《箱梁张拉计算书》word版

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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1×7-15.20；标准强度fpk=1860Mpa，弹性模量E=1.95×105Mpa，控制张拉应力σcon=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θ（rad）000.08730N1中跨半幅A’B’B’C’C’D’D’E’长度x（mm）6509968392688515429弧度θ（rad）000.08730N2边跨半幅ABBCCDDE长度x（mm）65066413926431315530弧度θ（rad）000.0873

2、0N2中跨半幅A’B’B’C’C’D’D’E’长度x（mm）65083623926250715445弧度θ（rad）000.08730N3边跨半幅ABBCCDDE长度x（mm）65050343926591315523弧度θ（rad）000.08730N3中跨半幅A’B’B’C’C’D’D’E’长度x（mm）65067563926412915491弧度θ（rad）000.08730N4边跨半幅ABBCCDDE长度x（mm）65010667331305115500弧度θ（rad）000.02440N4中跨半幅A’B’B’C’C’D’D’E’长度x（mm）6501066733129011

3、5350弧度θ（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0.00152、μ—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：140mm24、Ep—预应力筋实测弹性模量：1.97×105N/mm2（试验单编号21020819）5、锚下控制应力：σk=0.75Ryb=0.75×1860=1395N/mm26、单根钢绞线张拉端的张拉控制力：P＝1395×140=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

4、分段x（mm）θ（rad）kx+μθe-(kx+μθ)起点力Pq终点力PzPp△L合计BC824700.012370.98771195300.0192899.8194036.956101.5CD39260.08730.0250950.97521192899.8188117.8190555.327DE271300.004070.99593188117.8187352.1188117.818.5N1中跨半幅表2分段x（mm）θ（rad）kx+μθe-(kx+μθ)起点力Pq终点力PzPp△L合计B’C’996800.014950.98516195300.0192401.7193863.

5、070103C’D’39260.08730.0250950.97521192401.7187632.1190063.327D’E’88500.001330.99867187632.1187382.5187632.16N2边跨半幅表3分段x（mm）θ（rad）kx+μθe-(kx+μθ)起点力Pq终点力PzPp△L合计BC664100.009960.99009195300.0193364.5194319.546.7103.2CD39260.08730.0250950.97521193364.5188571.1191014.427DE431300.006470.99355188571.

6、1187354.7188677.529.5N2中跨半幅表4分段x（mm）θ（rad）kx+μθe-(kx+μθ)起点力Pq终点力PzPp△L合计B’C’836200.012540.98754195300.0192866.5194054.158.8102.8C’D’39260.08730.0250950.97521192866.5188085.4190522.427D’E’250700.003760.99624188085.4187378.2188085.417N3边跨半幅表5分段x（mm）θ（rad）kx+μθe-(kx+μθ)起点力Pq终点力PzPp△L合计BC503400.00

7、7550.99248195300.0193831.3194523.935.5102.5CD39260.08730.0250950.97521193831.3189026.3191475.527DE591300.008870.99117189026.3187357.2188173.940N3中跨半幅表6分段x（mm）θ（rad）kx+μθe-(kx+μθ)起点力Pq终点力PzPp△L合计B’C’675600.0101340.98992195300.0193331.419