满堂支架受力分析

附件 1 支架计算书箱梁施工采用满堂碗扣脚手支架，以下受力验算取武汉某立交高度最高的支架27# 28#墩进行。受力情况不验算箱梁翼板而只计算梁底受力情况。支架步距采用90cm，横向间距在一 般截面为 60+90+120+90+60+90+120+90+60+90+120+90+60cm,在墩顶截面为 19X60cm,竹胶 板下顺桥向布置10X10cm木方，木方下横桥向布置工10工字钢，具体见箱梁一般截面受力 分析图和箱梁墩顶截面受力分析图。箱梁一般截面受力分析图1. 支架计算与基础验算资料(1) HB碗扣为48X3.5mm钢管;(2) 立杆、横杆承载性能;(3)根据工程地质勘察报告，本桥位处地基容许承载力在lOOKpa以上。2. 荷载分析计算(1)恒载(砼):混凝土荷载按照24.2KN/m3考虑，增加钢筋重量并相应减去占用混凝土体积后，综合按 照 26.8KN/m3 考虑。箱梁一般截面恒载受力计算成果表木方编号受力(KN/m)木方编号受力(KN/m)立杆编号受力(KN)11.95213.12111.63211.70223.12214.0938.78233.12310.1544.68243.54410.4653.32255.04516.1263.122610.19615.2673.122711.33710.3083.12285.34810.3093.12293.78915.26103.12303.121016.12113.12313.121110.46123.78323.121210.15135.34333.121314.091411.33343.121411.631510.19353.12165.04363.32173.54374.68183.12388.78193.123911.70203.12401.95精品word文档箱梁墩顶截面恒载受力计算成果表木方编号受力(KN/m)木方编号受力(KN/m)立杆编号受力(KN)11.952111.7018.19211.702211.70214.04311.702311.70314.04411.702411.70414.04511.702511.70514.04611.702611.70614.04711.702711.70714.04811.702811.70814.04911.702911.70914.041011.703011.701014.041111.703111.701114.041211.703211.701214.041311.703311.701314.041411.703411.701414.041511.703511.701514.041611.703611.701614.041711.703711.701714.041811.703811.701814.041911.703911.701914.042011.70401.95208.19（2）模板荷载：a、内模（包括支撑架）：按q=1.2KN/m2考虑b、外模（包括侧模支撑架）：按q=2.4KN/m2考虑（3）施工荷载：因施工时面积分布广，需要人员及机械设备不多，按 q=2.8KN/m2 考虑（施工中要严格 控制其荷载量）（4）碗扣脚手架及分配梁荷载：按27#28#墩最高位置考虑，一般截面单根立杆最大受力2.5KN,墩顶截面单根立杆 最大受力 2.3KN。箱梁一般截面支架活载受力计算成果表木方编号受力(KN/m)木方编号受力（KN/m）立杆编号受力(KN)10.17211.0211.0721.02221.0222.3031.02231.0233.2141.02241.0243.2151.02251.0252.3061.02261.0262.3071.02271.0273.2181.02281.0283.2191.02291.0292.30101.02301.02102.30111.02311.02113.21121.02321.02123.21131.02331.02132.30141.02341.02141.07151.02351.02161.02361.02171.02371.02181.02381.02191.02391.02201.02400.17箱梁墩顶截面支架活载受力计算成果表木方编号受力（KN/m）木方编号受力（KN/m）立杆编号受力(KN)10.17211.0210.7121.02221.0221.2231.02231.0231.2241.02241.0241.2251.02251.0251.2261.02261.0261.2271.02271.0271.2281.02281.0281.2291.02291.0291.22101.02301.02101.22111.02311.02111.22121.02321.02121.22131.02331.02131.22141.02341.02141.22151.02351.02151.22161.02361.02161.22171.02371.02171.22181.02381.02181.22191.02391.02191.22201.02400.17200.713. 碗扣立杆受力计算箱梁一般截面支架受力计算（恒载）合成成果表立杆编号受力(KN)立杆编号受力(KN)立杆编号受力(KN)立杆编号受力(KN)115.26521.05920.191319.02219.02620.191021.051415.26316.05716.211116.36416.36816.211216.05箱梁墩顶截面支架受力计算（恒载）合成成果表立杆编号受力(KN)立杆编号受力(KN)立杆编号受力(KN)立杆编号受力(KN)111.25617.641117.641617.64217.64717.641217.641717.64317.64817.641317.641817.64417.64917.641417.641917.64517.641017.641517.642011.25箱梁一般截面支架受力计算（活载）合成成果表立杆编号受力(KN)立杆编号受力(KN)立杆编号受力(KN)立杆编号受力(KN)10.8851.8991.89131.8921.8961.89101.89140.8832.6572.65112.6542.6582.65122.65箱梁墩顶截面支架受力计算（活载）合成成果表立杆编号受力(KN)立杆编号受力(KN)立杆编号受力(KN)立杆编号受力(KN)10.5961.01111.01161.0121.0171.01121.01171.0131.0181.01131.01181.0141.0191.01141.01191.0151.01101.01151.01200.59立杆受力计算公式N=1.2 N恒+1.4N活箱梁一般截面支架受力计算合成成果表立杆编号受力(KN)立杆编号受力(KN)立杆编号受力(KN)立杆编号受力(KN)119.55527.90926.881325.47225.47626.881027.901419.55322.97723.151123.34423.34823.151222.97箱梁墩顶截面支架受力计算合成成果表立杆编号受力(KN)立杆编号受力(KN)立杆编号受力(KN)立杆编号受力(KN)114.32622.571122.571622.57222.57722.571222.571722.57322.57822.571322.571822.57422.57922.571422.571922.57522.571022.571522.572014.32立杆受力结果均小于30KN,满足受力要求。4. 地基受力计算由工程地质勘察报告，地基容许承载力N=80KN单根立杆受力为N=27.90KN,分布地基受力面积为0.6mX0.6m，则:地基应力。=77.5Kpa。=100 Kpa地基传力方式如下：整平压实原地基5. 杆件稳定性验算根据杆件受力原理，多排多列（超过3排3 列）整体支架的整体验算均可转化为最大单 肢杆件验算。现取受力最大的杆件进行压杆稳定验算。碗扣采用48X3.5mm钢管，横杆步距在一般截面为0.6、0.9和1.2m。钢管截面积 A=4.893X 10-4 （m2）回转半径 i=15.8mml长细比九=-0 =76,查表得申=0.744。io=KN/ （申 *A） =1.5 X 27 . 9X 103/0. 744/4. 893X 10-4=114. 96X 106pa195Mpa可以满足要求。【本文档内容可以自由复制内容或自由编辑修改内容期待你的好评和关注，我们将会做得更好】感谢您的支持与配合，我们会努力把内容做得更好！