.</p><p>　　M

82、ain radar survey, horoscope verification of voids. </p><p>　　Having completed a radar survey of the total structure, a baroscopic was then used to investigate all predicted voids and in more than 60% of case

83、s this gave a clear confirmation of the radar findings. In several other cases some evidence of honeycombing in the in site stitch concrete above the duct was found. When viewing voids through the baroscopic, however, i

84、t proved impossible to determine their actual size or how far they extended along the tendon ducts although they only appeared to occu</p><p>　　Digital radar testing</p><p>　　The test method inv

85、olved exciting the joints using radio frequency radar antenna: 1 GHz, 900 MHz and 500 MHz. The highest frequency gives the highest resolution but has shallow depth penetration in the concrete. The lowest frequency gives

86、the greatest depth penetration but yields lower resolution.</p><p>　　The data collected on the radar sweeps were recorded on a GSSI SIR System 10. This system involves radar pulsing and recording. The data f

87、rom the antenna is transformed from an analogue signal to a digital signal using a 16-bit analogue digital converter giving a very high resolution for subsequent data processing. The data is displayed on site on a high-r

88、esolution color monitor. Following visual inspection it is then stored digitally on a 2.3-gigabyte tape for subsequent analysis and signal pro</p><p>　　At particular locations along the traces, the trace was

89、 marked using a marker switch on the recording unit or the antenna.</p><p>　　All the digital records were subsequently downloaded at the University’s NDT laboratory on to a micro-computer.（The raw data prior

90、 to processing consumed 35 megabytes of digital data.） Post-processing was undertaken using sophisticated signal processing software. Techniques available for the analysis include changing the color transform and changin

91、g the scales from linear to a skewed distribution in order to highlight、突出certain features. Also, the color transforms could be changed to highlight p</p><p>　　A further facility of the software was the abil

92、ity to display the individual radar pulses as time domain wiggle plots. This was a particularly valuable feature when looking at individual records in the vicinity of the tendons.</p><p>　　Interpretation of

93、findings</p><p>　　A full analysis of findings is given elsewhere, Essentially the digitized radar plots were transformed to color line scans and where double phase shifts were identified in the joints, then

94、voiding was diagnosed.</p><p>　　Conclusions</p><p>　　1. An outline of the bridge research platform in Europe is given.</p><p>　　2. The use of impulse radar has contributed considera

95、bly to the level of confidence in the assessment of the Besses o’ th’ Barn Rail Bridge.</p><p>　　3. The radar investigations revealed extensive voiding within the post-tensioned cable ducts. However, no sign

96、 of corrosion on the stressing wires had been found except for the very first investigation. </p><p>　　出處：http://info.tgnet.cn/Download.aspx?id=655728A44762838F </p><p><b>　　出處：天工網(wǎng)</b&g