先张法空心板梁张拉参数计算书(全部油表).docx

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先张法空心板梁张拉参数计算
根据空心板梁钢绞线理论伸长值及最大张拉力应以《桥规》为计算依据，原则上不采用超张拉。当张拉到100%控制力时，持荷5分钟，在控制力稳定后进行锚固，若出现压力表回走情况，将重新张拉到控制应力，直到稳定为止。现将张拉控制程序说明如下：
一、张拉理论伸长量计算
根据2011年《桥规》要求，先张法采用一端张拉，另一端固定，其中预应力钢筋张拉控制应力为0.70 fpk =1302Mpa，即可达到纲绞线强度的70%；根据出厂材质报告可知弹性模量Ep=195Gpa；先张法张拉程序：0 σ。（拟采用σ。=0.25σcon 0.5σcon 1.0σcon）σcon （持荷5分钟锚固），张拉采用双控，以张拉力为主，伸长量容许误差小于±6%。
理论伸长量计算公式：
△L= P*L/ Ap*Ep
式中：P——设计张拉力（N）
L——张拉钢绞线长度（cm）
Ap——钢绞线截面面积（mm2）
Ep——钢绞线弹性模量（N/mm2）
对于本预制梁场：
P=1860*70%*Ap=1302Ap
（1）10M、13M空心板梁：钢绞线下料长度L=103(台座)- 0.65（张拉端) – 2（锚固端) =100.35m
Ap=140mm2
Ep=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（张拉端) - 1（锚固端) =86.4m
Ap=140mm2
Ep=195Gpa
△L= 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范围：630～710mm；16M、20M空心板梁预应力筋实测值合格范围：543～611mm；
二、先张法预应力空心板梁张拉油压表读数计算式
张拉控制应力σcon =0.7fpk=1302MPa，单根钢绞线控制张拉力
Ng=σcon ×Ap=182.28KN，整体控制张拉力为:
  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：1911910
千斤顶编号：12170#
回归方程：P=0.2311F+1.26
压力表编号：1911992
千斤顶编号：12161#
回归方程：P=0.01740F-0.32
压力表编号：1911907
千斤顶编号：2#
回归方程：P=0.01715F+0.22
先张法预应力空心板梁单根φs15.2钢绞线其设计张拉控制力为182.28KN.
一、12170#液压式张拉机
（1）压力表1911910
P=0.2311F+1.26
0.10σcon =0.2311×182.28×0.10+1.26 =5.47MPa
（2）压力表1811470
P=0.2436F+0.05
0.10σcon =0.2436×182.28×0.10+0.05 =4.49MPa
10m空心板梁中梁9φs15.2钢绞线其设计张拉控制力为1640.5KN.
一、12161#液压式张拉机
（1）压力表1911992
P=0.01740F-0.32
0.25σcon =0.01740×1640.5÷2×0.25-0.32=3.24MPa
0.5σcon =0.01740×1640.5÷2×0.5-0.32=6.81MPa
1.0σcon =0.01740×1640.5÷2×1.0-0.32=13.95MPa
（2）压力表1#
P=0.01774F+1.01
0.25σcon =0.01774×1640.5÷2×0.25+1.01=4.64MPa
0.5σcon =0.01774×1640.5÷2×0.5+1.01=8.28MPa
1.0σcon =0.01774×1640.5÷2×1.0+1.01=15.56MPa
二、2#液压式张拉机
（1）压力表1911907
P=0.01715F+0.22
0.25σcon =0.01715×1640.5÷2×0.25+0.22=3.73MPa
0.5σcon =0.01715×1640.5÷2×0.5+0.22=7.25MPa
1.0σcon =0.01715×1640.5÷2×1.0+0.22=14.28MPa
（2）压力表1811417
P=0.01829F+0.08
0.25σcon =0.01829×1640.5÷2×0.25+0.08=3.83MPa
0.5σcon =0.01829×1640.5÷2×0.5+0.08=7.58MPa
1.0σcon =0.01829×1640.5÷2×1.0+0.08=15.08MPa
10m空心板梁边梁11φs15.2钢绞线其设计张拉控制力为2005KN.
一、12161#液压式张拉机
（1）压力表1911992
P=0.01740F-0.32
0.25σcon =0.01740×2005÷2×0.25-0.32=4.04MPa
0.5σcon =0.01740×2005÷2×0.5-0.32=8.4MPa
1.0σcon =0.01740×2005÷2×1.0-0.32=17.12MPa
（2）压力表1#
P=0.01774F+1.01
0.25σcon =0.01774×2005÷2×0.25+1.01=5.45MPa
0.5σcon =0.01774×2005÷2×0.5+1.01=9.9MPa
1.0σcon =0.01774×2005÷2×1.0+1.01=18.79MPa
二、2#液压式张拉机
（1）压力表1911907
P=0.01715F+0.22
0.25σcon =0.01715×2005÷2×0.25+0.22=4.51MPa
0.5σcon =0.01715×2005÷2×0.5+0.22=8.81MPa
1.0σcon =0.01715×2005÷2×1.0+0.22=17.41MPa
（2）压力表1811417
P=0.01829F+0.08
0.25σcon =0.01829×2005÷2×0.25+0.08=4.66MPa
0.5σcon =0.01829×2005÷2×0.5+0.08=9.24MPa
1.0σcon =0.01829×2005÷2×1.0+0.08=18.41MPa
13m空心板梁中梁12φs15.2钢绞线其设计张拉控制力为2187.3KN.
一、12161#液压式张拉机
（1）压力表1911992
P=0.01740F-0.32
0.25σcon =0.01740×2187.3÷2×0.25-0.32=4.43MPa
0.5σcon =0.01740×2187.3÷2×0.5-0.32=9.19MPa
1.0σcon =0.01740×2187.3÷2×1.0-0.32=18.71MPa
（2）压力表1#
P=0.01774F+1.01
0.25σcon =0.01774×2187.3÷2×0.25+1.01=5.86MPa
0.5σcon =0.01774×2187.3÷2×0.5+1.01=10.71MPa
1.0σcon =0.01774×2187.3÷2×1.0+1.01=20.41MPa
二、2#液压式张拉机
（1）压力表1911907
P=0.01715F+0.22
0.25σcon =0.01715×2187.3÷2×0.25+0.22=4.90MPa
0.5σcon =0.01715×2187.3÷2×0.5+0.22=9.59MPa
1.0σcon =0.01715×2187.3÷2×1.0+0.22=18.97MPa
（2）压力表1811417

P=0.01829F+0.08
0.25σcon =0.01829×2187.3÷2×0.25+0.08=5.08MPa
0.5σcon =0.01829×2187.3÷2×0.5+0.08=10.08MPa
1.0σcon =0.01829×2187.3÷2×1.0+0.08=20.08MPa
13m空心板梁边梁13φs15.2钢绞线其设计张拉控制力为2369.6KN.
一、12161#液压式张拉机
（1）压力表1911992
P=0.01740F-0.32
0.25σcon =0.01740×2369.6÷2×0.25-0.32=4.83MPa
0.5σcon =0.01740×2369.6÷2×0.5-0.32=9.98MPa
1.0σcon =0.01740×2369.6÷2×1.0-0.32=20.29MPa
（2）压力表1#
P=0.01774F+1.01
0.25σcon =0.01774×2369.6÷2×0.25+1.01=6.26MPa
0.5σcon =0.01774×2369.6÷2×0.5+1.01=11.51MPa
1.0σcon =0.01774×2369.6÷2×1.0+1.01=22.02MPa
二、2#液压式张拉机
（1）压力表1911907
P=0.01715F+0.22
0.25σcon =0.01715×2369.6÷2×0.25+0.22=5.30MPa
0.5σcon =0.01715×2369.6÷2×0.5+0.22=10.37MPa
1.0σcon =0.01715×2369.6÷2×1.0+0.22=20.53MPa
（2）压力表1811417
P=0.01829F+0.08
0.25σcon =0.01829×2369.6÷2×0.25+0.08=5.49MPa
0.5σcon =0.01829×2369.6÷2×0.5+0.08=10.91MPa
1.0σcon =0.01829×2369.6÷2×1.0+0.08=21.75 MPa
16m空心板梁中梁14φs15.2钢绞线其设计张拉控制力为2551.9KN.
一、12161#液压式张拉机
（1）压力表1911992
P=0.01740F-0.32
0.25σcon =0.01740×2551.9÷2×0.25-0.32=5.23MPa
0.5σcon =0.01740×2551.9÷2×0.5-0.32=10.78MPa
1.0σcon =0.01740×2551.9÷2×1.0-0.32=21.88MPa
（2）压力表1#
P=0.01774F+1.01
0.25σcon =0.01774×2551.9÷2×0.25+1.01=6.66MPa
0.5σcon =0.01774×2551.9÷2×0.5+1.01=12.32MPa
1.0σcon =0.01774×2551.9÷2×1.0+1.01=23.64MPa
二、2#液压式张拉机
（1）压力表1911907
P=0.01715F+0.22
0.25σcon =0.01715×2551.9÷2×0.25+0.22=5.69MPa
0.5σcon =0.01715×2551.9÷2×0.5+0.22=11.16MPa
1.0σcon =0.01715×2551.9÷2×1.0+0.22=22.1MPa

（2）压力表1811417
P=0.01829F+0.08
0.25σcon =001829×2551.9÷2×0.25+0.08=5.91MPa
0.5σcon =0.01829×2551.9÷2×0.5+0.08=11.74MPa
1.0σcon =0.01829×2551.9÷2×1.0+0.08=23.41MPa
16m空心板梁边梁16φs15.2钢绞线其设计张拉控制力为2916.5KN.
一、12161#液压式张拉机
（1）压力表1911992
P=0.01740F-0.32
0.25σcon =0.01740×2916.5÷2×0.25-0.32=6.02MPa
0.5σcon =0.01740×2916.5÷2×0.5-0.32=12.37MPa
1.0σcon =0.01740×2916.5÷2×1.0-0.32=25.05MPa
（2）压力表1#
P=0.01774F+1.01
0.25σcon =0.01774×2916.5÷2×0.25+1.01=7.47MPa
0.5σcon =0.01774×2916.5÷2×0.5+1.01=13.94MPa
1.0σcon =0.01774×2916.5÷2×1.0+1.01=26.88MPa
二、2#液压式张拉机
（1）压力表1911907
P=0.01715F+0.22
0.25σcon =0.01715×2916.5÷2×0.25+0.22=6.47MPa
0.5σcon =0.01715×2916.5÷2×0.5+0.22=12.72MPa
1.0σcon =0.01715×2916.5÷2×1.0+0.22=25.23MPa
（2）压力表1811417
P=0.01829F+0.08
0.25σcon =0.01829×2916.5÷2×0.25+0.08=6.74MPa
0.5σcon =0.01829×2916.5÷2×0.5+0.08=13.41MPa
1.0σcon =0.01829×2916.5÷2×1.0+0.08=26.75MPa

20m空心板梁中梁18φs15.2钢绞线其设计张拉控制力为3281KN.
一、12161#液压式张拉机
（1）压力表1911992
P=0.01740F-0.32
0.25σcon =0.01740×3281÷2×0.25-0.32=6.81MPa
0.5σcon =0.01740×3281÷2×0.5-0.32=13.95MPa
1.0σcon =0.01740×3281÷2×1.0-0.32=28.22MPa
（2）压力表1#
P=0.01774F+1.01
0.25σcon =0.01774×3281÷2×0.25+1.01=8.28MPa
0.5σcon =0.01774×3281÷2×0.5+1.01=15.56MPa
1.0σcon 0.01774×3281÷2×1.0+1.01=30.11MPa
二、2#液压式张拉机
（1）压力表1911907
P=0.01715F+0.22
0.25σcon =0.01715×3281÷2×0.25+0.22=7.25MPa
0.5σcon =0.01715×3281÷2×0.5+0.22=14.28MPa
1.0σcon =0.01715×3281÷2×1.0+0.22=28.35MPa
（2）压力表1811417
P=0.01829F+0.08
0.25σcon =0.01829×3281÷2×0.25+0.08=7.58MPa
0.5σcon =0.01829×3281÷2×0.5+0.08=15.08MPa
1.0σcon =0.01829×3281÷2×1.0+0.08=30.08MPa
20m空心板梁边梁20φs15.2钢绞线其设计张拉控制力为3645.6KN.
一、12161#液压式张拉机
（1）压力表1911992
P=0.01740F-0.32
0.25σcon =0.01740×3645.6÷2×0.25-0.32=7.60MPa
0.5σcon =0.01740×3645.6÷2×0.5-0.32=15.54MPa
1.0σcon =0.01740×3645.6÷2×1.0-0.32=31.39MPa
（2）压力表1#
P=0.01774F+1.01
0.25σcon =0.01774×3645.6÷2×0.25+1.01=9.09MPa
0.5σcon =0.01774×3645.6÷2×0.5+1.01=17.17MPa
1.0σcon =0.01774×3645.6÷2×1.0+1.01=33.34MPa
二、2#液压式张拉机
（1）压力表1911907
P=0.01715F+0.22
0.25σcon =0.01715×3645.6÷2×0.25+0.22=8.03MPa
0.5σcon =0.01715×3645.6÷2×0.5+0.22=15.85MPa
1.0σcon =0.01715×3645.6÷2×1.0+0.22=31.48MPa
（2）压力表1811417
P=0.01829F+0.08
0.25σcon =0.01829×3645.6÷2×0.25+0.08=8.41MPa
0.5σcon =0.01829×3645.6÷2×0.5+0.08=16.75MPa
1.0σcon =0.01829×3645.6÷2×1.0+0.08=33.42MPa

附件：
液压式张拉机检定证书
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n≤9组时
mfcu≥1.15fcu,k 
fcu,min≥0.95fcu,k

（二）统计方法——用于试块组数n≥10组时
mfcu－λ1 Sfcu ≥0.90fcu,k
fcu,min≥λ2 fcu,k

20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= 10～14 15～24 ≥25
λ1 = 1.7 1.65 1.6
λ2 = 0.9 0.85 0.85 当组数在10-14间的时候，λ1取1.7，λ2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； μfcu同mfcu，也是平均强度；σfcu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。