長(zhǎng)安大學(xué)拱橋課程設(shè)計(jì)

1、橋梁工程拱橋課程設(shè)計(jì)學(xué)院：公路學(xué)院 班級(jí)：橋梁工程 學(xué)號(hào)： 姓名： 指導(dǎo)老師：2014計(jì)算書(shū)用office2010編寫(xiě)，如需利用里面的表格和公式，請(qǐng)安裝 office2010。等截面懸鏈線混凝土空腹式箱形拱橋設(shè)計(jì)一、設(shè)計(jì)資料與基本數(shù)據(jù)1.1設(shè)計(jì)標(biāo)準(zhǔn)(1) 設(shè)計(jì)荷載：公路一I級(jí)，人群荷載 3kN / m2(2) 橋梁寬度：1.5 m人行道+8m行車(chē)道+ 1.5 m人行道=11m(3) 凈跨徑：lo 50學(xué)號(hào)50 20 70m1 凈矢跨比：f0/l0 -，即凈矢高f° 10m(5)合攏溫度100C，最高月平均溫度 300C，最低月平均溫度00C1.2主要構(gòu)件材料及其參數(shù)(1) 橋面鋪裝為

2、8cm鋼筋混凝土(1 25kN/m3) +6cm瀝青混凝土( 2 23kN/m3)(2) 拱頂填土材料容重322.5kN/m3(3) 拱上簡(jiǎn)支梁為C3C鋼岡筋混凝土，1 25kN / m3(4) 拱上橋墩為C3C鋼岡筋混凝土矩形截面墩，1 25kN / m3(5) 拱頂填土包括橋面的平均高度hd 0.5m主拱圈為C4(鋼岡筋混凝土箱形截面，4 25.5kN/m31.3設(shè)計(jì)依據(jù)1. 交通部部標(biāo)準(zhǔn)公路橋涵設(shè)計(jì)通用規(guī)范(JTGD60 2004)；2. 交通部部標(biāo)準(zhǔn)公路圬工橋涵設(shè)計(jì)規(guī)范一JTG D61-2005；3. 交通部部標(biāo)準(zhǔn)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( JTGD60- 2004&#

3、187;4. 公路設(shè)計(jì)手冊(cè)拱橋(上、下冊(cè))簡(jiǎn)稱“拱橋”。二、主拱圈截面的幾何要素計(jì)算2.1主拱圈橫截面設(shè)計(jì)(1) 拱圈截面高度按經(jīng)驗(yàn)公式估算：H 1070 0.8 1.5m100100(2) 拱圈擬采用7個(gè) 1.4m的拱箱組成，全寬B01.4 70.04 610.04m,拱圈橫斷面的尺寸構(gòu)造(取一半)如下圖所示:X2 / X/ X14：“C4110圖2.1主拱圈橫斷面尺寸(cm)(3) 箱形拱圈截面幾何性質(zhì)：整個(gè)主拱截面的面積為：112 2A 9.8 1.5 2(0.9 1.1) 0.06 7 0.98 1.1280.17.174m22繞箱底邊的面積矩為：1 (0 9 1 1)1 11 1S

4、9.81.5220.06(0.2)70.981.1 (0.2)2 2 2 228 1 0.12(0.251.25)5.3805m32 2主拱圈截面重心軸為:5.38057.1740.75m主拱圈截面對(duì)重心軸的慣性矩:I 9.8120.1 0.131.532 121 228 0.1220.92(0.751.10.060.98 1.132811236主0.21 0.1)22.023m4拱圈截面繞中心軸的回轉(zhuǎn)半徑:20230.531m7.174二、確定拱軸系數(shù)3.1上部結(jié)構(gòu)構(gòu)造布置圖3.1上部結(jié)構(gòu)構(gòu)造尺寸（單位：cm）主拱圈1 ,查拱橋（上冊(cè)）7y丄假定m 1.167，相應(yīng)的亍表（川）-20 （1）

5、得：sin j 0.50609,cos j 0.86248主拱圈的計(jì)算跨徑和計(jì)算矢高:l l0 2y下 sin j 70 2 0.75 0.50609 70.7591mff0 2y下(1 - cos j) 10 2 0.75 (1 0.86248) 10.1031m拱腳截面的水平投影和豎向投影：x Hsin j 1.5 0.50609 0.7591my H cos j 1.5 0.86248 1.2937m將拱軸沿跨徑24等分，每等分長(zhǎng)線l右2.9483m，每等分點(diǎn)拱軸的縱坐標(biāo)y1 辛 f （其中 辛由（m）-1查得）,相應(yīng)的拱背曲面坐標(biāo)y1 y，拱腹曲面坐標(biāo)y1 y1y 。具體數(shù)值見(jiàn)下表:c

6、oscos表3.1主拱圈幾何性質(zhì)表截面號(hào)xy1cosy上cosy下y上y1cosy下y1 coscos035.3796110.10310.862480.86960.86969.233610.9727132.43130.8366768.45310.882340.85000.85007.60309.3031229.48300.6887596.95860.901130.83230.83236.12637.7909326.53470.5559155.61650.918680.81640.81644.80016.4329423.58640.4378464.42360.934850.80230.80233

7、.62145.2259520.63810.3342863.37730.949500.78990.78992.58744.1672617.68980.2450002.47530.962500.77920.77921.69603.2545714.74150.1697881.71540.973710.77020.77020.94512.4856811.79320.1084811.09600.983050.76290.76290.33311.858998.84490.0609410.61570.990410.75730.7573-0.14161.3730105.89660.0270590.27340.

8、995720.75320.7532-0.47981.0266112.94830.0067610.06830.998930.75080.7508-0.68250.81911200010.75000.7500-0.750.75拱上腹孔布置從主拱圈兩端起拱線起向外延伸2.5m后向跨中對(duì)稱布置五孔簡(jiǎn)支梁，簡(jiǎn)支梁橋面板厚為41cm座落在寬為50cm的混凝土排架式腹孔墩支撐的寬為 60cm 的鋼筋混凝土蓋梁上，腹孔墩蓋梁頂部與主拱拱頂拱背在同一標(biāo)高， 腹孔墩墩中 線的橫坐標(biāo)lx以及各墩中線自主拱拱背到腹孔墩蓋梁頂部的高度1h yi y上(1)0.5，分別計(jì)算如下表：cos表3.2腹孔墩咼度計(jì)算表項(xiàng)目lx2

9、lxIkfV1彳m 1(chk 1)2fk tg shky l(m 1)1coshJtg211號(hào)立柱32.50.918610.52388.48970.53431.13388.02932號(hào)立柱27.50.777280.44326.03920.44641.09515.57893號(hào)立柱22.50.635960.36264.02100.36131.06333.56074號(hào)立柱17.50.494640.28202.42200.27861.03811.9616空實(shí)腹段分界線12.50.353310.20141.23170.19771.01940.77143.2上部結(jié)構(gòu)恒載計(jì)算恒載計(jì)算，首先把橋面系換算成填

10、料厚度，然后按主拱圈、橫隔板、拱上 空腹段、拱上實(shí)腹端共四個(gè)部分進(jìn)行。橋面系橋面系各項(xiàng)集度：qx 22.5 11 0.36 0.06 23 9 0.08 25 9 2 1.5 0.39 145.39kN/m故換算成填料的平均厚度為：hdqx10.04 22.50.644m主拱圈F0 12表(川)-19(1)值 A 4l0.52706 7.174 70.7591 25 6812.51kNM 1/4表(川)-19(1)值A(chǔ) 4I20.12571 7.174 70.75912 25288087.57kN mAMj表(川)-19(1)值42 2L O.51263 7.174 70.759125ii74

11、8°.63kN m橫隔板橫隔板的設(shè)置受箱肋接頭位置的控制，必須先確定接頭位置后再按箱肋軸 線等弧長(zhǎng)布置橫隔板。1、確定箱肋接頭、設(shè)置橫隔板a. 確定接頭位置箱肋分三段吊裝合攏，接頭宜選在箱肋自重作用下彎矩值最小的反彎點(diǎn)附近，即 0.35 0.37之間，此處相應(yīng)的弧長(zhǎng)為：«22lSxo . 12sh2k d12.4614m 13.1844m上式中0】1 2sh2Cd的值根據(jù) 值從附表內(nèi)差算得。b. 布置橫隔板 橫隔板沿箱肋中軸線均勻設(shè)置，取板間間距丨2.58m，中段箱肋設(shè)11道橫隔板，端橫隔板到接頭中線的距離為 0.3m,則中段箱肋弧長(zhǎng)之半為：1 S中 - (2.58 10

12、2 0.3)13.2m則接頭位置剛好在0.37處。端段箱肋弧長(zhǎng)：1 1 卒 (S S中)(1.05252 70.7591 13.2 2) 24.0377m端段箱肋設(shè)置10道橫隔板，則端橫隔板距起拱面的長(zhǎng)度為：S S端 2.58 9 0.3 0.5177m2、橫隔板與接頭加強(qiáng)部分的重力橫隔板厚均為0.06m?？抗澳_的一塊為實(shí)心板，其余均為空心板。接頭處兩 相鄰橫隔板之間以及拱腳截面至第一塊橫隔板之間的箱底板和兩側(cè)板均加厚 10cnr。a. 橫隔板重力通過(guò)CAM橫隔板面積及體積的計(jì)算再乘以其容重可得：空心板：P 7.056kN實(shí)心板：P 11.109 kNb. 中間頭加強(qiáng)部分P 0.1 (0.6

13、0.06) 0.98 10.12 (0.6 0.06) 4 1 0.1(0.6 0.06) 226.271kNc. 拱腳加強(qiáng)段P 0.1 (0.5177 0.03)0.980.12(0.5177 0.03) 41 0.1 (0.5177 0.03) 223.727kNd. 各集中力作用線的橫坐標(biāo)各集中力作用線的橫坐標(biāo)lx可以根據(jù)kSx -值從附表查得值，再由lx g求得。5的值和各集中力分別對(duì)1和拱腳截面的力臂見(jiàn)表3.3橫隔板的橫坐標(biāo)與力臂計(jì)算表集中力編號(hào)Sx2Sxl1 lx2力臂llx41一 lx21號(hào)2.580.0729234470.07292.579015.110832.80062號(hào)5.

14、160.1458468930.14575.154412.535430.22523號(hào)7.740.218770340.21827.72039.969427.65924號(hào)10.320.2916937860.290410.27487.415025.10485號(hào)12.90.3646172330.362112.81214.877722.56756號(hào)13.50.3815761740.378713.39934.290521.98037號(hào)16.080.454499620.449815.91321.776619.466355.97548號(hào)18.660.527423070.520118.400416.97929號(hào)2

15、1.240.600346510.589720.862314.517310號(hào)23.820.673269960.658423.293912.085711號(hào)26.40.746193410.726225.69209.687612號(hào)28.980.819116850.793128.05827.321313號(hào)31.560.89204030.858930.38664.993014號(hào)34.140.964963750.923632.67672.7029248.090915號(hào)36.721.037887190.987334.92990.44960號(hào)000.00000.000017.689835.3796中接頭13.2

16、0.373096700.378713.39934.290521.9803拱腳加強(qiáng)段36.981.04520360.993635.15480.2248324拱上空腹段1填料及橋面系的重力：P I 簡(jiǎn)支梁 hd 1B0 5 0.644 22.5 10.04 726.95kN2、蓋梁、底梁及各立柱重力 各腹孔排式墩的橫截面如下圖所示:采用CA進(jìn)行面積及體積計(jì)算再乘以腹孔墩的容重得到:蓋梁自重：P 底梁自重：P 1號(hào)立柱自重： 2號(hào)立柱自重： 3號(hào)立柱自重： 4號(hào)立柱自重：105kN85.86kNP 179.556kNP 112.168kNP 56.668kNP 12.695kN3、各立柱底部傳遞的力

17、通過(guò)對(duì)各自重進(jìn)行相應(yīng)的疊加得到各立柱處以及空實(shí)腹端接頭處傳遞到集 中荷載為：1號(hào)立柱：P1726.9510585.86179.5561097366kN2號(hào)立柱：P2726.9510585.86112.1681029978kN3號(hào)立柱：P3726.9510585.8656.668974.478kN4號(hào)立柱：P4726.9510585.8612.695930.505kN726 95空實(shí)腹端接頭處：P5 丁 3633.2.5拱上實(shí)腹段1拱頂填料及橋面系重P6 Ixhd 1B012.5 0.644 22.5 10.04 1817.375kN2、懸鏈線曲邊三角形P7 Zak k)3B01144.07 k

18、N70.75911.1679.983610.5702(sh0.2028 0.2028) 22.510.04式中1cos10.10310.75 (1金）9.9836 m其重心距原點(diǎn)（拱頂）的水平距離shkchk 1kshk k9.3771m驗(yàn)算拱軸系數(shù)恒載對(duì)寸截面和拱腳截面的力矩如下表所示:表3.4半拱恒載對(duì)-截面和拱腳截面產(chǎn)生的彎矩4項(xiàng)目集中力編號(hào)重力（kN）1截面4拱腳截面力臂力矩(kN m)力臂力矩(kN m)主拱圈P。126812.1528808.57117480.63橫隔板及加強(qiáng)段空心板14X7.056(1/4 lx)56.5608399.0929(l/2 lx)252.1104177

19、8.89實(shí)心板11.1092.295625.50中接頭26.2714.5841120.428522.2739585.16拱腳段23.7270.485411.523.52817.689862.4135.3796124.82拱上空腹段R1097.36582.87963159.94P21029.97847.87968115.78P3974.478312.879612550.86P4930.50470.1898176.594717.879616637.02P5363.4755.18981886.35722.87968316.15實(shí)腹段R1817.37511.439820790.3829.1296529

20、39.35P71144.06958.31279510.27426.002529748.6261742.26251411.47由上表可知:M1461742.26Mj 251411.470.2456，該值與0.245之差小于半級(jí)即0.0025，所以可以確定上面擬定的橋跨結(jié)構(gòu)形式的設(shè)計(jì)共軸系數(shù)為m 1.167四、拱圈彈性中心及彈性壓縮系數(shù)4.1彈性中心ys 表（川）-3值 f 0.343129 10.1031 3.46668m4.2彈性壓縮系數(shù)i20.5312210.103120.002761表（川）-9值.2 i11.0326 0.00276 0.02756表（川）-11值 2盲 9.97872

21、O.O。276 0.030476廠 0.02966五、主拱圈截面內(nèi)力計(jì)算大跨徑鋼筋混凝土拱橋應(yīng)驗(yàn)算拱頂、拱腳、拱跨-8只驗(yàn)算拱頂、拱腳、-截面。44、3等截面的內(nèi)力。本設(shè)計(jì)因跨徑較小,5.1結(jié)構(gòu)自重內(nèi)力的計(jì)算在確定m系數(shù)時(shí)，其實(shí)算值很難與選定的拱軸系數(shù)在“五點(diǎn)”重合，對(duì)于大跨徑橋梁用“假載法”計(jì)入“五點(diǎn)”存在的偏離的影響。當(dāng)用“假載法”計(jì)入五點(diǎn)的偏離之后，相應(yīng)三鉸拱的恒載壓力線在五點(diǎn)以外與選定的拱軸線有偏離。對(duì)于大跨徑無(wú)鉸拱，這種偏離的影響很大，不可忽略。下面分別計(jì)算這兩種偏離的 影響。1.用假載法計(jì)算確定m系數(shù)時(shí)在“五點(diǎn)”存在的偏差（1）假載內(nèi)力a.求假載Mi也由式M.也J 80.245得:

22、QxM1 0245Mj447.013kN/m0.2451832l2b.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(jiàn)表下表:表5.1不計(jì)彈性壓縮的假載內(nèi)力項(xiàng)目影響線面積力矩(kN m)表川-14 (5)值合計(jì)乘數(shù)拱頂截面M10.0057-0.005370.00033I21.6523-77.6773Hi0.060680.064770.12545I2/ f62.1698-2922.7684L截面4M10.00905-0.00923-0.00018I2-0.901242.3694H10.040310.085130.12544I2/ f62.1648-2922

23、.5355拱腳截面M10.01724-0.016460.00078I23.9053-183.6009H10.086190.039250.12544I2/ f62.1648-2922.5355C.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)力見(jiàn)下表:表5.2計(jì)算彈性壓縮的假載內(nèi)力項(xiàng)目拱頂截面丄截面4拱腳截面cos10.96250.86248sin00.271320.50609H1-2922.768435-2922.535452-2922.535452V1-1663.2885711H1-86.68508152-86.67817159-86.67817159N (1廠丄)1H1 cosV1 sin-

24、2836.083353-2946.345226-3287.643899M1-77.6772878942.36942976-183.6008623yys y13.46670.9914-6.6365M M11 H1y1-378.1867545-43.56426519391.6353282(2) “拱軸線恒載”內(nèi)力a.推力Hg2Mj1251315.30 - ( 47.013 70.7591821962.68543kN10.1031b.考慮彈性壓縮的內(nèi)力考慮彈性壓縮的“拱軸線恒載”內(nèi)力見(jiàn)下表：表5.3考慮彈性要鎖的拱軸線恒載內(nèi)力項(xiàng)目拱頂截面丄截面4拱腳截面cos10.96250.86248Hg2196

25、2.6854321962.6854321962.68543(11 1)Hg21311.3039721311.3039721311.30397N Hg /cos21962.6854322818.3744725464.57359N1 Hg cos1 g651.3814623626.9546574561.8034836N NN21311.3039722191.4198124902.77011yysy13.46670.9914-6.63651 Hgy2258.131299645.7867632-4322.866807(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

26、恒載”內(nèi)力減去“假載” 的內(nèi)力，計(jì)算截面如下表：表5.4考慮“五點(diǎn)”偏差的恒載內(nèi)力截面 項(xiàng)目拱頂截面-截面4拱腳截面拱軸線恒載假載合計(jì)拱軸線恒載假載合計(jì)拱軸線恒載假載合計(jì)水平力21962.69-2836.0824798.7721962.69-2835.8624798.5421962.69-2835.8624798.54軸力21311.30-2836.0824147.3922191.42-2946.3525137.7724902.77-3287.6428190.41彎矩2258.13-378.192636.32645.79-43.56689.35-4322.87391.64-4714.502恒載

27、壓力線偏離的影響(1) “恒載壓力線”偏離拱軸線的偏離彎矩計(jì)算恒載偏離彎矩M p，首先要計(jì)算出橋跨結(jié)構(gòu)沿跨徑各等分段的分塊對(duì)各截面 的力矩，再計(jì)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)算個(gè)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 M1A i2M14( S S2)4A 4I4式中：s、S2均可由附表查得丄 7.174 25.5 70.75912228984.7668kN m4主拱圈對(duì)各截面的力矩M1的值見(jiàn)下表:表5.5主拱圈自重對(duì)各截面產(chǎn)生的彎矩截面號(hào)S1£S S2M1 (kN m)011.052520.539470.5

28、131117480.634610.9166666670.956570.4459033330.431098681.557720.8333333330.863630.366510.353280873.221630.750.771980.293630.285465341.948140.6666666670.682130.2302666670.224551404.027050.5833333330.5936833330.174970.171339235.458560.50.506470.127430.125828807.428670.4166666670.4204466670.0882733330.0

29、86919901.702280.3333333330.3352766670.0563233330.055412693.897890.250.250810.03140.03137167.7957100.1666666670.1669166670.01420.01363118.6453110.0833333330.083370.003750.0032732拱上實(shí)腹段恒載對(duì)各截面產(chǎn)生的彎矩 M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(kāi)計(jì)算才能準(zhǔn)確。（a）矩形板塊 從拱頂?shù)矫總€(gè)截面的矩形板塊的重力Pii B°hd 二 i

30、2對(duì)實(shí)腹段里每個(gè)截面的力矩Mi對(duì)空腹段里每個(gè)截面的力矩式中k表示空、實(shí)腹段的分界點(diǎn)，取1 B0hd k ( ii Boh1-k)(i k)181986.6689kN mb.懸鏈線曲邊三角形塊 從拱頂?shù)饺我饨孛娴闹亓lfl 3B(shk i k i) 848012.75 (shk i kJ2(m 1)k每一塊R的重心坐標(biāo)為：shki心處2k iishk i k i在實(shí)腹段里，截面重心到任意截面的力臂 2 i （i i），在空腹段力，整塊 曲邊三角形面積的重心到每個(gè)截面的力臂為 丄（i k k）。2各截面的力矩見(jiàn)下表：表5.6拱上實(shí)腹段恒載對(duì)各截面產(chǎn)生的力矩區(qū)間截面號(hào)懸鏈線曲邊三角形矩形塊M 2

31、 M 恒 MkP12(1 )M1 22M恒空腹段011157.77350.750226.002530104.95240.290952939.347783044.3001310.91671157.77350.750223.054226691.49200.261547581.185974272.6779920.83331157.77350.750220.105923278.03170.232042223.024265501.0558430.751157.77350.750217.157619864.57130.202636864.862456729.433740.66671157.77350.75

32、0214.209316451.11100.173131506.700647957.8115550.58331157.77350.750211.261013037.65060.143726148.538839186.1894160.51157.77350.75028.31279624.19030.114220790.377030414.5672770.41671157.77350.75025.36446210.72990.084815432.215221642.94512分界點(diǎn)0.35330.20141157.77350.7502實(shí)腹段80.33330.1901972.05430.75022.9

33、4652864.18050.055610110.370512974.5510190.250.1425409.76150.75012.2105905.76730.03135687.08346592.850723100.16670.0950121.34230.75001.4739178.84970.01392527.59262706.442314110.08330.047515.16270.75000.737011.17560.0035631.8982643.073738212 00000 0 0 0 0c. 各集中力對(duì)各截面的力矩 M3拱上空腹段的腹孔和橫隔板等各集中力及其相應(yīng)的橫坐標(biāo)lx在前面

34、已經(jīng)求出，各豎向力集中力到各截面的力臂 a - i lx （取a 0），產(chǎn)生的力矩2M3 Pa，具體計(jì)算見(jiàn)下表：表5.7拱上集中力對(duì)各截面產(chǎn)生的力矩截面豎向力P°P1P3巳P5（立柱）P中接頭P3.5287.0567.0567.0567.056363.4757.05626.271lx02.57905.15447.720310.274812.512.812113.3993MMMMMMMM01124.8191231.4408213.2691195.1635177.13958316.1508159.2361577.443610.9167114.4175210.6376192.4659174

35、.3603156.33647244.5184138.4329499.988920.8333104.0159189.8344171.6628153.5571135.53326172.8861117.6297422.534230.7593.6143169.0313150.8596132.7540114.73005101.253796.8265345.079540.666783.2127148.2281130.0564111.950893.92684029.621476.0233267.624850.583372.8111127.4249109.253291.147673.12362957.9890

36、55.2201190.170060.562.4096106.621788.450070.344452.32041886.356634.4169112.715370.416752.008085.818567.646849.541231.5172814.724313.613835.260680.333341.606465.015346.843628.738010.714190.2531.204844.212126.04057.9348100.166720.803223.40905.2373110.083310.40162.60581200續(xù)上表截面P4 （立柱）P7F8P3 （立柱）P9R0P2（

37、立柱）P17.056930.50477.0567.056974.47837.0567.0561029.97847.05615.913217.500018.400420.862322.523.293925.692027.528.0582MMMMMMMMM0137.354516637.0221119.8050102.434212550.858685.276868.35578115.784551.65941116.551313893.617599.001981.63109677.807064.473647.55255079.101930.8562295.748211150.212978.198760

38、.82786804.755343.670426.74942042.419310.0530374.94508406.808457.395540.02463931.703722.867215.9462454.14185663.403836.592319.22141058.65212.064021533.33862919.999215.7891612.5354176.5947789101112續(xù)上表截面p2P1 （立柱）p3p4拱腳加強(qiáng)段合計(jì)7.0561097.3667.05611.10923.726730.386632.532.676734.9299435.15475MMMMMM3035.2303

39、3159.93919.071454.9949245.334151087.78114.427137836.18227780.29318743.84411774.7256646.26762602.76571150.138192.91749109.39221049.44941113.0074120d. 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為:Mj M1 M 2 M 3壓力線的縱坐標(biāo)為:Mi yiHg式中Hg為不計(jì)彈性壓縮的恒載水平推力HgM j24874.969砂kN各截面上的“恒載壓力線”偏離拱軸線的值:偏離彎矩為:Mp Hg y具體數(shù)值見(jiàn)下表:表5.8偏離彎矩m p截面號(hào)主拱圈拱上

40、實(shí)腹段集中力合計(jì)恒載壓力線拱軸線偏心偏離彎矩M1M2M3M合Mi yiHgy1yy1yiM p Hg y0117480.6383044.3051087.78251612.7210.115110.103-0.0120-297.42198681.5674272.6837836.18210790.418.47408.4531-0.0209-520.93280873.2265501.0627780.29174154.577.00126.9586-0.0426-1058.89365341.9556729.4318743.84140815.225.66095.6165-0.0444-1105.284514

41、04.0347957.8111774.72111136.564.46784.4236-0.0442-1099.16539235.4639186.196646.2785067.913.41983.3773-0.0425-1056.73628807.4330414.572602.7761824.762.48542.4753-0.0102-252.51719901.7021642.951150.1342694.781.71641.7154-0.0010-24.46812693.9012974.55192.9225861.371.03971.09600.05631401.5797167.806592.

42、85109.3913870.040.55760.61570.05811445.37103118.652706.4449.455874.540.23620.27340.0372925.8011732.18643.0713.011388.260.05580.06830.0125310.881200000000Xi1p115ss Elgdss EI0y12 cos "012cosX22p22M 2M pdss El2 肛dss EI0 y(ys %)12 cos2N_dss EA(1)表(川)-5值If2 Hg(2)偏離彎矩Mp在彈性中心產(chǎn)生的贅余力贅余力各項(xiàng)的計(jì)算見(jiàn)下表:截面號(hào)ycos1

43、ycosysy1ys y1ycoscos0-0.01200.86250.5797-0.0069-6.63650.04601-0.02090.88231.1333-0.0237-4.98640.11832-0.04260.90111.1097-0.0472-3.49190.16503-0.04440.91871.0885-0.0484-2.14980.10404-0.04420.93491.0697-0.0473-0.95690.0452X 2計(jì)算表表5.9贅余力 X1>5-0.04250.94951.0532-0.04470.0893-0.00406-0.01020.96251.0390

44、-0.01050.9914-0.01057-0.00100.97371.0270-0.00101.7513-0.001880.05630.98311.01720.05732.37070.135990.05810.99041.00970.05872.85100.1673100.03720.99571.00430.03743.19330.1194110.01250.99891.00110.01253.39840.0425120.00001.00000.50000.00003.46670.0000012125.9504442192.102149312.6324-0.06400.9273由上表可得:X

45、i0064 Hg 125.95kN m12.6324 g2.9483 0.9273X22 Hg 192.1kN(1 0.02756) 0.095401 70.7591 10.1031 g(3) “恒載壓力線”偏離拱軸線的附加內(nèi)力M X1X2(ys yJ m p“恒載壓力線”偏離拱軸線在拱圈的任意截面中產(chǎn)生的附加內(nèi)力為:X2 cosX2sin拱頂、截面、拱腳三個(gè)截面的附加內(nèi)力見(jiàn)下表:表5.10 “壓力線”偏離拱軸線的附加內(nèi)力項(xiàng)目拱頂截面一截面4拱腳截面cos10.96250.86248sin00.271320.50609y ysy13.46670.9914-6.6365NX2 cos192.1021184.8983165.6843QX2Sin052.121297.2210M p0-252.5123-297.4168X1125.9504125.9504125.9504MX1X2(ys %) M p-540.0063-317.01401103.4118(4) 空腹式無(wú)鉸拱的恒載壓力線空腹式無(wú)鉸拱在恒載作用下考慮壓力線與拱軸線的偏離以及恒載彈性壓縮 的影響之