龍灣中橋施工圖設(shè)計(jì)計(jì)算書

龍灣中橋計(jì)算書第頁/總18頁場鎮(zhèn)道路工程龍灣中橋施工圖設(shè)計(jì)計(jì)算書基本信息工程概況龍灣中橋?yàn)殚_州區(qū)高橋鎮(zhèn)場鎮(zhèn)道路工程K0+063.0（中心樁號）處的一座新建橋梁，橋梁跨越齊力河。橋梁起止樁號為K0+032.000～K0+097.000，橋梁全長65m。全橋共一聯(lián)，上部結(jié)構(gòu)采用（18+20+18）m的預(yù)應(yīng)力混凝土連續(xù)箱梁。下部結(jié)構(gòu)橋墩采用圓柱式墩、樁基礎(chǔ)，0號橋臺采用樁柱式橋臺、樁基礎(chǔ)，3號橋臺采用重力式U型橋臺、擴(kuò)大基礎(chǔ)。橋梁位于2.2%的縱坡段，橋梁平面位于緩和曲線及圓曲線（R=70m）上，橋面橫坡與道路超高保持一致，墩臺徑向布置。技術(shù)標(biāo)準(zhǔn)設(shè)計(jì)程序：MidasCivil和CivilDesigner設(shè)計(jì)安全等級：一級橋梁重要性系數(shù)：1.1主要規(guī)范《公路工程技術(shù)標(biāo)準(zhǔn)》(JTGB01-2014)《公路橋涵設(shè)計(jì)通用規(guī)范》(JTGD60-2015)，以下簡稱《通規(guī)》；《公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計(jì)規(guī)范》(JTG3362-2018)，以下簡稱《橋規(guī)》；《公路橋梁抗震設(shè)計(jì)規(guī)范》（JTG/T2231-01-2020）《公路橋涵地基與基礎(chǔ)設(shè)計(jì)規(guī)范》（JTG3363-2019）結(jié)構(gòu)概述本橋上部采用（18+20+18）m預(yù)應(yīng)力混凝土連續(xù)現(xiàn)澆箱梁，全橋采用等寬設(shè)置。主梁為單箱雙室預(yù)應(yīng)力混凝土直腹板等截面箱形梁，道路設(shè)計(jì)線處箱梁梁高1.4m，箱梁頂板寬11.7m，底板寬7.7m，翼緣板懸臂長度2.0m，翼緣板根部厚55cm，端部厚20cm，箱梁頂、底板平行，腹板等高設(shè)置，箱梁的詳細(xì)構(gòu)造如表1。表1主梁標(biāo)準(zhǔn)段參數(shù)跨徑（m）頂板厚(cm)底板厚(cm)腹板厚(cm)腹板變化段(m)橫梁寬(m)頂板寬(m)底板寬(m)梁端跨中梁端跨中梁端跨中端中18+20+185025502590605.01.52.011.77.7主要材料及材料性能混凝土表格SEQ表格\*ARABIC1混凝土材料及材料性能表強(qiáng)度等級彈性模量(MPa)剪切模量(MPa)泊松比容重(kN/m3)線膨脹系數(shù)fck(MPa)ftk(MPa)fcd(MPa)ftd(MPa)C5034500138000.20025.01.0e-00532.402.65022.401.830預(yù)應(yīng)力鋼筋表格SEQ表格\*ARABIC2預(yù)應(yīng)力鋼筋材料及材料性能表預(yù)應(yīng)力鋼筋材料名稱彈性模量(MPa)容重(kN/m3)線膨脹系數(shù)fpk(MPa)fpd(MPa)f'pd(MPa)13-φs15.219500078.5001.2e-0051860.0001260.000390.000表格SEQ表格\*ARABIC3預(yù)應(yīng)力鋼筋特性值表預(yù)應(yīng)力鋼筋名稱鋼束總面積(mm2)張拉控制應(yīng)力(MPa)張拉控制力(kN)管道直徑(mm)μk(1/mm)錨具變形(mm)松弛系數(shù)超張拉13-φs15.218071339.22419.934900.171.5e-0066.00.3否普通鋼筋表格SEQ表格\*ARABIC4普通鋼筋材料及材料性能表普通鋼筋彈性模量(MPa)容重(KN/m3)fsk(MPa)fsd(MPa)f'sd(MPa)HPB300210000.00076.980300.000250.000250.000HRB400200000.00076.980400.000330.000330.000計(jì)算原則、內(nèi)容及控制標(biāo)準(zhǔn)計(jì)算書中將采用midasCivilDesigner對橋梁進(jìn)行設(shè)計(jì)，并以《公路橋涵設(shè)計(jì)通用規(guī)范》（JTGD60-2015）和《公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計(jì)規(guī)范》（JTG3362-2018）為標(biāo)準(zhǔn)，按部分預(yù)應(yīng)力（A類）混凝土結(jié)構(gòu)進(jìn)行驗(yàn)算。模型建立及分析計(jì)算模型圖SEQ圖\*ARABIC1模型視圖節(jié)點(diǎn)數(shù)量：41個(gè)；單元數(shù)量：40個(gè)；邊界條件數(shù)量：2個(gè)；施工階段數(shù)量：4個(gè)，施工步驟如下：施工階段1:下部結(jié)構(gòu)；15.0天；施工階段2:現(xiàn)澆箱梁；15.0天；施工階段3:二期荷載；30.0天；施工階段4:收縮徐變；3650.0天；荷載工況及荷載組合1）自重自重系數(shù)：-1.042）徐變收縮收縮齡期：3.0天；理論厚度自動計(jì)算：由程序自動計(jì)算各構(gòu)件的理論厚度。公式為：h=a×Ac/u；u=L0+a×Li；--周長u的計(jì)算公式中L0為外輪廓周長，Li為內(nèi)輪廓周長，a為要考慮輪廓周長的比例系數(shù)。3）支座沉降按照每個(gè)地基及基礎(chǔ)的最大沉降量的最不利的荷載組合進(jìn)行計(jì)算。第支座1組不均勻沉降-5.0mm；第支座3組不均勻沉降-5.0mm；第支座4組不均勻沉降-5.0mm；第支座2組不均勻沉降-5.0mm；4）可變荷載活載：汽車荷載，橋梁等級為公路Ⅰ級；對于汽車荷載縱向整體沖擊系數(shù)μ，按照《公路橋涵通用設(shè)計(jì)規(guī)范》第4.3.2條，沖擊系數(shù)μ可按下式計(jì)算：EQ當(dāng)f＜1.5Hz時(shí)，μ＝0.05；EQ當(dāng)1.5Hz≤f≤14Hz時(shí)，μ＝0.1767ln(f)－0.0157；EQ當(dāng)f＞14Hz時(shí)，μ＝0.45；根據(jù)規(guī)范，計(jì)算的結(jié)構(gòu)基頻f=8.30Hz，沖擊系數(shù)μ=0.358。5）荷載組合表格SEQ表格\*ARABIC5荷載工況序號工況名稱描述1均勻溫變（升）T2恒荷載DL3支座沉降SM4收縮二次SS5徐變二次CS6溫度梯度（負(fù)）TPG17鋼束一次TP8鋼束二次TS9均勻溫變（降）T110溫度梯度（正）TPG11人群荷載MCRL12汽車M荷載組合列表：基本1:基本；0.500(SM)+1.200(DL)+1.200(TS)+1.000(CS)+1.000(SS);基本2:基本；0.500(SM)+1.200(DL)+1.200(TS)+1.000(CS)+1.000(SS)+1.400(M);基本3:基本；0.500(SM)+1.200(DL)+1.200(TS)+1.000(CS)+1.000(SS)+1.400(MCRL);基本4:基本；0.500(SM)+1.200(DL)+1.200(TS)+1.000(CS)+1.000(SS)+1.400(T)+1.400(TPG);基本5:基本；0.500(SM)+1.200(DL)+1.200(TS)+1.000(CS)+1.000(SS)+1.400(T)+1.400(TPG1);基本6:基本；0.500(SM)+1.200(DL)+1.200(TS)+1.000(CS)+1.000(SS)+1.400(T1)+1.400(TPG);基本7:基本；0.500(SM)+1.200(DL)+1.200(TS)+1.000(CS)+1.000(SS)+1.400(T1)+1.400(TPG1);基本8:基本；0.500(SM)+1.200(DL)+1.200(TS)+1.000(CS)+1.000(SS)+1.400(M)+1.050(MCRL);基本9:基本；0.500(SM)+1.200(DL)+1.200(TS)+1.000(CS)+1.000(SS)+1.400(M)+1.050(T)+1.050(TPG);基本10:基本；0.500(SM)+1.200(DL)+1.200(TS)+1.000(CS)+1.000(SS)+1.400(M)+1.050(T)+1.050(TPG1);基本11:基本；0.500(SM)+1.200(DL)+1.200(TS)+1.000(CS)+1.000(SS)+1.400(M)+1.050(T1)+1.050(TPG);基本12:基本；0.500(SM)+1.200(DL)+1.200(TS)+1.000(CS)+1.000(SS)+1.400(M)+1.050(T1)+1.050(TPG1);基本13:基本；0.500(SM)+1.200(DL)+1.200(TS)+1.000(CS)+1.000(SS)+1.400(M)+1.050(MCRL)+1.050(T)+1.050(TPG);基本14:基本；0.500(SM)+1.200(DL)+1.200(TS)+1.000(CS)+1.000(SS)+1.400(M)+1.050(MCRL)+1.050(T)+1.050(TPG1);基本15:基本；0.500(SM)+1.200(DL)+1.200(TS)+1.000(CS)+1.000(SS)+1.400(M)+1.050(MCRL)+1.050(T1)+1.050(TPG);基本16:基本；0.500(SM)+1.200(DL)+1.200(TS)+1.000(CS)+1.000(SS)+1.400(M)+1.050(MCRL)+1.050(T1)+1.050(TPG1);基本17:基本；0.500(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS);基本18:基本；0.500(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.400(M);基本19:基本；0.500(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.400(MCRL);基本20:基本；0.500(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.400(T)+1.400(TPG);基本21:基本；0.500(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.400(T)+1.400(TPG1);基本22:基本；0.500(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.400(T1)+1.400(TPG);基本23:基本；0.500(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.400(T1)+1.400(TPG1);基本24:基本；0.500(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.400(M)+1.050(MCRL);基本25:基本；0.500(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.400(M)+1.050(T)+1.050(TPG);基本26:基本；0.500(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.400(M)+1.050(T)+1.050(TPG1);基本27:基本；0.500(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.400(M)+1.050(T1)+1.050(TPG);基本28:基本；0.500(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.400(M)+1.050(T1)+1.050(TPG1);基本29:基本；0.500(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.400(M)+1.050(MCRL)+1.050(T)+1.050(TPG);基本30:基本；0.500(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.400(M)+1.050(MCRL)+1.050(T)+1.050(TPG1);基本31:基本；0.500(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.400(M)+1.050(MCRL)+1.050(T1)+1.050(TPG);基本32:基本；0.500(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.400(M)+1.050(MCRL)+1.050(T1)+1.050(TPG1);頻遇1:頻遇；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(MCRL);頻遇2:頻遇；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(T)+0.800(TPG);頻遇3:頻遇；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(T)+0.800(TPG1);頻遇4:頻遇；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(T1)+0.800(TPG);頻遇5:頻遇；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(T1)+0.800(TPG1);頻遇6:頻遇；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+0.515(M);頻遇7:頻遇；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+0.515(M)+0.400(MCRL);頻遇8:頻遇；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+0.515(M)+1.000(T)+0.800(TPG);頻遇9:頻遇；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+0.515(M)+1.000(T)+0.800(TPG1);頻遇10:頻遇；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+0.515(M)+1.000(T1)+0.800(TPG);頻遇11:頻遇；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+0.515(M)+1.000(T1)+0.800(TPG1);頻遇12:頻遇；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+0.515(M)+0.400(MCRL)+1.000(T)+0.800(TPG);頻遇13:頻遇；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+0.515(M)+0.400(MCRL)+1.000(T)+0.800(TPG1);頻遇14:頻遇；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+0.515(M)+0.400(MCRL)+1.000(T1)+0.800(TPG);頻遇15:頻遇；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+0.515(M)+0.400(MCRL)+1.000(T1)+0.800(TPG1);準(zhǔn)永久1:準(zhǔn)永久；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+0.400(MCRL);準(zhǔn)永久2:準(zhǔn)永久；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(T)+0.800(TPG);準(zhǔn)永久3:準(zhǔn)永久；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(T)+0.800(TPG1);準(zhǔn)永久4:準(zhǔn)永久；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(T1)+0.800(TPG);準(zhǔn)永久5:準(zhǔn)永久；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(T1)+0.800(TPG1);準(zhǔn)永久6:準(zhǔn)永久；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+0.294(M);準(zhǔn)永久7:準(zhǔn)永久；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+0.294(M)+0.400(MCRL);準(zhǔn)永久8:準(zhǔn)永久；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+0.294(M)+1.000(T)+0.800(TPG);準(zhǔn)永久9:準(zhǔn)永久；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+0.294(M)+1.000(T)+0.800(TPG1);準(zhǔn)永久10:準(zhǔn)永久；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+0.294(M)+1.000(T1)+0.800(TPG);準(zhǔn)永久11:準(zhǔn)永久；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+0.294(M)+1.000(T1)+0.800(TPG1);準(zhǔn)永久12:準(zhǔn)永久；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+0.294(M)+0.400(MCRL)+1.000(T)+0.800(TPG);準(zhǔn)永久13:準(zhǔn)永久；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+0.294(M)+0.400(MCRL)+1.000(T)+0.800(TPG1);準(zhǔn)永久14:準(zhǔn)永久；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+0.294(M)+0.400(MCRL)+1.000(T1)+0.800(TPG);準(zhǔn)永久15:準(zhǔn)永久；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+0.294(M)+0.400(MCRL)+1.000(T1)+0.800(TPG1);撓度1:撓度；1.000(DL)+0.515(M)+1.000(MCRL);撓度2:撓度；0.515(M)+1.000(MCRL);撓度3:撓度；1.000(DL)+0.258(M)+0.500(MCRL);應(yīng)力1:標(biāo)準(zhǔn)；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(MCRL);應(yīng)力2:標(biāo)準(zhǔn)；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(T)+1.000(TPG);應(yīng)力3:標(biāo)準(zhǔn)；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(T)+1.000(TPG1);應(yīng)力4:標(biāo)準(zhǔn)；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(T1)+1.000(TPG);應(yīng)力5:標(biāo)準(zhǔn)；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(T1)+1.000(TPG1);應(yīng)力6:標(biāo)準(zhǔn)；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(M);應(yīng)力7:標(biāo)準(zhǔn)；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(M)+1.000(MCRL);應(yīng)力8:標(biāo)準(zhǔn)；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(M)+1.000(T)+1.000(TPG);應(yīng)力9:標(biāo)準(zhǔn)；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(M)+1.000(T)+1.000(TPG1);應(yīng)力10:標(biāo)準(zhǔn)；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(M)+1.000(T1)+1.000(TPG);應(yīng)力11:標(biāo)準(zhǔn)；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(M)+1.000(T1)+1.000(TPG1);應(yīng)力12:標(biāo)準(zhǔn)；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(M)+1.000(MCRL)+1.000(T)+1.000(TPG);應(yīng)力13:標(biāo)準(zhǔn)；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(M)+1.000(MCRL)+1.000(T)+1.000(TPG1);應(yīng)力14:標(biāo)準(zhǔn)；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(M)+1.000(MCRL)+1.000(T1)+1.000(TPG);應(yīng)力15:標(biāo)準(zhǔn)；1.000(SM)+1.000(DL)+1.000(TP)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(M)+1.000(MCRL)+1.000(T1)+1.000(TPG1);傾覆1:傾覆；0.500(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS);傾覆2:傾覆；0.500(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.400(M);傾覆3:傾覆；0.500(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.400(MCRL);傾覆4:傾覆；0.500(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.400(T)+1.400(TPG);傾覆5:傾覆；0.500(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.400(T)+1.400(TPG1);傾覆6:傾覆；0.500(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.400(T1)+1.400(TPG);傾覆7:傾覆；0.500(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.400(T1)+1.400(TPG1);傾覆8:傾覆；0.500(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.400(M)+1.050(MCRL);傾覆9:傾覆；0.500(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.400(M)+1.050(T)+1.050(TPG);傾覆10:傾覆；0.500(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.400(M)+1.050(T)+1.050(TPG1);傾覆11:傾覆；0.500(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.400(M)+1.050(T1)+1.050(TPG);傾覆12:傾覆；0.500(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.400(M)+1.050(T1)+1.050(TPG1);傾覆13:傾覆；0.500(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.400(M)+1.050(MCRL)+1.050(T)+1.050(TPG);傾覆14:傾覆；0.500(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.400(M)+1.050(MCRL)+1.050(T)+1.050(TPG1);傾覆15:傾覆；0.500(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.400(M)+1.050(MCRL)+1.050(T1)+1.050(TPG);傾覆16:傾覆；0.500(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.400(M)+1.050(MCRL)+1.050(T1)+1.050(TPG1);傾覆17:傾覆；1.000(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS);傾覆18:傾覆；1.000(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(M);傾覆19:傾覆；1.000(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(MCRL);傾覆20:傾覆；1.000(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(T)+1.000(TPG);傾覆21:傾覆；1.000(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(T)+1.000(TPG1);傾覆22:傾覆；1.000(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(T1)+1.000(TPG);傾覆23:傾覆；1.000(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(T1)+1.000(TPG1);傾覆24:傾覆；1.000(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(M)+1.000(MCRL);傾覆25:傾覆；1.000(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(M)+1.000(T)+1.000(TPG);傾覆26:傾覆；1.000(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(M)+1.000(T)+1.000(TPG1);傾覆27:傾覆；1.000(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(M)+1.000(T1)+1.000(TPG);傾覆28:傾覆；1.000(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(M)+1.000(T1)+1.000(TPG1);傾覆29:傾覆；1.000(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(M)+1.000(MCRL)+1.000(T)+1.000(TPG);傾覆30:傾覆；1.000(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(M)+1.000(MCRL)+1.000(T)+1.000(TPG1);傾覆31:傾覆；1.000(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(M)+1.000(MCRL)+1.000(T1)+1.000(TPG);傾覆32:傾覆；1.000(SM)+1.000(DL)+1.000(TS)+1.000(CS)+1.000(SS)+1.000(M)+1.000(MCRL)+1.000(T1)+1.000(TPG1);持久狀況承載能力極限狀態(tài)正截面抗彎驗(yàn)算圖表SEQ圖表\*ARABIC1持久狀況正截面抗彎驗(yàn)算包絡(luò)圖結(jié)論：按照《橋規(guī)》第5.1.2-1條EQγ\s\do4(0)S≤R驗(yàn)算，結(jié)構(gòu)的重要性系數(shù)*作用效應(yīng)的組合設(shè)計(jì)最大值≤構(gòu)件承載力設(shè)計(jì)值，滿足規(guī)范要求；斜截面抗剪驗(yàn)算圖表SEQ圖表\*ARABIC2持久狀況斜截面抗剪驗(yàn)算包絡(luò)圖結(jié)論：按照《橋規(guī)》第5.1.2-1條EQγ\s\do4(0)S≤R驗(yàn)算，結(jié)構(gòu)的重要性系數(shù)*作用效應(yīng)的組合設(shè)計(jì)最大值≤構(gòu)件承載力設(shè)計(jì)值，滿足規(guī)范要求；按照《橋規(guī)》第5.2.11或8.4.4條進(jìn)行抗剪截面驗(yàn)算，滿足規(guī)范要求；抗扭驗(yàn)算圖表SEQ圖表\*ARABIC3持久狀況抗扭驗(yàn)算（扭矩）包絡(luò)圖圖表SEQ圖表\*ARABIC4持久狀況抗扭驗(yàn)算（剪力）包絡(luò)圖結(jié)論：按照《橋規(guī)》第5.1.2-1條公式EQγ\s\do4(0)S≤R驗(yàn)算，結(jié)構(gòu)的重要性系數(shù)*作用效應(yīng)的組合設(shè)計(jì)最大值≤構(gòu)件承載力設(shè)計(jì)值，滿足規(guī)范要求；按照《橋規(guī)》第5.5.3條進(jìn)行截面驗(yàn)算，滿足規(guī)范要求；支反力計(jì)算表格SEQ表格\*ARABIC6支反力計(jì)算表支座節(jié)點(diǎn)荷載Fx(kN)Fy(kN)Fz(kN)Mx(kN.m)My(kN.m)Mz(kN.m)58應(yīng)力14-7.47914.8905197.4150.000-0.0000.00043應(yīng)力122.65224.3863054.6630.0000.0000.00053應(yīng)力130.0000.0004168.6990.0000.0000.00051應(yīng)力14-800.496-1120.2884971.3450.0000.0000.00055應(yīng)力1247.77741.2503015.8650.0000.0000.00057應(yīng)力140.0000.0002791.7070.0000.0000.00059應(yīng)力1313.88516.2664509.568-0.000-0.0000.00045應(yīng)力140.0000.0002781.0600.0000.0000.000持久狀況正常使用極限狀態(tài)正截面抗裂驗(yàn)算A類預(yù)應(yīng)力混凝土構(gòu)件，在作用（荷載）頻遇效應(yīng)組合下，應(yīng)符合下列條件：σst-σpc≤0.7ftkA類預(yù)應(yīng)力混凝土構(gòu)件，在作用（荷載）準(zhǔn)永久效應(yīng)組合下，應(yīng)符合下列條件：σlt-σpc≤0圖表SEQ圖表\*ARABIC5使用階段正截面抗裂驗(yàn)算（頻遇-頂）包絡(luò)圖圖表SEQ圖表\*ARABIC6使用階段正截面抗裂驗(yàn)算（頻遇-底）包絡(luò)圖結(jié)論：按照《橋規(guī)》第6.3.1-3條公式EQσ\s\do4(st)-σ\s\do4(pc)≤0.7f\s\do4(tk)驗(yàn)算：頂緣EQσ\s\do4(st)-σ\s\do4(pc)=1.671MPa(拉應(yīng)力)≤EQ0.7f\s\do4(tk)=1.855MPa(拉應(yīng)力)，滿足規(guī)范要求；底緣EQσ\s\do4(st)-σ\s\do4(pc)=1.679MPa(拉應(yīng)力)≤EQ0.7f\s\do4(tk)=1.855MPa(拉應(yīng)力)，滿足規(guī)范要求；圖表SEQ圖表\*ARABIC7使用階段正截面抗裂驗(yàn)算（準(zhǔn)永久-頂）包絡(luò)圖圖表SEQ圖表\*ARABIC8使用階段正截面抗裂驗(yàn)算（準(zhǔn)永久-底）包絡(luò)圖結(jié)論：按照《橋規(guī)》第6.3.1-4條公式EQσ\s\do4(lt)-σ\s\do4(pc)≤0驗(yàn)算：頂緣EQσ\s\do4(lt)-σ\s\do4(pc)=0.000MPa(拉應(yīng)力)>0.000MPa(拉應(yīng)力)，滿足規(guī)范要求；底緣EQσ\s\do4(lt)-σ\s\do4(pc)=0.000MPa(拉應(yīng)力)>0.000MPa(拉應(yīng)力)，滿足規(guī)范要求；頂?shù)装逍苯孛婵沽羊?yàn)算A類和B類預(yù)應(yīng)力混凝土構(gòu)件，應(yīng)符合下列條件：現(xiàn)場澆筑（包括預(yù)制拼裝）構(gòu)件：σtp≤0.5ftk圖表SEQ圖表\*ARABIC9使用階段頂?shù)装逍苯孛婵沽羊?yàn)算包絡(luò)圖結(jié)論：按照《橋規(guī)》第6.3.1-8條公式EQσ\s\do4(tp)≤0.5f\s\do4(tk)驗(yàn)算：EQσ\s\do4(tp)=1.234MPa(拉應(yīng)力)≤EQ0.5f\s\do4(tk)=1.325MPa(拉應(yīng)力)，滿足規(guī)范要求；腹板斜截面抗裂驗(yàn)算A類預(yù)應(yīng)力混凝土構(gòu)件，應(yīng)符合下列條件：現(xiàn)場澆筑（包括預(yù)制拼裝）構(gòu)件：σtp≤0.5ftk圖表SEQ圖表\*ARABIC10使用階段腹板斜截面抗裂驗(yàn)算包絡(luò)圖結(jié)論：按照《橋規(guī)》第6.3.1-8條公式EQσ\s\do4(tp)≤0.5f\s\do4(tk)驗(yàn)算：EQσ\s\do4(tp)=0.810MPa(拉應(yīng)力)≤EQ0.5f\s\do4(tk)=1.325MPa(拉應(yīng)力)，滿足規(guī)范要求；撓度驗(yàn)算按《橋規(guī)》第6.5.3條規(guī)定，鋼筋混凝土和預(yù)應(yīng)力混凝土受彎構(gòu)件計(jì)算的長期撓度值，由汽車荷載（不計(jì)沖擊系數(shù)）和人群荷載頻遇組合在梁式橋主梁產(chǎn)生的最大撓度不應(yīng)超過計(jì)算跨徑的1/600，在梁式橋主梁懸臂端產(chǎn)生的最大撓度不應(yīng)超過懸臂長度的1/300.結(jié)論：按照《橋規(guī)》第6.5.3條驗(yàn)算：1號節(jié)點(diǎn)汽車荷載（不計(jì)沖擊系數(shù)）和人群荷載頻遇組合最大撓度設(shè)計(jì)值fd=0.246≤最大撓度允許值fn=1.989，滿足規(guī)范要求；8號節(jié)點(diǎn)汽車荷載（不計(jì)沖擊系數(shù)）和人群荷載頻遇組合最大撓度設(shè)計(jì)值fd=-6.608≤最大撓度允許值fn=28.779，滿足規(guī)范要求；21號節(jié)點(diǎn)汽車荷載（不計(jì)沖擊系數(shù)）和人群荷載頻遇組合最大撓度設(shè)計(jì)值fd=-5.666≤最大撓度允許值fn=33.046，滿足規(guī)范要求；34號節(jié)點(diǎn)汽車荷載（不計(jì)沖擊系數(shù)）和人群荷載頻遇組合最大撓度設(shè)計(jì)值fd=-5.991≤最大撓度允許值fn=28.751，滿足規(guī)范要求；41號節(jié)點(diǎn)汽車荷載（不計(jì)沖擊系數(shù)）和人群荷載頻遇組合最大撓度設(shè)計(jì)值fd=0.200≤最大撓度允許值fn=1.985，滿足規(guī)范要求；持久狀況應(yīng)力驗(yàn)算正截面壓應(yīng)力驗(yàn)算按《橋規(guī)》第7.1.5-1條公式，荷載取其標(biāo)準(zhǔn)值，汽車荷載考慮沖擊系數(shù)。受壓區(qū)混凝土的最大壓應(yīng)力：未開裂構(gòu)件：σkc+σpc≤0.5fck允許開裂構(gòu)件：σcc≤0.5fck圖表SEQ圖表\*ARABIC11使用階段正截面壓應(yīng)力驗(yàn)算（頂）包絡(luò)圖圖表SEQ圖表\*ARABIC12使用階段正截面壓應(yīng)力驗(yàn)算（底）包絡(luò)圖結(jié)論：按照《橋規(guī)》第7.1.5-1條公式EQσ\s\do4(kc)+σ\s\do4(pc)≤0.5f\s\do4(ck)驗(yàn)算：頂緣EQσ\s\do4(kc)+σ\s\do4(pc)=12.641MPa≤EQ0.5f\s\do4(ck)=16.200MPa，滿足規(guī)范要求；底緣EQσ\s\do4(kc