南京工業(yè)大學(xué)交通工程橋梁工程課程設(shè)計(jì)教程

1、橋梁工程課程設(shè)計(jì)（交通工程專業(yè)用）專 業(yè)： 交通工程班級(jí)學(xué)號(hào):交通1204班姓 名：孫善雷指導(dǎo)教師：羅韌學(xué) 期：2015-2016第二學(xué)期南京工業(yè)大學(xué)交通工程學(xué)院二O 一五年七月橋梁工程課程設(shè)計(jì)拱橋結(jié)構(gòu)設(shè)計(jì)計(jì)算說明書一. 課程設(shè)計(jì)的目的1培養(yǎng)學(xué)生綜合運(yùn)用所學(xué)橋梁工程理論知識(shí)，解決鋼筋混凝土拱橋結(jié)構(gòu)的設(shè)計(jì)和計(jì)算問題，掌握鋼筋混凝土拱橋結(jié)構(gòu)分析和計(jì)算的理論與方法。2. 強(qiáng)調(diào)規(guī)范在橋梁結(jié)構(gòu)設(shè)計(jì)中的重要性，培養(yǎng)學(xué)生運(yùn)用專業(yè)理論知識(shí)和專業(yè)規(guī)范進(jìn)行 橋梁結(jié)構(gòu)設(shè)計(jì)的能力。.3進(jìn)一步提高學(xué)生繪制橋梁工程施工圖、使用計(jì)算機(jī)的能力。二. 課程設(shè)計(jì)的內(nèi)容1. 確定主拱圈截面構(gòu)造尺寸，計(jì)算拱圈截面的幾何、物理力學(xué)特征

2、值;2. 確定主拱圈拱軸系數(shù) m及拱上建筑的構(gòu)造布置和幾何構(gòu)造尺寸;3. 結(jié)構(gòu)恒載計(jì)算；4. 主拱結(jié)構(gòu)內(nèi)力計(jì)算（永久作用、可變作用）；5. 溫度變化、混凝土收縮徐變引起的內(nèi)力；6. 主拱結(jié)構(gòu)的強(qiáng)度和穩(wěn)定計(jì)算；7. 拱上立柱（墻）的內(nèi)力、強(qiáng)度及穩(wěn)定性計(jì)算；8. 繪制12張相關(guān)施工圖。三. 課程設(shè)計(jì)的時(shí)間時(shí)間：兩周；安排在理論課結(jié)束之后。四. 課程設(shè)計(jì)的方法1. 獨(dú)力思考，繼承與創(chuàng)新線設(shè)計(jì)時(shí)要認(rèn)真查閱和閱讀參考資料，繼承前人的設(shè)計(jì)成果和經(jīng)驗(yàn)，根據(jù)課程設(shè)計(jì)的具體要求，大膽改進(jìn)和創(chuàng)新。2. 結(jié)合和參考本指導(dǎo)的算例，進(jìn)行拱橋結(jié)構(gòu)的設(shè)計(jì)計(jì)算，掌握拱橋的計(jì)算理論和設(shè)計(jì) 內(nèi)容與方法。五. 課程設(shè)計(jì)的步驟1.

3、設(shè)計(jì)準(zhǔn)備：了解設(shè)計(jì)任務(wù)書，明確設(shè)計(jì)要求、設(shè)計(jì)內(nèi)容、設(shè)計(jì)步驟；通過查閱教科 書和相關(guān)設(shè)計(jì)資料，了解設(shè)計(jì)的理論和方法；準(zhǔn)備好設(shè)計(jì)所需資料、工具書、工具軟件；擬 好設(shè)計(jì)計(jì)劃。2. 設(shè)計(jì)實(shí)施：根據(jù)課程設(shè)計(jì)任務(wù)書的要求，參考設(shè)計(jì)指導(dǎo)書和教科書，確定設(shè)計(jì)的主 要內(nèi)容、計(jì)算順序；根據(jù)相關(guān)計(jì)算理論，計(jì)算和填寫相關(guān)圖表的內(nèi)容。使用圖表給出計(jì)算結(jié) 果和結(jié)構(gòu)的相關(guān)驗(yàn)算結(jié)果。3. 匯總設(shè)計(jì)成果：課程設(shè)計(jì)計(jì)算書，課程設(shè)計(jì)要求繪制的工程圖紙。六. 拱橋課程設(shè)計(jì)計(jì)算空腹式等截面懸鏈線無鉸拱設(shè)計(jì)一設(shè)計(jì)題目空腹式等截面懸鏈線無鉸拱設(shè)計(jì)二設(shè)計(jì)資料 1設(shè)計(jì)標(biāo)準(zhǔn)設(shè)計(jì)荷載：汽車荷載公路一 I級(jí)，人群荷載3.5kN/m2橋面凈空 凈8+

4、2 2) 25.64 m2繞箱底邊緣的靜面矩：s= (1.5 *2 0.6-1.1 0.782 0.6) 6= 3.38m3主拱圈截面重心軸： y下=S/A=0.6my上=1.5-0.6=0.6m主拱圈截面繞重心軸的慣性矩：6 (1.5 1.23/12 1.5 1.2 (0.6 -1.2/2)2 -1.1 0.7823/12 1.1 0.782 02) 1.033m4拱圈截面繞重心軸的回轉(zhuǎn)半徑：r ( Ix/A)1/2(1.033/5.64)2 =0.428m三、確定拱軸系數(shù)(一)上部結(jié)構(gòu)構(gòu)造布置上部結(jié)構(gòu)的構(gòu)造布置如圖所示。5：pn11D丄JLLl(尺寸單位：cm)IQ2Q0號(hào)&15 1521

5、5圖2上部結(jié)構(gòu)構(gòu)造（尺寸單位：mm）1主拱圈假定m=2.514，相應(yīng)的f =0.215，f/l =1/5，查拱橋（上冊(cè)）表（山）-20得：sin 爐0.69198 , cos 護(hù)0.72191 ,沏=43.7876?主拱圈的計(jì)算跨徑和計(jì)算矢高：l=l+2y 下 sin j=50+2*0.6*0.69198=50.83mf =f+y 下（1-cos j） =10.167m拱腳截面的水平投影和豎向投影x=Hsin也=0.83 my=Hcos巾=0.866 m將拱軸沿跨徑24等分，每等分長 Al=l/24=2.118 m,每等分點(diǎn)拱軸線的縱坐標(biāo)y1=表（III）-1值沫，相應(yīng)的拱背曲面坐標(biāo)y1=y1

6、_y 上/cos，拱腹曲面坐標(biāo) y1=y1+y 下/cos。截面 號(hào)xyfy1cos y 上/cos y 下 /cos yy 上/cos yl-y下 / cos025.41501.000010.16700.721910.83110.83119.335910.9981124.35600.90379.18790.746230.80400.80408.38389.9919223.29700.81408.27610.769690.77950.77957.49669.05573廠22.23800.73077.42900.792180.75740.75746.67168.1864421.17900.653

7、46.64320.813600.73750.73755.90577.3807520.12000.58175.91410.833870.71950.71955.19466.6337619.06100.51545.24010.852910.70350.70354.53665.9436718.00200.45414.61680.870680.68910.68913.92775.30608 :16.94300.39764.04280.887180.67630.67633.36654.7191915.88400.34573.51470.902380.66490.66492.84984.17961014.

8、82500.29813.03050.916300.65480.65482.37573.68531113.76600.25462.58850.928970.64590.64591.94263.234412 :12.70700.21502.18590.940420.63800.63801.54792.82391311.64800.17921.82190.950700.63110.63111.19082.45301410.58900.14701.49450.959850.62510.62510.86942.1196159.53000.11831.20280.967920.61990.61990.58

9、291.8226168.47100.09290.94430.974980.61540.61540.32891.559717 17.41200.07070.71880.981070.61160.61160.10721.3304186.35300.05170.52590.986240.60840.6084-0.08251.1342195.29400.03580.36400.990530.60570.6057-0.24180.9697204.23500.02280.23210.993980.60360.6036-0.37160.8357213.17600.01280.13010.996640.602

10、00.6020-0.47190.732222 :2.11700.00570.05780.998510.60090.6009-0.54310.6587231.05800.00140.01440.999630.60020.6002-0.58580.6147240.00000.00000.00001.000000.60000.6000-0.60000.60002拱上腹孔布置從主拱兩端起拱線起向外延伸后向跨中對(duì)稱布置 3對(duì)圓弧小拱，腹拱圈厚 d=0.4m，凈跨徑lo=5m，凈矢高fo=O.625m， 座落在寬為0.5m的鋼筋混凝土排架式腹拱墩支承的寬為0.6m的鋼筋混凝土蓋梁上。腹拱拱頂?shù)墓氨澈椭鞴肮?/p>

11、頂?shù)墓氨吃谕粯?biāo)高。腹拱墩墩中線的橫坐標(biāo)lx，以及各墩中線自主拱拱背到腹拱起拱線的高度 h=yi+y上X(1-1/cos B)d+fo)，分別計(jì)算如表 2k = ln(m . m2 -1) =1.573腹拱墩咼計(jì)算表表2項(xiàng)目lxE =2/1kEy1 =f (ch k E1)/(m-1)tg 0 =kfshk E(/-1)1/cos 0 =2 ?(tg 0 +1)h1號(hào)立柱21.40000.84201.32456.80340.72621.31385.59012號(hào)立柱15.80000.62170.97793.47510.47441.21422.32153號(hào)立柱10.20000.40130.6313

12、1.38320.28021.13140.2794空、實(shí)腹 段分界 線9.75000.38360.60351.26030.26631.12530.1601由f0/l0=1/8，查拱橋(上冊(cè))表3-2得sin 滬0.470588 , cos 0=0.882353 ,腹拱拱腳的水平投影和豎向投影x=d x si0=0.4 )0.470588=0.1882 m ; y=d x cos=CH 0882353=0.3534 m三、結(jié)構(gòu)恒載計(jì)算1主拱圈恒載P012=表(川)一19 ( 7)值A(chǔ)r 21=0.55235*5.64*25* 50.83=3958.711 KN MM1/4=表(川)一19 (7)值

13、Ar212/4= 0.12619*5.64*25* 50.83 2/4=1149207596 KN MM=表(川)一19 (7)值A(chǔ)r212/4=0.52328 *5.64*25* 50.83 2/4=476570.7415 KN M橫隔板橫隔板位置lx橫隔板重 力力臂 l /4- lx力矩(kN m)力臂 1 /2- 1 x力矩(kN m)121.4121.523674.015487.9175215.8109.35969.6151051.493310.2124.113842.5075311.215515.2151888.3922拱上空腹段恒載腹拱圈外弧跨徑I =1 2d in 機(jī)=5+2*0

14、.4*0.470588=5.376腹拱內(nèi)弧半徑Ro=1.O625l5.3125腹拱圈重Pa=0.979914*23*0.45.3125+0.2=46.0902腹拱側(cè)墻護(hù)拱重Pb=1.9255*22=42.361填料及路面重Pc=l外 hdri =5.376*22*0.5=59.136兩腹拱之間起拱線以上部分重力Pd=(0.6-0.1882)*0.3534*23+(0.625+0.4-0.3534)*22+0.5*22(0.6-2*0.1882)=9.1105孔上部構(gòu)造圖9拱腳構(gòu)造一個(gè)腹拱重力：P=(46.0902+42.361+59.136+9.1105)*9=156.698 *9=1410.

15、2793 KN腹孔下部1 號(hào)橫墻 P=5.5901- (0.5*1+3.14*0.5 2/2 ) /9*0.6*25=82.36372 號(hào)橫墻 P=2.3215- (0.5*1+3.14*0.5 2/2 ) /9*0.6*25=32.68023 號(hào)橫墻 P=(0.2794+ 0.3534/2)*( 10.2-9.75)*2*25=10.26225集中力P13=1410.2793+82.3637=1492.643Pi4=1410.2793+ 32.6802=1442.95952Pi5= (1410.2793-9.1105) /2+10.26225=674.4047腹拱推力拱上實(shí)腹段的荷載靠近主拱

16、拱頂一側(cè)的腹拱，一般多做成兩平鉸拱,在較大的恒載作用下和考慮到周圍的填料等構(gòu)造的作 用，可以折中地按無鉸圓弧拱計(jì)算其推力，而不計(jì)彎 矩的影響。腹拱拱腳的水平推力F=(C 式中 g 1= Y1g1+Cg2+C?g3)RB01hd=22x 0. 5=14.9314kN/m2g2= y 2(R+d/2)-(R+d/2)2-1 2/4 ?=25x (5.3125+0.4/2)-(? 2=17.4944kN/mg 3= y 3d=23腹拱拱腳受力圖得2 25.3125+0.4/2)-5.376 /4x 0. 4=9.2kN/m2由 fo/1 0=1/8 和 b=l/AR 2=0.000157 查拱橋(上

17、冊(cè))表(1)-4C 1=0.84256 , G=0.11671 , G=0.85714F=(0.84256x 14. 9314+0.11671 x 17.4944+0.85714 x 9.2)X5.3125*9=1076.1669 kN腹拱拱腳推力作用線的縱坐標(biāo)見圖12所示，其距x軸的偏心距為：e=d+ f0-y/2-y上=0.4+0.625- 0.3534/2-0.6=0.2483m腹拱推力對(duì)各截面重心產(chǎn)生的力矩M i=Fx( yi-e)拱頂填料及橋面重P16=9.75*0.5*22*9=965.25懸鏈線曲邊三角形部分f1=【y1-d/ (2cos(f)】 +d/2=【1.2603-1.2

18、/(2*1.1253)】+0.6=1.3271P17=9.75*1.3271/(2.514-1)*1.573/(sh1.573-1.573)*22*9=1465.9569重心位置=【(shk-k/2) - (chk-1) /k 】/(shk-k)=0.759953l x=7.40954 m分塊號(hào)恒重l / 4 截面拱腳截面力臂力矩(kN m)力臂力矩(kN m)p1121.523674.015487.91754P2109.359609.6151051.49255P3124.113842.5075311.2154515.2151888.39208P0-123958.7112445.2681013

19、9.945P131492.6434.0155992.961645P141442.959529.61513874.05578P15674.40472.50751691.06978515.21510261.06751P16965.257.83257560.32062520.5419826.235P171465.95695.297967766.58101818.0054626395.22832f1076.16691.93762085.1809859.918710674.17663合計(jì)11431.0891321859.63587100591.472063驗(yàn)算拱軸系數(shù)刀 Mi/4/ 刀 Mj=21859

20、.63587 /100591.47206 =0.21731與假定的m=2.514, y/f =0.215，十分接近，顧可確定2.514為設(shè)計(jì)的拱軸系數(shù)(二)拱圈彈性中心及彈性壓縮系數(shù)21 彈性中心 ys=表(III) -3 值沫=0.336314 W.167=3.4193m 彈性壓縮系數(shù)Yw=I/A=d 2/12=0.122 2 2Yw/f =0.12/10.167 =0.001161221=表(III) -9 值X Y/f =11.089 0.00116=0.012862 2上表(III) -11 值X Yw/f =9.167 X00116=0.01063 1/(1+)=0.01272主拱圈

21、截面內(nèi)力計(jì)算(一)結(jié)構(gòu)自重內(nèi)力計(jì)算(1)假載內(nèi)力a. 求假載2 2由式(刀M?-qxl/32)/(刀Mj -qxl / 8)=0.215 得：2qx=-( EM?-0.215 xEMj)/(0.215/8-1/32) l = 20.5658882 kN/mb. 假載內(nèi)力假載qx產(chǎn)生的內(nèi)力可以將其直接布置在內(nèi)力影響線上求得。不考慮彈性壓縮的假載內(nèi)力見F表項(xiàng)目影響線面積3乘數(shù)3力或力矩 9x3)表(III)-14(51)值拱頂 截面M10.00703-0.00470.00233l22583.68896.0200123.8065H10.067890.05990.12779l2/f254.125003

22、2.4746667.8697l / 4截面M10.00887-0.01031-0.001442l2583.6889-3.7205-76.5156H10.04040.087390.12779l2/f254.1250032.4746667.8697拱腳 截面M10.0195-0.014370.00513l22583.688913.2543272.5869H10.091550.036250.12780l2/f254.1250032.4772667.9220V10.168450.331550.5l50.8325.4150522.6820計(jì)入彈性壓縮的假載內(nèi)力計(jì)入彈性壓縮的假載內(nèi)力計(jì)算見下表項(xiàng)目拱頂截面

23、l/4截面拱腳截面cos $10.940420.72191sin $00.340010.69198H1667.8697667.8697667.9220V100522.6820hH1/(1+H8.49538.49538.4960N=1- 口/(1+ H H1COS $+V 1Sin $659.3744620.0889837.7317M1123.8065-76.5156272.5869y=ys-y13.41931.2334-6.7477M=M 1 + MH1y心+ H152.8545-66.0376215.2587(2) “拱軸線恒載”內(nèi)力a推力2 2Hg=(刀 Mj+qxl /8)/f=(100

24、591.47206 +20.5658882 50.83 /8)/10.167=10547.20706 kNb.考慮彈性壓縮的內(nèi)力項(xiàng)目拱頂截面l /4截面拱腳截面cos$1.00000.94040.7219HFHg-F9906.77171632.58591632.58591- P/(1 +a )H g9780.75751611.81941611.8194N=Hg/ COs $9906.77171736.01782261.4812 N=yHgCOS $ /(1+ a)126.014119.529214.9915N=N- N9780.75751716.48862246.4897y=ys-y 13.4

25、1931.2334-6.7477 V=1Hgy/(1+ a)430.880125.6133-140.1261(3)考慮確定m系數(shù)偏差影響的恒載內(nèi)力考慮m系數(shù)偏差影響的恒載內(nèi)力等于“拱軸線m的恒載”內(nèi)力減去“假載”的內(nèi)力，計(jì)算結(jié)果見下表考慮“五點(diǎn)”偏差的恒載內(nèi)力面 面拱頂截面l/4截面拱腳截面項(xiàng)拱軸線恒 載假載qx合計(jì)拱軸線 恒載假載qx合計(jì)拱軸線恒 載假載qx合計(jì)水平力10547.2071667.86979879.33749471.0402667.86978803.17059471.0402667.92208803.1182軸力10413.0466659.37449753.67229957.7

26、809620.08899337.692013032.4499837.731712194.7181彎 矩458.7349152.8545305.8804148.5891-66.0376214.6267-812.9064215.2587-1028.16512“恒載壓力線”偏離拱軸線的影響“恒載壓力線”（指空腹式無鉸拱橋不考慮拱軸線的偏離和恒載彈性壓縮影響的恒載壓力線，也就是人們所說的“三鉸拱恒載壓力線”）與拱軸線在 五點(diǎn)”以外的偏離影響可以用一般力學(xué)原理進(jìn)行計(jì)算，參見圖13。（1） “恒載壓力線”偏離拱軸線的偏離彎矩Mp計(jì)算恒載偏離彎矩 Mp，首先要計(jì)算出橋跨結(jié)構(gòu)沿跨徑各等分段的分塊恒載對(duì)各截面的

27、 力矩，再算各截面壓力線的縱坐標(biāo)，然后才能求得Mp。下面按主拱圈、拱上實(shí)腹段和各集中力三部分計(jì)算各分塊恒載對(duì)各截面的力矩。a.主拱圈自重對(duì)各截面產(chǎn)生的力矩Mi|2 - ,M 1 =從丫5 玄 0 ( 2)H1l2sh2k：1dq.2 - , -2sh2k id 1A 5；12sh2k 1d 1-.0 1在這里，對(duì)于所要求的每一等分點(diǎn)而言，積分上限E為常數(shù)，并不計(jì)等式前面的負(fù)號(hào),則上式為：2 二 八. 2MA 5 4 0 d2sh2k id i - -I2sh2k id J =A 5 4 禺-S2式中：S = .o .1 2sh2k 1d 1可根據(jù)E值從拱橋（例集）附表1-1查得；U s2 =。

28、2sh2k 1d 可根據(jù)E值從拱橋（例集）附表1-2查得2= 5.64*25*50.83 /4 =91075.032kN m=0.759953k=1.573主拱圈對(duì)各截面的力矩M1的值見下表主拱圈自重對(duì)各截面產(chǎn)生的彎矩截面號(hào)ESiS2E x S1-S2Mi (kN m)0123452400000230.04170.04170.00170.00000.0000220.08330.08360.00520.0017158.31272i0.12500.12570.01050.0052475.5288200.16670.16820.01760.0105952.6394i90.20830.21120.02

29、650.01751591.0451i80.25000.25480.03740.02632392.5695i70.29170.29910.05030.03693359.4758i60.33330.34420.06540.04934494.4871i50.37500.39040.08270.06375800.8102i40.41670.43760.10240.08007282.1624i30.45830.48610.12460.09828942.8015i20.50000.53610.14960.118410787.5590ii0.54170.58760.17750.140812821.8757i

30、O0.58330.64100.20860.165315051.840590.62500.69630.24320.192017484.231480.66670.75380.28160.221020126.559570.70830.81370.32400.252422987.115360.75000.87630.37090.286326075.017750.79170.94170.42270.322829400.266240.83331.01030.47980.362132973.795230.87501.08230.54280.404136807.531520.91671.15800.61220

31、.449240914.456010.95831.23770.68860.497545308.667601.00001.32180.77270.549150005.4518b.拱上實(shí)腹段恒載對(duì)各截面產(chǎn)生的彎矩M 2計(jì)算拱上實(shí)腹段的恒載時(shí)，必須將拱頂填料 及面層的矩形板塊和其下面的懸鏈線曲邊三角 形塊分開才能準(zhǔn)確計(jì)算，否則只能是近似的。(a)矩形板塊從拱頂?shù)矫總€(gè)截面的矩形板塊的重力：Pi = Y iBOh dl E i/2對(duì)實(shí)腹段里每個(gè)截面的力矩：2 2M=R(| E /2)/2=( l /4) y iBoh dE i/2 對(duì)空腹段里每個(gè)截面的力矩：M=RI E i /2-( l /2) E k/

32、2=(12/4) y iBOh dE k( E i - E k/2) (i 035222.035E222.ccS:Q.腑totii0,75020t 79373.2106J4毀 5804 KZ 7911曲0.1S70.2c229.C02E0.7503l.7710.15740.3135BS1 1430E遲罷I130.10830.3377IB. 791S0.7504L 32130.021713S7.7234：.5 和：ISQ駆0.3333眾54和:口1.5844-0- C3111瀕屈182陽帆1 J灑；0.45 開:L 53110.750SL8457?5.7U2Q.M252713.337328155

33、42分顯占0.25100.457751.47400,7509JUr 叮185)/2(L-0.: Wd1455d r 止13333= 1.474：C.75C92.9185:兒滋l-0.02731話化6M3；S97.8：7150.3750:L474C0.75093.9774204.735：0.03342133.3107234C.0459f Ji0.4：；51.474：0.5.0354299.24410.03952522. MSI* * *ft“九130,4533二二二 0l75H.09543；二 75291-04552rl： c=r：3224.41231 iCOC51.47400.7509i. 1

34、54336i2t：&o. m32祁,3卻：5957kl0.5417:L.4?4：0.75095.2133422.770cO.O57fi巫MM4：E.7；?：10 0, 5833注族flL 7509SL 212247：.2?0)，產(chǎn)生的力矩 M3=Pa;腹拱水平推力 Hg作用在第7 與第8截面之間，對(duì)07截面產(chǎn)生的力矩 M 3=H g(yi- e)。具體計(jì)算見下表。截面豎向力P1P2P3腹拱水平力合計(jì)M3P=798.518541552.319121614.166671076.1669l x =10.215.821.40.2483EMMM240.00000.0000230.04170.000022

35、0.08330.0000210.12500.0000200.16670.0000190.20830.0000180.2500298.7202298.7202170.2917506.3440506.3440160.3333748.9911748.9911150.37501027.15411027.1541140.4167311.089511341.08441652.1739130.45831156.687381693.48462850.1720120.50002002.285242085.18644087.4716110.54172847.883102518.46545366.3485100.5

36、8333693.480962994.09856687.579490.62504539.078833515.22598054.304780.66675384.676691774.818194083.466911242.961870.70836230.274553418.659464701.272414350.206560.75007075.872415062.500735372.034317510.407450.79177921.470276706.342006097.393720725.205940.83338767.068148350.183276881.978823999.230230.8

37、7509612.666009994.024537727.660627334.351120.916710458.2638611637.86580 3062.208698639.275233797.613610.958311303.8617213281.70707 4771.543939620.455238977.568001.000012149.4595914925.54834 6480.8791810674.176644230.0637d.計(jì)算偏離彎矩Mp上部結(jié)構(gòu)恒載對(duì)拱圈各截面重心的彎矩：Mi=M什M 2+M 3壓力線的縱坐標(biāo)：yi=Mi/Hg式中，Hg為不計(jì)彈性壓縮的恒載水平推力：Hg=刀

38、 Mj/f=100591.47206/10.167=9893.918763 kN各截面上“恒載壓力線”偏離拱軸線的值： y=y-yi偏離彎矩具體數(shù)值見下表截面號(hào)主燉拱上實(shí)腹段集中力合計(jì)“恒養(yǎng)壓力銭”拱軸鑽偏右偏宙彎矩壯HLMt%y=y：yi12345&TB9240O.OCMO0.300000.00000.0000o.oaoo0.0000230.000055.54850.000055.54850.X560.01440.0J3637.291422156.3127222.66050,0000380.99220.03650.05760.0193190.51362i475.5288502-7911cTo

39、oooOT8.319Q0.0989043010.0313309.2510P 20962.6394396 30040.0D001350.93970J8710.23210.0450445.0606191591.04511412 55370.00003003.90890.30360.35400.050459T. 5759IE2392.5M52049 690928.72024741.1606D.4TB20.52590.04S7461 6127IT3359.47582815 6542506.34405661.47400.&7530.71060 0435430 3431IB4494.40711697.B6

40、2774E.M117141.34090.72130.94430.222S2201.32155SD0.81022340 04591027.15419166,QI020.92661 20280.2T&12731.9609L 147282.16242782.22921652.17391171B.5655L18421.49050.31023069.5762 13G942.30153224.41252E5D.172015017.38S9L51T81.62190.30413006. 6059I?10787.5590365&. 59574037.471618541.5263l.87402. 13590.31

41、193085.54021112621.61574108.77%5368.348522297,00312.25362.5885D.333313.5886ID15051.64054550,S6226687,5W426290,39222.65723.03050.37333693.0185917484.23144993.14558054,304730531.63173.08593.51470.42384242.7502P 82D12S. 55965435 3288112.961836804.85013.719904280322313.8399T22987,11535677 512014350.205543214.83384 367861680.24902463.7537P 66075.01776319 695317510.40T449905.12055.04405 24010.19&11940 2272529400 25626