先张法空心板梁张拉参数计算书全部油表.docx
《先张法空心板梁张拉参数计算书全部油表.docx》由会员分享,可在线阅读,更多相关《先张法空心板梁张拉参数计算书全部油表.docx(11页珍藏版)》请在冰点文库上搜索。
先张法空心板梁张拉参数计算书全部油表
济乐高速公路5标
先法空心板梁拉参数计算
根据空心板梁钢绞线理论伸长值及最大拉力应以《桥规》为计算依据,原则上不采用超拉。
当拉到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,将重新拉到控制应力,直到稳定为止。
现将拉控制程序说明如下:
一、拉理论伸长量计算
根据2011年《桥规》要求,先法采用一端拉,另一端固定,其中预应力钢筋拉控制应力为0.70fpk=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;先法拉程序:
0σ。
(拟采用σ。
=0.25σcon0.5σcon1.0σcon)σcon(持荷5分钟锚固),拉采用双控,以拉力为主,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——设计拉力(N)
L——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(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(拉端)-1(锚固端)=86.4m
Ap=140mm2
Ep=195Gpa
△L=P*L/Ap*Ep=1302Ap*86.4/Ap*195=577mm
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:
630~710mm;16M、20M空心板梁预应力筋实测值合格围:
543~611mm;
二、先法预应力空心板梁拉油压表读数计算式
拉控制应力σcon=0.7fpk=1302MPa,单根钢绞线控制拉力
Ng=σcon×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:
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
先法预应力空心板梁单根φs15.2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钢绞线其设计拉控制力为1640.5KN.
一、12161#液压式拉机
(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钢绞线其设计拉控制力为2005KN.
一、12161#液压式拉机
(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钢绞线其设计拉控制力为2187.3KN.
一、12161#液压式拉机
(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钢绞线其设计拉控制力为2369.6KN.
一、12161#液压式拉机
(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=21.75MPa
16m空心板梁中梁14φs15.2钢绞线其设计拉控制力为2551.9KN.
一、12161#液压式拉机
(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=0.01829×2551.9÷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钢绞线其设计拉控制力为2916.5KN.
一、12161#液压式拉机
(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钢绞线其设计拉控制力为3281KN.
一、12161#液压式拉机
(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钢绞线其设计拉控制力为3645.6KN.
一、12161#液压式拉机
(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-λ1Sfcu≥0.90fcu,k
fcu,min≥λ2fcu,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=10~1415~24≥25
λ1=1.71.651.6
λ2=0.90.850.85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。