13m跨装配式钢筋混凝土简支T梁桥课程设计Word格式.docx

1、h1=12（10+16）=13cm则x=（210-18）13132+110181102210-1813+11018=28cm抗弯惯矩x为：x=112210-18133+210-18（28-132）2+1121103+18110（55-28）2 =4628848cm4=0.04628848m4对于T形梁截面，抗扭惯矩可近似按下式计算：IT=i=1mcibiti3式中bi、ti单个矩形截面的宽度和高度；ci矩形截面的抗弯刚度系数由下表计算；m梁截面划分成单个矩形截面的个数。主梁抗扭惯矩计算：对于翼板，t1b1=0.132.10=0.062,0.1,查表得：c1=1/3对于梁勒，t2b2=0.181

2、.1-0.13=0.186,查表得：c2=0.294由计算公式得：ITx=1/3210133+0.294（110-13）183=320107cm4单位宽度抗弯及抗扭惯矩为：Jx=Ix/b=4628848/210=22042cm4/cm（2）横梁的抗弯及抗扭惯翼板有效宽度的计算，如图 横隔梁截面特性计算示意图（单位：抗弯惯矩计算：横梁长度取两边主梁的轴线距，即l=4b=42.1=8.4m c/l=305/840=0.363查表得：当c/l=0.363时，/c=0.54所以 =0.548305=167.14cm167cm求横梁截面中心位置y： y=2h1h12+hbh22h1+h=2167132+

3、1590902213+1590=16cm所以：Iy=1122133+2（16-13 2）2+11215903+15（45-16）2=2499615cm4Jy=Iyb=2499615625=3999cm4/cm抗扭惯矩计算：主梁平均厚度：h=16+102=13cm tb=18110-13=0.186,查表得：c=0.294则 ITx=cbt3=0.294110-13对于横隔梁梁勒： tb=1590-13=0.195,查表得：c=0.291则 ITy=cbt3 =0.29190-13153=75623cm4故，JTx+JTy=13h3+1bITx+1aITy =13133+1210320107+1

4、62575623=2378/cm（3）计算参数和=Bl4JxJy=52512504220423999=0.644式中 B主梁全宽的一半; l计算跨径；=GJTx+JTy2EJTJT=0.425E23782E220423999=0.05403由n=5时=1.042，并取G=0.425E =0.2324（4）计算荷载弯矩横向分布影响线坐标 已知=0.785，查GM表，可以得下表数值：系数梁位荷载位置校核B3B/4B/2B/4-B/4-B/2-3B/4-BK10.800.901.001.141.228.101.101.191.211.251.150.950.810.690.598.091451.45

5、1.380.780.620.520.407.931.751.941.441.110.870.700.318.112.622.001.43 0.750.600.390.320.278.05K00.360.641.061.401.501.070.658.081.121.281.310.990.830.227.842.452.091.881.030.21-0.22-0.453.502.902.101.370.680.25-0.20-0.818.005.803.70.38-0.21-0.50-0.80-1.008.12用内插法求各梁位处横向分布影响线坐标值，如下图：梁位关系图（单位：对于1号、5号梁：

6、K=K44B+KB-K34B26.25131.25=0.2KB+0.8K34B对于2号、4号梁：=K44B+K12-K14B78.75131.25=0.6KB+0.4K34B对于3号梁：=K0这里K0是指列表梁位在0点的K值。列表计算各梁的横向分布影响线坐标值，如下表：算式3/4B1/2B1/4B-1/4B-2/4B1=0.2KB+0.8K34B1.9241.9201.4381.1100.8460.6160.6360.3840.302K03.964.1202.1001.3160.6200.158-0.260-0.520-0.668K1-K0-2.036-2.200-0.662-0.2060.2

7、260.4580.8960.9040.970（K1）-0.473-0.511-0.154-0.0480.0530.1060.2080.2100.225Ka=K0+（K13.4873.6091.9461.0880.6730.265-0.052-0.310-0.44311=Ka50.6970.7220.3890.2180.135-0.010-0.062-0.0892=0.6K112+0.4K114B1.3101.3461.3121.2501.0600.8480.6960.5880.6=0.6K012+0.4K034B1.9181.7661.6401.4241.0780.756-0.044-0.02

8、2-0.608-0.420-0.328-0.174-0.0180.0920.2380.6320.498-0.141-0.098-0.760-0.040-0.0040.0210.0550.1470.1161.7771.6681.5641.3841.0740.7770.5130.103-0.09421=Ka50.3550.3370.3130.2770.2150.155-0.0193=K100.8000.9001.0001.1401.220=K000.3600.6401.5001.4001.0700.6500.4400.260-0.060-0.280-0.0700.2500.1020.060-0.0

9、14-0.0650.0160.0580.4620.7001.0461.3401.4351.0540.70831=Ka50.1400.2090.2680.2870.2110.142（5）计算各梁的荷载横向分布系数公路级，防撞栏按单侧7.5KN/m，汽车距防撞栏不小于50cm。 核载横向分布系数的计算土（单位：横向分布计算图式（单位：车辆荷载：1q=12=120.716+0.361+0.208+0.094=0.6922q=120.0.341+0.308+0.269+0.185+0.130+0.033=0.6333q=120.129+0.217+0.270+0.278+0.240+0.152=0.425防撞栏：1b=0.701-0.091=0.612b=0.352-0.020=0.3323b=0.10+0.10=0.20（5）梁端剪力横向分布系数（按杠杆法） 端部横向分布系数计算图式（单位：1q=12（1.024+0.167）=0.5962q（1.00+0.143）=0.5003q（0.143+1.00+0.381）=0.639（二）、作用效应计算：1.永久荷载假定桥面构造各部分