预应力张拉伸长量计算书后张法.docx
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预应力张拉伸长量计算书后张法.docx
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预应力张拉伸长量计算书后张法
、钢绞线伸长量计算
1.计算依据
1《公路桥涵施工技术规范》中公式(12.8.3-1);
2《公路桥涵施工技术规范》中《附录G-8预应力筋平均张拉力的计算》;
3《海滨大道北段二期(疏港三线立交〜蛏头沽)设计图纸》。
4
2•计算公式:
其中:
x—从张拉端至计算截面的孔道长度(m),取张拉端到跨中孔道长度;
连续端
非连续端
N1
17.165
N1
17.325
N2
17.205
N2
17.315
N3
17.240
N3
17.300
N4
17.270
N4
17.300
N5
17.305
N5
17.275
二一从张拉端至计算截面曲线孔道部分切线的夹角之和(rad),取8.5o即0.148353rad;
k—孔道每米局部偏差对摩擦的影响系数,本工程采用塑料波纹管,取0.0015;
’一预应力筋与孔道壁的摩擦系数,本工程采用叮jS15.2mm高强低松弛钢绞线及塑料波纹管
孔道,根据图纸取0.17;
P—预应力筋张拉端的张拉力(N);
Ap—预应力筋的截面面积(mm);
▽con—张拉控制应力(MPa,根据图纸取0.73fpk;
Pp—预应力筋平均张拉力(N);
L—预应力筋的长度(mr),取张拉端到跨中钢绞线长度;
中跨
边跨
N1
17165
N1
17325
N2
17205
N2
17315
N3
17240
N3
17300
N4
17270
N4
17300
N5
17305
N5
17275
Ep—钢绞线弹性模量,本工程采用Gs15.2mm高强低松弛钢绞线,根据试验取
5
1.9110MPa(钢绞线弹性模量检测报告附后)
L—理论伸长值(mr)
3•伸长值计算
①连续端N1
p「「conAp=0.73fpkAp=0.7318601404=760368N
P(1_eE&)760368(1-e®5"1650J48353)
Pp=
0.001517.1650.170.148353
-=741316.02N
PpL741316.0217165
L_ApEp"14041.91105"119.0mm
②连续端N2
P一;「conAp=0.73fpkAp=0.7318601404=760368N
pk'、p
P(1-e*T)760368仆_e"001517205°17“48353)
kx
0.001517.2050.170.148353
-=741293.97N
PpL741293.9717205
=119.2mm
ApEp14041.91105
③连续端N3
P二匚conAp=0.73fpkAp=0.7318601404=760368N
pkf
—e^x*9)760368乂(^^(0.001^17.2^®.17^.148353))
PP:
kx
0.001517.240.170.148353
二741274.68N
PpL
ApEp
741274.6817240
14041.91105
=119.5mm
④连续端N4
p=.;cOnAp=0.73fpkAp=0.73I8601404=760368N
(kx(0.001517.270.170.148353)、
P(1-eF)760368x(1-eJ
Pp:
0.001517.270.170.148353
741258.14N
PpL741258,1417270"9.7mm
1■一ApEp"14041.91105
⑤连续端N5
P=:
;conAp=0.73fpkAp=0.731860140760368N
pkf
p(1_e-(kx4B)760368疋(1_e-(0.0015X|7.305£178148353))
pp-
kx
0.001517.3050.170.148353
二741238.85N
•丄严
ApEp
741238-8517305=119.9mm
5
14041.9110
⑥非连续端
N1
p-;「conAp=0.73fpkAp=0.731860140760368N
pk''p
P(1_e"~)760368(1_f001517325°'170148353))
Pp:
0.001517.3250.170.148353
=741227.83N
—旦
ApEp
741227.8317325
5=120.1mm
14041.9110
⑦非连续端
N2
pk‘'p
p「「conAp=0.73fpkAp=0.731860140760368N
P(1-e*宀)760368(1_e"001517315°'170148353))Pp:
kx
0.001517.3150.170.148353
二741233.34N
—业
ApEp
741233-3417315=120.0mm
14041.91105
⑧非连续端
N3
P-;「conAp=0.73fpkAp=0.731860140760368N
)_760368(1_e"001517.30.170.148353))
0.001517.30.170.148353
PpL
ApEp
741241.6117300
14041.91105
=119.9mm
⑨非连续端N4
p=.;cOnAp=0.73fpkAp=0.7318601405-950460N
-926552.01N
950460(1_e"001517.30.170.148353))
0.001517.30.170.148353
PpL
ApEp
9265520117300
5-
14051.9110
=119.9mm
⑩非连续端N5
P=SnAp=0.73fpkAp=0.731860140950460N
Pp』1")
kx中阳
(0.001517.2750.170.148353)、
950460"1-e丿)
0.001517.2750.170.148353
926569.24N
PpL
926569.2417275
5-
14051.91105
=119.7mm
由以上计算结果得出:
①中跨箱梁理论伸长值如下
N1=119.02=238.0mm
N2=119.22=238.4mm
N3=119.52=239.0mm
N4=119.72=239.4mm
N5=119.92=239.8mm
②边跨箱梁理论伸长值如下
N1=119.0120.1=239.1mm
N2=119.2120.0=239.2mm
N3=119.5119.9=239.4mm
N4=119.7119.9=239.6mm
N5=119.9119.7=239.6mm
二、压力表读数计算
1.计算依据
1《海滨大道北段二期(疏港三线立交〜蛏头沽)设计图纸》;
2《千斤顶标定报告09-JZ163〜178》;(报告附后)
2.计算公式
①千斤顶力与压力表读数对应关系如下式:
y=axb
其中:
y—千斤顶力(KN;
x—压力表读数(MPa;
a,b—常系数。
②力与应力关系如下式:
P=;-conAp
各项代表意义同伸长值计算。
3.油表读数计算
①1#油泵,千斤顶编号090201,压力表编号1269;
千斤顶证书号:
09-JZ163y=19.19X+6.4689
2
R=0.9998
由上图可知:
y=19.19x6.4689,则压力表读数计算如下:
4束钢绞线:
P=0.7318601404=760368N=760.368KN
15%空制应力时:
y=0.15^0.15760.368W4.06KN
19.19
xy6.4689」14.06-6.468%
30%空制应力时:
100%空制应力时:
5束钢绞线:
P=0.7318601405=950460N=950.46KN
15%空制应力时:
y=0.15P=0.15950.46=142.57KN
30%空制应力时:
y=0.3P=0.3950.46=285.14KN
100%空制应力时:
=P-950.46KN
19.19
y-6.4689x=
19.19
千斤顶证书号:
09-JZ166y=19.065X+2.2376
R=0.9999
②2#油泵,千斤顶编号090202,压力表编号9023;
由上图可知:
y=19.065x2.2376,则压力表读数计算如下:
4束钢绞线:
P=0.7318601404=760368N=760.368KN
15%空制应力时:
y=0.15P=0.15760.368=114.06KN
30%空制应力时:
y=0.3P=0.3760.368=228.11KN
100%空制应力时:
x-^ggZg-760.368—2.2376
19.065
19.065
二39.8Mpa
y=P=760.368KN
5束钢绞线:
P=0.7318601405=950460N=950.46KN
15%空制应力时:
y=0.15^0.15950.46N42.57KN
二7.4Mpa
y-2.2376142.57-2.2376
x=
19.06519.065
y-2.2376
19.065
285.14-2.2376
19.065
二14.8Mpa
30%空制应力时:
y=0.3P=0.3950.46=285.14KN
100%空制应力时:
y=P=950.46KN
y-2.2376950.46-2.2376
x=19.06519.065
33#油泵,千斤顶编号090302,压力表编号1259;
千斤顶证书号:
09-JZ168y=19.193x+1.3431
R2=0.9998
由上图可知:
y=19.193x1.3431,则压力表读数计算如下:
4束钢绞线:
P=0.7318601404=760368N=760.368KN
15%空制应力时:
y=0.15P=0.15760.368=114.06KN
19.193
114.06-1.3431
19.193
=5.9Mpa
30%空制应力时:
y=0.3P=0.3760.368=228.11KN
=11.8Mpa
y-1.3431228.11-1.3431
x二
19.19319.193
100%空制应力时:
y=P=760.368KN
y-1.3431760.368-1.3431““
x39.5Mpa
19.19319.193
5束钢绞线:
P=0.7318601405=950460N=950.46KN
15%空制应力时:
y=0.15P=0.15950.46=142.57KN
y-1.3431142.57-1.3431
x7.4Mpa
19.19319.193
30%空制应力时:
y=0.3P=0.3950.46=285.14KN
千斤顶证书号:
09-JZ170y=19.047x+2.1925
R2=0.9999
4束钢绞线:
P=0.7318601404=760368N=760.368KN
15%空制应力时:
100%空制应力时:
y=P=950.46KN
由上图可知:
y=19.047x2.1925,则压力表读数计算如下:
y=0.15P=0.15760.368F14.06KN
30%空制应力时:
x=y-21925=114.°6-2.1925=5.9Mpa
19.047
19.047
y=0.3P=0.3760.368=228.11KN
x=y-21925/28.11-2.1925=11.9Mpa
19.047
19.047
100%空制应力时:
y=P=760.368KN
5束钢绞线:
x=y-2.1925=76°.368-2.1925
19.047
19.047
=39.8Mpa
15%空制应力时:
y=0.15P=0.15950.46=142.57KN
30%空制应力时:
P=0.7318601405=950460N=950.46KN
100%空制应力时:
y=0.3P=0.3950.46=285.14KN
y-2.1925285.14-2.1925
x14.9Mpa
y=P二950.46KN
y-2.1925_950.46-2.1925
x=
19.047
19.047
=49.8Mpa
5
千斤顶证书号:
09-JZ171y=19.071x-0.6931
R2=0.9998
5#油泵,千斤顶编号090304,压力表编号1199;
由上图可知:
y=19.071x—0.6931,则压力表读数计算如下:
4束钢绞线:
P=0.7318601404=760368N=760.368KN
15%空制应力时:
y=0.15P=0.15760.368N14.06KN
30%空制应力时:
y=0.3P=0.3760.368=228.11KN
100%空制应力时:
y=P=760.368KN
5束钢绞线:
P=0.7318601405=950460N=950.46KN
15%空制应力时:
y=0.15P=0.15950.46N42.57KN
y0.6931
19.071
142.570.6931
19.071
=7.5Mpa
y0.6931x二
19.071
285.140.6931
19.071
二15.0Mpa
30%空制应力时:
y=0.3P=0.3950.46=285.14KN
100%空制应力时:
y=P=950.46KN
xy+0.6931950.46+0.6931
X—19.07119.071
66#油泵,千斤顶编号090305,压力表编号9523;
千斤顶证书号:
09-JZ173y=19.311X+1.4319
R=0.9998
由上图可知:
y"9.311X1.4319,则压力表读数计算如下:
4束钢绞线:
P=0.7318601404=760368N=760.368KN
15%空制应力时:
y=0.15P=0.15760.368N14.06KN
19.311
114.06-1.4319
19.311
=5.8Mpa
30%空制应力时:
y=0.3P=0.3760.368=228.11KN
=11.7Mpa
y-1.4319228.11-1.4319
x二
19.31119.311
100%空制应力时:
y=P=760.368KN
y-1.4319760.368-1.4319
x39.3Mpa
19.31119.311
5束钢绞线:
P=0.7318601405=950460N=950.46KN
15%空制应力时:
y=0.15P=0.15950.46=142.57KN
y-1.4319142.57-1.4319
x7.3Mpa
19.31119.311
30%空制应力时:
y=0.3P=0.3950.46=285.14KN
y-1.4319285.14-1.4319
x14.7Mpa
19.31119.311
100%空制应力时:
y=P=950.46KN
7
y-1.4319
19.311
950.46-1.4319
19.311
=49.1Mpa
千斤顶证书号:
09-JZ175y=19.351x+3.5574
R2=0.9999
7#油泵,千斤顶编号090306,压力表编号1089;
由上图可知:
y=19.351^3.5574,则压力表读数计算如下:
4束钢绞线:
P=0.7318601404=760368N=760.368KN
15%空制应力时:
y=0.15P=0.15760.368F14.06KN
30%空制应力时:
100%空制应力时:
5束钢绞线:
15%空制应力时:
30%空制应力时:
100%空制应力时:
y35574114.°63.5574=5.7Mpa
x二
19.351
19.351
y=0.3P=0.3760.368=228.11KN
y3.5574228.113.5574
x二
19.351
19.351
y=P=760.368KN
y3.5574760.3683.5574
x=
19.351
19.351
11.6Mpa
=39.1Mpa
P=0.7318601405=950460N=950.46KN
y=0.15P=0.15950.46=142.57KN
^5574-142573.5574"2Mpa
19.351
19.351
y=0.3P=0.3950.46=285.14KN
y3557285.143.557<14.6Mpa
19.351
19.351
=P-950.46KN
y3.5574
x=
19.351
950.463.5574
19.351
=48.9Mpa
=19.079x-0.3843,则压力表读数计算如下:
⑧8#油泵,千斤顶编号090309,压力表编号3239;
由上图可知:
y
4束钢绞线:
P=0.73I8601404=760368N=760.368KN
15%空制应力时:
y=0.15P=0.15760.368N14.06KN
y0.3843114.060.3843
x=
19.079
19.079=6.0Mpa
30%空制应力时:
y=0.3P=0.3760.368=228.11KN
y0.3843228.110.3843
x二
19.079
19.079
=12.0Mpa
100%空制应力时:
y=P=760.368KN
y0.3843760.3680.3843
x=
19.079
19.079
二39.9Mpa
5束钢绞线:
P=0.7318601405=950460N=950.46KN
15%空制应力时:
y=0.15^0.15950.46N42.57KN
y0.3843142.570.3843
19.079
19.079=7.5Mpa
30%空制应力时:
y=0.3P=0.3950.46=285.14KN
y0.3843
19.079
285.140.3843
19.079
=15.0Mpa
100%空制应力时:
y=P=950.46KN
二49.8Mpa
y0.3843950.460.3843
x二
19.07919.079
根据以上计算,将千斤顶张拉力与压力表读数对应关系汇总如下:
千斤顶张拉力与压力表读数对应关系表
钢绞线
张拉力
(KN)
1#千斤顶
2#千斤顶
3#千斤顶
4#千斤顶
5#千斤顶
6#千斤顶
7#千斤顶
8#千斤顶
压力表1269
压力表9023
压力表1259
压力表8823
压力表1199
压力表9523
压力表1089
压力表3239
4束
15%
114.06
5.6
5.9
5.9
5.9
6.0
5.8
5.7
6.0
30%
228.11
11.5
11.8
11.8
11.9
12.0
11.7
11.6
12.0
100%
760.37
39.3
39.8
39.5
39.8
39.9
39.3
39.1
39.9
5束
15%
142.57
7.1
7.4
7.4
7.4
7.5
7.3
7.2
7.5
30%
285.14
14.5
14.8
14.8
14.9
15.0
14.7
14.6
15.0
100%
950.46
49.2
49.7
49.5
49.8
49.9
49.1
48.9
49.8
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