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桥梁工程拱桥课程设计学院:公路学院班级:桥梁工程学号:姓名:指导老师:2014计算书用office2010编写,如需利用里面的表格和公式,请安装office2010。等截面悬链线混凝土空腹式箱形拱桥设计一、设计资料与基本数据1.1设计标准(1)设计荷载:公路—Ⅰ级,人群荷载2/3mkN(2)桥梁宽度:1.5m人行道+8m行车道+1.5m人行道=11m(3)净跨径:ml702050500学号(4)净矢跨比:71/00lf,即净矢高mf100(5)合拢温度C010,最高月平均温度C030,最低月平均温度C001.2主要构件材料及其参数(1)桥面铺装为8cm钢筋混凝土(31/25mkN)+6cm沥青混凝土(32/23mkN)(2)拱顶填土材料容重33/5.22mkN(3)拱上简支梁为C30钢筋混凝土,31/25mkN(4)拱上桥墩为C30钢筋混凝土矩形截面墩,31/25mkN(5)拱顶填土包括桥面的平均高度mhd5.0'(6)主拱圈为C40钢筋混凝土箱形截面,34/5.25mkN1.3设计依据1.交通部部标准《公路桥涵设计通用规范(JTGD60-2004)》;2.交通部部标准《公路圬工桥涵设计规范—JTGD61--2005》;3.交通部部标准《公路钢筋混凝土及预应力混凝土桥涵设计规范(JTGD60-2004》;4.《公路设计手册-拱桥》(上、下册)简称“拱桥”。二、主拱圈截面的几何要素计算2.1主拱圈横截面设计(1)拱圈截面高度按经验公式估算:mlH5.18.0100701000(2)拱圈拟采用7个1.4m的拱箱组成,全宽mB04.10604.074.10,拱圈横断面的尺寸构造(取一半)如下图所示:图2.1主拱圈横断面尺寸(cm)(3)箱形拱圈截面几何性质:整个主拱截面的面积为:22174.71.021281.198.0706.0)1.19.0(2125.18.9mA绕箱底边的面积矩为:3223805.52)25.125.0(1.02128)2.021.1(1.198.07)2.021.1(06.02)1.19.0(25.18.921mS主拱圈截面重心轴为:mASyy75.0174.73805.5上下主拱圈截面对重心轴的惯性矩:4223333023.2)1.0312.075.0(1.021281.01.0361281.198.0121706.021.19.012125.18.9121mI主拱圈截面绕中心轴的回转半径:mAIi531.0174.7023.2三、确定拱轴系数3.1上部结构构造布置上部结构构造布置如下图所示:图3.1上部结构构造尺寸(单位:cm)3.1.1主拱圈假定167.1m,相应的71,245.00041lffy,查《拱桥》(上册)表(Ⅲ)-20(1)得:86248.0cos,50609.0sinjj主拱圈的计算跨径和计算矢高:myffmylljj1031.10)86248.0175.0210cos-127591.7050609.075.0270sin200()(下下拱脚截面的水平投影和竖向投影:mHymHxjj2937.186248.05.1cos7591.050609.05.1sin将拱轴沿跨径24等分,每等分长mll9483.2247591.7024,每等分点拱轴线的纵坐标ffyy11(其中fy1由(Ⅲ)-1查得),相应的拱背曲面坐标cos11上yyy,拱腹曲面坐标cos11下yyy。具体数值见下表:表3.1主拱圈几何性质表截面号xfy11ycoscos上ycos下ycos1上yycos1下yy035.3796110.10310.862480.86960.86969.233610.9727132.43130.8366768.45310.882340.85000.85007.60309.3031229.48300.6887596.95860.901130.83230.83236.12637.7909326.53470.5559155.61650.918680.81640.81644.80016.4329423.58640.4378464.42360.934850.80230.80233.62145.2259520.63810.3342863.37730.949500.78990.78992.58744.1672617.68980.2450002.47530.962500.77920.77921.69603.2545714.74150.1697881.71540.973710.77020.77020.94512.4856811.79320.1084811.09600.983050.76290.76290.33311.858998.84490.0609410.61570.990410.75730.7573-0.14161.3730105.89660.0270590.27340.995720.75320.7532-0.47981.0266112.94830.0067610.06830.998930.75080.7508-0.68250.81911200010.75000.7500-0.750.753.1.2拱上腹孔布置从主拱圈两端起拱线起向外延伸2.5m后向跨中对称布置五孔简支梁,简支梁桥面板厚为41cm,座落在宽为50cm的混凝土排架式腹孔墩支撑的宽为60cm的钢筋混凝土盖梁上,腹孔墩盖梁顶部与主拱拱顶拱背在同一标高,腹孔墩墩中线的横坐标xl以及各墩中线自主拱拱背到腹孔墩盖梁顶部的高度5.0)cos11(1上yyh,分别计算如下表:表3.2腹孔墩高度计算表项目xlllx2k)1(11chkmfyshkmlfktg)1(21cos12tgh1号立柱32.50.918610.52388.48970.53431.13388.02932号立柱27.50.777280.44326.03920.44641.09515.57893号立柱22.50.635960.36264.02100.36131.06333.56074号立柱17.50.494640.28202.42200.27861.03811.9616空实腹段分界线12.50.353310.20141.23170.19771.01940.77143.2上部结构恒载计算恒载计算,首先把桥面系换算成填料厚度,然后按主拱圈、横隔板、拱上空腹段、拱上实腹端共四个部分进行。3.2.1桥面系桥面系各项集度:mkNqx/39.14539.05.1292508.092306.036.0115.22故换算成填料的平均厚度为:mqhxd644.05.2204.103.2.2主拱圈257591.707.1740.52706(4120lAP值19(1)Ⅲ)-表kN51.6812mkNlAM57.2880874257591.707.1740.125714(2244/1值19(1)Ⅲ)-表mkNlAMj63.1174804257591.707.1740.512634(224值19(1)Ⅲ)-表3.2.3横隔板横隔板的设置受箱肋接头位置的控制,必须先确定接头位置后再按箱肋轴线等弧长布置横隔板。1、确定箱肋接头、设置横隔板a.确定接头位置箱肋分三段吊装合拢,接头宜选在箱肋自重作用下弯矩值最小的反弯点附近,即37.0~35.0之间,此处相应的弧长为:mmldkshSx1844.13~4614.1221022上式中dksh0221的值根据值从附表内差算得。b.布置横隔板横隔板沿箱肋中轴线均匀设置,取板间间距ml58.2,中段箱肋设11道横隔板,端横隔板到接头中线的距离为0.3m,则中段箱肋弧长之半为:mS2.133.021058.221)(中则接头位置刚好在37.0处。端段箱肋弧长:mSSS0377.2422.137591.7005252.12121)()(中中端段箱肋设置10道横隔板,则端横隔板距起拱面的长度为:mSS5177.03.0958.2端2、横隔板与接头加强部分的重力横隔板厚均为0.06m。靠拱脚的一块为实心板,其余均为空心板。接头处两相邻横隔板之间以及拱脚截面至第一块横隔板之间的箱底板和两侧板均加厚10cm。a.横隔板重力通过CAD对横隔板面积及体积的计算再乘以其容重可得:空心板:kNP056.7实心板:kNP109.11b.中间头加强部分kNP271.262)06.06.0(1.014)06.06.0(1.02198.0)06.06.0(1.02c.拱脚加强段kNP727.232)03.05177.0(1.014)03.05177.0(1.02198.0)03.05177.0(1.02d.各集中力作用线的横坐标各集中力作用线的横坐标xl,可以根据21022lSdkshkx值从附表查得值,再由2llx求得。xl的值和各集中力分别对4l和拱脚截面的力臂见下表所示:表3.3横隔板的横坐标与力臂计算表集中力编号xSlSx22llx力臂xll4xll21号2.580.0729234470.07292.579015.110832.80062号5.160.1458468930.14575.154412.535430.22523号7.740.218770340.21827.72039.969427.65924号10.320.2916937860.290410.27487.415025.10485号12.90.3646172330.362112.81214.877722.56756号13.50.3815761740.378713.39934.290521.98037号16.080.454499620.449815.91321.776619.466355.97548号18.660.527423070.520118.400416.97929号21.240.600346510.589720.862314.517310号23.820.673269960.658423.293912.085711号26.40.746193410.726225.69209.687612号28.980.819116850.793128.05827.321313号31.560.89204030.858930.38664.993014号34.140.964963750.923632.67672.7029248.090915号36.721.037887190.987334.92990.44960号000.00000.000017.689835.3796中接头13.20.373096700.378713.39934.290521.9803拱脚加强段36.981.04520360.993635.15480.22483.2.4拱上空腹段1、填料及桥面系的重力:kNBhlPd95.72604.105.22644.0501简支梁2、盖梁、底梁及各立柱重力各腹孔排式墩的横截面如下图所示:图3.2腹孔排式墩的横截面图(单位:cm)采用CAD进行面积及体积计算再乘以腹孔墩的容重得到:盖梁自重:kNP105底梁自重:kNP86.851号立柱自重:kNP556.1792号立柱自重:kNP168.1123号立柱自重:kNP668.564号立柱自重:kNP695.1
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