主线桥盖梁预应力张拉计算书secretWord格式文档下载.docx
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10、工具锚计算长度:
不计
系数k及μ值表
孔道成型方式
k
μ(钢绞线)
预埋波纹管成型
0.0015
0.20~0.25
采用值
0.22
三、张拉时理论伸长量计算:
主线桥1#~4#东侧、5#~31#墩盖梁
①钢束
1、AB段伸长量:
(直线段θ=0)
单根钢绞线张拉的张拉力
P=0.75×
1860×
X=3.18m
θ=0rad
kx+μθ=0.0015×
3.18=0.00477
Pp=195300×
(1-e-0.00477)/0.00477=194834.95N
ΔL=PpL/(ApEp)=194834.95×
3.18×
103/(140×
105)=22.4mm
2、BC段伸长量:
P=194834.95N
θ=318/1500=0.212rad
3.18+0.22×
0.212=0.05141
Pp=194834.95×
(1-e-0.05141)/0.05141=189911.45N
ΔL=PpL/(ApEp)=189911.45×
105)=21.8mm
3、CD段伸长量:
P=(189911.45+190013.74)/2=189963N
X=2.942m
2.942=0.004413
Pp=189963×
(1-e-0.004413)/0.004413=189544.06N
ΔL=PpL/(ApEp)=189544.06×
2.942×
105)=20.1mm
4、DE段伸长量:
P=194819.62N
X=3.103m
θ=310.3/1500=0.2068667rad
3.103+0.22×
0.2068667=0.050165
Pp=194819.62×
(1-e-0.050165)/0.050165=190013.74N
ΔL=PpL/(ApEp)=190013.74×
3.103×
105)=21.3mm
5、EF段伸长量:
X=3.285m
3.285=0.004928
(1-e-0.004928)/0.004928=194819.62N
ΔL=PpL/(ApEp)=194819.62×
3.285×
105)=23.1mm
盖梁两端工作锚间钢束理论伸长量:
108.6mm
6、单个千斤顶段伸长量(无管道摩阻力):
X=0.345+0.55+0.3=0.43m
ΔL=PpL/(ApEp)=195300×
0.43×
105)=3mm
②钢束
X=3.273m
3.273=0.0049095
(1-e-0.0049095)/0.0049095=194821.37N
ΔL=PpL/(ApEp)=194821.37×
3.273×
105)=23mm
P=194821.37N
X=3.703m
θ=370.3/1500=0.24687rad
3.703+0.22×
0.24687=0.0598652
(1-e-0.0598652)/0.0598652=189104.51N
ΔL=PpL/(ApEp)=189104.51×
3.703×
105)=25.3mm
P=(189104.51+189204.97)/2=189155N
X=1.794m
1.794=0.002691
Pp=189155×
(1-e-0.002691)/0.002691=188900.41N
ΔL=PpL/(ApEp)=188900.41×
1.794×
105)=12.2mm
P=194806.33N
X=3.627m
θ=3.627/1500=0.24180rad
3.627+0.22×
0.24180=0.058637
Pp=194806.33×
(1-e-0.058637)/0.058637=189204.97N
ΔL=PpL/(ApEp)=189204.97×
3.627×
105)=24.8mm
X=3.376m
3.376=0.005064
(1-e-0.005064)/0.005064=194806.33N
ΔL=PpL/(ApEp)=194806.33×
3.376×
105)=23.7mm
109mm
6、单个千斤顶段伸长量(不考虑管道摩阻力):
主线桥4#墩西侧盖梁
X=3.852m
3.852=0.005778
(1-e-0.005778)/0.005778=194736.86N
ΔL=PpL/(ApEp)=194736.86×
3.852×
105)=27.1mm
P=194736.86N
X=2.842m
θ=284.2/1500=0.18947rad
2.842+0.22×
0.18947=0.0459457
Pp=194736.86×
(1-e-0.0459457)/0.0459457=190330.94N
ΔL=PpL/(ApEp)=190330.94×
2.842×
105)=19.5mm
P=(190330.94+189731.24)/2=190121N
X=2.736m
2.736=0.004104
Pp=190121×
(1-e-0.004104)/0.004104=189544.06N
2.736×
105)=18.7mm
P=194834N
Pp=194834×
(1-e-0.05141)/0.05141=189910.74N
ΔL=PpL/(ApEp)=189910.74×
105)=21.8mm
X=3.185m
3.185=0.004778
(1-e-0.004778)/0.004778=194834.22N
ΔL=PpL/(ApEp)=194834.22×
3.185×
109.5mm
X=3.90m
3.90=0.00585
(1-e-0.00585)/0.00585=194729.86N
ΔL=PpL/(ApEp)=194729.86×
3.90×
105)=27.4mm
P=194729.86N
X=3.365m
θ=336.5/1500=0.22433rad
3.365+0.22×
0.22433=0.0544008
Pp=194729.86×
(1-e-0.0544008)/0.0544008=189527.88N
ΔL=PpL/(ApEp)=189527.88×
3.365×
105)=23.0mm
P=(189527.88+189103.80)/2=189316N
X=1.629m
1.629=0.0024435
Pp=189316×
(1-e-0.0024435)/0.0024435=189084.73N
ΔL=PpL/(ApEp)=189084.73×
1.629×
105)=11.1mm
P=194820.64N
θ=3.703/1500=0.24180rad
0.24180=0.059865
Pp=194820.64×
(1-e-0.059865)/0.059865=189103.8N
ΔL=PpL/(ApEp)=189103.8×
105)=25.3mm
X=3.278m
3.278=0.004917
(1-e-0.004917)/0.004917=194820.64N
ΔL=PpL/(ApEp)=194820.64×
3.278×
109.8mm
主线桥3#墩西侧盖梁
X=4.217m
4.217=0.0063255
(1-e-0.0063255)/0.0063255=194683.62N
ΔL=PpL/(ApEp)=194683.62×
4.217×
105)=29.6mm
P=194683.62N
X=1.273m
θ=127.3/600=0.21217rad
1.273+0.22×
0.21217=0.0485862
Pp=194683.62×
(1-e-0.0485862)/0.0485862=190029.82N
ΔL=PpL/(ApEp)=190029.82×
1.273×
105)=8.7mm
P=190029.82N
X=2.818m
2.818=0.004227
Pp=190029.82×
(1-e-0.004227)/0.004227=189628.76N
ΔL=PpL/(ApEp)=189628.76×
2.818×
105)=19.3mm
P=(189628.76+188774.86)/2=189202N
X=0.386m
θ=38.6/600=0.06433rad
0.386+0.22×
0.06433=0.014732
(1-e-0.0147732)/0.014732=187814.94N
ΔL=PpL/(ApEp)=187814.94×
0.386×
105)=2.6mm
5、CD段伸长量:
P=189156.11N
X=2.691m
2.691=0.004037
Pp=189156.11×
(1-e-0.004037)/0.004037=188774.86N
ΔL=PpL/(ApEp)=188774.86×
2.691×
105)=18.3mm
6、DE段伸长量:
P=194703.31N
X=1.522m
θ=152.2/600=0.25367rad
1.522+0.22×
0.25367=0.058090
Pp=194703.31×
(1-e-0.058090)/0.058090=189156.11N
ΔL=PpL/(ApEp)=189156.11×
1.522×
105)=10.4mm
7、EF段伸长量:
X=4.082m
4.082=0.006123
(1-e-0.006123)/0.006123=194703.31N
ΔL=PpL/(ApEp)=194703.31×
4.082×
105)=28.7mm
117.6mm
8、单个千斤顶段伸长量(不考虑管道摩阻力):
X=4.088m
4.088=0.006132
(1-e-0.006132)/0.006132=194702.43N
ΔL=PpL/(ApEp)=194702.43×
4.088×
P=194702.43N
X=1.605m
θ=160.5/600=0.02675rad
1.605+0.22×
0.02675=0.0612575
Pp=194702.43×
(1-e-0.0612575)/0.0612575=188858.87N
ΔL=PpL/(ApEp)=188858.87×
1.605×
105)=10.9mm
P=188858.87N
X=2.529m
2.529=0.0037935
Pp=188858.87×
(1-e-0.0037935)/0.0037935=188501.10N
ΔL=PpL/(ApEp)=188501.10×
2.529×
105)=17.2mm
P=(188501.10+187664.64)/2=188083N
X=0.629m
θ=62.9/600=0.10483rad
0.629+0.22×
0.10483=0.024007
Pp=188083×
(1-e-0.024007)/0.024007=185843.19N
ΔL=PpL/(ApEp)=185843.19×
0.629×
105)=4.2mm
P=188003.77N
X=2.408m
2.408=0.003612
Pp=188003.77×
(1-e-0.003612)/0.003612=187664.64N
ΔL=PpL/(ApEp)=187664.64×
2.408×
105)=16.3mm
P=194722.86N
X=1.851m
θ=185.1/600=0.30850rad
1.851+0.22×
0.30850=0.070647
(1-e-0.070647)/0.070647=188003.77N
ΔL=PpL/(ApEp)=188003.77×
1.851×
105)=12.6mm
X=3.948m
3.948=0.005922
(1-e-0.005922)/0.005922=194722.86N
ΔL=PpL/(ApEp)=194722.86×
3.948×
105)=27.7mm
117.7mm
主线桥2#墩西侧盖梁
X=3.943m
3.943=0.0059145
(1-e-0.0059145)/0.0059145=194723.59N
ΔL=PpL/(ApEp)=194723.59×
3.943×
P=194723.59N
X=1.813m
θ=181.3/600=0.30217rad
1.813+0.22×
0.30217=0.0691962
Pp=194723.59×
(1-e-0.0691962)/0.0691962=188139.26N
ΔL=PpL/(ApEp)=188139.26×
1.813×
105)=12.3mm
P=188139.26N
X=2.812m
2.812=0.004218
Pp=188139.26×
(1-e-0.004218)/0.004218=188743.04N
ΔL=PpL/(ApEp)=188743.04×
2.755×
105)=19.0mm
P=(188743.04+187118.44)/2=187431N
X=1.401m
θ=140.1/600=0.2335rad
1.401+0.22×
0.2335=0.053472
Pp=187431×
(1-e-0.053472)/0.053472=182507.77N
ΔL=PpL