110m下承式拱橋

1、精選優(yōu)質(zhì)文檔-傾情為你奉上 下承式拱橋設(shè)計(jì)計(jì)算書一、 設(shè)計(jì)資料1設(shè)計(jì)標(biāo)準(zhǔn)設(shè)計(jì)荷載：汽車-20級(jí)，掛車-100，人群荷載3.0kN/M2。橋面凈寬：凈-9m+和附21.0m人行道拱肋為等截面懸鏈線矩形拱,矩形截面高為2.2m,寬為1.0m 。凈跨徑：=110m凈矢高：=22m凈矢跨比: = 1/52主要構(gòu)件材料及其數(shù)據(jù)橋面鋪裝：10cm厚C50混凝土，1 =25kN/m3; 2cm瀝青砼橋面鋪裝,材料容重2=23kN/m3;橋面板：0.5m厚空心簡(jiǎn)支板，C30級(jí)鋼筋砼3 =25kN/m3;主拱圈、拱座：C40級(jí)鋼筋砼矩形截面， =25 kN/m3;拉桿：HDPE護(hù)套高強(qiáng)度鋼絲束，上端為冷鑄錨頭，

2、下端為穿銷鉸。=18kN/m3 3 計(jì)算依據(jù)1）中華人民共和國(guó)交通部標(biāo)準(zhǔn)公路橋涵設(shè)計(jì)通用規(guī)范人民交通出版社，1985年。2）中華人民共和國(guó)交通部標(biāo)準(zhǔn)公路橋涵設(shè)計(jì)手冊(cè)拱橋上、下冊(cè)，人民交通出版社，1978年。3)中華人民共和國(guó)交通部標(biāo)準(zhǔn)，公路橋涵地基與基礎(chǔ)設(shè)計(jì)規(guī)范，人民交通出版社，JTJ024-85二、 主拱圈截面幾何要素的計(jì)算（一）主拱圈橫截面尺寸如圖1所示 圖1 拱圈橫斷面構(gòu)造（尺寸單位：cm） （二）主拱圈截面幾何性質(zhì)截面積： 繞肋底邊緣的靜面矩：主拱圈截面重心軸 y下=1.0m y上= y下=1.0m主拱圈截面繞重心軸的慣性矩 主拱圈截面繞重心軸的回轉(zhuǎn)半徑 （三）計(jì)算跨徑和計(jì)算矢高計(jì)算跨

3、徑: =45.039、=2.2m、=1.8m =計(jì)算矢高: 三、 主拱圈的計(jì)算（一）拱軸系數(shù)的確定 吊桿及拱圈構(gòu)造如圖2 圖2 吊桿及拱圈構(gòu)造圖假定拱軸系數(shù)m=1.988，相應(yīng)的=0.601,f0/ l0=,查拱橋（上冊(cè)）表（）-20（5）得 sinj=0.67354, cosj=0.73915拱腳截面的水平投影和豎向投影 x=Hsinj=2.0×0.67354=1.346m y=Hcosj=2.0×0.73915=1.478m將拱腳沿跨徑24等分，每等分長(zhǎng)=4.583m,每等分點(diǎn)拱軸線的縱坐標(biāo)y1=表（）-1值×f,相應(yīng)的拱背曲面坐標(biāo),拱腹曲面坐標(biāo)。具體數(shù)值見表

4、1，具體位置見圖3。 圖3 拱軸坐標(biāo)示意圖截面號(hào) cos123456789054.9961.22.22400.73915150.4130.20.18000.76006245.8300.18.26300.78036341.2470.16.46800.79997436.6640.14.78900.81884532.0810.13.22100.83689627.4980.11.75900.85406722.9150.10.33900.87032818.3320.9.13800.88563913.7490.7.97000.89997109.1660.6.89400.91332114.5830.5.90

5、500.925561200.5.00000.93701 表1 主拱圈幾何性質(zhì)表 (二)、橋面結(jié)構(gòu)恒載計(jì)算1.橋面系(1) 橋面鋪裝: 2cm厚瀝青砼鋪裝，=22/m3 0.08×9×8.5×22=126.738cm厚現(xiàn)澆C50砼，=25/m30.08×9×8.5×24=138.241cm防水層，=0.2/m2 0.2×8×9=14.4 (2) 空心板：0.5m厚空心板，空心板折減率為0.70.5×9×8×0.7×25=630（3） 普通橫梁：寬0.6m,厚0.4m砼矩形截面梁

6、。=25/m3 (4) 人行道：a.人行道鋪裝 =24/m3 1.0×0.02×24×2=0.96/mb.人行道板、緣石=25/m3 （0.08×1.30.1×0.2×20.1×0.30）×25×2=8.7/mc.人行道下填砂層=18/m3 1.0×0.02×18×2=0.72/md.人行道塊件內(nèi)水管鑄鐵容重為78.5/m3，水的容重為10 /m3，水管內(nèi)徑為36cm,外徑為38cm。 2××0.01×78.5×(0.362/4)

7、15;10×2=3.6752KN/me.人行道塊件里填砂礫石或裝電纜，=18/m3 1.0×0.6×(0.362/4)×18×2=0.6575/m以上5項(xiàng)共為：0.968.70.723.67520.65755.0=19.7127/m(5) 欄桿：6/m(6) 吊桿：DPE護(hù)套高強(qiáng)度鋼絲束，=18kN/m3 以上所有荷載相加得： 吊桿縱向間距為5米，所以，每根吊桿所承受的壓力為（7）、主拱圈 0.625=47.079 圖4 蓋梁、立柱構(gòu)造圖(尺寸單位：cm) 2 計(jì)算活荷載 橫向分布系數(shù)： 1.32 1.130 0.716 縱向荷載： 汽20：

8、掛100： 汽20+人群： 掛100： 汽20+人群控制設(shè)計(jì) 吊桿內(nèi)力總和： 吊桿采用高強(qiáng)鋼絲索組成，抗拉標(biāo)準(zhǔn)強(qiáng)度R=1600kP。考慮吊桿構(gòu)件在可變荷載反復(fù)作用下的疲勞強(qiáng)度問題，采用0.4R控制設(shè)計(jì)，則需鋼絲為： 吊桿采用高強(qiáng)鋼絲索組成吊桿，吊桿用熱聚乙烯防腐。（三）、驗(yàn)算拱軸系數(shù)恒載對(duì)跨及拱腳截面的力矩見表二。 部位項(xiàng)目吊吊竿11吊竿10吊竿9吊竿8吊竿7吊竿6吊竿5吊竿4吊竿3吊竿2吊竿145.7145.7145.7145.7145.7145.7145.7145.7145.7145.7145.71對(duì)l/4點(diǎn)力臂27.50 22.5017.5012.507.502.507.5012.501

9、7.5022.5027.50對(duì)l/4力矩1257.021028.48799.92571.38342.83114.27342.83571.38799.921028.481257.02對(duì)拱腳力臂5.0010.0015.0020.0025.003.0035.0040.0045.0050.0055.00對(duì)拱腳力矩228.55457.10685.65914.201142.751371.301599.851828.402056.952285.502514.05 表2 恒載對(duì)跨及拱腳截面的力矩由表二知可知，該值與0.601之差為0.0006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)拱軸

10、系數(shù)m=1.988 （四）、主拱圈截面內(nèi)力計(jì)算 大跨徑拱橋應(yīng)驗(yàn)算拱頂、3/8拱跨、1/4拱跨和拱腳4個(gè)截面，必要時(shí)應(yīng)驗(yàn)算1/8拱跨截面。1、 彈性中心 表（）3值 =0.2240=7.6022、 彈性壓縮系數(shù) =表（）9值 =11.01050.0014=0.01567 =表（）11值 =9.0014=0.01422 =0. （五）、主拱圈截面內(nèi)力的驗(yàn)算 大跨徑拱橋應(yīng)驗(yàn)算拱頂、拱腳、拱跨1/8、1/4、3/8、等截面的內(nèi)力。1、結(jié)構(gòu)自重內(nèi)力計(jì)算 在確定m系數(shù)時(shí)，其實(shí)算得的數(shù)值很難與選定的拱軸系數(shù)“五點(diǎn)”重合，對(duì)于大跨徑拱橋必須用“假載法”計(jì)入“五點(diǎn)”存在的偏離影響。1.用假載法計(jì)算確定m系數(shù)時(shí)在

11、“五點(diǎn)”存在的偏差(1) 假載內(nèi)力a. 求假載由式 得 b. 假載內(nèi)力假載產(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)力見表3. 不計(jì)彈性壓縮的假載內(nèi)力 表3項(xiàng)目影響線面積力或力矩（）表（）-14（35）值乘數(shù) 拱頂截面0.00660-0.00496=0.0016420.33301027.17430.06536+0.06167=0.1270370.75063574.1505截面0.00335-0.00480=-0.00145-17.9773-908.17000.02211+0.10492=0.1270370.75063574.1505截面0.00897-0.00100=

12、0.0079798.81344991.81580.04054+0.08650=0.1270470.75063574.1505截面0.00847-0.00768=0.000799.7946494.79960.06392+0.06312=0.1270470.75063574.1505拱腳截面0.-0.01494=-0.-162.1557-8191.71680.08977+0.03726=0.1270370.75063574.15050.555.67352812.4916c.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)力見表4項(xiàng)目拱頂截面截面L/4截面截面拱腳截面10.938720.7305700.3

13、44690.682843253.97503253.97503253.97502553.386829.132829.132829.13283224.84223752.08404100.49501022.1529-640.13382275.44816.85682.4099-13.35621221.9107-569.93171886.3446計(jì)入彈性壓縮的假載內(nèi)力 見表4注：L/4截面的軸力以作近似計(jì)算。(2) “拱軸線恒載”內(nèi)力a. 推力 b. 考慮彈性壓縮的內(nèi)力考慮彈性壓縮的“拱軸線恒載”內(nèi)力見表5。表5項(xiàng)目拱頂截面截面L/4截面截面拱腳截面10.938720.7305739601.384738

14、429.8563 38429.856339246.833538085.793838085.793839601.384740938.572052602.5655354.5512322.9784251.361739246.833540615.593652351.20386.85682.4099-13.35622431.0866829.1562-4595.3676注：從拱頂?shù)降?截面，第七截面到拱腳。(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)果見表6?？紤]“五點(diǎn)”偏差的恒載內(nèi)力 表6 截面項(xiàng)目拱頂截面L/4截面拱腳截面拱軸

15、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39601.38473224.842236376.542538429.85633224.842235205.014138429.85633224.842235205.0141軸 力39246.83353224.842236021.991340615.59363752.084036863.509652351.20384100.495048250.7088 彎 矩2431.08661221.91071209.1759829.1562-569.93171399.0937-4595.36761886.3446-6481.71222.“恒載壓力線”

16、偏離拱軸線的影響（圖13）(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)算出橋跨結(jié)構(gòu)沿跨徑等分段的分塊恒載對(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（圖14） 式中，可根據(jù)值查附表1-1得。主拱圈對(duì)各截面的力矩見表7。 主拱圈自重對(duì)各截面產(chǎn)生的彎矩 表7截面號(hào)（kN.m）0123451200000110.083330.0.0.1308.2687100.167770.0.0.5654.277390.250000.0.0.12833.980380.333330

17、.0.0.22744.535470.416670.0.0.35941.536760.500000.0.0.51689.518550.583330.0.0.70556.776640.666670.0.0.92620.750130.750000.0.0.736820.833330.0.0.589110.916670.0.0.300501.000001.0.0.1701b.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，否則只能近似的計(jì)算。(a) 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

18、腹段里每個(gè)截面的力矩 式中k表示空，實(shí)腹段的分解點(diǎn)取 。各截面力矩見表8。拱上實(shí)腹段恒載對(duì)各截面產(chǎn)生的力矩 表8區(qū)間截面號(hào) 懸鏈線曲邊三角形 矩形塊 012345678 910實(shí)腹段12 000000000110.083330.120545.87240.75001.052648.28530.00351422.24701470.5323100.167770.2409367.31350.75022.1044772.97450.01395648.35246421.326990.250000.36141244.70100.75053.15273924.16880.031312718.951916643

19、.120780.333330.48192966.03630.75104.194812441.92910.055622593.409735035.3388分界點(diǎn)0.33495 0.48423009.04190.7510空腹段70.416673009.04190.75107.767223371.83030.084634377.742157749.572460.500003009.04190.751011.979036045.31290.113846243.345782288.658650.583333009.04190.751016.190948719.09650.143058108.9493.0

20、45840.666673009.04190.751020.403361394.38460.172169933.9173.301930.750003009.04190.751024.615274068.16820.201381799.5210.689220.833333009.04190.751028.820786722.69390.230593665.1246.818510.916673009.04190.751033.039499416.93900.2597.7283.667301.000003009.04190.751037.2513.72250.28885.0141.7366(b) 懸鏈

21、線曲邊三角形塊從拱頂?shù)饺我饨孛娴闹亓Γㄒ姳?）。 每一塊P的重心的橫坐標(biāo)拱上各集中力對(duì)各截面產(chǎn)生的力矩 表9截面豎向力6.701613.403213.403213.403213.40321069.170613.403202.24964.49796.73988.976817.430011.2056120000110.083334.211928.226526.301100000100.166678.424356.456382.760752.626322.577700090.2500012.636184.6821139.2123109.076679.029349.0463019.172880.333

22、3316.8480112.9086195.6653165.5309135.4822105.4993075.626270.4166721.0604141.1384252.1249221.9905191.9419161.95893885.3660132.085960.5000025.2723169.3648308.5779278.4434248.3948218.41188384.7566188.538850.5833329.4841197.5906365.0295334.8950304.8464274.863412887.8893244.990440.6666733.6965225.8205421

23、.4891391.3547361.3060331.323017391.6636301.450030.7500037.9084254.0469477.9420447.8076417.7590387.776021894.9032357.903020.8333342.1202282.2727534.3936504.2592474.2106444.227626398.0360414.354610.9166746.3326310.5026590.8533560.7189530.6702500.663130901.1687470.814201.0000050.5445338.7290647.3062617

24、.1718587.1232557.140235405.0498527.2671截面中接頭39.064010.3903P613.403213.5000P713.403215.6300P813.403217.8218P16(柱)2957.848024.2800P913.403219.9966P1013.403222.1496P15(柱)3432.865031.0800P1113.403224.2816120000000001100000000010000000000987.7299000000008252.263644.873916.32510000007416.8169101.333672.78

25、4743.4076014.25830006581.3504157.7865129.237799.86052935.072670.711341.8542013.27865745.8802214.2381185.6893156.312315392.9368127.162998.3058069.73054910.4334270.6977242.1489212.771827852.5757183.6225154.76548982.0520126.189831074.9671327.1507298.6019269.224740310.7357240.0754211.218323440.9754182.6

26、42721239.4968383.6023355.0534325.676352768.5999296.5270267.669937899.5162239.094311404.0500440.0619411.5131382.136065228.2388352.9867324.129652360.1167295.554001568.5837496.5148467.9660438.588977686.3988409.4396380.582566819.0008352.0069上表截面P12P13P14(柱)P14P15P16P13(柱)P17P1813.403213.40324057.271613.

27、403213.403213.40324855.275013.403213.403226.390328.474137.880030.531432.567434.548444.680036.506138.43131200000000011000000000100000000009000000000800000000070000000006000000000541.466813.53720000000497.926569.9969042.422515.133600003154.3794126.4498115.226598.875471.586545.0348018.795302210.8310182

28、.901417203.6430155.3270128.0381101.4863075.246949.44311267.2906239.361034294.4939211.7866184.4977157.94608023.8275131.7065105.90270323.7436295.814051383.3162268.2396240.9507214.398928473.7602188.1595162.3556續(xù)上表截面P19P20P21P22P23拱腳加強(qiáng)段腹拱水平推力合計(jì)13.403213.403213.403213.403220.291239.06401171.528440.326442

29、.169343.977045.751447.485247.89631200000001100000058.8210000000223.0129000000580.84800000001121.3670000003.04762811.78538468.4760000004.44694451.105018302.5250000006.14766443.523438128.9640000008.17458818.094367437.60300000010.556911609.143578595.08224.04270000013.329614857.4403.30180.502355.801531.

30、57267.78990016.532818610.0801.000136.9552112.254588.025564.242962.0769103.449320.213022921.5389.16在實(shí)腹段里，截面重心到任意截面的力臂為，在實(shí)腹段里，整塊曲邊三角形面積的重心到每個(gè)截面的力臂為。每個(gè)截面的力矩見表10。c.各集中力對(duì)各截面的力矩拱上實(shí)腹段的腹空和橫隔板等各集中力及相應(yīng)的橫坐標(biāo)在前面的過程中已經(jīng)求出，各豎向集中力到截面的力臂，產(chǎn)生的力矩；腹拱水平推力作用在第7與第8截面之間，對(duì)0-7截面產(chǎn)生的力矩。具體見表11。d.計(jì)算偏離彎矩上部結(jié)構(gòu)恒載對(duì)拱圈各截面重心的彎矩壓力線的縱坐標(biāo)式中，為

31、不計(jì)彈性壓縮的恒載水平推力=36409.2090kN.各截面上“恒載壓力線”偏離拱軸線的值偏離彎矩偏離彎矩 表12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1234567891200000000111308.26871470.532358.822837.62100.077940.11840.04051474.5730105654.27736421.3269223.01212298.61620.337790.47540.13765009.9072912833.980316643.1207580.8430057.94000.825561.07620.25069124.147882

32、2744.535435035.33881121.3658901.23001.617761.92950.311711348.7505735941.536757749.57248468.47.60002.805873.04760.24178800.1058651689.518582288.658618302.52.70004.182484.44690.26449626.5949570556.7766.045838128.96.80005.919216.14760.22848315.8633492620.7501.301967437.60.70008.003108.17450.17146240.53

33、843.7368.689278595.08.50009.6811610.55690.875731872.62162.5891.8185.30.700013.2588113.32960.07082577.77201.3005.6673.00.000016.5081916.53280.0246895.66650.1701.7366.16.100019.5951820.21300.617822493.6093(3) 偏離彎矩在彈性中心產(chǎn)生的贅余力贅余力見表13計(jì)算表 表13截面1234 5671201.000000.50000.00006.85680.0000110.04050.998421.001

34、60.04066.73840.2736100.13760.993631.00640.13856.38140.883890.25060.983491.01680.25485.78061.472980.31170.973801.02690.32014.92731.577370.24170.958301.04350.25223.80920.960760.26440.938721.06530.28182.40990.679150.22840.914801.09310.24970.70920.177140.17140.886391.12820.1934-1.3177-0.254830.87570.853

35、471.17171.0260-3.7001-3.796320.07080.816221.22520.0867-6.4728-0.561210.02460.775041.29030.0317-9.6760-0.306700.61780.730570.68440.8456-13.3562-11.294013.25343.7211-10.1885由表13可得751.8502kN.m(3)“恒載壓力線”偏離拱軸線的附加內(nèi)力“恒載壓力線”偏離拱軸線在拱圈任意截面中產(chǎn)生的附加內(nèi)力為拱頂。L/4截面，拱腳三個(gè)截面的附加內(nèi)力見表14。(4) 空腹式無鉸拱的恒載壓力線空腹式無鉸拱橋在恒載作用下考慮壓力線與拱軸線

36、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個(gè)內(nèi)力“壓力線”偏離拱軸線的附加內(nèi)力 表14項(xiàng)目拱頂截面L/4截面拱腳截面10.938720.7305700.344690.682846.85682.4099-13.3562751.8502705.7768549.27920259.1552513.393409626.594922493.609310222.456710222.456710222.45675067.170218037.167842757.9276這三個(gè)力的合力作用點(diǎn)的偏心距為:所以，空腹式無鉸拱橋恒載壓力線的縱坐標(biāo)將有關(guān)數(shù)據(jù)代入內(nèi)力公式中，得所以，空腹式無鉸拱恒載壓力線的縱坐標(biāo)

37、見表15，其形狀見圖13。3.空腹式無鉸拱的實(shí)際恒載內(nèi)力空腹式無鉸拱的實(shí)際恒載內(nèi)力等于計(jì)入拱軸系數(shù)m的偏差影響的內(nèi)力與“壓力線”及拱線偏離的附加內(nèi)力之和，其結(jié)果見表16。空腹式無鉸拱恒載壓力線 表15截面0123456781206.856800.05811.000000.49370.1177-0.1177110.11846.73840.04050.09780.998420.99530.09830.0199100.47546.38140.13760.19270.993631.00010.19250.281791.07625.78060.25060.30180.983491.01060.29860

38、.772681.92954.92730.31170.35750.973801.02070.35021.569973.04763.80920.24170.28050.958301.03740.27042.765464.44692.40990.26440.29430.938721.05840.28094.147556.14760.70920.22840.24750.914801.08730.22765.898848.1745-1.31770.17140.17770.886391.12260.15837.9959310.5569-3.70010.87570.86680.853471.16630.74

39、329.6863213.3296-6.47280.07080.04440.816221.22000.036413.2830116.5328-9.67600.0246-0.02210.775041.2854-0.017216.5550020.2130-13.35620.61780.54780.730571.36420.535519.4800恒載內(nèi)力表 表16截面項(xiàng)目拱頂截面L/4截面拱腳截面表8表14合計(jì)表8表14合計(jì)表8表14合計(jì)水平力36376.5425751.850237128.3935205.0141751.850235956.864335205.0141751.850235956.86軸力36021.9913751.850236773.8436863.5096705.776837569.2948250.7088 549.279248799.99彎矩1209.17595067.17026276.3461399.093718037.167819436.26-6481.712242757.927636276.22 2、活載內(nèi)力計(jì)算（1） 汽車20和人群荷載的內(nèi)力 雙車道的汽車等代