30米t梁预应力张拉钢绞线伸长量计算书模板

1、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xxxl号特大桥共110片30mT梁。预应力钢校线采用专业厂家生产的S15.2mm,钢较线公称面积A=139mm2,标准强度fpk=1860MPa，弹性模量Ep=1.95X105Mpa。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，钢较线锚下控制应力为6k=0.75fpk=1395MPa,张拉采用双控，以钢束伸长量进行校核。1片30米T梁预应力钢校线设计工程数量项目名称边跨边梁中梁钢束端点N1N2N3N1N2N3下料长度（mm）306443067230596306443067230596数量（束数）1110109

2、99张拉长度（mm）294442947229396294442947229396项目名称中跨边梁中梁钢束端点N1N2N3N1N2N3下料长度（mm）305743060230526305743060230526数量（束数）1099988张拉长度（mm）293742940229326293742940229326、30mT梁钢较线张拉计算（一）、钢绞线理论伸长值计算1、计算公式及参数（1）、预应力筋的理论伸长量计算公式及参数LPpL（1e（kx）AEdkxp式中：L一计算段预应力筋的长度（mm）；A一预应力筋的截面积（mm2）,取139mm2；Ep一预应力筋的弹性模量（N/mm2）,取1.95x1

3、05N/mm2。Pp一预应力筋终点力（N）;x从张拉端至计算截面的孔道长度（m）;9一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一孔道每米局部偏差对摩擦的影响系数：取0.0015;u一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6=0.75XRyb=186）X0.75=1395MPa每股控制张拉力1395X139=193905N7股钢绞线控制张拉力N=193905X7=1357335N=1357.335KN8股钢绞线控制张拉力N=193905X8=1551240N=1551.24KN9股钢绞线控制张拉力N=193905X9=1745145N

4、=1745.145KN10股钢绞线控制张拉力N=193905X10=1939050N=1939.05KN11股钢绞线控制张拉力N=193905X11=2132955N=2132.96KN简便计算公式：4L=(PL)/(AyEy)常规计算公式：L=2PpL/AyEg)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钢束段落PL0kL+10e-(K+9)1-e八人9)Pp=P1-e-(惶+四/(kL+N0)AyL=PpL/AyEg伸长量AB193.9

5、4.21500.00630.993710.00629193.5921390.0300N1BC193.5929.750.1221730.042110.958760.04124189.5931390.0682103.1CD189.5930.69800.001040.998960.00104189.5931390.0049AB193.92.33900.00350.996500.00350193.9001390.0167N2BC193.9005.210.1745330.047080.954010.04599189.4111390.0364102.5CD189.4117.10100.010650.989

6、400.01060188.5221390.0494N3A193.91.98400.002970.997030.00297193.9001390.0142102.9BBC193.9003.6560.1221730.032970.967560.03244190.7831390.0257CD190.7839.0100.013510.986580.01342189.5121390.0630N1钢束单端延伸量4L=103.1mm,取90%为93mm,图纸设计伸长量:94mmN2钢束单端延伸量4L=102.5mm,取90%为92mm,图纸设计伸长量:91mmN3钢束单端延伸量4L=102.9mm,取90%

7、为93mm,图纸设计伸长量:90mm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，伸长量偏差不超过土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按常规公式计算段落PL0kL+10a-（惶；+四）e1-e0入9）PP=P1-e-（惶+四）/（kL+（18）AyL=PpL/AyEg伸长量AB193.94.20200.00630.993710.00629193.5921390.0300206.7BC193

8、.5929.750.1221730.042110.958760.04124189.5931390.0682CD189.5930.76800.001150.998850.00115189.5931390.0054AB193.94.20200.00630.993710.00629193.5921390.0300BC193.5929.750.1221730.042110.958760.04124189.5931390.0682CD189.5930.69800.001040.998960.00104189.5931390.0049钢束N1AB193.92.33900.00350.996500.0035

9、0193.9001390.0167BC193.9005.210.1745330.047080.954010.04599189.4111390.0364N2CD189.4117.17100.010750.989300.01070188.5301390.0499205.5AB193.92.33900.00350.996500.00350193.9001390.0167BC193.9005.210.1745330.047080.954010.04599189.4111390.0364CD189.4117.10100.010650.989400.01060188.5221390.0494AB193.9

10、1.98400.002970.997030.00297193.9001390.0142BC193.9003.6560.1221730.032970.967560.03244190.7831390.0257N3CD190.7839.0800.013620.986470.01353189.5221390.0635206.3AB193.91.98400.002970.997030.00297193.9001390.0142BC193.9003.6560.1221730.032970.967560.03244190.7831390.0257CD190.7839.0100.013510.986580.0

11、1342189.5121390.0630N1钢束单端延伸量4L=103.4mm,取90%为93mm,图纸设计伸长量：95mmN2钢束单端延伸量4L=102.8mm,取90%为93mm,图纸设计伸长量:91mmN3钢束单端延伸量4L=103.2mm,取90%为93mm,图纸设计伸长量:90mm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（二）、钢绞线实际伸长量的量测1、张拉程序50%N2100%N3100%N2100%N1N2张拉程序：010%20%50%;050%100%持荷之分钟100%(锚固)

12、；N3张拉程序：010%con20%con100%刈持荷2分钟100%刈（锚固）；N1张拉程序：010%con20%con100%刈持荷2分钟100%刈（锚固）。2、油表读数计算设计张拉应力：入=0.75£pk=1395MPa千斤顶型号：YCW250B,编号：1001213对应油表编号：10128399回归方程：y=47,1790x-33.500030mT梁油表读数计算表锚下控张拉对对钢束制应力截面积力10%应20%应50%对应100%束P油P油P对应编部位数CKA(mmP(KN表(KN表(KN油表P油表读数号n(Mp2)(KN)读)读)读数(KN)a)数数N112133.04.39

13、.01边跨1395139213.3426.6-2133.047.1N2边梁1013951391939.1193.913.8387.88.1969.521.11939.142.7N31013951391939.1193.913.8387.88.1-1939.142.7N1913951391745.1174.513.4349.07.3-1745.138.4N边跨913951391745.1174.513.4349.07.3872.619.01745.138.42中梁N3913951391745.1174.513.4349.07.3-1745.138.4N11013951391939.1193.91

14、3.8387.88.1-1939.142.7N2中跨边梁913951391745.1174.513.4349.07.3872.619.01745.138.4N3913951391745.1174.513.4349.07.3-1745.138.4N1913951391745.1174.513.4349.07.3-1745.138.4N2中跨中梁813951391551.2155.123.0310.26.4775.616.81551.234.1N3813951391551.2155.123.0310.26.4-1551.234.1设计张拉应力：（Tk=0.75fpk=1395MPa千斤顶型号：YC

15、W250G-200,编号：091208对应油表编号：0907128365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CR(Mpa)截面积A(mm2)张拉力P(KN)10%P(KN)对应油表读数20%P(KN)对应油表读数50%P(KN)对应油表读数100%P(KN)对应油表读数N1边跨边梁1113951392133.0213.34.3426.69.0-2133.046.5N21013951391939.1193.913.9387.88.1969.520.91939.142.3N31013951391939.1193.913.9387.88.1-19

16、39.142.3N1边跨中梁913951391745.1174.513.4349.07.3-1745.138.0N2913951391745.1174.513.4349.07.3872.618.81745.138.0N3913951391745.1174.513.4349.07.3-1745.138.0N1中跨边梁1013951391939.1193.913.9387.88.1-1939.142.3N2913951391745.1174.513.4349.07.3872.618.81745.138.0N3913951391745.1174.513.4349.07.3-1745.138.0N1913951391745.1174.513.4349.07.3-1745.138.0N2