预应力张拉伸长量计算书后张法

1、海滨大道北段二期工程预制箱梁钢绞线理论伸长值及压力表读数计算书、钢绞线伸长量计算.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.计算公式: L=FpL (12.8.3-1)ApEpPpP(1 -e4kx )(附录G-8)P =Ap其中：x从张拉端至计算截面的孔道长度（ 成，取张拉端到跨中孔道长度;连续端非连续端N117.165N117. 325N217.205N217. 315N317.240N317. 300N417.270N417. 300N517.305N517. 275

2、日一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;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N 一预应力筋与孔道壁的摩擦系数，本工程采用 $ 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（N）;为一预应力筋的截面面积（mr2）;仃con一张拉控制应力（MPa,根据图纸取0.73fpk；B 一预应力筋平均张拉力（N）; pL一预应力筋的长度（mm,取张拉端到跨中钢绞线长度;海滨大道北段二期工程预制箱梁钢绞线理论伸长值及压力表读数计算书中跨边跨N117165N11

3、7325N217205N217315N317240N317300N417270N417300N517305N517275Ep钢绞线弹性模量，本工程采用Gs 15.2mm高强低松弛钢绞线，根据试验取51.91父10 MPa （钢绞线弹性模量检测报告附后 ）L 理论伸长值（mm。3 .伸长值计算连续端N1P - conAp =0.73fpkAp =0.73 1860 140 4-760368N coi I pp pPp =p(1 _e,kx HO)760368 (1 _e40.0015 17.165 0.17 0.148353)kx J0.0015 17.165 0.17 0.148353) =7

4、41316.02NPpL L = p741316.02 17165ApEp140 4 1.91 105-119.0mm连续端N2P = conAp =0.73fpkAp =0.73 1860 140 4-760368NPp =)-741293.97NP(1 _e-(kx -B)760368 (1 e40.0015 17205 017 0.148353)0.0015 17.205 0.17 0.148353PpL.1二 p741293.97 17205ApEp140 4 1.91 105-119.2mm连续端N3P =晨0nAp =0.73fpkAp =0.73 1860 140 4 = 760

5、368NPp = 741274.68NP(1 e-(kx R)760368 (1 e-(0.001517.24 0.17 0.148353)0.0015 17.24 0.17 0.148353PpLL=AEp 140 4 1.91 105741274.68 17240=119.5mm海滨大道北段二期工程预制箱梁钢绞线理论伸长值及压力表读数计算书连续端N4p =；：conA。=0.73fpkAp =0.73 1860 140 4 =760368N con pp pp(1-eJkx T)760368 (1 -e,。0015 江27 017。,侬53)pp ：0.0015 17.27 0.17 0.

6、148353-741258.14NL = PpL 一5ApEp140 4 1.91 105741258.14 17270=119.7mm连续端N5p刈Ap =0.73fpkAp =0.73 1860 140 4 = 760368Ncon pp pPp =p(1 _e_(kx tIQ)760368 (1 - e40.015 17.305 0.17 0. 148353)kx0.0015 17.305 0.17 0.148353= 741238.85NppL L )ApEp非连续端741238.85 173055140 4 1.91 105=119.9mmN1p - ； c0nAp =0.73fpk

7、Ap =0.73 1860 140 4 = 760368NPp =p(1 ekx，B)760368 (1 e，。001517325。17 0.148353)kx J0.0015 17.325 0.17 0.148353= 741227.83NppLL =- ApEp741227.83 173255140 4 1.91 105=120.1mm非连续端N2p = c0nAp =0.73 fpkAp =0.73 1860 140 4-760368NPp =p(1 _e 4kx T)760368 (1 - K。001517315 017 0.148353)0.0015 17.315 0.17 0.14

8、8353=741233.34 N741233.34 17315ApEp一5140 4 1.91 105=120.0mm非连续端N3P = ；conAp u0.73fpkAp =0.73 1860 140 4 =760368NPp =741241.61Np(1 eYkx -3)760368 (1 一 eY0.0015173 0.17 0.148353)0.0015 17.3 0.17 0.148353海滨大道北段二期工程预制箱梁钢绞线理论伸长值及压力表读数计算书PpLApEp741241.61 17300140 4 1.91 105= 119.9mm非连续端N4P = conAp =0.73fp

9、kAp =0.73 1860 140 5 =950460N coi I pp pP(1 -eJkx T)kx叩950460 (1 - eJ.015173 .17 .148353)0.0015 17.3 0.17 0.148353926552.01NPpLApEp926552.01 17300_5140 5 1.91 105=119.9mm非连续端N5P=；: c0nAp =0.73fpkAp =0.73 1860 140 5 = 950460N_ P(1e)kx 叩950460。飞,0.0015 17.275 0.17 0.148353)0.0015 17.275 0.17 0.148353=

10、926569.24 NPpLApEp926569.24 17275140 5 1.91 105=119.7mm由以上计算结果得出：中跨箱梁理论伸长值如下N1 =119.0 2 =238.0mmN2 =119.2 2 238.4mmN 3 =119.5 2 =239.0mmN4 =119.7 2 239.4mmN5 =119.9 2 = 239.8mm边跨箱梁理论伸长值如下N1 =119.0 120.1 =239.1mmN2 =119.2 120.0 = 239.2mmN3 W19.5 119.9 239.4mmN4 =119.7 119.9 =239.6mmN5 =119.9 119.7 =2

11、39.6mm海滨大道北段二期工程预制箱梁钢绞线理论伸长值及压力表读数计算书二、压力表读数计算.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）.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 -conAp各项代表意义同伸长值计算。.油表读数计算1折由泵，千斤顶编号090201,压力表编号1269;千斤顶证书号：09-JZ163y = 19.19x + 6.4689R2 = 0.9998由上图可知：y =19.19x+6.4689

12、,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 =114.06KN海滨大道北段二期工程预制箱梁钢绞线理论伸长值及压力表读数计算书y -6.4689 114.06-6.4689x 二二19.1919.19= 5.6Mpa30%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 -6.4689228.11 -6.4689x -19.1919.19y = P =76

13、0.368KNy -6.4689V =19.19= 11.5Mpa760.368 一 6.468919.19= 39.3MpaP =0.73 1860 140 5 =950460N =950.46KNy -0.15P =0.15 950.46 -142.57KNy - 6.468919.19142.57 -6.468919.19= 7.1Mpay=0.3P=0.3 950.46 = 285.14KNy -6.4689285.14 -6.4689x14.5Mpa19.1919.19y u P=950.46KNy -6.468919.19950.46 -6.468919.19=49.2Mpa海滨大

14、道北段二期工程预制箱梁钢绞线理论伸长值及压力表读数计算书2折由泵，千斤顶编号090202,压力表编号9023;1000千斤顶证书号：C9-JZ166y = 19.065X + 2.2376R2 = 0.9999900800700N 600_ S 500票 400检 300200100_ n_,!,!,00.C5.010.015.020.025.030.035.040.045.050.055.0压力表t卖数（Mpa海滨大道北段二期工程预制箱梁钢绞线理论伸长值及压力表读数计算书30%空制应力时:y=0.3P=0.3 950.46 = 285.14KNy -2.2376285.14 -2.23761

15、9.06519.065= 14.8Mpa100%空制应力时: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;千斤顶证书号:09-JZ168y = 19.193x + 1.3431R2 = 0.9998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：= 0.73 1860 140 4 =760368N =760.368KN15%空制应力时:y=0.15P=0.15 760.368 =114.06KNy -1.3431x 二19.193114.06-

16、1.3431=5.9Mpa19.19330%空制应力时:y = 0.3P = 0.3 760.368 = 228.11KNy -1.3431228.11 -1.3431x = = = 11.8Mpa19.19319.193100%空制应力时:y = P =760.368KN海滨大道北段二期工程预制箱梁钢绞线理论伸长值及压力表读数计算书5束钢绞线：y -1.343119,193760.368 -1.343119,193= 39.5MpaP =0.73 1860 140 5 =950460N =950.46KN15%空制应力时:y -0.15P =0.15 950.46 -142.57KN30%空

17、制应力时:y -1.3431x =19,193142.57 -1.343119,193= 7.4Mpay=0.3P=0.3 950.46 = 285.14KNy -1.3431285.14 -1.3431x 二19,19319.193= 14.8Mpa100%空制应力时:y = P -950.46KNy -1.3431x 二19,193950.46 -1.343119,193= 49.5Mpa4#油泵，千斤顶编号090303,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

18、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 -114.06KN海滨大道北段二期工程预制箱梁钢绞线理论伸长值及压力表读数计算书y -2.1925114.06 -2.1925x 二二19.04719.047= 5.9Mpa30%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 -2.192519.047228.11 -2.192519.047y = P =760.

19、368KNy -2.192519.047= 11.9Mpa760.368 -2.192519.047= 39.8MpaP =0.73 1860 140 5 =950460N =950.46KNy -0.15P =0.15 950.46 -142.57KNy -2.1925 142.57 -2.1925 x 二二19.04719.047= 7.4Mpay=0.3P=0.3 950.46 = 285.14KNy -2.1925285.14 -2.1925x14.9Mpa19.04719.047y u P=950.46KNy -2.192519.047950.46 -2.192519.047=49.

20、8Mpa10海滨大道北段二期工程预制箱梁钢绞线理论伸长值及压力表读数计算书5#油泵，千斤顶编号090304,压力表编号1199;1000千斤顶证书号：09-JZ171y = 19.071X - 0.6931R2 = 0.9998900_一800)700NK 600( 500定 400 检300200 100010.05.010.015.020.025.030.035.040.045.050.055.0压力表读数(Mpa11海滨大道北段二期工程预制箱梁钢绞线理论伸长值及压力表读数计算书30%空制应力时:y=0.3P=0.3 950.46 = 285.14KN= 15.0Mpay 0.693128

21、5.14 0.6931x =19.07119.071100%空制应力时:y = P =950.46KNy 0.6931 x 19.071950.46 0.693119.071= 49.9Mpa6折由泵，千斤顶编号090305,压力表编号9523;y = 19.311x + 1.4319R2 = 0.9998千斤顶证书号：09-JZ173= 19.311x+1.4319,则压力表读数计算如下:由上图可知：y4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 -1.4319x 二19

22、.311114.06-1.4319= 5.8Mpa19.31130%空制应力时:y = 0.3P = 0.3 760.368 = 228.11KNy -1.4319228.11 -1.4319x = = = 11.7Mpa19.31119.311100%空制应力时:y = P =760.368KN12海滨大道北段二期工程预制箱梁钢绞线理论伸长值及压力表读数计算书5束钢绞线：y -1.4319 x =19.311760.368 -1.431919.311=39.3MpaP =0.73 1860 140 5 =950460N =950.46KN15%空制应力时:y -0.15P =0.15 950

23、.46 -142.57KN30%空制应力时:y -1.4319x =19.311142.57 -1.431919.311= 7.3Mpay=0.3P=0.3 950.46 = 285.14KN100%空制应力时:y -1.431919.311285.14 -1.431919.311= 14.7Mpay = P -950.46KNy -1.431919.311950.46 -1.431919.311=49.1Mpa7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-3.5

24、574,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 -114.06KN13海滨大道北段二期工程预制箱梁钢绞线理论伸长值及压力表读数计算书y 3.5574114.06 3.557419.35119.351= 5.7Mpa30%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 3.5574228.11 3.5574 一=11.6Mpa19.35119.35

25、1y = P =760.368KNy 3.5574760.368 3.557419.35119.351= 39.1MpaP =0.73 1860 140 5 =950460N =950.46KNy -0.15P =0.15 950.46 -142.57KNy 3.557419.351142.57 3.557419.351= 7.2Mpay=0.3P=0.3 950.46 = 285.14KNy 3.557285.14 3.5574x14.6Mpa19.35119.351y u P=950.46KNy 3.557419.351950.46 3.557419.351=48.9Mpa14海滨大道北段二期工程预制箱梁钢绞线理论伸长值及压力表读数计算书8折由泵，千斤顶编号090309,压力表编号3239;= 19.079x0.3843,则压力表读数计算如下:由上图可知：yy = 19.079x - 0.3843R2 = 0.9999千斤顶证书号：09-JZ1774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 0.3843 114.06 0.384319.07