長(zhǎng)安大學(xué)拱橋課程設(shè)計(jì)

..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)：：指導(dǎo)教師：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)資料與根本數(shù)據(jù)1.1設(shè)計(jì)標(biāo)準(zhǔn)(1)設(shè)計(jì)荷載：公路—Ⅰ級(jí)，人群荷載(2)橋梁寬度：1.5m人行道+8m行車道+1.5m人行道=11m(3)凈跨徑：(4)凈矢跨比：，即凈矢高(5)合攏溫度，最高月平均溫度，最低月平均溫度1.2主要構(gòu)件材料及其參數(shù)(1)橋面鋪裝為8cm鋼筋混凝土〔〕+6cm瀝青混凝土〔〕(2)拱頂填土材料容重(3)拱上簡(jiǎn)支梁為C30鋼筋混凝土，(4)拱上橋墩為C30鋼筋混凝土矩形截面墩，(5)拱頂填土包括橋面的平均高度(6)主拱圈為C40鋼筋混凝土箱形截面，1.3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)〔JTGD60－2004〕"；2.交通部部標(biāo)準(zhǔn)"url=j-NTGJqjJ4zBBpC8yDF8xDh8vibi1VViXDxBcokQ2cDy4-YoHzF-qckjRHamjGKNN6C"公路圬工橋涵設(shè)計(jì)規(guī)—JTGD61--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)〔JTGD60－2004"；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)歷公式估算：〔2〕拱圈擬采用7個(gè)1.4m的拱箱組成，全寬，拱圈橫斷面的尺寸構(gòu)造〔取一半〕如下列圖所示：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：繞箱底邊的面積矩為：主拱圈截面重心軸為：主拱圈截面對(duì)重心軸的慣性矩：主拱圈截面繞中心軸的回轉(zhuǎn)半徑：三、確定拱軸系數(shù)3.1上部構(gòu)造構(gòu)造布置上部構(gòu)造構(gòu)造布置如下列圖所示：圖3.1上部構(gòu)造構(gòu)造尺寸〔單位：cm〕3.1.1主拱圈假定，相應(yīng)的，查"拱橋"〔上冊(cè)〕表〔Ⅲ〕-20〔1〕得：主拱圈的計(jì)算跨徑和計(jì)算矢高：拱腳截面的水平投影和豎向投影：將拱軸沿跨徑24等分，每等分長(zhǎng)，每等分點(diǎn)拱軸線的縱坐標(biāo)(其中由(Ⅲ)-1查得),相應(yīng)的拱背曲面坐標(biāo)，拱腹曲面坐標(biāo)。具體數(shù)值見(jiàn)下表：表3.1主拱圈幾何性質(zhì)表截面號(hào)035.3796110.10310.862480.86960.86969.233610.9727132.43130.8366768.45310.882340.85000.85007.60309.3031229.48300.6887596.95860.901130.83230.83236.12637.7909326.53470.5559155.61650.918680.81640.81644.80016.4329423.58640.4378464.42360.934850.80230.80233.62145.2259520.63810.3342863.37730.949500.78990.78992.58744.1672617.68980.2450002.47530.962500.77920.77921.69603.2545714.74150.1697881.71540.973710.77020.77020.94512.4856811.79320.1084811.09600.983050.76290.76290.33311.858998.84490.0609410.61570.990410.75730.7573-0.14161.3730105.89660.0270590.27340.995720.75320.7532-0.47981.0266112.94830.0067610.06830.998930.75080.7508-0.68250.81911200010.75000.7500-0.750.753.1.2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)以及各墩中線自主拱拱背到腹孔墩蓋梁頂部的高度，分別計(jì)算如下表：表3.2腹孔墩高度計(jì)算表工程1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)腹段分界限12.50.353310.20141.23170.19771.01940.77143.2上部構(gòu)造恒載計(jì)算恒載計(jì)算，首先把橋面系換算成填料厚度，然后按主拱圈、橫隔板、拱上空腹段、拱上實(shí)腹端共四個(gè)局部進(jìn)展。3.2.1橋面系橋面系各項(xiàng)集度：故換算成填料的平均厚度為：3.2.2主拱圈3.2.3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，即之間，此處相應(yīng)的弧長(zhǎng)為：上式中的值根據(jù)值從附表差算得。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，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，那么中段箱肋弧長(zhǎng)之半為：那么接頭位置剛好在處。端段箱肋弧長(zhǎng)：端段箱肋設(shè)置10道橫隔板，那么端橫隔板距起拱面的長(zhǎng)度為：2、橫隔板與接頭加強(qiáng)局部的重力橫隔板厚均為0.06m。靠拱腳的一塊為實(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10cm。橫隔板重力通過(guò)CAD對(duì)橫隔板面積及體積的計(jì)算再乘以其容重可得：空心板：實(shí)心板：中間頭加強(qiáng)局部拱腳加強(qiáng)段d.各集中力作用線的橫坐標(biāo)各集中力作用線的橫坐標(biāo)，可以根據(jù)值從附表查得值，再由求得。的值和各集中力分別對(duì)和拱腳截面的力臂見(jiàn)下表所示：表3.3橫隔板的橫坐標(biāo)與力臂計(jì)算表集中力編號(hào)力臂1號(hào)2.580.0729234470.07292.579015.110832.80062號(hào)5.160.1458468930.14575.154412.535430.22523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)16.080.454499620.449815.91321.776619.46638號(hào)18.660.527423070.520118.400416.97929號(hào)21.240.600346510.589720.862314.517310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)34.140.964963750.923632.67672.702915號(hào)36.721.037887190.987334.92990.44960號(hào)000.00000.000017.689835.3796中接頭13.20.373096700.378713.39934.290521.9803拱腳加強(qiáng)段36.981.04520360.993635.15480.22483.2.4拱上空腹段1、填料及橋面系的重力：2、蓋梁、底梁及各立柱重力各腹孔排式墩的橫截面如下列圖所示：圖3.2腹孔排式墩的橫截面圖〔單位：cm〕采用CAD進(jìn)展面積及體積計(jì)算再乘以腹孔墩的容重得到：蓋梁自重：底梁自重：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：3、各立柱底部傳遞的力通過(guò)對(duì)各自重進(jìn)展相應(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：2號(hào)立柱：3號(hào)立柱：4號(hào)立柱:空實(shí)腹端接頭處:3.2.5拱上實(shí)腹段1、拱頂填料及橋面系重2、懸鏈線曲邊三角形式中其重心距原點(diǎn)〔拱頂〕的水平距離:3.2.6驗(yàn)算拱軸系數(shù)恒載對(duì)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)生的彎矩工程集中力編號(hào)重力〔kN〕截面拱腳截面力臂力矩力臂力矩主拱圈6812.1528808.57117480.63橫隔板及加強(qiáng)段空心板14×7.056399.09291778.89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1097.36582.87963159.941029.97847.87968115.78974.478312.879612550.86930.50470.1898176.594717.879616637.02363.4755.18981886.35722.87968316.15實(shí)腹段1817.37511.439820790.3829.129652939.351144.06958.31279510.27426.002529748.6261742.26251411.47由上表可知：，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構(gòu)造形式的設(shè)計(jì)共軸系數(shù)為四、拱圈彈性中心及彈性壓縮系數(shù)4.1彈性中心4.2彈性壓縮系數(shù)五、主拱圈截面力計(jì)算大跨徑鋼筋混凝土拱橋應(yīng)驗(yàn)算拱頂、拱腳、拱跨、、等截面的力。本設(shè)計(jì)因跨徑較小，只驗(yàn)算拱頂、拱腳、截面。5.1構(gòu)造自重力的計(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。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)假載力a．求假載由式得：b．假載力假載產(chǎn)生的力可以將其直接布置在力影響線上求得。不考慮彈性壓縮的假載力見(jiàn)表下表：表5.1不計(jì)彈性壓縮的假載力工程影響線面積力矩表Ⅲ-14〔5〕值合計(jì)乘數(shù)拱頂截面0.0057-0.005370.000331.6523-77.67730.060680.064770.1254562.1698-2922.7684截面0.00905-0.00923-0.00018-0.901242.36940.040310.085130.1254462.1648-2922.5355拱腳截面0.01724-0.016460.000783.9053-183.60090.086190.039250.1254462.1648-2922.5355c．計(jì)入彈性壓縮的假載力計(jì)入彈性壓縮的假載力見(jiàn)下表：表5.2計(jì)算彈性壓縮的假載力工程拱頂截面截面拱腳截面10.96250.8624800.271320.50609-2922.768435-2922.535452-2922.535452-1663.28857-86.68508152-86.67817159-86.67817159-2836.083353-2946.345226-3287.643899-77.6772878942.36942976-183.60086233.46670.9914-6.6365-378.1867545-43.56426519391.6353282〔2〕"拱軸線恒載〞力a．推力b．考慮彈性壓縮的力考慮彈性壓縮的"拱軸線恒載〞力見(jiàn)下表：表5.3考慮彈性要鎖的拱軸線恒載力工程拱頂截面截面拱腳截面10.96250.8624821962.6854321962.6854321962.6854321311.3039721311.3039721311.3039721962.6854322818.3744725464.57359651.3814623626.9546574561.803483621311.3039722191.4198124902.770113.46670.9914-6.63652258.131299645.7867632-4322.866807〔3〕考慮確定m系數(shù)偏差影響的恒載力考慮m系數(shù)偏差影響的恒載力等于"拱軸線m的恒載〞力減去"假載〞的力，計(jì)算截面如下表：表5.4考慮"五點(diǎn)〞偏差的恒載力截面工程拱頂截面截面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2258.13-378.192636.32645.79-43.56689.35-4322.87391.64-4714.50恒載壓力線偏離的影響〔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，首先要計(jì)算出橋跨構(gòu)造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。下面按主拱圈。拱上實(shí)腹段、和各集中力三局部計(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)生的力矩式中：均可由附表查得主拱圈對(duì)各截面的力矩的值見(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)011.052520.539470.5131117480.634610.9166666670.956570.4459033330.431098681.557720.8333333330.863630.366510.353280873.221630.750.771980.293630.285465341.948140.6666666670.682130.2302666670.224551404.027050.5833333330.5936833330.174970.171339235.458560.50.506470.127430.125828807.428670.4166666670.4204466670.0882733330.086919901.702280.3333333330.3352766670.0563233330.055412693.897890.250.250810.03140.03137167.7957100.1666666670.1669166670.01420.01363118.6453110.0833333330.083370.003750.0032732．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。矩形板塊從拱頂?shù)矫總€(gè)截面的矩形板塊的重力對(duì)實(shí)腹段里每個(gè)截面的力矩對(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b．懸鏈線曲邊三角形塊從拱頂?shù)饺我饨孛娴闹亓γ恳粔K的重心坐標(biāo)為：在實(shí)腹段里，截面重心到任意截面的力臂，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。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011157.77350.750226.002530104.95240.290952939.347783044.3001310.91671157.77350.750223.054226691.49200.261547581.185974272.6779920.83331157.77350.750220.105923278.03170.232042223.024265501.0558430.751157.77350.750217.157619864.57130.202636864.862456729.433740.66671157.77350.750214.209316451.11100.173131506.700647957.8115550.58331157.77350.750211.261013037.65060.143726148.538839186.1894160.51157.77350.75028.31279624.19030.114220790.377030414.5672770.41671157.77350.75025.36446210.72990.084815432.215221642.94512分界點(diǎn)0.35330.20141157.77350.7502實(shí)腹段80.33330.1901972.05430.75022.94652864.18050.055610110.370512974.5510190.250.1425409.76150.75012.2105905.76730.03135687.08346592.850723100.16670.0950121.34230.75001.4739178.84970.01392527.59262706.442314110.08330.047515.16270.75000.737011.17560.0035631.8982643.07373821200000000c．各集中力對(duì)各截面的力矩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)在前面已經(jīng)求出，各豎向力集中力到各截面的力臂〔取，產(chǎn)生的力矩，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P5(立柱)中接頭3.5287.0567.0567.0567.056363.4757.05626.27102.57905.15447.720310.274812.512.812113.399301124.8191231.4408213.2691195.1635177.13958316.1508159.2361577.443610.9167114.4175210.6376192.4659174.3603156.33647244.5184138.4329499.988920.8333104.0159189.8344171.6628153.5571135.53326172.8861117.6297422.534230.7593.6143169.0313150.8596132.7540114.73005101.253796.8265345.079540.666783.2127148.2281130.0564111.950893.92684029.621476.0233267.624850.583372.8111127.4249109.253291.147673.12362957.989055.2201190.170060.562.4096106.621788.450070.344452.32041886.356634.4169112.715370.416752.008085.818567.646849.541231.5172814.724313.613835.260680.333341.606465.015346.843628.738010.714190.2531.204844.212126.04057.9348100.166720.803223.40905.2373110.083310.40162.60581200續(xù)上表截面P4〔立柱〕P3〔立柱〕P2(立柱)7.056930.50477.0567.056974.47837.0567.0561029.97847.05615.913217.500018.400420.862322.523.293925.692027.528.05820137.354516637.0221119.8050102.434212550.858685.276868.35578115.784551.65941116.551313893.617599.001981.63109677.807064.473647.55255079.101930.8562295.748211150.212978.198760.82786804.755343.670426.74942042.419310.0530374.94508406.808457.395540.02463931.703722.867215.9462454.14185663.403836.592319.22141058.65212.064021533.33862919.999215.7891612.5354176.5947789101112續(xù)上表截面P1〔立柱〕拱腳加強(qiáng)段合計(jì)7.0561097.3667.05611.10923.726730.386632.532.676734.9299435.15475035.23033159.93919.071454.9949245.334151087.78114.427137836.18227780.29318743.84411774.7256646.26762602.76571150.138192.91749109.39221049.44941113.0074120計(jì)算偏離彎矩上部構(gòu)造恒載對(duì)拱圈各截面重心的彎矩為：壓力線的縱坐標(biāo)為：式中為不計(jì)彈性壓縮的恒載水平推力各截面上的"恒載壓力線〞偏離拱軸線的值：偏離彎矩為：具體數(shù)值見(jiàn)下表：表5.8偏離彎矩截面號(hào)主拱圈拱上實(shí)腹段集中力合計(jì)恒載壓力線拱軸線偏心偏離彎矩0117480.6383044.3051087.78251612.7210.115110.103-0.0120-297.42198681.5674272.6837836.18210790.418.47408.4531-0.0209-520.93280873.2265501.0627780.29174154.577.00126.9586-0.0426-1058.89365341.9556729.4318743.84140815.225.66095.6165-0.0444-1105.28451404.0347957.8111774.72111136.564.46784.4236-0.0442-1099.16539235.4639186.196646.2785067.913.41983.3773-0.0425-1056.73628807.4330414.572602.7761824.762.48542.4753-0.0102-252.51719901.7021642.951150.1342694.781.71641.7154-0.0010-24.46812693.9012974.55192.9225861.371.03971.09600.05631401.5797167.806592.85109.3913870.040.55760.61570.05811445.37103118.652706.4449.455874.540.23620.27340.0372925.8011732.18643.0713.011388.260.05580.06830.0125310.881200000000〔2〕偏離彎矩在彈性中心產(chǎn)生的贅余力贅余力各項(xiàng)的計(jì)算見(jiàn)下表：表5.9贅余力計(jì)算表截面號(hào)0-0.01200.86250.5797-0.0069-6.63650.04601-0.02090.88231.1333-0.0237-4.98640.11832-0.04260.90111.1097-0.0472-3.49190.16503-0.04440.91871.0885-0.0484-2.14980.10404-0.04420.93491.0697-0.0473-0.95690.04525-0.04250.94951.0532-0.04470.0893-0.00406-0.01020.96251.0390-0.01050.9914-0.01057-0.00100.97371.0270-0.00101.7513-0.001880.05630.98311.01720.05732.37070.135990.05810.99041.00970.05872.85100.1673100.03720.99571.00430.03743.19330.1194110.01250.99891.00110.01253.39840.0425120.00001.00000.50000.00003.46670.0000125.9504442192.102149312.6324-0.06400.9273由上表可得：〔3〕"恒載壓力線〞偏離拱軸線的附加力"恒載壓力線〞偏離拱軸線在拱圈的任意截面中產(chǎn)生的附加力為：拱頂、截面、拱腳三個(gè)截面的附加力見(jiàn)下表：表5.10"壓力線〞偏離拱軸線的附加力工程拱頂截面截面拱腳截面10.96250.8624800.271320.506093.46670.9914-6.6365192.1021184.8983165.6843052.121297.22100-252.5123-297.4168125.9504125.9504125.9504-540.0063-317.01401103.4118(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后，拱中任意截面存在三力：這三個(gè)力的合力作用點(diǎn)的偏心距為：所以空腹式無(wú)鉸拱恒載壓力線的縱坐標(biāo)：將有關(guān)數(shù)據(jù)帶入力公式中，得空腹式無(wú)鉸拱恒載壓力線縱坐標(biāo)值見(jiàn)下表：表5.11空腹式無(wú)鉸拱的恒載壓力線表截面號(hào)010.1031-6.6365-0.0120-0.15250.862480.5608-0.271910.260818.4531-4.9864-0.0209-0.12530.882341.1140-0.11248.580526.9586-3.4919-0.0426-0.11410.901131.0900-0.10477.074835.6165-2.1498-0.0444-0.08650.918681.0684-0.08105.704644.4236-0.9569-0.0442-0.06010.934851.0492-0.05734.484953.37730.0893-0.0425-0.03550.949501.0324-0.03433.413562.47530.9914-0.01020.01670.962501.01780.01642.458371.71541.7513-0.00100.04250.973711.00560.04231.672081.09602.37070.05630.11340.983050.99570.11390.980190.61572.85100.05810.12570.990410.98800.12720.4872100.27343.19330.03720.11230.995720.98250.11430.1586110.06833.39840.01250.09210.998930.97920.0941-0.0259120.00003.46670.00000.08111.000000.47810.1697-0.0848空腹式無(wú)鉸拱的實(shí)際恒載力空腹式無(wú)鉸拱的實(shí)際恒載力等與計(jì)入拱軸系數(shù)m的偏差影響的力與"壓力線〞及拱軸線偏離的附加力之和，其結(jié)果如下表所示：表5.12恒載力表截面工程拱頂截面截面拱腳截面表5.4表5.10合計(jì)表5.4表5.10合計(jì)表5.4表5.10合計(jì)水平力24798.769192.10224990.87124798.543192.10224990.64521962.685192.10222154.788軸力24147.387192.10224339.48925137.765184.89825322.66324902.770165.68425068.454彎矩2636.318-540.0062096.312689.351-317.014372.337-4322.8671103.412-3219.4555.2活載力計(jì)算1.車道荷載均布荷載及人群荷載力公路Ⅰ級(jí)汽車荷載加載于影響線上，其中均布荷載為;集中荷載當(dāng)計(jì)算跨徑為5m時(shí),,當(dāng)為50m及以上時(shí),。本設(shè)計(jì)跨徑為70m,即。拱圈寬度為10.04m,承載雙向兩車道公路Ⅰ級(jí)汽車荷載，考慮活載均布分布于拱圈全寬。人群荷載為：均布荷載及人群荷載的力計(jì)算如下表所示：表5.13考慮彈性壓縮后的均布荷載和人群荷載力截面工程人群荷載表Ⅲ-14〔5〕值乘數(shù)均布荷載的力或力矩人群荷載的力或力矩拱頂截面2190.005728.5391599.3206256.8517相應(yīng)2190.0606830.0714631.5002270.6430相應(yīng)2190.4247330.0535631.1241270.4817219-0.00537-26.8868-564.6231-241.9813相應(yīng)2190.0647732.0983674.0651288.8850相應(yīng)2190.4533732.0801673.6814288.7206截面2190.0090545.3120951.5528407.8084相應(yīng)2190.0403119.9766419.5085179.7894相應(yīng)2190.2983721.1124443.3605190.0116219-0.00923-46.2133-970.4787-415.9195相應(yīng)2190.0851342.1882885.9528379.6941相應(yīng)2190.6146243.4900913.2896391.4098拱腳截面2190.0172486.31821812.6819776.8637相應(yīng)2190.0861942.7135896.9843384.4218相應(yīng)2190.1544310.9273229.474098.3460相應(yīng)2190.5985442.3522889.3956381.1696219-0.01646-82.4128-1730.6696-741.7155相應(yīng)2190.0392519.4513408.4770175.0616相應(yīng)2190.3455724.4522513.4969220.0701相應(yīng)2190.4118829.1443612.0297262.29852.集中力力計(jì)算〔1〕、不計(jì)彈性壓縮的集中力力如下表所示：表5.14不計(jì)彈性壓縮的集中力力工程雙車道集中力查表值乘數(shù)力或力矩拱頂截面7200.048233.41272457.1534相應(yīng)7200.232881.63101174.3318720-0.01288-0.9114-656.1919相應(yīng)7200.118960.8332599.8734L/4截面7200.059774.22933045.0769相應(yīng)7200.133280.9335672.0841720-0.01972-1.3954-1004.6665相應(yīng)7200.232881.63101174.3318拱腳截面7200.031112.20131584.9480相應(yīng)7200.232881.63101174.3318相應(yīng)7200.5360720-0.06533-4.6227-3328.3399相應(yīng)7200.059860.4192301.8529相應(yīng)7200.94047677.1384〔2〕考慮彈性壓縮后集中力力如下表所示：表5.15考慮彈性壓縮后集中力力工程拱頂截面截面拱腳截面10.96250.8624800.271320.50609與相應(yīng)的1174.3318599.8734672.08411174.33181174.3318301.8529與相應(yīng)的360.0000677.13841174.3318599.8734646.88101130.29441195.0301603.0351-34.8290-17.7914-19.9330-34.8290-34.8290-8.9525-34.8290-17.7914-19.1856-33.5229-30.0393-7.72141139.5028582.0820627.69541096.77151164.9908595.31372457.1534-656.19193045.0769-1004.66651584.9480-3328.33993.46675.941913.5698-120.7409-61.6770-118.4411-206.9521-472.6230-121.48412336.4125-717.86892926.6358-1211.61861112.3250-3449.82405.3溫度變化、混凝土收縮、徐變力的計(jì)算溫度變化為其他可變荷載、混凝土收縮、徐變?yōu)橛谰煤奢d，似乎要分項(xiàng)計(jì)算，但是考慮到習(xí)慣和可能，還是將三者一起計(jì)算。主拱圈度，最高月平均溫度，最低月平均溫度，主拱圈材料彈性模量，主拱圈材料線膨脹系數(shù)。收縮作用按下降溫度的影響計(jì)入?；炷列熳冏饔玫挠绊懀?dāng)計(jì)算溫度力時(shí)以；當(dāng)計(jì)算混凝土收縮力時(shí)以的系數(shù)計(jì)入，于是：降低溫度時(shí)：升高溫度時(shí)：溫度變化、混凝土徐變和收縮的力如下表所示：表5.16溫度變化、混凝土徐變和收縮的力工程溫度上升溫度下降拱頂截面1/4L截面拱腳截面拱頂截面1/4L截面拱腳截面9.5-11.5308.5546-373.513510.96250.8624810.96250.862483.46670.9914-6.63653.46670.9914-6.6365308.5546296.9838266.1222-373.5135-359.5067-322.1479-1069.6602-305.90442047.71021294.8518370.3054-2478.8071現(xiàn)將恒載和活載力進(jìn)展匯總?cè)缦卤恚罕?.17力匯總表工程拱頂截面截面拱腳截面恒載2096.311824339.4895372.337025322.6634-3219.455025068.4544均布力〔〕599.3206631.1241951.5528443.36051812.6819889.3956均布力〔〕-564.6231673.6814-970.4787913.2896-1730.6696612.0297人群荷載〔〕256.8517270.4817407.8084190.0116776.8637381.1696人群荷載〔〕-241.9813288.7206-415.9195391.4098-741.7155262.2985集中力〔〕2336.41251139.50282926.6358627.69541112.32501164.9908集中力〔〕-717.8689582.0820-1211.61861096.7715-3449.8240595.3137溫升-1069.6602308.5546-305.9044296.98382047.7102266.1222溫降12