30米箱梁预应力计算

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1、30米预制箱梁钢束伸长量计算书一.30米预制箱梁中跨钢束N1束1、按图S5-3-70将半个曲线预应力筋分成三段计算：AB段θ=0radL=3.534mBC段θ=0.131radL=7.854mCD段θ=0radL=4.022m2、由图纸及桥规JTJ041-2000规范可知：P=0.75×Ryb×Ay×1.025=0.75×1860×140×3×1.025=600.55KNk=0.0015ц=0.23Ay=140mm2Eg=2.0×105MPa3、计算各段终点力：PA=600.55kNPB=PA×e-（kx＋µθ）=600.55×e-(0.0015×3.53

2、4)=600.55×e-0.0053=597.38kNPC=PB×e-（kx＋µθ）=597.38×e-(0.0015×7.854＋0.23×0.131)=597.38×e-0.0419=572.87kNPD=PC×e-（kx＋µθ）=572.87×e-(0.0015×4.022)=572.87×e-0.0060=569.44kN4、计算各段伸长量：AB段：PP=P[1-e-（kx＋µθ）]/(kx＋µθ)=(600.55-597.38)/0.0053=598.11kN△L=PPL/APEP=598.11×3.534×106/(2×105×420)=25.

3、2mmBC段：PP=P[1-e-（kx＋µθ）]/(kx＋µθ)=(597.38-572.87)/0.0419=584.96kN△L=PPL/APEP=584.96×7.854×106/(2×105×420)=54.7mmCD段：PP=P[1-e-（kx＋µθ）]/(kx＋µθ)=(572.87-569.44)/0.0060=571.67kN△L=PPL/APEP=571.67×4.022×106/(2×105×420)=27.4mm5、两段张拉的总伸长值：∑△L=2×（25.2+54.7+27.4）=214.6㎜N2束1、按图S5-3-70将半个曲线预应

4、力筋分成三段计算：AB段θ=0radL=2.580mBC段θ=0.131radL=6.545mCD段θ=0radL=6.315m2、由图纸及桥规JTJ041-2000规范可知：P=0.75×Ryb×Ay×1.025=0.75×1860×140×4×1.025=800.73KNk=0.0015ц=0.23Ay=140mm2Eg=2.0×105MPa3、计算各段终点力：PA=800.73kNPB=PA×e-（kx＋µθ）=800.73×e-(0.0015×2.580)=800.73×e-0.0039=797.61kNPC=PB×e-（kx＋µθ）=797.61

5、×e-(0.0015×6.545＋0.23×0.131)=797.61×e-0.0399=766.42kNPD=PC×e-（kx＋µθ）=766.42×e-(0.0015×6.315)=766.42×e-0.0095=759.17kN4、计算各段伸长量：AB段：PP=P[1-e-（kx＋µθ）]/(kx＋µθ)=(800.73-797.61)/0.0039=800kN△L=PPL/APEP=800×2.58×106/(2×105×560)=18.4mmBC段：PP=P[1-e-（kx＋µθ）]/(kx＋µθ)=(797.61-766.42)/0.0399=

6、781.7kN△L=PPL/APEP=781.7×6.545×106/(2×105×560)=45.7mmCD段：PP=P[1-e-（kx＋µθ）]/(kx＋µθ)=(766.42-759.17)/0.0095=763.16kN△L=PPL/APEP=763.16×6.315×106/(2×105×420)=27.4mm5、两段张拉的总伸长值：∑△L=2×（25.2+54.7+27.4）=214.6㎜一.30米预制箱梁边跨非连续端钢束1.按图S5-3-71将半个曲线预应力筋分成四段，分段计算：θ=7.5º=0.131radθˊ=1.4º=0.024rad2

7、.由图纸及桥规JTJ041-2000知：P=0.75×Ryb×Ay=0.75×1860×140=195300N=195.3KNk=0.0015ц=0.225Ay=140mm2Eg=195×105MPa3.将各段数据列入表1-1得：（a）.N1束4Фj15.24的钢绞线束，张拉控制力P=4×195.3=781.2KN线段L（m）θ（rad）（（rad）(((((radkx+цθe-(kx+цθ)终点力（KN）ΔL备注AB0.6500.00100.9990780.41884.65工作长度BC2.83800.00430.9958777.141019.81CD7.

8、8600.1310.04130.9596745.744554.72