倉(cāng)下高架橋預(yù)應(yīng)力筋張拉計(jì)算書

PAGE倉(cāng)下高架橋預(yù)應(yīng)力筋張拉計(jì)算書一、工程概況K59+275倉(cāng)下高架橋上部構(gòu)造采用20M后張法預(yù)應(yīng)力砼小箱梁先簡(jiǎn)支后連續(xù)的結(jié)構(gòu)，共有箱梁64片。其中邊跨主梁16片，中跨主梁48片。預(yù)應(yīng)力鋼鉸線采用φj15.24(7φ5)規(guī)格，Rby=1860Mpa，公稱直徑Ф15.24mm，張拉控制應(yīng)力按標(biāo)準(zhǔn)抗拉強(qiáng)度的75%控制，采用夾片錨，錨具必須符合國(guó)家檢驗(yàn)標(biāo)準(zhǔn)，N1、N2鋼束錨具均為OVM15-5型，T1鋼束錨具為BM15-4型。T2鋼束錨具為BM15-5型。每片梁有4束鋼絞線，每束由5根組成，每根鋼絞線由7絲的Ф5高強(qiáng)度低松弛鋼絲組成。每束鋼絞線張拉控制應(yīng)力為976.5KN，公稱面積140mm2，各束預(yù)應(yīng)力均不進(jìn)行超張拉。預(yù)制梁砼強(qiáng)度達(dá)95%后且齡期不少于7天時(shí)方可進(jìn)行張拉，采用兩端同時(shí)對(duì)稱張拉的方式張拉。二、張拉值計(jì)算（一）預(yù)應(yīng)力張拉值計(jì)算1、張拉噸位計(jì)算：預(yù)應(yīng)力鋼束公稱強(qiáng)度為1860Mpa。則每根鋼絞線的張拉控制應(yīng)力：δk=1860×0.75=1395Mpa，其中：0.75為張拉控制系數(shù)每根鋼鉸線張拉力：F=1395×140=195.3KN其中：140為每根鋼絞線截面積（mm2）N1、N2束張拉力：F=195.3×5=976.5KNT1束張拉力：F=195.3×1=195.3KNT2束張拉力：F=195.3×1=195.3KN2、張拉程序預(yù)應(yīng)力束采用兩端同時(shí)對(duì)稱張拉，張拉程序?yàn)椋?15%δk30%δkδk持荷2分鐘δk（錨固）鋼束張拉順序?yàn)橄萅1后N2，先T1后T2且T1順序?yàn)橄戎泻筮?，兩端?duì)稱張拉：鋼束張拉順序：N1N2；T1T2T1T2T1T2T1N2◎◎N2N1◎◎N1（二）壓力表值計(jì)算我部預(yù)應(yīng)力鋼束張拉用千斤頂和油壓表已檢測(cè)（資料見附件）：1、013＃千斤頂配1489＃油壓表，回歸方程P=0.0334F-0.08852、012＃千斤頂配1459＃油壓表，回歸方程P=0.0333F+0.4156式中F為荷載值，以KN計(jì)；P為壓力表示值，以Mpa計(jì)。N1、N2預(yù)應(yīng)力鋼束（5根）張拉時(shí)壓力表示值計(jì)算張拉力（KN）壓力表讀數(shù)（MMpa）012＃千斤頂頂配1459＃油壓表表013＃千斤頂頂配1489＃油壓表表000146.48（15%δk）5.34.8292.95（30%δk）10.179.7976.5（δδk）32.9332.53T1、T2預(yù)應(yīng)力鋼束（1根）張拉時(shí)壓力表示值計(jì)算張拉力（KN）壓力表讀數(shù)（MMpa）采用單端張拉回歸方程00P=0.1977140**F-0..0629.3（155%δk）5.758.6（300%δk）11.5195.3（δδk）38.4（三）預(yù)應(yīng)力鋼絞線伸長(zhǎng)量計(jì)算方法已知：鋼絞線橫截面積Ay=140mm2，彈性模量為Ey=1.986×105Mpa（模量為品質(zhì)證書檢驗(yàn)報(bào)告平均數(shù)據(jù)）預(yù)應(yīng)力鋼絞線張拉理論伸長(zhǎng)量計(jì)算公式：L=PL/AyEyL:預(yù)應(yīng)力鋼絞線張拉理論伸長(zhǎng)量(mm)L:預(yù)應(yīng)力鋼絞線的長(zhǎng)度(mm)Ay：預(yù)應(yīng)力鋼絞線的截面積(mm2)，140mm2Ey：預(yù)應(yīng)力鋼絞線的彈性模量（N/mm2，即Mpa）,1.986×105MpaP:預(yù)應(yīng)力鋼絞線的平均張拉力（N），直線筋取張拉端的拉力，兩端張拉的曲線筋，按如下公式計(jì)算：P=P[1-e-(kx+uθ)]/(kx+μθ)P:預(yù)應(yīng)力鋼絞線張拉端的拉力（N）X：從張拉端至計(jì)算截面的孔道長(zhǎng)度（m）θ：從張拉端至計(jì)算截面曲線孔道部分切線的夾角之和（rad）K：孔道每米局部偏差對(duì)摩擦的影響系數(shù)μ：預(yù)應(yīng)力鋼絞線與孔道壁的摩擦系數(shù)系數(shù)K及μ值表孔道成型方式Kμ值鋼絞線預(yù)埋金屬螺旋管管道0.00150.25四、中跨主梁N1、N2鋼束理論伸長(zhǎng)量計(jì)算1、N1鋼束從0~100%δk階段理論伸長(zhǎng)量：N1鋼束實(shí)際張拉長(zhǎng)度：L=970*2+55+55=2050cm（注：千斤頂及錨具長(zhǎng)度共計(jì)55cm）。將半個(gè)曲線預(yù)應(yīng)力筋分成三段，進(jìn)行分段計(jì)算：其中靠連續(xù)端直線長(zhǎng)度：L1=6.49-0.30+0.55=6.74m;曲線段長(zhǎng)度：L2=7.39-6.49＝0.9m；中間直線長(zhǎng)度：L3=10-7.39＝2.61m夾角θ＝2.6°＝0.0454（rad）直線段L1伸長(zhǎng)量計(jì)算:L1=PL/AyEy=（976.5×103×6.74）/（5×140×1.986×105）=0.0473m＝4.73cm曲線段L2伸長(zhǎng)量計(jì)算：X=0.55+6.49-0.3=6.74mP=P[1-e-(kx+uθ)]/(kx+μθ)=976.5[1-e-(0.0015×6.74+0.25×0)]/(0.0015×6.74+0.25×0)=971.58KNL2=PL/AyEg=（971.58×103×0.9）/（5×140×1.986×105）=0.0063m＝0.63cm中間段直線L3伸長(zhǎng)量計(jì)算:X=0.55+7.39-0.3=7.64mP=P[1-e-(kx+uθ)]/(kx+μθ)=971.58[1-e-(0.0015×7.64+0.25×0.0454)]/(0.0015×7.64+0.25×0.0454)=960.58KN△L3=PL/AyEg=（960.58×103×2.61）/（5×140×1.986×105）=0.018m＝1.8cm因此，N1鋼束在0~100%δk階段計(jì)算的理論伸長(zhǎng)量為：LN1＝（L1+L2+L3）×2＝（4.73+0.63+1.8）×2＝14.32cm。2、N2鋼束從0~100%δk階段理論伸長(zhǎng)量：N2鋼束實(shí)際張拉長(zhǎng)度：L=970*2+55+55=2050cm（注：千斤頂及錨具長(zhǎng)度共計(jì)55cm）。將半個(gè)曲線預(yù)應(yīng)力筋分成三段，進(jìn)行分段計(jì)算：其中靠連續(xù)端直線長(zhǎng)度：L1=7.52-0.30+0.55=7.77m;曲線段長(zhǎng)度：L2=8.56-7.52＝1.04m；中間直線長(zhǎng)度：L3=10-8.56＝1.44m夾角θ＝3.0°＝0.0524（rad）直線段L1伸長(zhǎng)量計(jì)算:L1=PL/AyEy=（976.5×103×7.77）/（5×140×1.986×105）=0.0546m＝5.46cm曲線段L2伸長(zhǎng)量計(jì)算：X=0.55+7.52-0.3=7.77mP=P[1-e-(kx+uθ)]/(kx+μθ)=976.5[1-e-(0.0015×7.77+0.25×0)]/(0.0015×7.77+0.25×0)=970.83KNL2=PL/AyEg=（970.83×103×1.04）/（5×140×1.986×105）=0.0073m＝0.73cm中間段直線L3伸長(zhǎng)量計(jì)算:X=0.55+8.56-0.3=8.81mP=P[1-e-(kx+uθ)]/(kx+μθ)=970.83[1-e-(0.0015×8.81+0.25×0.0524)]/(0.0015×8.81+0.25×0.0524)=958.17KN△L3=PL/AyEg=（958.17×103×1.44）/（5×140×1.986×105）=0.0099m＝0.99cm因此，N2鋼束在0~100%δk階段計(jì)算的理論伸長(zhǎng)量為：LN2＝（L1+L2+L3）×2＝（5.46+0.73+0.99）×2＝14.36cm。五、邊跨主梁N1、N2鋼束理論伸長(zhǎng)量計(jì)算1、N1鋼束從0~100%δk階段理論伸長(zhǎng)量：N1鋼束實(shí)際張拉長(zhǎng)度：L=1966+55+55=2076cm（注：千斤頂及錨具長(zhǎng)度共計(jì)55cm）。將半個(gè)曲線預(yù)應(yīng)力筋分成三段，并對(duì)伸縮端和連續(xù)端分別進(jìn)行分段計(jì)算：1）、靠伸縮縫端：直線長(zhǎng)度：L1=4.22-0.16+0.55=4.61m;曲線段長(zhǎng)度：L2=5.86-4.22＝1.64m中間直線長(zhǎng)度：L3=19.66/2-5.86＝3.97m夾角θ＝4.7°＝0.0820（rad）直線段伸長(zhǎng)量計(jì)算：L1=PL/AyEy=（976.5×103×4.61）/（5×140×1.986×105）=0.0324m＝3.24cm曲線段伸長(zhǎng)量計(jì)算:X=4.22-0.16+0.55=4.61mP=P[1-e-(kx+uθ)]/(kx+μθ)=976.5[1-e-(0.0015×4.61+0.25×0)]/(0.0015×4.61+0.25×0)=973.13KNL2=PL/AyEg=（973.13×103×1.64）/（5×140×1.986×105）=0.0115m＝1.15cm中間段直線段伸長(zhǎng)量：X=5.86-0.16+0.55=6.25mP=P[1-e-(kx+uθ)]/(kx+μθ)=973.13[1-e-(0.0015×6.25+0.25×0.082)]/(0.0015×6.25+0.25×0.082)=958.74KNL3=PL/AyEg=（958.74×103×3.97）/（5×140×1.986×105）=0.0274m＝2.74cm2）、靠連續(xù)端：直線長(zhǎng)度：L4=19.7-13.66+0.55=6.59m;曲線段長(zhǎng)度：L5=13.66-12.46＝1.20m中間直線長(zhǎng)度：L6=12.46-19.66/2＝2.63m夾角θ＝3.4°＝0.0593（rad）直線段伸長(zhǎng)量計(jì)算：L4=PL/AyEy=（976.5×103×6.59）/（5×140×1.986×105）=0.0463m＝4.63cm曲線段伸長(zhǎng)量計(jì)算:X=19.7-13.66+0.55=6.59mP=P[1-e-(kx+uθ)]/(kx+μθ)=976.5[1-e-(0.0015×6.59+0.25×0)]/(0.0015×6.59+0.25×0)=971.69KNL5=PL//AyEEg=（971..69×1103×1.2）/（5×1440×1..986××105）=0.00084m＝＝0.844cm中間段直線段伸伸長(zhǎng)量：X=19.7--12.446+0..55=77.79mmP=P[1-ee-(kxx+uθ)]/((kx+μθ)=971.669[1--e-(00.00115×7..79+00.25××0.05593)]/(0.00015×77.79++0.255×0.00593))=9558.922KNL6=PL//AyEEg=（958..92×1103×2.663）/（5×1440×1..986××105）=0.01181m＝＝1.811cm因此，邊跨主梁梁N1鋼束在0~1000%δk階段計(jì)算算的理論伸伸長(zhǎng)量為：：LN1＝L1+LL2+L33+L4++L5+LL6＝3.244+1.115+2..74+44.63++0.844+1.881＝14.41cmm。2、N2鋼束從0~1000%δk階段理論論伸長(zhǎng)量：：N2鋼束實(shí)際張拉長(zhǎng)長(zhǎng)度：L=19966+555+555=20776cm（注注：千斤頂頂及錨具長(zhǎng)長(zhǎng)度共計(jì)555cmm）。將半半個(gè)曲線預(yù)預(yù)應(yīng)力筋分分成三段，并并對(duì)伸縮端端和連續(xù)端端分別進(jìn)行行分段計(jì)算算：1）、靠伸縮縫端端：直線線長(zhǎng)度：L1=66.32--0.166+0.555=6..71m;;曲線段長(zhǎng)度：LL2=77.77--6.322＝1.455m中間直線長(zhǎng)度：：L3=119.666/2-77.77＝2.066m夾角θ＝4.22°＝0.07733（rad）直線段伸長(zhǎng)量計(jì)計(jì)算：L1=PL/AAyEy==（976..5×1003×6.771）/（5×1440×1..986××105）=0.04471m＝＝4.711cm曲線段伸長(zhǎng)量計(jì)計(jì)算:X=6.32--0.166+0.555=6..71mmP=P[1-ee-(kxx+uθ)]/((kx+μθ)=976.55[1-ee-(0..00155×6.771+0..25×00)]/(0.00015××6.711+0.225×0))=971.660KNL2=PL//AyEEg=（971..6×1003×1.445）/（5×1440×1..986××105）=0.0101mm＝1.011cm中間段直線段伸伸長(zhǎng)量：X=7.77--0.166+0.555=8..16mP=P[1-ee-(kxx+uθ)]/((kx+μθ)=971.66[1-ee-(0..00155×8.116+0..25×00.07333)]/(00.00115×8..16+00.25××0.07733)=956.90KKNL3=PL//AyEEg=（956..9×1003×2.006）/（5×1440×1..986××105）=0.01142m＝＝1.422cm2）、靠連續(xù)端：：直線長(zhǎng)長(zhǎng)度：L4=119.7--12.66+0.555=7..65m;;曲線段長(zhǎng)度：LL5=112.6--11.331＝1.299m中間直線長(zhǎng)度：：L6=111.311-19..66/22＝1.488m夾角θ＝3.77°＝0.06646（rad）直線段伸長(zhǎng)量計(jì)計(jì)算：L4=PL/AAyEy==（976..5×1003×7.665）/（5×1440×1..986××105）=0.0537mm＝5.377cm曲線段伸長(zhǎng)量計(jì)計(jì)算:X=19.7--12.66+0.555=7..65mP=P[1-ee-(kxx+uθ)]/((kx+μθ)=976.55[1-ee-(0..00155×7.665+0..25×00)]/(0.00015××7.655+0.225×0))=9770.922KNL5=PL//AyEEg=（970..92×1103×1.229）/（5×1440×1..986××105）=0.0009m＝0.9ccm中間段直線段伸伸長(zhǎng)量：X=19.7--11.331+0..55=88.94mmP=P[1-ee-(kxx+uθ)]/((kx+μθ)=971.669[1--e-(00.00115×8..94+00.25××0.06646)]/(0.00015×88.94++0.255×0.00646))=9577.47KKNL6=PL//AyEEg=（957..47×1103×1.448）/（5×1440×1..986××105）=0.01102m＝＝1.022cm因此，邊跨主梁梁N2鋼束在0~1000%δk階段計(jì)算算的理論伸伸長(zhǎng)量為：：LN2＝L1+LL2+L33+L4++L5+LL6＝4.711+1.001+1..42+55.37++0.9++1.022＝14.443cm。六、墩頂負(fù)彎距距T1、T2鋼束理論伸伸長(zhǎng)量計(jì)算算墩頂負(fù)彎距T11、T2鋼束采用用扁錨型千千斤頂進(jìn)行行單端逐股股張拉，T1鋼束實(shí)際際張拉長(zhǎng)度度：L=（485++30+885）*2+555=12255cmm。T2鋼束實(shí)際際張拉長(zhǎng)度度：L=（185++30+885）*2+555=6555cm（注注：千斤頂頂及錨具長(zhǎng)長(zhǎng)度共計(jì)555cmm）。將半半個(gè)曲線預(yù)預(yù)應(yīng)力筋分分成三段，進(jìn)進(jìn)行分段計(jì)計(jì)算：T1鋼束理論伸長(zhǎng)量量計(jì)算端頭處直線長(zhǎng)度度：L1=00.85++0.555=1.44m;曲線段長(zhǎng)長(zhǎng)度：L2=0..3m；中間間直線長(zhǎng)度度：L3=4..85m，夾夾角θ＝1.7°＝0.02297（rad）直線段L1伸長(zhǎng)長(zhǎng)量計(jì)算::L1=PL/AAyEy==（195..3×1003×1.4）/（1×1440×1..986××105）=0.0098mm＝0.988cm曲線段L2伸長(zhǎng)長(zhǎng)量計(jì)算：：X=0.55++0.855=1.44mP=P[1-ee-(kxx+uθ)]/((kx+μθ)=195.33[1-e-(00.00115×1.4++0.255×0)]/(0.00015×11.4+00.25××0)=1195.11KNL2=PLL/AyyEg=（195..1×1003×0.3）/（1×1440×1..986××105）=0.00021m＝＝0.211cm中間段直線L33伸長(zhǎng)量計(jì)計(jì)算:X=0.55++0.855+0.33=1.7mmP=PP[1-ee-(kxx+uθ)]/((kx+μθ)=195.1[11-e-((0.00015×11.7+00.25××0.02297)]/((0.00015×11.7+00.25××0.02297)=194..1KN△L3=PL//AyEEg=（194..1×1003×4.885）/（1×1440×1..986××105）=0.03339m＝＝3.39cm因此，T1鋼鋼束在0~1000%δk階段計(jì)算算的理論伸伸長(zhǎng)量為：：LT1＝（L