主线桥盖梁预应力张拉计算书_secret.docx

座就安料下衣就在筑,网主线桥盖梁预应力张拉计算书一、计算公式及参数：1、预应力平均张拉力计算公式及参数：）疝PPkx+式中：Pp-预应力筋平均张拉力（N）P一预应力筋张拉端的张拉力（N）X一从张拉端至计算截面的孔道长度（m）0-从张拉端至计算就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梯的影响系数一预应力筋与孔道壁的摩梯系数2、预应力筋的理论伸长值计算公式及参数：I=PP1.RAPEP）式中：P1.预应力筋平均张拉力（N）1.一预应力筋的长度（mm）A1.预应力筋的截面面积（mm-）EP-预应力筋的弹性模量（N/mm2）二、计算参数取值：1、K一孔道每米局部偏差对摩梯的影响系数：取0.00152、U-预应力筋与孔道壁的摩格系数：取0.223、A1.1.一预应力筋的实测截面面积：MOmnr'4、Ep-预应力筋实测弹性模量：1.98X10'N/mm25、锚下限制应力:。尸0.75Rj=O.75X1860=1395N/mm'6、单根钢绞线张拉端的张拉限制力：P=1395×140=195300N7、千斤顶计算长度:34.5cm8、工作锚长度：5.5cm9、限位板计算长度：3cm10、工具锚计算长度:不计系数k及值表孔道成型方式k（钢绞线）预埋水纹管成型0.00150.20-0.25采纳值0.00150.22三、张拉时理论伸长量计算I主线桥1#4#东侧、5#31#墩盖梁钢束1、AB段伸长量：(直线段O=O)单根钢绞线张拉的张拉力P=O.75X1860X140=1953OONX=3.18m=Oradkx+=0.0015X3.18=0.00477_一吗Pp=195300×(1.-en00,77)/0.00477=194834.95NA1.=Pp1.(ApEp)=194834.95×3.18×103(140×1.98×IO5)=22.411m2、BC段伸长量：单根钢绞线张拉的张拉力P=194834.95NX=3.18m0=318/1500=0.212radkx+0=0.0015×3.18+0.22×0.212=0.05141P1.,=194834.95×(1.-e005,41)/0.05141=189911.45N1.=P/(ApE11)=189911.45×3.18×107(140×1.98×10s)=21.811n3、CD段伸长量：(直线段O=O)单根钢绞线张拉的张拉力P=(189911.45+190013.74)2=189963NX=2.942m=Oradkx+=0.0015×2.942=0.004413P11=I89963×(1.-e0'00"1.j)/0.004413=189544.06N1.=P,1.(1.E,)=189544.06×2.912×107(140×1.98×106)=20.Imm4、DE段伸长量：单根钢绞线张拉的张拉力P=194819.62NX=3.103m0=310.3/1500=0.2068667radkx+0=0.0015×3.10340.22×O.2068667=0.050165Pp=194819.62×(1.-eoo"ra)/O.050165=190013.74N1.=P(I1./(APEP)=I90013.74×3.103×107(140×1.98×105)=21.3mm5、EF段伸长量：(直线段O=O)单根钢绞线张拉的张拉力P=0.75×1860×140=195300NX=3.285m0=Oradkx+0=0.0015×3.285=0.001928P1.,=195300×(1-e000,92)/0.001928=194819.62NA1.=Pp1.(ApEp)=194819.62×3.285×107(140×1.98×105)=23.Imm盖梁两端工作锚间钢束理论伸长量：108.6三6、单个千斤顶段伸长量(无管道摩阻力)：P=0.75×1860×140=195300NX=0.345+0.55+0.3=0.43m1.=P,1.(,.EP)=195300×0.43×101./(140×1.98×10s)=3mm钢束1、AB段伸长量：（直线段。=0）单根钢绞线张拉的张拉力P=O.75X1860X140=1953OONX=3.273m=Oradkx+u0=0.0015×3.273=0.0049095Pp=I95300×(1.-en)/0.0049095=194821.37N1.=P111./(AE11)=194821.37×3.273×1.V(140×1.98×105)=23mm2、BC段伸长量：单根钢绞线张拉的张拉力P=194821.37NX=3.703m0=370.3/1500=0.24687radkx+=0.0015×3.703+0.22X0.24687=0.0598652P11=195300×(i-e0)/0.0598652=189104.5IN1.=P1,1.(A1.E11)=189104.51×3.703×107(140×1.98×105)=25.3mm3、CD段伸长量：(直线段O=O)单根钢绞线张拉的张拉力P=(189104.51+189204.97)2=189155NX=1.794m0=Oradkx+0=0.0015×1.794=0.002691人一.第能纲P1,=189155×(i-e000三1)/0.002691=188900.4IN-£.上对丝A1.=Pp1.(t.Ep)=188900.41X1.794X107(140X1.98×105)=12.2mm4、DE段伸长量：单根钢绞线张拉的张拉力P=194806.33NX=3.627m0=3.627/1500=0.24180radkx+0=0.0015X3.627+0.22×0.24180=0.058637Pp=194806.33×(1.-ef,/0.058637=189204.97N1.=P111.(ApEi1.)=I89204.97X3.627X107(I1.O×1.98×10')=24.8mm5、EF段伸长量：(直线段B=O)单根钢绞线张拉的张拉力P=O.75×1860×140=195300NX=3.376m0=Oradkx+u=0.0015×3.376=0.005064Pp=I95300×(1.-e"f/0.005064=194806.33N1.=P,1.(pE,.)=194806.33×3.376×107(140×1.98×10i)=23.7mm蛊梁两端工作锚间钢束理论伸长量：109三n6、单个千斤顶段伸长量(不考虑管道摩阻力)：P=O.75×1860×140=195300NX=0.345+0.55+0.3=0.43m尸历1.=P.1./(Ai.Ep)=195300X0.43X107(140X1.98X10，)=3mm主线桥4#墩西侧盖梁钢束1、AB段伸长量：（直线段O=O）单根钢绞线张拉的张拉力P=O.75X1860X140=1953OoNX=3.852m=Oradkx+0=0.0015X3.852=0.005778P11=I95300×(1.-e1.,ooi7s)/0.005778=194736.86N1.=Pp1.(ApEp)=194736.86×3.852×107(140×1.98×10,)=27.Iran2、KC段伸长量：单根钢绞线张拉的张拉力P=194736.86NX2.842m0=284.2/1500=0.18947radkx+O=0.0015×2.842+0.22×0.18947=0.0459457P(I=I94736.86X(1.-e00,50,57)/0.0459457=190330.94N3、CD段伸长量：（直线段。=0）1.=P,1.(,E,)=1.90330.94×2.842×107(I1.OX1.98×105)=19.5mn单根钢绞线张拉的张拉力P=(190330.94+189731.24)2=190121NX=2.736m=Oradkx+=0.0015×2.736=0.004104Pp=190121×(1.-e0oouw)/0.004104=189544.06N1.=P111./(AE11)=189544.06×2.736×107(140×1.98×105)=18.7mn4、DE段伸长量：单根钢绞线张拉的张拉力P=194834NX=3.18m0=318/1500=0.212radkx+=0.0015×3.18+0.22X0.212=0.05141P1=194834×(1.-eooon,)/0.05141=189910.74N1.=Pp1.(ApE1.)=189910.74×3.18×107(140×1.98×105)=21.8mm5、EF段伸长量：(直线段。=0)单根钢绞线张拉的张拉力P=0.75×1860×140=195300NX=3.185m0=Oradkx+=0.0015X3.185=0.004778P1=195300×(1.-e000,78)/0.004778=194834.22NA1.=PpM(ApEp)=194834.22×3.185X107(140×1.98×IO5)=22.4mm盖梁两端工作锚间钢束理论伸长量I109.5m6、单个千斤顶段伸长量(无管道摩阻力)：P=0.75×1860×140=195300NX=O.345+0.55+0.3=0.43m1.=P1.,1./(A1.,EP)=195300×0.43×10,/(140×1.98×105)=3mm钢束1、AB段伸长量：(直线段O=O)单根钢绞线张拉的张拉力P=0.75×1860×140=195300NX=3.90m0=Oradkx+=0.0015×3.90=0.00585Pp=195300X(1/0.00585=194729.86N1.=Pp1.(A,Ep)=194729.86×3.90×107(140×1.98×10s)=27.4mm2、BC段伸长量:单根钢绞线张拉的张拉力P=194729.86NX=3.365m0=336.5/1500=0.22433radkx+0=0.0015×3.365+0.22X0.22433=0.0544008P,1=194729.86×(1.-e0°f/0.0544008=189527.88NA1.=Pp1.(At.Ep)=I89527.88×3.365×107(140×1.98×101)=23.Omm3、CD段伸长量：(直线段O=O)单根钢绞线张拉的张拉力P=(189527.88+189103.80)2=189316NX=1.629m=Oradkx+=0.0015×1.629=0.0024435P1,=189316×(i-e0002HM)o.0024435=189084.73N1.=P/(APEI1.)=I89084.73×1.629×107(140×1.98×10')=1.1.Imm4、DE段伸长量：单根钢绞线张拉的张拉力P=194820.64NX=3.703m0：3.703/1500=0.24180radkx+=0.0015×3.627+0.22×0.24180=0.059865Pp=194820.64×(1.-e"05w*45)/0.059865=189103.8N1.=Pp1.(ApE11)=189103.8×3.703×107(140×1.98×10i)=25.3mm5、EF段伸长量：(直线段。=0)单根钢绞线张拉的张拉力P=O.75X1860X140=1953OoNX=3.278mO=Oradkx+0=0.OO15×3.278=0.004917P11=195300X(i-e000三)o.004917=194820.64N1.=PJ/(APEP)=I94820.64×3.278×107(140×1.98×IO5)=23.Omm盖梁两端工作锚间钢束理论伸长量：109.8皿6、单个千斤顶段伸长量(不考虑管道摩阻力)：P=0.75×1860×140=195300NX=O.345+0.55+0.3=043m1.=P,1.(A1.EP)=195300×0.43X107(140×1.98×105)=3nm主线桥3#墩西侧盖梁钢束1、AB段伸长量：(直线段。=0>单根钢绞线张拉的张拉力P=0.75×1860×140=195300NX=4.217m0=Oradkx+0=0.0015X4.217=0.0063255P11=I95300×(-e-00)/0.0063255=194683.62N1.=Pp1.(ApEp)=194683.62X4.217X107(140X1.98×10,>=2、BC段伸长量：单根钢绞线张拉的张拉力P=194683.62NX=1.273m=127.3/600=0.21217radkx+=0.0015×1.273+0.22×O.21217=0.0485862Pp=194683.62×(1.-e0nyste2)/O.0485862=190029.82N1.=Pp1.(Ai>E1.)=190029.82×1.273×107(140×1.98×10s)=8.7mm3、CD段伸长量：(直线段O=O)单根钢绞线张拉的张拉力P=190029.82NX=2.818mkx+0=0.0015X2.818=0.004227P1=190029.82×(1.-e-必)/0.004227=189628.76N1.=P1,1.(A1.E11)=189628.76×2.818×107(140×1.98×105)=19.3mm4、DE段伸长量：单根钢绞线张拉的张拉力P=(189628.76+188774.86)2=189202NX=0.386m0=38.6/600=0.06433radkx+0=0.0015X0.386+0.22X0.06433=0.014732P=195300×(1.-e00,7j2)/0.014732=187814.94NA1.=Pp1./(ApE1.)=187814.94X0.386×107(140×1.98×10i)=2.6mm5、CD段伸长量：（直线段。=O）单根钢绞线张拉的张拉力P=189156.I1.NX=2.691mkx+=0.0015×2.691=0.004037PP=I89156.I1.X(1.-e000,037)/0.004037=188774.86N1.=Pp1.(pE11)=188774.86×2.691×107(1.10×1.98×10s)=18.3mm6、DE段伸长量：单根钢绞线张拉的张拉力P=194703.31NX=1.522m=152.2/600=0.25367radkx+=0.0015×1.522+0.22×0.25367=0.058090P(I=I94703.31X(1.-e-005soa)/0.058090=189156.I1.N1.=Pp1.(pE,)=189156.11×1.522×1.7(14×1.98×105)=10.4mm7、EF段伸长量：(直线段O=O)单根钢绞线张拉的张拉力P=0.75×1860×140=195300NX=4.082mkx+0=0.0015×4.082=0.006123P1=195300×(i-e0006,2j)/0.006123=194703.31NA1.=P111.Z(At.Ep)=I94703.31×4.082×107(140×1.98×101)=28.7mm盖梁两端工作锚间钢束理论伸长量，117.6BI1.1.8、单个千斤顶段伸长量(不考虑管道摩阻力)：P=O.75X1860X140=1953OoNX=O.345+0.55+0.3=0.43m1.=P1,1./(1.,EV)=195300×0.43×107(140×1.98×10s)=3mn酶束1、AB段伸长量：(直线段0=0)单根钢绞线张拉的张拉力P=0.75×1860×140=195300NX=4.088m0=Oradkx+u=0.0015×4.088=0.006132P,=195300X(1-en0f1.6ix2)/0.006132=194702.43N1.=R,1.(A1.E11)=194702.43×4.088×10j(140×1.98×IO5)=28.7mm2、BC段伸长量：单根钢绞线张拉的张拉力P=194702.43NX=1.605m=160.5/600=0.02675radkx+0=0.0015×1.605+0.22X0.02675=0.0612575P1.,=194702.43×(1.-e0w2s5)/O.0612575=188858.87NA1.=Pp1.(ApE1,)=88858.87×1.605×107(140×1.98×105)=10.9mm3、CD段伸长伸：(直线段8=O)单根钢绞线张拉的张拉力P=188858.87NX=2.529mkx+0=0.0015×2.529=0.0037935P1,=188858.87×(1.-et1.,f/0.0037935=188501.ION1.=P111.(ApEp)=188501.10×2.529×107(140×1.98×10b)=17.2mn4、DE段伸长量：单根钢绞线张拉的张拉力P=(188501.10+187664.64)2=188083NX=0.629m=62.9/600=0.10483radkx+=0.0015×0.629+0.22×0.10483=0.024007P11=I88083×(1.-e"f/0.024007=185843.19N1.=P111./(APE,)=185843.19×0.629×10,/(140×1.98×10s)=4.2mm5、CD段伸长量：(直线段O=O)单根钢绞线张拉的张拉力P=188003.77NX=2.408mkx+0=0.0015×2.408=0.003612P1=188003.77×(1.-eooow,2)/0.003612=187664.64N1.=Pp1.(A1.Ep)=187664.64×2.408×107(140×1.98×105)=16.3mm6、DE段伸长量：单根钢绞线张拉的张拉力P=194722.86NX=1.851m0=185.1/600=0.30850radkx+0=0.0015X1.851+0.22X0.30850=0.070647P.=195300×(1.-e0ow7)/0.070647=188003.77NA1.=P111.(At.Ep)=188003.77×1.851×107(140×1.98×10,)=12.6mm7、EF段伸长量：(直线段O=O)单根钢绞线张拉的张拉力P=0.75×1860×140=195300NX=3.948mkx+=0.0015×3.948=0.005922P11=195300×(1-/0.005922=194722.86N1.=P,1.(A,E,)=194722.86×3.948×10j(I1.OX1.98×10')=27.7mn盖梁两端工作锚间钢束理论伸长量：117711三工桀髓细8、单个千斤顶段伸长量(不考虑管道摩阻力)：P=0.75×1860×140=195300NX=O.345+0.55÷0.3=0.43mA1.=P1,1.(Ai.EP)=195300×O.43×10'/(140×1.98×105)=3mm主线桥2#墩西侧盖梁钢束1、AB段伸长量：(直线段0=0)单根钢绞线张拉的张拉力P=0.75×1860×140=195300NX=3.943m0=Oradkx+0=0.0015×3.943=0.0059145P1.,=195300×(1.-eooown5)/0.0059145=194723.59NA1.=Pp1.(A1,E1,)=194723.59×3.943×107(140×1.98×10')=27.7mm2、BC段伸长量：单根钢绞线张拉的张拉力P=194723.59NX=1.813m0=181.3/600=0.30217radkx+=0.0015×1.813+0.22X0.30217=0.0691962P1=194723.59×(i-e0m,w2)/0.0691962=188139.26NA1=Pp1.(ApEP)=I88139.26×1.813×107(140×1.98×IO5)=3、CD段伸长量：（直线段O=O）单根钢绞线张拉的张拉力P=188139.26NX=2.812mkx+=0.0015X2.812=0.004218Pp=188139.26×(1.-enno,2,s)/0.004218=188743.04N1.=P111./(E,)=188743.04×2.755X107(140×1.98×10s)=19.Omm4、DE段伸长量:单根钢绞线张拉的张拉力P=(188743.01+187118.44)2=187431NX=1.401m=140.1/600=0.2335radkx+=0.0015×1.401+0.22X0.2335=0.053472Pp=187431×(1.-e005Mn)/0.053472=182507.77N1.=PJ/(A(JE1,)=182507.77×1.401×107(140×1.98×105)=9.2mm5,CD段伸长量：(直线段O=O)单根钢绞线张拉的张拉力P=187502.67NX=2.736mkx+0=0.0015X2.736=0.004104P1=187502.67×(1.-e00t,"°,)/0.004104=187118.44NA1.=PpM(ApEp)=187118.44X2.736X107(140X1.98×105)=18.5mm6、DE段伸长量:单根钢绞线张拉的张拉力P=194739.05NX=1.997m0=199.7/600=0.33283radkx+0=0.0015X1.997+0.22×0.33283=0.076219Pp=194739.05×(1.-ef'7w,9)/0.076219=187502.67N1.=P111.(ApEp)=187502.67×1.997X107(140×1.98×10')=13.5mm7、EF段伸长量：(直线段B=O)单根钢绞线张拉的张拉力P=0.75×1860×140=195300NX=3.837mkx+=0.0015X3.837=0.005756P1=195300×(1.-en04u756)/0.005756=194739.05N1.=R,1.(A1.E,)=194739.05×3.837×10j(140×1.98×105)=27.Omm盖梁两端工作锚间钢束理论伸长量：127.2皿8、单个千斤顶段伸长量(不考虑管道摩阻力)：P=0.75×1860×140=195300NX=0.345+0.55+0.3=0.43m一.第能纲A1.=P1,1.(Ai.Ep)=195300X0.43X107(140×1.98×IO5)吗Ong”钢束1、AB段伸长量：（直线段。=O）单根钢绞线张拉的张拉力P0.75X1860X140=1953OoNX3.892m0=Oradkx+=0.0015×3.892=0.005838Pp=I95300×(1.-enw58st)/0.005838=194731.03N1.=P"(A.Ep)=194731.03×3.892×107(1.10×1.98×105)=27.3nun2、BC段伸长量:单根钢绞线张拉的张拉力P=194731.03NX=1.988m0498.8/600=0.33133radkx+=0.0015×1.988+0.22X0.331330.0758753Pp=194731.03×(1.-enm)/0.0758753=187526.74N1.=Pp1.(pE,.)=187526.74×1.988×107(140×1.98×10s)=13.4mm3、CD段伸长量：（直线段。=0）单根钢绞线张拉的张拉力P=187526.74NX=2.755mkx+0=0.0015X2.755=0.0041325P1=187526.74×(1.-e0wn32i)/O.0041325=187139.80N1.=Pp1.(ApEP)=I87139.80×2.755×107(140×1.98×10s)=18.6mm4、DE段伸长量：单根钢绞线张拉的张拉力P=(187139.80+186521.87)2=186831NX=1.332m0=133.2/600=0.222radkx+0=0.0015X1.332+0.22X0.222=0.050838P,=186831×(1.-e0osw8s)/0.050838=182161.25N1.=Pp1.(ApEp)=182161.25X1.332×107(140×1.98×105)=8.8mm5、CD段伸长量：(直线段O=O)单根钢绞线张拉的张拉力P=186896.89NX=2.679mkx+=0.0015×2.679=0.004019P11=186896.89×(1.-ef",0'019)/0.004019=186521.87N1.=P,1.(1.E,)=186521.87×2.679×107(140×1.98×106)=18.Omm6、DE段伸长量：单根钢绞线张拉的张拉力P=194746.93NX=2.171mo=217.1/600=0.36183radkx+O=0.OO15×2.171+0.22×O.36183=0.08286Pp=194746.93×(1.-e008a,r,)/O.08286=186896.89N1.=P(I1./(APEP)=I86896.89×2.717×107(140×1.98×105)=14.6mm7、EF段伸长量：(直线段O=O)单根钢绞线张拉的张拉力P=0.75×1860×140=195300NX=3.783mkx+0=0.0015X3.783=0.005675P.=195300×(1.-e0oows)/O.005675=194746.93NA1.=Pi,1.(Aj,Ep)=194746.93×3.783×107(140×1.98×105)=26.6mm盖梁两端工作锚间钢束理论伸长量，127.4三8、单个千斤顶段伸长量(不考虑管道摩阻力)：P=O.75X1860X140=1953OONX=O.345+0.55+0.3=0.43m1.=P,1.(,.EP)=195300×0.43×107(140×1.98×10h)=3mm主线桥1#墩西侧盖梁钢束1、AB段伸长量：（直线段。=0）单根钢绞线张拉的张拉力P=O.75X1860X140=1953OONX=4.544m=Oradkx+u0=0.0015×4.544=0.006816Pp=I95300×(1.-enOOMM)/0.006816=194635.93N1.=PJ(A1.,E,)=194635.93×4.544×107(140×1.98×105)=31.9mm2、BC段伸长量：单根钢绞线张拉的张拉力P=194635.93NX=1.963m0=196.3/600=0.32717radkx+=0.0015X1.963+0.22X0.32717=0.0749212P1=194635.93×(1-e007三22)/0.0749212=187523.48N1.=P1,1.(A1.E11)=187523.48×1.963×107(140×1.98×105)=13.3mm3、CD段伸长量：(直线段O=O)单根钢绞线张拉的张拉力P=187523.48NX=1.941mkx+=0.0015X1.941=0.0029115P1=187523.48×(j-e1.,0ua,s)/0.0029115=187250.76NA1=Pp1.(ApEp)=187250.76×1.941×107(140×1.98×IO5)=4、DE段伸长量:单根钢绞线张拉的张拉力P=(187250.76+186670.60)/2=18696INX=2.809m0=280.9/600=0.46817radkx+=0.0015×2.809+0.22×0.46817=0.107210匕,=186961X(1.-en,n72,°)/0.107210=177287.39N1.=P111./(pE)=177287.39×2.809×107(140×1.98×10,)=18.Omm5、CD段伸长量：(直线段0=0)单根钢绞线张拉的张拉力P=186934.35NX=1.883mkx+=0.0015×1.883=0.002825Pp=186934.35×(1.-ennoai2i)/0.002825=186670.60NA1.=B1.(ApE11)=186670.60×1.883×107(140×1.98×IO5)=12.7mm6、DE段伸长量：单根钢绞线张拉的张拉力P=194650.36NX=2.134m0=213.4/600=0.35567radkx+0=0.0015×2.134+0.22X0.35567=0.081448P1=191650.36×(1.-e008wa)/0.081448=186934.35NA1.=Pp1.(At.Ep)=I86934.35×2.134×107(140×1.98×10s)=14.4mm7、EF段伸长量：(直线段O=O)单根钢绞线张拉的张拉力P=O.75X1860X140=1953OoNX=4.445mkx+=0.0015×4.445=0.006668P(I=I953OoX(1.-eoooftst)/0.006668=194650.36N1.=P,1.(A1.Ep)=194650.36×4.445×107(1.10×1.98×10')=31.2mn盖梁两端工作锚间钢束理论伸长量：134.5皿8、单个千斤顶段伸长量(不考虑管道摩阻力)：P=0.75×1860×140=195300NX=O.345+0.55+0.3=0.43m1.=P.1./(A1,Ep)=195300X0.43X107(140×1.98×105)=3mm询束1、AB段伸长量：(直线段0=0)单根钢绞线张拉的张拉力P=0.75×1860×140=195300NX=4.475m0=Oradkx+0=0.0015X4.475=0.0067125P,=195300×(1.-e00067,25)/0.0067125=194645.99NA1.=Pj(A;E)=I94645.99×4.475×107(140×1.98×101)=31.4mm2、BC段伸长量：单根钢绞线张拉的张拉力P=194645.99NX=2.169m0=216.9/600=0.36150radkx+0=0.0015×2.169+0.22×0.36150=0.0827835P1,=194645.99×(-e0-0,was)/0.0827835=186807.05N1.=P/(APEI1.)=I86807.05×2.169×107(140×1.98×10')=14.6mm3、CD段伸长量：(直线段。=0)单根钢绞线张拉的张拉力P=186807.05NX=1.84mkx+uO=0.0015×1.84=0.00276Pp=186807.05×(1.-e,'onz7fi)/0.00276=186549.49N1.=P,1.(pE1.,)=186549.49×1.84×107(140×1.98×10i)=12.4mm4、DE段伸长量：单根钢绞线张拉的张拉力P=(186549.49+185979.57)2=186265NX=2.798mO=279.8/600=0.46633radkx+0=0.0015×2.798+0.22×0.46633=0.10679P1=186265×(1.-e010679J/0.10679=176663.68N1.=Bp1.(Ai.Ep)=176663.68×2.798×107(140×1.98×10')=17.8mm5、CD段伸长量:(直线段。=0)单根钢绞线张拉的张拉力P=186228.39N