复核某桥张拉伸长量计算资料(修改后)

1、 110110米米箱箱梁梁张张拉拉控控制制应应力力及及油油表表读读数数千斤顶型号规格：400t千斤顶编号：12060501油泵编号：压力表编号：33744压力表型号规格：060MPa压力荷载关系公式：y=0.0135X-0.9456梁板位置钢束号钢绞线根数控制张拉力（KN）施工张拉力 （KN）油表读数（MPa）全桥边腹板N115280510%280.52.8420%5616.6350%1402.517.99100%280536.92N215280510%280.52.8420%5616.6350%1402.517.99100%280536.92N315280510%280.52.8420%56

2、16.6350%1402.517.99100%280536.92中腹板N115280510%280.52.8420%5616.6350%1402.517.99100%280536.92N215280510%280.52.8420%5616.6350%1402.517.99100%280536.92N315280510%280.52.8420%5616.6350%1402.517.99100%280536.92边腹板N115280510%280.52.8420%5616.6350%1402.517.99100%280536.92N215280510%280.52.8420%5616.6350%1

3、402.517.99100%280536.92N315280510%280.52.8420%5616.6350%1402.517.99100%280536.92全桥面板N415277510%277.52.8020%5556.5550%1387.517.79100%277536.52N515277510%277.52.8020%5556.5550%1387.517.79100%277536.52跨中底板N612222010%2222.0520%4445.0550%111014.04100%222029.02跨中底板N6122220 110110米米箱箱梁梁张张拉拉控控制制应应力力及及油油表表读读

4、数数千斤顶型号规格：400t千斤顶编号：12060502油泵编号：压力表编号：33787压力表型号规格：060MPa压力荷载关系公式：y=0.0132X-0.3869梁板位置钢束号钢绞线根数控制张拉力（KN）施工张拉力 （KN）油表读数（MPa）全桥边腹板N115280510%280.53.3220%5617.0250%1402.518.13100%280536.64N215280510%280.53.3220%5617.0250%1402.518.13100%280536.64N315280510%280.53.3220%5617.0250%1402.518.13100%280536.64中

5、腹板N115280510%280.53.3220%5617.0250%1402.518.13100%280536.64N215280510%280.53.3220%5617.0250%1402.518.13100%280536.64N315280510%280.53.3220%5617.0250%1402.518.13100%280536.64边腹板N115280510%280.53.3220%5617.0250%1402.518.13100%280536.64N215280510%280.53.3220%5617.0250%1402.518.13100%280536.64N315280510

6、%280.53.3220%5617.0250%1402.518.13100%280536.64全桥面板N415277510%277.53.2820%5556.9450%1387.517.93100%277536.24N515277510%277.53.2820%5556.9450%1387.517.93100%277536.24跨中底板N612222010%2222.5420%4445.4750%111014.27100%222028.92跨中底板N6122220 110米箱梁预应力张拉计算（N1）本合同段预应力混凝土结构采用j15.20高强度低松驰钢绞线，钢绞线的标准强度为fpk=1860

7、MPa ,N1-N3锚下控制应力为con=0.723 fpk=1345 MPa，N4-N6锚下控制应力为 con=1330 MPa，截面积为139mm2，Ep=192（根据钢绞线实验数据取平均值）。张拉采用双向张拉，千斤顶到锚具工作长度按60cm计。单束预应力筋的张拉力P =0.723 fpkAg/1000=0.7231860139/1000=187KN 孔道采用PE塑料波纹管成型，=0.15，K=0.0015 计算公式： PP=P（1-e（kx+）/（kx+） L=PPL/APEP箱梁N1钢绞线伸长量计算（N1-钢束15束）分段X(m）（rad)Kx+e-(Kx+)起点力（KN)终点力（KN

8、）平均力（KN)L(m)单端伸长L(m)P2804.325工作端0.600.0009000.9991004052804.3252804.332804.330.0042031250.3366AP2085L14.7660800.0071490.9928763742804.332784.352794.320.033268322EP192L20.474520.0474520.0078300.9922009912784.352762.632773.480.003287545K0.0015L310.612240.0524970.0237930.976487912762.632697.682730.030.

9、0723713430.15L40.467170.1777390.0273620.9730093332697.682624.872661.110.003105487L59.5671800.0143510.9857517112624.872587.472606.120.062283241L61.226970.1226970.0202450.9799585492587.472535.612561.450.007850775L72.5660800.0038490.9961582782535.612525.872530.740.016222196L80.364180.1635670.0250810.97

10、52306032525.872463.302494.460.002269261L97.1467200.0107200.9893371752463.302437.042450.150.043741301L102.272980.2272980.0375040.9631904012437.042347.332391.900.013581012L1112.88340.0637320.0288850.9715282812347.332280.502313.750.074462989L120.854982工作端N1钢束单端延伸量L=193.9mm，图纸设计伸长量：?mm 施工时前10%张拉伸长量不准确，初

11、始伸长量含将钢绞线拉直的长度，实际施工时按0-10%张拉力量测伸长量L110%，按10%-20%张拉力量测伸长量L210-20%，计算伸长量（0-10%张拉力）L1，10%=L2*（10-20%）；控制10%20%、20%100%的伸长量，伸长量偏差不超过6%，否则应分析原因或重新张拉。 110米箱梁预应力张拉计算（N2）本合同段预应力混凝土结构采用j15.20高强度低松驰钢绞线，钢绞线的标准强度为fpk=1860 MPa ,N1-N3锚下控制应力为con=0.723 fpk=1345 MPa，N4-N6锚下控制应力为 con=1330 MPa，截面积为139mm2，Ep=192（根据钢绞线实

12、验数据取平均值）。张拉采用双向张拉，千斤顶到锚具工作长度按60cm计。单束预应力筋的张拉力P =0.723 fpkAg/1000=0.7231860139/1000=187KN 孔道采用PE塑料波纹管成型，=0.15，K=0.001 5 计算公式： PP=P（1-e（kx+）/（kx+） L=PPL/APEP箱梁N2钢绞线伸长量计算（N2-钢束15束）分段X(m）（rad)Kx+e-(Kx+)起点力（KN)终点力（KN）平均力（KN)L(m)单端伸长L(m)P2804.325工作端0.600.0009000.9991004052804.3252804.332804.330.0042031250

13、.3550AP2085L17.3038500.0109560.9891040212804.332773.772789.020.050885736EP192L20.410680.0410680.0067760.9932466872773.772755.042764.390.002835933K0.0015L37.234530.0357880.0162200.9839108412755.042710.712732.810.0493870520.15L41.591610.1591610.0262620.9740802712710.712640.452675.430.01063708L59.71441

14、00.0145720.9855340372640.452602.252621.310.063610195L61.086170.1086170.0179220.9822378352602.252556.032579.070.006997682L74.673200.0070100.9930147112556.032538.182547.090.02973391L81.563180.1563180.0257920.9745373142538.182473.552505.720.009784415L97.2335800.0108500.9892082832473.552446.852460.180.0

15、44454157L102.153870.2153870.0355390.9650852352446.852361.422403.890.012933796L1111.940760.0590690.0267710.973583692361.422299.042330.090.069502125L1255.50584工作端N2钢束单端延伸量L=187.5mm，图纸设计伸长量：?mm 施工时前10%张拉伸长量不准确，初始伸长量含将钢绞线拉直的长度，实际施工时按0-10%张拉力量测伸长量L110%，按10%-20%张拉力量测伸长量L210-20%，计算伸长量（0-10%张拉力）L1，10%=L2*（1

16、0-20%）；控制10%20%、20%100%的伸长量，伸长量偏差不超过6%，否则应分析原因或重新张拉。 110米箱梁预应力张拉计算（N3）本合同段预应力混凝土结构采用j15.20高强度低松驰钢绞线，钢绞线的标准强度为fpk=1860 MPa ,N1-N3锚下控制应力为con=0.723 fpk=1345 MPa，N4-N6锚下控制应力为 con=1330 MPa，截面积为139mm2，Ep=192（根据钢绞线实验数据取平均值）。张拉采用双向张拉，千斤顶到锚具工作长度按60cm计。单束预应力筋的张拉力P =0.723 fpkAg/1000=0.7231860139/1000=187KN 孔道采

17、用PE塑料波纹管成型，=0.15，K=0.001 5 计算公式： PP=P（1-e（kx+）/（kx+） L=PPL/APEP箱梁N3钢绞线伸长量计算（N3-钢束15束）分段X(m）（rad)Kx+e-(Kx+)起点力（KN)终点力（KN）平均力（KN)L(m)单端伸长L(m)P2804.325工作端0.600.0009000.9991004052804.3252804.332804.330.0042031250.3563AP2085L18.7740700.0131610.9869251242804.332767.662785.950.061061489EP192L20.492030.0492

18、030.0081180.9919143712767.662745.282756.450.003387935K0.0015L34.761270.0235530.0106750.9893819192745.282716.132730.680.0324777770.15L41.453720.1453720.0239860.9762990072716.132651.762683.810.009745991L59.8200100.0147300.9853779412651.762612.982632.320.064571895L60.994030.0994430.0164070.983726375261

19、2.982570.462591.660.006435327L76.7530100.0101300.9899216162570.462544.552557.480.043142277L81.495940.1495940.0246830.9756191252544.552482.512513.410.009392248L97.316300.0109740.989085552482.512455.422468.940.045122706L102.039880.2039880.0336580.9669021092455.422374.152414.560.012303672L1110.995790.0

20、543940.0246530.9756486132374.152316.342345.120.064414707L12工作端N3钢束单端延伸量L=180.9mm，图纸设计伸长量：?mm 施工时前10%张拉伸长量不准确，初始伸长量含将钢绞线拉直的长度，实际施工时按0-10%张拉力量测伸长量L110%，按10%-20%张拉力量测伸长量L210-20%，计算伸长量（0-10%张拉力）L1，10%=L2*（10-20%）；控制10%20%、20%100%的伸长量，伸长量偏差不超过6%，否则应分析原因或重新张拉。 110米箱梁预应力张拉计算（N4=N5）本合同段预应力混凝土结构采用j15.20高强度低松

21、驰钢绞线，钢绞线的标准强度为fpk=1860 MPa ,N1-N3锚下控制应力为con=0.723 fpk=1345 MPa，N4-N6锚下控制应力为 con=1330 MPa，截面积为139mm2，Ep=192（根据钢绞线实验数据取平均值）。张拉采用双向张拉，千斤顶到锚具工作长度按60cm计。单束预应力筋的张拉力P =conAg/1000=1330139/1000=185KN 孔道采用PE塑料波纹管成型，=0.15，K=0.001 5 计算公式： PP=P（1-e（kx+）/（kx+） L=PPL/APEP箱梁N4钢绞线伸长量计算（N4、N5-钢束15束）分段X(m）（rad)Kx+e-(K

22、x+)起点力（KN)终点力（KN）平均力（KN)L(m)整段长L(m)P2773.05工作端0.600.0009000.9991004052773.052773.052773.050.004156250.2822AP2085L11.6740500.0025110.9974920752773.052766.102769.570.011581736EP192L21.722750.1722750.0284250.9719748252766.102688.582727.150.011736112K0.0015L317.1364900.0257050.9746228192688.582620.35265

23、4.310.1136231950.15L4工作端N4、N5钢束整段延伸量L=286.5mm，图纸设计伸长量：?mm 施工时前10%张拉伸长量不准确，初始伸长量含将钢绞线拉直的长度，实际施工时按0-10%张拉力量测伸长量L110%，按10%-20%张拉力量测伸长量L210-20%，计算伸长量（0-10%张拉力）L1，10%=L2*（10-20%）；控制10%20%、20%100%的伸长量，伸长量偏差不超过6%，否则应分析原因或重新张拉。 110米箱梁预应力张拉计算（N6）本合同段预应力混凝土结构采用j15.20高强度低松驰钢绞线，钢绞线的标准强度为fpk=1860 MPa ,N1-N3锚下控制应力为con=0.723 fpk=1345 MPa，N4-N6锚下控制应力为 con=1330 MPa，截面积为139mm2，Ep=192（根据钢绞线实验数据取平均值）。张拉采用双向张拉，千斤顶到锚具工作长度按60cm