30米t梁预应力张拉钢绞线伸长量计算书模板

1、.PAGE . 专业资料分享 完美DOC格式整理 宜巴高速xx合同段30米T梁张拉计算书一、工程概况1预制场负责生产xxx1号特大桥共110片30m T梁。预应力钢铰线采用专业厂家生产的S15.2mm,钢铰线公称面积A=139mm2,标准强度fpk=1860MPa,弹性模量Ep=1.95X105 Mpa。预制T梁锚具采用M15型锚具及其配套设备,管道采用钢波纹管,钢铰线锚下控制应力为k=0.75fpk=1395MPa,张拉采用双控,以钢束伸长量进行校核。1片30米T梁预应力钢铰线设计工程数量项目名称边跨边梁中梁项目名称边梁中梁二、30mT梁钢铰线张拉计算一、钢绞线理论伸长值计算1、计算公式及参

2、数1、预应力筋的理论伸长量计算公式及参数式中： L计算段预应力筋的长度mm；A预应力筋的截面积mm2,取139mm2；Ep预应力筋的弹性模量N/mm2,取1.95105N/mm2。预应力筋终点力N；x从张拉端至计算截面的孔道长度m；从张拉端至计算截面的曲线孔道部分切线的夹角之和rad；k孔道每米局部偏差对摩擦的影响系数：取0.0015；u预应力筋与孔道壁的磨擦系数,取0.25。2、伸长量计算详见下表：锚下控制应力=0.75Ryb=18600.75=1395MPa每股控制张拉力1395139=193905N7股钢绞线控制张拉力N=1939057=1357335N=1357.335KN8股钢绞线控

3、制张拉力N=1939058=1551240N=1551.24KN9股钢绞线控制张拉力N=1939059=1745145N=1745.145KN10股钢绞线控制张拉力N=19390510=1939050N=1939.05KN11股钢绞线控制张拉力N=19390511=2132955N=2132.96KN简便计算公式：L=PL/常规计算公式：L=PPLAyEg计算时按单股钢绞线计算中跨预应力钢束伸长量计算：自梁端向跨中将钢绞线分为AB、BC、CD三段,其中AB、CD为直线段,BC为圆曲线段。控制张拉力N=969.525KN,单股张拉力为193.905KN。按常规公式计算钢束段落PLL+e-1-e-

4、PP=P1-e-kL+AyL=PPLAyEg伸长量N1AB193.94.21500.00630.99371 0.00629 193.592 1390.0300 103.1BC193.592 9.750.1221730.042110.95876 0.04124 189.593 1390.0682 CD189.593 0.69800.001040.99896 0.00104 189.593 1390.0049 N2AB193.92.33900.00350.99650 0.00350 193.900 1390.0167 102.5BC193.900 5.210.1745330.047080.9540

5、1 0.04599 189.411 1390.0364 CD189.411 7.10100.010650.98940 0.01060 188.522 1390.0494 N3AB193.91.98400.002970.99703 0.00297 193.900 1390.0142 102.9BC193.900 3.6560.1221730.032970.96756 0.03244 190.783 1390.0257 CD190.783 9.0100.013510.98658 0.01342 189.512 1390.0630 N1钢束单端延伸量L=103.1mm,取90%为93mm,图纸设计伸

6、长量：N2钢束单端延伸量L=102.5mm,取90%为92mm,图纸设计伸长量：N3钢束单端延伸量L=102.9mm,取90%为93mm,图纸设计伸长量：施工时前10%张拉伸长量不准确,不予考虑,控制10%20%、20%100%的伸长量,伸长量偏差不超过6%,否则应分析原因或重新张拉。边跨预应力钢束伸长量计算：自梁端向跨中将钢绞线分为AB、BC、CD三段,其中AB、CD为直线段,BC为圆曲线段。控制张拉力N=969.525KN,单股张拉力为193.905KN。按常规公式计算钢束段落PLL+e-1-e-PP=P1-e-kL+AyL=PPLAyEg伸长量N1AB193.94.20200.00630

7、.99371 0.00629 193.592 1390.0300 206.7BC193.592 9.750.1221730.042110.95876 0.04124 189.593 1390.0682 CD189.593 0.76800.001150.99885 0.00115 189.593 1390.0054 AB193.94.20200.00630.99371 0.00629 193.592 1390.0300 BC193.592 9.750.1221730.042110.95876 0.04124 189.593 1390.0682 CD189.593 0.69800.001040.9

8、9896 0.00104 189.593 1390.0049 N2AB193.92.33900.00350.99650 0.00350 193.900 1390.0167 205.5BC193.900 5.210.1745330.047080.95401 0.04599 189.411 1390.0364 CD189.411 7.17100.010750.98930 0.01070 188.530 1390.0499 AB193.92.33900.00350.99650 0.00350 193.900 1390.0167 BC193.900 5.210.1745330.047080.95401

9、 0.04599 189.411 1390.0364 CD189.411 7.10100.010650.98940 0.01060 188.522 1390.0494 N3AB193.91.98400.002970.99703 0.00297 193.900 1390.0142 206.3BC193.900 3.6560.1221730.032970.96756 0.03244 190.783 1390.0257 CD190.783 9.0800.013620.98647 0.01353 189.522 1390.0635 AB193.91.98400.002970.99703 0.00297

10、 193.900 1390.0142 BC193.900 3.6560.1221730.032970.96756 0.03244 190.783 1390.0257 CD190.783 9.0100.013510.98658 0.01342 189.512 1390.0630 N1钢束单端延伸量L=103.4mm,取90%为93mm,图纸设计伸长量：N2钢束单端延伸量L=102.8mm,取90%为93mm,图纸设计伸长量：N3钢束单端延伸量L=103.2mm,取90%为93mm,图纸设计伸长量：施工时前10%张拉伸长量不准确,不予考虑,控制10%20%、20%100%的伸长量,伸长量偏差不超过

11、6%,否则应分析原因或重新张拉。.二、钢绞线实际伸长量的量测1、张拉程序N2张拉程序：；N3张拉程序：；N1张拉程序：。2、油表读数计算设计张拉应力：k=0.75fpk=1395MPa千斤顶型号：YCW250B,编号：1001213对应油表编号：10128399回归方程：y=47.1790 x-33.500030mT梁油表读数计算表钢束编号部位束数n锚下控制应力KMpa截面积A张拉力PKN10%PKN对应油表读数20%PKN对应油表读数50%PKN对应油表读数100%PKN对应油表读数N1边跨边梁1113951392133.0213.34.3426.6 9.0-2133.047.1N21013

12、951391939.1193.913.8387.8 8.1969.5 21.11939.142.7N31013951391939.1193.913.8387.8 8.1-1939.142.7N1边跨中梁913951391745.1174.513.4349.0 7.3-1745.138.4N2913951391745.1174.513.4349.0 7.3872.6 19.01745.138.4N3913951391745.1174.513.4349.0 7.3-1745.138.4N1中跨边梁1013951391939.1193.913.8387.8 8.1-1939.142.7N291395

13、1391745.1174.513.4349.0 7.3872.6 19.01745.138.4N3913951391745.1174.513.4349.0 7.3-1745.138.4N1中跨中梁913951391745.1174.513.4349.0 7.3-1745.138.4N2813951391551.2155.123.0310.2 6.4775.6 16.81551.234.1N3813951391551.2155.123.0310.2 6.4-1551.234.1设计张拉应力：k=0.75fpk=1395MPa千斤顶型号：YCW250G-200,编号：091208对应油表编号：09

14、07128365回归方程：y=-0.022x-0.430mT梁油表读数计算表钢束编号部位束数n锚下控制应力KMpa截面积A张拉力PKN10%PKN对应油表读数20%PKN对应油表读数50%PKN对应油表读数100%PKN对应油表读数N1边跨边梁1113951392133.0213.34.3426.6 9.0-2133.046.5N21013951391939.1193.913.9387.8 8.1969.5 20.91939.142.3N31013951391939.1193.913.9387.8 8.1-1939.142.3N1边跨中梁913951391745.1174.513.4349.0

15、 7.3-1745.138.0N2913951391745.1174.513.4349.0 7.3872.6 18.81745.138.0N3913951391745.1174.513.4349.0 7.3-1745.138.0N1中跨边梁1013951391939.1193.913.9387.8 8.1-1939.142.3N2913951391745.1174.513.4349.0 7.3872.6 18.81745.138.0N3913951391745.1174.513.4349.0 7.3-1745.138.0N1中跨中梁913951391745.1174.513.4349.0 7.3-1745.