、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》 。
2 •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;k —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0.0015 ;s—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 —预应力筋张拉端的张拉力(N );A p —预应力筋的截面面积(mm );con —张拉控制应力(MPa ,根据图纸取0.73 f pk ;P 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;P p L A p E p(12.8.3-1)P PP(1 e (kx )) kx(附录G-8)conA pp —钢绞线弹性模量,本工程采用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(mr ) 3•伸长值计算 ① 连续端N1pk A p 0.73 1860 140 4 760368 N741293・9717205119.2mm140 4 1.91 105③连续端N374127468 17240 119.5mm140 4 1.91 105P P P(1 e (kx kx)(0.0015 17.165 0.17 0.148353)))760368 (1 e( )) 0.0015 17.165 0.17 0.148353741316.02NP p L A p E p741316。
2 17165 119.0mm140 4 1.91 105②连续端N2 con A p °.73f pk A pk A p 0.73 1860 140 4 760368 N P P P(1 e (kx kx )(0.0015 17.205 0.17 0.148353)、 丿)760368 (1 e _______ ))0.1483530.0015 17.205 0.17 741293.97NconA p0.73 f pk AP p L A pEpP PconA p0.73f pk A p 0.73 1860 140 4760368 N0.17 0.148353))0.0015 17.24 0.170.148353P(1 e (kx ))760368 (1 e (0.001517.24 kx741274.68 NP p L A p E p④连续端N4con A p 0.73 f pk A pk A p 0.73 1860 140 4 760368 NP P(kx ) (0.0015 17.27 0.17 0.148353)P(1 e (丿)760368 (1 e ( 3kx)0.0015 17.27 0.17 0.148353741258.14NP p LA p E p741258"仃镇 119.7mm140 4 1.91 105⑤连续端N5con A p 0.73 f pk A pk A p 0.73 1860 140 4 760368 NP P P(1 e (kx)) 760368 (1 ekx(0.0015 17.305 0.17 0.148353))0.0015 17.305 0.17 0.148353 741238.85N P p LA pEp741238・85 17305119.9mm140 4 1.91 105⑥非连续端N1Acon p0.73f pk A p 0.73 1860 140 4 760368 NP PP(1 ekx(kx ) (0.0015 17.325 0.17 0.148353))760368 (1 e ()0.0015 17.325 0.17 0.148353741227.83NP P LA p E p741227・83I:?5120.1mm140 4 1.91 105⑦非连续端N2Acon p0.73f pk A p 0.73 1860 140 4 760368 NP PP(1 ekx(kx ) (0.0015 17.315 0.17 0.148353)、(丿) 760368 (1 e (丿)0.1483530.0015 17.315 0.17741233.34NA p E p741233・34 17315120.0mm140 4 1.91 105⑧非连续端N3con A p 0.73f pk A p 0.73 1860 140 4 760368NP P0.17 0.148353))0.0015 17.3 0.17 0.148353P(1 e (kx)) 760368 (1 e (0.001517.3kx741241.61N⑨非连续端N4PconA p 0.73f pk A p 0.73 1860 140 5 950460 NP(1 e (kx )) 950460 (1 e ^0015173①148353))kx0.0015 17.3 0.17 0.148353P p LA p E p741241.61 17300 140 4 1.91 105119.9m mP p L A p E p 92655201 17300 140 5 1.91 105 119.9mm⑩非连续端N5P con A p 0.73f pk A p 0.73 1860 140 5 950460 N P P(kx ) (0.0015 17.275 0.17 0.148353)、 P(1 e 丿)950460 (1 e ( 丿) kx 0.0015 17.275 0.17 0.148353 926569.24NP p L 926569.24 17275140 5 1.91 105119.7mm 由以上计算结果得出:①中跨箱梁理论伸长值如下 N1 119.0 2 238.0mm N2 119.2 2 238.4mm N3 119.5 2 239.0mm N4 119.7 2 239.4mm N5 119.9 2 239.8mm ②边跨箱梁理论伸长值如下 N1 119.0 120.1 239.1mm N2 119.2 120.0 239.2mm N3 119.5 119.9 239.4mm N4 119.7 119.9 239.6mm N5 119.9119.7 239.6mmP P926552.01N二、压力表读数计算1. 计算依据① 《海滨大道北段二期(疏港三线立交〜蛏头沽)设计图纸》; ② 《千斤顶标定报告09-JZ163〜178》;(报告附后) 2. 计算公式①千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。
②力与应力关系如下式:各项代表意义同伸长值计算。
3. 油表读数计算①1#油泵,千斤顶编号090201,压力表编号1269;由上图可知:y 19.19X 6.4689,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 0.15P0.15 760.368114.06KNconA P千斤顶证书号:09-JZ163y = 19.19X + 6.46892R = 0.9998x y 6・4689 114°6 6・46895.6Mpay 0.3P0.3 760.368228.11KN100%空制应力时:P 760.368KN76°.368 6・468939.3Mpa19.19100%空制应力时:P 950.46KN95°.46 6・468949.2Mpa19.1930%空制应力时:y64689228.11 6468911.5Mpa19.1919.1919.19y 6.4689 19.19 5束钢绞线:P 0.73 1860140 5 950460N 950.46KN15%空制应力时:y 0.15P0.15 950.46 142.57KNx 口4689142.57 646897.1Mpa19.1919.1930%空制应力时:y 0.3P 0.3 950.46 285.14KNy 6.4689 19.19285.14 6.4689 ―罰—14.5Mpay 6.468919.1919.065x 2.2376,则压力表读数计算如下:②2#油泵,千斤顶编号090202,压力表编号9023;由上图可知:y 4束钢绞线: 0.73 I860 140 4 760368N760.368KN15%空制应力时: y 0.15P0.15 760.368114.06KNy 2・2376 114-06 2・23765.9Mpa19.065 19.06530%空制应力时: y 0.3P 0.3 760.368 228.11KNy 2.2376 19.065 228.11 2.237619.06511.8Mpa100%空制应力时: P 760.368KNy 2.2376 19.065760.368 2.237619.06539.8Mpa5束钢绞线: 0.73 1860 140 5 950460N 950.46KN15%空制应力时: 0.15P 0.15 950.46 142.57KN2.2376X"19.065142・57 2・23767.4Mpa 19.065y 0.3P 0.3 950.46 285.14KNy P 950.46KN95°.46 2・23764919.065 19.065③ 3#油泵,千斤顶编号090302,压力表编号1259;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 1.3431x 5.9Mpa19.193 19.19330%空制应力时:y 0.3P 0.3 760.368 228.11KNy 1.3431 228.11 1.3431 一…x 11.8Mpa19.193 19.193100%空制应力时:y P 760.368KN30%空制应力时:千斤顶证书号:09-JZ168 y = 19.193x + 1.3431R2 = 0.9998压力表读数(Mpax100%空制应力时:y 2.237619.065285.14 2.237619.06514.8Mpa千斤顶证书号:09-JZ170y = 19.047X + 2.1925R 2 = 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 760368N760.368KN15%空制应力时:y 0.15P0.15 760.368114.06KNy 1.3431 760.368 1.3431“ “x39.5Mpa19.19319.1935束钢绞线:P 0.73 1860 140 5 950460N950.46KN15%空制应力时:y 0.15P0.15 950.46142.57KNy 1.3431 142.57 1.3431x7.4Mpa19.19319.19330%空制应力时:y 0.3P 0.3 950.46 285.14KNy 1.3431 285.14 1.3431x14.8Mpa19.19319.193100%空制应力时:y P 950.46KNy 1.3431 950.46 1.3431x49.5Mpa19.19319.193④4#油泵,千斤顶编号 090303,压力表编号8823;『2・1925 114・06 2・19255.9Mpa 19.047y 0.3P0.3 760.368228.11KN100%空制应力时:P 760.368KN285・14 2・192514.9Mpa19.047100%空制应力时:P 950.46KN95046 2"92549.8Mpa19.04730%空制应力时:y 2.1925 19.047228.11 2.192519.04711.9Mpay 2.1925 19.047760.368 2.192519.04739.8Mpa5束钢绞线:0.73 1860 140 5 950460N 950.46KN15%空制应力时: 0.15P 0.15 950.46 142.57KN2.1925 142.57 2.19257^pay 19.04719.04730%空制应力时:y 0.3P0.3 950.46 285.14KN19.047 y 2.1925 19.047 y 2.1925 19.047由上图可知:y ⑤5#油泵,千斤顶编号090304,压力表编号1199;19.071x 0.6931,则压力表读数计算如下:4束钢绞线: 0.73 I860 140 4 760368N760.368KN15%空制应力时: y 0.15P0.15 760.368114.06KNy °.6931 114・06°69316.0Mpa19.07119.07130%空制应力时: y 0.3P0.3 760.368 228.11KNy 0.693119.071 228.11 0.693119.07112.0Mpa100%空制应力时: P 760.368KNy 0.6931 19.071 760.368 0.693119.07139.9Mpa5束钢绞线: 0.73 1860 140 5 950460N 950.46KN15%空制应力时: 0.15P 0.15 950.46 142.57KN0.6931 X"19.071血57°.69317.5Mpa19.071y 0.3P 0.3 950.46 285.14KNy 0.6931 x19.071100%空制应力时:y P 950.46KN山理95°.46 °693149.9Mpa19.071 19.071⑥6#油泵,千斤顶编号090305,压力表编号9523;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 1.4319x 5.8Mpa19.311 19.31130%空制应力时:y 0.3P 0.3 760.368 228.11KNy 1.4319 228.11 1.4319x 11.7Mpa19.311 19.311100%空制应力时:y P 760.368KN30%空制应力时:千斤顶证书号:09-JZ173 y = 19.311x + 1.4319R = 0.9998压力表读数(Mpa285.14 0.693119.07115.0Mpay 1.4319 760.368 1.4319x 39.3Mpa19.311 19.3115束钢绞线:P 0.73 1860 140 5 950460N 950.46KN15%空制应力时:y 0.15P 0.15 950.46 142.57KNy 1.4319 142.57 1.4319x 7.3Mpa19.311 19.31130%空制应力时:y 0.3P 0.3 950.46 285.14KNy 1.4319 285.14 1.4319x 14.7Mpa19.311 19.311100%空制应力时:y P 950.46KNy 1.4319 950.46 1.4319 “ …x 49.1Mpa19.311 19.311⑦7#油泵,千斤顶编号090306,压力表编号1089;千斤顶证书号:09-JZ175 y = 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 0.15P 0.15 760.368 114.06KN『彳5574 114.°6彳55745.7Mpay 0.3P 0.3 760.368228.11KN100%空制应力时:P 760.368KN285J4 3557414.6Mpa19.351100%空制应力时:P 950.46KN95046 3557448.9Mpa19.35130%空制应力时:y 3.5574 19.351228.11 3.557419.35111.6Mpay 3.557419.351760.368 3.557419.35139.1Mpa5束钢绞线:0.73 1860 140 5 950460N 950.46KN15%空制应力时: 0.15P 0.15 950.46 142.57KN3.5574 14257 3.5574y 19.351 19.3517.2Mpa30%空制应力时:y 0.3P0.3 950.46 285.14KN19.351y 3.557 19.351y 3.5574 19.351⑧8#油泵,千斤顶编号090309,压力表编号3239;4束钢绞线:0.73 1860 140 4 760368N 760.368KN15%空制应力时:y 0.15P0.15 760.368114.06KN30%空制应力时:y 0.3P0.3 760.368 228.11KN100%空制应力时:P 760.368KN5束钢绞线:15%空制应力时:0.15P 0.15 950.46 142.57KN0.3843 x"19.079 血57°38437.5Mpa 19.079y °.3843 114・06°38436.0Mpa19.07919.079y 0.3843 19.079228.11 0.384319.07912.0Mpay 0.3843 19.079760.368 0.384319.07939.9Mpa0.73 1860 140 5 950460N950.46KN千斤顶证书号:09-JZ177y = 19.079X - 0.3843R 2 = 0.9999由上图可知:y19.079x 0.3843,则压力表读数计算如下: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16y P 950.46KN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30%空制应力时: 0.3P 0.3 950.46 285.14KNy 0.384319.079285・14°384315.0Mpa19.079100%空制应力时:y 0.3843 19.079950.46 0.384319.07949.8Mpa。