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主线桥盖梁预应力张拉计算书

一、计算公式及参数:

1、预应力平均张拉力计算公式及参数:

式中:

Pp—预应力筋平均张拉力(N)

P—预应力筋张拉端的张拉力(N)

X—从张拉端至计算截面的孔道长度(m)

θ—从张拉端至计算截面的曲线孔道部分切线的夹角之和(rad)

k—孔道每米局部偏差对摩檫的影响系数

μ—预应力筋与孔道壁的摩檫系数

2、预应力筋的理论伸长值计算公式及参数:

式中:

Pp—预应力筋平均张拉力(N)

L—预应力筋的长度(mm)

Ap—预应力筋的截面面积(mm2)

Ep—预应力筋的弹性模量(N/mm2)

二、计算参数取值:

1、K—孔道每米局部偏差对摩檫的影响系数:取0.0015

2、μ—预应力筋与孔道壁的摩檫系数:取0.22

3、Ap—预应力筋的实测截面面积:140mm2

4、Ep—预应力筋实测弹性模量:1.98×105N/mm2

5、锚下控制应力:σk=0.75Ryb=0.75×1860=1395N/mm2

6、单根钢绞线张拉端的张拉控制力:P=1395×140=195300N

7、千斤顶计算长度:34.5cm

8、工作锚长度:5.5cm

9、限位板计算长度:3cm

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

0.0015

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=0.75×1860×140=195300N

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/(140×1.98×105)=22.4mm

2、BC段伸长量:

单根钢绞线张拉的张拉力

P=194834.95N

X=3.18m

θ=318/1500=0.212rad

kx+μθ=0.0015×3.18+0.22×0.212=0.05141

Pp=194834.95×(1-e-0.05141)/0.05141=189911.45N

ΔL=PpL/(ApEp)=189911.45×3.18×103/(140×1.98×105)=21.8mm

3、CD段伸长量:(直线段θ=0)

单根钢绞线张拉的张拉力

P=(189911.45+190013.74)/2=189963N

X=2.942m

θ=0rad

kx+μθ=0.0015×2.942=0.004413

Pp=189963×(1-e-0.004413)/0.004413=189544.06N

ΔL=PpL/(ApEp)=189544.06×2.942×103/(140×1.98×105)=20.1mm

4、DE段伸长量:

单根钢绞线张拉的张拉力

P=194819.62N

X=3.103m

θ=310.3/1500=0.2068667rad

kx+μθ=0.0015×3.103+0.22×0.2068667=0.050165

Pp=194819.62×(1-e-0.050165)/0.050165=190013.74N

ΔL=PpL/(ApEp)=190013.74×3.103×103/(140×1.98×105)=21.3mm

5、EF段伸长量:(直线段θ=0)

单根钢绞线张拉的张拉力

P=0.75×1860×140=195300N

X=3.285m

θ=0rad

kx+μθ=0.0015×3.285=0.004928

Pp=195300×(1-e-0.004928)/0.004928=194819.62N

ΔL=PpL/(ApEp)=194819.62×3.285×103/(140×1.98×105)=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):

P=0.75×1860×140=195300N

X=0.345+0.55+0.3=0.43m

ΔL=PpL/(ApEp)=195300×0.43×103/(140×1.98×105)=3mm

②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=0.75×1860×140=195300N

X=3.273m

θ=0rad

kx+μθ=0.0015×3.273=0.0049095

Pp=195300×(1-e-0.0049095)/0.0049095=194821.37N

ΔL=PpL/(ApEp)=194821.37×3.273×103/(140×1.98×105)=23mm

2、BC段伸长量:

单根钢绞线张拉的张拉力

P=194821.37N

X=3.703m

θ=370.3/1500=0.24687rad

kx+μθ=0.0015×3.703+0.22×0.24687=0.0598652

Pp=195300×(1-e-0.0598652)/0.0598652=189104.51N

ΔL=PpL/(ApEp)=189104.51×3.703×103/(140×1.98×105)=25.3mm

3、CD段伸长量:(直线段θ=0)

单根钢绞线张拉的张拉力

P=(189104.51+189204.97)/2=189155N

X=1.794m

θ=0rad

kx+μθ=0.0015×1.794=0.002691

Pp=189155×(1-e-0.002691)/0.002691=188900.41N

ΔL=PpL/(ApEp)=188900.41×1.794×103/(140×1.98×105)=12.2mm

4、DE段伸长量:

单根钢绞线张拉的张拉力

P=194806.33N

X=3.627m

θ=3.627/1500=0.24180rad

kx+μθ=0.0015×3.627+0.22×0.24180=0.058637

Pp=194806.33×(1-e-0.058637)/0.058637=189204.97N

ΔL=PpL/(ApEp)=189204.97×3.627×103/(140×1.98×105)=24.8mm

5、EF段伸长量:(直线段θ=0)

单根钢绞线张拉的张拉力

P=0.75×1860×140=195300N

X=3.376m

θ=0rad

kx+μθ=0.0015×3.376=0.005064

Pp=195300×(1-e-0.005064)/0.005064=194806.33N

ΔL=PpL/(ApEp)=194806.33×3.376×103/(140×1.98×105)=23.7mm

盖梁两端工作锚间钢束理论伸长量:109mm

6、单个千斤顶段伸长量(不考虑管道摩阻力):

P=0.75×1860×140=195300N

X=0.345+0.55+0.3=0.43m

ΔL=PpL/(ApEp)=195300×0.43×103/(140×1.98×105)=3mm

主线桥4#墩西侧盖梁

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=0.75×1860×140=195300N

X=3.852m

θ=0rad

kx+μθ=0.0015×3.852=0.005778

Pp=195300×(1-e-0.005778)/0.005778=194736.86N

ΔL=PpL/(ApEp)=194736.86×3.852×103/(140×1.98×105)=27.1mm

2、BC段伸长量:

单根钢绞线张拉的张拉力

P=194736.86N

X=2.842m

θ=284.2/1500=0.18947rad

kx+μθ=0.0015×2.842+0.22×0.18947=0.0459457

Pp=194736.86×(1-e-0.0459457)/0.0459457=190330.94N

ΔL=PpL/(ApEp)=190330.94×2.842×103/(140×1.98×105)=19.5mm

3、CD段伸长量:(直线段θ=0)

单根钢绞线张拉的张拉力

P=(190330.94+189731.24)/2=190121N

X=2.736m

θ=0rad

kx+μθ=0.0015×2.736=0.004104

Pp=190121×(1-e-0.004104)/0.004104=189544.06N

ΔL=PpL/(ApEp)=189544.06×2.736×103/(140×1.98×105)=18.7mm

4、DE段伸长量:

单根钢绞线张拉的张拉力

P=194834N

X=3.18m

θ=318/1500=0.212rad

kx+μθ=0.0015×3.18+0.22×0.212=0.05141

Pp=194834×(1-e-0.05141)/0.05141=189910.74N

ΔL=PpL/(ApEp)=189910.74×3.18×103/(140×1.98×105)=21.8mm

5、EF段伸长量:(直线段θ=0)

单根钢绞线张拉的张拉力

P=0.75×1860×140=195300N

X=3.185m

θ=0rad

kx+μθ=0.0015×3.185=0.004778

Pp=195300×(1-e-0.004778)/0.004778=194834.22N

ΔL=PpL/(ApEp)=194834.22×3.185×103/(140×1.98×105)=22.4mm

盖梁两端工作锚间钢束理论伸长量:109.5mm

6、单个千斤顶段伸长量(无管道摩阻力):

P=0.75×1860×140=195300N

X=0.345+0.55+0.3=0.43m

ΔL=PpL/(ApEp)=195300×0.43×103/(140×1.98×105)=3mm

②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=0.75×1860×140=195300N

X=3.90m

θ=0rad

kx+μθ=0.0015×3.90=0.00585

Pp=195300×(1-e-0.00585)/0.00585=194729.86N

ΔL=PpL/(ApEp)=194729.86×3.90×103/(140×1.98×105)=27.4mm

2、BC段伸长量:

单根钢绞线张拉的张拉力

P=194729.86N

X=3.365m

θ=336.5/1500=0.22433rad

kx+μθ=0.0015×3.365+0.22×0.22433=0.0544008

Pp=194729.86×(1-e-0.0544008)/0.0544008=189527.88N

ΔL=PpL/(ApEp)=189527.88×3.365×103/(140×1.98×105)=23.0mm

3、CD段伸长量:(直线段θ=0)

单根钢绞线张拉的张拉力

P=(189527.88+189103.80)/2=189316N

X=1.629m

θ=0rad

kx+μθ=0.0015×1.629=0.0024435

Pp=189316×(1-e-0.0024435)/0.0024435=189084.73N

ΔL=PpL/(ApEp)=189084.73×1.629×103/(140×1.98×105)=11.1mm

4、DE段伸长量:

单根钢绞线张拉的张拉力

P=194820.64N

X=3.703m

θ=3.703/1500=0.24180rad

kx+μθ=0.0015×3.627+0.22×0.24180=0.059865

Pp=194820.64×(1-e-0.059865)/0.059865=189103.8N

ΔL=PpL/(ApEp)=189103.8×3.703×103/(140×1.98×105)=25.3mm

5、EF段伸长量:(直线段θ=0)

单根钢绞线张拉的张拉力

P=0.75×1860×140=195300N

X=3.278m

θ=0rad

kx+μθ=0.0015×3.278=0.004917

Pp=195300×(1-e-0.004917)/0.004917=194820.64N

ΔL=PpL/(ApEp)=194820.64×3.278×103/(140×1.98×105)=23.0mm

盖梁两端工作锚间钢束理论伸长量:109.8mm

6、单个千斤顶段伸长量(不考虑管道摩阻力):

P=0.75×1860×140=195300N

X=0.345+0.55+0.3=0.43m

ΔL=PpL/(ApEp)=195300×0.43×103/(140×1.98×105)=3mm

主线桥3#墩西侧盖梁

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=0.75×1860×140=195300N

X=4.217m

θ=0rad

kx+μθ=0.0015×4.217=0.0063255

Pp=195300×(1-e-0.0063255)/0.0063255=194683.62N

ΔL=PpL/(ApEp)=194683.62×4.217×103/(140×1.98×105)=29.6mm

2、BC段伸长量:

单根钢绞线张拉的张拉力

P=194683.62N

X=1.273m

θ=127.3/600=0.21217rad

kx+μθ=0.0015×1.273+0.22×0.21217=0.0485862

Pp=194683.62×(1-e-0.0485862)/0.0485862=190029.82N

ΔL=PpL/(ApEp)=190029.82×1.273×103/(140×1.98×105)=8.7mm

3、CD段伸长量:(直线段θ=0)

单根钢绞线张拉的张拉力

P=190029.82N

X=2.818m

kx+μθ=0.0015×2.818=0.004227

Pp=190029.82×(1-e-0.004227)/0.004227=189628.76N

ΔL=PpL/(ApEp)=189628.76×2.818×103/(140×1.98×105)=19.3mm

4、DE段伸长量:

单根钢绞线张拉的张拉力

P=(189628.76+188774.86)/2=189202N

X=0.386m

θ=38.6/600=0.06433rad

kx+μθ=0.0015×0.386+0.22×0.06433=0.014732

Pp=195300×(1-e-0.0147732)/0.014732=187814.94N

ΔL=PpL/(ApEp)=187814.94×0.386×103/(140×1.98×105)=2.6mm

5、CD段伸长量:(直线段θ=0)

单根钢绞线张拉的张拉力

P=189156.11N

X=2.691m

kx+μθ=0.0015×2.691=0.004037

Pp=189156.11×(1-e-0.004037)/0.004037=188774.86N

ΔL=PpL/(ApEp)=188774.86×2.691×103/(140×1.98×105)=18.3mm

6、DE段伸长量:

单根钢绞线张拉的张拉力

P=194703.31N

X=1.522m

θ=152.2/600=0.25367rad

kx+μθ=0.0015×1.522+0.22×0.25367=0.058090

Pp=194703.31×(1-e-0.058090)/0.058090=189156.11N

ΔL=PpL/(ApEp)=189156.11×1.522×103/(140×1.98×105)=10.4mm

7、EF段伸长量:(直线段θ=0)

单根钢绞线张拉的张拉力

P=0.75×1860×140=195300N

X=4.082m

kx+μθ=0.0015×4.082=0.006123

Pp=195300×(1-e-0.006123)/0.006123=194703.31N

ΔL=PpL/(ApEp)=194703.31×4.082×103/(140×1.98×105)=28.7mm

盖梁两端工作锚间钢束理论伸长量:117.6mm

8、单个千斤顶段伸长量(不考虑管道摩阻力):

P=0.75×1860×140=195300N

X=0.345+0.55+0.3=0.43m

ΔL=PpL/(ApEp)=195300×0.43×103/(140×1.98×105)=3mm

②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=0.75×1860×140=195300N

X=4.088m

θ=0rad

kx+μθ=0.0015×4.088=0.006132

Pp=195300×(1-e-0.006132)/0.006132=194702.43N

ΔL=PpL/(ApEp)=194702.43×4.088×103/(140×1.98×105)=28.7mm

2、BC段伸长量:

单根钢绞线张拉的张拉力

P=194702.43N

X=1.605m

θ=160.5/600=0.02675rad

kx+μθ=0.0015×1.605+0.22×0.02675=0.0612575

Pp=194702.43×(1-e-0.0612575)/0.0612575=188858.87N

ΔL=PpL/(ApEp)=188858.87×1.605×103/(140×1.98×105)=10.9mm

3、CD段伸长量:(直线段θ=0)

单根钢绞线张拉的张拉力

P=188858.87N

X=2.529m

kx+μθ=0.0015×2.529=0.0037935

Pp=188858.87×(1-e-0.0037935)/0.0037935=188501.10N

ΔL=PpL/(ApEp)=188501.10×2.529×103/(140×1.98×105)=17.2mm

4、DE段伸长量:

单根钢绞线张拉的张拉力

P=(188501.10+187664.64)/2=188083N

X=0.629m

θ=62.9/600=0.10483rad

kx+μθ=0.0015×0.629+0.22×0.10483=0.024007

Pp=188083×(1-e-0.024007)/0.024007=185843.19N

ΔL=PpL/(ApEp)=185843.19×0.629×103/(140×1.98×105)=4.2mm

5、CD段伸长量:(直线段θ=0)

单根钢绞线张拉的张拉力

P=188003.77N

X=2.408m

kx+μθ=0.0015×2.408=0.003612

Pp=188003.77×(1-e-0.003612)/0.003612=187664.64N

ΔL=PpL/(ApEp)=187664.64×2.408×103/(140×1.98×105)=16.3mm

6、DE段伸长量:

单根钢绞线张拉的张拉力

P=194722.86N

X=1.851m

θ=185.1/600=0.30850rad

kx+μθ=0.0015×1.851+0.22×0.30850=0.070647

Pp=195300×(1-e-0.070647)/0.070647=188003.77N

ΔL=PpL/(ApEp)=188003.77×1.851×103/(140×1.98×105)=12.6mm

7、EF段伸长量:(直线段θ=0)

单根钢绞线张拉的张拉力

P=0.75×1860×140=195300N

X=3.948m

kx+μθ=0.0015×3.948=0.005922

Pp=195300×(1-e-0.005922)/0.005922=194722.86N

ΔL=PpL/(ApEp)=194722.86×3.948×103/(140×1.98×105)=27.7mm

盖梁两端工作锚间钢束理论伸长量:117.7mm

8、单个千斤顶段伸长量(不考虑管道摩阻力):

P=0.75×1860×140=195300N

X=0.345+0.55+0.3=0.43m

ΔL=PpL/(ApEp)=195300×0.43×103/(140×1.98×105)=3mm

主线桥2#墩西侧盖梁

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=0.75×1860×140=195300N

X=3.943m

θ=0rad

kx+μθ=0.0015×3.943=0.0059145

Pp=195300×(1-e-0.0059145)/0.0059145=194723.59N

ΔL=PpL/(ApEp)=194723.59×3.943×103/(140×1.98×105)=27.7mm

2、BC段伸长量:

单根钢绞线张拉的张拉力

P=194723.59N

X=1.813m

θ=181.3/600=0.30217rad

kx+μθ=0.0015×1.813+0.22×0.30217=0.0691962

Pp=194723.59×(1-e-0.0691962)/0.0691962=188139.26N

ΔL=PpL/(ApEp)=188139.26×1.813×103/(140×1.98×105)=12.3mm

3、CD段伸长量:(直线段θ=0)

单根钢绞线张拉的张拉力

P=188139.26N

X=2.812m

kx+μθ=0.0015×2.812=0.004218

Pp=188139.26×(1-e-0.004218)/0.004218=188743.04N

ΔL=PpL/(ApEp)=188743.04×2.755×103/(140×1.98×105)=19.0mm

4、DE段伸长量:

单根钢绞线张拉的张拉力

P=(188743.04+187118.44)/2=187431N

X=1.401m

θ=140.1/600=0.2335rad

kx+μθ=0.0015×1.401+0.22×0.2335=0.053472

Pp=187431×(1-e-0.053472)/0.053472=182507.77N

ΔL=PpL/(ApEp)=182507.77×1.401×103/(140×1.98×105)=9.2mm

5、CD段伸长量:(直线段θ=0)

单根钢绞线张拉的张拉力

P=187502.67N

X=2.736m

kx+μθ=0.0015×2.736=0.004104

Pp=187502.67×(1-e-0.004104)/0.004104=187118.44N

ΔL=PpL/(ApEp)=187118.44×2.736×103/(140×1.98×105)=18.5mm

6、DE段伸长量:

单根钢绞线张拉的张拉力

P=194739.05N

X=1.997m

θ=199.7/600=0.33283rad

kx+μθ=0.0015×1.997+0.22×0.33283=0.076219

Pp=194739.05×(1-e-0.076219)/0.076219=187502.67N

ΔL=PpL/(ApEp)=187502.67×1.997×103/(140×1.98×105)=13.5mm

7、EF段伸长量:(直线段θ=0)

单根钢绞线张拉的张拉力

P=0.75×1860×140=195300N

X=3.837m

kx+μθ=0.0015×3.837=0.005756

Pp=195300×(1-e-0.005756)/0.005756=194739.05N

ΔL=PpL/(ApEp)=194739.05×3.837×103/(140×1.98×105)=27.0mm

盖梁两端工作锚间钢束理论伸长量:127.2mm

8、单个千斤顶段伸长量(不考虑管道摩阻力):

P=0.75×1860×140=195300N

X=0.345+0.55+0.3=0.43m

ΔL=PpL/(ApEp)=195300×0.43×103/(140×1.98×105)=3mm

②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=0.75×1860×140=195300N

X=3.892m

θ=0rad

kx+μθ=0.0015×3.892=0.005838

Pp=195300×(1-e-0.005838)/0.005838=194731.03N

ΔL=PpL/(ApEp)=194731.03×3.892×103/(140×1.98×105)=27.3mm

2、BC段伸长量:

单根钢绞线张拉的张拉力

P=194731.03N

X=1.988m

θ=198.8/600=0.33133rad

kx+μθ=0.0015×1.988+0.22×0.33133=0.0758753

Pp=194731.03×(1-e-0.0758753)/0.0758753=187526.74N

ΔL=PpL/(ApEp)=187526.74×1.988×103/(140×1.98×105)=13.4mm

3、CD段伸长量:(直线段θ=0)

单根钢绞线张拉的张拉力

P=187526.74N

X=2.755m

kx+μθ=0.0015×2.755=0.0041325

Pp=187526.74×(1-e-0.0041325)/0.0041325=187139.80N

ΔL=PpL/(ApEp)=187139.80×2.755×103/(140×1.98×105)=18.6mm

4、DE段伸长量:

单根钢绞线张拉的张拉力

P=(187139.80+186521.87)/2=186831N

X=1.332m

θ=133.2/600=0.222rad

kx+μθ=0.0015×1.332+0.22×0.222=0.050838

Pp=186831×(1-e-0.050838)/0.050838=182161.25N

ΔL=PpL/(ApEp)=182161.25×1.332×103/(140×1.98×105)=8.8mm

5、CD段伸长量:(直线段θ=0)

单根钢绞线张拉的张拉力

P=186896.89N

X=2.679m

kx+μθ=0.0015×2.679=0.004019

Pp=186896.89×(1-e-0.004019)/0.004019=186521.87N

ΔL=PpL/(ApEp)=186521.87×2.679×103/(140×1.98×105)=18.0mm

6、DE段伸长量:

单根钢绞线张拉的张拉力

P=194746.93N

X=2.171m

θ=217.1/600=0.36183rad

kx+μθ=0.0015×2.171+0.22×0.36183=0.08286

Pp=194746.93×(1-e-0.08286)/0.08286=186896.89N

ΔL=PpL/(ApEp)=186896.89×2.717×103/(140×1.98×105)=14.6mm

7、EF段伸长量:(直线段θ=0)

单根钢绞线张拉的张拉力

P=0.75×1860×140=195300N

X=3.783m

kx+μθ=0.0015×3.783=0.005675

Pp=195300×(1-e-0.005675)/0.005675=194746.93N

ΔL=PpL/(ApEp)=194746.93×3.783×103/(140×1.98×105)=26.6mm

盖梁两端工作锚间钢束理论伸长量:127.4mm

8、单个千斤顶段伸长量(不考虑管道摩阻力):

P=0.75×1860×140=195300N

X=0.345+0.55+0.3=0.43m

ΔL=PpL/(ApEp)=195300×0.43×103/(140×1.98×105)=3mm

主线桥1#墩西侧盖梁

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=0.75×1860×140=195300N

X=4.544m

θ=0rad

kx+μθ=0.0015×4.544=0.006816

Pp=195300×(1-e-0.006816)/0.006816=194635.93N

ΔL=PpL/(ApEp)=194635.93×4.544×103/(140×1.98×105)=31.9mm

2、BC段伸长量:

单根钢绞线张拉的张拉力

P=194635.93N

X=1.963m

θ=196.3/600=0.32717rad

kx+μθ=0.0015×1.963+0.22×0.32717=0.0749212

Pp=194635.93×(1-e-0.07492122)/0.0749212=187523.48N

ΔL=PpL/(ApEp)=187523.48×1.963×103/(140×1.98×105)=13.3mm

3、CD段伸长量:(直线段θ=0)

单根钢绞线张拉的张拉力

P=187523.48N

X=1.941m

kx+μθ=0.0015×1.941=0.0029115

Pp=187523.48×(1-e-0.0029115)/0.0029115=187250.76N

ΔL=PpL/(ApEp)=187250.76×1.941×103/(140×1.98×105)=13.1mm

4、DE段伸长量:

单根钢绞线张拉的张拉力

P=(187250.76+186670.60)/2=186961N

X=2.809m

θ=280.9/600=0.46817rad

kx+μθ=0.0015×2.809+0.22×0.46817=0.107210

Pp=186961×(1-e-0.107210)/0.107210=177287.39N

ΔL=PpL/(ApEp)=177287.39×2.809×103/(140×1.98×105)=18.0mm

5、CD段伸长量:(直线段θ=0)

单根钢绞线张拉的张拉力

P=186934.35N

X=1.883m

kx+μθ=0.0015×1.883=0.002825

Pp=186934.35×(1-e-0.002825)/0.002825=186670.60N

ΔL=PpL/(ApEp)=186670.60×1.883×103/(140×1.98×105)=12.7mm

6、DE段伸长量:

单根钢绞线张拉的张拉力

P=194650.36N

X=2.134m

θ=213.4/600=0.35567rad

kx+μθ=0.0015×2.134+0.22×0.35567=0.081448

Pp=194650.36×(1-e-0.081448)/0.081448=186934.35N

ΔL=PpL/(ApEp)=186934.35×2.134×103/(140×1.98×105)=14.4mm

7、EF段伸长量:(直线段θ=0)

单根钢绞线张拉的张拉力

P=0.75×1860×140=195300N

X=4.445m

kx+μθ=0.0015×4.445=0.006668

Pp=195300×(1-e-0.006668)/0.006668=194650.36N

ΔL=PpL/(ApEp)=194650.36×4.445×103/(140×1.98×105)=31.2mm

盖梁两端工作锚间钢束理论伸长量:134.5mm

8、单个千斤顶段伸长量(不考虑管道摩阻力):

P=0.75×1860×140=195300N

X=0.345+0.55+0.3=0.43m

ΔL=PpL/(ApEp)=195300×0.43×103/(140×1.98×105)=3mm

②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=0.75×1860×140=195300N

X=4.475m

θ=0rad

kx+μθ=0.0015×4.475=0.0067125

Pp=195300×(1-e-0.0067125)/0.0067125=194645.99N

ΔL=PpL/(ApEp)=194645.99×4.475×103/(140×1.98×105)=31.4mm

2、BC段伸长量:

单根钢绞线张拉的张拉力

P=194645.99N

X=2.169m

θ=216.9/600=0.36150rad

kx+μθ=0.0015×2.169+0.22×0.36150=0.0827835

Pp=194645.99×(1-e-0.0827835)/0.0827835=186807.05N

ΔL=PpL/(ApEp)=186807.05×2.169×103/(140×1.98×105)=14.6mm

3、CD段伸长量:(直线段θ=0)

单根钢绞线张拉的张拉力

P=186807.05N

X=1.84m

kx+μθ=0.0015×1.84=0.00276

Pp=186807.05×(1-e-0.00276)/0.00276=186549.49N

ΔL=PpL/(ApEp)=186549.49×1.84×103/(140×1.98×105)=12.4mm

4、DE段伸长量:

单根钢绞线张拉的张拉力

P=(186549.49+185979.57)/2=186265N

X=2.798m

θ=279.8/600=0.46633rad

kx+μθ=0.0015×2.798+0.22×0.46633=0.10679

Pp=186265×(1-e-0.10679)/0.10679=176663.68N

ΔL=PpL/(ApEp)=176663.68×2.798×103/(140×1.98×105)=17.8mm

5、CD段伸长量:(直线段θ=0)

单根钢绞线张拉的张拉力

P=186228.39N

X=1.783m

kx+μθ=0.0015×1.783=0.002675

Pp=186228.39×(1-e-0.002675)/0.002675=185979.57N

ΔL=PpL/(ApEp)=185979.57×1.783×103/(140×1.98×105)=12.0mm

6、DE段伸长量:

单根钢绞线张拉的张拉力

P=194660.86N

X=2.338m

θ=233.8/600=0.38967rad

kx+μθ=0.0015×2.338+0.22×0.38967=0.089234

Pp=194650.36×(1-e-0.089234)/0.089234=186228.39N

ΔL=PpL/(ApEp)=186228.39×2.338×103/(140×1.98×105)=15.7mm

7、EF段伸长量:(直线段θ=0)

单根钢绞线张拉的张拉力

P=0.75×1860×140=195300N

X=4.373m

kx+μθ=0.0015×4.373=0.006560

Pp=195300×(1-e-0.006560)/0.006560=194660.86N

ΔL=PpL/(ApEp)=194660.86×4.373×103/(140×1.98×105)=30.7mm

盖梁两端工作锚间钢束理论伸长量:134.6mm

8、单个千斤顶段伸长量(不考虑管道摩阻力):

P=0.75×1860×140=195300N

X=0.345+0.55+0.3=0.43m

ΔL=PpL/(ApEp)=195300×0.43×103/(140×1.98×105)=3mm

四、千斤顶张拉力与对应油表读数计算

1、9根钢绞线束张拉控制力:σcon=9×195300=1757.7KN

2、0705号张拉设备张拉时油表读数:

千斤顶回归方程:

P=-0.24+0.0219F

式中:P——油压表读数(MPa)

F——千斤顶拉力(KN)

(1)、0.1σcon=1757.7×0.1=175.77KN时:

P=-0.24+0.0219F=-0.24+0.0219×175.77=3.6MPa

(2)、0.2σcon=1757.7×0.2=351.54KN时:

P=-0.24+0.0219F=-0.24+0.0219×363.142=7.5MPa

(3)0.5σcon=1757.7×0.5=878.85KN时:

P=-0.24+0.0219F=-0.24+0.0219×878.85=19.0MPa

(4)0.7σcon=1757.7×0.7=1230.4KN时:

P=-0.24+0.0219F=-0.24+0.0219×1230.4=26.7MPa

(5)、100%σcon=1757.7KN时:

P=-0.24+0.0219F=-0.24+0.0219×1757.7=38.3MPa

3、0708号张拉设备张拉时油表读数:

千斤顶回归方程:

P=0.4667+0.0215F

式中:P——油压表读数(MPa)

F——千斤顶拉力(KN)

(1)、0.1σcon=1757.7×0.1=175.77KN时:

P=0.4667+0.0215F=0.4667+0.0215×175.77=4.2MPa

(2)、0.2σcon=1757.7×0.2=351.54KN时:

P=0.4667+0.0215F=0.4667+0.0215×351.54=8.0MPa

(3)0.5σcon=1757.7×0.5=878.85KN时:

P=0.4667+0.0215F=0.4667+0.0215×878.85=19.7MPa

(4)0.7σcon=1757.7×0.7=1230.4KN时:

P=0.4667+0.0215F=0.4667+0.0215×1230.4=26.7MPa

(5)、100%σcon=1757.7×1=1757.7KN时:

P=0.4667+0.0215F=0.4667+0.0215×1757.7=38.3MP

4、应力油压换算表

张拉应力/油压换算表

仪器/油表编号

张拉控制应力

应力值(KN)

油表读数(MP)

0705/622

0.1σcon

175.77

3.6

0.2σcon

351.54

7.5

0.5σcon

878.85

19.0

0.7σcon

1230.4

26.7

1σcon

1757.7

38.3

0708/638

0.1σcon

175.77

4.2

0.2σcon

351.54

8.0

0.5σcon

878.85

19.4

0.7σcon

1230.4

26.9

1σcon

1757.7

38.3

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