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1、箱梁张拉计算书预应力体系采用高强度低松弛钢绞线 17-15.20；标准强度fpk=1860Mpa，弹性模量E=1.95105Mpa，控制张拉应力con=0.75fpk。根据上图所示共分为：AB、BC、CD、DE共4段进行计算N1边跨半幅ABBCCDDE长度x（mm）65082473926271315536弧度（rad）000.08730N1中跨半幅ABBCCDDE长度x（mm）6509968392688515429弧度（rad）000.08730N2边跨半幅ABBCCDDE长度x（mm）65066413926431315530弧度（rad）000.08730N2中跨半幅ABBCCDDE长度x（
2、mm）65083623926250715445弧度（rad）000.08730N3边跨半幅ABBCCDDE长度x（mm）65050343926591315523弧度（rad）000.08730N3中跨半幅ABBCCDDE长度x（mm）65067563926412915491弧度（rad）000.08730N4边跨半幅ABBCCDDE长度x（mm）65010667331305115500弧度（rad）000.02440N4中跨半幅ABBCCDDE长度x（mm）65010667331290115350弧度（rad）000.02440计算参数取值：1、K孔道每米局部偏差对摩檫的影响系数：取0.001
3、52、预应力筋与孔道壁的摩檫系数：取0.223、Ap预应力筋的实测截面面积：140 mm24、Ep预应力筋实测弹性模量：1.97105 N/ mm2（试验单编号21020819）5、锚下控制应力：k=0.75Ryb=0.751860=1395 N/ mm26、单根钢绞线张拉端的张拉控制力：P1395140=195300N7、千斤顶计算长度：34.5cm8、工作锚长度：5.5cm9、限位板计算长度：3cm10、工具锚计算长度：不计各钢束各段伸长量如下：N1边跨半幅 表1分段x（mm）（rad）kx+e-(kx+)起点力Pq终点力PzPpL合计BC824700.012370.98771195300
4、.0192899.8194036.956101.5CD39260.08730.0250950.97521192899.8188117.8190555.327DE271300.004070.99593188117.8187352.1188117.818.5N1中跨半幅 表2分段x（mm）（rad）kx+e-(kx+)起点力Pq终点力PzPpL合计BC996800.014950.98516195300.0192401.7193863.070103 CD39260.08730.0250950.97521192401.7187632.1190063.327DE88500.001330.99867187
5、632.1187382.5187632.16N2边跨半幅 表3分段x（mm）（rad）kx+e-(kx+)起点力Pq终点力PzPpL合计BC664100.009960.99009195300.0193364.5194319.546.7103.2CD39260.08730.0250950.97521193364.5188571.1191014.427DE431300.006470.99355188571.1187354.7188677.529.5N2中跨半幅 表4分段x（mm）（rad）kx+e-(kx+)起点力Pq终点力PzPpL合计BC836200.012540.98754195300.01
6、92866.5194054.158.8102.8 CD39260.08730.0250950.97521192866.5188085.4190522.427DE250700.003760.99624188085.4187378.2188085.417N3边跨半幅 表5分段x（mm）（rad）kx+e-(kx+)起点力Pq终点力PzPpL合计BC503400.007550.99248195300.0193831.3194523.935.5102.5CD39260.08730.0250950.97521193831.3189026.3191475.527DE591300.008870.991171
7、89026.3187357.2188173.940N3中跨半幅 表6分段x（mm）（rad）kx+e-(kx+)起点力Pq终点力PzPpL合计BC675600.0101340.98992195300.0193331.4193863.047.8103 CD39260.08730.0250950.97521193331.4188538.7190063.327DE412900.006190.99382188538.7187373.5187632.128.2N4边跨半幅 表7分段x（mm）（rad）kx+e-(kx+)起点力Pq终点力PzPpL合计BC106600.0015990.9984019530
8、0.0194987.51953007.5103.3CD7330.02440.006480.99354194987.5193727.9194385.75DE1305100.019580.98061193727.91889971.5191848.090.8N4中跨半幅 表8分段x（mm）（rad）kx+e-(kx+)起点力Pq终点力PzPpL合计BC106600.014950.99840195300.0194987.51953007.5102.2 CD7330.02440.006480.99354194987.5193727.9194385.75DE1290100.019350.980841937
9、27.9190661.3191825.789.7AB段伸长量（不考虑管道摩阻力）：P=0.751860140=195300NX=0.345+0.055+0.030.43mL= PpL/（Ap Ep）=1953000.43103/（1401.97105）=3mm张拉伸长值汇总表部 位钢束伸长值（mm） 负弯矩钢束伸长值（mm）备注N1N2N3N4N5T1T2T3简 支转连续边跨梁210.5212211.5211.549.570.8106.2中跨梁212211.6212210.430m简支梁209212.4211211.5212.623.3m简支梁箱梁张拉力与油表对照表单根钢绞线设计控制张力： P
10、=kbAg=195.3KN，整体控制张拉力为: 4s15.20钢束: Ny=4根 P=781.2KN；5s15.20钢束: Ny=5根 P=976.5KN；先简支后连续边跨梁表1206千斤顶压力表编号107边跨10%(KN)读数（MPa）20%(KN)读数（MPa）100%（KN）读数（MPa）N197.653.3195.36.8976.534.9N397.653.3195.36.8976.534.9N297.653.3195.36.8976.534.9N497.653.3195.36.8976.534.9先简支后连续边跨梁表2208千斤顶压力表编号196边跨10%(KN)读数（MPa）20%(KN)读数（MPa）100%（KN）读数（MPa）N197.655.1195.38.5976.535.8N397.655.1195.38.5976.535.8N297.655.1195.38.5
