m預制T梁張拉伸長量計算

1、仁新高TJ5速標首件1#預制梁場預T梁制張拉計算書鋼絞線伸長量計算書仁新高速TJ5標合同段項目經(jīng)理部2016年 07月鋼絞線伸長量計算一、計算原則1 、根據(jù)公路橋涵施工技術(shù)規(guī)范 （ JTG/TF05-2011）標準；2 、 根據(jù)橋梁公用構(gòu)造、涵洞通用圖設(shè)計圖紙要求。二、計算公式與參數(shù)及說明1、已知參數(shù)：s15.2mm鋼絞線： E =1.955； =0.25； =0.3 。見檢×10 MPa；A =139mm；k=0.0015pp測附件；預應(yīng)力鋼絞線采用抗拉強度標準值 f pk=1860Mpa，錨下控制應(yīng)力為 0.7f pk ，根據(jù)錨墊板和千斤頂?shù)臋C械參數(shù)以及張拉預留長度，則工作長度取

2、 65cm，頂內(nèi)工作長度 50cm。圖紙要求，鋼絞線伸長量為扣除拉力（10%）后的理論計算值。2、計算公式：-(kx+ )1）、Pp=Pq(1-e)/（ kx+）Pp 預應(yīng)力筋的平均張拉力（N）Pq 預應(yīng)力筋張拉端的張拉力（N）；x從張拉端至計算截面的孔道長度（m）；從張拉端至計算截面的曲線孔道部分切線的夾角之和（ rad ）；k 孔道每米局部偏差對摩擦的影響系數(shù)，取k=0.0015；預應(yīng)力筋與孔道壁的摩擦系數(shù)，取=0.25。當預應(yīng)力筋為直線時Pp=P2）、P=×A ×n（錨下端部張拉力 P= P ）conqconcon=0.70fpk (N mm2) ； 預應(yīng)力筋張拉端的

3、控制應(yīng)力 A 每束預應(yīng)力筋的截面面積(139mm2)；n 同時張拉預應(yīng)力筋束數(shù)；Pq 預應(yīng)力筋張拉端的張拉力。3）、Pz= Pq×e-(kx+ )Pz 經(jīng)過長度 X 后預應(yīng)力筋的終點處張拉力（N）；4）、L= (P p ×X)/ （ Ap ×Ep ） L 理論伸長值 (m) ；X 預應(yīng)力筋相應(yīng)的長度（ m）；2Ap鋼絞線的截面積（139mm）;Ep 預應(yīng)力筋的彈性模量（1.95 ×105Mpa）。3、張拉伸長量控制及讀數(shù)計算方法：實際伸長量要扣除拉力（10%）后的理論計算值4、 30m箱梁各鋼束理論伸長量計算如下：鋼束布置斷面圖如圖所示，從上至下依次為N

4、2、 N5、N1、 N3、 N4。鋼束根數(shù)布置 : 根據(jù)圖紙設(shè)計布置。40米T梁鋼束引伸長量：如伸長量計算表如下圖所示，管道分段示意圖：湞江大橋預制 T梁預應(yīng)力伸長量計算表（ 1）、該計算表適用于第一聯(lián)第1 4孔、第 5孔右幅 6及 7號梁，第二聯(lián)第6 8孔、第 9孔右幅 7號梁e con2kEg (Mpa)錨具變形、鋼筋回縮取6mm(一端）。預應(yīng)力張拉時還要考慮鋼束與錨圈口之間的摩擦損失，錨口摩阻損失暫按(Mpa)Ai (mm)3%考慮，即鋼束錨外控制應(yīng)力為1437Mp, 錨口摩阻損失的具體數(shù)據(jù)應(yīng)由試驗確定，或者采用廠家及施工單位常2.718313021390.250.0015195000年

5、積累的數(shù)據(jù)，任何時候，錨外張拉控制應(yīng)力不得超過0.8f pk ( 該內(nèi)容為圖紙要求）N1曲線段孔起點力終點力精確計算方法全梁理論設(shè)計理論分段n 束數(shù)2L 或 x（ m)道切線夾(rad)kx+-(kx+ )平均張拉力各段理論伸長量伸長量Ay(mm)ePq(kN)Pz(kN)角Pp (kN)伸長量（ mm)（ mm)AB811125.700000.0000.0090.9911447.8241435.4981441.6520.038BC8111212.217070.1220.0490.9521435.4981367.0331400.9870.079230.861230.800CD811121.81

6、5000.0000.0030.9971367.0331363.3171365.1740.011合計：0.128N1(10%初應(yīng)力 )曲線段孔起點力終點力精確計算方法分段n 束數(shù)2L 或 x（ m)道切線夾(rad)kx+-(kx+ )平均張拉力各段理論全梁理論伸長量（ mm)Ay(mm)ePq(kN)Pz(kN)角Pp (kN)伸長量AB811125.700000.0000.0090.991144.782143.550144.1650.004BC8111212.217070.1220.0490.952143.550136.703140.0990.00825.651CD811121.815000

7、.0000.0030.997136.703136.332136.5170.001合計：0.013N2 中梁曲線段孔起點力終點力精確計算方法全梁理論設(shè)計理論分段n 束數(shù)2L 或 x（ m)道切線夾(rad)kx+-(kx+ )平均張拉力各段理論伸長量伸長量Ay(mm)ePq(kN)Pz(kN)角Pp (kN)伸長量（ mm)（ mm)AB811124.305000.0000.0060.9941447.8241438.5051443.1590.029BC8111212.217070.1220.0490.9521438.5051369.8971403.9210.079230.241230.200CD

8、811123.199000.0000.0050.9951369.8971363.3391366.6150.020合計：0.128N2 中梁 (10%初應(yīng)力 )曲線段孔起點力終點力精確計算方法分段n 束數(shù)2L 或 x（ m)道切線夾(rad)kx+-(kx+ )平均張拉力各段理論全梁理論伸長量（ mm)Ay(mm)ePq(kN)Pz(kN)角Pp (kN)伸長量AB811124.305000.0000.0060.994144.782143.850144.3160.003BC8111212.217070.1220.0490.952143.850136.990140.3920.00825.582CD

9、811123.199000.0000.0050.995136.990136.334136.6620.002合計：0.013N2 邊梁曲線段孔起點力終點力精確計算方法全梁理論設(shè)計理論分段n 束數(shù)2L 或 x（ m)道切線夾(rad)kx+-(kx+ )平均張拉力各段理論伸長量伸長量Ay(mm)ePq(kN)Pz(kN)角Pp (kN)伸長量（ mm)（ mm)AB912514.305000.0000.0060.9941628.8021618.3181623.5540.029BC9125112.217070.1220.0490.9521618.3181541.1341579.4120.079230

10、.241230.200CD912513.199000.0000.0050.9951541.1341533.7571537.4420.020合計：0.128N2 邊梁 (10%初應(yīng)力 )曲線段孔起點力終點力精確計算方法分段n 束數(shù)2L 或 x（ m)道切線夾(rad)kx+-(kx+ )平均張拉力各段理論全梁理論伸長量（ mm)Ay(mm)ePq(kN)Pz(kN)角Pp (kN)伸長量AB912514.305000.0000.0060.994162.880161.832162.3550.003BC9125112.217070.1220.0490.952161.832154.113157.941

11、0.00825.582CD912513.199000.0000.0050.995154.113153.376153.7440.002合計：0.013N3 中梁曲線段孔起點力終點力精確計算方法全梁理論設(shè)計理論分段n 束數(shù)2L 或 x（ m)道切線夾(rad)kx+-(kx+ )平均張拉力各段理論伸長量伸長量Ay(mm)ePq(kN)Pz(kN)角Pp (kN)伸長量（ mm)（ mm)AB811122.910000.0000.0040.9961447.8241441.5181444.6690.019BC8111212.217070.1220.0490.9521441.5181372.766140

12、6.8620.079CD811124.584000.0000.0070.9931372.7661363.3601368.0580.029合計：0.128N3 中梁 (10%初應(yīng)力 )曲線段孔起點力終點力精確計算方法分段n 束數(shù)2L 或 x（ m)道切線夾(rad)kx+-(kx+ )平均張拉力各段理論Ay(mm)ePq(kN)Pz(kN)角Pp (kN)伸長量AB811122.910000.0000.0040.996144.782144.152144.4670.002BC8111212.217070.1220.0490.952144.152137.277140.6860.008CD811124

13、.584000.0000.0070.993137.277136.336136.8060.003合計：0.013N3 邊梁曲線段孔起點力終點力精確計算方法分段n 束數(shù)2L 或 x（ m)道切線夾(rad)kx+-(kx+ )平均張拉力各段理論Ay(mm)ePq(kN)Pz(kN)角Pp (kN)伸長量AB912512.910000.0000.0040.9961628.8021621.7081625.2520.019BC9125112.217070.1220.0490.9521621.7081544.3621582.7200.079CD912514.584000.0000.0070.9931544

14、.3621533.7801539.0650.029合計：0.128N3 邊梁 (10%初應(yīng)力 )曲線段孔起點力終點力精確計算方法分段n 束數(shù)2L 或 x（ m)道切線夾(rad)kx+-(kx+ )平均張拉力各段理論Ay(mm)ePq(kN)Pz(kN)角Pp (kN)伸長量AB912512.910000.0000.0040.996162.880162.171162.5250.002BC9125112.217070.1220.0490.952162.171154.436158.2720.008CD912514.584000.0000.0070.993154.436153.378153.9060

15、.003合計：0.013N4229.630229.600全梁理論伸長量（mm)25.514全梁理論設(shè)計理論伸長量伸長量（ mm)（ mm)229.630229.600全梁理論伸長量（mm)25.514曲線段孔起點力終點力精確計算方法全梁理論設(shè)計理論分段n 束數(shù)2L 或 x（ m)道切線夾(rad)kx+-(kx+ )平均張拉力各段理論伸長量伸長量Ay(mm)ePq(kN)Pz(kN)角Pp (kN)伸長量（ mm)（ mm)AB912511.474000.0000.0020.9981628.8021625.2051627.0030.010BC9125112.217070.1220.0490.9

16、521625.2051547.6921586.1330.079228.993229.000CD912516.009000.0000.0090.9911547.6921533.8051540.7380.038合計：0.127N4(10%初應(yīng)力 )曲線段孔起點力終點力精確計算方法分段n 束數(shù)2L 或 x（ m)道切線夾(rad)kx+-(kx+ )平均張拉力各段理論全梁理論伸長量（ mm)Ay(mm)ePq(kN)Pz(kN)角p伸長量P (kN)AB912511.474000.0000.0020.998162.880162.520162.7000.001BC9125112.217070.1220

17、.0490.952162.520154.769158.6130.00825.444CD912516.009000.0000.0090.991154.769153.380154.0740.004合計：0.013N5（左右）曲線段孔起點力終點力精確計算方法全梁理論設(shè)計理論分段n 束數(shù)2L 或 x（ m)道切線夾(rad)kx+-(kx+ )平均張拉力各段理論伸長量伸長量Ay(mm)ePq(kN)Pz(kN)角Pp (kN)伸長量（ mm)（ mm)AB79732.240000.0000.0030.9971266.8461262.5971264.7200.015BC79735.67206.50.11

18、30.0370.9641262.5971216.8931239.6040.037228.300228.400CD797311.773000.0000.0180.9821216.8931195.5921206.2110.075合計：0.127N5（左右） (10%初應(yīng)力 )曲線段孔起點力終點力精確計算方法分段n 束數(shù)2L 或 x（ m)道切線夾(rad)kx+-(kx+ )平均張拉力各段理論全梁理論伸長量（ mm)Ay(mm)ePq(kN)Pz(kN)角p伸長量P (kN)AB79732.240000.0000.0030.997126.685126.260126.4720.00125.367BC

19、79735.67206.50.1130.0370.964126.260121.689123.9600.004CD797311.773000.0000.0180.982121.689119.559120.6210.007合計：0.0131：設(shè)計圖紙要求：混凝土強度及彈性模量達到設(shè)計值的85%，且齡期不少于7d 后，方可張拉預應(yīng)力鋼束。兩端對稱、均勻張拉，采用張拉力和引申量雙控，鋼束張拉順序為N2 N5 N1N3N4，鋼束伸長量為扣除初應(yīng)力（10%）后的理論計算值。2：該計算表適用于第一聯(lián)第1 4 孔、第 5 孔右幅 6 及 7 號梁，第二聯(lián)第68 孔、第 9孔右幅 7號梁，（ 2）、該計算表適用

20、于第一聯(lián)第5孔左幅 7及 6號梁，第二聯(lián)第9孔左幅 7號梁econ2kEg(Mpa)錨具變形、鋼筋回縮取6mm(一端）。預應(yīng)力張拉時還要考慮鋼束與錨圈口之間的摩擦損失，錨口摩阻損失暫按(Mpa)Ai (mm)3%考慮，即鋼束錨外控制應(yīng)力為1437Mp,錨口摩阻損失的具體數(shù)據(jù)應(yīng)由試驗確定，或者采用廠家及施工單位常2.718313021390.250.0015195000年積累的數(shù)據(jù)，任何時候，錨外張拉控制應(yīng)力不得超過0.8f pk ( 該內(nèi)容為圖紙要求）N1曲線段孔起點力終點力精確計算方法全梁理論設(shè)計理論分段n 束數(shù)2L 或 x（m)道切線夾 (rad)kx+ e-(kx+ )平均張拉力各段理論

21、伸長量伸長量Ay(mm)Pq(kN)Pz(kN)角Pp(kN)伸長量（mm)（mm)AB68349.370000.0000.0140.9861085.8681070.7131078.2730.062BC68344.887070.1220.0380.9631070.7131030.9191050.6900.032174.177170.000CD68340.484000.0000.0010.9991030.9191030.1711030.5450.003合計：0.097N1(10%初應(yīng)力 )曲線段孔起點力終點力精確計算方法分段n 束數(shù)2L 或 x（m)道切線夾 (rad)kx+ e-(kx+ )平

22、均張拉力各段理論全梁理論伸長量（ mm)Ay(mm)Pq(kN)Pz(kN)角p伸長量P (kN)AB68349.370000.0000.0140.986108.587107.071107.8270.006BC68344.887070.1220.0380.963107.071103.092105.0690.00319.353CD68340.484000.0000.0010.999103.092103.017103.0550.000合計：0.010N2曲線段孔起點力終點力精確計算方法全梁理論設(shè)計理論分段n 束數(shù)2L 或 x（m) (rad)kx+ e-(kx+ )Ay(mm)道切線夾Pq(kN)

23、Pz(kN)平均張拉力各段理論伸長量伸長量角Pp(kN)伸長量（mm)（mm)AB68347.363000.0000.0110.9891085.8681073.9411079.8940.049BC68346.109070.1220.0400.9611073.9411032.1341052.8990.040173.554170.000CD68341.258000.0000.0020.9981032.1341030.1881031.1610.008合計：0.096N2(10%初應(yīng)力 )曲線段孔起點力終點力精確計算方法分段n 束數(shù)2L 或 x（m)道切線夾 (rad)kx+ e-(kx+ )平均張拉

24、力各段理論全梁理論伸長量（ mm)Ay(mm)Pq(kN)Pz(kN)角Pp(kN)伸長量AB68347.363000.0000.0110.989108.587107.394107.9890.005BC68346.109070.1220.0400.961107.394103.213105.2900.00419.284CD68341.258000.0000.0020.998103.213103.019103.1160.001合計：0.010N3曲線段孔起點力終點力精確計算方法全梁理論設(shè)計理論分段n 束數(shù)2L 或 x（m)道切線夾 (rad)kx+ e-(kx+ )平均張拉力各段理論伸長量伸長量A

25、y(mm)Pq(kN)Pz(kN)角Pp(kN)伸長量（mm)（mm)AB68345.968000.0000.0090.9911085.8681076.1911081.0220.040BC68346.109070.1220.0400.9611076.1911034.2961055.1050.040172.932168.000CD68342.642000.0000.0040.9961034.2961030.2051032.2490.017合計：0.096N3(10%初應(yīng)力 )曲線段孔起點力終點力精確計算方法分段n 束數(shù)2L 或 x（m)道切線夾 (rad)kx+ e-(kx+ )平均張拉力各段理

26、論全梁理論伸長量（ mm)Ay(mm)Pq(kN)Pz(kN)角Pp(kN)伸長量AB68345.968000.0000.0090.991108.587107.619108.1020.004BC68346.109070.1220.0400.961107.619103.430105.5100.00419.215CD68342.642000.0000.0040.996103.430103.021103.2250.002合計：0.010N4 中梁曲線段孔起點力終點力精確計算方法分段n 束數(shù)2L 或 x（m)道切線夾 (rad)kx+ e-(kx+ )平均張拉力各段理論Ay(mm)Pq(kN)Pz(k

27、N)角Pp(kN)伸長量AB68344.532000.0000.0070.9931085.8681078.5111082.1850.030BC68346.109070.1220.0400.9611078.5111036.5261057.3800.040CD68344.067000.0000.0060.9941036.5261030.2221033.3710.026合計：0.096N4 中梁 (10%初應(yīng)力 )曲線段孔起點力終點力精確計算方法分段n 束數(shù)2L 或 x（m)道切線夾 (rad)kx+ e-(kx+ )平均張拉力各段理論Ay(mm)Pq(kN)Pz(kN)角Pp(kN)伸長量AB68

28、344.532000.0000.0070.993108.587107.851108.2190.003BC68346.109070.1220.0400.961107.851103.653105.7380.004CD68344.067000.0000.0060.994103.653103.022103.3370.003合計：0.010N4 邊梁曲線段孔起點力終點力精確計算方法分段n 束數(shù)2L 或 x（m)道切線夾 (rad)kx+ e-(kx+ )平均張拉力各段理論Ay(mm)Pq(kN)Pz(kN)角Pp(kN)伸長量AB79734.532000.0000.0070.9931266.846125

29、8.2631262.5500.030BC79736.109070.1220.0400.9611258.2631209.2811233.6100.040CD79734.067000.0000.0060.9941209.2811201.9261205.5990.026合計：0.096N4 邊梁 (10%初應(yīng)力 )曲線段孔起點力終點力精確計算方法分段n 束數(shù)2L 或 x（m)道切線夾 (rad)kx+ e-(kx+ )平均張拉力各段理論Ay(mm)Pq(kN)Pz(kN)角Pp(kN)伸長量全梁理論設(shè)計理論伸長量伸長量（mm)（mm)172.293168.000全梁理論伸長量（mm)19.144全梁

30、理論設(shè)計理論伸長量伸長量（mm)（mm)172.293168.000全梁理論伸長量（mm)AB79734.532000.0000.0070.993126.685125.826126.2550.003BC79736.109070.1220.0400.961125.826120.928123.3610.00419.144CD79734.067000.0000.0060.994120.928120.193120.5600.003合計：0.010N5（左右）曲線段孔起點力終點力精確計算方法全梁理論設(shè)計理論分段n 束數(shù)2L 或 x（m)道切線夾 (rad)kx+ e-(kx+ )平均張拉力各段理論伸長量

31、伸長量Ay(mm)Pq(kN)Pz(kN)角Pp(kN)伸長量（mm)（mm)AB68342.240000.0000.0030.9971085.8681082.2261084.0460.015BC68345.67206.50.1130.0370.9641082.2261043.0511062.5180.037171.374168.000CD68346.773000.0000.0100.9901043.0511032.5081037.7700.043合計：0.095N5（左右） (10%初應(yīng)力 )曲線段孔起點力終點力精確計算方法分段n 束數(shù)2L 或 x（m)道切線夾 (rad)kx+ e-(kx

32、+ )平均張拉力各段理論全梁理論伸長量（ mm)Ay(mm)Pq(kN)Pz(kN)角Pp(kN)伸長量AB68342.240000.0000.0030.997108.587108.223108.4050.001BC68345.67206.50.1130.0370.964108.223104.305106.2520.00419.042CD68346.773000.0000.0100.990104.305103.251103.7770.004合計：0.0101：設(shè)計圖紙要求：混凝土強度及彈性模量達到設(shè)計值的85%，且齡期不少于7d 后，方可張拉預應(yīng)力鋼束。兩端對稱、均勻張拉，采用張拉力和引申量雙

33、控，鋼束張拉順序為N2 N5 N1N3N4，鋼束伸長量為扣除初應(yīng)力（10%）后的理論計算值。2：該計算表適用于第一聯(lián)第5 孔左幅7 及6 號梁，第二聯(lián)第9 孔左幅7 號梁，（ 3）、該計算表適用于第一聯(lián)第5孔左幅 5、 4、 3號梁，第二聯(lián)第 9孔左幅 6、 5、4號梁con2k錨具變形、鋼筋回縮取6mm(一端）。預應(yīng)力張拉時還要考慮鋼束與錨圈口之間的摩擦損失，錨口摩阻損失暫按3%考慮，eAi (mm)Eg(Mpa)1437Mp,錨口摩阻損失的具體數(shù)據(jù)應(yīng)由試驗確定，或者采用廠家及施工單位常年積累的數(shù)據(jù)，任(Mpa)即鋼束錨外控制應(yīng)力為2.71813021390.250.0015195000 何

34、時候，錨外張拉控制應(yīng)力不得超過0.8f pk ( 該內(nèi)容為圖紙要求）N1曲線段kx+ 起點力終點力精確計算方法簡化計算方法全梁理論設(shè)計理論分段n 束數(shù)2L 或 x （m)孔道切e-(kx+ )平均張拉各段理論平均張拉各段理論伸長量伸長量Ay(mm)(rad)Pq(kN)Pz(kN)線夾角力 Pp(kN)伸長量力 Pp (kN)伸長量（mm)（ mm)AB79738.758000.0000.0130.9871266.8461250.3121258.5610.0581258.5790.058BC79736.108070.1220.0400.9611250.3121201.6411225.8160.0391225.9770.039185.546178.000CD79730.873000.0000.0010.9991201.641120