1、A匝道桥现浇箱后张预应力钢绞线伸长量计算A匝道桥现浇箱后张预应力钢绞线伸长量计算A匝道现浇桥全桥共16孔,分左右幅。左幅共4联:3*20+3*20+5*25+5*25米,右幅共4联:3*20+3*20+(25+26.3+23.7+25+25)+5*25米。上部结构L1、L2采用钢筋砼连续箱梁,L3、L4联采用预应力砼连续箱梁。箱梁预应力采用后张法,并且钢束张拉采用伸长量及张拉力双控,以张拉力为主,张拉伸长量校核。锚下控制力为0.75fpk。现浇箱梁混凝土达到设计强度的90%后,且混凝土龄期不小于7d时,方可张拉预应力钢束。现浇箱梁腹板钢束有F1、F2、F3各2束,采用两端对称张拉;顶板负弯矩有
2、T1(4束)、T2(4束)、T3(4束)、T4(8束),T1、T3束单端张拉,T2、T4束采用两端对称张拉;底板束B1、B2、B3、B4、B5各2束,其中B1、B2、B3、B4束采用单端张拉,B5束采用两端对称张拉。根据预应力施工图纸,左幅L3、L4联及右幅L4联的预应力布置是一致的,因此该3联我们只需计算1联即可;而右幅L3联的预应力钢束布置与前3联不一致,因此需另外计算。张拉顺序为:腹板束底板束顶板束。其中腹板张拉顺序为F1F2F3;底板张拉顺序为B3B4B5B1B2;顶板张拉顺序为T2T1T3T4。现浇箱梁预应力钢绞线采用的是抗拉强度标准值为fpk=1860MPa、公称直径d15.2mm
3、的低松弛高强钢绞线。由于每束中的每股钢绞线受力一致,并且伸长量一致,因此每束钢绞线只需计算一股钢绞线的伸长量即可。1、钢束的波绞管采用的均为塑料波纹管,因此管道摩擦系数为u0.14;2、管道偏差系数为k0.00153、张拉端锚下控制力为0.75fpk4、钢绞线的弹性模量为Eg=1.95*105MPa 5、根据预应力张拉顶子的张拉端工具夹片至钢绞线的锚固端工作夹片的两夹片间距离,钢绞线的张拉工作长度设为65cm6、每股钢绞线的公称面积为A=140mm2 7、回缩量:锚具变形、钢绞线自锚一端回缩量约为6mm(根据实践经验及张拉限位板的槽口深度)A匝道现浇桥左幅L3、L4联及右幅L4联的预应力钢束伸
4、长量计算 A匝道现浇桥左幅L3、L4联及右幅L4联的预应力钢束布置一样,因些只需计算一联即可。现以左幅L3联钢束伸长量计算为例。1、腹板束张拉伸长量计算现浇箱梁腹板钢束有F1、F2、F3各2束,采用两端对称张拉,腹板张拉顺序为F1F2F3。由于每束钢绞线中的每股钢绞线在张拉时同步受力,并且伸长量一致,因此我们只需计算一股钢绞线的伸长量即可,同时由于钢绞线左右半幅对称,并且两端同时对称张拉,因此只需计算半幅钢绞线的伸长量再乘以2。张拉端单股钢绞线的锚下控制力为P0.75fpk*106*140*106/1000195.3KN 1、钢束的波绞管采用的均为钢波纹管,因此管道摩擦系数为u0.14;2、管
5、道偏差系数为k0.00153、张拉端锚下控制力为0.75fpk4、钢绞线的弹性模量为Eg=1.95*105MPa 5、根据预应力张拉顶子的张拉端工具夹片至钢绞线的锚固端工作夹片的两夹片间距离,钢绞线的张拉工作长度设为65cm6、每股钢绞线的公称面积为A=140mm2 7、回缩量:锚具变形、钢绞线自锚一端回缩量约为6mm(根据实践经验及张拉限位板的槽口深度)1、腹板F3束张拉端单股钢绞线的锚下控制力为P0.75fpk*106*140*106/1000195.3KN =2*9.303。/180。*3.140.325(rad)或2*4.137。/180。*3.140.144(rad) 各段参数表线段
6、L(m) (rad) kx+ue-( kx+u)终点力(KN)AB(含工作长度)2.9500.00440.9956194.44BC2.60.3250.04940.952185.11CD10.3500.01550.9846182.26DE1.160.1440.02190.9783178.3EF4.7400.00710.9929177.04FG1.160.1440.02190.9783173.2GH0.8500.00130.9987172.97HI1.160.1440.02190.9783169.22IJ4.7400.00710.9929168.02JK1.160.1440.02190.97831
7、64.37KL10.1800.01530.9848160.81LM1.160.1440.02190.9783157.32MN4.7400.00710.9929156.2NO1.160.1440.02190.9783152.81OP0.8500.00130.9987152.61PQ1.160.1440.02190.9783149.3QR4.7400.00710.9929148.24RS1.160.1440.02190.9783145.02ST5.0900.00760.9923143.91伸长量 L(P1+P2)*L/(2A*Eg)L=(LAB+LBC+LCD+LDE+LEF+.+LRS-0.00
8、6)*2=(0.0211+0.0181+0.0696+0.0077+0.0308+0.0074+0.0054+0.0073+0.0293+0.0071+0.0606+0.0068+0.0272+0.0066+0.00475+0.0064+0.0258+0.0062+0.0269-0.006)*2=0.3691m*2=738.1mm2、腹板F2束 张拉端单股钢绞线的锚下控制力为P0.75fpk*106*140*106/1000195.3KN =2*9.236。/180。*3.140.3224(rad)或2*3.7845。/180。*3.140.1322(rad) 各段参数表线段L(m) (rad
9、) kx+ue-( kx+u)终点力(KN)AB(含工作长度)2.4800.00370.996194.52BC2.580.32240.0490.952185.18CD8.1600.01220.988182.96DE1.060.13220.02010.980179.3EF5.3300.0080.992177.87FG1.060.13220.02010.98174.31GH2.9400.00440.996173.61HI1.060.13220.02010.98170.14IJ5.3300.0080.992168.78JK1.060.13220.02010.98165.4KL7.2700.01090
10、.989163.58LM1.060.13220.02010.98160.31MN5.3300.0080.992159.03NO1.060.13220.02010.98155.85OP2.9400.00440.996155.23PQ1.060.13220.02010.98152.12QR5.3300.0080.992150.9RS1.060.13220.02010.98147.89ST3.6300.00540.995147.15伸长量 L(P1+P2)*L/(2A*Eg)L=(LAB+LBC+LCD+LDE+LEF+.+LRS-0.006)*2=(0.0177+0.0179+0.055+0.00
11、7+0.0349+0.0068+0.0187+0.0067+0.0331+0.0065+0.0438+0.0063+0.0312+0.0061+0.0168+0.006+0.0296+0.0058+0.0196-0.006)*2=0.3636m*2=727.2mm3、腹板F1束张拉端单股钢绞线的锚下控制力为P0.75fpk*106*140*106/1000195.3KN =2*9.169。/180。*3.140.3198(rad)或2*3.4912。/180。*3.140.1218(rad) 各段参数表线段L(m) (rad) kx+ue-( kx+u)终点力(KN)AB(含工作长度)2.00
12、0.0030.997194.71BC2.560.31980.02620.974189.65CD5.9700.0090.991187.94DE0.970.12180.010.99186.06EF5.8600.0090.991184.39FG0.970.12180.010.99182.55GH4.7100.0070.993181.27HI0.970.12180.010.99179.45IJ5.8600.0090.991177.84JK0.970.12180.010.99176.06KL4.3500.00650.993174.83LM0.970.12180.010.99173.08MN5.8600.
13、009 0.991171.52NO0.970.12180.010.99169.81OP4.7100.0070.993168.62PQ0.970.12180.010.99166.93QR5.8600.0090.991165.43RS0.970.12180.010.99163.78ST2.1700.00330.997163.28伸长量 L(P1+P2)*L/(2A*Eg)L=(LAB+LBC+LCD+LDE+LEF+.+LRS-0.006)*2=(0.0143+0.018+0.0413+0.0066+0.03980.0065+0.0314+0.0064+0.0383+0.0063+0.028+0.
14、0062+0.037+0.0061+0.0292+0.006+0.0357+0.0058+0.013-0.006)*2=0.3699m*2=739.8mm2、底板束张拉伸长量现浇箱梁底板束B1、B2、B3、B4、B5各2束,其中B1、B2、B3、B4束采用单端张拉,B5束采用两端对称张拉,底板张拉顺序为B3B4B5B1B2。由于每束钢绞线中的每股钢绞线在张拉时同步受力,并且伸长量一致,因此我们只需计算一股钢绞线的伸长量即可,同时由于B5束钢绞线两端对称张拉,因此只需计算半幅钢绞线的伸长量再乘以2。张拉端单股钢绞线的锚下控制力为P0.75fpk*106*140*106/1000195.3KN 1
15、、钢束的波绞管采用的均为钢波纹管,因此管道摩擦系数为u0.14;2、管道偏差系数为k0.00153、张拉端锚下控制力为0.75fpk4、钢绞线的弹性模量为Eg=1.95*105MPa 5、根据预应力张拉顶子的张拉端工具夹片至钢绞线的锚固端工作夹片的两夹片间距离,钢绞线的张拉工作长度设为65cm6、每股钢绞线的公称面积为A=140mm2 7、回缩量:锚具变形、钢绞线自锚一端回缩量约为6mm(根据实践经验及张拉限位板的槽口深度)1、底板B1束张拉端单股钢绞线的锚下控制力为P0.75fpk*106*140*106/1000195.3KN =2*4.817。/180。*3.140.1682(rad)或
16、2*1.287。/180。*3.140.045(rad)或2*2.491。/180。*3.140.087(rad) 各段参数表线段L(m) (rad) kx+ue-( kx+u)终点力(KN)AB(含工作长度)2.000.0030.997194.71BC1.350.16820.02560.975189.85CD1.1900.00180.998189.47DE1.960.0450.0090.991187.77EF2.6700.00410.996187.01FG1.960.0450.0090.991185.33GH18.7300.02810.972180.14HI1.890.0450.0090.9
17、91178.52IJ2.7400.0040.996177.81JK1.890.0450.0090.991176.21KL17.9500.02690.973171.45LM0.70.0870.01320.987169.22MN3.0300.0045 0.995168.37伸长量 L(P1+P2)*L/(2A*Eg)L=LAB+LBC+LCD+LDE+LEF+.+LMN-0.006=0.0142+0.0096+0.0082+0.0135+0.0184+0.0134+0.1254+0.0124+0.0174+0.0122+0.1142+0.0044+0.0188-0.006=0.3761m=376.
18、1mm2、底板B2束张拉端单股钢绞线的锚下控制力为P0.75fpk*106*140*106/1000195.3KN =2*4.817。/180。*3.140.1682(rad)或2*1.287。/180。*3.140.045(rad)或2*2.491。/180。*3.140.087(rad) 各段参数表线段L(m) (rad) kx+ue-( kx+u)终点力(KN)AB(含工作长度)2.000.0030.997194.71BC1.350.16820.02560.975189.85CD1.1900.00180.998189.47DE1.960.0450.00920.991187.76EF2.7
19、300.00410.996187.01FG1.960.0450.00920.991185.33GH18.7300.02810.972180.14HI1.960.0450.00920.991178.52IJ2.7300.0040.996177.8JK1.960.0450.00920.991176.2KL17.9500.0270.973171.45LM0.70.0870.01320.987169.22MN3.0300.0045 0.995168.37伸长量 L(P1+P2)*L/(2A*Eg)L=LAB+LBC+LCD+LDE+LEF+.+LMN-0.006=0.0143+0.0095+0.008
20、3+0.0135+0.0187+0.0134+0.1254+0.0129+0.0178+0.0127+0.1143+0.0044+0.0187-0.006=0.3779m=377.9mm3、底板B3束张拉端单股钢绞线的锚下控制力为P0.75fpk*106*140*106/1000195.3KN =2*4.817。/180。*3.140.1682(rad)或2*1.287。/180。*3.140.045(rad)或2*2.491。/180。*3.140.087(rad) 各段参数表线段L(m) (rad) kx+ue-( kx+u)终点力(KN)AB(含工作长度)2.000.0030.99719
21、4.71BC1.350.16820.02560.975189.85CD1.000.00150.999189.66DE1.960.0450.00920.991187.95EF2.7300.00410.996187.2FG1.960.0450.00920.991185.51GH17.9500.02690.973180.5HI0.70.0870.01320.987178.16IJ3.0300.00450.995177.27伸长量 L(P1+P2)*L/(2A*Eg)L=LAB+LBC+LCD+LDE+LEF+.+LIJ-0.006=0.0143+0.0095+0.007+0.0136+0.0188+
22、0.0134+0.1203+0.0046+0.0197-0.006=0.2152m=215.2mm4、底板B4束张拉端单股钢绞线的锚下控制力为P0.75fpk*106*140*106/1000195.3KN =2*4.817。/180。*3.140.1682(rad)或2*1.287。/180。*3.140.045(rad)或2*2.491。/180。*3.140.087(rad) 各段参数表线段L(m) (rad) kx+ue-( kx+u)终点力(KN)AB(含工作长度)2.000.0030.997194.71BC1.350.16820.02560.975189.85CD1.1900.00
23、1790.998189.66DE1.960.0450.00920.991187.95EF2.7300.00410.996187.2FG1.960.0450.00920.991185.51GH17.9500.02690.973180.5HI0.70.0870.01320.987178.16IJ3.0300.00450.995177.27伸长量 L(P1+P2)*L/(2A*Eg)L=LAB+LBC+LCD+LDE+LEF+.+LIJ-0.006=0.0143+0.0095+0.007+0.0136+0.0188+0.0134+0.1203+0.0046+0.0197-0.006=0.2152m=
24、215.2mm5、底板B5束张拉端单股钢绞线的锚下控制力为P0.75fpk*106*140*106/1000195.3KN =2*4.817。/180。*3.140.1682(rad)或2*1.287。/180。*3.140.045(rad)或2*2.491。/180。*3.140.087(rad) 各段参数表线段L(m) (rad) kx+ue-( kx+u)终点力(KN)AB(含工作长度)2.000.0030.997194.71BC1.350.16820.02560.975189.85CD1.1900.001790.998189.66DE1.960.0450.00920.991187.95
25、EF2.7300.00410.996187.2FG1.960.0450.00920.991185.51GH9.3700.0140.986182.91伸长量 L(P1+P2)*L/(2A*Eg)L=(LAB+LBC+LCD+LDE+LEF+.+LGH-0.006)*2=(0.0143+0.0095+0.007+0.0136+0.0188+0.0134+0.0632-0.006)*2=0.2676m=267.6mm3、顶板束张拉伸长量现浇箱梁顶板束负弯矩有T1(4束)、T2(4束)、T3(4束)、T4(8束),T1、T3束单端张拉,T2、T4束采用两端对称张拉,顶板张拉顺序为T2T1T3T4。由于
26、每束钢绞线中的每股钢绞线在张拉时同步受力,并且伸长量一致,因此我们只需计算一股钢绞线的伸长量即可,同时由于B5束钢绞线两端对称张拉,因此只需计算半幅钢绞线的伸长量再乘以2。张拉端单股钢绞线的锚下控制力为P0.75fpk*106*140*106/1000195.3KN 1、钢束的波绞管采用的均为钢波纹管,因此管道摩擦系数为u0.14;2、管道偏差系数为k0.00153、张拉端锚下控制力为0.75fpk4、钢绞线的弹性模量为Eg=1.95*105MPa 5、根据预应力张拉顶子的张拉端工具夹片至钢绞线的锚固端工作夹片的两夹片间距离,钢绞线的张拉工作长度设为65cm6、每股钢绞线的公称面积为A=140
27、mm2 7、回缩量:锚具变形、钢绞线自锚一端回缩量约为6mm(根据实践经验及张拉限位板的槽口深度)1、顶板T1束张拉端单股钢绞线的锚下控制力为P0.75fpk*106*140*106/1000195.3KN =2*6.2085。/180。*3.140.2166(rad)或2*0.8593。/180。*3.140.03(rad)或2*3.2681。/180。*3.140.114(rad) 各段参数表线段L(m) (rad) kx+ue-( kx+u)终点力(KN)AB(含工作长度)1.8300.00270.997194.71BC1.730.21660.03290.968188.48CD1.3300.020.998188.11DE1.490.030.0064
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