2号桥钢绞线伸长量计算

1、 石玄 埠2号桥预应力钢绞线张拉计算程序计算依据根据公路工程桥梁设计手册、公路桥涵施工技术规范及龙丽丽龙高速公路工程莲都段两阶段施工设计图。理论伸长值L =PPL/APEP式中: PP预应力钢材平均张拉力(N)L预应力钢材长度(cm)AP预应力钢材截面积(mm2)EP预应力钢材弹性模量 (N/mm2)PP=P1-e-(kx+)/ kx+式中: P预应力钢材张拉端张拉力(N)X从张拉端至计算截面的孔道长度（m）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，此处取k=0.0015预应力筋与空洞壁的摩擦系数此处取=0.25一20m空心梁板理论伸长量（边跨）

2、由公路桥涵施工技术规范附表G-8可知K值取K=0.0015;值取=0.25;由钢绞线检验报告可知: AP=141.1(mm2); EP=198.3103(Mpa)中板1号束伸长量计算由设计图可知：设计张拉控制力P=585.9KN, =12/180=0.2094,X1=0.35m,X2=0.342 m,X3=4.398 m,X4=5.079m则各段张拉力为:P1=P01-e-(kx+)/ (kx+)=585.91- e-(0.00150.35)/(0.00150.35)=585.75KNP2= P11-e-(kx+)/( kx+)=585.751- e-(0.00150.342)/(0.0015

3、0.342)=585.60KNP3= P21-e-(kx+)/( kx+)=585.601- e-(0.00154.398+0。250.2094)/(0.00154.398+0.250.2094)=568.68KNP4= P31-e-(kx+)/( kx+)=568.681- e-(0.00155.079)/(0.00155.079)=566.52KN则两端理论伸长值之和为:L=2(585.90.35+585.750.342+585.64.398+568.685.079) 103/(141.13198.3103)=13.98 cm初应力时的伸长量:即:0=10%com=10%585.9=58.

4、6KN则: L= PPL/APEP=58.61032(X1+X2+X3+X4)/(141.13198.3103) =1.42cm中板2号束伸长量计算由设计图可知：设计张拉控制力P=585.9KN, =8/180=0.1396,X1=0.35 m,X2=0.587 m,X3=2.932 m,X4=6.276m则各段张拉力为:P1=P01-e-(kx+)/ (kx+)=585.91- e-(0.00150.35)/(0.00150.35)=585.75KNP2= P11-e-(kx+)/( kx+)=585.751- e-(0.00150.587)/(0.00150.587)=585.49 KNP

5、3= P21-e-(kx+)/( kx+)=585.491- e-(0.00152.932+0.250.1396)/(0.00152.932+0.250.1396)=574.13KNP4= P31-e-(kx+)/( kx+)=574.131- e-(0.00156.276)/(0.00156.276)=571.44 KN则两端理论伸长值之和为:L=2(585.90.35+585.750.587+585.492.932+574.136.276) 103/(141.13198.3103)=13.98cm初应力时的伸长量:即:0=10%com=10%585.9=58.6KN则: L= PPL/AP

6、EP=58.61032(X1+X2+X3+X4)/(141.13198.3103) =1.42cm中板3号束伸长量计算由设计图可知：设计张拉控制力P=781.2KN, =2/180=0.0349,X1=0.35 m,X2=0.767 m,X3=0.873 m,X4=8.141m则各段张拉力为:P1=P01-e-(kx+)/ (kx+)=781.21- e-(0.00150.35)/(0.00150.35)=780.99KNP2= P11-e-(kx+)/( kx+)=780.991- e-(0.00150.767)/(0.00150.767)=780.54 KNP3= P21-e-(kx+)/

7、( kx+)=780.541- e-(0.00150.873+0.250.0349)/(0.00150.873+0.250.0349)=776.6KNP4= P31-e-(kx+)/( kx+)=776.61- e-(0.00158.141)/(0.00158.141)=771.88KN则两端理论伸长值之和为:L=2(781.20.35+780.990.767+780.540.873+776.68.141) 103/(141.14198.3103)=14.08 cm初应力时的伸长量:即:0=10%com=10%781.2=78.1KN则: L= PPL/APEP=78.11032(X1+X2+

8、X3+X4)/(141.14198.3103) =1.30cm二20m空心梁板理论伸长量（中跨）由公路桥涵施工技术规范附表G-8可知K值取K=0.0015;值取=0.25;由钢绞线检验报告可知: AP=141.1(mm2); EP=198.3103(Mpa)中板1号束伸长量计算由设计图可知：设计张拉控制力P=585.9KN, =12/180=0.2094,X1=0.35m,X2=0.342 m,X3=4.398 m,X4=5.029m则各段张拉力为:P1=P01-e-(kx+)/ (kx+)=585.91- e-(0.00150.35)/(0.00150.35)=585.75KNP2= P11

9、-e-(kx+)/( kx+)=585.751- e-(0.00150.342)/(0.00150.342)=585.60KNP3= P21-e-(kx+)/( kx+)=585.601- e-(0.00154.398+0。250.2094)/(0.00154.398+0.250.2094)=568.68KNP4= P31-e-(kx+)/( kx+)=568.681- e-(0.00155.029)/(0.00155.029)=566.54KN则两端理论伸长值之和为:L=2(585.90.35+585.750.342+585.64.398+568.685.029) 103/(141.1319

10、8.3103)=13.92 cm 初应力时的伸长量:即:0=10%com=10%585.9=58.6KN则: L= PPL/APEP=58.61032(X1+X2+X3+X4)/(141.13198.3103) =1.41cm中板2号束伸长量计算由设计图可知：设计张拉控制力P=585.9KN, =8/180=0.1396,X1=0.35 m,X2=0.587 m,X3=2.932 m,X4=6.226m则各段张拉力为:P1=P01-e-(kx+)/ (kx+)=585.91- e-(0.00150.35)/(0.00150.35)=585.75KNP2= P11-e-(kx+)/( kx+)=

11、585.751- e-(0.00150.587)/(0.00150.587)=585.49 KNP3= P21-e-(kx+)/( kx+)=585.491- e-(0.00152.932+0.250.1396)/(0.00152.932+0.250.1396)=574.13KNP4= P31-e-(kx+)/( kx+)=574.131- e-(0.00156.226)/(0.00156.226)=571.46KN则两端理论伸长值之和为:L=2(585.90.35+585.750.587+585.492.932+574.136.226) 103/(141.13198.3103)=13.92c

12、m初应力时的伸长量:即:0=10%com=10%585.9=58.6KN则: L= PPL/APEP=58.61032(X1+X2+X3+X4)/(141.13198.3103) =1.41cm中板3号束伸长量计算由设计图可知：设计张拉控制力P=585.9KN, =2/180=0.0349,X1=0.335 m,X2=0.767 m,X3=0.873 m,X4=8.091m则各段张拉力为:P1=P01-e-(kx+)/ (kx+)=781.21- e-(0.00150.35)/(0.00150.35)=780.99KNP2= P11-e-(kx+)/( kx+)=780.991- e-(0.0

13、0150.767)/(0.00150.767)=780.54 KNP3= P21-e-(kx+)/( kx+)=780.541- e-(0.00150.873+0.250.0349)/(0.00150.873+0.250.0349)=776.6KNP4= P31-e-(kx+)/( kx+)=776.61- e-(0.00158.091)/(0.00158.091)=771.91KN则两端理论伸长值之和为:L=2(781.20.35+780.990.767+780.540.873+776.68.091) 103/(141.14198.3103)=14.01 cm初应力时的伸长量:即:0=10%

14、com=10%781.2=78.1KN则: L= PPL/APEP=78.11032(X1+X2+X3+X4)/(141.14198.3103) =1.41cm三20m空心梁板墩顶连续理论伸长量由公路桥涵施工技术规范附表G-8可知K值取K=0.0015;值取=0.25;由钢绞线检验报告可知: AP=141.1(mm2); EP=198.3103(Mpa)中板1号束伸长量计算由设计图可知：设计张拉控制力P=195.3KN, =10/180=0.1745,X1=0.35m,X2=0.196m,X3=0.873 m,X4=5.439m则各段张拉力为:P1=P01-e-(kx+)/ (kx+)=195

15、.31- e-(0.00150.35)/(0.00150.35)=195.25KNP2= P11-e-(kx+)/( kx+)=195.251- e-(0.00150.196)/(0.00150.196)=195.2 KNP3= P21-e-(kx+)/( kx+)=195.21- e-(0.00150.873+0。250.1745)/(0.00150.873+0.250.1745)=190.9KNP4= P31-e-(kx+)/( kx+)=190.91- e-(0.00155.439)/(0.00155.439)=190.1KN则两端理论伸长值之和为:L=2(195.20.35+195.2

16、0.196+190.90.873+190.15.439) 103/(141.1198.3103)=9.3 cm初应力时的伸长量:即:0=10%com=10%195.3=19.53KN则: L= PPL/APEP=19.531032(X1+X2+X3+X4)/(141.1198.3103) =0.96cm中板2号束伸长量计算由设计图可知：设计张拉控制力P=195.3KN, =10/180=0.1745,X1=0.35m,X2=0.196 m,X3=0.873m,X4=2.939m则各段张拉力为:P1=P01-e-(kx+)/ (kx+)= 195.31- e-(0.00150.35)/(0.00150.35)=195.2KNP2= P11-e-(kx+)/( kx+)= 195.21- e-(0.00150.196)/(0.00150.196)=195.2 KNP3= P21-e-(kx+)/( kx+)= 195.21- e-(0.00150.873+0。250.1745)/(0.00150.873+0.250.1745)=190.9KNP4= P