25m连续计算书.docx

1、25m连续计算书装配式小箱形连续梁桥上部结构计算书1 综述1.1设计标准设计荷载：公路级计算跨径：3-25m：74.84m； 桥面宽度：20.5m11.0m1.2主要材料混凝土：预制箱梁采用C50混凝土，桥面铺装采用10cm C40防水混凝土及10cm沥青混凝土。预应力钢绞线：标准强度：fpk=1860MPa，d=15.2mm，弹性模量Ep1.95105MPa。1.3设计规范公路工程技术标准(JTG B01-2003) 公路桥涵设计通用规范(JTG D602004) 公路钢筋混凝土及预应力混凝土桥涵设计规范(JTG D622004) 1.4计算理论及计算模型1.4.1计算理论对于25m简支变连

2、续预应力混凝土装配式小箱形梁计算采用平面杆系分析软件公路桥梁结构设计系统GQJS计算，桥梁博士计算软件复核。横向分布系数利用桥梁检测软件QLJC建立模型，控制信息处选择“实体单元”离散模型，试验荷载信息中输入汽车或 挂车荷载，测点信息界面输入想要查取结果的测点位置，计算后读取结果，根据某截面挠度值求出荷载分配系数。1.4.2计算模型25m简支变连续预应力混凝土装配式小箱形梁计算分别取3孔和5孔作计算，根据结构几何尺寸及其施工顺序，将3孔小箱梁全桥划分为52个单元、53个节点进行计算；将5孔小箱梁全桥划分为88个单元、89个节点进行计算。所计算结构均为对称结构，结果取一半单元列出。单元划分如下所

3、示：1.4.3计算采用荷载及其组合按支点不均匀沉降5mm，均匀温度按整体升温25、整体降温30考虑，非线性梯度温度按通规第4.3.10条考虑。荷载组合的处理：组合：长期效应组合，仅供部分预应力类构件的抗裂安全验算，只考虑直接作用荷载，不计汽车冲击、沉降、温度等间接作用。按此组合验算混凝土边缘的法向拉应力。组合：短期效应组合，不考虑汽车冲击力，但计沉降、温度等间接作用。按此组合验算混凝土边缘的法向拉应力及混凝土的主拉应力。组合：标准组合，参与组合的荷载为短期效应组合中规定的所有荷载，只是荷载分项系数都为1.0且考虑汽车荷载冲击系数。按此组合验算混凝土边缘的法向压应力、混凝土主压应力以及预应力钢筋

4、的拉应力。225m先简支后连续装配式小箱梁计算2.1横截面构造形式及梁高25m装配式小箱梁采用等高度箱形截面，梁高140cm，横截面尺寸如下所示：2.2横向分布系数计算2.2.1计算原理利用桥梁检测软件QLJC2.0建立模型，控制信息处选择“实体单元”离散模型，试验荷载信息中输入车辆荷载，测点信息界面输入想要查取结果的测点位置，计算后读取结果，根据跨中截面挠度值求出荷载分配系数。计算按桥宽12m，横向4片梁计算，横向布置两列车。对于25m装配式小箱梁横向分布系数计算分别按加横隔板与不加横隔板两种情况计算，所得结果列表如下。2.2.2计算结果25m小箱梁横向分布系数计算表项目梁号1号梁2号梁3号

5、梁4号梁设横隔板跨中挠度(mm)8.747.726.525.46分配系数0.30730.27140.22930.1920挠度横向分布0.61460.54290.45850.3840不设横隔板跨中挠度(mm)8.777.876.485.36分配系数0.30790.27630.22750.1882挠度横向分布0.61590.55270.45500.37642.33-25m装配式小箱梁计算2.3.1承载能力极限状态计算计算结果如下：按标准组合控制。最大弯矩：最小弯矩： 承载能力极限状态内力荷载组合3数据表单元号节点号最大剪力最小剪力最大弯矩最小弯矩最大抗弯强度最小抗弯强度110.0000-336.0

6、6000.00000.00000.00000.000012-15.5700-358.080025.6100-63.93004202.7200-2142.1600221098.7500456.950025.7400-63.82004209.3000-2137.0500231080.5700446.5500218.920024.87004259.6000-2110.6400331080.5700446.5500219.030024.95004263.3600-2107.400034944.9800366.62001653.0900708.02004676.1100-1863.010044944.9

7、800366.62001653.2000708.17004685.0500-1859.750045764.6900223.95003272.54001442.03005492.7900-811.110055764.6900223.95003272.66001442.18005498.4400-809.250056593.900084.70004458.62001917.83006079.8500-653.390066593.900084.70004458.72001917.95006084.0900-652.460067426.5400-56.06005229.46002185.5100650

8、4.6300-271.130077426.5400-56.06005229.52002185.58006506.0400-270.200078262.8500-197.91005590.95002242.76006671.1500-188.300088262.8500-197.91005590.97002242.78006672.5600-187.360089112.2800-349.61005554.48002091.05006675.3800-186.520099112.2800-349.61005554.47002091.04006675.3800-186.4800910-23.7900

9、-511.89005132.33001730.10006528.6200-262.82001010-23.7900-511.89005132.27001730.03006524.3800-264.36001011-155.5500-673.86004338.19001158.34006116.5500-644.52001111-155.5500-673.86004338.09001158.23006110.9000-646.40001112-282.8200-835.00003206.9900396.74005245.4300-2830.47001212-282.8200-835.000032

10、06.8500396.57005241.2000-2830.50001213-405.4400-994.75001754.2600-620.82004611.8000-3674.27001313-405.4400-994.75001754.0900-621.02004604.7500-3678.93001314-528.7200-1159.0200135.8800-2030.30003836.3100-6785.42001414-528.7200-1159.0200135.6600-2030.56003829.7100-6790.36001415-612.2100-1280.0600-786.

11、9100-3370.02003191.8100-7343.55001515-612.2100-1280.0600-787.0600-3370.20003186.1500-7349.68001516-617.4100-1288.0800-816.5100-3444.71003164.9100-7373.26001616-617.4100-1288.0800-816.9000-3445.19003159.2700-7379.30001617-631.5100-1309.0200-967.3300-3715.24000.0000-5355.79001717-631.5100-1309.0200-96

12、7.3700-3715.29000.0000-5355.79001718-644.3600-1327.5400-1068.1600-3907.10000.0000-5355.790018181229.5300537.5900-1068.1600-3907.10000.0000-5355.790018191210.5700524.7500-984.1900-3758.64000.0000-5355.790019191210.5700524.7500-984.1900-3758.64000.0000-5355.790019201186.1700508.2200-775.2600-3448.4100

13、2434.0900-7834.200020201186.1700508.2200-1020.8700-3743.15002437.6400-7255.190020211177.8900503.0200-848.4000-3510.45002456.3900-7233.250021211177.8900503.0200-848.2700-3510.30002460.7600-7227.590021221053.0100424.5400197.6000-2134.46003016.0300-6726.250022221053.0100424.5400-220.0800-2635.67003023.

14、1700-6185.01002223888.9900323.57001448.4400-1109.84003750.2600-3389.63002323888.9900323.57001448.5600-1109.70003754.8500-3386.61002324723.4200193.20002722.3900-250.91004332.0300-2650.90002424723.4200193.20002722.4900-250.78004338.0300-2649.32002425557.360058.21003661.0400343.20005041.3300-396.210025

15、25557.360058.21003661.0900343.27005044.8600-395.90002526391.8100-80.70004238.5000742.14005298.1700-259.90002626391.8100-80.70004238.5400742.18005300.9900-257.98002627227.7100-222.77004434.3800932.25005419.5400-181.6100结论根据规范公路桥涵设计通用规范(JTG D602004)第4.1.6条，本结构正截面承载能力满足规范要求。2.3.2正截面抗裂验算2.3.2.1短期荷载效应组合下

16、拉应力验算最大拉应力： 计算结果如下： 短期效应组合应力荷载组合2上下缘数据表单元号节点号上缘最小应力下缘最小应力单元号节点号上缘最小应力下缘最小应力110.00000.000014155.48004.4600121.66007.360015155.49004.4400221.63007.200015165.41004.5200231.66007.060016165.51004.5900331.64007.080016171.7000-1.4300342.06005.700017171.6800-1.4300442.05005.710017181.4900-1.2100452.73005.45

17、0018181.4900-1.2100552.72005.440018191.6500-1.4100562.88004.320019191.6800-1.4200662.87004.300019203.31001.1100672.90003.700020205.05003.2600772.90003.680020215.12003.1800782.96003.230021215.10003.2000882.96003.230021226.04001.9100892.91003.100022226.37003.3600992.91003.100022233.98002.54009102.7500

18、3.200023234.00002.560010102.75003.220023244.48001.400010112.65003.360024244.50001.390011112.65003.390024252.12001.510011125.10003.070025252.12001.490012125.08003.090025262.33001.060012134.54004.280026262.33001.050013134.52004.290026272.39001.070013146.52003.270027272.39001.080014146.47003.2600 结论：根据

19、规范公路钢筋混凝土及预应力混凝土桥涵设计规范(JTG D622004)第6.3.1条规定，A类预应力混凝土构件在荷载短期效应组合下stpc0.7ftk=0.72.651.855MPa.本结构最大拉应力为1.47Mpa1.855MPa，出现在36单元37截面即墩顶截面处，正截面抗裂满足规范要求，本结构为A类预应力混凝土结构。2.3.2.2长期荷载效应组合下拉应力验算：最大拉应力： 计算结果如下：长期效应组合应力上下缘拉应力数据表单元号节点号上缘最小应力下缘最小应力单元号节点号上缘最小应力下缘最小应力110.00000.000014146.92005.0300121.69007.360014156

20、.03006.2900221.66007.200015156.05006.2700231.68007.110015165.97006.3700331.67007.130016166.08006.4300342.10006.120016172.22000.0700442.09006.130017172.20000.0700452.80006.480017182.02000.2900552.79006.470018182.02000.2900562.99005.760018192.18000.0800662.98005.740019192.20000.0700673.04005.450019203

21、.82002.5900773.04005.440020205.63005.1300783.14005.220020215.70005.0400883.14005.220021215.68005.0600893.13005.240021226.54003.8200993.13005.250022226.88005.67009103.01005.430022234.40005.040010103.01005.450023234.42005.060010112.94005.620023244.85004.100011112.95005.650024244.86004.100011125.43005.

22、300024252.45004.380012125.42005.310025252.45004.360012134.92006.450025262.62004.030013134.90006.460026262.62004.020013146.97005.040026272.64004.0700结论：根据规范公预规第6.3.1条规定，A类预应力混凝土构件在荷载短期效应组合下:ltpc0本结构在荷载长期效应组合下截面上下缘均未出现拉应力，正截面抗裂满足规范要求。2.3.3斜截面抗裂验算最大主拉应力：计算结果如下：短期效应荷载组合2最大主拉应力数据表单元号节点号位置号到下缘距离主拉应力单元号节点号

23、位置号到下缘距离主拉应力1111.40000.000014111.40000.000021.2750-0.364721.2750-0.001331.1500-0.929931.1500-0.099540.8506-1.191440.8506-0.121950.2500-0.043150.2500-0.004660.00000.000060.00000.0000211.40000.0000211.40000.000021.2750-0.004021.2750-0.002131.1500-0.252631.1500-0.155740.8506-0.207240.8506-0.173750.2500

24、-0.003050.2500-0.005560.00000.000060.00000.00002111.40000.000015111.40000.000021.2750-0.006121.2750-0.003031.1500-0.371131.1500-0.211940.8506-0.311540.8506-0.235450.2500-0.004650.2500-0.007460.00000.000060.00000.0000211.40000.0000211.40000.000021.2750-0.005821.2750-0.003131.1500-0.353931.1500-0.217640.8506-0.297740.8506-0.239750.2500-0.004550.2500-0.007560.00000.000060.00000.00003111.40000.000016111.40000.000021.2750-0.005021.2750-0.003831.1500-0.312931.1500-0.270840.8506-0.260540.8506-0.300050.2500-0.003950.2500-0.009960.00000.000060.00000.0000211.4000