桥梁博士T梁计算

1、桥梁博士计算1 设计资料1.1 设计标准计算跨径：34m标准跨径：35m设计荷载：公路I 级单侧栏杆的重：1.52kN/m1.2 、上部结构普通受力钢筋：直径二12mm的普通钢筋采用 HRB335直径12mm的普通钢筋采用R235预应力钢筋：采用抗拉强度标准值f pk=1860Mpa,公称直径d=15.2mm的低松弛高强度钢绞线；混凝土： 预制 T 梁、 横隔梁、 湿接缝、 封锚端及桥面现浇混凝土均用C50，桥面铺装采用10cm 沥青混凝土；锚具采用夹片锚，预留孔道外径 77mm,内径70mm1.3 设计依据1、 、 公路桥涵设计通用规范（ JTG D60 2004）2、 公路钢筋混凝土及预应

2、力混凝土桥涵设计规范（ JTG D62 2004）3、 公路桥涵设计手册（桥梁上册）（人民交通出版社2004.3）2 构造布置.2.1 纵断面图IIII-I截面I- II截面3计算步骤及参数3.1 横隔板集中荷载1 39 节点【1.5-(0.12+0.20) /2】*(220.3)/2*(0.15+0.16)/2 *25=4.93 KN4.93*2=9.9 KN11 20 29 节点【1.5- (0.12+0.20) /2】*(2.2-0.2)/2*(0.15+0.16)/2 *25=5.19 KN5.19*2=10.4 kN3.2 均布荷载0.10*2.2*23= 5.06 KN3.3 成孔

3、面积3.14x (77/2) A2=4655mmA23.4 计算主梁抗弯惯矩和抗扭惯矩H= (12+20) /2=16Ax=(220-30)*16*16/2+190*30*190/2/220-30*16+(190*30)=64.741=1/12(220-30)*16八3+(220-30)*16*(64.74-182) A2+1/12*30*190A3+30*190*(190/ 2-64.74)八2=0.322m1A43.5 主梁抗扭惯矩查表C1=0.333 c2=0.29 m则抗扭惯矩IT=cibit3i 1I=1/3*220*16A3+0.29*140*30A3=0.0139mA4修正系数1

4、Gl2 IT12-12E ai2IiB=0.9163.6 冲击系数：简支梁桥基频f的计算公式为：f,mc G2lmcg式中I结构的if算跨径（m）；E结构材料白弹性模量（N/m2）;Ic结构跨中截面的截面惯性矩（m4）；mc结构跨中处的单位长度质量（kg/m）;G结构跨中处延米结构重力（kN/m）;g重力加速度，g=9.81 （m/s2）。A=0.8287m2； G=0.8287X 25=20.72kN/m; mc=G/g=20.729.81=2.11 x 103Ns2/m2;C50混凝土的弹性模量 E=3.45X 1010N/m; l=34; Ic=0.322m4；1.5Hz f 14Hz则

5、冲击系数解得等于0.2964.建立模型过程4.1 划分单元直线单元组靠精控制断面定义距离截面拟合类型o O 0 0， 5 4 0 9 23-H-T3-3-BBflg内内内内线线线线直直直直截面拟合类型 k直线内插 向前抛物线 向后抛物线控制点距起点距离m截面特征（S）添加色）I 修改（）| 删除OD |编辑单丽号:左节点号：右节点号：分段长度:|2=0- 5 7*1 2*0. 5 8*1 3*1 2*0. 5 7*1编辑内容1P编辑节点号R编辑节点坐标F编辑截面特征口编辑单元其它特征 模板单元号二H分段方向行水平竖直斜向起点或二oY= |om终点状34 丫二0m确定 | 取消 |一帮助（H）4

6、.2 施工阶段的划分第一阶段集中荷载第二阶段均布荷载第三阶段收缩徐变4.3边界模拟情况4.4活荷载施加情况4.5钢束图形窗口4.6横向分布系数杠杆法桥面布置修正刚修横梁法5输出单元的配筋信息5.1 主梁的配筋面积单元左上缘左下缘右上缘右下缘11.85e-017000.000226200.00022600.000444300.00044400.000865400.00086500.00126500.0012600.00164600.0016400.00197700.0019700.00229800.0022900.00259900.0025900.002861000.0028600.002971

7、100.0029700.003081200.0030800.003291300.0032900.003481400.0034800.003641500.0036400.003751600.0037500.003851700.0038500.003931800.0039300.003991900.0039900.003992000.0039900.003962100.0039600.003932200.0039300.003872300.0038700.003762400.0037600.003622500.0036200.003472600.0034700.003312700.0033100.

8、003092800.0030900.002972900.0029700.002853000.0028500.002583100.0025800.00233200.002300.001983300.0019800.001633400.0016300.001263500.0012600.0008693600.00086900.0004463700.00044600.0002253800.00022501.58e-017正常使用极限状态: 单位m*2单元号左上缘左下缘右上缘右下缘10.00010.00010.00010.000320.00010.00030.00010.000530.00010.00

9、050.00010.00140.00010.0010.00010.001450.00010.00140.00010.001860.00010.00180.00010.002270.00010.00220.00010.002580.00010.00250.00010.002890.00010.00280.00010.003100.00010.0030.00010.0032110.00010.00320.00010.0033120.00010.00330.00010.0035130.00010.00350.00010.0037140.00010.00370.00010.0038150.00010.

10、00380.00010.0039160.00010.00390.00010.004170.00010.0040.00010.0041180.00010.00410.00010.0042190.00010.00420.00010.0042200.00010.00420.00010.0041210.00010.00410.00010.0041220.00010.00410.00010.0041230.00010.00410.00010.0039240.00010.00390.00010.0038250.00010.00380.00010.0037260.00010.00370.00010.0035

11、270.00010.00350.00010.0033280.00010.00330.00010.0032290.00010.00320.00010.003300.00010.0030.00010.0028310.00010.00280.00010.0025320.00010.00250.00010.0022330.00010.00220.00010.0018340.00010.00180.00010.0014350.00010.00140.00010.001360.00010.0010.00010.0005370.00010.00050.00010.0003380.00010.00030.00

12、010.00015.2边梁的配筋信息组合1估算配筋面积单元号节点号上缘一下缘单元号节点号配筋面积配筋面积111.00E-041.00E-04202.00E-042202.00E-04304.00E-043304.00E-04408.00E-044408.00E-04501.10E-035501.10E-03601.40E-036601.40E-03701.70E-037701.70E-03801.90E-038801.90E-03902.20E-039902.20E-031002.40E-03101002.40E-031102.50E-03111102.50E-031202.50E-03121

13、202.50E-031302.70E-03131302.70E-031402.80E-03141402.80E-031503.00E-03151503.00E-031603.10E-03161603.10E-031703.10E-03171703.10E-031803.20E-03181803.20E-031903.20E-03191903.20E-032003.20E-03202003.20E-032103.20E-03212103.20E-032203.20E-03222203.20E-032303.10E-03232303.10E-032403.10E-03242403.10E-0325

14、03.00E-03252503.00E-032602.80E-03262602.80E-032702.70E-03272702.70E-032802.50E-03282802.50E-032902.50E-03292902.50E-033002.40E-03303002.40E-033102.20E-03313102.20E-033201.90E-03323201.90E-033301.70E-03333301.70E-033401.40E-03343401.40E-033501.10E-03353501.10E-033608.00E-04363608.00E-043704.00E-04373

15、704.00E-043802.00E-04383802.00E-04391.00E-041.00E-04组合2估算配筋面积单元号节点号上缘下缘单元号节点号配筋面积配筋面积111.00E-041.00E-04203.00E-042203.00E-04305.00E-043305.00E-04409.00E-044409.00E-04501.30E-035501.30E-03601.70E-036601.70E-03702.00E-037702.00E-03802.30E-038802.30E-03902.60E-039902.60E-031002.80E-03101002.80E-031102.

16、90E-03111102.90E-031203.00E-03121203.00E-031303.20E-03131303.20E-031403.40E-03141403.40E-031503.50E-03151503.50E-031603.60E-03161603.60E-031703.70E-03171703.70E-031803.80E-03181803.80E-031903.80E-03191903.80E-032003.90E-03202003.90E-032103.80E-03212103.80E-032203.80E-03222203.80E-032303.70E-03232303

17、.70E-032403.60E-03242403.60E-032503.50E-03252503.50E-032603.40E-03262603.40E-032703.20E-03272703.20E-032803.00E-03282803.00E-032902.90E-03292902.90E-033002.80E-03303002.80E-033102.60E-03313102.60E-033202.30E-03323202.30E-033302.00E-03333302.00E-033401.70E-03343401.70E-033501.30E-03353501.30E-033609.

18、00E-04363609.00E-043705.00E-04373705.00E-043803.00E-04383803.00E-04391.00E-041.00E-04承载能力极限状态组合估算配筋面积单元号节点号上缘 下缘单元号节点号配筋面积配筋面积1100202.79E-042202.79E-04305.49E-043305.49E-04401.07E-034401.07E-03501.56E-035501.56E-03602.03E-036602.03E-03702.44E-037702.44E-03802.84E-038802.84E-03903.21E-039903.21E-0310

19、03.55E-03101003.55E-031103.69E-03111103.69E-031203.81E-03121203.81E-031304.08E-03131304.08E-031404.32E-03141404.32E-031504.53E-03151504.53E-031604.66E-03161604.66E-031704.78E-03171704.78E-031804.88E-03181804.88E-031904.96E-03191904.96E-032004.96E-03202004.96E-032104.92E-03212104.92E-032204.88E-03222

20、204.88E-032304.81E-03232304.81E-032404.67E-03242404.67E-032504.50E-03252504.50E-032604.31E-03262604.31E-032704.11E-03272704.11E-032803.83E-03282803.83E-032903.69E-03292903.69E-033003.53E-03303003.53E-033103.19E-03313103.19E-033202.85E-03323202.85E-033302.45E-03333302.45E-033402.02E-03343402.02E-0335

21、01.56E-03353501.56E-033601.08E-03363601.08E-033705.52E-04373705.52E-043802.78E-04383802.78E-0439006预应力的配置信息预应力的配置信息1与2号钢束1 丁 PxyR10-1.80234-1.80预应力图示o1-H束1和2 梁底绿线3号钢束1 丁 PxyR10-0.8029-1.58325-1.58434-0.804号钢束1 丁 pxyR10-0.3029-1.510325-1.510434-0.30单位cm7普通钢筋及箍筋的数量、直径 普通钢筋起点X终点X横向根数高度直径0.133.9345250.1

22、33.93300250.133.921700200.133.941860200.133.92181020箍筋数量起点X箍筋间距箍筋股数一箍筋直径0.10.161010.261090.2410250.2410330.261033.90.16108控制截面的强度，应力验算结果8.1 强度验算MmaxMmin单元号节点MdMdu是否满 足MdMdu是否满 足1左端05.51E+03105.51E+031右端4955.81E+0312115.81E+0312左端4955.81E+0312115.81E+031右端9745.84E+0314155.84E+0313左端9745.84E+0314155.8

23、4E+031右端1.89E+036.15E+0318046.15E+0314左端1.89E+036.15E+0318046.15E+031右端2.75E+036.45E+0311.17E+036.45E+0315左端2.75E+036.45E+0311.17E+036.45E+031右端3.56E+036.75E+0311.50E+036.75E+0316左端3.56E+036.75E+0311.50E+036.75E+031右端4.27E+037.05E+0311.82E+037.05E+0317左端4.27E+037.05E+0311.82E+037.05E+031右端4.95E+037.

24、36E+0312.10E+037.36E+0318左端4.95E+037.36E+0312.10E+037.36E+031右端5.58E+037.66E+0312.37E+037.66E+0319左端5.58E+037.66E+0312.37E+037.66E+031右端6.16E+037.97E+0312.61E+037.97E+03110左端6.16E+037.97E+0312.61E+037.97E+031右端6.40E+038.11E+0312.72E+038.11E+03111左端6.40E+038.11E+0312.72E+038.11E+031右端6.61E+038.23E+03

25、12.82E+038.23E+03112左端6.61E+038.23E+0312.82E+038.23E+031右端7.06E+038.27E+0313.00E+038.27E+03113左端7.06E+038.27E+0313.00E+038.27E+031右端7.45E+038.27E+0313.16E+038.27E+03114左端7.45E+038.27E+0313.16E+038.27E+031右端7.80E+038.27E+0313.29E+038.27E+03115左端7.80E+038.27E+0313.29E+038.27E+031右端8.02E+038.27E+0313.4

26、0E+038.27E+03116左端8.02E+038.27E+0313.40E+038.27E+031右端8.22E+038.27E+0313.49E+038.27E+03117左端8.22E+038.27E+0313.49E+038.27E+031右端8.39E+038.27E+0303.55E+038.27E+03118左端8.39E+038.27E+0303.55E+038.27E+031右端8.51E+038.27E+0303.59E+038.27E+03119左端8.51E+038.27E+0303.59E+038.27E+031右端8.51E+038.27E+0303.61E+0

27、38.27E+03120左端8.51E+038.27E+0303.61E+038.27E+031右端8.45E+038.27E+0303.59E+038.27E+03121左端8.45E+038.27E+0303.59E+038.27E+031右端8.38E+038.27E+0303.55E+038.27E+03122左端8.38E+038.27E+0303.55E+038.27E+031右端8.27E+038.27E+0313.49E+038.27E+03123左端8.27E+038.27E+0313.49E+038.27E+031右端8.04E+038.27E+0313.40E+038.2

28、7E+03124左端8.04E+038.27E+0313.40E+038.27E+031右端7.75E+038.27E+0313.29E+038.27E+03125左端7.75E+038.27E+0313.29E+038.27E+031右端7.43E+038.27E+0313.16E+038.27E+03126左端7.43E+038.27E+0313.16E+038.27E+031右端7.10E+038.27E+0313.00E+038.27E+03127左端7.10E+038.27E+0313.00E+038.27E+031右端6.64E+038.23E+0312.82E+038.23E+0

29、3128左端6.64E+038.23E+0312.82E+038.23E+031右端6.40E+038.11E+0312.72E+038.11E+03129左端6.40E+038.11E+0312.72E+038.11E+031右端6.13E+037.97E+0312.61E+037.97E+03130左端6.13E+037.97E+0312.61E+037.97E+031右端5.56E+037.66E+0312.37E+037.66E+03131左端5.56E+037.66E+0312.37E+037.66E+031右端4.98E+037.36E+0312.10E+037.36E+03132

30、左端4.98E+037.36E+0312.10E+037.36E+031右端4.29E+037.05E+0311.82E+037.05E+03133左端4.29E+037.05E+0311.82E+037.05E+031右端3.54E+036.75E+0311.50E+036.75E+03134左端3.54E+036.75E+0311.50E+036.75E+031右端2.74E+036.45E+0311.17E+036.45E+03135左端2.74E+036.45E+0311.17E+036.45E+031右端1.90E+036.15E+0318046.15E+03136左端1.90E+0

31、36.15E+0318046.15E+031右端9785.84E+0314155.84E+03137左端9785.84E+0314155.84E+031右端4955.81E+0312115.81E+03138左端4956.26E+0312116.26E+031右端2.09E-035.96E+0311.74E-035.96E+0318.2 应力验算单元号截回上缘最 大正应 力下缘最 大正应 力最大男 应力最大主 压应力最小主拉 应1左端应力值3.8415.11.2715.1-0.218容许值16.216.2019.4-1.59是否满 足11111右端应力值4.3115.1015.1-0.204容

32、许值16.216.2019.4-1.59是否满 足111112左端应力值4.3115.11.2715.1-0.204容许值16.216.2019.4-1.59是否满 足11111右端应力值4.7815015-0.184容许值16.216.2019.4-1.59是否满 足111113左端应力值4.78151.2415-0.184容许值16.216.2019.4-1.59是否满 足11111右端应力值5.6715015-0.152容许值16.216.2019.4-1.59是否满 足111114左端应力值5.67151.1915-0.152容许值16.216.2019.4-1.59是否满 足1111

33、1右端应力值6.514.9014.9-0.126容许值16.216.2019.4-1.59是否满 足111115左端应力值6.514.91.1414.9-0.126容许值16.216.2019.4-1.59是否满 足11111右端应力值7.2714.9014.9-0.103容许值16.216.2019.4-1.59是否满 足111116左端应力值7.2714.91.0614.9-9.86E-02容许值16.216.2019.4-1.59是否满 足11111右端应力值7.9114.92.44E-0214.9-7.77E-02容许值16.216.2019.4-1.59是否满 足111117左端应力

34、值7.9114.90.99614.9-7.77E-02容许值16.216.2019.4-1.59是否满 足11111右端应力值8.5114.90.11814.9-5.93E-02容许值16.216.2019.4-1.59是否满 足111118左端应力值8.5114.90.93314.9-5.93E-02容许值16.216.2019.4-1.59是否满 足11111右端应力值9.04150.21615-4.36E-02容许值16.216.2019.4-1.59是否满11111足9左端应力值9.04150.86615-4.36E-02容许值16.216.2019.4-1.59是否满 足11111右

35、端应力值9.4815.10.32915.1-2.99E-02容许值16.216.2019.4-1.59是否满 足1111110左端应力值9.4815.10.77815.1-2.91E-02容许值16.216.2019.4-1.59是否满 足11111右端应力值9.6315.30.31915.3-3.37E-02容许值16.216.2019.4-1.59是否满 足1111111左端应力值9.6315.30.77215.3-2.79E-02容许值16.216.2019.4-1.59是否满 足11111右端应力值9.8115.33.87E-0215.3-1.01E-01容许值16.216.2019.

36、4-1.59是否满 足1111112左端应力值9.8115.31.1115.3-1.01E-01容许值16.216.2019.4-1.59是否满 足11111右端应力值10.414.9014.9-0.217容许值16.216.2019.4-1.59是否满 足1111113左端应力值10.414.91.4414.9-0.217容许值16.216.2019.4-1.59是否满 足11111右端应力值1114.3014.3-0.173容许值16.216.2019.4-1.59是否满 足1111114左端应力值1114.31.3114.3-0.173容许值16.216.2019.4-1.59是否满 足

37、11111右端应力值11.613.8013.8-0.135容许值16.216.2019.4-1.59是否满 足1111115左端应力值11.613.81.1813.8-0.135容许值16.216.2019.4-1.59是否满 足11111右端应力值11.913.45.78E-0213.4-0.102容许值16.216.2019.4-1.59是否满 足1111116左端应力值11.913.41.0613.4-0.102容许值16.216.2019.4-1.59是否满 足11111右端应力值12.213.10.15913.1-7.39E-02容许值16.216.2019.4-1.59是否满 足1111117左端应力值12.213.10.93113.1-7.39E-02容许值16.216.2019.4-1.59是否满 足11111右端应力值12.512.90.27612.9-5.09E-02容许值16.216.2019.4-1.59是否满 足1111118左端应力值12.512.90.80712.9-5.0