1、仁新高速標(biāo)首件預(yù)制梁場預(yù)梁張拉計(jì)算書鋼絞線伸長量計(jì)算仁新高速J5標(biāo)合同段項(xiàng)目經(jīng)理部2016年07月鋼絞線伸長量計(jì)算一、計(jì)算原則1 、根據(jù)公路橋涵施工技術(shù)規(guī)范（JTG/TF05-2011）標(biāo)準(zhǔn)；2 、 根據(jù)橋梁公用構(gòu)造、涵洞通用圖設(shè)計(jì)圖紙要求。二、計(jì)算公式與參數(shù)及說明1 、已知參數(shù)：s52 15.2mm岡絞線：丘=1.95 X 10 MPa A=139mm； k=0.0015 ;卩=0.25 ; Z =0.3。見檢 測附件；預(yù)應(yīng)力鋼絞線采用抗拉強(qiáng)度標(biāo)準(zhǔn)值fpk=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(jī)械參數(shù)以及張拉預(yù)留長度，則工作長度取65cm頂內(nèi)工作長度50cm圖紙

2、要求，鋼絞線伸長量為扣除拉力（ 10%）后的理論計(jì)算值。2、計(jì)算公式：1）、Pp=Pq（1-e-阻+ 科/ （kx+u 0Pp預(yù)應(yīng)力筋的平均張拉力（N）Pq預(yù)應(yīng)力筋張拉端的張拉力（N）；x從張拉端至計(jì)算截面的孔道長度（m）;0 從張拉端至計(jì)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；卩一一預(yù)應(yīng)力筋與孔道壁的摩擦系數(shù)，取卩=0.25。當(dāng)預(yù)應(yīng)力筋為直線時(shí) Pp=P2） 、P=Ccon XA冶（錨下端部張拉力 P= Pq）ocon預(yù)應(yīng)力筋張拉端的控制應(yīng)力 ocon =0.70f pk （N / mm2）；A每束預(yù)應(yīng)力筋的截面面積（139m

3、m2）;n同時(shí)張拉預(yù)應(yīng)力筋束數(shù)；Pq 預(yù)應(yīng)力筋張拉端的張拉力。3）、 Pz= PqXe-（kx+u0）Pz經(jīng)過長度X后預(yù)應(yīng)力筋的終點(diǎn)處張拉力（N ）；4）、 L= （Pp XX）/ （A X&） L 理論伸長值（m）；X 預(yù)應(yīng)力筋相應(yīng)的長度（m）；Ap鋼絞線的截面積（139口命;E 預(yù)應(yīng)力筋的彈性模量（1.95 x 105Mpa3、張拉伸長量控制及讀數(shù)計(jì)算方法:W3100%匸實(shí)=(AL10C%-AL20%)+2X(AL20%-AL1C%)實(shí)際伸長量要扣除拉力（10%后的理論計(jì)算值4、30m箱梁各鋼束理論伸長量計(jì)算如下： 鋼束布置斷面圖X 4二81-Jlk 回回回回亟CCW如圖所示，從上至下依次

4、為 N2、N5 N1、N3 N4 鋼束根數(shù)布置：根據(jù)圖紙?jiān)O(shè)計(jì)布置。40米T梁鋼束引伸長量：如伸長量計(jì)算表如下圖所示，管道分段示意圖：湞江大橋預(yù)制T梁預(yù)應(yīng)力伸長量計(jì)算表(1)、該計(jì)算表適用于第一聯(lián)第14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econ(Mpa)A (mni)gkEg(Mpa)錨具變形、鋼筋回縮取 6mm一端)。預(yù)應(yīng)力張拉時(shí)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，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(yàn)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(shí)候，錨外張

5、拉控制應(yīng)力不得超過0.8f pk(該內(nèi)容為圖紙要求)N1分段n束數(shù)2Ay(mm)L 或 x ( m)曲線段孔道切線夾角9 (rad)kx+ 9 g-(kx+ 9 g) e起點(diǎn)力Pq(kN)終點(diǎn)力Pz(kN)精確計(jì)算方法全梁理論 伸長量(mm)設(shè)計(jì)理論 伸長量(mm)平均張拉力R(kN)各段理論伸長量AB811125.700000.0000.0090.9911447.8241435.4981441.6520.038230.861230.800BC8111212.217070.1220.0490.9521435.4981367.0331400.9870.079CD811121.815000.000

6、0.0030.9971367.0331363.3171365.1740.011合計(jì)：0.128N1(10%初應(yīng)力)分段n束數(shù)2Ay(mm)L 或 x ( m)曲線段孔道切線夾角9 (rad)kx+ 9 g-(kx+ 9 g) e起點(diǎn)力Pq(kN)終點(diǎn)力Pz(kN)精確計(jì)算方法全梁理論伸長量(mm)平均張拉力R(kN)各段理論伸長量AB811125.700000.0000.0090.991144.782143.550144.1650.00425.651BC8111212.217070.1220.0490.952143.550136.703140.0990.008CD811121.815000.0

7、000.0030.997136.703136.332136.5170.001合計(jì)：0.013N2中梁分段n束數(shù)2Ay(mm)L 或 x ( m)曲線段孔道切線夾角9 (rad)kx+ 9 g-(kx+ 9 g) e起點(diǎn)力Pq(kN)終點(diǎn)力Pz(kN)精確計(jì)算方法全梁理論 伸長量(mm)設(shè)計(jì)理論 伸長量(mm)平均張拉力R(kN)各段理論伸長量AB811124.305000.0000.0060.9941447.8241438.5051443.1590.029230.241230.200BC8111212.217070.1220.0490.9521438.5051369.8971403.9210.

8、079CD811123.199000.0000.0050.9951369.8971363.3391366.6150.020合計(jì)：0.128N2中梁(10%初應(yīng)力)分段n束數(shù)2Ay(mm)L 或 x ( m)曲線段孔道切線夾角9 (rad)kx+ 9 g-(kx+ 9 g) e起點(diǎn)力Pq(kN)終點(diǎn)力Pz(kN)精確計(jì)算方法全梁理論伸長量(mm)平均張拉力R(kN)各段理論伸長量AB811124.305000.0000.0060.994144.782143.850144.3160.00325.582BC8111212.217070.1220.0490.952143.850136.990140.3

9、920.008CD811123.199000.0000.0050.995136.990136.334136.6620.002合計(jì)：0.013N2邊梁分段n束數(shù)2Ay(mm)L 或 x ( m)曲線段孔道切線夾角9 (rad)kx+ 9 g-(kx+ 9 g) e起點(diǎn)力Pq(kN)終點(diǎn)力Pz(kN)精確計(jì)算方法全梁理論 伸長量(mm)設(shè)計(jì)理論 伸長量(mm)平均張拉力FP(kN)各段理論伸長量AB912514.305000.0000.0060.9941628.8021618.3181623.5540.029230.241230.200BC9125112.217070.1220.0490.9521

10、618.3181541.1341579.4120.079CD912513.199000.0000.0050.9951541.1341533.7571537.4420.020合計(jì)：0.128N2邊梁(10%初應(yīng)力)分段n束數(shù)2Ay(mm)L 或 x ( m)曲線段孔道切線夾角9 (rad)kx+ 9 g-(kx+ 9 g) e起點(diǎn)力Pq(kN)終點(diǎn)力Pz(kN)精確計(jì)算方法全梁理論伸長量(mm)平均張拉力R(kN)各段理論伸長量AB912514.305000.0000.0060.994162.880161.832162.3550.00325.582BC9125112.217070.1220.04

11、90.952161.832154.113157.9410.008CD912513.199000.0000.0050.995154.113153.376153.7440.002合計(jì)：0.013N3中梁分段n束數(shù)2Ay(mm)L 或 x ( m)曲線段孔道切線夾角9 (rad)kx+ 9 g-(kx+ 9 g) e起點(diǎn)力Pq(kN)終點(diǎn)力Pz(kN)精確計(jì)算方法全梁理論伸長量(mm)設(shè)計(jì)理論伸長量(mm)平均張拉力各段理論FP(kN)伸長量AB811122.910000.0000.0040.9961447.8241441.5181444.6690.019229.630229.600BC811121

12、2.217070.1220.0490.9521441.5181372.7661406.8620.079CD811124.584000.0000.0070.9931372.7661363.3601368.0580.029合計(jì)：0.128N3中梁(10%初應(yīng)力)分段n束數(shù)2Ay(mm)L 或 x ( m)曲線段孔道切線夾角9 (rad)kx+ 9 g-(kx+ 9 g) e起點(diǎn)力Pq(kN)終點(diǎn)力Pz(kN)精確計(jì)算方法全梁理論伸長量(mm)平均張拉力R(kN)各段理論伸長量AB811122.910000.0000.0040.996144.782144.152144.4670.00225.514B

13、C8111212.217070.1220.0490.952144.152137.277140.6860.008CD811124.584000.0000.0070.993137.277136.336136.8060.003合計(jì)：0.013N3邊梁分段n束數(shù)2Ay(mm)L 或 x ( m)曲線段孔道切線夾角9 (rad)kx+ 9 g-(kx+ 9 g) e起點(diǎn)力Pq(kN)終點(diǎn)力Pz(kN)精確計(jì)算方法全梁理論 伸長量(mm)設(shè)計(jì)理論 伸長量(mm)平均張拉力R(kN)各段理論伸長量AB912512.910000.0000.0040.9961628.8021621.7081625.2520.0

14、19229.630229.600BC9125112.217070.1220.0490.9521621.7081544.3621582.7200.079CD912514.584000.0000.0070.9931544.3621533.7801539.0650.029合計(jì)：0.128N3邊梁(10%初應(yīng)力)分段n束數(shù)2Ay(mm)L 或 x ( m)曲線段孔道切線夾角9 (rad)kx+ 9 g-(kx+ 9 g) e起點(diǎn)力Pq(kN)終點(diǎn)力Pz(kN)精確計(jì)算方法全梁理論伸長量(mm)平均張拉力P(kN)各段理論伸長量AB912512.910000.0000.0040.996162.88016

15、2.171162.5250.00225.514BC9125112.217070.1220.0490.952162.171154.436158.2720.008CD912514.584000.0000.0070.993154.436153.378153.9060.003分段n束數(shù)2Ay(mm)L 或 x ( m)曲線段孔道切線夾角9 (rad)kx+ 9 g-(kx+ 9 g) e起點(diǎn)力Pq(kN)終點(diǎn)力Pz(kN)精確計(jì)算方法全梁理論伸長量(mm)設(shè)計(jì)理論伸長量(mm)平均張拉力R(kN)各段理論伸長量AB912511.474000.0000.0020.9981628.8021625.2051

16、627.0030.010228.993229.000BC9125112.217070.1220.0490.9521625.2051547.6921586.1330.079CD912516.009000.0000.0090.9911547.6921533.8051540.7380.038合計(jì)：0.127N4(10%初應(yīng)力)分段n束數(shù)2Ay(mm)L 或 x ( m)曲線段孔道切線夾角9 (rad)kx+ 9 g-(kx+ 9 g) e起點(diǎn)力Pq(kN)終點(diǎn)力Pz(kN)精確計(jì)算方法全梁理論伸長量(mm)平均張拉力FP(kN)各段理論伸長量AB912511.474000.0000.0020.998

17、162.880162.520162.7000.00125.444BC9125112.217070.1220.0490.952162.520154.769158.6130.008CD912516.009000.0000.0090.991154.769153.380154.0740.004合計(jì)：0.013N5 (左右)分段n束數(shù)2Ay(mm)L 或 x ( m)曲線段孔道切線夾角9 (rad)kx+ 9 g-(kx+ 9 g) e起點(diǎn)力Pq(kN)終點(diǎn)力Pz(kN)精確計(jì)算方法全梁理論伸長量(mm)設(shè)計(jì)理論伸長量(mm)平均張拉力R(kN)各段理論伸長量AB79732.240000.0000.00

18、30.9971266.8461262.5971264.7200.015228.300228.400BC79735.67206.50.1130.0370.9641262.5971216.8931239.6040.037CD797311.773000.0000.0180.9821216.8931195.5921206.2110.075合計(jì)：0.127N5 (左右)(10%初應(yīng)力)分段n束數(shù)2Ay(mm)L 或 x ( m)曲線段孔道切線夾角9 (rad)kx+ 9 g-(kx+ 9 g) e起點(diǎn)力Pq(kN)終點(diǎn)力Pz(kN)精確計(jì)算方法全梁理論伸長量(mm)平均張拉力各段理論N4合計(jì):0.013

19、FP(kN)伸長量AB79732.240000.0000.0030.997126.685126.260126.4720.00125.367BC79735.67206.50.1130.0370.964126.260121.689123.9600.004CD797311.773000.0000.0180.982121.689119.559120.6210.007合計(jì)：0.0131:設(shè)計(jì)圖紙要求：混凝土強(qiáng)度及彈性模量達(dá)到設(shè)計(jì)值的85%且齡期不少于7d后，方可張拉預(yù)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?yàn)镹PN5t N1-N3-N4,鋼束伸長量為扣除初應(yīng)力(10%后的理論計(jì)

20、算值。2 :該計(jì)算表適用于第一聯(lián)第 14孔、第5孔右幅6及7號梁，第二聯(lián)第68孑L、第9孔右幅7號梁，(2)、該計(jì)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eq con(Mpa)A(mm)gkEg(Mpa)錨具變形、鋼筋回縮取 6mm一端)。預(yù)應(yīng)力張拉時(shí)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，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(yàn)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(shí)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分段n束數(shù)2Ay(mm)

21、L 或 x (m)曲線段孔道切線夾角9 (rad)kx+ 9 g-(kx+ 9 g) e起點(diǎn)力Pq(kN)終點(diǎn)力Pz(kN)精確計(jì)算方法全梁理論伸長量(mm)設(shè)計(jì)理論伸長量(mm)平均張拉力Pp(kN)各段理論伸長量AB68349.370000.0000.0140.9861085.8681070.7131078.2730.062174.177170.000BC68344.887070.1220.0380.9631070.7131030.9191050.6900.032CD68340.484000.0000.0010.9991030.9191030.1711030.5450.003合計(jì)：0.09

22、7N1(10%初應(yīng)力)分段n束數(shù)Ay(mnn)L 或 x (m)曲線段孔道切線夾角9 (rad)kx+ 9 g-(kx+ 9 g)e起點(diǎn)力Pq(kN)終點(diǎn)力Pz(kN)精確計(jì)算方法全梁理論伸長量(mm)平均張拉力Pp(kN)各段理論伸長量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合計(jì)：0.010N2分段n

23、束數(shù)2Ay(mm)L 或 x (m)曲線段孔道切線夾角9 (rad)kx+ 9 g-(kx+ 9 g) e起點(diǎn)力Pq(kN)終點(diǎn)力Pz(kN)精確計(jì)算方法全梁理論 伸長量(mm)設(shè)計(jì)理論伸長量(mm)平均張拉力Pp(kN)各段理論伸長量AB68347.363000.0000.0110.9891085.8681073.9411079.8940.049173.554170.000BC68346.109070.1220.0400.9611073.9411032.1341052.8990.040CD68341.258000.0000.0020.9981032.1341030.1881031.1610.

24、008合計(jì)：0.096N2(10%初應(yīng)力)分段n束數(shù)2Ay(mm)L 或 x (m)曲線段孔 道切線夾 角9 (rad)kx+ 9 g-(kx+ 9 g) e起點(diǎn)力Pq(kN)終點(diǎn)力Pz(kN)精確計(jì)算方法全梁理論伸長量(mm)平均張拉力Pp(kN)各段理論伸長量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

25、合計(jì)：0.010N3分段n束數(shù)2Ay(mm)L 或 x (m)曲線段孔道切線夾角9 (rad)kx+ 9 g-(kx+ 9 g) e起點(diǎn)力Pq(kN)終點(diǎn)力Pz(kN)精確計(jì)算方法全梁理論 伸長量(mm)設(shè)計(jì)理論伸長量(mm)平均張拉力Pp(kN)各段理論伸長量AB68345.968000.0000.0090.9911085.8681076.1911081.0220.040172.932168.000BC68346.109070.1220.0400.9611076.1911034.2961055.1050.040CD68342.642000.0000.0040.9961034.2961030.

26、2051032.2490.017合計(jì)：0.096N3(10%初應(yīng)力)分段n束數(shù)2Ay(mm)L 或 x (m)曲線段孔 道切線夾 角9 (rad)kx+ 9 g-(kx+ 9 g) e起點(diǎn)力Pq(kN)終點(diǎn)力Pz(kN)精確計(jì)算方法全梁理論伸長量(mm)平均張拉力Pp(kN)各段理論伸長量AB68345.968000.0000.0090.991108.587107.619108.1020.00419.215BC68346.109070.1220.0400.961107.619103.430105.5100.004CD68342.642000.0000.0040.996103.430103.02

27、1103.2250.002合計(jì)：0.010N4中梁分段n束數(shù)2Ay(mm)L 或 x (m)曲線段孔道切線夾角9 (rad)kx+ 9 g-(kx+ 9 g) e起點(diǎn)力Pq(kN)終點(diǎn)力Pz(kN)精確計(jì)算方法全梁理論伸長量(mm)設(shè)計(jì)理論伸長量(mm)平均張拉力Pp(kN)各段理論伸長量AB68344.532000.0000.0070.9931085.8681078.5111082.1850.030172.293168.000BC68346.109070.1220.0400.9611078.5111036.5261057.3800.040CD68344.067000.0000.0060.99

28、41036.5261030.2221033.3710.026合計(jì)：0.096N4中梁(10%初應(yīng)力)分段n束數(shù)2Ay(mm)L 或 x (m)曲線段孔道切線夾角9 (rad)kx+ 9 g-(kx+ 9 g) e起點(diǎn)力Pq(kN)終點(diǎn)力Pz(kN)精確計(jì)算方法全梁理論伸長量(mm)平均張拉力Pp(kN)各段理論伸長量AB68344.532000.0000.0070.993108.587107.851108.2190.00319.144BC68346.109070.1220.0400.961107.851103.653105.7380.004CD68344.067000.0000.0060.99

29、4103.653103.022103.3370.003合計(jì)：0.010N4邊梁分段n束數(shù)2Ay(mm)L 或 x (m)曲線段孔道切線夾角9 (rad)kx+ 9 g-(kx+ 9 g) e起點(diǎn)力Pq(kN)終點(diǎn)力Pz(kN)精確計(jì)算方法全梁理論伸長量(mm)設(shè)計(jì)理論伸長量(mm)平均張拉力Pp(kN)各段理論伸長量AB79734.532000.0000.0070.9931266.8461258.2631262.5500.030172.293168.000BC79736.109070.1220.0400.9611258.2631209.2811233.6100.040CD79734.06700

30、0.0000.0060.9941209.2811201.9261205.5990.026合計(jì)：0.096N4邊梁(10%初應(yīng)力)分段n束數(shù)2Ay(mm)L 或 x (m)曲線段孔道切線夾角9 (rad)kx+ 9 g-(kx+ 9 g) e起點(diǎn)力Pq(kN)終點(diǎn)力Pz(kN)精確計(jì)算方法全梁理論伸長量(mm)平均張拉力Pp(kN)各段理論伸長量AB79734.532000.0000.0070.993126.685125.826126.2550.00319.144BC79736.109070.1220.0400.961125.826120.928123.3610.004CD79734.06700

31、0.0000.0060.994120.928120.193120.5600.003合計(jì)：0.010N5 (左右)分段n束數(shù)2Ay(mm)L 或 x (m)曲線段孔 道切線夾 角9 (rad)kx+ 9 g-(kx+ 9 g) e起點(diǎn)力Pq(kN)終點(diǎn)力Pz(kN)精確計(jì)算方法全梁理論 伸長量(mm)設(shè)計(jì)理論伸長量(mm)平均張拉力Pp(kN)各段理論伸長量AB68342.240000.0000.0030.9971085.8681082.2261084.0460.015171.374168.000BC68345.67206.50.1130.0370.9641082.2261043.0511062

32、.5180.037CD68346.773000.0000.0100.9901043.0511032.5081037.7700.043合計(jì)：0.095N5 (左右)(10%初應(yīng)力)分段n束數(shù)2Ay(mm)L 或 x (m)曲線段孔道切線夾角9 (rad)kx+ 9 g-(kx+ 9 g) e起點(diǎn)力Pq(kN)終點(diǎn)力Pz(kN)精確計(jì)算方法全梁理論伸長量(mm)平均張拉力Pp(kN)各段理論伸長量AB68342.240000.0000.0030.997108.587108.223108.4050.00119.042BC68345.67206.50.1130.0370.964108.223104.3

33、05106.2520.004CD68346.773000.0000.0100.990104.305103.251103.7770.004合計(jì)：0.0101:設(shè)計(jì)圖紙要求：混凝土強(qiáng)度及彈性模量達(dá)到設(shè)計(jì)值的85%且齡期不少于7d后，方可張拉預(yù)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?yàn)镹PN5t N1-N3-N4,鋼束伸長量為扣除初應(yīng)力(10%后的理論計(jì)算值。2 :該計(jì)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，e(y con(Mpa)A(mm)gkEg(Mpa)錨具變形、鋼筋回縮取 6mm一端)。預(yù)應(yīng)力張拉時(shí)還要考慮鋼束與錨圈口之間的摩擦損失，錨口摩阻

34、損失暫按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(yàn)確定，或者采用廠家及施工單位常年積累的數(shù)據(jù)，任 何時(shí)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)2.71813021390.250.0015195000N1分段n束數(shù)Ay(mnn)L 或 x (m)曲線段孔道切線夾角9(rad)kx+ 9g-(kx+ 9 g ) e起點(diǎn)力Pq(kN)終點(diǎn)力Pz(kN)精確計(jì)算方法簡化計(jì)算方法全梁理論 伸長量(mm)設(shè)計(jì)理論 伸長量(mm)平均張拉力 Pp(kN)各段理論伸長量平均張拉力 Pp(kN)各段理論伸長量AB79738.758000.0000.0130

35、.9871266.8461250.3121258.5610.0581258.5790.058185.546178.000BC79736.108070.1220.0400.9611250.3121201.6411225.8160.0391225.9770.039CD79730.873000.0000.0010.9991201.6411200.0681200.8550.0061200.8550.006合計(jì)：0.1030.103N1(10頰應(yīng)力)分段n束數(shù)Ay(mnn)L 或 x (m)曲線段孔道切線夾角9(rad)kx+ 9g-(kx+ 9 g ) e起點(diǎn)力Pq(kN)終點(diǎn)力Pz(kN)精確計(jì)算方

36、法簡化計(jì)算方法全梁理論伸長量(mm)平均張拉力 Pp(kN)各段理論伸長量平均張拉力 Pp(kN)各段理論伸長量AB79738.758000.0000.0130.987126.685125.031125.8560.006125.8580.00620.616BC79736.108070.1220.0400.961125.031120.164122.5820.004122.5980.004CD79730.873000.0000.0010.999120.164120.007120.0850.001120.0850.001合計(jì)：0.0100.010N2分段n束數(shù)2Ay(mm)L 或 x (m)曲線段孔

37、道切線夾角9(rad)kx+ 9g-(kx+ 9 g ) e起點(diǎn)力Pq(kN)終點(diǎn)力Pz(kN)精確計(jì)算方法簡化計(jì)算方法全梁理論 伸長量(mm)設(shè)計(jì)理論 伸長量(mm)平均張拉力 Pp(kN)各段理論伸長量平均張拉力 Pp(kN)各段理論伸長量AB68347.363000.0000.0110.9891085.8681073.9411079.8940.0491079.9050.049184.948176.000BC68346.109070.1220.0400.9611073.9411032.1341052.8990.0401053.0380.040CD68342.258000.0000.0030

38、.9971032.1341028.6441030.3880.0141030.3890.014合計(jì)：0.1030.103N2(10頰應(yīng)力)分段n束數(shù)2Ay(mm)L 或 x (m)曲線段孔道切線夾角9(rad)kx+ 9g-(kx+ 9 g ) e起點(diǎn)力Pq(kN)終點(diǎn)力Pz(kN)精確計(jì)算方法簡化計(jì)算方法全梁理論伸長量(mm)平均張拉力 Pp(kN)各段理論伸長量平均張拉力 Pp(kN)各段理論伸長量AB68347.363000.0000.0110.989108.587107.394107.9890.005107.9900.00520.550BC68346.109070.1220.0400.9

39、61107.394103.213105.2900.004105.3040.004CD68342.258000.0000.0030.997103.213102.864103.0390.001103.0390.001合計(jì)：0.0100.010N3分段n束數(shù)2Ay(mm)L 或 x (m)曲線段孔道切線夾角9(rad)kx+ 9g-(kx+ 9 g ) e起點(diǎn)力Pq(kN)終點(diǎn)力Pz(kN)精確計(jì)算方法簡化計(jì)算方法全梁理論伸長量(mm)設(shè)計(jì)理論 伸長量(mm)平均張拉力 Pp(kN)各段理論伸長量平均張拉力 Pp(kN)各段理論伸長量AB68345.968000.0000.0090.9911085.

40、8681076.1911081.0220.0401081.0290.040184.326176.000BC68346.109070.1220.0400.9611076.1911034.2961055.1050.0401055.2430.040CD68343.642000.0000.0050.9951034.2961028.6611031.4760.0231031.4780.023合計(jì)：0.1020.102N3(10頰應(yīng)力)分段n束數(shù)2Ay(mm)L 或 x (m)曲線段孔道切線夾角9(rad)kx+ 9g-(kx+ 9 g ) e起點(diǎn)力Pq(kN)終點(diǎn)力Pz(kN)精確計(jì)算方法簡化計(jì)算方法全梁

41、理論伸長量(mm)平均張拉力 Pp(kN)各段理論伸長量平均張拉力 Pp(kN)各段理論伸長量AB68345.968000.0000.0090.991108.587107.619108.1020.004108.1030.00420.481BC68346.109070.1220.0400.961107.619103.430105.5100.004105.5240.004CD68343.642000.0000.0050.995103.430102.866103.1480.002103.1480.002合計(jì)：0.0100.010N4分段n束數(shù)2Ay(mm)L 或 x (m)曲線段孔道切線夾角9(ra

42、d)kx+ 9g-(kx+ 9 g ) e起點(diǎn)力Pq(kN)終點(diǎn)力Pz(kN)精確計(jì)算方法簡化計(jì)算方法全梁理論伸長量(mm)設(shè)計(jì)理論 伸長量(mm)平均張拉力 Pp(kN)各段理論伸長量平均張拉力 Pp(kN)各段理論伸長量AB79734.532000.0000.0070.9931266.8461258.2631262.5500.0301262.5550.030183.688176.000BC79736.109070.1220.0400.9611258.2631209.2811233.6100.0401233.7720.040CD79735.067000.0000.0080.9921209.281