xx大學(xué)畢業(yè)設(shè)計(jì)計(jì)算書(shū)（預(yù)應(yīng)力溷凝土連續(xù)梁橋）

長(zhǎng)安大學(xué)畢業(yè)設(shè)計(jì)計(jì)算書(shū)(預(yù)應(yīng)力溷凝土連續(xù)梁橋)x預(yù)應(yīng)力混凝土連續(xù)梁橋一、設(shè)計(jì)特點(diǎn)本次設(shè)計(jì)通過(guò)分析，根據(jù)下達(dá)的任務(wù)書(shū)，大橋所在的橋位地形呈U字形，溝谷深達(dá)60米，地質(zhì)情況較差，巖層埋置較深，本著“安全、適用、經(jīng)濟(jì)、美觀”的橋梁設(shè)計(jì)原則，選定設(shè)計(jì)方案。本次設(shè)計(jì)的橋型為預(yù)應(yīng)力連續(xù)梁橋，采用的施工方法為懸臂澆筑的方法。懸臂施工具有很大的優(yōu)越性：不需要大量施工機(jī)具和臨時(shí)設(shè)備；不影響橋下的通航和通車(chē)；施工受季節(jié)、河道水位的影響小。因此懸臂施工法在連續(xù)梁中得到了廣泛的應(yīng)用。預(yù)應(yīng)力混凝土連續(xù)梁橋設(shè)計(jì)的一般步驟為：參照已有的設(shè)計(jì)擬定的結(jié)構(gòu)幾何尺寸和材料類型，模擬實(shí)際的施工步驟，計(jì)算出恒載及活載內(nèi)力；然后再根據(jù)實(shí)際情況確定溫度、沉降等荷載，計(jì)算其產(chǎn)生的內(nèi)力，并與恒載、活載內(nèi)力進(jìn)行正常使用與承載能力組合。估算出各截面的鋼束后，按照一定要求將鋼束布置好，重新模擬施工并考慮預(yù)應(yīng)力的作用，計(jì)算恒載內(nèi)力。由于鋼束對(duì)幾何截面的影響，溫度、沉降等內(nèi)力也需要重新計(jì)算，但其與鋼束估算時(shí)得到的結(jié)果差別非常小。各種荷載作用下的內(nèi)力計(jì)算出來(lái)后，需要進(jìn)行承載能力組合和正常使用組合，以進(jìn)行截面強(qiáng)度驗(yàn)算、應(yīng)力驗(yàn)算和變形驗(yàn)算，這是設(shè)計(jì)的二次組合。如各項(xiàng)驗(yàn)算均滿足要求且認(rèn)為合理，則設(shè)計(jì)通過(guò)。如有些截面的有些驗(yàn)算通不過(guò)，則需要調(diào)整鋼束甚至修改截面尺寸后從新計(jì)算，直到各項(xiàng)驗(yàn)算均通過(guò)為止。采用懸臂施工的連續(xù)梁橋，在施工過(guò)程中經(jīng)歷了T型剛構(gòu)受力狀態(tài)，合龍后形成連續(xù)梁橋，其恒載產(chǎn)生的內(nèi)力由各施工產(chǎn)生的內(nèi)力迭加而成。由于合龍段較短，其產(chǎn)生的內(nèi)力一般較小。故T型剛構(gòu)受力狀態(tài)為主要部分。對(duì)懸臂施工連續(xù)梁橋，合龍后根部負(fù)彎矩很大，而中跨跨中恒載彎矩很小。二期恒載加上以后，根部負(fù)彎矩增大，中跨跨中承受相對(duì)較小的正彎矩。因此，截面擬定時(shí)，應(yīng)根據(jù)以上彎矩分布特點(diǎn)，增大主梁根部附近斷面的抗彎剛度，提高截面下緣的承載能力。二、設(shè)計(jì)基本資料橋梁線型布置橋面橫坡：2%橋面縱坡：2%主要技術(shù)標(biāo)準(zhǔn)1.設(shè)計(jì)荷載：汽車(chē)—20級(jí)，掛車(chē)—120級(jí)2.橋面凈寬：2*0.5（防撞欄）+3*3.7（行車(chē)道）=12（m）3.橋面鋪裝：9cm4.溫度：年最大溫度25攝氏度，平均溫差15攝氏度構(gòu)件上、下緣溫差5攝氏度主要材料混凝土：預(yù)應(yīng)力混凝土主梁采用50號(hào)混凝土，基樁40號(hào)混凝土，其它構(gòu)件40號(hào)混凝土。鋼材：預(yù)應(yīng)力采用270K級(jí)低松馳鋼絞線(D15.24)，標(biāo)準(zhǔn)強(qiáng)度為1395Mpa，Ey=1.9*100000Mpa；普通鋼筋直徑大于（等于）12mm者采用Ⅱ級(jí)螺紋鋼筋，直徑小于12mm者采用Ⅰ級(jí)光圓鋼筋。鋼板：錨頭下墊板、燈具連接板等采用低碳剛。錨具：采用OVM錨具，采用與其配套型號(hào)的千斤頂。預(yù)應(yīng)力管道：采用預(yù)埋波紋管成型。支座：采用GPXZ系統(tǒng)抗震型盆式橡膠支座。伸縮縫：伸縮縫采用HXC-120A定型產(chǎn)品，全橋共2道。橋面鋪裝采用9cm施工方式采用懸臂掛籃現(xiàn)澆施工。設(shè)計(jì)規(guī)范《公路橋涵設(shè)計(jì)通用規(guī)范》（JTJ021-89）《公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計(jì)規(guī)范》（JTJ023-85）支座強(qiáng)迫位移邊支座：下沉1cm。中支座：下沉1.5cm。溫度影響主梁上、下溫差5。C。三、橋型及縱、橫斷面布置橋型布置及孔徑劃分本橋型選用三跨一聯(lián)預(yù)應(yīng)力混凝土變截面連續(xù)梁結(jié)構(gòu)。全長(zhǎng)275m，根據(jù)橋下地形，選定主跨跨徑為125m。邊跨跨徑根據(jù)國(guó)內(nèi)外已有經(jīng)驗(yàn)和文獻(xiàn)知應(yīng)為主跨的0.5-0.8倍。采用邊跨跨徑即75m。則全聯(lián)跨徑為75m+上部結(jié)構(gòu)根據(jù)設(shè)計(jì)的要求：凈11＋2＊0.5（防撞欄）。采用單箱單室的箱梁截面，箱寬１2米基礎(chǔ)持力層埋置較深，故采用樁基礎(chǔ)。截面形式及截面尺寸擬定截面形式及梁高采用變截面箱型截面。支點(diǎn)處梁高為7m怎么定的，高跨比為Hs/L＝１／１8，跨中處梁高為２.75m，高跨比為Hc/L＝１／46。怎么定的選用箱型截面出于這樣幾點(diǎn)考慮：首先，箱型截面整體性好，結(jié)構(gòu)剛度大；其次，箱梁的頂、底板可提供足夠的面積來(lái)布設(shè)預(yù)應(yīng)力鋼束可以承受正、負(fù)彎矩；另外，抗扭能力強(qiáng)，同時(shí)箱型截面能夠提供較大的頂板翼緣，底板寬度相應(yīng)較窄，可大幅度減小下部結(jié)構(gòu)的工程量。采用變高度主要是適應(yīng)連續(xù)梁內(nèi)力變化的需要。橫截面尺寸橋面全寬為12。故采用單箱單室的斷面構(gòu)造何時(shí)用雙箱？。何時(shí)用雙箱？頂板厚取30cm，跨中底板厚50cm,以便布置預(yù)應(yīng)力束倍的梁高，取H/10即100m，承托？怎么定的采用50*50，30*90cm和60*60cm。橫隔板設(shè)在支點(diǎn)處，板厚取為1m,板上留有人孔，尺寸為145cm*100cm？怎么定的箱梁底緣曲線方程中孔梁底曲線設(shè)置為二次拋物線。梁底曲線方程為：y=4f(L。-x)x/（L.*L。）式中：f—梁底曲線矢高，本橋?yàn)?25cmL。--梁底曲線跨徑，本橋?yàn)?2500-300=12200。其中，為布設(shè)支座，特設(shè)置300cm（支承中線每側(cè)150cm）的水平段。（2）邊孔在支座處分別與中孔梁底緣曲線對(duì)稱，其余設(shè)置直線，即以梁等高275cm過(guò)度到邊支座。？？四．施工要點(diǎn)及注意事項(xiàng)1.橋梁上部采用掛籃懸臂澆注施工，施工時(shí)要對(duì)稱澆注，應(yīng)注意立摸高程的合理設(shè)置，準(zhǔn)確控制懸澆高程，主梁邊中跨合攏高差應(yīng)控制在１cm以內(nèi)。2.施工后的主梁備用預(yù)應(yīng)力束孔處理如下：頂板束孔灌漿封填，底板束孔留下備用，但不穿預(yù)應(yīng)力束。3.箱梁懸澆施工時(shí)在底板上的施工孔不封堵，作為箱梁的通氣孔。第二部分內(nèi)力計(jì)算與荷載組合（一）施工方案及施工順序的確定連續(xù)梁的內(nèi)力與應(yīng)力狀態(tài)，與形成結(jié)構(gòu)的順序及過(guò)程密切相關(guān)，不同的施工方案及施工順序?qū)?dǎo)致結(jié)構(gòu)產(chǎn)生不同的受力狀況。有時(shí)，施工方案將決定一種結(jié)構(gòu)方案是否能夠成立。人們也可以利用一些特殊的施工方案來(lái)調(diào)整結(jié)構(gòu)的內(nèi)力分布，使結(jié)構(gòu)處于設(shè)計(jì)期望狀態(tài)。在橋梁的設(shè)計(jì)初期，施工方案、施工順序及施工機(jī)具應(yīng)確定好。對(duì)于預(yù)應(yīng)力混凝土連續(xù)梁來(lái)說(shuō)。應(yīng)考慮以下幾點(diǎn)：施工方案：采用懸臂現(xiàn)澆施工。施工順序：先施工兩主墩，再對(duì)稱向兩側(cè)懸臂施工。在兩岸搭支架合龍邊跨，再合龍中跨形成連續(xù)體系。最后進(jìn)行橋面鋪裝工作。（施工順序的確定要考慮結(jié)構(gòu)受力的需要，還要考慮施工單位的機(jī)具、設(shè)備、技術(shù)力量及附屬工程的進(jìn)度和橋址處的地質(zhì)、水文、氣象等）掛籃的型式.自重和承載能力。新澆混凝土的自重是通過(guò)掛籃作用在已安裝梁體上的。掛籃的型式?jīng)Q定了其力學(xué)計(jì)算圖示；掛籃的自重對(duì)橋梁受力土鱉是施工的狀態(tài)的受力有影響；掛籃的承載能力決定了每一節(jié)段的最大質(zhì)量。箱梁施工節(jié)段的劃分。主要考慮以下因素：1）掛籃的承載力和抗傾覆穩(wěn)定性。從目前國(guó)內(nèi)施工水平來(lái)看，掛籃承載力不宜超過(guò)2000KN，節(jié)段長(zhǎng)度不宜超過(guò)5m。2）對(duì)于大跨徑預(yù)應(yīng)力混凝土連續(xù)梁，一般頂板鋼束采用大噸位應(yīng)力群錨體系，集中錨固在腹板承托上。對(duì)于單箱截面，每個(gè)斷面最多只能有4束錨固位置，否則就要使用齒板或加大斷面來(lái)滿足需要，這樣非常的不經(jīng)濟(jì)。根據(jù)受力平衡及對(duì)稱需要。對(duì)于本單箱單室截面，每個(gè)斷面錨固束只能是2、4或6束。當(dāng)梁段劃分確定后，頂板束在構(gòu)造制約下基本就確定了。3）梁段不宜過(guò)短，應(yīng)滿足預(yù)應(yīng)力管道彎曲半徑和最小直線段的要求。4）梁段劃分時(shí)規(guī)格盡量減少，以利于施工？。本橋的節(jié)段的劃分見(jiàn)圖。最大節(jié)段長(zhǎng)度4m。？（二）橋梁軟件簡(jiǎn)介橋梁結(jié)構(gòu)是一種復(fù)雜的空間結(jié)構(gòu)。要精確分析橋梁結(jié)構(gòu)的真實(shí)受力，最好把它模擬成梁、板、殼和三維實(shí)體單元組成的空間受力模型。但這種處理方式建模非常的復(fù)雜，同時(shí)考慮到橋梁荷載的空間三維分布，按此方式計(jì)算的工作量是極其浩大的。對(duì)于實(shí)際應(yīng)用的橋梁結(jié)構(gòu)分析軟件，必須對(duì)計(jì)算模型進(jìn)行合理的簡(jiǎn)化。對(duì)于橋梁結(jié)構(gòu)而言，最主要的是結(jié)構(gòu)的縱向受力的分析?？紤]到橋梁的跨寬比一般較大，將縱向分析模型近似處理為桿件系統(tǒng)是切實(shí)可行的方法。常用的橋梁軟件就是在桿系有限元通用程序的基礎(chǔ)上，根據(jù)橋梁工程的構(gòu)造、施工、設(shè)計(jì)特點(diǎn)而開(kāi)發(fā)的專用軟件。本次設(shè)計(jì)采用橋梁博士系統(tǒng)，此系統(tǒng)是一個(gè)集數(shù)據(jù)處理.數(shù)據(jù)庫(kù)管理.結(jié)構(gòu)分析.打印與幫助為一體的綜合性橋梁設(shè)計(jì)與施工計(jì)算系統(tǒng)。對(duì)于直線橋梁：能夠計(jì)算鋼筋混凝土、預(yù)應(yīng)力混凝土、組合梁以及鋼結(jié)構(gòu)的各種結(jié)構(gòu)體系的恒載與活載的各種線性與非線性結(jié)構(gòu)響應(yīng)，其中非線性的包括結(jié)構(gòu)的幾何非線性以及受軸的力構(gòu)件的壓彎非線性和索構(gòu)件的垂度引起的非線性影響，結(jié)構(gòu)混凝土的收縮徐變非線性影響以及鋼筋混凝土、預(yù)應(yīng)力混凝土中普通鋼筋對(duì)受縮徐變的非線性影響，組合構(gòu)件截面不同材料對(duì)收縮徐變的非線性影響以及結(jié)構(gòu)在非線性溫度場(chǎng)作用下的結(jié)構(gòu)與截面的非線性影響；對(duì)于帶索結(jié)構(gòu)可根據(jù)用戶要求計(jì)算各索的一次施工張拉力或考慮活載后估算拉索的面積和恒載的優(yōu)化索力；活載的類型包括公路汽車(chē)、掛車(chē)、人群、特殊活載、特殊車(chē)列、鐵路中活載、高速列車(chē)和城市輕軌荷載?？梢园凑沼脩舻囊髮?duì)各種構(gòu)件和預(yù)應(yīng)力鋼束進(jìn)行承載能力極限狀態(tài)和正常使用極限狀態(tài)及施工階段的配筋計(jì)算或應(yīng)力和強(qiáng)度驗(yàn)算，并根據(jù)規(guī)范限值判斷是否滿足規(guī)范。（三）結(jié)構(gòu)計(jì)算圖式的確定在使用桿系程序分析結(jié)構(gòu)前，必須對(duì)橋梁結(jié)構(gòu)進(jìn)行離散化，建立結(jié)構(gòu)計(jì)算圖式。結(jié)構(gòu)離散化是結(jié)構(gòu)分析重要的一環(huán)，必須遵循以下原則：1）保證體系的幾何不變性。這一點(diǎn)在較復(fù)雜的施工體系轉(zhuǎn)換中尤其應(yīng)注意。同時(shí)也應(yīng)避免與結(jié)構(gòu)受力的多余約束；2）計(jì)算模型應(yīng)盡量符合結(jié)構(gòu)的構(gòu)造特點(diǎn)和受力特點(diǎn)，對(duì)于零號(hào)塊的處理、支座的處理、基礎(chǔ)的模擬應(yīng)慎重考慮；3）在合理模擬保證精度的前提下，盡量減少節(jié)點(diǎn)數(shù)目，以縮小計(jì)算的規(guī)模。應(yīng)在以下位置劃分節(jié)點(diǎn)：1）構(gòu)件的轉(zhuǎn)折點(diǎn)和截面的變化點(diǎn)；2）施工分界點(diǎn)、邊界處及支座處；3）需驗(yàn)算或求位移的截面處。單元、節(jié)點(diǎn)編號(hào)是，應(yīng)盡量使單元兩側(cè)節(jié)點(diǎn)號(hào)之差最小，這樣可使形成的總剛矩陣帶寬最小，從而節(jié)省儲(chǔ)存量和減少運(yùn)算量。本示例的單元?jiǎng)澐?，每一個(gè)施工節(jié)段自然劃分為一個(gè)單元。這樣便于模擬施工過(guò)程，而且這些截面正是需要驗(yàn)算的截面。另外，在支座、臨時(shí)支座和一些構(gòu)造變化位置相應(yīng)增設(shè)了幾個(gè)單元。這樣全橋從左至右順序劃分成90個(gè)單元，91個(gè)截面。（四）施工階段模擬施工方案及單元?jiǎng)澐执_定后，就可模擬實(shí)際施工過(guò)程，計(jì)算出各階段內(nèi)力，得到橋梁的最終恒載內(nèi)力。輸入相關(guān)信息后，橋梁博士能逐段形成結(jié)構(gòu)體系，自動(dòng)完成施工階段靜力體系的轉(zhuǎn)換，逐步向前推進(jìn)，最終獲得結(jié)構(gòu)的總效應(yīng)。首先進(jìn)行施工分析包括劃分施工階段、確定施工周期、施工桿件的拼裝與拆除、結(jié)構(gòu)外部邊界與內(nèi)部約束描述、鋼束的操作、加載過(guò)程的分析。荷載分析：永久荷載為一旦作用在結(jié)構(gòu)上，其大小、方向和作用位置就不再發(fā)生變化的荷載，臨時(shí)荷載為當(dāng)前階段作用在結(jié)構(gòu)上，下一階段自動(dòng)撤離的荷載。撤離即在當(dāng)前結(jié)構(gòu)上施加一反向永久荷載，如中跨合龍使用的掛籃，合龍后將撤離；移動(dòng)荷載為一種特殊的臨時(shí)荷載，主要用來(lái)模擬掛籃荷載，其大小在全橋施工過(guò)程中保持不變，但位置隨施工過(guò)程而變化。根據(jù)橋梁博士系統(tǒng)的原理，將一個(gè)施工階段模擬為：1）掛籃前移；2）澆筑混凝土；3）張拉預(yù)應(yīng)力鋼束。二．全橋施工階段的劃分1．為了方便全橋的施工分段，更好地根據(jù)起吊重量來(lái)劃分，特用程序?qū)澐值牧旱膯卧慕孛嫣匦院蛦卧亓坑?jì)算出來(lái)，具體結(jié)果見(jiàn)表1：截面特性及單元重量計(jì)算結(jié)果表表1單元號(hào)左梁高左面積左單位重什么意思？什么意思？右梁高右面積右單位重單元重量12.759.382342.759.3823428122.759.382342.759.3823493832.759.382342.759.3823493842.759.382342.759.3823477452.759.382342.89.4623794262.89.462372.889.5924095272.889.592402.989.7624496782.989.762443.119.9724998693.119.972493.2510.2255882103.2510.22553.4110.5261904113.4110.52613.5810.8269928123.5810.82693.7711.1277905133.7711.12774.011.5287936144.011.52874.2712.0300974154.2712.03004.5612.63141.02e+03164.5612.63144.8713.23301.07e+03174.8713.23305.1613.8345945185.1613.83455.4614.5362990195.4614.53625.7815.23801.04e+03205.7815.23806.0815.9397971216.0815.93976.3916.64151.02e+03226.3916.64156.717.4434977236.717.44347.018.1453976247.018.14537.018.1453679257.018.14537.018.1453679267.018.14536.717.4435977276.717.44356.3916.7418981286.3916.74186.0716.04001.02e+03296.0716.04005.7715.3384980305.7715.33845.4514.73661.05e+03315.4514.73665.1414.03501.00e+03325.1414.03504.8613.4335960334.8613.43354.5412.83191.09e+03344.5412.83194.2512.23051.04e+03354.2512.23053.9911.7292991363.9911.72923.7511.2280950373.7511.22803.5310.8270914383.5310.82703.3410.4261930393.3410.42613.1710.1253900403.1710.12533.039.87247875413.039.872472.929.67242855422.929.672422.839.52238839432.839.522382.779.41235946442.779.412352.759.37234939452.759.372342.759.38234234462.759.382342.759.37234234472.759.372342.779.41235939482.779.412352.839.52238946492.839.522382.929.67242839502.929.672423.039.87247855513.039.872473.1710.1253875523.1710.12533.3410.4261900533.3410.42613.5310.8270930543.5310.82703.7511.2280914553.7511.22803.9911.7292950563.9911.72924.2512.2305991574.2512.23054.5412.83191.04e+03584.5412.83194.8613.43351.09e+03594.8613.43355.1414.0350960605.1414.03505.4514.73661.00e+03615.4514.73665.7715.33841.05e+03625.7715.33846.0716.0400980636.0716.04006.3916.74181.02e+03646.3916.74186.717.4435981656.717.44357.018.1453977667.018.14537.018.1453679677.018.14537.018.1453679687.018.14536.717.4434976696.717.44346.3916.6415977706.3916.64156.0815.93971.02e+03716.0815.93975.7815.2380971725.7815.23805.4614.53621.04e+03735.4614.53625.1613.8345990745.1613.83454.8713.2330945754.8713.23304.5612.63141.07e+03764.5612.63144.2712.03001.02e+03774.2712.03004.011.5287974784.011.52873.7711.1277936793.7711.12773.5810.8269905803.5810.82693.4110.5261928813.4110.52613.2510.2255904823.2510.22553.119.97249882833.119.972492.989.76244986842.989.762442.889.59240967852.889.592402.89.46237952862.89.462372.759.38234942872.759.382342.759.382347742．橫隔板重量的計(jì)算支點(diǎn)橫隔板重：Q1=[（4.5-2*0.6）*（7-0.25-0.8）-0.45*0.15-0.2*0.2-1.5*1.5]*1.2*26=404kN3．橋面鋪裝和防撞護(hù)欄每米重量計(jì)算q=0.075*1*7.5*21+0.1*7.5*23+5.55=34.6kN/m4．主跨施工分段（100t起吊能力）墩頂24、25、66、67單元作為第一施工段施工完成；第二段23266568單元，2.2m,梁段重量：976第三段22276469單元，2.3m,梁段重量：977第四段21286370單元，2.5m,梁段重量：1020第五段20296271單元，2.5m,梁段重量：971第六段19306172單元，2.8m,梁段重量：1040第七段18316073單元，2.8m,梁段重量：990第八段17325974單元，2.8m,梁段重量：945第九段16335875單元，3.32m,梁段重量：1070第十段15345776單元，3.32m,梁段重量：1020第十一段14355677單元，3.32m,梁段重量：974第十二段13365578單元，3.32m,梁段重量：936kN第十三段12375479單元，3.32m,梁段重量：905kN第十四段11385380單元，3.5m,梁段重量：928kN第十五段10395281單元，3.5m,梁段重量：904kN第六段9405182單元，3.5m,梁段重量：882kN第七段8415083單元，4m,梁段重量：986kN第八段7424984單元，4m,梁段重量：967kN第九段6434885單元，4m,梁段重量：952kN第十段5444786單元，4m,梁段重量：942kN5．邊跨施工；1、2、3．4單元和87、88、89，90單元在邊跨合攏時(shí)采用滿堂支架先澆，主跨及邊跨施工分段見(jiàn)圖4。全橋共分90個(gè)單元、91個(gè)節(jié)點(diǎn)，其中兩個(gè)邊跨各有23個(gè)單元，中跨有20個(gè)單元，再后面的恒載、活載、施工及驗(yàn)算等內(nèi)力的計(jì)算時(shí)，代入程序的單元?jiǎng)澐中问蕉家砸陨线@種劃分方式填寫(xiě)數(shù)據(jù)文件。主跨施工分段邊跨施工分段圖4主梁施工分段恒載內(nèi)力計(jì)算全橋主要施工階段如圖：．橋面鋪裝階段：橋面鋪裝、人行道板等橋面系安裝完畢大橋建成后的全橋恒載內(nèi)力如表所示。橋面鋪裝階段內(nèi)力計(jì)算結(jié)果表表2節(jié)點(diǎn)號(hào)軸力剪力彎矩水平位移豎向位移轉(zhuǎn)角位移110.04.47e-10-1.67e-104.99e-03-7.14e-045.98e-0422.00e+04516-1.87e+044.9e-030.05.76e-04222.00e+043.21e+03-1.87e+044.9e-030.05.76e-0432.00e+04-2.05e+03-8.26e+034.42e-031.8e-033.53e-04332.00e+042.05e+03-8.26e+034.42e-031.8e-033.53e-0442.01e+04-893-2.47e+033.93e-032.99e-032.57e-04442.01e+04893-2.47e+033.93e-032.99e-032.57e-0452.02e+0462.5-1.2e+033.38e-03-3.00e-021.37e-03552.02e+04-62.5-1.2e+033.38e-03-3.00e-021.37e-0362.04e+041.23e+03-3.35e+034.48e-03-3.89e-021.61e-03662.04e+04-1.23e+03-3.35e+034.48e-03-3.89e-021.61e-0372.94e+042.34e+03-3185.49e-03-4.11e-021.67e-03772.94e+04-2.34e+03-3185.49e-03-4.11e-021.67e-0383.84e+043.45e+03-3346.29e-03-3.9e-021.66e-03883.84e+04-3.45e+03-3346.29e-03-3.9e-021.66e-0394.73e+044.6e+03-3.11e+036.97e-03-3.21e-021.48e-03994.73e+04-4.6e+03-3.11e+036.97e-03-3.21e-021.48e-03105.63e+045.61e+03-6.19e+037.53e-03-2.56e-021.23e-0310105.63e+04-5.61e+03-6.19e+037.53e-03-2.56e-021.23e-03116.53e+046.63e+03-1.06e+047.87e-03-1.92e-029.77e-0411116.53e+04-6.63e+03-1.06e+047.87e-03-1.92e-029.77e-04126.94e+047.58e+03-1.1e+048.01e-03-1.33e-026.61e-0412126.44e+04-7.4e+03-4.81e+038.01e-03-1.33e-026.61e-04136.85e+048.22e+03-3.21e+038.1e-03-8.48e-034.63e-0413136.85e+04-8.22e+03-3.21e+038.1e-03-8.48e-034.63e-04147.25e+048.91e+036958.02e-03-4.47e-032.59e-0414147.25e+04-8.91e+036958.02e-03-4.47e-032.59e-04158.17e+049.91e+03-3.28e+037.74e-03-1.46e-031.11e-0415158.17e+04-9.91e+03-3.28e+037.74e-03-1.46e-031.11e-04169.08e+041.1e+04-6.77e+037.28e-036.69e-04-5.6e-0516169.96e+04-1.07e+048.83e+037.28e-036.69e-04-5.6e-05171.00e+051.21e+04-8.78e+036.12e-034.65e-043.57e-0517171.03e+05-1.17e+04-6.36e+036.12e-034.65e-043.57e-05181.03e+051.3e+04-2.22e+045.18e-035.46e-046.63e-0518181.03e+05-1.3e+04-2.22e+045.18e-035.46e-046.63e-05191.07e+051.39e+04-3.64e+044.27e-037.59e-044.86e-0519191.09e+05-1.33e+04-3.47e+044.27e-037.59e-044.86e-05201.1e+051.47e+04-5.16e+043.34e-039.62e-046.95e-0620201.12e+05-1.4e+04-4.98e+043.34e-039.62e-046.95e-06211.13e+051.55e+04-6.52e+042.49e-031.03e-03-4.55e-0521211.15e+05-1.46e+04-6.32e+042.49e-031.03e-03-4.55e-05221.15e+051.64e+04-7.88e+041.62e-039.47e-04-1.04e-0422221.15e+05-1.64e+04-7.88e+041.62e-039.47e-04-1.04e-04231.18e+051.73e+04-9.16e+048.14e-047.22e-04-1.64e-0423231.2e+05-1.58e+04-9.05e+048.14e-047.22e-04-1.64e-04241.21e+051.87e+04-1.03e+051.58e-053.69e-04-2.17e-0424241.21e+05-1.87e+04-1.03e+051.58e-053.69e-04-2.17e-04251.22e+052.13e+04-1.31e+05-4.92e-041.29e-05-2.59e-0425251.22e+052.16e+04-1.31e+05-4.92e-041.29e-05-2.59e-04261.21e+05-1.9e+04-1.03e+05-1.00e-03-4.08e-04-3.01e-0426261.21e+051.9e+04-1.03e+05-1.00e-03-4.08e-04-3.01e-04271.19e+05-1.62e+04-8.97e+04-1.68e-03-1.19e-03-3.52e-0427271.18e+051.77e+04-9.08e+04-1.68e-03-1.19e-03-3.52e-04281.15e+05-1.68e+04-7.75e+04-2.36e-03-2.16e-03-4.11e-0428281.15e+051.68e+04-7.75e+04-2.36e-03-2.16e-03-4.11e-04291.15e+05-1.5e+04-6.13e+04-3.09e-03-3.36e-03-4.67e-0429291.12e+051.59e+04-6.32e+04-3.09e-03-3.36e-03-4.67e-04301.12e+05-1.43e+04-4.72e+04-3.8e-03-4.7e-03-5.16e-0430301.1e+051.51e+04-4.9e+04-3.8e-03-4.7e-03-5.16e-04311.09e+05-1.36e+04-3.12e+04-4.6e-03-6.32e-03-5.52e-0431311.06e+051.42e+04-3.29e+04-4.6e-03-6.32e-03-5.52e-04321.03e+05-1.33e+04-1.77e+04-5.37e-03-7.93e-03-5.58e-0432321.03e+051.33e+04-1.77e+04-5.37e-03-7.93e-03-5.58e-04331.03e+05-1.21e+04-1.1e+03-6.18e-03-9.38e-03-5.19e-0433331.00e+051.24e+04-3.48e+03-6.18e-03-9.38e-03-5.19e-04349.96e+04-1.1e+041.53e+04-7.2e-03-1.07e-02-4.09e-0434349.09e+041.13e+04-124-7.2e-03-1.07e-02-4.09e-04358.16e+04-1.02e+044.28e+03-7.49e-03-1.44e-02-5.38e-0435358.16e+041.02e+044.28e+03-7.49e-03-1.44e-02-5.38e-04367.25e+04-9.17e+039.39e+03-7.63e-03-1.88e-02-6.57e-0436367.25e+049.17e+039.39e+03-7.63e-03-1.88e-02-6.57e-04376.33e+04-8.16e+031.47e+04-7.55e-03-2.38e-02-7.67e-0437376.85e+048.37e+037.76e+03-7.55e-03-2.38e-02-7.67e-04385.94e+04-7.36e+031.31e+04-7.33e-03-2.95e-02-8.98e-0438386.46e+047.48e+037.1e+03-7.33e-03-2.95e-02-8.98e-04395.55e+04-6.45e+031.3e+04-7.00e-03-3.58e-02-1.02e-0339395.55e+046.45e+031.3e+04-7.00e-03-3.58e-02-1.02e-03404.65e+04-5.44e+031.8e+04-6.47e-03-4.19e-02-1.1e-0340405.16e+045.31e+031.45e+04-6.47e-03-4.19e-02-1.1e-03414.25e+04-4.34e+031.76e+04-5.79e-03-4.76e-02-1.15e-0341415.76e+043.58e+039.29e+03-5.79e-03-4.76e-02-1.15e-03424.87e+04-2.79e+037.37e+03-5.12e-03-5.23e-02-1.23e-0342424.87e+042.79e+037.37e+03-5.12e-03-5.23e-02-1.23e-03434.86e+04-1.95e+031.31e+04-4.34e-03-5.53e-02-1.17e-0343434.26e+041.74e+032.5e+03-4.34e-03-5.53e-02-1.17e-03444.27e+04-9276.19e+03-3.43e-03-5.7e-02-1.23e-0344443.38e+04993-2.45e+03-3.43e-03-5.7e-02-1.23e-03453.39e+04-198-651-2.42e-03-4.96e-02-1.16e-0345453.39e+04198-651-2.42e-03-4.96e-02-1.16e-03463.38e+041.67e-03-385-2.46e-03-1.3e-022.86e-07四：溫度及支座沉降次內(nèi)力計(jì)算（一）溫度次內(nèi)力計(jì)算方法及結(jié)果按矩陣位移法求解溫度次內(nèi)力。本設(shè)計(jì)考慮主梁上下緣溫差5℃使用階段降溫溫差效應(yīng)表3節(jié)點(diǎn)號(hào)軸力剪力彎矩水平位移豎向位移轉(zhuǎn)角位移110.00.00.01.88e-021.23e-05-1.03e-0520.00.00.01.85e-020.0-1.03e-05222.33e-101.210.01.85e-020.0-1.03e-0532.33e-10-1.214.841.75e-02-4.1e-05-1.02e-05332.33e-101.214.841.75e-02-4.1e-05-1.02e-0542.33e-10-1.219.691.65e-02-8.18e-05-1.02e-05442.33e-101.219.691.65e-02-8.18e-05-1.02e-0552.33e-10-1.2113.71.56e-02-1.15e-04-1.01e-0555-3.93e-101.2113.71.56e-02-1.15e-04-1.01e-056-3.93e-10-1.2118.51.46e-02-1.48e-04-9.89e-06663.64e-101.2118.51.46e-02-1.48e-04-9.89e-0673.64e-10-1.2123.41.36e-02-1.76e-04-9.68e-06777.13e-101.2123.41.36e-02-1.76e-04-9.68e-0687.13e-10-1.2128.21.26e-02-2.00e-04-9.45e-06882.91e-101.2128.21.26e-02-2.00e-04-9.45e-0692.91e-10-1.2133.11.16e-02-2.18e-04-9.2e-06990.01.2133.11.16e-02-2.18e-04-9.2e-06100.0-1.2137.31.08e-02-2.3e-04-8.98e-0610103.93e-101.2137.31.08e-02-2.3e-04-8.98e-06113.93e-10-1.2141.59.89e-03-2.38e-04-8.76e-0611116.4e-101.2141.59.89e-03-2.38e-04-8.76e-06126.4e-10-1.2145.89.02e-03-2.42e-04-8.54e-0612127.57e-101.2145.89.02e-03-2.42e-04-8.54e-06137.57e-10-1.2149.88.18e-03-2.43e-04-8.34e-0613137.86e-101.2149.88.18e-03-2.43e-04-8.34e-06147.86e-10-1.2153.87.35e-03-2.35e-04-8.16e-0614145.24e-101.2153.87.35e-03-2.35e-04-8.16e-06155.24e-10-1.2157.86.52e-03-2.22e-04-7.98e-0615157.57e-101.2157.86.52e-03-2.22e-04-7.98e-06167.57e-10-1.2161.95.69e-03-2.05e-04-7.83e-0616165.24e-101.2161.95.69e-03-2.05e-04-7.83e-06175.24e-10-1.2165.94.86e-03-1.82e-04-7.69e-0617176.84e-101.2165.94.86e-03-1.82e-04-7.69e-06186.84e-10-1.2169.34.16e-03-1.6e-04-7.59e-0618187.28e-101.2169.34.16e-03-1.6e-04-7.59e-06197.28e-10-1.2172.73.46e-03-1.35e-04-7.49e-0619194.8e-101.2172.73.46e-03-1.35e-04-7.49e-06204.8e-10-1.2176.02.76e-03-1.07e-04-7.41e-0620204.37e-101.2176.02.76e-03-1.07e-04-7.41e-06214.37e-10-1.2179.12.13e-03-7.9e-05-7.34e-0621216.69e-101.2179.12.13e-03-7.9e-05-7.34e-06226.69e-10-1.2182.11.5e-03-4.91e-05-7.27e-0622224.95e-101.2182.11.5e-03-4.91e-05-7.27e-06234.95e-10-1.2184.99.26e-04-1.94e-05-7.22e-0623234.66e-101.2184.99.26e-04-1.94e-05-7.22e-06244.66e-10-1.2187.53.75e-041.07e-05-7.18e-0624244.66e-101.2187.53.75e-041.07e-05-7.18e-06254.66e-10-1.2189.40.00.0-7.15e-0625255.12e-092.06e-0489.40.00.0-7.15e-06265.12e-09-2.06e-0489.4-3.75e-04-1.06e-05-7.12e-0626265.24e-092.06e-0489.4-3.75e-04-1.06e-05-7.12e-06275.24e-09-2.06e-0489.4-9.24e-04-7.31e-05-7.07e-0627275.21e-092.06e-0489.4-9.24e-04-7.31e-05-7.07e-06285.21e-09-2.06e-0489.4-1.5e-03-1.36e-04-7.01e-0628285.15e-092.06e-0489.4-1.5e-03-1.36e-04-7.01e-06295.15e-09-2.06e-0489.4-2.12e-03-2.03e-04-6.94e-0629295.21e-092.06e-0489.4-2.12e-03-2.03e-04-6.94e-06305.21e-09-2.06e-0489.4-2.74e-03-2.67e-04-6.86e-0630305.41e-092.06e-0489.4-2.74e-03-2.67e-04-6.86e-06315.41e-09-2.06e-0489.4-3.44e-03-3.35e-04-6.76e-0631315.3e-092.06e-0489.4-3.44e-03-3.35e-04-6.76e-06325.3e-09-2.06e-0489.4-4.14e-03-4.01e-04-6.64e-0632325.28e-092.06e-0489.4-4.14e-03-4.01e-04-6.64e-06335.28e-09-2.06e-0489.4-4.84e-03-4.63e-04-6.5e-0633335.2e-092.06e-0489.4-4.84e-03-4.63e-04-6.5e-06345.2e-09-2.06e-0489.4-5.67e-03-5.32e-04-6.31e-0634345.4e-092.06e-0489.4-5.67e-03-5.32e-04-6.31e-06355.4e-09-2.06e-0489.4-6.5e-03-5.96e-04-6.07e-0635355.52e-092.06e-0489.4-6.5e-03-5.96e-04-6.07e-06365.52e-09-2.06e-0489.4-7.33e-03-6.56e-04-5.8e-0636365.94e-092.06e-0489.4-7.33e-03-6.56e-04-5.8e-06375.94e-09-2.06e-0489.4-8.16e-03-7.1e-04-5.48e-0637375.91e-092.06e-0489.4-8.16e-03-7.1e-04-5.48e-06385.91e-09-2.06e-0489.4-8.99e-03-7.59e-04-5.1e-0638386.2e-092.06e-0489.4-8.99e-03-7.59e-04-5.1e-06396.2e-09-2.06e-0489.4-9.86e-03-8.05e-04-4.63e-0639396.29e-092.06e-0489.4-9.86e-03-8.05e-04-4.63e-06406.29e-09-2.06e-0489.4-1.07e-02-8.45e-04-4.1e-0640406.21e-092.06e-0489.4-1.07e-02-8.45e-04-4.1e-06416.21e-09-2.06e-0489.4-1.16e-02-8.78e-04-3.49e-0641415.95e-092.06e-0489.4-1.16e-02-8.78e-04-3.49e-06425.95e-09-2.06e-0489.4-1.25e-02-9.05e-04-2.82e-0642426.11e-092.06e-0489.4-1.25e-02-9.05e-04-2.82e-06436.11e-09-2.06e-0489.4-1.34e-02-9.25e-04-2.08e-0643435.44e-092.06e-0489.4-1.34e-02-9.25e-04-2.08e-06445.44e-09-2.06e-0489.4-1.44e-02-9.4e-04-1.17e-0644445.6e-092.06e-0489.4-1.44e-02-9.4e-04-1.17e-06455.6e-09-2.06e-0489.4-1.54e-02-9.47e-04-2.36e-0745455.05e-092.06e-0489.4-1.54e-02-9.47e-04-2.36e-0745465.05e-09-2.06e-0489.4-1.56e-02-9.46e-041.14e-09使用階段升溫溫差效應(yīng)表4節(jié)點(diǎn)號(hào)軸力剪力彎矩水平位移豎向位移轉(zhuǎn)角位移110.00.00.0-1.88e-02-1.23e-051.03e-0520.00.00.0-1.85e-020.01.03e-0522-2.33e-10-1.210.0-1.85e-020.01.03e-053-2.33e-101.21-4.84-1.75e-024.1e-051.02e-0533-2.33e-10-1.21-4.84-1.75e-024.1e-051.02e-054-2.33e-101.21-9.69-1.65e-028.18e-051.02e-0544-2.33e-10-1.21-9.69-1.65e-028.18e-051.02e-055-2.33e-101.21-13.7-1.56e-021.15e-041.01e-05553.93e-10-1.21-13.7-1.56e-021.15e-041.01e-0563.93e-101.21-18.5-1.46e-021.48e-049.89e-0666-3.64e-10-1.21-18.5-1.46e-021.48e-049.89e-067-3.64e-101.21-23.4-1.36e-021.76e-049.68e-0677-7.13e-10-1.21-23.4-1.36e-021.76e-049.68e-068-7.13e-101.21-28.2-1.26e-022.00e-049.45e-0688-2.91e-10-1.21-28.2-1.26e-022.00e-049.45e-069-2.91e-101.21-33.1-1.16e-022.18e-049.2e-06990.0-1.21-33.1-1.16e-022.18e-049.2e-06100.01.21-37.3-1.08e-022.3e-048.98e-061010-3.93e-10-1.21-37.3-1.08e-022.3e-048.98e-0611-3.93e-101.21-41.5-9.89e-032.38e-048.76e-061111-6.4e-10-1.21-41.5-9.89e-032.38e-048.76e-0612-6.4e-101.21-45.8-9.02e-032.42e-048.54e-061212-7.57e-10-1.21-45.8-9.02e-032.42e-048.54e-0613-7.57e-101.21-49.8-8.18e-032.43e-048.34e-061313-7.86e-10-1.21-49.8-8.18e-032.43e-048.34e-0614-7.86e-101.21-53.8-7.35e-032.35e-048.16e-061414-5.24e-10-1.21-53.8-7.35e-032.35e-048.16e-0615-5.24e-101.21-57.8-6.52e-032.22e-047.98e-061515-7.57e-10-1.21-57.8-6.52e-032.22e-047.98e-0616-7.57e-101.21-61.9-5.69e-032.05e-047.83e-061616-5.24e-10-1.21-61.9-5.69e-032.05e-047.83e-0617-5.24e-101.21-65.9-4.86e-031.82e-047.69e-061717-6.84e-10-1.21-65.9-4.86e-031.82e-047.69e-0618-6.84e-101.21-69.3-4.16e-031.6e-047.59e-061818-7.28e-10-1.21-69.3-4.16e-031.6e-047.59e-0619-7.28e-101.21-72.7-3.46e-031.35e-047.49e-061919-4.8e-10-1.21-72.7-3.46e-031.35e-047.49e-0620-4.8e-101.21-76.0-2.76e-031.07e-047.41e-062020-4.37e-10-1.21-76.0-2.76e-031.07e-047.41e-0621-4.37e-101.21-79.1-2.13e-037.9e-057.34e-062121-6.69e-10-1.21-79.1-2.13e-037.9e-057.34e-0622-6.69e-101.21-82.1-1.5e-034.91e-057.27e-062222-4.95e-10-1.21-82.1-1.5e-034.91e-057.27e-0623-4.95e-101.21-84.9-9.26e-041.94e-057.22e-062323-4.66e-10-1.21-84.9-9.26e-041.94e-057.22e-0624-4.66e-101.21-87.5-3.75e-04-1.07e-057.18e-062424-4.66e-10-1.21-87.5-3.75e-04-1.07e-057.18e-0625-4.66e-101.21-89.40.00.07.15e-06252525-5.12e-09-2.06e-04-89.40.00.07.15e-0626-5.12e-092.06e-04-89.43.75e-041.06e-057.12e-062626-5.24e-09-2.06e-04-89.43.75e-041.06e-057.12e-0627-5.24e-092.06e-04-89.49.24e-047.31e-057.07e-062727-5.21e-09-2.06e-04-89.49.24e-047.31e-057.07e-0628-5.21e-092.06e-04-89.41.5e-031.36e-047.01e-062828-5.15e-09-2.06e-04-89.41.5e-031.36e-047.01e-0629-5.15e-092.06e-04-89.42.12e-032.03e-046.94e-062929-5.21e-09-2.06e-04-89.42.12e-032.03e-046.94e-0630-5.21e-092.06e-04-89.42.74e-032.67e-046.86e-063030-5.41e-09-2.06e-04-89.42.74e-032.67e-046.86e-0631-5.41e-092.06e-04-89.43.44e-033.35e-046.76e-063131-5.3e-09-2.06e-04-89.43.44e-033.35e-046.76e-0632-5.3e-092.06e-04-89.44.14e-034.01e-046.64e-063232-5.28e-09-2.06e-04-89.44.14e-034.01e-046.64e-0633-5.28e-092.06e-04-89.44.84e-034.63e-046.5e-063333-5.2e-09-2.06e-04-89.44.84e-034.63e-046.5e-0634-5.2e-092.06e-04-89.45.67e-035.32e-046.31e-063434-5.4e-09-2.06e-04-89.45.67e-035.32e-046.31e-0635-5.4e-092.06e-04-89.46.5e-035.96e-046.07e-063535-5.52e-09-2.06e-04-89.46.5e-035.96e-046.07e-0636-5.52e-092.06e-04-89.47.33e-036.56e-045.8e-063636-5.94e-09-2.06e-04-89.47.33e-036.56e-045.8e-0637-5.94e-092.06e-04-89.48.16e-037.1e-045.48e-063737-5.91e-09-2.06e-04-89.48.16e-037.1e-045.48e-0638-5.91e-092.06e-04-89.48.99e-037.59e-045.1e-063838-6.2e-09-2.06e-04-89.48.99e-037.59e-045.1e-0639-6.2e-092.06e-04-89.49.86e-038.05e-044.63e-063939-6.29e-09-2.06e-04-89.49.86e-038.05e-044.63e-0640-6.29e-092.06e-04-89.41.07e-028.45e-044.1e-064040-6.21e-09-2.06e-04-89.41.07e-028.45e-044.1e-0641-6.21e-092.06e-04-89.41.16e-028.78e-043.49e-064141-5.95e-09-2.06e-04-89.41.16e-028.78e-043.49e-0642-5.95e-092.06e-04-89.41.25e-029.05e-042.82e-064242-6.11e-09-2.06e-04-89.41.25e-029.05e-042.82e-0643-6.11e-092.06e-04-89.41.34e-029.25e-042.08e-064343-5.44e-09-2.06e-04-89.41.34e-029.25e-042.08e-0644-5.44e-092.06e-04-89.41.44e-029.4e-041.17e-064444-5.6e-09-2.06e-04-89.41.44e-029.4e-041.17e-0645-5.6e-092.06e-04-89.41.54e-029.47e-042.36e-07支座沉降次內(nèi)力計(jì)算方法及結(jié)果按矩陣位移法求解支座沉降次內(nèi)力。在橋梁設(shè)計(jì)中，支座沉降工況的選取是應(yīng)慎重考慮的問(wèn)題。一般應(yīng)綜合考慮橋址處的地質(zhì)、水文等情況，根據(jù)已建橋梁的設(shè)計(jì)經(jīng)驗(yàn)來(lái)定。有時(shí)需選取幾種沉降工況計(jì)算，這樣就存在一個(gè)工況組合的問(wèn)題。程序一般對(duì)每一個(gè)截面挑最不利的工況內(nèi)力值作為沉降次內(nèi)力。本設(shè)計(jì)考慮1號(hào)墩下降1cm，2號(hào)墩下降1.50cm。沉降次內(nèi)力如圖8所示。圖8五.活載內(nèi)力計(jì)算（一）影響線的計(jì)算將單位荷載P=1作用在各橋面的節(jié)點(diǎn)上，求得結(jié)構(gòu)的變形及內(nèi)力，可得位移影響線和內(nèi)力影響線。（二）人群、履帶車(chē)、掛車(chē)加載人群加載只需求出影響的正、負(fù)區(qū)段面積；履帶車(chē)離散為若干集中力；掛車(chē)按集中荷載加載。（三）汽車(chē)加載掛車(chē)、履帶車(chē)全橋只考慮一輛。汽車(chē)荷載是由主車(chē)和重車(chē)組成的車(chē)隊(duì)，車(chē)距又受到約束，求其最大、最小效應(yīng)是個(gè)較復(fù)雜的問(wèn)題。這種情況下，車(chē)輛數(shù)和車(chē)距都是未知參數(shù)，隨具體影響線而變化，問(wèn)題歸結(jié)為求具有多個(gè)變量的函數(shù)在約束條件下的極值。此問(wèn)題的解決借助于計(jì)算機(jī)程序完成。全橋活載內(nèi)力如圖9所示。汽車(chē)彎矩包絡(luò)圖汽車(chē)剪力包絡(luò)圖掛車(chē)彎矩包絡(luò)圖掛車(chē)剪力包絡(luò)圖汽車(chē)最大、最小彎矩和剪力如表5，6，7，8所示汽車(chē)荷載效應(yīng)使用階段汽車(chē)MaxM效應(yīng)表5節(jié)點(diǎn)號(hào)軸力剪力彎矩水平位移豎向位移轉(zhuǎn)角位移110.00.00.01.11e-03-1.09e-039.27e-0420.00.00.01.11e-030.09.27e-04220.00.00.01.11e-030.09.27e-0430.0-1.36e+036.03e+031.11e-033.6e-039.07e-04330.01.36e+036.03e+031.11e-033.6e-039.07e-0440.0-1.3e+031.12e+041.11e-037.08e-038.59e-04440.01.3e+031.12e+041.11e-037.08e-038.59e-0450.0-8791.48e+041.11e-039.78e-037.97e-04550.08791.48e+041.11e-039.78e-037.97e-0460.0-7101.81e+041.13e-031.27e-026.98e-04660.07101.81e+041.13e-031.27e-026.98e-0470.0-8262.06e+041.16e-031.53e-025.78e-04770.08262.06e+041.16e-031.53e-025.78e-0480.0-3522.27e+041.19e-031.73e-024.42e-04880.03522.27e+041.19e-031.73e-024.42e-0490.0-2552.42e+041.02e-031.52e-023.15e-04990.02552.42e+041.02e-031.52e-023.15e-04100.0-1432.5e+044.73e-046.26e-032.31e-0410100.01432.5e+044.73e-046.26e-032.31e-04110.017.92.5e+041.95e-042.02e-031.95e-0411110.0-17.92.5e+041.95e-042.02e-031.95e-04120.02082.46e+04-1.09e-03-1.83e-022.57e-0412120.0-2082.46e+04-1.09e-03-1.83e-022.57e-04130.03182.4e+04-1.08e-03-1.76e-023.47e-0413130.0-3182.4e+04-1.08e-03-1.76e-023.47e-04140.04242.28e+04-1.03e-03-1.64e-024.24e-0414140.0-4242.28e+04-1.03e-03-1.64e-024.24e-04150.05062.11e+04-9.63e-04-1.5e-024.84e-0415150.0-5062.11e+04-9.63e-04-1.5e-024.84e-04160.06121.91e+04-8.76e-04-1.33e-025.28e-0416160.0-6121.91e+04-8.76e-04-1.33e-025.28e-04170.05791.66e+04-7.71e-04-1.15e-025.6e-0417170.0-5791.66e+04-7.71e-04-1.15e-025.6e-04180.05711.46e+04-6.72e-04-9.92e-035.79e-0418180.0-5711.46e+04-6.72e-04-9.92e-035.79e-04190.06031.32e+04-5.64e-04-8.28e-035.91e-0419190.0-6031.32e+04-5.64e-04-8.28e-035.91e-04200.06501.16e+04-4.47e-04-6.61e-035.99e-0420200.0-6501.16e+04-4.47e-04-6.61e-035.99e-04210.03761.01e+04-3.37e-04-5.11e-036.03e-0421210.0-3761.01e+04-3.37e-04-5.11e-036.03e-04220.051.31.01e+04-2.21e-04-3.6e-036.03e-0422220.0-51.31.01e+04-2.21e-04-3.6e-036.03e-04230.04499.61e+03-1.1e-04-2.22e-036.02e-0423230.0-4499.61e+03-1.1e-04-2.22e-036.02e-04240.074.69.17e+030.0-8.95e-045.98e-0424240.0-74.69.17e+030.0-8.95e-045.98e-04250.0-1229.19e+030.00.05.95e-0425250.0-2079.19e+030.00.05.95e-04260.02078.87e+031.91e-078.91e-045.92e-0426260.0-2078.87e+031.91e-078.91e-045.92e-04270.02128.82e+03-1.1e-042.19e-035.87e-0427270.0-2128.82e+03-1.1e-042.19e-035.87e-04280.0-1708.91e+03-2.2e-043.53e-035.81e-0428280.01708.91e+03-2.2e-043.53e-035.81e-04290.0-1608.83e+03-3.33e-044.97e-035.73e-0429290.01608.83e+03-3.33e-044.97e-035.73e-04300.02348.82e+03-4.4e-046.4e-035.65e-0430300.0-2348.82e+03-4.4e-046.4e-035.65e-04310.0-1388.66e+03-5.5e-047.96e-035.54e-0431310.01388.66e+03-5.5e-047.96e-035.54e-04320.0-2909.49e+03-6.53e-049.5e-035.42e-0432320.02909.49e+03-6.53e-049.5e-035.42e-04330.0-2631.03e+04-7.46e-041.1e-025.28e-0433330.02631.03e+04-7.46e-041.1e-025.28e-04340.0-2371.11e+04-8.46e-041.27e-025.08e-0434340.02371.11e+04-8.46e-041.27e-025.08e-04350.0-1971.19e+04-9.33e-041.44e-024.85e-0435350.01971.19e+04-9.33e-041.44e-024.85e-04360.0-4641.29e+04-1.01e-031.59e-024.59e-0436360.04641.29e+04-1.01e-031.59e-024.59e-04370.0-57.31.41e+04-9.81e-041.6e-024.29e-0437370.057.31.41e+04-9.81e-041.6e-024.29e-04380.0-4021.52e+04-1.03e-031.74e-024.05e-0438380.04021.52e+04-1.03e-031.74e-024.05e-04390.0-3371.66e+04-1.08e-031.88e-023.74e-0439390.03371.66e+04-1.08e-031.88e-023.74e-04400.0-5971.81e+04-1.11e-032.00e-023.38e-0440400.05971.81e+04-1.11e-032.00e-023.38e-04410.0-5252.02e+04-1.14e-032.11e-022.97e-0441410.05252.02e+04-1.14e-032.11e-022.97e-04420.0-5052.19e+04-5.03e-041.08e-022.5e-0442420.05052.19e+04-5.03e-041.08e-022.5e-04430.0-6272.32e+04-3.96e-072.41e-032.57e-0443430.06272.32e+04-3.96e-072.41e-032.57e-04440.0-1592.42e+044.2e-04-5.13e-032.89e-0444440.01592.42e+044.2e-04-5.13e-032.89e-04450.05.132.46e+041.08e-03-1.76e-023.58e-0445450.0-5.132.46e+041.08e-03-1.76e-023.58e-04使用階段汽車(chē)MinM效應(yīng)表6節(jié)點(diǎn)號(hào)軸力剪力彎矩水平位移豎向位移轉(zhuǎn)角位移110.00.00.0-1.02e-031.27e-03-1.06e-0320.0468-562-1.02e-030.0-1.06e-03220.0477-562-1.02e-030.0-1.06e-0330.0693-3.2e+03-1.02e-03-4.21e-03-1.03e-03330.0-693-3.2e+03-1.02e-03-4.21e-03-1.03e-0340.0693-5.94e+03-1.03e-03-8.18e-03-9.52e-04440.0-693-5.94e+03-1.03e-03-8.18e-03-9.52e-0450.0693-8.2e+03-1.03e-03-1.12e-02-8.47e-04550.0-693-8.2e+03-1.03e-03-1.12e-02-8.47e-0460.0693-1.09e+04-1.07e-03-1.41e-02-6.93e-04660.0-693-1.09e+04-1.07e-03-1.41e-02-6.93e-0470.0693-1.37e+04-1.1e-03-1.66e-02-5.24e-04770.0-693-1.37e+04-1.1e-03-1.66e-02-5.24e-0480.0693-1.64e+04-1.11e-03-1.8e-02-3.46e-04880.0-693-1.64e+04-1.11e-03-1.8e-02-3.46e-0490.0693-1.91e+04-9.27e-04-1.53e-02-1.88e-04990.0-693-1.91e+04-9.27e-04-1.53e-02-1.88e-04100.0693-2.15e+04-7.13e-04-1.17e-02-8.39e-0510100.0-693-2.15e+04-7.13e-04-1.17e-02-8.39e-05110.0693-2.39e+04-4.92e-04-7.97e-03-1.62e-0511110.0-693-2.39e+04-4.92e-04-7.97e-03-1.62e-05120.0693-2.63e+