40m预制T梁张拉伸长量计算

1、仁新高速标首伟顼制梁场獭!胀拉计算书钢绞线伸长量计算书仁新高逝浙合同段项目经理部201奔07月钢绞线伸长量计算一、计算原则1、根据公路桥涵施工技术规范（JTG/TF05-2011）标准；2、根据桥梁公用构造、涵洞通用图设计图纸要求。二、计算公式与参数及说明1、已知参数：中s15.2mnS冈绞线：b=1.95X105MPaA3=139mm；k=0.0015;仙=0.25;工=0.3。见检测附件；预应力钢绞线采用抗拉强度标准值fpk=1860Mpa锚下控制应力为0.7fpk,根据锚垫板和千斤顶的机械参数以及张拉预留长度，则工作长度取65cm顶内工作长度50cm图纸要求，钢绞线伸长量为扣除拉力（10

2、%后的理论计算值。2、计算公式：1）、Pp=Pq（i-e-（kx+"»（kx+仙BPp预应力筋的平均张拉力（N）Pq预应力筋张拉端的张拉力（N）；x从张拉端至计算截面的孔道长度（m）；9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k=0.0015；小一一预应力筋与孔道壁的摩擦系数，取以=0.25。当预应力筋为直线时Pp=P2）、P=（Toon>A>（锚下端部张拉力P=Pq）ocon预应力筋张拉端的控制应力000n=0.70fpk（N/mm2）A每束预应力筋的截面面积（139mm2）;n同时张拉预应力筋束数；Pq

3、预应力筋张拉端的张拉力。3）、Pz=Pqxe-（kx+"0）Pz经过长度X后预应力筋的终点处张拉力（N）;4）、AL=（Pp欢）/（A6L理论伸长值（m）;X预应力筋相应的长度（m）;Ap钢绞线白截面积（139mm»预应力筋的弹性模量（1.95X105Mpa懒3100%3、张拉伸长量控制及读数计算方法:读数1邮201Q3L-匚实=(AL10C«-AL20%)+2X(AL2O>-AL1()实际伸长量要扣除拉力（10%后的理论计算值4、30m箱梁各钢束理论伸长量计算如下：钢束布置断面图回回回回限如图所示，从上至下依次为N2N5N1、N3N4钢束根数布置：根据图纸

4、设计布置。40米璐钢束引伸长量：如伸长量计算表如下图所示，管道分段示意图：渍江大桥预制T梁预应力伸长量计算表(1)、该计算表适用于第一联第14孔、第5孔右幅6及7号梁，第二联第68孔、第9孔右幅7号梁eCcon(Mpa)A(mn2)gkEg(Mpa)锚具变形、钢筋回缩取6mm端)。预应力张拉时还要考虑钢束与锚圈口之间的摩擦损失，锚口摩阻损失暂按3%考虑，即钢束锚外控制应力为1437Mp,锚口摩阻损失的具体数据应由试验确定，或者采用厂家及施工单位常2.718313021390.250.0015195000年积累的数据，任何时候，锚外张拉控制应力不得超过0.8fpk(该内容为图纸要求)N1分段n束

5、数,，2、Ay(mm)L或x(m)曲线段孔道切线夹角9(rad)kx+0ii-(kx+efi)e起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)设计理论伸长量(mm)平均张拉力P>(kN)各段理论伸长量AB811125.700000.0000.0090.9911447.8241435.4981441.6520.038230.861230.800BC8111212.217070.1220.0490.9521435.4981367.0331400.9870.079CD811121.815000.0000.0030.9971367.0331363.3171365.1740

6、.011合计：0.128N1(10%初应力)分段n束数A/2、Ay(mm)L或x(m)曲线段孔道切线夹角9(rad)kx+0g-(kx+efi)e起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)平均张拉力R(kN)各段理论伸长量AB811125.700000.0000.0090.991144.782143.550144.1650.00425.651BC8111212.217070.1220.0490.952143.550136.703140.0990.008CD811121.815000.0000.0030.997136.703136.332136.5170.001合计：

7、0.013N2中梁分段n束数,，2、Ay(mm)L或x(m)曲线段孔道切线夹角9(rad)kx+0g-(kx+efi)e起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)设计理论伸长量(mm)平均张拉力R(kN)各段理论伸长量AB811124.305000.0000.0060.9941447.8241438.5051443.1590.029230.241230.200BC8111212.217070.1220.0490.9521438.5051369.8971403.9210.079CD811123.199000.0000.0050.9951369.8971363.3391

8、366.6150.020合计：0.128N2中梁(10%初应力)分段n束数A/2、Ay(mm)L或x(m)曲线段孔道切线夹角9(rad)kx+0g-(kx+efi)e起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)平均张拉力R(kN)各段理论伸长量AB811124.305000.0000.0060.994144.782143.850144.3160.00325.582BC8111212.217070.1220.0490.952143.850136.990140.3920.008CD811123.199000.0000.0050.995136.990136.334136.6

9、620.002合计：0.013N2边梁分段n束数,，2、Ay(mm)L或x(m)曲线段孔道切线夹角9(rad)kx+0g-(kx+efi)e起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)设计理论伸长量(mm)平均张拉力P>(kN)各段理论伸长量AB912514.305000.0000.0060.9941628.8021618.3181623.5540.029230.241230.200BC9125112.217070.1220.0490.9521618.3181541.1341579.4120.079CD912513.199000.0000.0050.995154

10、1.1341533.7571537.4420.020合计：0.128N2边梁(10%初应力)分段n束数A/2、Ay(mm)L或x(m)曲线段孔道切线夹角9(rad)kx+0g-(kx+efi)e起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)平均张拉力P>(kN)各段理论伸长量AB912514.305000.0000.0060.994162.880161.832162.3550.00325.582BC9125112.217070.1220.0490.952161.832154.113157.9410.008CD912513.199000.0000.0050.9951

11、54.113153.376153.7440.002合计：0.013N3中梁分段n束数,，2、Ay(mm)L或x(m)曲线段孔道切线夹角9(rad)kx+0g-(kx+efi)e起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)设计理论伸长量(mm)平均张拉力各段理论PP(kN)伸长量AB811122.910000.0000.0040.9961447.8241441.5181444.6690.019229.630229.600BC8111212.217070.1220.0490.9521441.5181372.7661406.8620.079CD811124.584000.0

12、000.0070.9931372.7661363.3601368.0580.029合计：0.128N3中梁(10%初应力)分段n束数,，2、Ay(mm)L或x(m)曲线段孔道切线夹角9(rad)kx+0g-(kx+efi)e起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)平均张拉力PP(kN)各段理论伸长量AB811122.910000.0000.0040.996144.782144.152144.4670.00225.514BC8111212.217070.1220.0490.952144.152137.277140.6860.008CD811124.584000.00

13、00.0070.993137.277136.336136.8060.003合计：0.013N3边梁分段n束数A/2、Ay(mm)L或x(m)曲线段孔道切线夹角9(rad)kx+0g-(kx+efi)e起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)设计理论伸长量(mm)平均张拉力PP(kN)各段理论伸长量AB912512.910000.0000.0040.9961628.8021621.7081625.2520.019229.630229.600BC9125112.217070.1220.0490.9521621.7081544.3621582.7200.079CD912

14、514.584000.0000.0070.9931544.3621533.7801539.0650.029合计：0.128N3边梁(10%初应力)分段n束数,，2、Ay(mm)L或x(m)曲线段孔道切线夹角9(rad)kx+0g-(kx+efi)e起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)平均张拉力PP(kN)各段理论伸长量AB912512.910000.0000.0040.996162.880162.171162.5250.00225.514BC9125112.217070.1220.0490.952162.171154.436158.2720.008CD9125

15、14.584000.0000.0070.993154.436153.378153.9060.003分段n束数A/2、Ay(mm)L或x(m)曲线段孔道切线夹角9(rad)kx+0g-(kx+efi)e起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)设计理论伸长量(mm)平均张拉力R(kN)各段理论伸长量AB912511.474000.0000.0020.9981628.8021625.2051627.0030.010228.993229.000BC9125112.217070.1220.0490.9521625.2051547.6921586.1330.079CD9125

16、16.009000.0000.0090.9911547.6921533.8051540.7380.038合计：0.127N4(10%初应力)分段n束数,，2、Ay(mm)L或x(m)曲线段孔道切线夹角9(rad)kx+0g-(kx+efi)e起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)平均张拉力P>(kN)各段理论伸长量AB912511.474000.0000.0020.998162.880162.520162.7000.00125.444BC9125112.217070.1220.0490.952162.520154.769158.6130.008CD9125

17、16.009000.0000.0090.991154.769153.380154.0740.004合计：0.013N5(左右)分段n束数A/2、Ay(mm)L或x(m)曲线段孔道切线夹角9(rad)kx+0g-(kx+efi)e起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)设计理论伸长量(mm)平均张拉力P>(kN)各段理论伸长量AB79732.240000.0000.0030.9971266.8461262.5971264.7200.015228.300228.400BC79735.67206.50.1130.0370.9641262.5971216.89312

18、39.6040.037CD797311.773000.0000.0180.9821216.8931195.5921206.2110.075合计：0.127N5(左右)(10%初应力)分段n束数,，2、Ay(mm)L或x(m)曲线段孔道切线夹角9(rad)kx+0g-(kx+efi)e起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)平均张拉力各段理论N4合计:0.013P>(kN)伸长量AB79732.240000.0000.0030.997126.685126.260126.4720.00125.367BC79735.67206.50.1130.0370.96412

19、6.260121.689123.9600.004CD797311.773000.0000.0180.982121.689119.559120.6210.007合计：0.0131:设计图纸要求：混凝土强度及弹性模量达到设计值的85%且龄期不少于7d后，方可张拉预应力钢束。两端对称、均匀张拉，采用张拉力和引申量双控，钢束张拉顺序为N2HN5-N1-N3fN4,钢束伸长量为扣除初应力(10%)后的理论计算值。2:该计算表适用于第一联第14孔、第5孔右幅6及7号梁，第二联第68孔、第9孔右幅7号梁，(2)、该计算表适用于第一联第5孔左幅7及6号梁，第二联第9孔左幅7号梁eq-con(Mpa)A(mm2

20、)gkEg(Mpa)锚具变形、钢筋回缩取6mm端)。预应力张拉时还要考虑钢束与锚圈口之间的摩擦损失，锚口摩阻损失暂按3%考虑，即钢束锚外控制应力为1437Mp,锚口摩阻损失的具体数据应由试验确定，或者采用厂家及施工单位常2.718313021390.250.0015195000年积累的数据，任何时候，锚外张拉控制应力不得超过0.8fpk(该内容为图纸要求)N1分段n束数,，2、Ay(mm)L或x(m)曲线段孔道切线夹角9(rad)kx+0ii-(kx+efi)e起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)设计理论伸长量(mm)平均张拉力Pp(kN)各段理论伸长量AB6

21、8349.370000.0000.0140.9861085.8681070.7131078.2730.062174.177170.000BC68344.887070.1220.0380.9631070.7131030.9191050.6900.032CD68340.484000.0000.0010.9991030.9191030.1711030.5450.003合计：0.097N1(10%J应力)分段n束数A/2、Ay(mm)L或x(m)曲线段孔道切线夹角9(rad)kx+0g-(kx+efi)e起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)平均张拉力Pp(kN)各段理

22、论伸长量AB68349.370000.0000.0140.986108.587107.071107.8270.00619.353BC68344.887070.1220.0380.963107.071103.092105.0690.003CD68340.484000.0000.0010.999103.092103.017103.0550.000合计：0.010N2分段n束数A/2、Ay(mm)L或x(m)曲线段孔道切线夹角9(rad)kx+0g-(kx+efi)e起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)设计理论伸长量(mm)平均张拉力Pp(kN)各段理论伸长量AB6

23、8347.363000.0000.0110.9891085.8681073.9411079.8940.049173.554170.000BC68346.109070.1220.0400.9611073.9411032.1341052.8990.040CD68341.258000.0000.0020.9981032.1341030.1881031.1610.008合计：0.096N2(10项应力)分段n束数,，2、Ay(mm)L或x(m)曲线段孔道切线夹角9(rad)kx+0g-(kx+efi)e起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)平均张拉力Pp(kN)各段理论

24、伸长量AB68347.363000.0000.0110.989108.587107.394107.9890.00519.284BC68346.109070.1220.0400.961107.394103.213105.2900.004CD68341.258000.0000.0020.998103.213103.019103.1160.001合计：0.010N3分段n束数,，2、Ay(mm)L或x(m)曲线段孔道切线夹角9(rad)kx+0g-(kx+efi)e起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)设计理论伸长量(mm)平均张拉力Pp(kN)各段理论伸长量AB68

25、345.968000.0000.0090.9911085.8681076.1911081.0220.040172.932168.000BC68346.109070.1220.0400.9611076.1911034.2961055.1050.040CD68342.642000.0000.0040.9961034.2961030.2051032.2490.017合计：0.096N3(10项应力)分段n束数A/2、Ay(mm)L或x(m)曲线段孔道切线夹角9(rad)kx+0g-(kx+9fi)e起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)平均张拉力Pp(kN)各段理论伸

26、长量AB68345.968000.0000.0090.991108.587107.619108.1020.00419.215BC68346.109070.1220.0400.961107.619103.430105.5100.004CD68342.642000.0000.0040.996103.430103.021103.2250.002合计：0.010N4中梁分段n束数A/2、Ay(mm)L或x(m)曲线段孔道切线夹角9(rad)kx+0g-(kx+efi)e起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)设计理论伸长量(mm)平均张拉力Pp(kN)各段理论伸长量AB6

27、8344.532000.0000.0070.9931085.8681078.5111082.1850.030172.293168.000BC68346.109070.1220.0400.9611078.5111036.5261057.3800.040CD68344.067000.0000.0060.9941036.5261030.2221033.3710.026合计：0.096N4中梁(10%初应力)分段n束数,，2、Ay(mm)L或x(m)曲线段孔道切线夹角9(rad)kx+0g-(kx+efi)e起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)平均张拉力Pp(kN)各

28、段理论伸长量AB68344.532000.0000.0070.993108.587107.851108.2190.00319.144BC68346.109070.1220.0400.961107.851103.653105.7380.004CD68344.067000.0000.0060.994103.653103.022103.3370.003合计：0.010N4边梁分段n束数A/2、Ay(mm)L或x(m)曲线段孔道切线夹角9(rad)kx+0g-(kx+efi)e起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)设计理论伸长量(mm)平均张拉力Pp(kN)各段理论伸长

29、量AB79734.532000.0000.0070.9931266.8461258.2631262.5500.030172.293168.000BC79736.109070.1220.0400.9611258.2631209.2811233.6100.040CD79734.067000.0000.0060.9941209.2811201.9261205.5990.026合计：0.096N4边梁(10%G应力)分段n束数A/2、Ay(mm)L或x(m)曲线段孔道切线夹角9(rad)kx+0g-(kx+efi)e起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)平均张拉力Pp(

30、kN)各段理论伸长量AB79734.532000.0000.0070.993126.685125.826126.2550.00319.144BC79736.109070.1220.0400.961125.826120.928123.3610.004CD79734.067000.0000.0060.994120.928120.193120.5600.003合计：0.010N5(左右)分段n束数,，2、Ay(mm)L或x(m)曲线段孔道切线夹角9(rad)kx+0g-(kx+efi)e起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)设计理论伸长量(mm)平均张拉力Pp(kN)

31、各段理论伸长量AB68342.240000.0000.0030.9971085.8681082.2261084.0460.015171.374168.000BC68345.67206.50.1130.0370.9641082.2261043.0511062.5180.037CD68346.773000.0000.0100.9901043.0511032.5081037.7700.043合计：0.095N5(左右)(10%初应力)分段n束数,，2、Ay(mm)L或x(m)曲线段孔道切线夹角9(rad)kx+0g-(kx+efi)e起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(m

32、m)平均张拉力Pp(kN)各段理论伸长量AB68342.240000.0000.0030.997108.587108.223108.4050.00119.042BC68345.67206.50.1130.0370.964108.223104.305106.2520.004CD68346.773000.0000.0100.990104.305103.251103.7770.004合计：0.0101:设计图纸要求：混凝土强度及弹性模量达到设计值的85%且龄期不少于7d后，方可张拉预应力钢束。两端对称、均匀张拉，采用张拉力和引申量双控，钢束张拉顺序为N2HN5-N1-N3fN4,钢束伸长量为扣除初应

33、力(10%)后的理论计算值。2:该计算表适用于第一联第5孔左幅7及6号梁，第二联第9孔左幅7号梁，(3)、该计算表适用于第一联第5孔左幅5、4、3号梁，第二联第9孔左幅6、5、4号梁eGcon(Mpa)A(mm2)gkEg(Mpa)锚具变形、钢筋回缩取6mm端)。预应力张拉时还要考虑钢束与锚圈口之间的摩擦损失，锚口摩阻损失暂按3%考虑，即钢束锚外控制应力为1437Mp，锚口摩阻损失的具体数据应由试验确定，或者采用厂家及施工单位常年积累的数据，任何时候，锚外张拉控制应力不得超过0.8fpk(该内容为图纸要求)2.71813021390.250.0015195000N1分段n束数A/2、Ay(mm

34、)L或x(m)曲线段孔道切线夹角9(rad)kx+9g-(kx+efi)e起点力Pq(kN)终点力Pz(kN)精确计算方法简化计算方法全梁理论伸长量(mm)设计理论伸长量(mm)平均张拉力Pp(kN)各段理论伸长量平均张拉力Pp(kN)各段理论伸长量AB79738.758000.0000.0130.9871266.8461250.3121258.5610.0581258.5790.058185.546178.000BC79736.108070.1220.0400.9611250.3121201.6411225.8160.0391225.9770.039CD79730.873000.0000.0

35、010.9991201.6411200.0681200.8550.0061200.8550.006合计：0.1030.103N1(10%1应力)分段n束数A/2、Ay(mm)L或x(m)曲线段孔道切线夹角9(rad)kx+9g-(kx+efi)e起点力Pq(kN)终点力Pz(kN)精确计算方法简化计算方法全梁理论伸长量(mm)平均张拉力Pp(kN)各段理论伸长量平均张拉力Pp(kN)各段理论伸长量AB79738.758000.0000.0130.987126.685125.031125.8560.006125.8580.00620.616BC79736.108070.1220.0400.961

36、125.031120.164122.5820.004122.5980.004CD79730.873000.0000.0010.999120.164120.007120.0850.001120.0850.001合计：0.0100.010N2分段n束数A，2、Ay(mm)L或x(m)曲线段孔道切线夹角9(rad)kx+9g-(kx+efi)e起点力Pq(kN)终点力Pz(kN)精确计算方法简化计算方法全梁理论伸长量(mm)设计理论伸长量(mm)平均张拉力Pp(kN)各段理论伸长量平均张拉力Pp(kN)各段理论伸长量AB68347.363000.0000.0110.9891085.8681073.9

37、411079.8940.0491079.9050.049184.948176.000BC68346.109070.1220.0400.9611073.9411032.1341052.8990.0401053.0380.040CD68342.258000.0000.0030.9971032.1341028.6441030.3880.0141030.3890.014合计：0.1030.103N2(10%1应力)分段n束数,，2、Ay(mm)L或x(m)曲线段孔道切线夹角9(rad)kx+9g-(kx+efi)e起点力Pq(kN)终点力Pz(kN)精确计算方法简化计算方法全梁理论伸长量(mm)平均张

38、拉力Pp(kN)各段理论伸长量平均张拉力Pp(kN)各段理论伸长量AB68347.363000.0000.0110.989108.587107.394107.9890.005107.9900.00520.550BC68346.109070.1220.0400.961107.394103.213105.2900.004105.3040.004CD68342.258000.0000.0030.997103.213102.864103.0390.001103.0390.001合计：0.0100.010N3分段n束数A/2、Ay(mm)L或x(m)曲线段孔道切线夹角9(rad)kx+9g-(kx+ef

39、i)e起点力Pq(kN)终点力Pz(kN)精确计算方法简化计算方法全梁理论伸长量(mm)设计理论伸长量(mm)平均张拉力Pp(kN)各段理论伸长量平均张拉力Pp(kN)各段理论伸长量AB68345.968000.0000.0090.9911085.8681076.1911081.0220.0401081.0290.040184.326176.000BC68346.109070.1220.0400.9611076.1911034.2961055.1050.0401055.2430.040CD68343.642000.0000.0050.9951034.2961028.6611031.4760.0

40、231031.4780.023合计：0.1020.102N3(10%1应力)分段n束数,，2、Ay(mm)L或x(m)曲线段孔道切线夹角9(rad)kx+9g-(kx+efi)e起点力Pq(kN)终点力Pz(kN)精确计算方法简化计算方法全梁理论伸长量(mm)平均张拉力Pp(kN)各段理论伸长量平均张拉力Pp(kN)各段理论伸长量AB68345.968000.0000.0090.991108.587107.619108.1020.004108.1030.00420.481BC68346.109070.1220.0400.961107.619103.430105.5100.004105.5240

41、.004CD68343.642000.0000.0050.995103.430102.866103.1480.002103.1480.002合计：0.0100.010N4分段n束数,，2、Ay(mmi)L或x(m)曲线段孔道切线夹角9(rad)kx+9g-(kx+efi)e起点力Pq(kN)终点力Pz(kN)精确计算方法简化计算方法全梁理论伸长量(mm)设计理论伸长量(mm)平均张拉力Pp(kN)各段理论伸长量平均张拉力Pp(kN)各段理论伸长量AB79734.532000.0000.0070.9931266.8461258.2631262.5500.0301262.5550.030183.6

42、88176.000BC79736.109070.1220.0400.9611258.2631209.2811233.6100.0401233.7720.040CD79735.067000.0000.0080.9921209.2811200.1241204.6970.0321204.7020.032合计：0.1020.102N4(10例应力)分段n束数,，2、Ay(mm)L或x(m)曲线段孔道切线夹角9(rad)kx+9g-(kx+efi)e起点力Pq(kN)终点力Pz(kN)精确计算方法简化计算方法全梁理论伸长量(mm)平均张拉力Pp(kN)各段理论伸长量平均张拉力Pp(kN)各段理论伸长量AB79734.532000.0000.0070.993126.685125.826126.2550.003126.2550.00320.410BC79736.109070.1220.0400.961125.826120.928123.3610.0041