大橋主橋設(shè)計上部結(jié)構(gòu)縱向受力計算書

PAGEPAGE87上部結(jié)構(gòu)縱向受力分析泉州后渚大橋主橋設(shè)計上部結(jié)構(gòu)縱向受力分析計算書泉州后渚大橋主主橋采用666+3x120++66=492米預(yù)應(yīng)應(yīng)力混凝土連連續(xù)剛構(gòu)，大大橋上部結(jié)構(gòu)構(gòu)采用雙幅分分離式結(jié)構(gòu)的的單室單箱梁梁，箱梁頂面面寬12.0米，箱寬6.5米。本橋縱向分析采采用同濟(jì)大學(xué)學(xué)橋梁博士之之直線橋梁結(jié)結(jié)構(gòu)設(shè)計施工工計算程序。一．主要計算參參數(shù)和假定考慮目前施工單單位尚未提供供具體有關(guān)的的施工方案和和施工掛藍(lán)情情況等，以下下施工控制參參數(shù)為擬定值值。1．材料特性和和計算參數(shù)主梁采用50號號混凝土，混混凝土容重22.625噸/立方米，500號混凝土彈彈性模量為33.5×104Mpa，抗壓壓設(shè)計強(qiáng)度228.5Mppa，線膨脹脹系數(shù)α＝1×10－5，混凝土材材料的收縮徐徐變特性全部部按照規(guī)范規(guī)規(guī)定取值。預(yù)應(yīng)力采用鋼絞絞線束施加，鋼鋼絞線彈性模模量取1.995×105MPa，鋼絞絞線采用ASSTMA4416-922標(biāo)準(zhǔn)270級低松松弛鋼絞線，公公稱直徑15.244mm，公稱面面積140mm2，抗拉標(biāo)準(zhǔn)準(zhǔn)強(qiáng)度為18860MPaa。預(yù)應(yīng)力波紋管道道采用VSLPPT-PLUUS塑料波紋管管，真空輔助助壓漿。錨具具設(shè)計采用VSLEEC型錨具。鋼束設(shè)計采用119股（中跨跨底束）、112股（邊跨底底束及合攏束束）和22股（頂束）三三種不同股數(shù)數(shù)鋼絞線，對對應(yīng)錨具采用用VSLEEC-19型、VSLEEC-12型和VSLEEC-22型錨具，對對應(yīng)波紋管采采用φ內(nèi)100mm和φ內(nèi)76mm兩種種波紋管。單個錨具回縮66mm，成孔孔面積對應(yīng)φ內(nèi)100mmm和φ內(nèi)76mm兩種種波紋管分別別為105668mm2和6504mmm2，孔道摩阻阻系數(shù)μ=0.155和偏差系數(shù)數(shù)k=0.00012。2．施工環(huán)境和和溫度模式(1)施工環(huán)境境按野外一般般條件濕度。(2)溫度模式式：a)均勻溫差成成分：升溫取取25℃，降溫?。?0℃。b)不均勻溫差差成分：①新西蘭升溫溫溫差模式；；②修正英國降降溫溫差模式式。c)計算采用如如下三種溫度度組合模式：：（h為箱梁高度度）表表2-1模式至箱底距(m)0.00.2h-1.2h-0.6h-0.4h-0.25h-0.1h溫度(℃)1.50.00.00.61.06.213.020.0模式至箱底距(m)0.00.25h-0.45h-0.25h溫度(℃)-6.5-1.00.0-0.5-8.43．施工工序本橋下部結(jié)構(gòu)為為群樁基礎(chǔ)，采采用鉆孔施工工；上部結(jié)構(gòu)構(gòu)采用懸臂澆澆注法雙T同時施工，先先合攏中跨，然然后合攏次中中跨，最后合合攏邊跨。邊邊跨現(xiàn)澆段采采用落地支架架及合攏段才才采用合攏支支架施工。4．橋梁線形本橋?yàn)橹本€橋，位位于R=10000米的不不對稱豎曲線線上，縱坡為為2.099%和-2.1%，豎曲線頂頂點(diǎn)位于中跨跨。曲線對結(jié)結(jié)構(gòu)影響較小小，因此在計計算中假定本本橋?yàn)槠街睒驑?，在計算中中未考慮豎曲曲線的影響。5．掛籃型式和和臨時荷載上部結(jié)構(gòu)懸澆最最大塊件重量量為130噸，設(shè)計計計算中將掛掛籃、模板等等施工外載取取130噸的0.45倍，即60噸。并暫暫假定掛籃、模模板重心距已已澆梁段前端端0.5米位置。邊跨合攏掛籃、吊吊架和模板等等施工外載330噸，每側(cè)側(cè)按15噸取。中中跨合攏掛籃籃、吊架和模模板等施工外外載30噸，兩側(cè)側(cè)各施加155噸，作用點(diǎn)點(diǎn)距懸臂端部部50厘米。6．二期恒載和和運(yùn)營活載(1)二期恒載載：6.2tt/m(2)活載：三三列汽超200，一列掛1220，人群荷荷載按0.35t//m2,人行道凈寬1m.偏載放大系數(shù)近近似全橋一致致取1.1。橫向分布系數(shù)：：汽車33×0.78×1.1=22.574掛車1.11人群1.117．豎向預(yù)應(yīng)力力每根粗鋼筋設(shè)計計張拉控制應(yīng)應(yīng)力σK=0.9RRby=675MMpa，張拉力543KN，考慮錨錨具回縮2毫米，松弛弛7%，則對2.8米長粗鋼筋筋近似損失應(yīng)應(yīng)力:σS=0.0022*2*1005/2.8+7%**675=1190.1Mpaa≈0.3σK。近似按全全部粗鋼筋有有效拉應(yīng)力00.7σK。粗鋼筋縱向布置置間距50厘米，橫橫向每側(cè)腹板板2根共4根，則每延延米豎向預(yù)加加力F=8**0.7*5543=30041KN。二．結(jié)構(gòu)離散本次計算將整個個橋梁離散為為80個單元，節(jié)節(jié)點(diǎn)按照順序序劃分。單元元劃分見如下下結(jié)構(gòu)離散圖圖三．施工階段內(nèi)內(nèi)力和正應(yīng)力力計算結(jié)果根據(jù)施工階段劃劃分表中各施施工工序，進(jìn)進(jìn)行了詳細(xì)計計算。最大懸懸臂階段即116階段，成成橋階段即221階段主梁梁的內(nèi)力、上上下緣應(yīng)力如如下。第16施工階段段結(jié)構(gòu)效應(yīng)階段累計結(jié)果::單元號節(jié)點(diǎn)號軸軸力剪力彎矩矩110..000e++0000..000e++0000..000e++000120..000e++0000..000e++0000..000e++000220..000e++0000..000e++0000..000e++000230..000e++0000..000e++0000..000e++000330..000e++0000..000e++0000..000e++000340..000e++0000..000e++0000..000e++000440..000e++0000..000e++0000..000e++000450..000e++0000..000e++0000..000e++000557..580e++003-6..000e++0026..910e++003567..643e++0031..581e++0032..162e++003661..515e++004-1..581e++0039..104e++003671..529e++0042..572e++0034..890e++002772..281e++004-2..572e++0037..743e++003782..301e++0043..580e++003-4..358e++003883..788e++004-3..580e++0031..096e++004893..818e++0044..516e++003-1..146e++003995..289e++004-4..516e++0031..545e++0049105..343e++0045..517e++0032..470e++00310106..081e++004-5..517e++0031..168e++00410116..150e++0046..595e++003-2..738e++00311116..892e++004-6..595e++0037..597e++00311126..953e++0047..744e++003-9..170e++00312127..696e++004-7..744e++0032..356e++00312137..766e++0048..951e++003-1..559e++00413138..512e++004-8..951e++003-2..643e++00313148..574e++0041..006e++004-1..904e++00414149..320e++004-1..006e++004-4..734e++00314159..390e++0041..123e++004-2..127e++00415151..014e++005-1..123e++004-5..387e++00315161..020e++0051..246e++004-2..221e++00416161..168e++005-1..246e++0041..247e++00416171..175e++0051..375e++004-2..242e++00317171..321e++005-1..375e++0043..215e++00417181..329e++0051..492e++0042..201e++00418181..474e++005-1..492e++0045..388e++00418191..483e++0051..615e++0044..698e++00419191..624e++005-1..615e++0048..495e++00419201..634e++0051..710e++0048..179e++00420201..634e++005-1..710e++0048..179e++00420211..637e++0051..747e++0046..983e++00421211..637e++0051..311e++0036..941e++00421221..639e++005-9..397e++0027..080e++00422221..639e++0059..397e++0027..080e++00422231..643e++005-2..340e--0027..286e++00423231..643e++0052..340e--0027..286e++00423241..639e++0059..396e++0027..081e++00424241..639e++005-9..396e++0027..081e++00424251..637e++0051..311e++0036..943e++00425251..637e++0051..747e++0046..985e++00425261..634e++005-1..710e++0048..194e++00426261..634e++0051..710e++0048..194e++00426271..624e++005-1..615e++0048..495e++00427271..483e++0051..615e++0044..698e++00427281..474e++005-1..492e++0045..390e++00428281..329e++0051..492e++0042..204e++00428291..321e++005-1..375e++0043..215e++00429291..175e++0051..375e++004-2..242e++00329301..168e++005-1..246e++0041..248e++00430301..020e++0051..246e++004-2..220e++00430311..014e++005-1..123e++004-5..388e++00331319..390e++0041..123e++004-2..127e++00431329..320e++004-1..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