本科畢業(yè)設(shè)計(jì)((64++2×1133+644)m設(shè)年級(jí)：220100級(jí)學(xué)號(hào)：20010004499姓名：專業(yè)：土木木工程指導(dǎo)老師：：2014年年6月第頁(yè)1.3.22施工工順序下面是施工工順序及及所需的的天數(shù)：：1.0#塊塊澆筑。由由于是懸懸臂施工工，合龍龍之前00#塊通通過(guò)固定定支座固固定在橋橋墩上（30天）2.等00#塊強(qiáng)強(qiáng)度達(dá)到到一定要要求，進(jìn)進(jìn)行預(yù)應(yīng)應(yīng)力張拉拉（1天）3.1#塊塊掛籃安安裝。（2天）4.1#塊塊安裝。（8天）5.重復(fù)前前面步驟驟，直至至合龍段段前三個(gè)個(gè)施工階階段開(kāi)始始用滿堂堂支架施施工邊跨跨現(xiàn)澆段段。（228天）6.繼續(xù)施施工，至至合龍段段，進(jìn)行行邊跨合合龍。（8天）7.邊跨頂頂、底板板束張拉拉。（22天）8.中跨合合龍。（8天）9.中跨跨頂、底底板束張張拉。（2天）10.改變變約束條條件。（2天）11.橋面面鋪裝。（30天）12.收縮縮徐變。（1000天）1.3.33設(shè)計(jì)計(jì)流程1.根據(jù)據(jù)經(jīng)驗(yàn)公公式擬定定橋梁的的截面尺尺寸。2.利用用橋博軟軟件建立立橋梁模模型，并并確定施施工階段段，使用用階段階階段。3.利用用橋博軟軟件計(jì)算算內(nèi)力，并并進(jìn)行組組合。按按照組合合情況計(jì)計(jì)算配筋筋情況。并并確定預(yù)預(yù)應(yīng)力筋筋的布置置。4.將算算好的鋼鋼筋畫(huà)到到CADD中，并并導(dǎo)入橋橋梁博士士中。5.計(jì)算算由不均均溫差、支支座沉降降、收縮縮徐變產(chǎn)產(chǎn)生的次次內(nèi)力。6.進(jìn)行行承載力力極限狀狀態(tài)和正正常使用用極限狀狀態(tài)下的的強(qiáng)度、應(yīng)應(yīng)力和變變形驗(yàn)算算。若驗(yàn)驗(yàn)算不合合格，修修改截面面或調(diào)整整配束直直至驗(yàn)算算合格為為止。7.當(dāng)一一切都通通過(guò)時(shí)，繪繪制施工工圖，編編寫(xiě)計(jì)算算書(shū)。第2章整體體設(shè)計(jì)說(shuō)說(shuō)明2.1設(shè)計(jì)的的基本資資料2.1.11主要要技術(shù)指指標(biāo)1.荷載載標(biāo)準(zhǔn)：：荷載標(biāo)準(zhǔn)直直接反映映橋梁通通行荷載載類(lèi)型和和承載力力水平。我我國(guó)的三三類(lèi)橋梁梁類(lèi)型相相應(yīng)的荷荷載標(biāo)準(zhǔn)準(zhǔn)為：公路荷載：：公路——Ⅰ級(jí)、公公路—Ⅱ級(jí)；鐵路荷載：：鐵路——A級(jí)、鐵鐵路—B級(jí)；城市道路荷荷載：城城—A級(jí)、城城—B級(jí)；人群荷載：：2.55~4kkN /m2此次畢設(shè)荷荷載標(biāo)準(zhǔn)準(zhǔn)值取公公路—Ⅰ級(jí)。2.橋面面寬度::高速公路取取2（0.55m防撞撞欄桿++11..75mm車(chē)行道道+1mm/2中中間分隔隔帶）==25..5m其其中，車(chē)車(chē)行道包包括：33m應(yīng)急急停車(chē)帶帶+7..5m車(chē)車(chē)行道++1.225m左左路沿帶帶。3.橋面面縱坡：：橋面縱坡是是橋梁線線形設(shè)計(jì)計(jì)的重要要指標(biāo)。本本次畢設(shè)設(shè)取橋跨跨線路縱縱坡為00%，即即為平坡坡。4.橋面面橫坡：：公路橋梁橋橋面比較較寬，橫橫坡范圍圍為1..5~220%。此此次橋面面橫坡取取2%。2.1.22所用用材料規(guī)規(guī)格1.主梁梁混凝土土：本設(shè)計(jì)跨度度為1113m，小小于2000m，因因此采用用C500級(jí)混凝凝土。2.預(yù)應(yīng)應(yīng)力鋼束束：此次設(shè)計(jì)所所用鋼絞絞線為七七股鋼絞絞線，由由七股的的鋼絲繞繞制而成成的鋼絞絞線，用用表示。上上下緣都都用199根一束束進(jìn)行錨錨固，對(duì)對(duì)應(yīng)錨群群YM115-119，對(duì)對(duì)應(yīng)波紋紋管直徑徑為。2.2截截面尺寸寸的擬定定根據(jù)公路連連續(xù)梁橋橋結(jié)構(gòu)尺尺寸擬定定的經(jīng)驗(yàn)驗(yàn)公式可可以依次次擬定出出截面中中支點(diǎn)梁梁高、中中跨跨中中梁高、腹腹板厚度度t、箱室室間距和和頂?shù)装灏搴穸鹊鹊取?.2.11梁高高的擬定定1.中支點(diǎn)點(diǎn)梁高的的擬定：：其中，為中中支點(diǎn)梁梁高；為為中跨跨跨徑。2.中跨跨跨中梁高高的擬定定：其中，為中中跨跨中中梁高；；為中跨跨跨徑。在本設(shè)計(jì)，跨跨中截面面處梁高高為3mm，支座座處梁高高為7..0m。梁梁高方程程為：（坐坐標(biāo)原點(diǎn)點(diǎn)為中跨跨跨中）；2.2.22腹板板總厚度度的擬定定腹板總厚度度的擬定定：其中，為橋橋面總寬寬度（單單位：mm）；為主主跨跨徑徑（單位位：m）。為單個(gè)腹板板厚度，是為了滿足構(gòu)造要求。2.2.33底板板厚度的的擬定頂?shù)装搴穸榷鹊臄M定定：頂、底板最最小厚度度不小于于箱室間間距的和和。在本設(shè)計(jì)中中墩處的的底板厚厚取800cm，跨跨中底板板厚取440cmm，在墩墩與跨中中間按11.6次次拋物線線形變化化，則底底板厚度度的變化化方程為為：（坐坐標(biāo)原點(diǎn)點(diǎn)為中跨跨跨中）y＝40++0.00007753xx1.66(cm))2.2.44截面面尺寸的的最后擬擬定經(jīng)過(guò)計(jì)算，基基本確定定下了截截面尺寸寸，如表表2-112-1截截面尺寸寸擬定取值范圍擬定尺寸（m）4.25--7.5537（m）2.05--2.8853箱室間距（m）不大于77頂板厚度（m）不小于0..230.3底板厚度（m）支座處底板板厚度不小于0..230.8跨中底板厚厚度不小于0..230.4橋面寬度（m）/12.7552.2.55截面面尺寸圖圖箱梁截面尺尺寸如圖圖2-11、2-22所示示：圖2-1跨中截截面尺寸寸圖((單位：：cm))圖2-2支座截截面尺寸寸圖((單位：：cm))2.3主主梁的施施工分段段本設(shè)計(jì)整個(gè)個(gè)橋梁劃劃分成1122個(gè)單元元；從墩墩中心線線向跨中中計(jì)起：：0號(hào)塊122m，6m××1+33m×11+3..5m××3+44m×44+5mm×4++1m==56..5m，中中跨和邊邊跨合龍龍段均是是2m，邊邊跨現(xiàn)澆澆段為66.5mm，共3554m。具體劃劃分見(jiàn)圖圖紙。各各梁段截截面尺寸寸如圖22-3所所示：圖2-3梁段截截面尺寸寸圖((單位：：cm))具體尺寸如如表2-22所示：：表2-2截截面尺寸寸參數(shù)截面號(hào)X坐標(biāo)((m)截面高度hh(cmm)底板厚度hh2(ccm)腹板厚度bb1(ccm)截面面積((mm^^2)10300404010.12225322.884142.97710.411310342.884345.94410.866415369.7745.748.91111.433520403.8849.151.88812.166624433.7752.154.26612.8728468.7755.656.63313.577832505.7759.35914.399936545.8863.361.38815.3111039.5582.776763.46616.1771143621.7770.965.54417.11246.5663.7775.167.62218.1111349.5689.8878.769.419.0221456.5700807019.355其中第1號(hào)號(hào)截面是是跨中截截面，而而14號(hào)截截面是支支點(diǎn)處的的截面。中中間2號(hào)截面面到133號(hào)截面面是中間間的截面面。各梁段重量量如表22-3所所示:表2-3懸懸臂施工工時(shí)各梁梁段重量量梁段長(zhǎng)度（m）重量（t）梁段長(zhǎng)度（m）重量（t）1號(hào)塊3.01287號(hào)塊41402號(hào)塊3.51338號(hào)塊41493號(hào)塊3.51399號(hào)塊51384號(hào)塊3.514710號(hào)塊51465號(hào)塊412511號(hào)塊51546號(hào)塊413212號(hào)塊5139第3章橋梁梁建模3.1橋橋梁博士士3.00的簡(jiǎn)介介橋梁博士系系統(tǒng)非常常的精確確，可以以與邁達(dá)達(dá)斯等工工程軟件件相媲美美，大大大的節(jié)省省了計(jì)算算過(guò)程的的繁瑣。唯唯一缺點(diǎn)點(diǎn)就是，橋橋梁博士士是二維維空間的的設(shè)計(jì)，不不涉及橋橋梁橫向向的結(jié)構(gòu)構(gòu)，因此此，程序序是大大大簡(jiǎn)單化化了，但但是，相相應(yīng)的設(shè)設(shè)計(jì)出來(lái)來(lái)的結(jié)果果還需進(jìn)進(jìn)行進(jìn)一一步優(yōu)化化。3.2利用橋橋梁博士士建模3.2.11輸入單單元信息息橋梁博士支支持多種種截面輸輸入方式式，本設(shè)設(shè)計(jì)采用用第五種種方式，先先把劃分分好的梁梁段左右右截面圖圖畫(huà)在CCAD中中，根據(jù)據(jù)上述表表格數(shù)據(jù)據(jù)，畫(huà)好好各個(gè)截截面，保保存為ccad220077dxxf格式式圖紙，進(jìn)進(jìn)入輸入入單元信信息選項(xiàng)項(xiàng)，右鍵鍵左截面面或者右右截面出出現(xiàn)如圖圖3--1所示示，然后后進(jìn)而出出現(xiàn)如圖圖3--2的條條框，點(diǎn)點(diǎn)擊瀏覽覽，選擇擇之前畫(huà)畫(huà)好的ddxf文文件路徑徑，注意意準(zhǔn)確填填寫(xiě)單元元編號(hào)、截截面類(lèi)型型再?gòu)腃CAD中中導(dǎo)入截截面，圖3-1橋橋博中導(dǎo)導(dǎo)入caad圖圖3-2橋橋博中瀏瀏覽選項(xiàng)項(xiàng)以此操作方方法可完完成對(duì)橋橋梁的截截面輸入入，依次次把各個(gè)個(gè)單元的的左右截截面導(dǎo)入入橋梁博博士中，然然后在經(jīng)經(jīng)過(guò)對(duì)稱稱，得出出全橋單單元圖，從從而完成成橋梁建建模。如如下圖33-3,,3-44：圖3-3橋橋邊跨單單元圖圖3-41/22橋跨中中單元圖圖3.2.22輸入入施工階階段信息息首先橋梁是是0號(hào)塊澆澆筑，然然后在以以0號(hào)塊為為基礎(chǔ)澆澆筑其他他普通梁梁段，整整個(gè)橋總總體步驟驟是首先先澆筑00號(hào)塊，其其次澆筑筑其他普普通梁段段，然后后是合攏攏段，最最后鋪裝裝道砟也也就是二二期恒載載、收縮縮徐變階階段。澆澆筑普通通梁段分分為為期期8天的澆澆筑混凝凝土階段段、為期期一天的的張拉預(yù)預(yù)應(yīng)力鋼鋼筋階段段、為期期一天的的掛籃前前移階段段。所以以每一個(gè)個(gè)梁段需需要十天天的工期期，本橋橋梁共設(shè)設(shè)計(jì)了551個(gè)施施工階段段，具體體的施工工工序?yàn)闉椋海?0#塊澆澆筑，等等0#塊強(qiáng)強(qiáng)度達(dá)到到一定要要求，進(jìn)進(jìn)行預(yù)應(yīng)應(yīng)力張拉拉，1##塊掛籃籃安裝，1#塊安裝。重復(fù)前面步驟，直至合龍段前三個(gè)施工階段開(kāi)始用滿堂支架施工邊跨現(xiàn)澆段繼續(xù)施工，至合龍段，進(jìn)行邊跨合龍邊跨頂、底板束張拉。中跨合龍，中跨頂、底板束張拉，改變約束條件，橋面鋪裝，收縮徐變。二期恒載：包括鋪裝層和欄桿重，按30kN/m計(jì)入。圖3-3第第四施工工階段圖圖3.2.33輸入入使用階階段信息息活載中汽車(chē)車(chē)荷載為為公路——Ⅰ級(jí)。汽汽車(chē)荷載載由車(chē)道道荷載和和車(chē)輛荷荷載組成成。車(chē)道荷載橫橫向分布布系數(shù)，按按設(shè)計(jì)車(chē)車(chē)道數(shù)布布置車(chē)輛輛荷載進(jìn)進(jìn)行計(jì)算算。多車(chē)車(chē)道橋梁梁的汽車(chē)車(chē)荷載應(yīng)應(yīng)考慮折折減，但但折減后后的效應(yīng)應(yīng)不得小小于兩條條設(shè)計(jì)車(chē)車(chē)道的荷荷載效應(yīng)應(yīng)。表3-1橫向折折減系數(shù)數(shù)取值橫向布置設(shè)設(shè)計(jì)車(chē)道道數(shù)2345678橫向折減系系數(shù)10.780.670.60.550.520.5本次畢設(shè)我我所用車(chē)車(chē)道數(shù)為為3，因此此橫向折折減系數(shù)數(shù)為0..78..大跨度度橋梁要要考慮車(chē)車(chē)道荷載載縱向折折減。折折減系數(shù)數(shù)的取值值原則見(jiàn)見(jiàn)表3--2。表3-2縱向折折減系數(shù)數(shù)取值計(jì)算跨徑LL0（m）縱向折減系系數(shù)計(jì)算跨徑LL0（m）縱向折減系系數(shù)150＜LL0＜40000.97800≤LL0＜100000.94400≤LL0＜60000.96LO≥100000.93600≤LL0＜80000.95本次畢設(shè)計(jì)計(jì)算跨徑徑為1113m，因因此縱向向折減系系數(shù)為00.977.3、汽車(chē)荷荷載包括括豎向動(dòng)動(dòng)力作用用時(shí)，應(yīng)應(yīng)將豎向向靜荷載載乘以動(dòng)動(dòng)力系數(shù)數(shù)，其中中為沖擊擊系數(shù)。連連續(xù)梁橋橋基頻計(jì)計(jì)算：為計(jì)算沖擊擊力引起起的正彎彎矩和剪剪力效應(yīng)應(yīng)時(shí)使用用；為計(jì)計(jì)算沖擊擊力引起起的負(fù)彎彎矩時(shí)使使用。本本次畢設(shè)設(shè)使用，代代入各參參數(shù)計(jì)算算得。沖擊系數(shù)計(jì)計(jì)算公式式見(jiàn)下：：代入，可計(jì)計(jì)算得，動(dòng)動(dòng)力系數(shù)數(shù)=1..13114、橋梁結(jié)結(jié)構(gòu)在壞壞境中受受到的梯梯度溫度度見(jiàn)下圖圖。如圖圖所示為為豎向溫溫度梯度度曲線，為橋面板表面的最高溫度，當(dāng)<400mm時(shí)，;當(dāng)>400mm時(shí)，。的取值見(jiàn)表。表3-3豎向日日照正溫溫差計(jì)算算的溫度度基數(shù)取取值結(jié)構(gòu)類(lèi)型T1（°CC)T2（°CC)混凝土鋪裝裝256.750mm混混凝土瀝瀝青鋪裝裝206.7100mmm混凝土土瀝青鋪鋪裝145.5此次畢設(shè)鋪鋪裝層為為1000mm瀝瀝青混凝凝土，因因此,.因此要要輸入升升溫溫差差，降溫溫溫差，按按照規(guī)范范取為220度，非非線性溫溫度按梯梯度取值值，箱梁梁表面為為10度，1000mmm處為6..07度度，4000mmm處為1..35度度，支座座沉降為為中間兩兩個(gè)支座座沉降11cm。此次畢設(shè)為為高速公公路，因因此不計(jì)計(jì)人群荷荷載。最后得出橋橋梁整體體的模型型。如圖圖3-44圖3-4全橋一一半模型型圖第4章主梁梁結(jié)構(gòu)內(nèi)內(nèi)力計(jì)算算4.1主梁恒恒載內(nèi)力力計(jì)算4.1.11分段段截面的的幾何特特性打開(kāi)橋梁博博士中的的單元整整體信息息一欄，可可以查到到各截面面的幾何何特性，如如表4--1。表4-1分段截截面的幾幾何特性性值截面號(hào)面積A(mm2)慣性矩Ixx(m4)中性軸至梁梁頂Y0(m)梁高(m))110.12213.51.333.0210.41114.8221.38223.2288310.86617.6111.48553.4288411.43321.8331.62663.6977512.166281.80664.0388612.834.21.96994.3377713.57742.4882.16114.6877814.39952.4992.36665.0577915.31164.9332.58995.45881016.17777.8442.79995.82771117.193.1883.02116.21771218.111111.773.26226.63771319.022129.663.46776.99881419.355136.333.54117.0其中第1號(hào)號(hào)截面是是跨中截截面，而而14號(hào)截截面是支支點(diǎn)處的的截面。中中間2號(hào)截面面到133號(hào)截面面是中間間的截面面。4.1.22施工時(shí)時(shí)的荷載載本設(shè)計(jì)中，最最大塊的的重量小小于8000kNN，故掛掛籃重量量可取8800kkN，這這樣的話話保證各各個(gè)梁段段能順利利掛籃施施工。4.1.33所用用二期恒恒載此外，我們們還要設(shè)設(shè)置二期期恒載，根根據(jù)高速速公路相相關(guān)規(guī)范范，我們們的二期期恒載取取為300kN//m。4.1.44橋博博計(jì)算模模型最后成型的的橋梁模模型如圖圖4-11所示圖4-1橋博中中橋模型型4.1.55恒載載計(jì)算結(jié)結(jié)果橋梁博士可可以完成成所有荷荷載的內(nèi)內(nèi)力計(jì)算算，這里里的恒載載包括一一期恒載載和二期期恒載，橋橋梁博士士支持內(nèi)內(nèi)力以ttxt文文本格式式進(jìn)行輸輸出，然然后在eexceel里導(dǎo)導(dǎo)入其ttxt。恒載作用下下結(jié)構(gòu)內(nèi)內(nèi)力見(jiàn)下下表4--1，結(jié)結(jié)構(gòu)內(nèi)力力圖見(jiàn)圖圖4-22。表4-1恒載內(nèi)內(nèi)力（全全橋）單元節(jié)點(diǎn)號(hào)軸力（kNN）剪力Q((kN))彎矩M((kN··m）11-2.100E-1102.06EE-1111.95EE-10012-2.100E-1101.42EE+022-3.544E+001231.24EE-100-2.011E+0034.54EE+033343.75EE-100-1.444E+0037.99EE+033451.50EE-100-8.733E+0021.03EE+044566.06EE-111-5.900E+0021.10EE+04467-4.233E-110-3.077E+0021.15EE+04478-2.011E-1101.13EE+0339.44EE+03389-3.822E-1102.61EE+0331.33EE+022910-2.877E-1104.15EE+033-1.677E+0041011-4.088E-1105.77EE+033-4.155E+0041112-5.977E-1107.14EE+033-6.733E+0041213-4.977E-1108.58EE+033-9.877E+0041314-4.266E-1101.01EE+044-1.366E+0051415-7.488E-1101.17EE+044-1.800E+0051516-4.588E-1101.32EE+044-2.233E+0051617-1.477E-1101.48EE+044-2.722E+0051718-9.488E-1111.64EE+044-3.277E+00518191.76EE-1001.79EE+044-3.788E+00519201.47EE-1111.84EE+044-3.966E+00520211.13EE-0992.02EE+044-4.644E+00521221.44EE-0992.06EE+044-4.744E+00522233.48EE-0992.18EE+044-4.955E+00523243.90EE-099-2.099E+004-4.744E+0052425-9.855E-009-2.044E+004-4.633E+0052526-2.588E-009-1.866E+004-3.955E+00526272.63EE-100-1.811E+004-3.766E+0052728-2.011E-009-1.666E+004-3.244E+0052829-2.000E-009-1.500E+004-2.699E+0052930-1.566E-009-1.344E+004-2.199E+0053031-2.333E-009-1.200E+004-1.755E+0053132-2.244E-009-1.033E+004-1.300E+0053233-2.255E-009-8.822E+003-9.211E+0043334-2.133E-009-7.399E+003-5.977E+0043435-2.266E-009-6.022E+003-3.299E+0043536-2.166E-009-4.399E+003-6.899E+0033637-2.266E-009-2.855E+0031.12EE+0443738-2.300E-009-1.377E+0032.17EE+0443839-2.199E-0096.38EE+0112.50EE+0443940-2.255E-0093.47EE+0222.48EE+0444041-2.088E-0096.30EE+0222.43EE+0444142-2.233E-0092.06EE+0331.76EE+0444243-2.200E-0093.54EE+0333.56EE+0334344-2.133E-0095.09EE+033-1.800E+0044445-2.100E-0096.71EE+033-4.744E+0044546-2.077E-0098.08EE+033-7.700E+0044647-2.044E-0099.52EE+033-1.122E+0054748-2.011E-0091.10EE+044-1.533E+0054849-2.011E-0091.26EE+044-2.011E+0054950-1.966E-0091.41EE+044-2.477E+0055051-1.788E-0091.57EE+044-3.000E+0055152-1.800E-0091.73EE+044-3.577E+0055253-1.744E-0091.88EE+044-4.122E+0055354-1.888E-0091.93EE+044-4.311E+0055455-1.599E-0092.11EE+044-5.011E+0055556-1.022E-0092.16EE+044-5.122E+0055657-1.155E-0092.27EE+044-5.344E+0055758-4.311E-009-2.166E+004-5.122E+00558580.00EE+000-1.500E+0028.53EE+03358590.00EE+0001.34EE+0228.47EE+03359590.00EE+000-1.344E+0028.47EE+03359600.00EE+0006.17EE+0118.15EE+03360600.00EE+000-6.177E+0018.15EE+03360610.00EE+0004.30EE+0118.11EE+03361610.00EE+000-4.300E+0018.11EE+03361620.00EE+0001.28EE+0119.21EE+03362620.00EE+000-1.377E+0019.21EE+03362630.00EE+000-1.144E+0011.06EE+04463630.00EE+0001.14EE+0111.06EE+04463640.00EE+000-1.033E+0031.21EE+04464640.00EE+0001.03EE+0331.21EE+04464650.00EE+000-2.100E+0011.37EE+04465650.00EE+0002.10EE+0111.37EE+04465660.00EE+000-1.488E+0011.53EE+04466660.00EE+0001.49EE+0111.53EE+04466670.00EE+000-1.000E+0031.70EE+04467670.00EE+0001.00EE+0331.70EE+04467680.00EE+000-9.922E+0021.87EE+04468680.00EE+0009.92EE+0221.87EE+04468690.00EE+000-1.066E+0032.04EE+04469690.00EE+0001.06EE+0332.04EE+04469700.00EE+000-9.266E+0022.25EE+04470700.00EE+0009.26EE+0222.25EE+04470710.00EE+000-7.433E+0022.38EE+04471710.00EE+0007.43EE+0222.38EE+04471720.00EE+000-5.566E+0022.42EE+04472720.00EE+0005.56EE+0222.42EE+04472730.00EE+000-3.799E+0022.40EE+04473730.00EE+0003.79EE+0222.40EE+04473740.00EE+000-3.322E+0022.37EE+04474740.00EE+0003.32EE+0222.37EE+04474750.00EE+0007.10EE+0222.34EE+04475750.00EE+000-7.100E+0022.34EE+04475760.00EE+0009.14EE+0222.22EE+04476760.00EE+000-9.144E+0022.22EE+04476770.00EE+0005.16EE+0112.00EE+04477770.00EE+000-5.188E+0012.00EE+04477780.00EE+0001.65EE+0221.70EE+04478780.00EE+000-1.655E+0021.70EE+04478790.00EE+0008.24EE+0221.57EE+04479790.00EE+000-8.244E+0021.57EE+04479800.00EE+000-2.111E+0021.50EE+04480800.00EE+0002.11EE+0221.50EE+04480810.00EE+000-2.055E+0021.44EE+04481810.00EE+0002.05EE+0221.44EE+04481820.00EE+0008.14EE+0221.37EE+04482820.00EE+000-8.144E+0021.37EE+04482830.00EE+0008.12EE+0221.32EE+04483830.00EE+000-8.122E+0021.32EE+04483840.00EE+000-2.244E+0021.29EE+04484840.00EE+0002.24EE+0221.29EE+04484850.00EE+000-3.644E+0021.37EE+04485850.00EE+0003.64EE+0221.37EE+04485860.00EE+000-3.966E+0021.49EE+04486860.00EE+0003.96EE+0221.49EE+04486870.00EE+000-4.266E+0021.61EE+04487870.00EE+0004.26EE+0221.61EE+04487880.00EE+000-4.366E+0021.65EE+04488880.00EE+0004.36EE+0221.65EE+04488890.00EE+000-4.922E+0021.79EE+04489890.00EE+0004.76EE+0221.79EE+04489900.00EE+000-4.888E+0021.82EE+04490900.00EE+0004.82EE+0221.82EE+04490910.00EE+000-4.944E+0021.86EE+04491910.00EE+000-3.133E+0021.86EE+04491920.00EE+0002.64EE+0221.84EE+04492920.00EE+000-2.644E+0021.84EE+04492930.00EE+0002.42EE+0221.82EE+04493930.00EE+000-2.422E+0021.82EE+04493940.00EE+0009.93EE+0111.77EE+04494940.00EE+000-9.933E+0011.77EE+04494950.00EE+0006.44EE+0111.76EE+04495950.00EE+000-6.444E+0011.76EE+04495960.00EE+000-1.288E+0001.76EE+04496960.00EE+0008.80EE-0111.76EE+04496970.00EE+000-1.099E+0031.85EE+04497970.00EE+0001.09EE+0331.85EE+04497980.00EE+000-1.088E+0032.06EE+04498980.00EE+0001.08EE+0332.06EE+04498990.00EE+0001.29EE+0112.25EE+04499990.00EE+000-1.299E+0012.25EE+044991000.00EE+000-8.377E+0022.42EE+0441001000.00EE+0008.37EE+0222.42EE+0441001010.00EE+000-6.899E+0022.53EE+0441011010.00EE+0006.89EE+0222.53EE+0441011020.00EE+000-5.388E+0022.57EE+0441021020.00EE+0005.38EE+0222.57EE+0441021030.00EE+000-3.844E+0022.54EE+0441031030.00EE+0003.84EE+0222.54EE+0441031040.00EE+000-1.722E+0022.39EE+0441041040.00EE+0001.72EE+0222.39EE+0441041050.00EE+0004.62EE+0112.11EE+0441051050.00EE+000-4.622E+0012.11EE+0441051060.00EE+0002.71EE+0221.70EE+0441061060.00EE+000-2.700E+0021.70EE+0441061070.00EE+0001.48EE+0331.16EE+0441071070.00EE+000-1.488E+0031.16EE+0441071080.00EE+0001.54EE+0331.04EE+0441081080.00EE+000-1.544E+0031.04EE+0441081090.00EE+0001.60EE+0339.12EE+0331091090.00EE+000-1.600E+0039.12EE+0331091100.00EE+0001.66EE+0336.27EE+0331101100.00EE+000-1.666E+0036.27EE+0331101110.00EE+0001.78EE+0333.27EE+0331111110.00EE+000-1.788E+0033.27EE+0331111120.00EE+0000.00EE+0000.00EE+0001121120.00EE+0000.00EE+0000.00EE+0001121130.00EE+0000.00EE+0000.00EE+000在結(jié)構(gòu)自重重以及二二期恒載載的作用用下，整整個(gè)橋體體軸力幾幾乎為00，彎矩矩由支座座到跨中中逐漸增增大。支支座處彎彎矩最小小，為--3.554E++01kkN·mm，在跨跨中時(shí)最最大，為為-4..95EE+055kN··m，剪剪力圖呈呈現(xiàn)關(guān)于于跨中反反對(duì)稱，整體圖形對(duì)稱，簡(jiǎn)潔明了內(nèi)力分布合理。說(shuō)明了模型建立的很正確，恒載輸入也很正確。圖4-2恒載作作用下的的內(nèi)力圖圖4.2活活載內(nèi)力力計(jì)算結(jié)結(jié)果在橋梁博士士中只需需定義設(shè)設(shè)計(jì)活載載即可運(yùn)運(yùn)算出結(jié)結(jié)果。本設(shè)計(jì)的活活載只考考慮公路路一級(jí)汽汽車(chē)荷載載，橋梁梁博士軟軟件分析析出的一一半結(jié)構(gòu)構(gòu)的計(jì)算算數(shù)據(jù)如如表3--3：：結(jié)構(gòu)內(nèi)內(nèi)力圖見(jiàn)見(jiàn)圖4--3、4-44、4-55、4-66。表4-2活載內(nèi)內(nèi)力(全橋）單元梁節(jié)點(diǎn)號(hào)剪力Q((kN）彎矩M((kN··m）QmaxQminMmaxMmin110.000E++000..00EE+0000.00EE+0000.00EE+000120.000E++001..02EE+0330.00EE+000-4.244E+002220.000E++001.09EE+0110.00EE+000-4.244E+00223-1..78EE+0338.26EE+0223.27EE+033-1.555E+003331.778E++03-8.266E+0023.27EE+033-1.555E+00334-1..66EE+0338.26EE+0226.27EE+033-3.100E+003441.666E++03-8.266E+0026.27EE+033-3.100E+00345-1..60EE+0338.26EE+0229.12EE+033-4.655E+003551.660E++03-8.266E+0029.12EE+033-4.655E+00356-1.554E++038.27EE+0221.04EE+044-5.433E+003661.544E+003-8.277E+0021.04EE+044-5.433E+00367-1.449E++038.27EE+0221.16EE+044-6.200E+003771.449E++03-8.277E+0021.16EE+044-6.200E+00378-2..70EE+0228.27EE+0221.70EE+044-1.011E+004882.771E++02-8.277E+0021.70EE+044-1.011E+00489-4..62EE+0118.28EE+0222.11EE+044-1.400E+004994.662E++01-8.288E+0022.11EE+044-1.400E+0049101.772E++028.28EE+0222.39EE+044-1.799E+0041010-1..72EE+022-8.288E+0022.39EE+044-1.799E+00410113.884E++028.28EE+0222.54EE+044-2.188E+0041111-3..84EE+022-8.288E+0022.54EE+044-2.188E+00411125.338E++028.28EE+0222.57EE+044-2.499E+0041212-5..38EE+022-8.288E+0022.57EE+044-2.499E+00412136.889E++028.28EE+0222.53EE+044-2.800E+0041313-6..89EE+022-8.277E+0022.53EE+044-2.800E+00413148.337E++028.27EE+0222.42EE+044-3.111E+0041414-8..37EE+022-8.277E+0022.42EE+044-3.111E+00414151.001E++038.27EE+0222.27EE+044-3.422E+0041515-1..01EE+033-8.277E+0022.27EE+044-3.422E+00415161.009E++038.27EE+0222.07EE+044-3.699E+0041616-1..09EE+033-8.277E+0022.07EE+044-3.699E+00416171.007E++039.98EE+0221.84EE+044-4.000E+0041717-1..07EE+033-9.988E+0021.84EE+044-4.000E+00417181.116E++011.16EE+0331.76EE+044-4.366E+0041818-1..20EE+011-1.166E+0031.76EE+044-4.366E+0041819-6..43EE+0111.32EE+0331.76EE+044-4.711E+00419196.443E++01-1.322E+0031.76EE+044-4.711E+0041920-9..92EE+0111.38EE+0331.77EE+044-4.855E+00420209.992E++01-1.388E+0031.77EE+044-4.855E+0042021-2..42EE+0221.60EE+0331.82EE+044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E+0043.51EE+044-2.799E+00391.33EE+0222.11EE+044-1.400E+0042.97EE+044-1.944E+00410-1.677E+0042.39EE+044-1.799E+0041.33EE+044-4.511E+00411-4.155E+0042.54EE+044-2.188E+004-1.433E+004-8.033E+00412-6.733E+0042.57EE+044-2.499E+004-4.488E+004-1.166E+00513-9.877E+0042.53EE+044-2.800E+004-8.311E+004-1.588E+00514-1.366E+0052.42EE+044-3.111E+004-1.299E+005-2.077E+00515-1.800E+0052.27EE+044-3.422E+004-1.844E+005-2.633E+00516-2.233E+0052.07EE+044-3.699E+004-2.399E+005-3.199E+00517-2.722E+0051.84EE+044-4.000E+004-3.011E+005-3.822E+00518-3.277E+0051.76EE+044-4.366E+004-3.677E+005-4.533E+00519-3.788E+0051.76EE+044-4.711E+004-4.299E+005-5.199E+00520-3.966E+0051.77EE+044-4.855E+004-4.500E+005-5.433E+00521-4.644E+0051.82EE+044-5.355E+004-5.311E+005-6.311E+00522-4.744E+0051.84EE+044-5.433E+004-5.433E+005-6.444E+00523-4.955E+0051.86EE+044-5.599E+004-5.688E+005-6.722E+00524-4.744E+0051.82EE+044-5.388E+004-5.433E+005-6.433E+00525-4.633E+0051.79EE+044-5.277E+004-5.311E+005-6.300E+00526-3.955E+0051.65EE+044-4.577E+004-4.511E+005-5.388E+00527-3.766E+0051.61EE+044-4.388E+004-4.299E+005-5.133E+00528-3.244E+0051.49EE+044-3.822E+004-3.688E+005-4.433E+00529-2.699E+0051.37EE+044-3.222E+004-3.044E+005-3.688E+00530-2.199E+0051.29EE+044-2.688E+004-2.455E+005-3.011E+00531-1.755E+0051.32EE+044-2.177E+004-1.911E+005-2.400E+00532-1.300E+0051.37EE+044-1.666E+004-1.377E+005-1.800E+00533-9.211E+0041.43EE+044-1.233E+004-9.055E+004-1.288E+00534-5.977E+0041.50EE+044-9.644E+003-5.066E+004-8.511E+00435-3.299E+0041.58EE+044-7.444E+003-1.733E+004-4.999E+00436-6.899E+0031.71EE+044-5.744E+0031.56EE+044-1.633E+004371.12EE+0441.99EE+044-6.499E+0034.13EE+0444.34EE+033382.17EE+0442.22EE+044-7.222E+0035.72EE+0441.59EE+044392.50EE+0442.36EE+044-8.855E+0036.30EE+0441.76EE+044402.48EE+0442.37EE+044-9.233E+0036.29EE+0441.68EE+044412.43EE+0442.38EE+044-9.600E+0036.24EE+0441.57EE+044421.76EE+0442.43EE+044-1.155E+0045.51EE+0444.99EE+033433.56EE+0332.39EE+044-1.344E+0043.77EE+044-1.444E+00444-1.800E+0042.25EE+044-1.522E+0049.87EE+033-4.299E+00445-4.744E+0042.02EE+044-1.722E+004-2.877E+004-8.100E+00446-7.700E+0041.88EE+044-1.944E+004-6.611E+004-1.200E+00547-1.122E+0051.71EE+044-2.222E+004-1.111E+005-1.666E+00548-1.533E+0051.55EE+044-2.544E+004-1.622E+005-2.199E+00549-2.011E+0051.38EE+044-2.911E+004-2.211E+005-2.822E+00550-2.477E+0051.20EE+044-3.288E+004-2.800E+005-3.433E+00551-3.000E+0051.06EE+044-3.699E+004-3.455E+005-4.111E+00552-3.577E+0059.22EE+033-4.144E+004-4.166E+005-4.877E+00553-4.122E+0058.11EE+033-4.577E+004-4.822E+005-5.588E+00554-4.311E+0058.15EE+033-4.722E+004-5.055E+005-5.833E+00555-5.011E+0058.47EE+033-5.299E+004-5.900E+005-6.766E+00556-5.122E+0058.53EE+033-5.377E+004-6.022E+005-6.900E+00557-5.344E+0058.68EE+033-5.544E+004-6.299E+005-7.199E+00558-5.122E+0058.53EE+033-5.377E+004-6.299E+005-7.199E+00559-5.011E+0058.47EE+033-5.299E+004-6.022E+005-6.900E+00560-4.311E+0058.15EE+033-4.722E+004-5.900E+005-6.766E+00561-4.122E+0058.11EE+033-4.577E+004-5.055E+005-5.833E+00562-3.577E+0059.21EE+033-4.144E+004-4.822E+005-5.588E+00563-3.000E+0051.06EE+044-3.699E+004-4.166E+005-4.877E+00564-2.477E+0051.21EE+044-3.288E+004-3.455E+005-4.111E+00565-2.011E+0051.37EE+044-2.911E+004-2.800E+005-3.433E+00566-1.533E+0051.53EE+044-2.544E+004-2.22