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;
J—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;
P.—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
1.9100MPa(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=%onAp=0.73fpkAp=0.7318601404=760368N
p(1—e^kx棚)760368x(1—©".。
。
佰从伽枪仃④佃彳厶®)
Pp=
0.001517.1650.170.148353
=741316.02N
PpL741316.0217165
1■一ApEp一14041.91105_119.0mm
②连续端N2
P=fAp=0.73fpkAp=0.7318601404=760368N
p(1_6-(心帕)760368工(1_e-(0.0015>17.205七.17呦.148353)
Pp:
0.001517.2050.170.148353
)=741293.97N
PpL741293.9717205
二L5=119.2mm
ApEp140咒4咒1.9仔105
③连续端N3
P=;cOnAp=0.73fpkAp=0.7318601404=760368N
P(1—e'kx^1)760368^(1—e".0015^7.24沟.17".148353))
PP=_
0.001517.240.170.148353
=741274.68N
PpL741274.6817240
L=—-—=―二=119.5mm
ApEp14041.91105
④连续端N4
P-;conA^-0.73fpkAp=0.7318601404-760368N
P(1-e”T)760368(1七迎001517'7°170J48353))
0.001517.270.170.148353
-741258.14N
PpL
741258-14172750.119.7mm
ApEp14041.91105
⑤连续端N5
P=6onAp=0.73fpkAp=0.7318601404=760368N
p(1_e_(kx4B)760368工(1_/。
.。
。
伽了亦七.17^.148353))
p°
0.001517.3050.170.148353
=741238.85N
PpL
L二
ApEp
741238-8517305"9.9mm
5
14041.9110
⑥非连续端
N1
=741227.83N
PconAp=0.73fpkAp=0.7318601404=760368N
p(1帕)760368乂(^^(°.°015x17.32^0.1^®.148353))
0.001517.3250.170.148353
P「沏Ap=0.73fpkAp=0.7318601404-760368N
PP:
⑨非连续端N4
P-;conAP=0.73fpkAp=0.7318601405=950460N
926552.01N
dP(1-e^T)950460(1-e""15173°170148353))
Pp~kx匚一0.001517.30.170.148353
PpL
ApEp
926552.0117300
5-
14051.9110
=119.9mm
⑩非连续端N5
P=conAp=0.73fpkAp=0.7318601405=950460N
nP(1—e"T)950460口一。
^001517.275°170.148353)
PP:
Pkx•乃
)
0.001517.2750.170.148353
-926569.24N
PpL
926569.2417275
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=119.2238.4mm
N3=119.5239.0mm
N4=119.72=239.4mm
N5=119.92二239.8mm
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
、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=%onAp
各项代表意义同伸长值计算。
3.油表读数计算
由上图可知:
y=19.19x6.4689,则压力表读数计算如下:
P=0.7318601404=760368N=760.368KN
15%空制应力时:
y-6.4689114.06-6.4689
x5.6Mpa
19.1919.19
30%空制应力时:
y=0.3P二0.3760.368二228.11KN
^^6468^=228^6^689=H.5Mpa
19.1919.19
100%空制应力时:
y=P=760.368KN
5束钢绞线:
=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
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:
y=P=760.368KN
5束钢绞线:
P=0.7318601405=950460N=950.46KN
y=0.15P二0.15950.46二142.57KN
30%空制应力时:
y=0.3P=0.3950.46=285.14KN
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
30%空制应力时:
y二0.3P二0.3760.368二228.11KN
二11.8Mpa
y-1.3431228.11-1.3431
x二
100%空制应力时:
y=P=760.368KN
5束钢绞线:
15%空制应力时:
30%空制应力时:
100%空制应力时:
P=0.7318601405=950460N=950.46KN
y=0.15P=0.15950.46=142.57KN
y-1.3431142.57-1.3431
x=19.193=19.193=7.4Mpa
y=0.3P=0.3950.46=285.14KN
y=P=950.46KN
由上图可知:
y=19.047x2.1925,则压力表读数计算如下:
4束钢绞线:
P=0.7318601404=760368N=760.368KN
30%空制应力时:
y—2.1925他.06—2.1925'Mpa
19.047
19.047
二0.3P二0.3760.368二228.11KN
-2.1925228.11-2.1925
"19.047
19.047
11.9Mpa
100%空制应力时:
y=P=760.368KN
5束钢绞线:
y-2.1925760.368-2.1925
x=
19.047
19.047
=39.8Mpa
P=0.7318601405=950460N=950.46KN
15%空制应力时:
y=0.15P=0.15950.46=142.57KN
19.047
」42.57—2.1925"4Mpa
19.047
30%空制应力时:
y=0.3P=0.3950.46=285.14KN
y-2.1925
19.047
285.14-2.1925
19.047
=14.9Mpa
100%空制应力时:
P=950.46KN
y-2.1925
950.46—2.1925
19.047
19.047
=49.8Mpa
5
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:
=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:
y=P=760.368KN
5束钢绞线:
P=0.7318601405=950460N=950.46KN
y=0.15P二0.15950.46二142.57KN
y0.6931
19.071
142.570.6931
19.071
二7.5Mpa
30%空制应力时:
y=0.3P=0.3950.46=285.14KN
由上图可知:
y=19.311x1.4319,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=0.15760.368=114.06KN
30%空制应力时:
y二0.3P二0.3760.368二228.11KN
二11.7Mpa
y-1.4319228.11-1.4319
x二
100%空制应力时:
y=P=760.368KN
5束钢绞线:
15%空制应力时:
30%空制应力时:
100%空制应力时:
P=0.7318601405=950460N=950.46KN
y=0.15P=0.15950.46=142.57KN
y-1.4319142.57-1.4319
x=19.311=19.311=7.3Mpa
y=0.3P=0.3950.46=285.14KN
y=P=950.46KN
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
y=0.15P=0.15760.368=114.06KN
30%空制应力时:
y3.5574114.063.5574二5.7Mpa
19.351
19.351
二0.3P二0.3760.368二228.11KN
3.5574228.113.5574
19.351
19.351
11.6Mpa
100%空制应力时:
y=P=760.368KN
y3.5574760.3683.5574
19.351
19.351
=39.1Mpa
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
^574UZ^^ppa
19.351
19.351
30%空制应力时:
y=0.3P=0.3950.46=285.14KN
=14.6Mpa
y3.557285.143.5574
19.351
19.351
100%空制应力时:
P=950.46KN
y3.5574
950.463.5574
19.351
19.351
=48.9Mpa
8
8#油泵,千斤顶编号090309,压力表编号3239;
由上图可知:
y=19.079^0.3843,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:
y=P=760.368KN
5束钢绞线:
P=0.7318601405=950460N=950.46KN
y=0.15P二0.15950.46二142.57KN
x-以器竺口车7.5Mpa
19.079
19.079
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