苏通大桥24m跨水上钢栈桥万能杆件受力计算书（图文并茂）

1、.苏通大桥项目总部B1标24m跨水上钢栈桥万能杆件受力计算书计算：复核：审核：审批：编制时间：二OO三年十月八日水上栈桥24m跨万能杆件受力计算书一、结构形式架空栈桥总长1854m， 宽7m，起于长江大堤，止于45墩中心线后约324m。桥中心线与苏通大桥引桥轴线一致。沿着引桥每隔约300m设车辆调头平台一座。栈桥两侧设栏杆，上部结构采用型钢结构。1946轴跨间有桥墩处，上部梁板自成一体，以便整体拆卸。水上栈桥深水区和浅水区采用，下横梁采用H600200，桥墩采用桩基排架，每榀排架下设2根、3根或4根8008mm钢管桩。通航孔处桩基设斜桩并在其上安装橡胶护弦起防撞作用。自下而上依次为8008mm

2、钢管桩，H600200下横梁，长为6.8m；主纵梁采用万能杆件；I28b横向分配梁，布置间距2.0m，长度为7m；I16纵向分配梁，布置间距40cm；10桥面花纹钢板满铺。二、荷载布置1、上部结构恒重（7米宽计算）10钢板：710.017.8510=5.495KN/mI16纵向分配梁:3.69KN/mI28b横向分配梁:1.52KN/m万能杆件纵梁:12.5KN/mH600200下横梁:7.2KN/根2、活荷载30t砼车履带吊65t和吊重20t施工荷载及人群荷载：4KN/m2考虑栈桥实际情况，同方向车辆间距不小于24米，即一跨内同方向最多只布置一辆重车。三、上部结构内力计算栈桥断面图如下：一万

3、能杆件内力计算计算跨径为L计=24m(按简支计算)。万能杆件自重分配在各个节点上，这里不计算自重。1、恒载作用时受力图示和计算结果见附表。2、工况一：履带-65布置在跨中时计算简图：按四跨连续梁计算，求出各个支点的支座反力，即为作用在万能杆件节点上的力，如下图所示：万能杆件受力图示节点受力结果见附表。3、工况二：履带-65布置在端侧时计算简图：万能杆件受力图示节点受力结果见附表。4、工况三：履带-65布置在靠近端侧时计算简图：万能杆件受力图示节点受力结果见附表。荷载组合和选取杆件： 将三种工况的受力与恒载受力叠加，找出各种型号杆件的受力最大值。（1）N1杆件：12512510履带-65布置在跨

4、中时和恒载组合，6号和7号杆件内力最大。Nmax=532.42+388.8/4=1162KN 选用4组合，A=424.373=97.5cm2=1.3Nmax/A=1.3116210/97.5=154.9Mpa=190Mpa满足。（2）N3杆件：10010010履带-65布置在靠近端侧时和恒载组合，14号杆件内力最大。Nmax=229.42+168/4=500.8KN 选用2组合，A=219.261=38.522cm2=1.3Nmax/A=1.3500.810/38.522=169Mpa=190Mpa连接螺栓强度验算：=1.3500.810310-6/(63.140.0272/4)满足。（3）N

5、4杆件：75758履带-65布置在跨中时和恒载组合，22号杆件内力最大。Nmax=762+21.6/4=157.4KN 选用2组合，A=211.503=23.006cm2=1.3Nmax/A=1.3157.410/23.006=88.9Mpa=190Mpa满足（4）N5杆件：75758N5杆件为万能杆件纵梁两榀桁架之间的弦杆，考虑为2组合，A=211.503=23.006cm2计算略。 横向分配梁内力计算1、履带65作用横向跨中时：如上图示所示，考虑三根横向分配梁受力。Mmax=0.25571.40.72.4/3=40KN.mQmax=133.3KN2、砼罐车作用时：按直接作用在一根横向分配梁

6、上。（1）300KN砼罐车半边作用在跨中时Mmax=0.25602.4=36KN.m300KN砼罐车半边作用在支点附近时Qmax=60+0.6/2.460=75KN（2）300KN砼罐车和空载罐车错车时：Mmax=0.55/2.4602.4/2+0.55/2.4302.4/2=24.8KN.mQmax=1.85/2.460+0.55/2.430=53.1KN选用I28b，A=61.05cm2 Wx=534.29cm3=Mmax/Wx=40103/534.29=149.7MPa=200Kpa=Qmax/A=133.310/61.05=21.8MPa=115Kpa满足。纵向分配梁计算1、履带65作

7、用时：选其中一跨作为简支计算：考虑2根纵向分配梁受力M=1/875.522/2=18.8KN.MQ=0.575.52/2=37.8KN2、300KN砼运输车作用时： M=1/4602=30KN.MQ=60KN选用I16，A=26.1cm2 Wx=141cm3=Mmax/Wx=30103/(1.5141)=141.8MPa=200Kpa=Qmax/A=6010/(1.526.1)=15.3MPa=115Kpa桥面面板计算取1米宽板条,按单向板计算,当荷载为30t砼车时为最不利。跨中弯矩MOP=0.125100(0.4-0.088)2=1.22kPa有效分布宽度a=0.4m最大弯矩为M=MOP/a

8、=1.22/0.4=3.05kPa W=bh2/6=10.012/6=1.67105m3=M/W=3.05103/1.6710-5=182.6MPa =200Kpa 满足。*;水上栈桥24m跨万能杆件结构受力验算表工况一：作用在跨中时杆件编号12345678910111213141516171819202122232425262728293031323334353637P=76KN0-76-76-152-152-228-228-152-152-76-7600-53.853.80-53.853.80-53.853.8-7653.8-53.8053.8-53.8053.8-53.803811419

9、019011438P=58KN0-66-66-134-134-144-144-96-96-48-4800-48.148.10-48.148.10-48.1-34034-34034-34034-340341021681207224P=58KN0-48-48-96-96-144-144-134-134-66-6600-34340-34340-34340-34-48.1048.1-48.1048.1-48.10247212016810234P=4KN0-5.4-5.4-10.8-10.8-8.2-8.2-5.6-5.6-3-300-3.83.80-3.83.8-41.8-1.801.8-1.801.

10、8-1.801.8-1.802.78.19.16.53.91.3P=4KN0-3-3-5.6-5.6-8.2-8.2-10.8-10.8-5.4-5.400-1.81.80-1.81.80-1.81.80-1.81.8-43.8-3.803.8-3.801.33.96.59.18.12.7合计0-198.4-198.4-398.4-398.4-532.4-532.4-398.4-398.4-198.4-198.400-141.5141.50-141.5141.5-4-135.953.8-7653.8-135.9-4141.5-141.50141.5-141.50100300493.6493.6

11、300100工况二：作用在一端时杆件编号12345678910111213141516171819202122232425262728293031323334353637P=38KN000000000000-38000000000000000000000000P=76KN0-63-63-50.4-50.4-37.8-37.8-25.2-25.2-12.6-12.600-98.6-8.908.9-8.908.9-8.908.9-8.908.9-8.908.9-8.9069.756.744.131.518.96.3P=71.3KN0-119-119-95.2-95.2-71.4-71.4-47.6

12、-47.6-23.8-23.800-8484-71.316.8-16.8016.8-16.8016.8-16.8016.8-16.8016.8-16.8059.4107.183.359.535.711.9P=16KN0-24-24-32-32-24-24-16-16-8-800-17170-17-5.605.6-5.605.6-5.605.6-5.605.6-5.6012362820124合计0-206-206-177.6-177.6-133.2-133.2-88.8-88.8-44.4-44.40-38-199.692.1-71.38.7-31.3031.3-31.3031.3-31.303

13、1.3-31.3031.3-31.30141.1199.8155.411166.622.2工况三：靠近端侧时杆件编号12345678910111213141516171819202122232425262728293031323334353637P=38KN0-32-32-25.6-25.6-19.2-19.2-12.8-12.8-6.4-6.400-49.2-4.504.5-4.504.5-4.504.5-4.504.5-4.504.5-4.5034.828.822.4169.63.2P=76KN0-126.6-126.6-101.6-101.6-76.2-76.2-50.8-50.8-25

14、.4-25.400-89.589.5-7618-18018-18018-18018-18018-18063.3114.388.963.538.112.7P=71.3KN0-107-107-142.4-142.4-106.8-106.8-71.2-71.2-35.6-35.600-75.675.60-75.6-25.2025.2-25.2025.2-25.2025.2-25.2025.2-25.2053.5160.2124.68953.417.8P=16KN0-21.4-21.4-42.4-42.4-31.8-31.8-21.2-21.2-10.6-10.600-15.115.10-15.115

15、.1-167.5-7.507.5-7.507.5-7.507.5-7.5010.732.137.126.515.95.3合计0-287-287-312-312-234-234-156-156-78-7800-229.4175.7-76-68.2-32.6-1655.2-55.2055.2-55.2055.2-55.2055.2-55.20162.3335.427319511739恒载作用时杆件编号12345678910111213141516171819202122232425262728293031323334353637P=12.5KN000000000000-12.50000000000

16、00000000000000P=21.6KN0-18-18-14.4-14.4-10.8-10.8-7.2-7.2-3.6-3.600-28-2.502.5-2.502.5-2.502.5-2.502.5-2.502.5-2.5019.816.212.695.41.8P=21.6KN0-36-36-28.8-28.8-21.6-21.6-14.4-14.4-7.2-7.200-25.525.5-21.65.1-5.105.1-5.105.1-5.105.1-5.105.1-5.101832.425.21810.83.6P=21.6KN0-32.4-32.4-43.2-43.2-32.4-32.

17、4-21.6-21.6-10.8-10.800-22.922.90-22.9-7.607.6-7.607.6-7.607.6-7.607.6-7.6016.248.637.82716.25.4P=21.6KN0-28.8-28.8-57.6-57.6-43.2-43.2-28.8-28.8-14.4-14.400-20.420.40-20.420.4-21.610.2-10.2010.2-10.2010.2-10.2010.2-10.2014.443.250.43621.67.2P=21.6KN0-25.2-25.2-50.4-50.4-54-54-36-36-18-1800-17.817.8

18、0-17.817.80-17.8-12.7012.7-12.7012.7-12.7012.7-12.7012.637.86354279P=21.6KN0-21.6-21.6-43.2-43.2-64.8-64.8-43.2-43.2-21.6-21.600-15.315.30-15.315.30-15.315.3-21.615.3-15.3015.3-15.3015.3-15.3010.832.464.864.832.410.8P=21.6KN0-18-18-36-36-54-54-50.4-50.4-25.2-25.200-12.712.70-12.712.70-12.712.70-12.7-17.8017.8-17.8017.8-17.80927546337.812.6P=21.6KN0-14.4-14.4-28.8-28.8-43.2-43.2-57.6-57.6-28.8-28.800-10.210.20-10.210.20-10.210.20-10.210.2-21.620.4-20.4020.4-20.407.221.