预应力张拉伸长量计算书后张法.docx

1、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1公路桥涵施工技术规范中公式（12.8.3-1）;2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；3海滨大道北段二期（疏港三线立交蛏头沽）设计图纸 。42 计算公式：其中：x 从张拉端至计算截面的孔道长度（ m）,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. 275二一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;k 孔

2、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 0.0015 ;J 预应力筋与孔道壁的摩擦系数， 本工程采用叮jS 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 预应力筋张拉端的张拉力（N）;Ap 预应力筋的截面面积（mm）;con 张拉控制应力（MPa，根据图纸取0.73fpk ；P.预应力筋平均张拉力（N）;L 预应力筋的长度（mr）,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 Gs 15.

3、2mm高强低松弛钢绞线，根据试验取51.9100 MPa （钢绞线弹性模量检测报告附后 ）-L 理论伸长值（mr）3伸长值计算连续端N1P =%onAp =0.73fpkAp =0.73 1860 140 4 =760368Np（1 ekx棚） 760368x（1 .。佰从伽枪仃佃彳厶）Pp =0.0015 17.165 0.17 0.148353= 741316.02NPpL 741316.02 171651一 ApEp 一 140 4 1.91 105 _119.0mm连续端N2P =fAp =0.73fpkAp =0.73 1860 140 4 =760368Np(1 _6-(心帕) 7

4、60368工(1 _e-(0.001517.205七.17呦.148353)Pp :0.0015 17.205 0.17 0.148353)=741293.97NPpL 741293.97 17205二 L 5 = 119.2mmApEp 140咒4咒1.9仔105连续端N3P =；cOnAp =0.73fpkAp =0.73 1860 140 4 =760368NP(1 ekx1) 760368 (1 e.00157.24 沟.17.148353)PP = _0.0015 17.24 0.17 0.148353=741274.68NPpL 741274.68 17240L =-= 二=119

5、.5mmApEp 140 4 1.91 105连续端N4P - ; con A - 0.73 f pkAp =0.73 1860 140 4 - 760368NP(1 -e”T) 760368 (1 七迎0015177 17 0J48353)0.0015 17.27 0.17 0.148353-741258.14NPpL741258-14 172750.119.7mmApEp 140 4 1.91 105连续端N5P =6onAp =0.73fpkAp =0.73 1860 140 4 =760368Np(1 _e_(kx4B) 760368工(1 _/。.。伽了亦七.17.148353)p0

6、.0015 17.305 0.17 0.148353= 741238.85NPpLL 二Ap Ep741238-85 173059.9mm5140 4 1.91 10非连续端N1= 741227.83NP conAp =0.73fpkAp =0.73 1860 140 4 =760368Np(1 帕) 760368乂 (.015x17.320.1.148353)0.0015 17.325 0.17 0.148353P沏 Ap =0.73 fpkAp =0.73 1860 140 4 - 760368NPP :非连续端N4P -； conAP =0.73fpkAp =0.73 1860 140

7、5 = 950460N926552.01Nd P(1 -e T) 950460 (1 - e15173 17 0148353)Pp kx匚一 0.0015 17.3 0.17 0.148353PpLAp Ep926552.01 173005-140 5 1.91 10=119.9mm非连续端N5P = conAp =0.73fpkAp =0.73 1860 140 5 =950460Nn P(1eT) 950460 口 一。0015 17.275 17 0.148353)PP :P kx 乃)0.0015 17.275 0.17 0.148353-926569.24 NPpL926569.24

8、 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 =119.2 238.4mmN3 =119.5 239.0mmN4 =119.7 2 = 239.4mmN5 =119.9 2 二 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 =119.5 119.9 =239.4mmN4 =119.7 119.9 =239.6mmN5 =119.9 119.7 =239.6mm、压力表读数计算1.计算依据1海滨大道北段二期

9、（疏港三线立交蛏头沽）设计图纸；2千斤顶标定报告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 千斤顶力（KN;x 压力表读数（MPa；a , b 常系数。力与应力关系如下式：P = %onAp各项代表意义同伸长值计算。3.油表读数计算由上图可知：y =19.19x 6.4689，则压力表读数计算如下:P =0.73 1860 140 4 =760368N =760.368KN15%空制应力时:y -6.4689 114.06-6.4689x 5.6Mpa19.1919.1930%空制应力时:y = 0.3P 二 0.3 760.3

10、68 二 228.11KN6468 = 2286689 =H.5Mpa19.1919.19100%空制应力时:y = P = 760.368KN5束钢绞线:= 0.73 1860 140 5 =950460N =950.46KN15%空制应力时:y = 0.15P = 0.15 950.46 = 142.57KN30%空制应力时:y=0.3P=0.3 950.46 = 285.14KN100%空制应力时:=P =950.46KN2#油泵，千斤顶编号090202,压力表编号9023;由上图可知：y =19.065x 2.2376，则压力表读数计算如下:4束钢绞线：P =0.73 1860 140

11、 4 =760368N -760.368KN15%空制应力时:y=0.15P=0.15 760.368 =114.06KN30%空制应力时:y=0.3P=0.3 760.368 =228.11KN100%空制应力时:y = P =760.368KN5束钢绞线:P =0.73 1860 140 5 =950460N =950.46KNy = 0.15P 二 0.15 950.46 二 142.57KN30%空制应力时:y=0.3P=0.3 950.46 = 285.14KN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 =7

12、60368N =760.368KN15%空制应力时：y=0.15P=0.15 760.368 =114.06KN30%空制应力时:y 二 0.3P 二 0.3 760.368 二 228.11KN二 11.8Mpay -1.3431 228.11 -1.3431x 二100%空制应力时:y = P = 760.368KN5束钢绞线：15%空制应力时:30%空制应力时:100%空制应力时:P =0.73 1860 140 5 =950460N =950.46KNy = 0.15P = 0.15 950.46 = 142.57KNy -1.3431 142.57 -1.3431x = 19.193

13、 = 19.193 =7.4Mpay=0.3P=0.3 950.46 = 285.14KNy = P = 950.46KN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 =760.368KN30%空制应力时:y2.1925 他.06 2.1925 Mpa19.04719.047二 0.3P 二 0.3 760.368 二 228.11KN-2.1925 228.11 -2.192519.04719.04711.9Mpa100%空制应力时:y = P = 760.368KN5束钢绞线:y -2.1925 7

14、60.368 -2.1925x =19.04719.047= 39.8MpaP =0.73 1860 140 5 =950460N =950.46KN15%空制应力时:y = 0.15P = 0.15 950.46 = 142.57KN19.04742.57 2.1925 4Mpa19.04730%空制应力时:y=0.3P=0.3 950.46 = 285.14KNy -2.192519.047285.14 -2.192519.047=14.9Mpa100%空制应力时:P =950.46KNy -2.1925950.46 2.192519.04719.047=49.8Mpa55#油泵，千斤顶编

15、号090304,压力表编号1199;由上图可知：y =19.071x 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 =114.06KN30%空制应力时:y=0.3P=0.3 760.368 =228.11KN100%空制应力时:y = P =760.368KN5束钢绞线:P =0.73 1860 140 5 =950460N =950.46KNy = 0.15P 二 0.15 950.46 二 142.57KNy 0.693119.071142.57 0.69

16、3119.071二 7.5Mpa30%空制应力时:y=0.3P=0.3 950.46 = 285.14KN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 =114.06KN30%空制应力时:y 二 0.3P 二 0.3 760.368 二 228.11KN二 11.7Mpay -1.4319 228.11 -1.4319x 二100%空制应力时:y = P = 760.368KN5束钢绞线：15%空制应力时:30%空制应力时:

17、100%空制应力时:P =0.73 1860 140 5 =950460N =950.46KNy = 0.15P = 0.15 950.46 = 142.57KNy -1.4319 142.57 -1.4319x = 19.311 = 19.311 = 7.3Mpay=0.3P=0.3 950.46 = 285.14KNy = P = 950.46KN由上图可知：y =19.3513.5574，则压力表读数计算如下:4束钢绞线:P =0.73 1860 140 4 =760368N =760.368KNy=0.15P=0.15 760.368 =114.06KN30%空制应力时:y 3.557

18、4 114.06 3.5574 二 5.7Mpa19.35119.351二 0.3P 二 0.3 760.368 二 228.11KN3.5574 228.11 3.557419.35119.35111.6Mpa100%空制应力时:y = P = 760.368KNy 3.5574 760.368 3.557419.35119.351= 39.1Mpa5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 = 142.57KN574 UZppa19.35119.35130%空制应力时:y=0.3P=

19、0.3 950.46 = 285.14KN=14.6Mpay 3.557 285.14 3.557419.35119.351100%空制应力时:P =950.46KNy 3.5574950.46 3.557419.35119.351=48.9Mpa88#油泵，千斤顶编号090309,压力表编号3239;由上图可知：y =19.0790.3843，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 =114.06KN30%空制应力时:y=0.3P=0.3 760.368 =228

20、.11KN100%空制应力时:y = P =760.368KN5束钢绞线:P =0.73 1860 140 5 =950460N =950.46KNy = 0.15P 二 0.15 950.46 二 142.57KNx-以器竺口车7.5Mpa19.07919.07930%空制应力时:y=0.3P=0.3 950.46 = 285.14KNy 0.384319.079285.14 0.384319.079= 15.0Mpa100%空制应力时:y = P = 950.46KN二 49.8Mpay 0.3843 950.46 0.3843x 二19.079 19.079根据以上计算，将千斤顶张拉力与

21、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#千斤顶7#千斤顶8#千斤顶压力表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