满堂支架受力分析.doc

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1960cm，竹胶板下顺桥向布置1010cm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箱梁墩顶截面受力分析图1. 支架计算与基础验算资料（1）HB碗扣为483.5mm钢管；（2）立杆、横杆承载性能;立杆横杆步距（m）允许载荷（KN）横杆长度（m）允许集中荷载（KN）允许均布荷载（KN）0.6400.94.5121.2301.23.571.8251.52.54.52.4201.82.03.0（3）根据工程地质勘察报告，本桥位处地基容许承载力在100Kpa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2728#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=1.2N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N27.90KN，分布地基受力面积为0.6m0.6m，则：地基应力77.5Kpa=100 Kpa地基传力方式如下：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483.5mm钢管