预应力张拉伸长量计算书(后张法)

、钢绞线伸长量计算1 .计算依据公路桥涵施工技术规范中公式（12.8.3-1）;公路桥涵施工技术规范中附录 G-8预应力筋平均张拉力的计算；海滨大道北段二期（疏港三线立交蛭头沽）设计图纸。2 .计算公式：L星 ApEp（12.8.3-1）Pp*1 （附录G-8）P Acon p连续端非连续端N117.165N117. 325N217.205N217. 315N317.240N317. 300N417.270N417. 300N517.305N517. 275从张拉端至计算截面曲线孔道部分切线的夹角之和（rad），取 8.5o即 0.148353rad;其中：x 从张拉端至计算截面的孔道长度（mD ,取张拉端到跨中孔道长度;0.0015 ;k一孔道每米局部偏差对摩擦的影响系数，本工程采用塑料波纹管，取s一预应力筋与孔道壁的摩擦系数，本工程米用15.2mm高强低松弛钢绞线及塑料波纹管孔道，根据图纸取 0.17；P 一预应力筋张拉端的张拉力（ND;Ap预应力筋的截面面积（mr2）；con一张拉控制应力（MPa,根据图纸取0.73 fpk；Pp 一预应力筋平均张拉力（ND ;L一预应力筋的长度（mm,取张拉端到跨中钢绞线长度;中跨边跨N117165N117325N217205N217315N317240N317300N417270N417300N517305N517275Ep钢绞线弹性模量，本工程采用s 15.2mm高强低松弛钢绞线，根据试验取51.91 10 MPa （钢绞线弹性模量检测报告附后）L 理论伸长值（mrmo3 .伸长值计算连续端N1conAD 0.73fDkAD 0.73 1860 140 4 760368 N con ppk pPpP(1 e (kxkx)(0.0015 17.165 0.17 0.148353)、)760368 (1 e ()0.0015 17.165 0.17 0.148353741316.02NPpL741316.02 17165ApEp140 4 1.91 105119.0mm连续端N2conAp 0.73fpkAp 0.73 1860 140 4 760368 NPp(kx)(0.0015 17.205 0.17 0.148353)、P(1 e ()760368 (1 e ()kx0.0015 17.205 0.170.148353741293.97NPpL741293.97 17205ApEp一5140 4 1.91 105119.2mm760368N连续端N3conAp 0.73fpkAp0.73 1860 140 4PpP(1 e (kx )760368 (1 e (0.001517.240.17 0.148353)kxPpLApEp0.0015 17.24 0.17 0.148353741274.68 17240一5140 4 1.91 105119.5mm741274.68N连续端N4conAD 0.73fDkAD 0.73 1860 140 4 760368 N con ppk pPp(kx)(0.0015 17.27 0.17 0.148353)、P(1 e ()760368 (1 e ()kx0.0015 17.27 0.17 0.148353741258.14NPpL741258.14 17270ApEp一5140 4 1.91 105119.7mm连续端N5c0nAp 0.73fPkAp 0.73 1860 140 4 760368 N con pp pPpP(1 e (kx )760368 (1 e (0.0015 17305 0.17 148353)kx0.0015 17.305 0.17 0.148353741238.85NPpL741238.85 17305ApEp一5140 4 1.91 105119.9mm非连续端N1A con p0.73 foA 0.73 1860 140 4 760368 N pk pPpP(1 ekx(kx )(0.0015 17.325 0.17 0.148353)、()760368 (1 e ()0.0015 17.325 0.17 0.148353741227.83NPpL741227.83 17325ApEp一5140 4 1.91 105120.1mm非连续端N2A con p0.73 foA 0.73 1860 140 4 760368 N pk pPpP(1 ekx(kx)(0.0015 17.315 0.17 0.148353)、()760368 (1 e ()0.0015 17.315 0.170.148353741233.34N741233.34 17315ApEp一5140 4 1.91 105120.0mm非连续端N3conAp0.73fpkAp 0.73 1860 140 4760368NPpP(1 e (kx )760368 (1 e (0.001517.30.17 0.148353)741241.61Nkx0.0015 17.3 0.17 0.148353741241.61 17300140 4 1.91 105119.9mm非连续端N4A con p0.73fpkAp 0.73 1860 140 5 950460 NPpP(1 e (kx )950460 (1 e 0015173 07 口14835力kx0.0015 17.3 0.17 0.148353926552.01NPpL92655201 17300ApEp一5140 5 1.91 105119.9mm非连续端N5A con p0.73fDkAD 0.73 1860 140 5 950460 N pk pPpP(1 ekx(kx )950460(1 e (0.0015 17.275 )0.0015 17.275 0.17 0.148353926569.24NPpL926569.24 17275ApEp一5140 5 1.91 105119.7mm由以上计算结果得出：中跨箱梁理论伸长值如下：N1119.0238.0mmN2119.2238.4mmN3119.5239.0mmN4119.7239.4mmN5119.9239.8mm边跨箱梁理论伸长值如下N1119.0120.1239.1mmN2119.2120.0239.2mmN3119.5119.9239.4mmN4119.7119.9239.6mmN5 119.9 119.7 239.6mm二、压力表读数计算1 .计算依据海滨大道北段二期（疏港三线立交蛭头沽）设计图纸千斤顶标定报告09-JZ163178；（报告附后）2 .计算公式千斤顶力与压力表读数对应关系如下式：y ax b其中：y一千斤顶力（KN）;x一压力表读数（MPa；a , b一常系数。力与应力关系如下式：P Acon p各项代表意义同伸长值计算。3 .油表读数计算1#?由泵，千斤顶编号090201,压力表编号1269;1000千斤顶证书号：09-JZ163y = 19.19X + 6.4689R2 = 0.9998900_800A 700N 700INK enn600 点500定 400_JE 400榆300200100ihiini0 0.C5.010.015.020.025.030.035.040.045.050.055.0压力表读数（Mpay 0.15P 0.15 760.368 114.06KN15%空制应力时:y 6.4689 114.06 6.468919.1919.195.6Mpa30%空制应力时：100%空制应力时:5束钢绞线：15%空制应力时：30%空制应力时：100%空制应力时:y 0.3P 0.3 760.368 228.11KNy 6.468919.19228.11 6.468919.1911.5Mpay 6.468919.190.731860P 760.368KN760.368 6.468919.1939.3Mpa140 5 950460N950.46KN0.15P0.15 950.46 142.57KN6.4689 142.57 6.468919.1919.197.1Mpay 0.3Py 6.468919.19y 6.468919.190.3 950.46 285.14KN285.14 6.468919.1914.5MpaP 950.46KN950.46 6.468919.1949.2Mpa2折由泵，千斤顶编号090202,压力表编号9023;由上图可知：y19.065x 2.2376 ,则压力表读数计算如下:y = 19.065x + 2.2376R2 = 0.9999千斤顶证书号：09-JZ1664束钢绞线：0.73 1860 140 4 760368N 760.368KN15%空制应力时:y 0.15P 0.15 760.368 114.06KNy 2.2376 114.06 2.237619.06519.0655.9Mpa30%空制应力时:y 0.3P 0.3 760.368 228.11KNy 2.237619.065228.11 2.237619.06511.8Mpa100%空制应力时:P 760.368KNy 2.237619.065760.368 2.237619.06539.8Mpa5束钢绞线：0.731860140 5 950460N950.46KN15%空制应力时:0.15P0.15 950.46 142.57KN2.2376 142.57 2.237619.06519.0657.4Mpa30%空制应力时:y 0.3P 0.3 950.46 285.14KNx100%空制应力时：y 2.237619.065285.14 2.237619.06514.8Mpay P 950.46KNy 2.237619.065950.46 2.2376 49.7Mpa19.0653折由泵，千斤顶编号090302,压力表编号1259;压力表t数（Mpay = 19.193x + 1.3431R2 = 0.9998千斤顶证书号：09-JZ168yP 760.368KN由上图可知：y 19.193X 1.3431,则压力表读数计算如下:4束钢绞线：P 0.73 1860 140 4 760368N 760.368KN15%空制应力时：y 0.15P 0.15 760.368 114.06KNy 1.3431 114.06 1.3431x5.9Mpa19.19319.19330%空制应力时：y 0.3P 0.3 760.368 228.11KNy 1.343119.193228.11 1.343119.19311.8Mpa100%空制应力时:y 1.3431 760.368 1.3431 “ 一x 39.5Mpa19.19319.1935束钢绞线：P 0.73 1860 140 5 950460N 950.46KN15%空制应力时：y 0.15P 0.15 950.46 142.57KNx30%空制应力时：y 1.343119.193142.57 1.343119.1937.4Mpay 0.15P 0.15 760.368 114.06KNy 0.3P 0.3 950.46 285.14KNy 1.343119.193285.14 1.343119.19314.8Mpa100%空制应力时:y P 950.46KN4#?由泵，千斤顶编号y 1.343119.193950.46 1.343119.19349.5Mpa090303,压力表编号8823;千斤顶证书号：09-JZ170y = 19.047x + 2.1925R2 = 0.9999由上图可知：y 19.047x 2.1925 ,则压力表读数计算如下：4束钢绞线：P 0.73 1860 140 4 760368N 760.368KN15%空制应力时:y 2.1925 114.06 2.192519.04719.0475.9Mpa30%空制应力时:y 0.3P 0.3 760.368 228.11KNy 2.192519.047228.11 2.192519.04711.9Mpa100%空制应力时:P 760.368KNy 2.192519.047760.368 2.192519.04739.8Mpa5束钢绞线：0.731860140 5 950460N950.46KN15%空制应力时:0.15P0.15 950.46 142.57KN2.1925 142.57 2.192519.04719.0477.4Mpa30%空制应力时:y 0.3P0.3 950.46 285.14KNy 2.192519.047285.14 2.1925 14.9Mpa19.047y 2.192519.047100%空制应力时:P 950.46KN950.46 2.1925 49.8Mpa19.0475折由泵，千斤顶编号090304,压力表编号1199;千斤顶证书号：09-JZ171y = 19.071x - 0.6931R2 = 0.99981000900800700600500 .400 .300 .200 .100 .0 40.0由上图可知：y5.010.015.020.025.030.035.040.045.050.055.0压力表读数（Mpa19.071x 0.6931 ,则压力表读数计算如下:4束钢绞线：0.73 1860 140 4 760368N 760.368KN15%空制应力时:y 0.15P 0.15 760.368 114.06KNy 0.6931 114.06 0.693119.07119.0716.0Mpa30%空制应力时:y 0.3P 0.3 760.368 228.11KNy 0.693119.071228.11 0.693119.07112.0Mpa100%空制应力时:P 760.368KNy 0.693119.071760.368 0.693119.07139.9Mpa5束钢绞线：0.731860140 5 950460N950.46KN15%空制应力时:0.15P0.15 950.46 142.57KN0.6931 142.57 0.693119.07119.0717.5Mpa30%空制应力时:y 0.3P 0.3 950.46 285.14KN285.14 0.693119.07115.0Mpay 0.6931 x 19.071100%空制应力时：y P 950.46KNyP 760.368KNy 0.693119.071950.46 0.693119.07149.9Mpa6折由泵，千斤顶编号090305,压力表编号9523;压力表t数（Mpay = 19.311x + 1.4319R2 = 0.9998千斤顶证书号：09-JZ173由上图可知：y 19.311X 1.4319,则压力表读数计算如下：4束钢绞线：P 0.73 1860 140 4 760368N 760.368KN15%空制应力时：y 0.15P 0.15 760.368 114.06KNy 1.4319 114.06 1.4319x5.8Mpa19.31119.31130%空制应力时：y 0.3P 0.3 760.368 228.11KNy 1.4319 228.11 1.4319x 11.7Mpa19.31119.311100%空制应力时:y 1.4319 760.368 1.4319x 39.3Mpa19.31119.3115束钢绞线：P 0.73 1860 140 5 950460N 950.46KN15%空制应力时:y 0.15P 0.15 950.46 142.57KNx30%空制应力时：y 1.431919.311142.57 1.431919.3117.3Mpay 0.15P 0.15 760.368 114.06KNy 0.3P 0.3 950.46 285.14KNy 1.4319 285.14 1.4319x 14.7Mpa19.31119.311100%空制应力时：y P 950.46KNy 1.431919.311950.46 1.431919.31149.1Mpa7折由泵，千斤顶编号090306,压力表编号1089;千斤顶证书号：09-JZ175y = 19.351x + 3.5574R2 = 0.9999由上图可知：y 19.351x 3.5574,则压力表读数计算如下：4束钢绞线：P 0.73 1860 140 4 760368N 760.368KN15%空制应力时:y 3.5574 114.06 3.557419.35119.3515.7Mpa30%空制应力时:y 0.3P 0.3 760.368 228.11KNy 3.557419.351228.11 3.557419.35111.6Mpa100%空制应力时:P 760.368KNy 3.557419.351760.368 3.557419.35139.1Mpa5束钢绞线：0.731860140 5 950460N950.46KN15%空制应力时:0.15P0.15 950.46 142.57KN3.557414257 3.557419.35119.3517.2Mpa30%空制应力时:y 0.3P0.3 950.46 285.14KNy 3.55719.351285.14 3.557414.6Mpa19.351100%空制应力时:P 950.46KNy 3.557419.351950.46 3.5574 48.9Mpa19.3518折由泵，千斤顶编号090309,压力表编号3239;4束钢绞线：15%空制应力时:y 0.15P 0.15 760.368 114.06KNy 0.3P 0.3 760.368 228.11KN15%空制应力时:0.3843 142.57 0.38437.5Mpa19.07919.079x -由上图可知：y19.079x 0.3843,则压力表读数计算如下:P0.73 1860 140 4 760368N 760.368KN30%空制应力时:x100%空制应力时:xyP 760.368KN5束钢绞线：0.15 950.46 142.57KN114.06 0.38436.0Mpa19.07912.0MpaxP0.73 1860140 5 950460N950.46KNy0.15Py 0.384319.079y 0.384319.079228.11 0.384319.07939.9Mpay 0.384319.079760.368 0.384319.079y = 19.079x - 0.3843R2 = 0.999910009008007006005004003002001000 40.05.010.015.020.025.030.035.040.045.050.055.0压力表t卖数（Mpa千斤顶证书号：09-JZ17730%空制应力时:100%空制应力时:0.3P 0.3y 0.384319.079950.46 285.14KN285.14 0.384319.07915.0Mpay P 950.46KNy 0.384319.079950.46 0.384319.07949.8Mpa根据以上计算，将千斤顶张拉力与压力表读数对应关系汇总如下：千斤顶张拉力与压力表读数对应关系表钢绞线张拉力(KN)1#千斤顶2#千斤顶3#千斤顶4#千斤顶5#千斤顶6行斤顶7#千斤顶8行斤顶压力表1269压力表9023压力表1259压力表8823压力表1199压力表9523压力表1089压力表32394束15%114.065.65.95.95.96.05.85.76.030%228.1111.511.811.811.912.011.711.612.0100%760.3739.339.839.539.839.939.339.139.95束15%142.577.17.47.47.47.57.37.27.530%285.1414.514.814.814.915.014.714.615.0100%950.4649.249.749.549.849.949.148.949.8