预应力张拉伸长量计算书后张法

1、、钢绞线伸长量计算1 .计算依据?公路桥涵施工技术标准?中公式12.8.3-1?公路桥涵施工技术标准?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=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日一从张拉端至计算截面曲线孔道局部切线的夹角之和rad,取8.

2、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一张拉限制应力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;中跨边跨N117165N117325N217205N217315N317240N317300N417270N417300N517305N517275Ep钢绞线弹性模量,本工程采用Gs15.2

3、mm高强低松弛钢绞线,根据试验取51.91父10MPa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=0.7318601404-760368NcoiIpppPp=p(1_e,kxHO)760368(1_e40.001517.1650.170.148353)kxJ0.001517.1650.170.148353)=741316.02NPpLL=p741316.0217165ApEp14041.91105-119.0mm连续端N2P=conAp=0.73fpkAp=0.7318601404-760368NPp=)-741293.97NP(1_

4、e-(kx-B)760368(1e40.0015172050170.148353)0.001517.2050.170.148353PpL.1二p741293.9717205ApEp14041.91105-119.2mm连续端N3P=晨0nAp=0.73fpkAp=0.7318601404=760368NPp=741274.68NP(1e-(kx'R)760368(1e-(0.001517.240.170.148353)0.001517.240.170.148353PpLL=AEp14041.91105741274.6817240=119.5mm连续端N4p=；：conA.=0.73fp

5、kAp=0.7318601404=760368Nconpppp(1-eJkxT)760368(1-e,.0015江27017.,侬53)pp：0.001517.270.170.148353-741258.14NL=PpL一5ApEp14041.91105741258.1417270=119.7mm连续端N5p刈Ap=0.73fpkAp=0.7318601404=760368NconpppPp=p(1_e_(kxtIQ)760368(1-e40.0°1517.3050.170.148353)kx0.001517.3050.170.148353=741238.85NppLL)ApEp74

6、1238.8517305514041.91105=119.9mm非连续端N1p-；c0nAp=0.73fpkAp=0.7318601404=760368NPp=p(1e"kx,B)760368(1e,.001517325.170.148353)kxJ0.001517.3250.170.148353=741227.83NppLL=-ApEp741227.8317325514041.91105=120.1mm非连续端N2p=c0nAp=0.73fpkAp=0.7318601404-760368NPp=741233.34Np(1_e4kxT)760368(1-K.0015173150170

7、.148353)0.001517.3150.170.148353741233.3417315ApEp一514041.91105=120.0mm非连续端N3P=；conApu0.73fpkAp=0.7318601404=760368NPp=741241.61Np(1eYkx-3)760368(1一eY0.00151730.170.148353)0.001517.30.170.148353PpLApEp741241.611730014041.91105=119.9mmP(1-eJkxT)kx叩PpLApEp926552.0117300_514051.91105=119.9mm926552.01N非

8、连续端N4P=conAp=0.73fpkAp=0.7318601405=950460NcoiIppp950460(1-eJ°.°015173°.17°.148353)0.001517.30.170.148353_P(1e)kx叩=926569.24N非连续端N5P=；:c0nAp=0.73fpkAp=0.7318601405=950460N950460.飞,0.001517.2750.170.148353)0.001517.2750.170.148353PpLApEp926569.241727514051.91105=119.7mm由以上计算结果得出：中

9、跨箱梁理论伸长值如下N1=119.02=238.0mmN2=119.22238.4mmN3=119.52=239.0mmN4=119.72239.4mmN5=119.92=239.8mm边跨箱梁理论伸长值如下N1=119.0120.1=239.1mmN2=119.2120.0=239.2mmN3W19.5119.9239.4mmN4=119.7119.9=239.6mmN5=119.9119.7=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=axb

10、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.3 .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,那么压力表读数计算如下：4束钢绞线：P=0.7318601404=760368N=760.368KN15%空制应力时：y=0.15P=0.15760.368=114.06KNy-6.4689114.06-6.4689x二二19.1919.19=5.6Mpa30%空制应力时：100%空

11、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=0.3760.368=228.11KNy-6.4689228.11-6.4689x-19.1919.19y=P=760.368KNy-6.4689V=19.19=11.5Mpa760.368一6.468919.19=39.3MpaP=0.7318601405=950460N=950.46KNy-0.15P=0.15950.46-142.57KNy-6.468919.19142.57-6.468919.19=7.1Mpay=0.3P=0.3950.46=285.14KNy-6.4689285.14-6.4

12、689x14.5Mpa19.1919.19yuP=950.46KNy-6.468919.19950.46-6.468919.19=49.2Mpa2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=0.9999900800700N600_S500票400检300200100_n_,!,!,00.C5.010.015.020.025.030.035.040.045.050.055.0压力表t卖数Mpa30%空制应力时:y=0.3P=0.3950.46=285.14KNy-2.2376285.14-2.237619.065

13、19.065=14.8Mpa100%空制应力时:y-2.237619.065P-950.46KN950.46-2.2376=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,那么压力表读数计算如下:4束钢绞线：=0.7318601404=760368N=760.368KN15%空制应力时:y=0.15P=0.15760.368=114.06KNy-1.3431x二19.193114.06-1.3431=5.9Mpa19.19330%空制应力

14、时:y=0.3P=0.3760.368=228.11KNy-1.3431228.11-1.3431x=11.8Mpa19.19319.193100%空制应力时:y=P=760.368KN5束钢绞线：y-1.343119,193760.368-1.343119,193=39.5MpaP=0.7318601405=950460N=950.46KN15%空制应力时:y-0.15P=0.15950.46-142.57KN30%空制应力时:y-1.3431x=19,193142.57-1.343119,193=7.4Mpay=0.3P=0.3950.46=285.14KN=14.8Mpay-1.3431

15、285.14-1.3431x二19,19319.193100%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,那么压力表读数计算如下:4束钢绞线：P=0.7318601404=760368N=760,368KN15%空制应力时：y=0.15P=0.15760.368-114.06KNy-2.1925114.06-2.1925x二二19.0471

16、9.047=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=0.3760.368=228.11KNy-2.192519.047228.11-2.192519.047y=P=760.368KNy-2.192519.047=11.9Mpa760.368-2.192519.047=39.8MpaP=0.7318601405=950460N=950.46KNy-0.15P=0.15950.46-142.57KNy-2.1925142.57-2.1925x二二19.04719.047=7.4Mpay=0.3P=0.395

17、0.46=285.14KNy-2.1925285.14-2.1925x14.9Mpa19.04719.047yuP=950.46KNy-2.192519.047950.46-2.192519.047=49.8Mpa5#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)700NK600(£500定400检300200100010.05.010.015.020.025.030.035.040.045.050.055.0压力表读数(Mpa30%空制应力时:y=0.3P=0.3950.4

18、6=285.14KN=15.0Mpay0.6931285.140.6931x=19.07119.071100%空制应力时:y=P=950.46KNy0.6931x19.071950.460.693119.071=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由上图可知：y=19.311x+1.4319,那么压力表读数计算如下:4束钢绞线：=0.7318601404=760368N=760.368KN15%空制应力时:y=0.15P=0.15760.368=114.06KNy-1.4319x二1

19、9.311114.06-1.4319=5.8Mpa19.31130%空制应力时:y=0.3P=0.3760.368=228.11KNy-1.4319228.11-1.4319x=11.7Mpa19.31119.311100%空制应力时:y=P=760.368KN5束钢绞线：y-1.4319x=19.311760.368-1.431919.311=39.3MpaP=0.7318601405=950460N=950.46KN15%空制应力时:y-0.15P=0.15950.46-142.57KN30%空制应力时:y-1.4319x=19.311142.57-1.431919.311=7.3Mpay

20、=0.3P=0.3950.46=285.14KNy-1.431919.311285.14-1.431919.311=14.7Mpa100%空制应力时:y=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-3.5574,那么压力表读数计算如下:4束钢绞线：P=0.7318601404=760368N=760.368KN15%空制应力时：y=0.15P=0.15760.368-114

21、.06KNy3.5574114.063.557419.35119.351=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=0.3760.368=228.11KNy3.5574228.113.5574一=11.6Mpa19.35119.351y=P=760.368KNy3.5574760.3683.557419.35119.351=39.1MpaP=0.7318601405=950460N=950.46KNy-0.15P=0.15950.46-142.57KNy3.557419.351142.573.557419

22、.351=7.2Mpay=0.3P=0.3950.46=285.14KNy3.557285.143.5574x14.6Mpa19.35119.351yuP=950.46KNy3.557419.351950.463.557419.351=48.9Mpa8折由泵,千斤顶编号090309,压力表编号3239;y=19.079x-0.3843R2=0.9999千斤顶证书号：09-JZ177由上图可知：y=19.079x0.3843,那么压力表读数计算如下:4束钢绞线：P=0.7318601404760368N=760.368KN15%空制应力时:y=0.15P=0.15760.368=114.06KNy0.3843114.060.384319.07919.079=6.0Mpa30%空制应力时:y=0.3P=0.3760.368=228.