刘谦纸牌魔术表演视频

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：式中：Pp—预应力筋平均张拉力（N）P—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）θ—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檫的影响系数μ—预应力筋与孔道壁的摩檫系数2、预应力筋的理论伸长值计算公式及参数：式中：Pp—预应力筋平均张拉力（N）L—预应力筋的长度（mm）Ap—预应力筋的截面面积（mm2）Ep—预应力筋的弹性模量（N/mm2）二、计算参数取值：1、K—孔道每米局部偏差对摩檫的影响系数：取0.00152、μ—预应力筋与孔道壁的摩檫系数：取0.223、Ap—预应力筋的实测截面面积：140mm24、Ep—预应力筋实测弹性模量：1.98×105N/mm25、锚下控制应力：σk=0.75Ryb=0.75×1860=1395N/mm26、单根钢绞线张拉端的张拉控制力：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μ值表孔道成型方式kμ（钢绞线）预埋波纹管成型0.00150.20～0.25采用值0.00150.22三、张拉时理论伸长量计算：主线桥1＃～4＃东侧、5＃～31＃墩盖梁①钢束1、AB段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=0.75×1860×140=195300NX=3.18mθ=0radkx+μθ=0.0015×3.18=0.00477Pp=195300×（1-e-0.00477）/0.00477=194834.95NΔL=PpL/（ApEp）=194834.95×3.18×103/（140×1.98×105）=22.4mm2、BC段伸长量：单根钢绞线张拉的张拉力P=194834.95NX=3.18mθ=318/1500=0.212radkx+μθ=0.0015×3.18+0.22×0.212=0.05141Pp=194834.95×（1-e-0.05141）/0.05141=189911.45NΔL=PpL/（ApEp）=189911.45×3.18×103/（140×1.98×105）=21.8mm3、CD段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=（189911.45+190013.74）/2=189963NX=2.942mθ=0radkx+μθ=0.0015×2.942=0.004413Pp=189963×（1-e-0.004413）/0.004413=189544.06NΔL=PpL/（ApEp）=189544.06×2.942×103/（140×1.98×105）=20.1mm4、DE段伸长量：单根钢绞线张拉的张拉力P=194819.62NX=3.103mθ=310.3/1500=0.2068667radkx+μθ=0.0015×3.103+0.22×0.2068667=0.050165Pp=194819.62×（1-e-0.050165）/0.050165=190013.74NΔL=PpL/（ApEp）=190013.74×3.103×103/（140×1.98×105）=21.3mm5、EF段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=0.75×1860×140=195300NX=3.285mθ=0radkx+μθ=0.0015×3.285=0.004928Pp=195300×（1-e-0.004928）/0.004928=194819.62NΔL=PpL/（ApEp）=194819.62×3.285×103/（140×1.98×105）=23.1mm盖梁两端工作锚间钢束理论伸长量：108.6mm6、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＝0.43mΔL=PpL/（ApEp）=195300×0.43×103/（140×1.98×105）=3mm②钢束1、AB段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=0.75×1860×140=195300NX=3.273mθ=0radkx+μθ=0.0015×3.273=0.0049095Pp=195300×（1-e-0.0049095）/0.0049095=194821.37NΔL=PpL/（ApEp）=194821.37×3.273×103/（140×1.98×105）=23mm2、BC段伸长量：单根钢绞线张拉的张拉力P=194821.37NX=3.703mθ=370.3/1500=0.24687radkx+μθ=0.0015×3.703+0.22×0.24687=0.0598652Pp=195300×（1-e-0.0598652）/0.0598652=189104.51NΔL=PpL/（ApEp）=189104.51×3.703×103/（140×1.98×105）=25.3mm3、CD段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=（189104.51+189204.97）/2=189155NX=1.794mθ=0radkx+μθ=0.0015×1.794=0.002691Pp=189155×（1-e-0.002691）/0.002691=188900.41NΔL=PpL/（ApEp）=188900.41×1.794×103/（140×1.98×105）=12.2mm4、DE段伸长量：单根钢绞线张拉的张拉力P=194806.33NX=3.627mθ=3.627/1500=0.24180radkx+μθ=0.0015×3.627+0.22×0.24180=0.058637Pp=194806.33×（1-e-0.058637）/0.058637=189204.97NΔL=PpL/（ApEp）=189204.97×3.627×103/（140×1.98×105）=24.8mm5、EF段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=0.75×1860×140=195300NX=3.376mθ=0radkx+μθ=0.0015×3.376=0.005064Pp=195300×（1-e-0.005064）/0.005064=194806.33NΔL=PpL/（ApEp）=194806.33×3.376×103/（140×1.98×105）=23.7mm盖梁两端工作锚间钢束理论伸长量：109mm6、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＝0.43mΔL=PpL/（ApEp）=195300×0.43×103/（140×1.98×105）=3mm主线桥4＃墩西侧盖梁①钢束1、AB段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=0.75×1860×140=195300NX=3.852mθ=0radkx+μθ=0.0015×3.852=0.005778Pp=195300×（1-e-0.005778）/0.005778=194736.86NΔL=PpL/（ApEp）=194736.86×3.852×103/（140×1.98×105）=27.1mm2、BC段伸长量：单根钢绞线张拉的张拉力P=194736.86NX=2.842mθ=284.2/1500=0.18947radkx+μθ=0.0015×2.842+0.22×0.18947=0.0459457Pp=194736.86×（1-e-0.0459457）/0.0459457=190330.94NΔL=PpL/（ApEp）=190330.94×2.842×103/（140×1.98×105）=19.5mm3、CD段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=（190330.94+189731.24）/2=190121NX=2.736mθ=0radkx+μθ=0.0015×2.736=0.004104Pp=190121×（1-e-0.004104）/0.004104=189544.06NΔL=PpL/（ApEp）=189544.06×2.736×103/（140×1.98×105）=18.7mm4、DE段伸长量：单根钢绞线张拉的张拉力P=194834NX=3.18mθ=318/1500=0.212radkx+μθ=0.0015×3.18+0.22×0.212=0.05141Pp=194834×（1-e-0.05141）/0.05141=189910.74NΔL=PpL/（ApEp）=189910.74×3.18×103/（140×1.98×105）=21.8mm5、EF段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=0.75×1860×140=195300NX=3.185mθ=0radkx+μθ=0.0015×3.185=0.004778Pp=195300×（1-e-0.004778）/0.004778=194834.22NΔL=PpL/（ApEp）=194834.22×3.185×103/（140×1.98×105）=22.4mm盖梁两端工作锚间钢束理论伸长量：109.5mm6、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＝0.43mΔL=PpL/（ApEp）=195300×0.43×103/（140×1.98×105）=3mm②钢束1、AB段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=0.75×1860×140=195300NX=3.90mθ=0radkx+μθ=0.0015×3.90=0.00585Pp=195300×（1-e-0.00585）/0.00585=194729.86NΔL=PpL/（ApEp）=194729.86×3.90×103/（140×1.98×105）=27.4mm2、BC段伸长量：单根钢绞线张拉的张拉力P=194729.86NX=3.365mθ=336.5/1500=0.22433radkx+μθ=0.0015×3.365+0.22×0.22433=0.0544008Pp=194729.86×（1-e-0.0544008）/0.0544008=189527.88NΔL=PpL/（ApEp）=189527.88×3.365×103/（140×1.98×105）=23.0mm3、CD段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=（189527.88+189103.80）/2=189316NX=1.629mθ=0radkx+μθ=0.0015×1.629=0.0024435Pp=189316×（1-e-0.0024435）/0.0024435=189084.73NΔL=PpL/（ApEp）=189084.73×1.629×103/（140×1.98×105）=11.1mm4、DE段伸长量：单根钢绞线张拉的张拉力P=194820.64NX=3.703mθ=3.703/1500=0.24180radkx+μθ=0.0015×3.627+0.22×0.24180=0.059865Pp=194820.64×（1-e-0.059865）/0.059865=189103.8NΔL=PpL/（ApEp）=189103.8×3.703×103/（140×1.98×105）=25.3mm5、EF段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=0.75×1860×140=195300NX=3.278mθ=0radkx+μθ=0.0015×3.278=0.004917Pp=195300×（1-e-0.004917）/0.004917=194820.64NΔL=PpL/（ApEp）=194820.64×3.278×103/（140×1.98×105）=23.0mm盖梁两端工作锚间钢束理论伸长量：109.8mm6、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＝0.43mΔL=PpL/（ApEp）=195300×0.43×103/（140×1.98×105）=3mm主线桥3＃墩西侧盖梁①钢束1、AB段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=0.75×1860×140=195300NX=4.217mθ=0radkx+μθ=0.0015×4.217=0.0063255Pp=195300×（1-e-0.0063255）/0.0063255=194683.62NΔL=PpL/（ApEp）=194683.62×4.217×103/（140×1.98×105）=29.6mm2、BC段伸长量：单根钢绞线张拉的张拉力P=194683.62NX=1.273mθ=127.3/600=0.21217radkx+μθ=0.0015×1.273+0.22×0.21217=0.0485862Pp=194683.62×（1-e-0.0485862）/0.0485862=190029.82NΔL=PpL/（ApEp）=190029.82×1.273×103/（140×1.98×105）=8.7mm3、CD段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=190029.82NX=2.818mkx+μθ=0.0015×2.818=0.004227Pp=190029.82×（1-e-0.004227）/0.004227=189628.76NΔL=PpL/（ApEp）=189628.76×2.818×103/（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=0.386mθ=38.6/600=0.06433radkx+μθ=0.0015×0.386+0.22×0.06433=0.014732Pp=195300×（1-e-0.0147732）/0.014732=187814.94NΔL=PpL/（ApEp）=187814.94×0.386×103/（140×1.98×105）=2.6mm5、CD段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=189156.11NX=2.691mkx+μθ=0.0015×2.691=0.004037Pp=189156.11×（1-e-0.004037）/0.004037=188774.86NΔL=PpL/（ApEp）=188774.86×2.691×103/（140×1.98×105）=18.3mm6、DE段伸长量：单根钢绞线张拉的张拉力P=194703.31NX=1.522mθ=152.2/600=0.25367radkx+μθ=0.0015×1.522+0.22×0.25367=0.058090Pp=194703.31×（1-e-0.058090）/0.058090=189156.11NΔL=PpL/（ApEp）=189156.11×1.522×103/（140×1.98×105）=10.4mm7、EF段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=0.75×1860×140=195300NX=4.082mkx+μθ=0.0015×4.082=0.006123Pp=195300×（1-e-0.006123）/0.006123=194703.31NΔL=PpL/（ApEp）=194703.31×4.082×103/（140×1.98×105）=28.7mm盖梁两端工作锚间钢束理论伸长量：117.6mm8、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＝0.43mΔL=PpL/（ApEp）=195300×0.43×103/（140×1.98×105）=3mm②钢束1、AB段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=0.75×1860×140=195300NX=4.088mθ=0radkx+μθ=0.0015×4.088=0.006132Pp=195300×（1-e-0.006132）/0.006132=194702.43NΔL=PpL/（ApEp）=194702.43×4.088×103/（140×1.98×105）=28.7mm2、BC段伸长量：单根钢绞线张拉的张拉力P=194702.43NX=1.605mθ=160.5/600=0.02675radkx+μθ=0.0015×1.605+0.22×0.02675=0.0612575Pp=194702.43×（1-e-0.0612575）/0.0612575=188858.87NΔL=PpL/（ApEp）=188858.87×1.605×103/（140×1.98×105）=10.9mm3、CD段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=188858.87NX=2.529mkx+μθ=0.0015×2.529=0.0037935Pp=188858.87×（1-e-0.0037935）/0.0037935=188501.10NΔL=PpL/（ApEp）=188501.10×2.529×103/（140×1.98×105）=17.2mm4、DE段伸长量：单根钢绞线张拉的张拉力P=（188501.10+187664.64）/2=188083NX=0.629mθ=62.9/600=0.10483radkx+μθ=0.0015×0.629+0.22×0.10483=0.024007Pp=188083×（1-e-0.024007）/0.024007=185843.19NΔL=PpL/（ApEp）=185843.19×0.629×103/（140×1.98×105）=4.2mm5、CD段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=188003.77NX=2.408mkx+μθ=0.0015×2.408=0.003612Pp=188003.77×（1-e-0.003612）/0.003612=187664.64NΔL=PpL/（ApEp）=187664.64×2.408×103/（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=1.851mθ=185.1/600=0.30850radkx+μθ=0.0015×1.851+0.22×0.30850=0.070647Pp=195300×（1-e-0.070647）/0.070647=188003.77NΔL=PpL/（ApEp）=188003.77×1.851×103/（140×1.98×105）=12.6mm7、EF段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=0.75×1860×140=195300NX=3.948mkx+μθ=0.0015×3.948=0.005922Pp=195300×（1-e-0.005922）/0.005922=194722.86NΔL=PpL/（ApEp）=194722.86×3.948×103/（140×1.98×105）=27.7mm盖梁两端工作锚间钢束理论伸长量：117.7mm8、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＝0.43mΔL=PpL/（ApEp）=195300×0.43×103/（140×1.98×105）=3mm主线桥2＃墩西侧盖梁①钢束1、AB段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=0.75×1860×140=195300NX=3.943mθ=0radkx+μθ=0.0015×3.943=0.0059145Pp=195300×（1-e-0.0059145）/0.0059145=194723.59NΔL=PpL/（ApEp）=194723.59×3.943×103/（140×1.98×105）=27.7mm2、BC段伸长量：单根钢绞线张拉的张拉力P=194723.59NX=1.813mθ=181.3/600=0.30217radkx+μθ=0.0015×1.813+0.22×0.30217=0.0691962Pp=194723.59×（1-e-0.0691962）/0.0691962=188139.26NΔL=PpL/（ApEp）=188139.26×1.813×103/（140×1.98×105）=12.3mm3、CD段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=188139.26NX=2.812mkx+μθ=0.0015×2.812=0.004218Pp=188139.26×（1-e-0.004218）/0.004218=188743.04NΔL=PpL/（ApEp）=188743.04×2.755×103/（140×1.98×105）=19.0mm4、DE段伸长量：单根钢绞线张拉的张拉力P=（188743.04+187118.44）/2=187431NX=1.401mθ=140.1/600=0.2335radkx+μθ=0.0015×1.401+0.22×0.2335=0.053472Pp=187431×（1-e-0.053472）/0.053472=182507.77NΔL=PpL/（ApEp）=182507.77×1.401×103/（140×1.98×105）=9.2mm5、CD段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=187502.67NX=2.736mkx+μθ=0.0015×2.736=0.004104Pp=187502.67×（1-e-0.004104）/0.004104=187118.44NΔL=PpL/（ApEp）=187118.44×2.736×103/（140×1.98×105）=18.5mm6、DE段伸长量：单根钢绞线张拉的张拉力P=194739.05NX=1.997mθ=199.7/600=0.33283radkx+μθ=0.0015×1.997+0.22×0.33283=0.076219Pp=194739.05×（1-e-0.076219）/0.076219=187502.67NΔL=PpL/（ApEp）=187502.67×1.997×103/（140×1.98×105）=13.5mm7、EF段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=0.75×1860×140=195300NX=3.837mkx+μθ=0.0015×3.837=0.005756Pp=195300×（1-e-0.005756）/0.005756=194739.05NΔL=PpL/（ApEp）=194739.05×3.837×103/（140×1.98×105）=27.0mm盖梁两端工作锚间钢束理论伸长量：127.2mm8、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＝0.43mΔL=PpL/（ApEp）=195300×0.43×103/（140×1.98×105）=3mm②钢束1、AB段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=0.75×1860×140=195300NX=3.892mθ=0radkx+μθ=0.0015×3.892=0.005838Pp=195300×（1-e-0.005838）/0.005838=194731.03NΔL=PpL/（ApEp）=194731.03×3.892×103/（140×1.98×105）=27.3mm2、BC段伸长量：单根钢绞线张拉的张拉力P=194731.03NX=1.988mθ=198.8/600=0.33133radkx+μθ=0.0015×1.988+0.22×0.33133=0.0758753Pp=194731.03×（1-e-0.0758753）/0.0758753=187526.74NΔL=PpL/（ApEp）=187526.74×1.988×103/（140×1.98×105）=13.4mm3、CD段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=187526.74NX=2.755mkx+μθ=0.0015×2.755=0.0041325Pp=187526.74×（1-e-0.0041325）/0.0041325=187139.80NΔL=PpL/（ApEp）=187139.80×2.755×103/（140×1.98×105）=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=1.332mθ=133.2/600=0.222radkx+μθ=0.0015×1.332+0.22×0.222=0.050838Pp=186831×（1-e-0.050838）/0.050838=182161.25NΔL=PpL/（ApEp）=182161.25×1.332×103/（140×1.98×105）=8.8mm5、CD段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=186896.89NX=2.679mkx+μθ=0.0015×2.679=0.004019Pp=186896.89×（1-e-0.004019）/0.004019=186521.87NΔL=PpL/（ApEp）=186521.87×2.679×103/（140×1.98×105）=18.0mm6、DE段伸长量：单根钢绞线张拉的张拉力P=194746.93NX=2.171mθ=217.1/600=0.36183radkx+μθ=0.0015×2.171+0.22×0.36183=0.08286Pp=194746.93×（1-e-0.08286）/0.08286=186896.89NΔL=PpL/（ApEp）=186896.89×2.717×103/（140×1.98×105）=14.6mm7、EF段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=0.75×1860×140=195300NX=3.783mkx+μθ=0.0015×3.783=0.005675Pp=195300×（1-e-0.005675）/0.005675=194746.93NΔL=PpL/（ApEp）=194746.93×3.783×103/（140×1.98×105）=26.6mm盖梁两端工作锚间钢束理论伸长量：127.4mm8、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＝0.43mΔL=PpL/（ApEp）=195300×0.43×103/（140×1.98×105）=3mm主线桥1＃墩西侧盖梁①钢束1、AB段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=0.75×1860×140=195300NX=4.544mθ=0radkx+μθ=0.0015×4.544=0.006816Pp=195300×（1-e-0.006816）/0.006816=194635.93NΔL=PpL/（ApEp）=194635.93×4.544×103/（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=1.963mθ=196.3/600=0.32717radkx+μθ=0.0015×1.963+0.22×0.32717=0.0749212Pp=194635.93×（1-e-0.07492122）/0.0749212=187523.48NΔL=PpL/（ApEp）=187523.48×1.963×103/（140×1.98×105）=13.3mm3、CD段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=187523.48NX=1.941mkx+μθ=0.0015×1.941=0.0029115Pp=187523.48×（1-e-0.0029115）/0.0029115=187250.76NΔL=PpL/（ApEp）=187250.76×1.941×103/（140×1.98×105）=13.1mm4、DE段伸长量：单根钢绞线张拉的张拉力P=（187250.76+186670.60）/2=186961NX=2.809mθ=280.9/600=0.46817radkx+μθ=0.0015×2.809+0.22×0.46817=0.107210Pp=186961×（1-e-0.107210）/0.107210=177287.39NΔL=PpL/（ApEp）=177287.39×2.809×103/（140×1.98×105）=18.0mm5、CD段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=186934.35NX=1.883mkx+μθ=0.0015×1.883=0.002825Pp=186934.35×（1-e-0.002825）/0.002825=186670.60NΔL=PpL/（ApEp）=186670.60×1.883×103/（140×1.98×105）=12.7mm6、DE段伸长量：单根钢绞线张拉的张拉力P=194650.36NX=2.134mθ=213.4/600=0.35567radkx+μθ=0.0015×2.134+0.22×0.35567=0.081448Pp=194650.36×（1-e-0.081448）/0.081448=186934.35NΔL=PpL/（ApEp）=186934.35×2.134×103/（140×1.98×105）=14.4mm7、EF段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=0.75×1860×140=195300NX=4.445mkx+μθ=0.0015×4.445=0.006668Pp=195300×（1-e-0.006668）/0.006668=194650.36NΔL=PpL/（ApEp）=194650.36×4.445×103/（140×1.98×105）=31.2mm盖梁两端工作锚间钢束理论伸长量：134.5mm8、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＝0.43mΔL=PpL/（ApEp）=195300×0.43×103/（140×1.98×105）=3mm②钢束1、AB段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=0.75×1860×140=195300NX=4.475mθ=0radkx+μθ=0.0015×4.475=0.0067125Pp=195300×（1-e-0.0067125）/0.0067125=194645.99NΔL=PpL/（ApEp）=194645.99×4.475×103/（140×1.98×105）=31.4mm2、BC段伸长量：单根钢绞线张拉的张拉力P=194645.99NX=2.169mθ=216.9/600=0.36150radkx+μθ=0.0015×2.169+0.22×0.36150=0.0827835Pp=194645.99×（1-e-0.0827835）/0.0827835=186807.05NΔL=PpL/（ApEp）=186807.05×2.169×103/（140×1.98×105）=14.6mm3、CD段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=186807.05NX=1.84mkx+μθ=0.0015×1.84=0.00276Pp=186807.05×（1-e-0.00276）/0.00276=186549.49NΔL=PpL/（ApEp）=186549.49×1.84×103/（140×1.98×105）=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=2.798mθ=279.8/600=0.46633radkx+μθ=0.0015×2.798+0.22×0.46633=0.10679Pp=186265×（1-e-0.10679）/0.10679=176663.68NΔL=PpL/（ApEp）=176663.68×2.798×103/（140×1.98×105）=17.8mm5、CD段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=186228.39NX=1.783mkx+μθ=0.0015×1.783=0.002675Pp=186228.39×（1-e-0.002675）/0.002675=185979.57NΔL=PpL/（ApEp）=185979.57×1.783×103/（140×1.98×105）=12.0mm6、DE段伸长量：单根钢绞线张拉的张拉力P=194660.86NX=2.338mθ=233.8/600=0.38967radkx+μθ=0.0015×2.338+0.22×0.38967=0.089234Pp=194650.36×（1-e-0.089234）/0.089234=186228.39NΔL=PpL/（ApEp）=186228.39×2.338×103/（140×1.98×105）=15.7mm7、EF段伸长量：（直线段θ＝0）单根钢绞线张拉的张拉力P=0.75×1860×140=195300NX=4.373mkx+μθ=0.0015×4.373=0.006560Pp=195300×（1-e-0.006560）/0.006560=194660.86NΔL=PpL/（ApEp）=194660.86×4.373×103/（140×1.98×105）=30.7mm盖梁两端工作锚间钢束理论伸长量：134.6mm8、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＝0.43mΔL=PpL/（ApEp）=195300×0.43×103/（140×1.98×105）=3mm四、千斤顶张拉力与对应油表读数计算1、9根钢绞线束张拉控制力：σcon=9×195300=1757.7KN2、0705号张拉设备张拉时油表读数：千斤顶回归方程：P=-0.24+0.0219F式中：P——油压表读数（MPa）F——千斤顶拉力（KN）(1)、0.1σcon=1757.7×0.1＝175.77KN时：P=-0.24+0.0219F=-0.24+0.0219×175.77=3.6MPa(2)、0.2σcon=1757.7×0.2＝351.54KN时：P=-0.24+0.0219F=-0.24+0.0219×363.142=7.5MPa(3)0.5σcon=1757.7×0.5＝878.85KN时：P=-0.24+0.0219F=-0.24+0.0219×878.85=19.0MPa(4)0.7σcon=1757.7×0.7＝1230.4KN时：P=-0.24+0.0219F=-0.24+0.0219×1230.4=26.7MPa(5)、100%σcon=1757.7KN时：P=-0.24+0.0219F=-0.24+0.0219×1757.7=38.3MPa3、0708号张拉设备张拉时油表读数：千斤顶回归方程：P=0.4667+0.0215F式中：P——油压表读数（MPa）F——千斤顶拉力（KN）(1)、0.1σcon=1757.7×0.1＝175.77KN时：P=0.4667+0.0215F=0.4667+0.0215×175.77=4.2MPa(2)、0.2σcon=1757.7×0.2＝351.54KN时：P=0.4667+0.0215F=0.4667+0.0215×351.54=8.0MPa(3)0.5σcon=1757.7×0.5＝878.85KN时：P=0.4667+0.0215F=0.4667+0.0215×878.85=19.7MPa(4)0.7σcon=1757.7×0.7＝1230.4KN时：P=0.4667+0.0215F=0.4667+0.0215×1230.4=26.7MPa(5)、100％σcon=1757.7×1＝1757.7KN时：P=0.4667+0.0215F=0.4667+0.0215×1757.7=38.3MP4、应力油压换算表张拉应力/油压换算表仪器/油表编号张拉控制应力应力值（KN）油表读数（MP）0705/6220.1σcon175.773.60.2σcon351.547.50.5σcon878.8519.00.7σcon1230.426.71σcon1757.738.30708/6380.1σcon175.774.20.2σcon351.548.00.5σcon878.8519.40.7σcon1230.426.91σcon1757.738.3