施组设计下载简介:
内容预览随机截取了部分,仅供参考,下载文档齐全完整
T梁张拉计算及压浆施工方案T梁张拉计算及压浆施工方案
一、30mT梁张拉伸长量计算值
(按μ=0.1,k=0.0015计算)
弹性模量Eg=(1.983+1.9104+1.9776+1.9675+1.9484+1.969)/6=1.96Gpa
DB15/T 1872-2020 大数据平台 接入技术要求根据后张预应力筋理论伸长值及预应力筋平均张拉力的计算式:
△L = P=P×
Ay×Eg kL+μθ
式中: △L—预应力筋理论伸长值:cm;
P—预应力筋的平均张拉力,N;
L—从张拉端至计算截面孔道长度,cm;
Ay—预应力筋截面面积,mm2;
Eg—预应力筋的弹性模量,Mpa;
p—预应力筋张拉端的张拉力,N;
θ—从张拉端至计算截面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擦的影响系数,0.0015;
μ—预应力筋与孔道壁的摩擦系数,0.1;
预应力筋截面面积Ay=140*6=2
锚下控制应力σk=0.72Ryb=0.72*1860=1339.2MPa
起始端头张拉力p1=σk*Ay=1339.2*840=1124.928KN
由图纸说明:θ=4.46°*3.14/180°=0.0778rad
L弯=
L直1=9.6184*2=
μ=0.1,R=0.0015,
P=P× =1124.928 *
kL+μθ 0.0015*2.7218+0.1*0.0778
=1118.28184KN
P×L
△L = =1118.28184*2.7218/(840*1.96*105 )
Ay×Eg
L直1=P2×L直1/Ay×E=1111.63568*19.2368/840/1.96*105=
L直2=P1* L直2/ Ay×E=1124.928*2.5001/840*1.96*105=
L=1.85*2+1.71*2+12.99=20.11cm
预应力筋截面面积Ay=140*6=2
锚下控制应力σk=0.72Ryb=0.72*1860=1339.2MPa
起始端头张拉力p1=σk*Ay=1339.2*840=1124.928 KN
由图纸说明:θ=5.86°*3.14/180°=0.1022rad
L直1=7.1898*2=
L弯=
μ=0.1,R=0.0015,
P=P× =1124.928 *
kL+μθ 0.0015*3.5772+0.1*0.1022
=1116.206KN
P×L
△L = =1116.206*3.5772/(840*1.96*105 )
Ay×Eg
L直1=P2×L直1/Ay×E=1107.483*14.3796/840/1.96*105=
L直2=P1* L直2/ Ay×E=1124.928*4.09055/840*1.96*105=
L=2.42*2+2.8*2+9.68=
预应力筋截面面积Ay=140*6=2
锚下控制应力σk=0.72Ryb=0.72*1860=1339.2MPa
起始端头张拉力p1=σk*Ay=1339.2*840=1124.928 KN
由图纸说明:θ=6.54°*3.14/180°=0.1141rad
L直1=4.9802*2=
L弯=
μ=0.1,R=0.0015,
P=P× =1124.928 *
kL+μθ 0.0015*3.9953+0.1*0.1141
=1115.197KN
P×L
△L = =1115.197*3.9953/(840*1.96*105 )
Ay×Eg
L直1=P2×L直1/Ay×E=1105.465*9.9604/840/1.96*105=
L直2=P1* L直2/ Ay×E=1124.928*5.9016/840*1.96*105=
L=2.71*2+4.03*2+6.69=
预应力筋截面面积Ay=140*6=2
锚下控制应力σk=0.72Ryb=0.72*1860=1339.2MPa
起始端头张拉力p1=σk*Ay=1339.2*840=1124.928 KN
由图纸说明:θ=6.37°*3.14/180°=0.1111rad
L直1=3.0317*2=
L弯=
μ=0.1,R=0.0015,
P=P× =1124.928 *
kL+μθ 0.0015*3.8925+0.1*0.1111
=1115.447KN
P×L
△L = =1115.447*3.8925/(840*1.96*105 )
Ay×Eg
L直1=P2×L直1/Ay×E=1105.967*6.0634/840/1.96*105=
L直2=P1* L直2/ Ay×E=1124.928*7.963/840*1.96*105=
L=2.64*2+5.44*2+4.07=
预应力筋截面面积Ay=140*6=2
锚下控制应力σk=0.72Ryb=0.72*1860=1339.2MPa
起始端头张拉力p1=σk*Ay=1339.2*840=1124.928 KN
由图纸说明:θ=6.74°*3.14/180°=0.1176rad
L直1=0.9197*2=
L弯=
μ=0.1,R=0.0015,
P=P× =1124.928 *
kL+μθ 0.0015*4.1159+0.1*0.1176
=1114.902KN
P×L
△L = =1114.902*4.1159/(840*1.96*105 )
Ay×Eg
L直1=P2×L直1/Ay×E=1104.876*1.8394/840/1.96*105=
L直2=P1* L直2/ Ay×E=1124.928*9.87205/840*1.96*105=
L=2.79*2+6.75*2+1.23=
预应力筋截面面积Ay=140*7=2
锚下控制应力σk=0.72Ryb=0.72*1860=1339.2MPa
起始端头张拉力p1=σk*Ay=1339.2*980=1312.416KN
由图纸说明:θ=4.46°*3.14/180°=0.0778rad
L弯=
L直1=9.6184*2=
μ=0.1,R=0.0015,
P=P× =1312.416 *
kL+μθ 0.0015*2.7218+0.1*0.0778
=1304.66KN
P×L
△L = =1304.66*2.7218/(980*1.96*105 )
Ay×Eg
L直1=P2×L直1/Ay×E=1296.91*19.2368/980/1.96*105=
L直2=P1* L直2/ Ay×E=1312.416*2.5001/980*1.96*105=
L=1.85*2+1.71*2+12.99=20.11cm
预应力筋截面面积Ay=140*7=2
锚下控制应力σk=0.72Ryb=0.72*1860=1339.2MPa
起始端头张拉力p1=σk*Ay=1339.2*980=1312.416KN
由图纸说明:θ=5.86°*3.14/180°=0.1022rad
L直1=7.1898*2=
L弯=
μ=0.1,R=0.0015,
P=P× =1312.416 *
kL+μθ 0.0015*3.5772+0.1*0.1022
=1302.24KN
P×L
△L = =11302.24*3.5772/(980*1.96*105 )
Ay×Eg
L直1=P2×L直1/Ay×E=1292.064*14.3796/980/1.96*105=
L直2=P1* L直2/ Ay×E=1312.416*4.09055/980*1.96*105=
L=2.42*2+2.8*2+9.68=
预应力筋截面面积Ay=140*7=2
锚下控制应力σk=0.72Ryb=0.72*1860=1339.2MPa
起始端头张拉力p1=σk*Ay=1339.2*980=1312.416KN
由图纸说明:θ=6.54°*3.14/180°=0.1141rad
L直1=4.9802*2=
L弯=
μ=0.1,R=0.0015,
P=P× =1312.416 *
kL+μθ 0.0015*3.9953+0.1*0.1141
=1301.063KN
P×L
△L = =1301.063*3.9953/(980*1.96*105 )
Ay×Eg
L直1=P2×L直1/Ay×E=1289.71*9.9604/980/1.96*105=
L直2=P1* L直2/ Ay×E=1312.416*5.9016/980*1.96*105=
L=2.71*2+4.03*2+6.69=
预应力筋截面面积Ay=140*7=2
锚下控制应力σk=0.72Ryb=0.72*1860=1339.2MPa
起始端头张拉力p1=σk*Ay=1339.2*980=1312.416KN
由图纸说明:θ=6.37°*3.14/180°=0.1111rad
L直1=3.0317*2=6.0634m
L弯=3.8925m
μ=0.1,R=0.0015,
P=P× =1312.416 *
kL+μθ 0.0015*3.8925+0.1*0.1111
=1301.355KN
P×L
△L = =1301.355*3.8925/(980*1.96*105 )
Ay×Eg
L直1=P2×L直1/Ay×E=1290.295*6.0634/980/1.96*105=4.07cm
L直2=P1* L直2/ Ay×E=1312.416*7.963/980*1.96*105=5.44cm
L=2.64*2+5.44*2+4.07=20.23cm
预应力筋截面面积Ay=140*7=980mm2
锚下控制应力σk=0.72Ryb=0.72*1860=1339.2MPa
起始端头张拉力p1=σk*Ay=1339.2*980=1312.416KN
由图纸说明:θ=6.74°*3.14/180°=0.1176rad
L直1=0.9197*2=1.8394m
L弯=4.1159m
μ=0.1,R=0.0015,
P=P× =1312.416 *
kL+μθ 0.0015*4.1159+0.1*0.1176
=1300.719KN
P×L
△L = =1300.719*4.1159/(980*1.96*105 )
Ay×Eg
L直1=P2×L直1/Ay×E=1289.023*1.8394/980/1.96*105=1.23cm
L直2=P1* L直2/ Ay×E=1312.416*9.87205/980*1.96*105=6.75cm
L=2.79*2+6.75*2+1.23=20.31cm
千斤顶工作长度的伸长量计算:
ΔL=PL/AyEy=σk*Ay*L/AyEy=σk*L/Ey=1339.2*0.58/1.96*105
二、35mT梁张拉伸长量计算值
(按μ=0.1,k=0.0015计算)
弹性模量Eg=(1.983+1.9104+1.9776+1.9675+1.9484+1.969)/6=1.96Gpa
根据后张预应力筋理论伸长值及预应力筋平均张拉力的计算式:
△L = P=P×
Ay×Eg kL+μθ
式中: △L—预应力筋理论伸长值:cm;
P—预应力筋的平均张拉力,N;
L—从张拉端至计算截面孔道长度,cm;
Ay—预应力筋截面面积,mm2;
Eg—预应力筋的弹性模量,Mpa;
p—预应力筋张拉端的张拉力,N;
θ—从张拉端至计算截面曲线孔道部分切线的夹角之和,rad;
R—孔道每米局部偏差对摩擦的影响系数,0.0015;
μ—预应力筋与孔道避的摩擦系数,0.1 ;
(一)35m T梁中主梁
预应力筋截面面积Ay=140*7=980mm2
锚下控制应力σk=0.72Ryb=0.72*1860=1339.2MPa
起始端头张拉力p1=σk*Ay=1339.2*980=1312.416KN
由图纸说明:θ=4.46°*3.14/180°=0.0778rad
L直1=11.9239*2=23.8478m
μ=0.1,R=0.0015,
P=P× =1124.928*
kL+μθ 0.0015*3.1106+0.1*0.0778
=1304.282KN
P×L
△L = =1304.282*3.1106/(980*1.96*105 )
Ay×Eg
L直1=P2×L/Ay×E=1296.149*23.8478/980/1.96*105=16.1cm
L直2=P1×L/Ay×E=1312.416*2.3056/980/1.96*105=1.58cm
L=16.1+2.11*2+1.58*2=23.48cm
预应力筋截面面积Ay=140*6=980mm2
锚下控制应力σk=0.72Ryb=0.72*1860=1339.2MPa
起始端头张拉力p1=σk*Ay=1339.2*980=1312.416KN
由图纸说明:θ=5.86°*3.14/180°=0.1022rad
L弯=4.0883m
L直1=9.4341*2=18.8682m
μ=0.1,R=0.0015,
P=P× =1124.928*
kL+μθ 0.0015*4.0883+0.1*0.1022
=1301.742KN
P×L
△L = =1301.742*4.0883/(980*1.96*105 )
Ay×Eg
L直1=P2×L/Ay×E=1291.068*18.8682/980/1.96*105=12.69cm
L直2=P1×L/Ay×E=1312.416*3.83475/980/1.96*105=2.62cm
L=12.69+2.77*2+2.62*2=23.47cm
预应力筋截面面积Ay=140*6=980mm2
锚下控制应力σk=0.72Ryb=0.72*1860=1339.2MPa
起始端头张拉力p1=σk*Ay=1339.2*980=1312.416KN
T/CECS 641-2019 箱式钢结构集成模块建筑技术规程(完整正版扫描、清晰无水印).pdf由图纸说明:θ=6.54°*3.14/180°=0.1141rad
L直1=7.1945*2=14.389m
μ=0.1,R=0.0015,
P=P× =1124.928*
道路交通标志和标线_第3部分GB5768-2009.pdf kL+μθ 0.0015*4.5661+0.1*0.1141
=1300.508KN
P×L