现浇箱梁预应力钢绞线张拉伸长量计算(完成版)---副本

NK(KN)=195.3Ay(mm2)=140Eg(MPa)=195000k=0.0015μ=0.17伸长量精确计算法简化计算法L(m)θ(rad)终点力(KN)6.7900.0101850.989866691193.3209648伸长量精确计算法简化计算法L(m)θ(rad)终点力(KN)15.3600.02303250.977230723188.9191863伸长量精确计算法简化计算法L(m)θ(rad)终点力(KN)5.500.008250.991783938187.3670145伸长量精确计算法简化计算法L(m)θ(rad)终点力(KN)700.01050.989554933185.4099534伸长量精确计算法简化计算法L(m)θ(rad)终点力(KN)5.500.008250.991783938183.8866137伸长量精确计算法简化计算法L(m)θ(rad)终点力(KN)16.0100.0240150.976271066179.5231803278.72278.724.83285E-050.0001074963.79043E-054.77919E-053.72002E-050.000106564.83281E-050.0001074923.79041E-054.77915E-053.72E-050.000107396ΔL1=ΔL2=ΔL3=ΔL4=ΔL5=ΔL5=伸长量(mm)ΔL=分段五(P4-P5)分段五(P5-P6)分段四(P3-P4)分段三(P2-P3)分段二(P1-P2)分段一(P0-P1)预应力钢绞线与孔道壁的摩擦系数分段输入各段参数输入已知数据(注意单位)预应力钢绞线弹性模量孔道每米局部偏差对摩擦的影响系数张拉控制力（=1860×0.75×140）N预应力钢绞线截面面积预应力钢绞线张拉伸长量计算不对称现浇箱梁预应力钢绞线张拉理论伸长量验算F11.F12.F13.F14.F15.F16)(kxekx)(kxekx)(kxekx)(kxekx)(kxekxkx)(kxeNK(KN)=195.3Ay(mm2)=140Eg(MPa)=195000k=0.0015μ=0.17伸长量精确计算法简化计算法L(m)θ(rad)终点力(KN)6.7900.0101850.989866691193.3209648伸长量精确计算法简化计算法L(m)θ(rad)终点力(KN)15.3600.02303250.977230723188.9191863伸长量精确计算法简化计算法L(m)θ(rad)终点力(KN)5.500.008250.991783938187.3670145伸长量精确计算法简化计算法L(m)θ(rad)终点力(KN)700.01050.989554933185.4099534伸长量精确计算法简化计算法L(m)θ(rad)终点力(KN)5.500.008250.991783938183.8866137伸长量精确计算法简化计算法L(m)θ(rad)终点力(KN)16.0100.0240150.976271066179.5231803278.72278.723.79043E-054.77919E-053.72002E-050.000106563.79041E-054.77915E-053.72E-050.000107396ΔL3=ΔL4=ΔL5=ΔL5=伸长量(mm)ΔL=ΔL1=分段五(P4-P5)分段五(P5-P6)分段四(P3-P4)分段二(P1-P2)分段三(P2-P3)ΔL2=0.0001074920.000107496分段输入各段参数分段一(P0-P1)4.83281E-054.83285E-05预应力钢绞线弹性模量孔道每米局部偏差对摩擦的影响系数预应力钢绞线与孔道壁的摩擦系数不对称张拉控制力（=1860×0.75×140）N预应力钢绞线截面面积输入已知数据(注意单位)现浇箱梁预应力钢绞线张拉理论伸长量验算F21.F22.F23.F24.F25.F26预应力钢绞线张拉伸长量计算)(kxekx)(kxekx)(kxekx)(kxekx)(kxekxkx)(kxe)(kxekx)(kxekx)(kxekx)(kxekx)(kxekxkx)(kxeNK(KN)=195.3Ay(mm2)=140Eg(MPa)=195000k=0.0015μ=0.17伸长量精确计算法简化计算法L(m)θ(rad)终点力(KN)4.7900.0071850.99284075193.9017986伸长量精确计算法简化计算法L(m)θ(rad)终点力(KN)11.2300.0168450.983296084190.6628791伸长量精确计算法简化计算法L(m)θ(rad)终点力(KN)500.00750.992528055189.2382566伸长量精确计算法简化计算法L(m)θ(rad)终点力(KN)6.500.009750.990297377187.4021491伸长量精确计算法简化计算法L(m)θ(rad)终点力(KN)5.500.008250.991783938185.8624414230.47230.473.41443E-057.90964E-053.47895E-054.48381E-053.75999E-053.41441E-057.90945E-053.47893E-054.48378E-053.75997E-05ΔL1=ΔL2=ΔL3=ΔL4=ΔL5=伸长量(mm)ΔL=总伸长量(mm)ΔL=509.18分段五(P7-P6)计算结果分段四(P8-P7)分段三(P9-P8)分段二(P10-P9)分段一(P11-P10)预应力钢绞线与孔道壁的摩擦系数分段输入各段参数输入已知数据(注意单位)预应力钢绞线弹性模量孔道每米局部偏差对摩擦的影响系数张拉控制力预应力钢绞线截面面积预应力钢绞线张拉伸长量计算不对称现浇箱梁预应力钢绞线张拉理论伸长量验算F11.F12.F13.F14.F15.F16)(kxekx)(kxekx)(kxekx)(kxekx)(kxekxNK(KN)=195.3Ay(mm2)=140Eg(MPa)=195000k=0.0015μ=0.17伸长量精确计算法简化计算法L(m)θ(rad)终点力(KN)4.7900.0071850.99284075193.9017986伸长量精确计算法简化计算法L(m)θ(rad)终点力(KN)11.2300.0168450.983296084190.6628791伸长量精确计算法简化计算法L(m)θ(rad)终点力(KN)500.00750.992528055189.2382566伸长量精确计算法简化计算法L(m)θ(rad)终点力(KN)6.500.009750.990297377187.4021491伸长量精确计算法简化计算法L(m)θ(rad)终点力(KN)5.500.008250.991783938185.8624414230.47230.473.47895E-054.48381E-053.75999E-053.47893E-054.48378E-053.75997E-053.41443E-057.90964E-05ΔL3=ΔL4=ΔL5=3.41441E-057.90945E-05ΔL1=总伸长量(mm)ΔL=509.18分段五(P7-P6)计算结果伸长量(mm)ΔL=分段四(P8-P7)分段二(P10-P9)分段三(P9-P8)ΔL2=分段输入各段参数分段一(P11-P10)预应力钢绞线弹性模量孔道每米局部偏差对摩擦的影响系数预应力钢绞线与孔道壁的摩擦系数输入已知数据(注意单位)不对称张拉控制力预应力钢绞线截面面积现浇箱梁预应力钢绞线张拉理论伸长量验算F21.F22.F23.F24.F25.F26预应力钢绞线张拉伸长量计算)(kxekx)(kxekx)(kxekx)(kxekx)(kxekx)(kxekx)(kxekx)(kxekx)(kxekx)(kxekxNK(KN)=195.3Ay(mm2)=140Eg(MPa)=204000k=0.0015μ=0.17伸长量精确计算法L(m)θ(rad)终点力(KN)1.06600.0015990.998402278194.9879648伸长量精确计算法L(m)θ(rad)终点力(KN)0.7330.02440.00524750.994766244193.9674454伸长量精确计算法L(m)θ(rad)终点力(KN)7.90100.01185150.988218452191.6822087伸长量精确计算法L(m)θ(rad)终点力(KN)01191.6822087伸长量精确计算法L(m)θ(rad)终点力(KN)01191.6822087131.240ΔL1=ΔL2=ΔL3=ΔL4=ΔL5=计算结果总伸长量(mm)ΔL=分段五分段四0分段三(CD)5.33435E-05分段二(BC)4.99131E-06分段一(AB)7.28373E-06预应力钢绞线与孔道壁的摩擦系数分段输入各段参数输入已知数据(注意单位)预应力钢绞线弹性模量孔道每米局部偏差对摩擦的影响系数张拉控制力预应力钢绞线截面面积预应力钢绞线张拉伸长量计算张拉钢绞线对称布置,故取半简支梁考虑(以下所有分段均对应于半简支梁):现浇箱梁预应力钢绞线张拉理论伸长量验算F31.F32.F33.34.35.36)(kxekx)(kxekx)(kxekx)(kxekx)(kxekxF21.F22.F23.F24.F25.F26简化计算法简化计算法简化计算法简化计算法简化计算法131.247.28374E-064.99132E-065.33442E-0500计算结果预应力钢绞线与孔道壁的摩擦系数分段输入各段参数预应力钢绞线弹性模量孔道每米局部偏差对摩擦的影响系数张拉控制力预应力钢绞线截面面积预应力钢绞线张拉伸长量计算张拉钢绞线对称布置,故取半简支梁考虑(以下所有分段均对应于半简支梁):现浇箱梁预应力钢绞线张拉理论伸长量验算F31.F32.F33.34.35.36F21.F22.F23.F24.F25.F26分段名称长度（m）半径弧度工作长0z6.260.621y1.938150.12921-2z12.892y2.706150.18042-3z2.883y2.706150.18043-4z4.294y2.706150.18044-5z2.885y2.706150.18045-6z13.166y2.706150.18046-7z2.887y2.706150.18047-8z4.458y1.394100.13948-9z3.659y1.394100.13949-10z9.9110y1.204100.120410-11z4.6合计90.0160.62现浇箱梁F11、F12、F13、F14、F15、F16分段名称长度（m）半径弧度工作长0z4.2720.621y2.083150.1388671-2z15.7812y2.566150.1710672-3z3.013y2.566150.1710673-4z2.4284y2.566150.1710674-5z3.015y2.566150.1710675-6z15.2986y2.566150.1710676-7z3.017y2.566150.1710677-8z3.2538y2.268100.22688