1、钢绞线下料长度L=103(台座)- 0.65(拉端) 2(锚固端) =100.35mAp=140mm2Ep=195Gpa L= P*L/Ap*Ep=1302Ap*100.35/Ap*195=670mm(2)16M、20M空心板梁:钢绞线下料长度L=89(台座) 1.6(拉端) - 1(锚固端) =86.4mL= P*L/ Ap*Ep =1302Ap*86.4/ Ap*195=577 mm伸长值相对误差计算相对误差=(实测值-理论值)/理论值,按6%控制,10M、13M空心板梁预应力筋实测值合格围:630710mm;16M、20M空心板梁预应力筋实测值合格围:543611mm; 二、先法预应力空
2、心板梁拉油压表读数计算式拉控制应力con =0.7fpk=1302MPa,单根钢绞线控制拉力Ng=con Ap=182.28KN,整体控制拉力为:10m板梁中梁:Ny=9根Ng=1640.5KN; 10m板梁边梁:Ny=11根Ng=2005KN;13m板梁中梁:Ny=12根Ng=2187.3KN;13m板梁边梁:Ny=13根Ng=2369.6KN;16m板梁中梁:Ny=14根Ng=2551.9KN;16m板梁边梁:Ny=16根Ng=2916.5KN;20m板梁中梁:Ny=18根Ng=3281KN; 20m板梁边梁:Ny=20根Ng=3645.6KN;千斤顶与油压表标定一元线性回归方程压力表编号
3、:1911910千斤顶编号:12170#回归方程:P=0.2311F+1.26191199212161#P=0.01740F-0.3219119072#P=0.01715F+0.22先法预应力空心板梁单根s15.2钢绞线其设计拉控制力为182.28KN.一、12170#液压式拉机(1)压力表19119100.10con =0.2311182.280.10+1.26 =5.47MPa(2)压力表1811470P=0.2436F+0.050.10con =0.24360.10+0.05 =4.49MPa10m空心板梁中梁9s15.2钢绞线其设计拉控制力为1640.5KN.一、12161#液压式拉机
4、(1)压力表19119920.25con =0.017401640.520.25-0.32=3.24MPa0.5con =0.017400.5-0.32=6.81MPa1.0con =0.017401.0-0.32=13.95MPa(2)压力表1#P=0.01774F+1.010.25con =0.017740.25+1.01=4.64MPa0.5con =0.017740.5+1.01=8.28MPa1.0con =0.017741.0+1.01=15.56MPa二、2#液压式拉机(1)压力表19119070.25con =0.017150.25+0.22=3.73MPa0.5con =0.
5、017150.5+0.22=7.25MPa1.0con =0.017151.0+0.22=14.28MPa(2)压力表1811417P=0.01829F+0.080.25con =0.018290.25+0.08=3.83MPa0.5con =0.018290.5+0.08=7.58MPa1.0con =0.018291.0+0.08=15.08MPa10m空心板梁边梁11s15.2钢绞线其设计拉控制力为2005KN.20050.25-0.32=4.04MPa0.5-0.32=8.4MPa1.0-0.32=17.12MPa0.25+1.01=5.45MPa0.5+1.01=9.9MPa1.0+
6、1.01=18.79MPa0.25+0.22=4.51MPa0.5+0.22=8.81MPa1.0+0.22=17.41MPa0.25+0.08=4.66MPa0.5+0.08=9.24MPa1.0+0.08=18.41MPa13m空心板梁中梁12s15.2钢绞线其设计拉控制力为2187.3KN.2187.30.25-0.32=4.43MPa0.5-0.32=9.19MPa1.0-0.32=18.71MPa0.25+1.01=5.86MPa0.5+1.01=10.71MPa1.0+1.01=20.41MPa0.25+0.22=4.90MPa0.5+0.22=9.59MPa1.0+0.22=18
7、.97MPa0.25+0.08=5.08MPa0.5+0.08=10.08MPa1.0+0.08=20.08MPa13m空心板梁边梁13s15.2钢绞线其设计拉控制力为2369.6KN.2369.60.25-0.32=4.83MPa0.5-0.32=9.98MPa1.0-0.32=20.29MPa0.25+1.01=6.26MPa0.5+1.01=11.51MPa1.0+1.01=22.02MPa0.25+0.22=5.30MPa0.5+0.22=10.37MPa1.0+0.22=20.53MPa0.25+0.08=5.49MPa0.5+0.08=10.91MPa1.0+0.08=21.75
8、MPa16m空心板梁中梁14s15.2钢绞线其设计拉控制力为2551.9KN.2551.90.25-0.32=5.23MPa0.5-0.32=10.78MPa1.0-0.32=21.88MPa0.25+1.01=6.66MPa0.5+1.01=12.32MPa1.0+1.01=23.64MPa0.25+0.22=5.69MPa0.5+0.22=11.16MPa1.0+0.22=22.1MPa0.25+0.08=5.91MPa0.5+0.08=11.74MPa1.0+0.08=23.41MPa16m空心板梁边梁16s15.2钢绞线其设计拉控制力为2916.5KN.2916.50.25-0.32=
9、6.02MPa0.5-0.32=12.37MPa1.0-0.32=25.05MPa0.25+1.01=7.47MPa0.5+1.01=13.94MPa1.0+1.01=26.88MPa0.25+0.22=6.47MPa0.5+0.22=12.72MPa1.0+0.22=25.23MPa0.25+0.08=6.74MPa0.5+0.08=13.41MPa1.0+0.08=26.75MPa20m空心板梁中梁18s15.2钢绞线其设计拉控制力为3281KN.32810.25-0.32=6.81MPa0.5-0.32=13.95MPa1.0-0.32=28.22MPa0.25+1.01=8.28MPa
10、0.5+1.01=15.56MPa1.0+1.01=30.11MPa0.25+0.22=7.25MPa0.5+0.22=14.28MPa1.0+0.22=28.35MPa0.25+0.08=7.58MPa0.5+0.08=15.08MPa1.0+0.08=30.08MPa20m空心板梁边梁20s15.2钢绞线其设计拉控制力为3645.6KN.3645.60.25-0.32=7.60MPa0.5-0.32=15.54MPa1.0-0.32=31.39MPa0.25+1.01=9.09MPa0.5+1.01=17.17MPa1.0+1.01=33.34MPa0.25+0.22=8.03MPa0.5
11、+0.22=15.85MPa1.0+0.22=31.48MPa0.25+0.08=8.41MPa0.5+0.08=16.75MPa1.0+0.08=33.42MPa附件:液压式拉机检定证书对同一验收批同一设计强度,工程现场分两种方法评定:(一)非统计方法用于试块组数n9组时mfcu1.15fcu,kfcu,min0.95fcu,k(二)统计方法用于试块组数n10组时mfcu1 Sfcu 0.90fcu,kfcu,min2 fcu,k20组以上同10-20组,也是采用数理统计方法 他的系数没有对齐,这是个表格,要对齐的看 组数n= 1014 1524 25 1 = 1.7 1.65 1.6 2 = 0.9 0.85 0.85 当组数在10-14间的时候,1取1.7,2取0.9,代入到二楼提供的式子里。以此类推。式子成立的话就是合格了。 另外:mfcu:平均强度;15fcu,k 标注值,C30的就是30;fcu,min是最小值; fcu同mfcu,也是平均强度;fcu是标准差,要计算的。 计算标准差的方法,所有数的平方和减去(平均值的平方乘于数的个数-就是几个数),所得结果除以数的个数减一,再把所得值开根号,就是1/2次方,得到的数就是这组数的标准差。