现浇箱梁底模标高预拱度计算方法(带附件计算)

潮音大桥现浇箱梁底模标高预拱度计算方法52m地基整体的塑性变形和弹性变形，以此调整其它段梁底模板标高。1、沉降分析：预压期间现场做好沉降观测记录，依据沉降观测h非=卸载后沉降量h卸非为支架杆h弹=加载稳定后沉降量h累-卸载后沉降量h卸弹2、施工预拱度的设置：卸落支架后，箱梁本身重量二期恒载及活载所产生的竖向扰度δ1〔图号BS11034〕布置。支架在荷载作用下的弹性变形δ2的预留值〔施工支架预拱度，以预压期间沉降观测数据确定，依据桥涵施工手册下册P12,施工支架预拱度设置在跨径中心间，梁两端〔支座处〕为0，按二次抛物线布置。

χ〔L-χ〕/L2拱施工支架预拱度曲线设置图施工支架预拱度曲线设置图支架及支架基底在荷载作用下非弹性变形δ3预压期间沉降观测数据确定。对于已加载预压试验的节段梁，就不再预留非弹性变形3、沉降观测成果2023526531午加载完成，预压期间支架设置沉降观测点具体数据见下表：A.0.2-2支架沉降观测表——支架测点(mm)加载前ho测点 h60%

加载中hjh100%

h120%

h=24

加载后hih=48

6hhc总沉…沉沉沉沉沉沉沉沉标沉标 标降降降标高降标高降高降高 高 高2#墩处(左)2#墩处(中)2#墩处(右)1/4(左)1/4(中)1/4(右)跨中(左)跨中(中)跨中(右)(左)(中)(右)2#墩处(左)2#墩处(中)2#墩处(右)

沉 降量差差差差差差差差7.4757.464117.46317.4630117.4567.443137.44307.4430137.4787.468107.46807.469-197.6787.650287.64917.668-19107.6767.638387.63627.662-26147.6857.656297.65517.666-11197.6937.663307.66217.684-2297.6907.636547.63427.670-36207.7007.660407.65827.676-18247.6387.608307.60807.627-19117.6317.588437.58717.612-25197.6317.591407.59017.609-19227.3277.31897.31807.319-187.3507.337137.33617.338-2117.3407.328127.32807.329-111δ2δ3依据以上沉降观测表数据所示。弹性变形δ2①2#墩支座处断面弹性变形左=0，中=0，右=-1，该断面弹性变0mm；②1/4跨处断面弹性变形左=-19，中=-26，右=-11，该断面弹性变19mm；③跨中处断面弹性变形左=-22，中=-36，右=-18，该断面弹性变25mm；④3/4跨处断面弹性变形左=-19，中=-25，右=-19，该断面弹性变21mm；⑤3#墩支座处断面弹性变形左=-1，中=-2，右=-1，该断面弹性变1mm；由上可知，弹性变形δ2δ2=25mm。非弹性变形δ3①2#墩支座处断面非弹性变形左=11，中=13，右=9，该断面非11mm；②1/4跨处断面非弹性变形左=10，中=14，右=19，该断面非弹性14mm；③跨中处断面非弹性变形左=9，中=20，右=24，该断面非弹性变18mm；④3/4跨处断面非弹性变形左=11，中=19，右=22，该断面非弹性17mm；⑤3#墩支座处断面非弹性变形左=8，中=11，右=11，该断面非弹10mm；由上可知，非弹性变形δ3的总平均值为〔①+②+③+④+⑤〕/5=14mm，即δ3=14mm。5、底模标高设计表

现浇箱梁底模掌握标高计算表序号a部位b桩号c设计箱梁底标高d箱梁二期恒载δ1e〔施工支架预拱度弹性变形 δ2f j130m〔0#台〕K0+044.6786.0700.0000.0000.014225mK0+049.6786.1950.0060.0140.014320mK0+054.6786.3200.0080.0220.014415mK0+059.6786.4450.0080.0250.014510mK0+064.6786.5700.0070.0220.01466.893mK0+067.7856.6470.0060.0180.01474.733mK0+069.9456.7010.0040.0130.014840m〔1#墩〕K0+074.6786.8200.0000.0000.014935mK0+079.6786.9450.0050.0110.0141030mK0+084.6787.0700.0090.0190.0141125mK0+089.6787.1950.0140.0230.0141220mK0+094.6787.3200.0120.0250.0141315mK0+099.6787.4450.0090.0230.0141410mK0+104.6787.5700.0060.0190.014156mK0+108.6787.6700.0030.0130.000160m〔2#墩〕K0+114.6787.8070.0000.0000.000175mK0+119.6787.8950.0100.0110.0001810mK0+124.6787.9570.0160.0190.0001915mK0+129.6787.9950.0180.0230.0002020mK0+134.6788.0070.0200.0250.0002125mK0+139.6787.9950.0180.0230.0002230mK0+144.6787.9570.0160.0190.0002335mK0+149.6787.8950.0100.0110.0002440m(3#墩)K0+154.6787.8070.0000.0000.000256mK0+160.6787.6700.0030.0130.0002610mK0+164.6787.5700.0060.0190.0142715mK0+169.6787.4450.0090.0230.0142820mK0+174.6787.3200.0120.0250.0142925mK0+179.6787.1950.0140.0230.0143030mK0+184.6787.0700.0090.0190.0143135mK0+189.6786.9450.0050.0110.0143240m〔4#墩〕K0+194.6786.8200.0000.0000.014334.733mK0+199.4116.7010.0040.0100.014346.893mK0+201.5716.6470.0060.0140.0143510mK0+204.6786.5700.0070.0220.