悬浇连续梁临时支撑计算单.doc

西安快速干道跨越陇海铁路K1068+468上行线悬浇连续梁临时支撑应力计算资料1、荷载：a、各节段块重：如图所示b、0#块模板重：3.55+6.92+6.1=24tc、8#段施工时：挂篮重50 t 人员重500.75=3.75 t 机具重4.5t 其它10 t c=68.25td、其它： 1t/m d=70 t 总=1814t2、R1、R2计算：R16.4+31.342.82/2+131.82/2+82.94.55+78.78.05+80.211.55+76.815.05+7418.55+71.522.05+73.425.8+7229.8+68.2529.8=31.342.82/2+131.82/2+82.910.95+78.714.45+83.517.95+80.221.45+77.424.95+74.928.45+74.232.2+72.336.2+68.2536.2得R1=955.4tR2= 总-R1=858.6tR1=R1/2=477.7tR2=R2/2=429.3tR1R2所以取R1（中跨支柱）检算R11.5（安全系数）=716.6t支柱自重：采用120钢筋混凝土立柱 C30混凝土G1=1.22102.6/4=29.4t另80钢管=10 C30混凝土（G2=0.782102.6/4+(0.82-0.782)/4107.85=14.4t）R=R1+G1=746.0t（R=R1+G2=731.0t）3、支柱检算：、支柱为80钢管=10、C30混凝土。a、A=R/（Ra+Rg）查表有0.90,Ra=15MPa,=Ag/A=0.049,Rg=140MPa。A=731.0104/0.90(15+0.049140)=0.37m2A=r2= 0.50m2b、砼容许力=R/(A)=731.0104/(0.904002)=16.1MPa=8.5MPa不稳定。、支柱为120钢筋砼C30，配筋如图示。a、A=R/(Ra+Rg)查表：=0.973,Ra=15MPa,=Ag/A=0.01,Rg=340MPa.A=746.0104/0.973(15+0.01340)=0.42m2A=r2=1.02m2b、砼容许力=R/(A)=746.0104/(0.9735702)=7.5MPa=8.5MPac、立柱稳定性（一端固定，一端自由）P =2EI/(4l2)=(2310412004/64)/(4100002)=7534.5R=746.0t 立柱稳定。、当边跨减少20t 出现偏载计算R1边= 523.7t，R2边=383.3t当中跨减少20t 出现偏载计算R1中= 420.6t，R2中= 486.4 tR1边大于其它值取R1边(中跨支柱)检算R= R1边1.5(安全系数)+G1=815.0t a、A=R/(Ra+Rg)=815.0104/0.973(15+0.01340)=0.46m2A=r2=1.02m2b、砼容许力=R/(A)=815.0104/(0.9235702)=8.2MPa =8.5MPac、立柱稳定性（一端固定，一端自由）P=2EI/(4l2)=(2310412004/64)/(4100002)=7534.5R=815.0t 立柱稳定。4、砂筒检算（ 100 A3钢 =20 ）=Rmax/A筒=815.0104/（5002）=10.4MPa=140MPa砂筒安全。5、螺栓检算（M25、布置如图）根据设计图纸=6.29=RmaxSin=RmaxSin6.29=90.9t=/A=90.9104/(20152)=64.3MPa= 80MPa螺栓安全。6、基础检算因立柱在主墩承台上，且中心线穿过桩基，故不检算。7、三角形楔块检算水平力：815.0tSin= 90.9ta、焊缝A检算查表：hf=16mm,fwf =120MPa,f =1.0。N= hflwfwf=