T梁预应力张拉计算书文档格式.docx
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Ap=140
mm2,弹性模量为:
Ep=1.95×
105Mpa,张拉控制应力:
σk=1395
Mpa,采用两端同时对称张拉技术。
二、预应力钢绞线伸长值计算公式
预应力钢绞线伸长值:
ΔL=(Pp×
L)/(Ap×
Ep),
其中:
ΔL-预应力钢绞线伸长值(mm)
L-预应力钢绞线计算长度(mm),包括千斤顶工作段长度;
Ap-预应力钢绞线的截面面积(mm2);
Ep-预应力钢绞线的弹性模量(N/
mm2);
Pp-预应力钢绞线的平均张拉力(N);
按JTJ041-2000《公路桥涵施工技术规范》
附录G-8曲线筋公式计算,即Pp
=P×
(1-e-(kx+μθ))/(kx+μθ);
P-预应力钢束张拉端的张拉力(N);
k-孔道每米局部偏差对摩擦的影响系数(波纹管计算取0.0015)。
x-从张拉端至计算截面的孔道长度(m);
μ-预应力钢绞线与孔道壁的摩擦系数(波纹管计算取0.2);
θ-从张拉端至计算截面的孔道部分切线的夹角之和(rad)。
三、钢绞线伸长值计算
1、①号钢束预应力钢绞线一端伸长值
预应力钢绞线计算长度L1/2=(1996.5+96-2×
75)/2+55=1026.3(cm)
每根预应力钢绞线截面面积:
Ap=140(mm2)
预应力钢绞线弹性模量:
105(N/
mm2)
每根预应力钢绞线张拉端的平均张拉力:
Pp=P×
(1-e-(kx+μθ))/(kx+μθ)
P=Ap×
σk=140×
1395=195300(N)
θ=θ竖=9°
27′44″=0.165146932
(rad)
kx+μθ=0.0015×
10.263+0.2×
0.165146932=0.048423886
Pp=195300×
(1-e-0.048423886)/0.048423886=190647(N)
每根钢绞线一端伸长值:
ΔL1=(Pp×
Ep)
=(190647×
10263)/(
140×
1.95×
105)
=71.7(mm)
2、②号钢束预应力钢绞线一端伸长值
预应力钢绞线计算长度L1/2=(1996.5+103-2×
75)/2+55=1029.8(cm)
θ=θ竖+θ平=9°
27′44″+2×
6°
50′34″=23°
08′52″=0.404004937
10.298+0.2×
0.404004937=0.096247987
(1-e-0.096247987)/0.096247987=186196(N)
ΔL2=(Pp×
=(186196×
10298)/(
=70.2(mm)
3、③号钢束预应力钢绞线一端伸长值
预应力钢绞线计算长度L1/2=(1996.5+108-2×
75)/2+55=1032.3(cm)
1395=195300(N
10.323+0.2×
0.404004937=0.096285487
(1-e-0.096285487)/0.096285487=186192(N)
ΔL3=(Pp×
=(186192×
10323)/(
=70.4(mm)
四、张拉各阶段钢束伸长值、张拉力、千斤顶压力表读数
1、①号预应力钢束
①号钢束张拉程序:
0→初应力(15%σk)→30%σk→σk(持荷2min锚固)
(1)、张拉到初应力
(15%σk)
时,
钢束伸长值、张拉力、千斤顶压力表读数:
钢束一端伸长值:
ΔL15%
=ΔL1×
15%=71.7×
15%=10.8(mm)
钢束一端张拉力:
P15%=5×
σk×
Ap×
15%=5×
1395×
15%
=146475(N)
=146.475(KN)
压力表1读数:
Y15%=0.0209X-0.1109=0.0209×
146.475-0.1109=2.95(Mpa)
压力表2读数:
Y15%=0.0214X-0.095=0.0214×
146.475-0.095=3.04(Mpa)
(2)、张拉到30%σk
ΔL30%
30%=71.7×
30%=21.5(mm)
P30%=5×
30%=5×
30%
=292950(N)
=292.95(KN)
Y30%=0.0209X-0.1109=0.0209×
292.95-0.1109=6.01(Mpa)
Y30%=0.0214X-0.095=0.0214×
292.95-0.095=6.17(Mpa)
(3)、张拉到σk
ΔL100%
=ΔL1=71.7(mm)
P100%=5×
Ap=5×
140
=976500(N)=976.5(KN)
Y100%=0.0209X-0.1109=0.0209×
976.5-0.1109=20.30(Mpa)
Y100%=0.0214X-0.095=0.0214×
976.5-0.095=20.80(Mpa)
2、②号预应力钢束
②号钢束张拉程序:
0→初应力(15%σk)→30%σk→60%σk→σk(持荷2min锚固)
=ΔL2×
15%=70.2×
15%=10.5(mm)
P15%=6×
15%=6×
=175770(N)
=175.770(KN)
175.770-0.1109=3.56(Mpa)
175.770-0.095=3.67(Mpa)
(2)、张拉到初应力
(30%σk)
30%=70.2×
30%=21.1(mm)
P30%=6×
30%=6×
=351540(N)
=351.540(KN)
351.540-0.1109=7.24(Mpa)
351.540-0.095=7.43(Mpa)
(3)、张拉到60%σk
ΔL60%
60%=70.2×
60%=42.1(mm)
P60%=6×
60%=6×
60%
=703080(N)
=703.080(KN)
Y60%=0.0209X-0.1109=0.0209×
703.080-0.1109=14.58(Mpa)
Y60%=0.0214X-0.095=0.0214×
703.080-0.095=14.95(Mpa)
(4)、张拉到σk时,
=ΔL2=70.2(mm)
P100%=6×
Ap=6×
=1171800(N)=1171.800(KN)
1171.800-0.1109=24.38(Mpa)
1171.800-0.095=24.98(Mpa)
3、③号预应力钢束
③号钢束张拉程序:
=ΔL3×
15%=70.4×
15%=10.6(mm)
=175.770(KN)
30%=70.4×
ΔLk
=ΔL3=70.4(mm)
五、张拉各阶段钢束伸长值、张拉力、千斤顶压力表读数汇总表
30M梁板张拉计算算例
K98+306(右)1-1#梁板
L0=2997.7
该T梁设有3束钢束,①号钢束设有9根φ15.24钢绞线,钢束长度(包括每端预留工作长度100cm):
L1=L0+124.8cm;
②号钢束设有8根φ15.24钢绞线,钢束长度(包括每端预留工作长度100cm):
L2=L0+131.7cm;
③号钢束设有8根φ15.24钢绞线,钢束长度(包括每端预留工作长度100cm):
L3=L0+136.4
θ竖=7.765°
,②、③号钢束平弯角度均为:
θ
平
=7.628°
。
预应力张拉千斤顶工作段长度为:
L工=55cm,压力表回归方程:
2164号压力表(简称压
力表1)为:
Y=0.0226X-0.1902;
2169号压力表(简称压力表2)为:
Y=0.0226X+0.1191。
预应力钢绞线计算长度L1/2=(2997.7+124.8-2×
100)/2+55=1516.3(cm)
θ=θ竖=7.765°
=0.135524816
15.163+0.2×
0.135524816=0.049849463
(1-e-0.049849463)/0.049849463=190512(N)
钢绞线一端伸长值:
=(190512×
15163)/(
=105.8(mm)
预应力钢绞线计算长度L1/2=(2997.7+131.7-2×
100)/2+55=1519.7(cm)
θ=θ竖+θ平=7.765°
+2×
7.628°
=23.021°
=0.401792247
15.197+0.2×
0.401792247=0.103153949
(1-e-0.103153949)/0.103153949=185565(N)
=(185565×
15197)/(
=103.3(mm)
预应力钢绞线计算长度L1/2=(2997.7+136.4-2×
100)/2+55=1522.1(cm)
1395=195300(N)
15.221+0.2×
0.401792247=0.103189949
(1-e-0.103189949)/0.103189949=185561(N)
=(185561×
15221)/(
=103.5(mm)
15%=105.8×
15%=15.9(mm)
P15%=9×
15%=9×
=263655(N)
=263.655(KN)
Y15%=0.0226X-0.1902=0.0226×
263.655-0.1902=5.77(Mpa)
Y15%=0.0226X+0.1191=0.0226×
263.655+0.1191=6.08(Mpa)
30%=31.7(mm)
P30%=9×
30%=9×
=527310(N)
=527.310(KN)
Y30%=0.0226X-0.1902=0.0226×
527.310-0.1902=11.73(Mpa)
Y30%=0.0226X+0.1191=0.0226×
527.310+0.1191=12.04(Mpa)
=ΔL1=105.8(mm)
P100%=9×
Ap=9×
=1757700(N)=1757.7(KN)
Y100%=0.0226X-0.1902=0.0226×
1757.7-0.1902=39.53(Mpa)
Y100%=0.0226X+0.1191=0.0226×
1757.7+0.1191=39.84(Mpa)
15%=103.3×
15%=15.5(mm)
P15%=8×
15%=8×
=234360(N)
=234.36(KN)
234.36-0.1902=5.11(Mpa)
234.36+0.1191=5.42(Mpa)
30%=103.3×
30%=31.0(mm)
P30%=8×
30%=8×
=468720(N)
=468.72(KN)
468.72-0.1902=10.40(Mpa)
468.72+0.1191=10.71(Mpa)
(3)、张拉到初应力
(60%σk)
60%=103.3×
60%=62.0(mm)
P60%=8×
60%=8×
=937440(N)
=937.440(KN)
Y60%=0.0226X-0.1902=0.0226×
937.440-0.1902=21.00(Mpa)
Y60%=0.0226X+0.1191=0.0226×
937.440+0.1191=21.31(Mpa)
=ΔL2=103.3(mm)
P100%=8×
Ap=8×
=1562400(N)=1562.4(KN)
1562.4-0.1902=35.12(Mpa)
1562.4+0.1191=35.43(Mpa)
0→初应力(15%σk)
→30%σk→σk(持荷2min锚固)
15%=103.5×
=234.36(KN)
30%=103.5×
30%=31.1(mm)
钢束