變截面箱型連續(xù)梁橋--橋梁工程畢業(yè)設(shè)計(共94頁)

1、精選優(yōu)質(zhì)文檔-傾情為你奉上專心-專注-專業(yè)目錄目錄精選優(yōu)質(zhì)文檔-傾情為你奉上專心-專注-專業(yè)精選優(yōu)質(zhì)文檔-傾情為你奉上專心-專注-專業(yè)精選優(yōu)質(zhì)文檔-傾情為你奉上專心-專注-專業(yè)精選優(yōu)質(zhì)文檔-傾情為你奉上專心-專注-專業(yè)第一章 方案比選1.1 方案選取及尺寸擬定鑒于毛利沖地質(zhì)地形情況，該處地勢崎嶇，橋全長較長，故比選方案主要采用預(yù)應(yīng)力混凝土連續(xù)梁和斜拉橋形式。根據(jù)安全、適用、經(jīng)濟(jì)、美觀的設(shè)計原則，初步擬定了三個方案。1.11 方案一：50+80+50m 的變截面箱型連續(xù)梁橋本橋上部構(gòu)造為 50+80+50m 的變截面預(yù)應(yīng)力砼連續(xù)梁，箱梁采用的單箱單室截面，箱梁支點截面梁高 5m，跨中截面梁高 2

2、.5m,梁寬 9m，下部構(gòu)造橋墩為薄壁式橋墩或雙柱式墩配樁基礎(chǔ)；橋臺為重力式 U 型橋臺配擴(kuò)大基礎(chǔ)。由于該橋橋位較高 ，為了減少墩臺數(shù)量且跨徑選擇合理。圖 2 變截面連續(xù)梁橋立面精選優(yōu)質(zhì)文檔-傾情為你奉上專心-專注-專業(yè)圖 3 變截面連續(xù)梁剖面圖1.12 方案二：445m 等截面預(yù)應(yīng)力砼連續(xù)剛構(gòu)梁 1.本橋上部構(gòu)造為 445m 預(yù)應(yīng)力砼連續(xù)梁，箱梁采用的單箱單室截面，梁高3m,橋面寬 9m, 下部構(gòu)造橋墩為薄壁式橋墩或雙柱式墩配樁基礎(chǔ)；橋臺為重力式 U 型橋臺配擴(kuò)大基礎(chǔ)。圖 4 等截面連續(xù)梁立面 精選優(yōu)質(zhì)文檔-傾情為你奉上專心-專注-專業(yè)1.13 方案三：65+115m 斜拉橋 本橋上部構(gòu)造為

3、 65+115m 的箱型截面的斜拉橋，由于斜拉橋的多點支撐故可以大大減少主梁的高度，索距為 6m，塔高 38m。箱梁采用單相單室，梁高 1.8m,梁寬 9m，下部構(gòu)造橋墩為薄壁式橋墩或雙柱式墩配樁基礎(chǔ)；橋臺為重力式 U 型橋臺配擴(kuò)大基礎(chǔ)。 圖 5 斜拉橋立面圖 精選優(yōu)質(zhì)文檔-傾情為你奉上專心-專注-專業(yè)1.2 各方案主要優(yōu)缺點比較表表 2方案一方案二方案三適用性跨越能力較大結(jié)構(gòu)剛度大、變形小、行車平順舒適、伸縮縫少、抗震能力強(qiáng)跨越能力較大結(jié)構(gòu)剛度大、變形小、行車平順舒適、伸縮縫少、抗震能力強(qiáng)梁的高跨比小自重明顯比其他小，變形小，行車舒適安全性箱梁斷面剛度大，施工安全。大跨度連續(xù)梁恒載內(nèi)力占的比

4、重較大，選用變高度梁可以大大減小跨中區(qū)段恒載產(chǎn)生的內(nèi)力。變高度符合梁的內(nèi)力分布規(guī)律。采用懸臂施工時，變高度梁又與施工時的內(nèi)力狀態(tài)相吻合。箱梁斷面剛度大，施工安全。主橋采用懸臂施工，需要掛籃，吊裝設(shè)備及。連續(xù)梁施工控制復(fù)雜，工期較長，連續(xù)梁橋主墩需要大型橡膠支座，養(yǎng)護(hù)更換麻煩箱梁斷面剛度大，施工安全。主橋采用懸臂施工，需要掛籃，吊裝設(shè)備要求高 由于跨徑大，施工難度大工期長墩臺少，下部結(jié)構(gòu)施工少經(jīng)濟(jì)性變截面連續(xù)梁部分上部結(jié)構(gòu)造價較高，支座養(yǎng)護(hù)費用較高，上部結(jié)構(gòu)造價相對其他兩種較低，主橋的運營養(yǎng)護(hù)成本在后期較低。上部結(jié)構(gòu)下部結(jié)構(gòu)由于技術(shù)要求高所以造價也高美觀性從美學(xué)觀點出發(fā)，變高度梁比較有韻律感，特

5、別是位于城市中的橋梁。整體外形單一，跨徑安排較合理，由于橋型較長，主梁結(jié)構(gòu)單一顯得有點單調(diào)氣勢宏偉，符合地形特點，但跨徑安排較大。顯得不協(xié)調(diào)1.3. 結(jié)論通過對比，從受力合理，安全適用，經(jīng)濟(jì)美觀的角度綜合考慮，方案一為最佳推薦方案，即 50+80+50m 的變截面箱型連續(xù)梁橋。精選優(yōu)質(zhì)文檔-傾情為你奉上專心-專注-專業(yè)第二章 毛截面幾何特性計算2.1 基本資料2.1.1 主要技術(shù)指標(biāo)橋型布置：50m+80m+50m 變截面連續(xù)梁橋（圖 2-1）橋面凈空：凈-8m設(shè)計荷載：公路I 級橋面縱坡：0 %橋面橫坡：2% -9000500800050022525004005000 -800圖 2-1 主

6、梁橫截面圖及橋面布置圖（單位：cm）2.1.2 材料規(guī)格主梁： C50 號混凝土，容重為 27kN/m3，彈性模量取 3.45107 kPa；橋面鋪裝：采用防水混凝土，厚度為 10cm，容重為 25kN/m3；人行道、欄桿：C20 號混凝土，容重為 25kN/m3；橫隔板：C50 號混凝土，容重為 27kN/m3，彈性模量取 3.45107 kPa。2.2 結(jié)構(gòu)計算簡圖精選優(yōu)質(zhì)文檔-傾情為你奉上專心-專注-專業(yè)全橋三跨共取 52 個單元，53 個結(jié)點，其中 13、12-19、34-41、50-52 號單元長為 3m，9-11、20-22、31-33、42-44 號單元長為 4m，6-8、23-

7、25、28-30、45-47 號單元長 5m，4、5、26、27、48、49 號單元長 1m。橋墩簡化為活動和固定鉸支座。結(jié)點x、y 坐標(biāo)按各結(jié)點對應(yīng)截面的形心點的位置來確定，結(jié)構(gòu)計算簡圖，如圖 2-2 所示。圖 2-2 結(jié)構(gòu)計算簡圖2.3 毛截面幾何特性計算用三角形分塊法（GEO2 程序）計算主梁截面幾何特性，截面編號和坐標(biāo)系取用，見圖 2-3。1(19)2(12)45678910131415222324252627211718163(11)20(28)yx圖 2-3 截面幾何特性計算的三角形分塊結(jié)點編號圖輸入數(shù)據(jù)文件 D2-1-1.DAT，內(nèi)容為：281,-5.0,0.02,5.0,0.0

8、3,3.0,0.854,1.6,0.855,0.4,1.256,0.4,3.87,1.6,4.28,3.0,4.29,4.2,3.810,4.2,1.2511,3.0,0.8512,5.0,0.013,5.0,4.114,8.0,4.315,8.0,4.516,-8.0,4.517,-8.0,4.3精選優(yōu)質(zhì)文檔-傾情為你奉上專心-專注-專業(yè)18,-5.0,4.119,-5.0,0.020,-3.0,0.8521,-4.2,1.2522,-4.2,3.823,-3.0,4.224,-1.6,4.225,-0.4,3.826,-0.4,1.2527,-1.6,0.8528,-3.0,0.85以上數(shù)

9、據(jù)僅為一個結(jié)點截面的數(shù)據(jù)文件，其余結(jié)點截面的數(shù)據(jù)文件省略，其形式與上類同。計算結(jié)果，見“表 2-1 結(jié)點截面幾何特性總表”。結(jié)點截面幾何特性和單元幾何特性，分別見表 2-2 和表 2-3。表 2-1 結(jié)點截面幾何特性總表序號節(jié)點號截面高度截面面積截面抗彎慣距截面形心位置 Hx（m）112.56.465.912741.41222.56.465.912741.41332.56.465.912741.41442.56.465.912741.41552.56.465.912741.41662.526.487856.011121.42772.646.74936.877851.47882.837.1738

10、78.39621.56993.17.7844710.80161.6710103.368.4396213.60471.7811113.679.2444617.46011.9112124.0310.237922.71432.0713134.3311.124827.87222.214144.6512.140134.32222.3415155.013.342.41422.4916165.013.342.41422.4917175.013.342.41422.4918184.6512.140134.32222.3419194.3311.124827.87222.220204.0310.237922.71

11、432.0721213.679.2444617.46011.9122223.368.4396213.60471.78精選優(yōu)質(zhì)文檔-傾情為你奉上專心-專注-專業(yè)23233.17.7844710.80161.6724242.837.173878.39621.5625252.646.74936.877851.4726262.526.487856.011121.4227272.56.465.912741.4128282.526.487856.011121.4229292.646.74936.877851.4730302.837.173878.39621.5631313.17.7844710.80161

12、.6732323.368.4396213.60471.7833333.679.2444617.46011.9134344.0310.237922.71432.0735354.3311.124827.87222.236364.6512.140134.32222.3437375.013.342.41422.4938385.013.342.41422.4939395.013.342.41422.4940404.6512.140134.32222.3441414.3311.124827.87222.242424.0310.237922.71432.0743433.679.2444617.46011.9

13、144443.368.4396213.60471.7845453.17.7844710.80161.6746462.837.173878.39621.5647472.646.74936.877851.4748482.526.487856.011121.4249492.56.465.912741.4150502.56.465.912741.4151512.56.465.912741.4152522.56.465.912741.41精選優(yōu)質(zhì)文檔-傾情為你奉上專心-專注-專業(yè)表 2-2 結(jié)點截面幾何特性表 序列號節(jié)點號截面高度截面面積截面抗彎慣距截面形心位置 Hx（m）11-4 50-522.56.

14、465.912741.4126 26 28 482.526.487856.011121.4237 25 29 472.646.74936.877851.4748 24 30 462.837.173878.39621.5659 23 31 453.17.7844710.80161.67610 22 32 443.368.4396213.60471.78711 21 33 453.679.2444617.46011.91812 20 34 424.0310.237922.71432.07913 19 35 414.3311.124827.87222.21014 18 36 404.6512.140

15、134.32222.341115-17 37-395.013.342.41422.49表 2-3 單元幾何特性表序號單元號截面面積截面抗彎慣距截面形心位置Hx（m）11-4 49-526.465.912741.4125 48 26 276.5.961931.41536 25 28 476.6.1.44547 24 29 466.7.1.51558 23 30 457.479179.59891.61569 22 31 448.12.203151.725710 21 32 438.8420415.53241.845811 20 33 429.7411820.08721.99912 19 34 41

16、10.6813525.293252.1351013 18 35 4011.6324531.09722.271114 17 36 3912.7200538.36822.415精選優(yōu)質(zhì)文檔-傾情為你奉上專心-專注-專業(yè)1215 16 37 3813.342.41422.49第三章 內(nèi)力計算及組合3.1 荷載3.1.1 結(jié)構(gòu)重力荷載（1）橋面系荷載防撞護(hù)欄重：q1 =（0.3+0.5）0.2/2+0.20.5+0.80.2 252=24.5 kN/m橋面鋪裝重：q2 =（0.6+0.15）4/2252 = 21kN/m合計：q = q1+q2 = 45.5 kN/m 將橋面系荷載作為二期恒載以均布荷

17、載的形式加在主梁上。（2）主梁自重按 =27kN/m3的容重，以計主梁自重的形式計入恒載中。且在每跨 l/4 截面、l/2截面以及支點截面各設(shè)一道橫隔梁，其重量按非結(jié)點荷載計算。中跨跨中截面橫隔板重：(5-0.42)(2.5-0.25-0.4)-0.80.32-0.30.32-11.5-0.50.750.75+0.30.32 0.227= 26.497 kN中跨 l/4 截面橫隔板重：(5-0.5382)(3.362-0.25-0.538)-0.80.32-0.30.32-1.251.5-0.50.750.75+0.30.320.427 0.427= 74.112 kN中跨支點截面橫隔板重：(

18、5-0.82)(8-0.25-0.8)-0.80.32-0.30.32-1.251.5-0.50.750.75+0.30.320.427 0.627 =165.184 kN邊跨 l/4 截面（靠中跨側(cè)）橫隔板重：精選優(yōu)質(zhì)文檔-傾情為你奉上專心-專注-專業(yè)(5-0.6442)(4.029-0.25-0.644)-0.80.32-0.30.32-1.251.5-0.50.750.75+0.30.320.427 0.427 = 90.705 kN邊跨跨中截面橫隔板重：(5-0.4952)(3098-0.25-0.495)-0.80.32-0.30.32-1.251.5-0.50.750.75+0.3

19、0.320.427 0.427 = 66.932 kN邊跨 l/4 截面（靠橋臺側(cè)）橫隔板重：(5-0.4052)(2.51-0.25-0.405)-0.80.32-0.30.32-11.5-0.50.750.75+0.30.32 0.227= 26.510 kN邊跨邊支點截面橫隔板重：(5-0.42)(2.5-0.25-0.4)-0.80.32-0.30.32-11.5-0.50.750.75+0.30.32 0.427= 52.984 kN3.1.2 支座不均勻沉降支座不均勻沉降應(yīng)根據(jù)各墩位處地質(zhì)情況以及基礎(chǔ)的布置形式和支座反力大小按基礎(chǔ)工程以及有關(guān)規(guī)范的規(guī)定來計算，這里假定中間兩橋墩相對

20、兩邊橋臺下沉20mm。在荷載組合中，此項荷載作為 SQ2，SQ2 中還可包括溫度等荷載效應(yīng)，應(yīng)根據(jù)設(shè)計要求來取用。3.1.3 活載汽車： 公路 I 級車道荷載（由均布荷載 qk和集中荷載 Pk組成） ，qk=10.5kN/m，Pk=360kN；計算剪力效應(yīng)時，Pk=432kN。3.2 結(jié)構(gòu)重力作用以及影響線計算采用 FR2 程序計算，關(guān)心結(jié)點取結(jié)點 153；關(guān)心截面取全結(jié)構(gòu)的相關(guān)截面。3.2.1 輸入數(shù)據(jù)52,53,5,32,1,0,1,1,53,1 （NM,NJ,NS,NGE,NME,NKA,NCA,NTI,NFI,NFY）1, 1, 2, 1, 12, 2, 3, 1, 23, 3, 4,

21、 1, 3精選優(yōu)質(zhì)文檔-傾情為你奉上專心-專注-專業(yè) （中間數(shù)據(jù)省略，其形式與上類同）50, 50, 51, 1, 351, 51, 52, 1, 252, 52, 53, 1, 1 ISE(I,J),J=1,2 ,(IMG(I,J),J=1,2),I=1,NM1, 0.0 ,0.02, 3.0 , 0.0 3, 6.0 , 0.0 （中間數(shù)據(jù)省略，其形式與上類同）50, 171, 0.051, 174 , 0.052, 177 ,0.0 ( I,(XY(I,J),J=1,2) )1,27.0,3.45E7 ( I,(WE(I,J),J=1,2),I=1,NME )1, 22.3875 , 6

22、1.3615 2, 20.6140 , 58.7755 3, 18.7830 , 55.5940 （中間數(shù)據(jù)省略，其形式與上類同）30, 32.5510 , 328.0000 31, 33.9680 , 355.9750 32, 34.0600 , 356.4700 (I,(AI(I,J),J=1,2),I=1,NGE)41,9999,0.0,999916,0.0,0.0,999938,9999,0.0,999952,9999,0.0,9999 ( ISJ (SXYM(J),J=1,3) )1,3, 2,3, 3,3, 4,3, 5,3, 6,3, 7,3, 8,3, 9,3, 10,3, 1

23、1,3, 12,3, 13,3, 14,3, （中間數(shù)據(jù)省略，其形式與上類同）50,3, 51,3, 52,3, 53,3, 1,1, 1,2, 2,2, 3,2, 4,2, 5,2, 6,2, 7,2, 8,2, （中間數(shù)據(jù)省略，其形式與上類同）精選優(yōu)質(zhì)文檔-傾情為你奉上專心-專注-專業(yè)46,1, 47,1, 48,1, 49,1, 50,1, 51,1, 52,2, (JFI(I,J),J=1,2),I=1,NFI)50,52 NLM,NP1,10,98.5,1.0,152,10,98.5,1.0,05,NJP精選優(yōu)質(zhì)文檔-傾情為你奉上專心-專注-專業(yè)1,2,-53，016,2,-165.

24、18438,2,165.184，052,2,- 1, 2, 3, 4, 5, 6, 7, 8, 9, , , 49，50，51，52，53. 3.2.2 計算結(jié)果（1）文件.OUT（部分結(jié)果）ICA= 1截面最大軸力最小軸力最大剪力最小剪力最大彎矩最小彎矩1-1.25E-12-1.50E-123.33E+031.75E+03-6.34E-12-7.60E-122-3.98E-13-4.78E-132.51E+031.12E+038.73E+034.32E+033-1.36E-12-1.64E-121.68E+034.72E+021.50E+046.78E+034-1.28E-11-1.53E-

25、118.62E+02-1.76E+021.86E+047.38E+0353.65E-113.04E-116.02E+02-3.92E+021.92E+047.16E+036-2.54E-11-3.05E-112.40E+02-8.09E+021.95E+046.74E+037-1.18E-11-1.41E-11-9.06E+02-2.13E+031.89E+043.23E+038-8.70E-11-1.04E-10-2.08E+03-3.52E+031.15E+04-5.71E+039-1.24E-10-1.49E-104.84E+033.15E+03-1.63E+04-4.27E+0410-

26、1.16E-10-1.39E-106.20E+034.25E+03-3.62E+04-6.74E+0411-1.20E-10-1.44E-109.84E+037.25E+03-6.81E+04-1.06E+0512-8.40E-11-1.01E-101.25E+049.41E+03-9.61E+04-1.41E+0513-1.00E-10-1.20E-101.38E+041.04E+04-1.27E+05-1.79E+0514-8.47E-11-1.02E-101.51E+041.15E+04-1.60E+05-2.21E+0515-1.01E-10-1.21E-101.66E+041.27E

27、+04-1.97E+05-2.68E+05168.86E-117.38E-11-1.10E+04-1.44E+04-1.62E+05-2.23E+05178.27E-116.89E-11-9.85E+03-1.30E+04-1.30E+05-1.83E+05189.67E-118.06E-11-8.83E+03-1.17E+04-1.02E+05-1.47E+05197.43E-116.19E-11-7.89E+03-1.05E+04-7.62E+04-1.14E+05208.21E-116.84E-11-6.72E+03-9.06E+03-4.71E+04-7.81E+04217.01E-1

28、15.84E-11-5.63E+03-7.69E+03-2.23E+04-4.78E+04222.76E-112.30E-11-3.35E+03-4.90E+03-6.57E+03-2.89E+04239.05E-117.55E-11-2.14E+03-3.42E+037.09E+03-1.38E+04248.56E-117.14E-11-9.86E+02-2.01E+031.48E+04-5.64E+03253.17E-112.64E-111.32E+02-6.59E+021.65E+04-3.96E+03265.60E-114.67E-113.55E+02-3.94E+021.66E+04

29、-3.79E+03279.36E-117.80E-116.81E+02-1.15E+021.65E+04-3.99E+03285.34E-114.45E-115.91E+02-1.94E+021.47E+04-5.86E+0329-3.20E-11-3.83E-112.00E+039.60E+026.82E+03-1.42E+04精選優(yōu)質(zhì)文檔-傾情為你奉上專心-專注-專業(yè)30-1.28E-10-1.53E-103.48E+032.17E+03-6.95E+03-2.95E+0431-1.25E-10-1.50E-104.76E+033.20E+03-2.28E+04-4.85E+0432-1.

30、59E-10-1.91E-107.64E+035.55E+03-4.76E+04-7.90E+0433-1.41E-10-1.69E-109.11E+036.71E+03-7.69E+04-1.15E+0534-1.46E-10-1.75E-101.17E+048.86E+03-1.03E+05-1.48E+0535-1.26E-10-1.51E-101.30E+049.88E+03-1.31E+05-1.84E+0536-1.35E-10-1.62E-101.44E+041.10E+04-1.63E+05-2.25E+0537-1.25E-10-1.50E-101.58E+041.21E+0

31、4-1.98E+05-2.69E+0538-1.24E-10-1.49E-10-1.13E+04-1.49E+04-1.62E+05-2.23E+0539-1.46E-10-1.76E-10-1.02E+04-1.35E+04-1.29E+05-1.82E+0540-9.42E-11-1.13E-10-9.20E+03-1.23E+04-9.89E+04-1.44E+0541-1.19E-10-1.42E-10-8.24E+03-1.11E+04-7.15E+04-1.11E+0542-1.15E-10-1.38E-10-6.97E+03-9.47E+03-4.09E+04-7.32E+044

32、3-1.34E-10-1.61E-10-5.87E+03-8.12E+03-1.49E+04-4.11E+0444-2.10E-10-2.52E-10-3.29E+03-5.00E+033.85E+02-2.15E+0445-1.57E-10-1.89E-10-2.06E+03-3.50E+031.28E+04-4.57E+0346-1.11E-10-1.33E-10-8.79E+02-2.12E+032.02E+044.21E+0347-4.86E-11-5.83E-114.00E+02-6.28E+021.98E+046.97E+03485.45E-114.54E-116.30E+02-3

33、.79E+021.94E+047.37E+0349-7.38E-12-8.85E-128.94E+02-1.56E+021.88E+047.56E+0350-8.92E-12-1.07E-111.71E+034.92E+021.51E+046.90E+0351-2.73E-12-3.27E-122.54E+031.14E+038.79E+034.38E+03522.05E-121.71E-12-1.14E+03-2.54E+038.79E+034.38E+03532.05E-121.71E-123.36E+031.77E+034.42E-113.68E-113.2.3 圖形示意：狀態(tài)荷載剪力-

34、1.50E+04-1.00E+04-5.00E+030.00E+005.00E+031.00E+041.50E+04091630415059708491106 118 127 136 146 159 170 177系列2精選優(yōu)質(zhì)文檔-傾情為你奉上專心-專注-專業(yè)-2.50E+05-2.00E+05-1.50E+05-1.00E+05-5.00E+040.00E+005.00E+04091630415059708491106118127136146159170177系列1豎向位移-6.00E-02-5.00E-02-4.00E-02-3.00E-02-2.00E-02-1.00E-020.00E

35、+001.00E-02091630415059708491106118127136146159170177橋長系列1水平位移-1.00E-03-5.00E-040.00E+005.00E-041.00E-031.50E-032.00E-032.50E-033.00E-03091630415059708491106118127136146159170177系列1精選優(yōu)質(zhì)文檔-傾情為你奉上專心-專注-專業(yè)轉(zhuǎn)角位移-4.00E-03-3.00E-03-2.00E-03-1.00E-030.00E+001.00E-032.00E-033.00E-034.00E-035.00E-030916304150

36、59708491106118127136146159170177系列1關(guān)心截面內(nèi)力影響線左支點內(nèi)力圖左支點剪力圖左支點彎矩圖左支點剪力影響線-4.00E-01-2.00E-010.00E+002.00E-014.00E-016.00E-018.00E-011.00E+001.20E+00061126384756667990101114124133142154169174橋長系列1左支點彎矩影響線-1.00E-14-5.00E-150.00E+005.00E-151.00E-141.50E-142.00E-142.50E-143.00E-143.50E-140611263847566679901

37、01114124133142154169174橋長系列1精選優(yōu)質(zhì)文檔-傾情為你奉上專心-專注-專業(yè)左支點 1/4 截面內(nèi)力圖左支點 1/4 截面剪力圖左支點 1/4 截面彎矩圖左 1/2 跨截面內(nèi)力圖左 1/2 跨截面剪力圖左l/4剪力影響線-8.00E-01-6.00E-01-4.00E-01-2.00E-010.00E+002.00E-014.00E-01091126384756667990101114124133142154169174橋長系列1左l/4彎矩影戲線-4.00E+00-2.00E+000.00E+002.00E+004.00E+006.00E+008.00E+001.00E

38、+01091126384756667990101114124133142154169174橋長系列1左1/2處剪力影響線-6.00E-01-4.00E-01-2.00E-010.00E+002.00E-014.00E-016.00E-018.00E-01091626384756667990101114124133142154169174橋長系列1精選優(yōu)質(zhì)文檔-傾情為你奉上專心-專注-專業(yè)左 1/2 跨截面彎矩圖左截面 3/4 內(nèi)力影響線左截面 3/4 剪力影響線左截面 3/4 彎矩影響線左1/2彎矩影響線-8.00E+00-6.00E+00-4.00E+00-2.00E+000.00E+002

39、.00E+004.00E+006.00E+008.00E+001.00E+011.20E+01091626384756667990101114124133142154169174橋長系列1-1.00E+00-8.00E-01-6.00E-01-4.00E-01-2.00E-010.00E+002.00E-014.00E-01091630384756667990101114124133142154169174系列1左3l/4處彎矩影響線-1.00E+01-8.00E+00-6.00E+00-4.00E+00-2.00E+000.00E+002.00E+004.00E+006.00E+008.00

40、E+00091630384756667990101114124133142154169174橋長系列1精選優(yōu)質(zhì)文檔-傾情為你奉上專心-專注-專業(yè)跨中支點截面內(nèi)力影響線跨中支點截面剪力影響線跨中支點截面彎矩影響線跨中 1/4 截面內(nèi)力圖跨中 1/4 截面剪力圖跨中3/4處剪力影響線-1.00E+00-8.00E-01-6.00E-01-4.00E-01-2.00E-010.00E+002.00E-01091630415059667990101114124133142154169174橋長系列1-2.00E-010.00E+002.00E-014.00E-016.00E-018.00E-011.0

41、0E+001.20E+00091630415056667990101114124133142154169174系列1-1.20E+01-1.00E+01-8.00E+00-6.00E+00-4.00E+00-2.00E+000.00E+002.00E+004.00E+00091630415056667990101114124133142154169174系列1精選優(yōu)質(zhì)文檔-傾情為你奉上專心-專注-專業(yè)跨中 1/4 截面彎矩圖中跨 1/2 截面內(nèi)力影響線中跨 1/2 截面剪力影響線中跨 1/2 截面彎矩影響線27#單元左截面 彎矩-4.00E+00-2.00E+000.00E+002.00E+0

42、04.00E+006.00E+008.00E+001.00E+011.20E+0101026415366849111012413615016917727#單元左截面 彎矩跨中1/4處彎矩影響線-6.00E+00-4.00E+00-2.00E+000.00E+002.00E+004.00E+006.00E+00091630415059667990101114124133142154169174橋長系列1-6.00E-01-4.00E-01-2.00E-010.00E+002.00E-014.00E-016.00E-01091630415059708490101114124133142154169

43、174系列1精選優(yōu)質(zhì)文檔-傾情為你奉上專心-專注-專業(yè)3.3 支座沉降（SQ2荷載）影響計算考慮兩中墩沉降 0.02m 引起的內(nèi)力和位移計算。由于采用 FR2 程序計算，所以由OUTFI 子程序輸出結(jié)點位移時，將位移值置零了。3.3.1 輸入數(shù)據(jù)文件名為 chao.DAT52,53,5,32,1,0,1,1,180,1 （NM,NJ,NS,NGE,NME,NKA,NCA,NTI,NFI,NFY） （省略）41,9999,0.0,9999,16,0.0,-0.02,9999,27,9999,-0.02,9999,53,9999,0.0,9999, ( ISJ (SXYM(J),J=1,3) )

44、（省略）0,0 （NLM,NP)0 （NJP）3.3.2 計算結(jié)果（chao.DED）180 31 1 3 .00000E+00 .00000E+00 .00000E+00 .0002 2 3 .00000E+00 .00000E+00 .00000E+00 3.0003 3 3 .00000E+00 .00000E+00 .00000E+00 6.000 （中間數(shù)據(jù)省略，其形式與上類同）51 51 3 .00000E+00 .00000E+00 .00000E+00 346.00052 52 3 .00000E+00 .00000E+00 .00000E+00 349.00053 53 3

45、.00000E+00 .00000E+00 .00000E+00 352.00052 1 1 -.62936E+00 .48162E+02 -.80083E-02 .00053 1 2 -.62936E+00 .48162E+02 .14441E+03 3.00054 2 2 -.88297E+00 .47977E+02 .28833E+03 6.00055 3 2 -.12632E+01 .47952E+02 .43234E+03 9.000 （中間數(shù)據(jù)省略，其形式與上類同）171 51 1 -.14014E+01 -.52937E+02 .47588E+03 343.000精選優(yōu)質(zhì)文檔-傾

46、情為你奉上專心-專注-專業(yè)174 51 1 -.99334E+00 -.52803E+02 .31717E+03 346.000177 52 1 -.68180E+00 -.52898E+02 .15861E+03 349.000180 52 2 -.68180E+00 -.52898E+02 -.16070E-01 352.0003.3.3 圖形示意力影響線：軸力-4.00E-14-3.00E-14-2.00E-14-1.00E-140.00E+001.00E-142.00E-143.00E-144.00E-14010264153668496114127139154170180力影響線： 水

47、平力力影響線： 豎向力-4.00E-01-2.00E-010.00E+002.00E-014.00E-016.00E-018.00E-011.00E+001.20E+00091630415059708491106118127136146159170177力影響線： 豎向力3.4 基本可變荷載（人群、汽車）內(nèi)力和位移計算影響線數(shù)據(jù)文件 bysj.DA2，運行（修改后的）ADLOAD 程序后，鍵入計算問題名zhou，再鍵入：1.0, 1.0 （DX，DA）150, 10.5, 1（L-計算跨徑，Q-人群荷載，NJ-公路級別）計算結(jié)果文件為 zhou.SQ1，內(nèi)容為（部分內(nèi)容）：精選優(yōu)質(zhì)文檔-傾情為

48、你奉上專心-專注-專業(yè)1 0 1 .34268E-03 .00000E+00 .14592E-03 .00000E+00 .00000E+00 .00000E+00.34268E-03 .00000E+00 .14592E-031 1 1 .47666E-03 .00000E+00 .20297E-03.00000E+00 .00000E+00 .00000E+00 .47666E-03 .00000E+00 .20297E-031 0 2 -.39822E-03 .00000E+00 .20600E-03 .00000E+00 .00000E+00 .00000E+00.39822E-03

49、.00000E+00 -.20600E-031 1 2 -.39822E-03 .00000E+00 .20600E-03.00000E+00 .00000E+00 .00000E+00.39822E-03 .00000E+00 -.20600E-03 （中間數(shù)據(jù)省略，其形式與上類同）245 0 1 .23832E+01 .18511E+03 -.21348E-03.23832E+01 .18511E+03 -.21348E-03-.80706E+00 -.62165E+02 .16514E-01245 1 1 .33167E+01 .25751E+03 .14287E-01.33167E+0

50、1 .25751E+03 .14287E-01.11487E+00 .95042E+01 .43056E-01245 0 2 -.60598E+01 .46883E+03 .15083E-01.60598E+01 -.46883E+03 .15083E-01.28695E+01 .22155E+03 -.31811E-01245 1 2 -.60598E+01 .46883E+03 -.11459E-01.60598E+01 -.46883E+03 -.11459E-01.19360E+01 .14915E+03 -.35897E-01精選優(yōu)質(zhì)文檔-傾情為你奉上專心-專注-專業(yè)汽車荷載作用下彎

51、矩包絡(luò)圖0.00E+001.00E+032.00E+033.00E+034.00E+035.00E+0301021384759708993114124136146164171系列1汽車荷載作用下水平位移-2.00E-040.00E+002.00E-044.00E-046.00E-04091630415059708491106118127136146159170177橋長系列1汽車荷載先豎向位移-1.00E-02-5.00E-030.00E+005.00E-03091630415059708491106118127136146159170177橋長系列 1精選優(yōu)質(zhì)文檔-傾情為你奉上專心-專注-專

52、業(yè)汽車荷載作用下轉(zhuǎn)角位移0.00E+005.00E-051.00E-041.50E-042.00E-042.50E-043.00E-04091630415059708491106118127136146159170177橋長系列13.5 荷載組合對于箱壁具有一定厚度且有橫隔板加勁的箱形梁，忽略歪扭變形的畸變應(yīng)力；將活載偏心作用引起的約束扭轉(zhuǎn)正應(yīng)力和扭轉(zhuǎn)剪應(yīng)力分別估計為活載對稱作用下平面彎曲正應(yīng)力的 15%和剪應(yīng)力的 5%。橋梁結(jié)構(gòu)按極限狀態(tài)法設(shè)計時，分為兩種極限狀態(tài)，即承載能力極限狀態(tài)和正常使用極限狀態(tài)。3.5.1 按承載能力極限狀態(tài)進(jìn)行內(nèi)力組合組合 1： Sud =1.2 恒載+1.4 汽車

53、荷載組合 2： Sud =1.2 恒載+1.4 汽車荷載+0.98 支座沉降（1）計算結(jié)果（見表 3-1）表 3-1 承載能力極限狀態(tài)單元號節(jié)點號最大軸力最小軸力最大剪力最小剪力最大彎矩最小彎矩1,1-1.25E-12-1.25E-122.42E+031.93E+03-6.34E-12-6.34E-122,2-3.98E-13-3.98E-131.78E+031.31E+036.30E+034.87E+033,3-1.36E-12-1.36E-121.14E+036.79E+021.07E+047.87E+034,4-1.28E-11-1.28E-114.92E+025.05E+011.30E

54、+049.01E+035,53.04E-113.04E-112.78E+02-1.56E+021.34E+048.97E+036,6-2.54E-11-2.54E-11-6.88E+01-4.98E+021.35E+048.73E+037,7-1.18E-11-1.18E-11-1.15E+03-1.57E+031.26E+046.12E+038,8-8.70E-11-8.70E-11-2.27E+03-2.69E+036.22E+03-1.86E+03精選優(yōu)質(zhì)文檔-傾情為你奉上專心-專注-專業(yè)9,9-1.24E-10-1.24E-10-3.46E+03-3.88E+03-6.06E+03-1

55、.55E+0410,10-1.16E-10-1.16E-10-4.46E+03-4.90E+03-2.11E+04-3.14E+0411,11-1.20E-10-1.20E-10-7.35E+03-7.80E+03-4.03E+04-5.15E+0412,12-8.40E-11-8.40E-11-8.52E+03-8.98E+03-7.13E+04-8.32E+0413,13-1.00E-10-1.00E-10-9.46E+03-9.94E+03-9.86E+04-1.11E+0514,14-8.47E-11-8.47E-11-1.05E+04-1.10E+04-1.29E+05-1.42E+

56、0515,15-1.01E-10-1.01E-10-1.16E+04-1.21E+04-1.62E+05-1.77E+0516,167.38E-117.38E-111.27E+041.23E+04-1.98E+05-2.14E+0517,176.89E-116.89E-111.14E+041.10E+04-1.64E+05-1.79E+0518,188.06E-118.06E-111.03E+049.92E+03-1.32E+05-1.46E+0519,196.19E-116.19E-119.24E+038.91E+03-1.04E+05-1.17E+0520,206.84E-116.84E-

57、117.08E+036.77E+03-7.82E+04-9.13E+0421,215.84E-115.84E-115.90E+035.61E+03-4.95E+04-6.22E+0422,222.30E-112.30E-113.55E+033.28E+03-2.52E+04-3.77E+0423,237.55E-117.55E-112.53E+032.28E+03-1.01E+04-2.25E+0424,247.14E-117.14E-111.34E+031.10E+032.65E+03-1.01E+0425,252.64E-112.64E-112.15E+02-1.34E+019.66E+0

58、3-3.36E+0326,264.67E-114.67E-113.35E+021.13E+021.11E+04-2.02E+0327,277.80E-117.80E-117.00E+01-1.53E+021.12E+04-1.90E+0328,284.45E-114.45E-11-1.42E+02-3.65E+021.11E+04-2.05E+0329,29-3.20E-11-3.20E-11-1.22E+03-1.45E+039.51E+03-3.55E+0330,30-1.28E-10-1.28E-10-2.33E+03-2.57E+032.38E+03-1.04E+0431,31-1.2

59、5E-10-1.25E-10-3.51E+03-3.76E+03-1.05E+04-2.30E+0432,32-1.59E-10-1.59E-10-5.77E+03-6.04E+03-2.57E+04-3.83E+0433,33-1.41E-10-1.41E-10-6.84E+03-7.13E+03-5.01E+04-6.29E+0434,34-1.46E-10-1.46E-10-8.00E+03-8.31E+03-7.89E+04-9.21E+0435,35-1.26E-10-1.26E-10-8.94E+03-9.27E+03-1.05E+05-1.18E+0536,36-1.35E-10

60、-1.35E-10-9.95E+03-1.03E+04-1.33E+05-1.47E+0537,37-1.25E-10-1.25E-10-1.10E+04-1.14E+04-1.65E+05-1.80E+05精選優(yōu)質(zhì)文檔-傾情為你奉上專心-專注-專業(yè)38,38-1.24E-10-1.24E-101.32E+041.27E+04-1.99E+05-2.16E+0539,39-1.46E-10-1.46E-101.19E+041.14E+04-1.64E+05-1.78E+0540,40-9.42E-11-9.42E-111.08E+041.03E+04-1.31E+05-1.45E+0541,4