橋梁工程課程設(shè)計(jì)裝配式空心板橋

1、橋梁工程課程設(shè)計(jì) 1/66標(biāo)準(zhǔn)跨徑Lb13米材料容總計(jì)算跨徑12.60米混凝土重度25瀝青容重23 上鋪裝厚下鋪裝厚橋面寬度：行車道7米板數(shù)60.080.1人行道左0.75米人行道右0.75米設(shè)計(jì)荷載:公路2級(jí)人群荷載3.0KN/M2欄桿自重單側(cè)8.0KN/m預(yù)制板寬1.24米設(shè)計(jì)段長(zhǎng)1.25米構(gòu)造布置板厚0.70米截面分塊示意ab一號(hào)塊555二號(hào)塊33三號(hào)塊352四號(hào)塊55五號(hào)塊128六號(hào)塊7646七號(hào)塊半徑- -鋼鋼筋筋混混凝凝土土空空心心板板橋橋橋梁工程課程設(shè)計(jì) 2/66挖空部分心距上邊緣距離35t1t2t3121224結(jié)構(gòu)設(shè)計(jì)p2891.跨中截面幾何特性分塊號(hào)面積Ai（cm）對(duì)上緣的面

2、積矩Si=Abyb(cm)重心至截面上緣的距離 Yibi(cm)Ii；(cm4)55015125.0027.508.27138645.8399.00134.774.501565876.0037.66666671.9023434.674251416.6756.666666720.9034.725963360.00350.77682.6763496122360350.77616461.33內(nèi)部挖空3400119000350.77615778.67完整矩形124*70=8680550*35=303800350.773549413.77合計(jì)A=A_i=yb=S_i/A=35.77S_i=I_x=777

3、898.3889I_i=mmsASy =橋梁工程課程設(shè)計(jì) 3/664540y_b=35.77162373.3333I=I矩形-I_i=2709590.721W_u=7.58E+04W_b=7.58E+04W_p=#REF!3支座的荷載橫向分布系數(shù)m0計(jì)算荷載橫向分布系數(shù)mo（杠桿原理法）一號(hào)板汽車荷載人群荷載汽*1.2人*1.20.251.60.301.600. 51. 3751. 0P/ 2P/ 2180P/ 2P/ 2180Por合計(jì)橋梁工程課程設(shè)計(jì) 4/66二號(hào)板汽車荷載人群荷載人群荷載0.500.600.00三號(hào)板汽車荷載人群荷載人群荷載0.500.600.001. 0P/ 2P/ 2

4、180P/ 2P/ 2180Por0. 71. 0P/ 2P/ 2180P/ 2P/ 2180Por1. 0P/ 2P/ 2180P/ 2P/ 2180Por橋梁工程課程設(shè)計(jì) 5/664.跨中的荷載橫向分布系數(shù)m0計(jì)算鉸接板法I=Im=(抗彎慣性矩)2709590.72Ir抗扭慣性矩6258604.65剛度參數(shù)r板號(hào)(查表)R單位荷載作用位置（i號(hào)板中心）1234510.022522121681381190.04312239165117900.024712662181661229720.022122091821491290.042392381921371050.0247121821618414

5、011130.02168182190173149橋梁工程課程設(shè)計(jì) 6/660.041651922101791370.024711661841951741405、計(jì)算荷載橫向分布系數(shù)將車輛荷載橫向分布在最不利位置，就可以計(jì)算跨中荷載橫向分布系數(shù)。板號(hào)123765432813橋梁工程課程設(shè)計(jì) 7/66荷載種類車道荷載人群荷載車道荷載人群荷載車道荷載人群荷載荷載橫向分布系數(shù)0.2660.3140.2180.2260.1670.1610.1900.0780.2020.0890.1930.1100.1380.1570.1860.0970.1110.140mc一車道=0.2740.2350.2520.18

6、90.2160.163橋梁工程課程設(shè)計(jì) 8/66mc二車道= 0.34550.1960.3440.15750.3430.1355橫向分布系數(shù)匯總：荷載類別1號(hào)板2號(hào)板3號(hào)板m0mcm0mcm0汽0.30.34550.60.3440.6人群1.60.19600.15750mcq最大值0.3455mcr最大值0.20moq最大值0.606.結(jié)構(gòu)重力產(chǎn)生的內(nèi)力計(jì)算：空心板自重g 111.35橋面系自重g2及鉸縫重（二期恒載）人行道及欄桿每米重12橋面鋪裝每米重30.1g2=7.016666667鉸縫重g3=2.025空心板永久作用效應(yīng)橋梁工程課程設(shè)計(jì) 9/66二期總9.041666667作用類型作用

7、計(jì)算跨徑彎矩總20.39166667跨中1/4跨G111.3512.6225.24075 168.9305625G27.01666666712.6139.24575 104.4343125G32.02512.640.186125 30.13959375合計(jì)20.39166667404.672625 303.5044688荷載橫向分布系數(shù)匯總梁號(hào)荷載位置公路級(jí)人群荷載備注1#8#跨中mc0.34550.196按“偏心壓力法”梁端mo0.251.6按“杠桿原理法”2#7#跨中mc0.3440.1575按“偏心壓力法”梁端mo0.50按“杠桿原理法”3#6#跨中mc0.3430.1355按“偏心壓力

8、法”梁端mo0.50按“杠桿原理法”4#5#跨中mc00按“偏心壓力法”梁端mo00按“杠桿原理法”梁均布荷載和內(nèi)力影響線面積計(jì)算橋梁工程課程設(shè)計(jì) 10/66類型公路二級(jí)人群影響線面積最大影響線坐標(biāo)值yk形象線圖式截面mM_l/27.8754.519.8453.15M_1/47.8754.514.883752.3625Q_1/29.455.41.5750.5Q_1/49.455.43.543750.75Q_09.455.46.317.可變作用效應(yīng)計(jì)算11/21/2( )/kqkN m( )/rqkNmW=o rc rrpmMx橋梁工程課程設(shè)計(jì) 11/66mc=2078.66kg/mf=6.43

9、99Hz1+u=1.313406589序號(hào)截面荷載類型1、qk或qr2、Pk3、1+4、Mcq5、1#8#M_1/2公路級(jí)7.875213.91.313406590.345519.845人群荷載4.50.19619.845Q_1/2公路級(jí)7.875256.681.313406590.34551.575人群荷載4.50.1961.575M_1/4公路級(jí)7.875213.91.313406590.345514.88375人群荷載4.50.19614.88375Q_1/4公路級(jí)7.875256.681.313406590.34553.54375人群荷載4.50.1963.54375Q_0公路級(jí)7.8

10、75256.681.313406590.256.3人群荷載4.51.66.3)()1(ypqmMkkc qq+W+=xmW=o rc rrpmMx橋梁工程課程設(shè)計(jì) 12/66作用效應(yīng)組合序號(hào)荷載類別跨中截面四分點(diǎn)截面支點(diǎn)截面MmaxVmaxMmaxVmaxVmaxKN.MKNKN.MKNKN1第一期永久作用225.240.00168.9335.7571.512第二期永久作用179.430.00134.5728.4856.963總永久作用404.670.00303.5064.23128.474可變作用（不計(jì)汽車沖擊）286.7948.63215.0976.15174.315可變作用（計(jì)汽車沖擊）

11、376.6763.87282.50100.02228.936可變作用（人群）17.501.3913.133.1335.41橋梁工程課程設(shè)計(jì) 13/667基本組合（1.2*3+1.4*5+0.75*1.4*6）1031.3290.87803.84226.82524.708頻遇組合（3+0.7*4+0.4*6）612.4334.59459.32118.79264.659準(zhǔn)永久組合（3+0.4*4+0.4*6）526.3920.01394.7995.95212.358.8.配配筋筋設(shè)設(shè)計(jì)計(jì)1配置主筋2bkhk=34001/12*bk*hk3=307889.3333解得 hk=46.61905695b

12、k=36.46577411上翼緣板厚度hf=11.69047153下翼緣板厚度hf=11.69047153腹板寬度=52.06845177bf=bf=124混凝土標(biāo)號(hào)2.正截面抗彎設(shè)計(jì)40C40抗壓強(qiáng)度f(wàn)cd=18.4安全等級(jí)系數(shù)y0=1抗拉強(qiáng)度f(wàn)td=1.65混凝土抗拉標(biāo)準(zhǔn)值=2.4HRB335抗拉fsd=280R235抗拉fsd=195橋梁工程課程設(shè)計(jì) 14/66（1）、截面設(shè)計(jì)：a.因采用的焊接鋼筋骨架,故設(shè)，則截面有效高度as=4cmho=66cmb.判斷梯形截面1604.506813M=1031.321158判斷屬于第一類T形截面c、球受壓區(qū)高度：整理后a=11500求解得=X1=

13、1248.14956b=-15180000X2= 71.8504448c=1031321158392則受壓區(qū)高度為71.8504448d、求受拉鋼筋面積As：5854.784826842.388683計(jì)算直徑外徑查結(jié)構(gòu)設(shè)計(jì)原理附表16，選擇鋼筋為142218根22mm25.10mm截面面積As=6842mm2混凝土保護(hù)層厚度c=35mm鋼筋間距sn42mm滿足構(gòu)造要求as=48mm取as=48mm有效高度h0=652mm最小配筋0.26517857實(shí)際配筋率 1.50713407)2(0fffcdhhhbf-)2660(10004 .18)2(108212378.82106xxxhbxfsd-

14、=-=sdfcdSfxbfA=sdcdff45橋梁工程課程設(shè)計(jì) 15/66截面復(fù)核：a 判定T形截面類型2667298N.M1915868.831故為第一類T形截面b求受壓區(qū)高度xx= 83.9704081c正截面抗彎承載力mu=1168.708kN.M1031.32116故截面復(fù)核滿足要求。斜截面抗剪計(jì)算h0=652.45Vd0=524.69534Vd1/2= 90.87197831095.77673滿足b檢查是否符合需要根據(jù)計(jì)算配置箍筋472.225806280.269506350.3368828距離支座中心H/2的剪力效應(yīng)Vd500.5940423VCS= 300.3564254VSD=

15、 200.2376169=ffcdhbf=ss dAf0,31051. 0bhfkcu-0,0 dVg=-031 05. 0bhftd橋梁工程課程設(shè)計(jì) 16/66彎起鋼筋的位置及承擔(dān)剪力計(jì)算表斜筋排次彎起鋼筋距離支座中心距離承擔(dān)剪力值KN設(shè)置彎起鋼筋段長(zhǎng) 3.042米間距10.6049米200.237616920.8949米183.459774731.1649米164.371605941.4349米146.599862651.7049米128.82811926 61 1. .9 97 74 49 9111.0563758各排彎起鋼筋的計(jì)算彎起鋼筋面積計(jì)算表彎起排次每排彎起筋計(jì)算面積彎起數(shù)目實(shí)際

16、彎起面積11008.534B221520.532924.034B221520.533827.884B221520.534738.374B221520.535648.864B221520.536559.354B221520.534b22鋼筋的抵抗彎矩近似計(jì)算為M1=415.540741其中As1=6082.123274M總1168.708334M1=753.1675931內(nèi)插的設(shè)計(jì)值箍筋設(shè)計(jì)參數(shù)a11R235鋼筋a31.1fsv195Asv1.57配筋率p1.567620778截面主筋根數(shù)14主筋對(duì)應(yīng)As53.21857864橋梁工程課程設(shè)計(jì) 17/66Sv=379.9088702參考資料后跨中

17、sv200mm箍筋配筋率0.012031573支座0.70米內(nèi)取sv100mm箍筋配筋率0.024079755經(jīng)計(jì)算配置方式1.80米內(nèi)配置100mm間距箍筋其他區(qū)間取200mm斜截面抗剪驗(yàn)算參數(shù)距離截面h/2剪力設(shè)計(jì)值Vd524.695KN距離支座h/2坐標(biāo)5950斜截面一距離截面h/2彎矩設(shè)計(jì)值Md111.408KN.Mh0=c=652斜截面二距離截面0.6049米剪力設(shè)計(jì)值Vd483.041KN距離截面0.6049米彎矩設(shè)計(jì)值Md188.539KN.M斜截面三距離截面1.8000米剪力設(shè)計(jì)值Vd400.746KN64.44133214距離截面1.8000米彎矩設(shè)計(jì)值Md505.137KN

18、.M斜截面114根縱向受拉鋼筋縱筋配筋率1.56762078箍筋配筋率0.3015%Vcs1=665.886KN由于切割兩組彎起鋼筋2組橋梁工程課程設(shè)計(jì) 18/66VSB1=543.574KNVsb1+vcs1=1209.460KN524.6953402斜截面214根縱向受拉鋼筋縱筋配筋率1.56762078箍筋配筋率0.3015%Vcs1=665.886KN由于切割兩組彎起鋼筋2組VSB1=543.574KNVsb1+vcs1=1209.460KN483.0414114斜截面318根縱向受拉鋼筋縱筋配筋率2.01551243箍筋配筋率0.1508%Vcs1=491.898KN由于切割兩組彎起

19、鋼筋1組VSB1=271.787KNVsb1+vcs1=763.685KN400.7458082驗(yàn)算合格持久狀況斜截面抗彎極限承載力驗(yàn)算受拉鋼筋在頻遇組合下的應(yīng)力ss=1.578E+005KN/M2c1=1.42975779Ple=0.057479744Wfk=0.194339557滿足規(guī)范要求橋梁工程課程設(shè)計(jì) 19/66正常使用極限狀態(tài)下的撓度計(jì)算頻遇I0=I=2.70959E+10mm4A0=A+(n-1)As=4892.65cm2n=Es/Ec6.153846154計(jì)算全截面換算受壓區(qū)高度x0=31.78cm換算截面面積矩形S0=48096.157CM3Mcr=2.3086E+008N.

20、mm由中性軸以上和以下?lián)Q算截面面積矩相等的原則，求解整理后a= 26.03422589求解得=X1=18.55038879b= 1261.983789X2=-67.02441658c= -32369.1077假設(shè)成立故開(kāi)裂截面換算慣性矩Icr=9.31554E+009mm4Bcr=3.02755E+14B0=8.36586E+14B=3.04485E+14永永久久撓度長(zhǎng)期增長(zhǎng)系數(shù)1.45fG=21.979mmfQ=2.265mmFr=0.951mmL0/1600=7.875fl=4.663mm橋梁工程課程設(shè)計(jì) 20/66fsl=36.533mmfp=34.201mm111 + + QGpe=橋

21、梁工程課程設(shè)計(jì) 21/66混凝土彈模HRB335彈模3.25200000000pa橋梁工程課程設(shè)計(jì) 22/66Iki=Ii+Aibi2截面分塊示圖176216.9210881.9823998.7810956.66738.86618507.55617768.703554494.20839823.0474321橋梁工程課程設(shè)計(jì) 23/662709590.721mI2709590.7210. 51. 3751. 0P/ 2P/ 2180P/ 2P/ 2180Por321橋梁工程課程設(shè)計(jì) 24/661. 0P/ 2P/ 2180P/ 2P/ 2180Por0. 71. 0P/ 2P/ 2180P/ 2

22、P/ 2180Por1. 0P/ 2P/ 2180P/ 2P/ 2180Por橋梁工程課程設(shè)計(jì) 25/660.02471611077851199097138單位荷載作用位置（i號(hào)板中心）橋梁工程課程設(shè)計(jì) 26/66117122將車輛荷載橫向分布在最不利位置，就可以計(jì)算跨中荷載橫向分布系數(shù)。橋梁工程課程設(shè)計(jì) 27/66橋梁工程課程設(shè)計(jì) 28/664號(hào)板mcm0mc0.343000.135500.000mor最大值1.603號(hào)板空心板永久作用效應(yīng)橋梁工程課程設(shè)計(jì) 29/66剪力支點(diǎn)1/4跨跨中71.50535.7525044.20522.1025012.75756.378750128.467564.233750荷載橫向分布系數(shù)匯總備注按“偏心壓力法”按“杠桿原理法”按“偏心壓力法”按“杠桿原理法”按“偏心壓力法”按“杠桿原理法”按“偏心壓力法”按“杠桿原理法”梁均布荷載和內(nèi)力影響線面積計(jì)算橋梁工程課程設(shè)計(jì) 30/661.086333333形象線圖式