满堂支架受受力分析

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1、满堂支架受力分析箱梁施工采用满堂碗扣脚手支架，以下受力验算取高度最高的支架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+60cni,在墩顶截而为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-•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11.7KN/m箱梁墩顶截面受力分析图1、支架计算与基础

2、验算资料(1)HB碗扣为048X3.5mm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(1)根据《工程地质勘察报告》，木桥位处地基容许承载力在lOOKpa以上。2、荷载分析计算(1)恒载(殓):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」2111

3、.63211.70223.12214.0938.78233.12310.1544.68243.54410.4653.32255.04516.1263.122610.19615.2673.122711.33710.3083.12285.34810.3093.12293.78915.26103.12303.121016.12113.12313.121110.46123.78323.121210.15135.34333.121314.091411.33343.121411.631510.19353.12

4、165.04363.32173.54374.68183.12388.78193.123911.70203.12401.95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

5、.70814.04911.702911.70914.041011.703011.701014.041111.703111.701114.041211.703211.701214.041311.703311.701314.041411.703411.701414.041511.703511.701514.041611.703611.701614.041711.703711.701714.041811.703811.701814.041911.703911.701914.042011.70401.95

6、208.19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)10.17211.0211.0721.02221.0222.3031.02231.0233.2141.02241.0243.2151.02251.0252.3061.02261.0262.3071.02271.0273.2181.02281.0283.2191.02291.0292.30101.02301.02102.30111.02311.02113.21121.02321.0212

7、3.21131.02331.02132.30141.02341.02141.07151.02351.02161.02361.02171.02371.02181.02381.02191.02391.02201.02400.17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

8、.0261.2271.02271.0271.2281.02281.0281.2291.02291.0291.22101.02301.02101.22111.02311.02111.22121.02321.02121.22131.02331.02131.22141.02341.02141.22151.02351.02151.22161.02361.02161.22171.02371.02171.22181.02381.02181.22191.02391.02191.22201.024