現(xiàn)澆箱梁底模標(biāo)高預(yù)拱度計算方法(帶附件計算)

潮音大橋現(xiàn)澆箱梁底模標(biāo)高預(yù)拱度計算方法52m地基整體的塑性變形和彈性變形，以此調(diào)整其它段梁底模板標(biāo)高。1、沉降分析：預(yù)壓期間現(xiàn)場做好沉降觀測記錄，依據(jù)沉降觀測h非=卸載后沉降量h卸非為支架桿h彈=加載穩(wěn)定后沉降量h累-卸載后沉降量h卸彈2、施工預(yù)拱度的設(shè)置：卸落支架后，箱梁本身重量二期恒載及活載所產(chǎn)生的豎向擾度δ1〔圖號BS11034〕布置。支架在荷載作用下的彈性變形δ2的預(yù)留值〔施工支架預(yù)拱度，以預(yù)壓期間沉降觀測數(shù)據(jù)確定，依據(jù)橋涵施工手冊下冊P12,施工支架預(yù)拱度設(shè)置在跨徑中心間，梁兩端〔支座處〕為0，按二次拋物線布置。

χ〔L-χ〕/L2拱施工支架預(yù)拱度曲線設(shè)置圖施工支架預(yù)拱度曲線設(shè)置圖支架及支架基底在荷載作用下非彈性變形δ3預(yù)壓期間沉降觀測數(shù)據(jù)確定。對于已加載預(yù)壓試驗的節(jié)段梁，就不再預(yù)留非彈性變形3、沉降觀測成果2023526531午加載完成，預(yù)壓期間支架設(shè)置沉降觀測點具體數(shù)據(jù)見下表：A.0.2-2支架沉降觀測表——支架測點(mm)加載前ho測點 h60%

加載中hjh100%

h120%

h=24

加載后hih=48

6hhc總沉…沉沉沉沉沉沉沉沉標(biāo)沉標(biāo) 標(biāo)降降降標(biāo)高降標(biāo)高降高降高 高 高2#墩處(左)2#墩處(中)2#墩處(右)1/4(左)1/4(中)1/4(右)跨中(左)跨中(中)跨中(右)(左)(中)(右)2#墩處(左)2#墩處(中)2#墩處(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依據(jù)以上沉降觀測表數(shù)據(jù)所示。彈性變形δ2①2#墩支座處斷面彈性變形左=0，中=0，右=-1，該斷面彈性變0mm；②1/4跨處斷面彈性變形左=-19，中=-26，右=-11，該斷面彈性變19mm；③跨中處斷面彈性變形左=-22，中=-36，右=-18，該斷面彈性變25mm；④3/4跨處斷面彈性變形左=-19，中=-25，右=-19，該斷面彈性變21mm；⑤3#墩支座處斷面彈性變形左=-1，中=-2，右=-1，該斷面彈性變1mm；由上可知，彈性變形δ2δ2=25mm。非彈性變形δ3①2#墩支座處斷面非彈性變形左=11，中=13，右=9，該斷面非11mm；②1/4跨處斷面非彈性變形左=10，中=14，右=19，該斷面非彈性14mm；③跨中處斷面非彈性變形左=9，中=20，右=24，該斷面非彈性變18mm；④3/4跨處斷面非彈性變形左=11，中=19，右=22，該斷面非彈性17mm；⑤3#墩支座處斷面非彈性變形左=8，中=11，右=11，該斷面非彈10mm；由上可知，非彈性變形δ3的總平均值為〔①+②+③+④+⑤〕/5=14mm，即δ3=14mm。5、底模標(biāo)高設(shè)計表

現(xiàn)澆箱梁底模掌握標(biāo)高計算表序號a部位b樁號c設(shè)計箱梁底標(biāo)高d箱梁二期恒載δ1e〔施工支架預(yù)拱度彈性變形 δ2f j130m〔0#臺〕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.