信江特大桥40米T梁预应力张拉报告.doc

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1、【精品文档】如有侵权，请联系网站删除，仅供学习与交流信江特大桥40米T梁预应力张拉报告.精品文档. 江西省交通厅德昌高速公路建设项目C8合同段： K134+646信江特大桥预应力T梁张拉方案德昌高速公路C8合同段项目经理部二 O O 九 年 十一 月 三 日K134+646信江特大桥预应力T梁张拉方案一、工程概况K134+646信江特大桥上部构造采用40M后张法预应力砼T梁，共有T梁302片。预应力钢筋采用高强低松驰预应力钢铰线，其抗拉强度标准值fpk=1860Mpa，公称直径15.2mm，张拉控制应力按标准抗拉强度的75%控制，采用夹片锚，锚具必须符合国家检验标准。每片边跨边梁、中梁有N1、

2、N2、N3、N4四束钢绞线，其中边跨边梁每束各由9根钢绞线组成；每片边跨中梁N1、N2、N3每束各由9根钢绞线组成，N4由7根钢绞线组成；每片中跨边梁N1有9束钢绞线组成，N2、N3、N4各有7束钢绞线组成，每片中跨中梁N1、N2、N3、N4各有7束钢绞线组成。每根钢绞线张拉控制应力为1395Mpa，公称面积139mm2，各束预应力均不进行超张拉。钢铰线孔道采用金属波纹管制孔，9束钢绞线配用内径为80mm的波纹管，7束钢绞线配用内径为70mm的波纹管。预制梁砼强度达90%时方可进行张拉，采用两端同时张拉的方式进行张拉。张拉工序为：010%k 20%100%k 持荷2分钟 k（锚固）二、张拉值计

3、算（一）预应力张拉值计算1、张拉吨位计算：预应力钢束公称强度为1860Mpa。则每根钢绞线的张拉控制应力：k=18600.75=1395Mpa 其中：0.75为张拉控制系数 每根钢铰线张拉力：P=1395139=193.91KN 其中：139为每根钢绞线截面积（mm2） 边跨边梁N1、N2、N3、N4束张拉力：P1、P2、P3、P4=193.919=1745.19KN 边跨中梁N1、N2、N3束张拉力：P1、P2 、P3=193.919=1745.19KN，N4束张拉力为P4=193.917=1357.37KN 中跨边梁N1束张拉力： P1=193.919=1745.19KN，N2、N3、N4

4、 张拉力P2、P3、P4=193.917=1357.37KN中跨中梁N1、N2、N3、N4束张拉力：P1、P2、P3、P4=193.917=1357.37KN2、张拉程序预应力束采用两端同时张拉，张拉程序为： 010%k20%k 100%k持荷2分钟k（锚固）预应力钢束张拉顺序为N1- N3- N2- N4（示意图）：（二）压力表值计算 我部预应力钢束张拉用千斤顶和油压表已检测（资料见附件）：1、1#千斤顶配7990#油压表，回归方程P=0.021816N+0.999812、2#千斤顶配7987#油压表，回归方程P=0.021874N+0.99994式中N为荷载值，以KN计；P为压力表示值，以

5、Mpa计。边跨边梁预应力钢束（N1、N2、N3、N4束）；边跨中梁（N1、N2、N3束）；中跨边梁（N1束）张拉时压力表示值计算如下表:张拉力（KN）压力表读数（Mpa）1#千斤顶配7990#油压表2#千斤顶配7987#油压表000174.519（10%k）4.814.82349.038（20%k）8.618.631745.19（k）39.0739.17边梁中梁预应力钢束（N4束）；中跨边梁（N2、N3、N4束）；中跨中梁（N1、N2、N3、N4束）张拉时压力表示值计算如下表：张拉力（KN）压力表读数（Mpa）1#千斤顶配7990#油压表2#千斤顶配7987#油压表000135.737（10%

6、k）3.963.97271.474（20%k）6.926.941357.37（k）30.6130.69（三）预应力钢绞线伸长量计算已知：钢绞线横截面积Ap=139mm2，弹性模量为 Ep=1.95105Mpa预应力钢绞线张拉理论伸长量计算公式： L=PpL/ApEp L: 预应力钢绞线张拉理论伸长量(mm)L: 预应力钢绞线的长度(mm)Ap：预应力钢绞线的截面积(mm2)Ep：预应力钢绞线的弹性模量（N/ mm2，即Mpa）, 1.95105MpaPp: 预应力钢绞线的平均张拉力（N），直线筋取张拉端的拉力，若两端张拉的曲线筋，按如下公式计算：Pp=P1-e-(kx+u)/ (kx+)P:

7、预应力钢绞线张拉端的张拉力（N）X：从张拉端至计算截面的孔道长度（m）：从张拉端至计算截面曲线孔道部分切线的夹角之和（rad）K：孔道每米局部偏差对摩擦的影响系数：预应力钢绞线与孔道壁的摩擦系数系数及值表孔道成型方式K值钢绞线预埋金属螺旋管道0.00150.251、边跨中梁、边梁N1钢束从0100%k阶段理论伸长量：N1钢束实际张拉长度(一端)：L=55+979.7+897.6+88.7+923.0+1058.1+55=cm其中两端直线段长度：L1=55+979.7=1034.7cm; 中间两曲线段长度分别为：L2=897.6cm；中间段直线长度：L3=88.7cm 直线段L1伸长量: 起点张

8、拉力p1=p=1745.19KN终点张拉力p2=p1 e-(kx+u) =1745.19e-(0.001510.347+0.250)=1718.313KN平均张拉力Pp= p1 1-e-(kx+u)/ (kx+) =1745.191- e-(0.001510.347+0.250)/ (0.00156.715+0.250) =1731.717KN L1=PpL1/ApEp=（1731.7171031034.7）/（91391.95105）=7.345cm直线段伸长量: 起点张拉力p1=p=1745.19KN终点张拉力 =p1 e-(kx+u) =1745.19e-(0.001511.131+0.

9、250)=1716.293KN平均张拉力Pp= p1 1-e-(kx+u)/ (kx+) =1745.191- e-(0.001511.131+0.250)/ (0.001511.131+0.250) =1730.701KN =Pp /ApEp=（1730.7011031113.1）/（91391.95105）=7.897cm曲线段L2伸长量：X=897.6起点张拉力= p2=1718.313KN终点张拉力p3=p2 e-(kx+u) =1718.313e-(0.00158.976+0.250.1122)=1648.439KN平均张拉力Pp= p2 1-e-(kx+u)/ (kx+) =171

10、8.3131- e-(0.00158.976+0.250.1122)/ (0.00158.976+0.250.1122) =1683.134KN L2= PpL2/ ApEp=（1683.134103897.6）/（91391.95105）=6.193cm曲线段伸长量：X=897.6起点张拉力= =1716.293KN终点张拉力 = e-(kx+u) =1716.293e-(0.00159.23+0.250.1154)=1644.56KN平均张拉力Pp= 1-e-(kx+u)/ (kx+) =1716.2931- e-(0.00159.23+0.250.1154)/ (0.00159.23+0

11、.250.1154) =1680.170KN = Pp / ApEp=（1680.170103923.0）/（91391.95105）=6.357cm中间段直线伸长量: X=88.7 cm起点张拉力= p3=1648.439KN终点张拉力p4=p3 e-(kx+u) =1648.439e-(0.00150.887+0.250)=1644.56KNPp= p3 1-e-(kx+u)/ (kx+) =1648.4391- e-(0.00150.887+0.250)/ (0.00150.887+0.250) =1647.343KNL3= PpL3/ ApEp=（1647.34310388.7）/（9

12、1391.95105）=0.599cm 因此，边跨中梁、边梁N1束在0100%k阶段计算伸长量L=（L1+L2+L3）=7.345+7.897+6.193+6.359+0.599=28.393cm。2、边跨中梁、边梁N2钢束从0100%k阶段理论伸长量：N2钢实际张拉长度：L=55+717.8+919.0+947.9+340+225.5+794.4+55=cm其中两端直线长度分别为：L1=55+717.8=772.8 cm中间两曲线段长度分别为：L2=919cm；中间段直线长度：L3=340+225.5=565.5cm 直线段L1伸长量: 起点张拉力p1=p=1745.19KN终点张拉力p2=

13、p1 e-(kx+u) =1745.19e-(0.00157.728+0.250)=1725.077KN平均张拉力Pp= p1 1-e-(kx+u)/ (kx+) =1745.191- e-(0.00157.728+0.250)/ (0.00157.728+0.250) =1735.114KN L1=PpL1/ApEp=（1735.1141037.728）/（91391.95105）=5.497cm直线段伸长量: 起点张拉力p=1745.19KN终点张拉力 =p1 e-(kx+u) =1745.19e-(0.00158.494+0.250)=1723.096KN平均张拉力Pp= p1 1-e-

14、(kx+u)/ (kx+) =1745.191- e-(0.00158.494+0.250)/ (0.00158.494+0.250) =1734.119KN =Pp /ApEp=（1734.119103849.4）/（91391.95105）=6.038cm曲线段L2伸长量：X=919.0 cm起点张拉力= p2=1725.077KN终点张拉力p3=p2 e-(kx+u) =1725.077e-(0.00159.19+0.250.1149)=1688.925KN平均张拉力Pp= p2 1-e-(kx+u)/ (kx+) =1725.0771- e-(0.00159.19+0.250.1149

15、)/ (0.00159.19+0.250.1149) =1688.925KN L2= PpL2/ ApEp=（1688.9251039.190）/（91391.95105）=6.363cm曲线段伸长量：X=947.9 cm起点张拉力= =1734.119KN终点张拉力 = e-(kx+u) =1734.119e-(0.00159.479+0.250.1185)=1659.732KN平均张拉力Pp= 1-e-(kx+u)/ (kx+) =1734.1191- e-(0.00159.479+0.250.1154)/ (0.00159.479+0.250.1185) =1696.654KN = Pp

16、 / ApEp=（1696.654103947.9）/（91391.95105）=6.593cm中间段直线伸长量: X=340cm起点张拉力= p3=1653.281KN终点张拉力p4=p3 e-(kx+u) =1653.281e-(0.00153.40+0.250)=1644.871KNPp= p3 1-e-(kx+u)/ (kx+) =1653.2811- e-(0.00153.40+0.250)/ (0.00153.40+0.250) =1649.072KNL3= PpL3/ ApEp=（1647.0721033.40）/（91391.95105）=2.298cm 中间段直线伸长量: X

17、=225.5cm起点张拉力= =1659.732KN终点张拉力 = e-(kx+u) =1659.732e-(0.00152.255+0.250)=1654.127KNPp= 1-e-(kx+u)/ (kx+) =1659.7321- e-(0.00152.255+0.250)/ (0.00152.255+0.250) =1656.928KN= Pp/ ApEp=（1656.9281032.255）/（91391.95105）=1.532cm因此，边跨中梁、边梁N1束在0100%k阶段计算伸长量L=（L1+L2+L3+）=5.497+6.038+6.363+6.593+1.532=28.321

18、cm。3、边跨中梁、边梁N3钢束从0100%k阶段理论伸长量：N2钢实际张拉长度：L=55+417.5+915.5+198.2+444.2+298.5+198.2+907+562.5+55=4051.6cm其中两端直线长度分别为：L1=55+417.5=472.5 cm中间两曲线段长度分别为：L2=915.5cm；中间段直线长度：L3=198.2+444.2+298.5+198.2=1139.1cm 直线段L1伸长量: 起点张拉力p1=p=1745.19KN终点张拉力p2=p1 e-(kx+u) =1745.19e-(0.00154.725+0.250)=1732.865KN平均张拉力Pp=

19、p1 1-e-(kx+u)/ (kx+) =1745.191- e-(0.00154.725+0.250)/ (0.00154.725+0.250) =1739.02KN L1=PpL1/ApEp=（1739.021034.725）/（91391.95105）=3.368cm直线段伸长量: 起点张拉力P=1745.19KN终点张拉力 =e-(kx+u) =1745.19e-(0.00156.175+0.250)=1729.10KN平均张拉力Pp= 1-e-(kx+u)/ (kx+) =1745.191- e-(0.00156.175+0.250)/ (0.00156.175+0.250) =1

20、737.13KN =Pp /ApEp=（11737.13103617.5）/（91391.95105）=4.397cm曲线段L2伸长量：X=915.5 cm起点张拉力= p2=1732.865KN终点张拉力p3=p2 e-(kx+u) =1732.865e-(0.00159.155+0.250.1144)=1661.04KN平均张拉力Pp= p2 1-e-(kx+u)/ (kx+) =1732.8651- e-(0.00159.155+0.250.1144)/ (0.00159.155+0.250.1144) =1696.70KN L2= PpL2/ ApEp=（1696.701039.155

21、）/（91391.95105）=6.368cm曲线段伸长量：X=907 cm起点张拉力= =1729.10KN终点张拉力 = e-(kx+u) =1729.10e-(0.00159.07+0.250.1134)=1658.06KN平均张拉力Pp= 1-e-(kx+u)/ (kx+) =1729.101- e-(0.00159.07+0.250.1134/ (0.00159.07+0.250.1134) =1693.33KN = Pp / ApEp=（1693.33103907）/（91391.95105）=6.296cm中间段直线伸长量: X=1139.1cm起点张拉力= p3=1661.04

22、KN终点张拉力p4=p3 e-(kx+u) =1161.04e-(0.001511.391+0.250)=1141.37KNPp= p3 1-e-(kx+u)/ (kx+) =1161.041- e-(0.001511.391+0.250)/ (0.001511.391+0.250) =1151.18KNL3= PpL3/ ApEp=（1151.181031139.1）/（91391.95105）=5.375cm因此，边跨中梁、边梁N1束在0100%k阶段计算伸长量L=（L1+L2+L3）=3.368+4.397+6.368+6.296+5.375=25.8cm。4、边跨边梁N4钢束从0100

23、%k阶段理论伸长量：N钢绞线实际张拉长度：L=55+289.5+567.7+198.2+918.3+824.1+198.2+456.5+484.6+55=4047.1cm其中两端直线长度分别为：L1=55+289.5=344.5cm中间两曲线段长度分别为：L2=567.7cm；中间段直线长度：L3=198.2+918.3+824.1+198.2=2138.8cm 直线段L1伸长量: X=344.5cm起点张拉力p1=p=1745.19KN终点张拉力p2=p1 e-(kx+u) =1745.19e-(0.00153.445+0.250)=1736.19KN平均张拉力Pp= p1 1-e-(kx+

24、u)/ (kx+) =1745.191- e-(0.00153.445+0.250)/ (0.00153.445+0.250) =1740.69KN L1=PpL1/ApEp=（1740.691033.445）/（91391.95105）=2.458cm直线段伸长量: X=539.6 cm起点张拉力P=1745.19KN终点张拉力 =e-(kx+u) =1745.19e-(0.00155.396+0.250)=1731.12KN平均张拉力Pp= 1-e-(kx+u)/ (kx+) =1745.191- e-(0.00155.396+0.250)/ (0.00155.396+0.250) =17

25、38.15KN =Pp /ApEp=（1738.15103539.6）/（91391.95105）=3.845cm曲线段L2伸长量：X=567.7 cm起点张拉力= p2=1736.19KN终点张拉力p3=p2 e-(kx+u) =1736.19e-(0.00155.677+0.250.1135=1673.31KN平均张拉力Pp= p2 1-e-(kx+u)/ (kx+) =1736.191- e-(0.00155.677+0.250.1135)/ (0.00155.677+0.250.1135) =1704.56KN L2= PpL2/ ApEp=（1704.561035.677）/（913

26、91.95105）=3.967cm曲线段伸长量：X=456.5cm起点张拉力= =1731.12KN终点张拉力 = e-(kx+u) =1731.12e-(0.00154.565+0.250.0913)=1673.31KN平均张拉力Pp= 1-e-(kx+u)/ (kx+) =1731.121- e-(0.00154.565+0.250.0913/ (0.00154.565+0.250.0913) =1705.69KN = Pp / ApEp=（1705.69103456.5）/（91391.95105）=3.192cm中间段直线伸长量: X=2138.8cm起点张拉力= p3=1673.31

27、KN终点张拉力p4=p3 e-(kx+u) =1673.31e-(0.001521.388+0.250)=1646.75KNPp= p3 1-e-(kx+u)/ (kx+) =1673.311- e-(0.001521.388+0.250)/ (0.001521.388+0.250) =1646.75KNL3= PpL3/ ApEp=（1646.751032138.8）/（91391.95105）=14.438cm因此，边跨中梁、边梁N1束在0100%k阶段计算伸长量L=（L1+L2+L3）=2.458+3.845+3.967+3.192+14.438=27.9cm。5、边跨中梁N4钢束从01

28、00%k阶段理论伸长量：N钢绞线实际张拉长度：L=55+289.5+567.7+198.2+918.3+824.1+198.2+456.5+484.6+55=4047.1cm其中两端直线长度分别为：L1=55+289.5=344.5cm中间两曲线段长度分别为：L2=567.7cm；中间段直线长度：L3=198.2+918.3+824.1+198.2=2138.8cm 直线段L1伸长量: X=344.5cm起点张拉力p1=p=1357.37KN终点张拉力p2=p1 e-(kx+u) =1357.37e-(0.00153.445+0.250)=1350.374KN平均张拉力Pp= p1 1-e-(

29、kx+u)/ (kx+) =1357.371- e-(0.00153.445+0.250)/ (0.00153.445+0.250) =1353.87KN L1=PpL1/ApEp=（1353.871033.445）/（71391.95105）=2.458cm直线段伸长量: X=539.6 cm起点张拉力P=1357.37KN终点张拉力 =e-(kx+u) =1357.37e-(0.00155.396+0.250)=1346.43KN平均张拉力Pp= 1-e-(kx+u)/ (kx+) =1346.431- e-(0.00155.396+0.250)/ (0.00155.396+0.250)

30、=1351.89KN =Pp /ApEp=（1351.89103539.6）/（71391.95105）=3.845cm曲线段L2伸长量：X=567.7 cm起点张拉力= p2=1350.374KN终点张拉力p3=p2 e-(kx+u) =1350.374e-(0.00155.677+0.250.1135=1301.47KN平均张拉力Pp= p2 1-e-(kx+u)/ (kx+) =1350.3741- e-(0.00155.677+0.250.1135)/ (0.00155.677+0.250.1135) =1325.77KN L2= PpL2/ ApEp=（1325.771035.677

31、）/（71391.95105）=3.967cm曲线段伸长量：X=456.5cm起点张拉力= =1346.43KN终点张拉力 = e-(kx+u) =1346.43e-(0.00154.565+0.250.0913)=1307.07KN平均张拉力Pp= 1-e-(kx+u)/ (kx+) =1346.431- e-(0.00154.565+0.250.0913/ (0.00154.565+0.250.0913) =1326.65KN = Pp / ApEp=（1326.65103456.5）/（71391.95105）=3.192cm中间段直线伸长量: X=2138.8cm起点张拉力= p3=1

32、301.47KN终点张拉力p4=p3 e-(kx+u) =1301.47e-(0.001521.388+0.250)=1260.38KNPp= p3 1-e-(kx+u)/ (kx+) =1301.471- e-(0.001521.388+0.250)/ (0.001521.388+0.250) =1280.82KNL3= PpL3/ ApEp=（1280.821032138.8）/（71391.95105）=14.438cm因此，边跨中梁、边梁N1束在0100%k阶段计算伸长量L=（L1+L2+L3）=2.458+3.845+3.967+3.192+14.438=27.9cm。6、中跨边梁N

33、1伸长量计算N1钢束从0100%k阶段理论伸长量：N1钢束实际张拉长度(一端)：L=55+1178.4+782+17.2+782+1178.4+55=4048cm其中两端直线段长度：L1=55+1178.4=1233.4cm; 中间两曲线段长度分别为：=L2=782cm； 中间段直线长度：L3=17.2cm 直线段L1伸长量: x=1233.4 cm起点张拉力p1=p=1745.19KN终点张拉力p2=p1 e-(kx+u) =1745.19e-(0.001512.334+0.250)=1713.20KN平均张拉力Pp= p1 1-e-(kx+u)/ (kx+) =1745.191- e-(0

34、.001512.344+0.250)/ (0.001512.344+0.250) =1729.145KN =L1=PpL1/ApEp=（1729.1451031233.4）/（91391.95105）=8.743cm曲线段L2伸长量： X=782 cm起点张拉力= p2=1713.20KN终点张拉力p3=p2 e-(kx+u) =1713.199e-(0.00157.82+0.250.09775)=1652.344KN平均张拉力Pp= p2 1-e-(kx+u)/ (kx+) =1713.201- e-(0.00158.976+0.250.09775)/ (0.00157.82+0.250.0

35、9775) =1682.588KNL1=L2= PpL2/ ApEp=（1682.588103782）/（91391.95105）=5.394cm中间段直线伸长量: X=17.2cm起点张拉力= p3=1652.344KN终点张拉力p4=p3 e-(kx+u) =1652.344e-(0.00150.172+0.250)=1651.92KNPp= p3 1-e-(kx+u)/ (kx+) =1652.3441- e-(0.00150.172+0.250)/ (0.00150.172+0.250) =1652.13KNL3= PpL3/ ApEp=（1652.1310317.2/（91391.9

36、5105）=0.117cm 因此，中跨边梁N1束在0100%k阶段计算伸长量L=（L1+L2+L3）=8.7432+5.3942+0.117=28.391cm。7、中跨中梁N1伸长量计算N1钢束从0100%k阶段理论伸长量：N1钢束实际张拉长度：L=55+1178.4+782+17.2+782+1178.4+55=4048cm其中两端直线段长度：L1=55+1178.4=1233.4cm; 中间两曲线段长度分别为：=L2=782cm； 中间段直线长度：L3=17.2cm 直线段L1、伸长量: x=1233.4 cm起点张拉力p1=p=1357.37KN终点张拉力p2=p1 e-(kx+u) =

37、1357.37e-(0.001512.334+0.250)=1332.49KN平均张拉力Pp= p1 1-e-(kx+u)/ (kx+) =1357.371- e-(0.001512.344+0.250)/ (0.001512.344+0.250) =1344.89KN =L1=PpL1/ApEp=（1344.891031233.4）/（71391.95105）=8.743cm曲线段L2伸长量： X=782 cm起点张拉力= p2=1332.49KN终点张拉力p3=p2 e-(kx+u) =1332.49e-(0.00157.82+0.250.09775)=1276.49KN平均张拉力Pp=

38、p2 1-e-(kx+u)/ (kx+) =1332.491- e-(0.00158.976+0.250.09775)/ (0.00157.82+0.250.09775) =1308.68KNL1=L2= PpL2/ ApEp=（1308.68103782）/（71391.95105）=5.394cm中间段直线伸长量: X=17.2cm起点张拉力= p3=1276.49KN终点张拉力p4=p3 e-(kx+u) =1276.49e-(0.00150.172+0.250)=1276.16KNPp= p3 1-e-(kx+u)/ (kx+) =1276.491- e-(0.00150.172+0.

39、250)/ (0.00150.172+0.250) =1276.33KNL3= PpL3/ ApEp=（1276.3310317.2/（71391.95105）=0.117cm 因此，中跨边梁N1束在0100%k阶段计算伸长量L=（L1+L2+L3）=8.7432+5.3942+0.117=28.391cm。8、中跨中梁N2伸长量计算N2钢束从0100%k阶段理论伸长量：N2钢束实际张拉长度L=55+794.4+947.9+451+947.9+794.4+55=4045.6cm其中两端直线段长度：L1=55+794.4=849.4cm; 中间两曲线段长度分别为：=L2=947.9cm； 中间段

40、直线长度：L3=451cm 直线段L1、伸长量: x=1233.4 cm起点张拉力p1=p=1357.37KN终点张拉力p2=p1 e-(kx+u) =1357.37e-(0.00158.494+0.250)=1340.185KN平均张拉力Pp= p1 1-e-(kx+u)/ (kx+) =1357.371- e-(0.00158.494+0.250)/ (0.00158.494+0.250) =1348.759KN =L1=PpL1/ApEp=（1348.759103849.4）/（71391.95105）=6.038cm曲线段L2伸长量： X=947.9 cm起点张拉力= p2=1340.

41、185KN终点张拉力p3=p2 e-(kx+u) =1332.49e-(0.00159.479+0.250.1185)=1282.70KN平均张拉力Pp= p2 1-e-(kx+u)/ (kx+) =1340.1851- e-(0.00159.479+0.250.1185)/ (0.00157.82+0.250.1185) =1311.23KNL=L2= PpL2/ ApEp=（1311.23103782）/（71391.95105）=6.55cm中间段直线伸长量: X=451cm起点张拉力= p3=1282.70KN终点张拉力p4=p3 e-(kx+u) =1282.70e-(0.00154

42、.51+0.250)=1274.05KNPp= p3 1-e-(kx+u)/ (kx+) =1282.701- e-(0.00154.51+0.250)/ (0.00154.51+0.250) =1278.37KNL3= PpL3/ ApEp=（1278.37103451/（71391.95105）=3.04cm 因此，中跨边梁N1束在0100%k阶段计算伸长量L=（L1+L2+L3）=6.0382+6.552+3.04=28.216cm。曲线段：L2=3.14159*5*4000/180=349.1cm中间段直线长度：L3=423.6cm 直线段（一端）伸长量: X=55+455.9=510

43、.9起点张拉力p1=p=775.64KN终点张拉力p2=p1 e-(kx+u) =775.64e-(0.00155.109+0.250)=769.72KN平均张拉力Pp= p1 1-e-(kx+u)/ (kx+) =775.641- e-(0.00155.109+0.250)/ (0.00155.109+0.250) =772.68KN L1=PpL1/ApEp=（772.68103510.9）/（41391.95105）=3.64cm曲线段伸长量：X=349.1起点张拉力= p2=769.72KN终点张拉力p3=p2 e-(kx+u) =769.72e-(0.00153.491+0.250.0873)=752.45KN平均张拉力Pp= p2 1-e-(kx+u)/ (kx+) =769.721- e-(0.00153.491+0.250.0873)/ (0.00153.491+0.250.0873) =761.05KN L2= PpL2/ ApEp=（761.05103349.1）/（41391.95105）=2.45cm中间段直线伸长量: X=423.6起点张拉力= p3=