Z1路2號橋計算書

園區(qū)次干道工程橋梁專業(yè)設(shè)計橋梁計算書第一章概述 11.1工程概況 11.2主要技術(shù)標(biāo)準(zhǔn) 1第二章結(jié)構(gòu)分析依據(jù)和參數(shù) 22.1設(shè)計依據(jù)及設(shè)計規(guī)范 22.1.1主要設(shè)計依據(jù) 22.1.2主要設(shè)計規(guī)范 22.1.3主要參考規(guī)范 32.2主要材料力學(xué)指標(biāo)及計算參數(shù) 32.2.1混凝土 32.2.2普通鋼筋 32.2.3預(yù)應(yīng)力鋼材 42.3結(jié)構(gòu)計算模型及分析概括 42.3.1計算軟件 42.3.2結(jié)構(gòu)計算內(nèi)容 42.4計算荷載 52.4.1永久作用 52.4.2可變荷載 52.5荷載組合 72.6材料容許應(yīng)力 7第三章Z1路2號橋左幅主梁檢算結(jié)果 93.1主梁縱向驗算 93.1.1主梁模型 93.1.2鋼筋拉應(yīng)力驗算 93.1.3頻遇組合下正截面抗裂驗算 103.14準(zhǔn)永久組合下正截面抗裂驗算 123.1.5主梁使用階段斜截面抗裂驗算 153.1.6主梁承載能力極限狀態(tài)正截面抗彎驗算 183.1.7主梁承載能力極限狀態(tài)斜截面抗剪驗算 253.1.8主梁運營階段抗傾覆驗算 293.2端橫梁驗算 333.2.1端橫梁模型 333.2.2端橫梁承載能力極限狀態(tài)正截面抗彎驗算 333.2.3端橫梁承載能力極限狀態(tài)斜截面抗剪驗算 373.2.4端橫梁裂縫寬度驗算 39第四章下部結(jié)構(gòu)檢算結(jié)果 424.1橋臺驗算 424.2承臺驗算 514.3樁基驗算 544.3.1結(jié)構(gòu)尺寸 544.3.2荷載信息 544.3.3地質(zhì)信息 554.3.4單樁驗算結(jié)果 55第五章結(jié)論 66園區(qū)次干道工程橋梁專業(yè)設(shè)計PAGEPAGE1廣達(dá)生活區(qū)一期A線道路工程巖土專業(yè)設(shè)計中機中聯(lián)工程有限公司第一章概述1.1工程概況本冊計算書為Z1路2號橋結(jié)構(gòu)計算書，起點樁號為K1+318.5，終點樁號為K1+363.5，橋梁全長45m。橋梁跨徑布置一跨35m，橋梁與道路斜交，斜交角75°。上部結(jié)構(gòu)采用預(yù)應(yīng)力混凝土簡支現(xiàn)澆箱梁，梁高2m。下部橋臺采用重力式橋臺，根據(jù)地勘資料橋臺均采用樁徑為1.5m樁基礎(chǔ)，樁基采用機械成孔。圖1-SEQ圖1-\*ARABIC1Z1路2號橋橋型布置圖1.2主要技術(shù)標(biāo)準(zhǔn)1.2.1公路橋涵結(jié)構(gòu)設(shè)計安全等級：一級，結(jié)構(gòu)重要性系數(shù)取1.1；1.2.2道路等級：城市次干道；1.2.3設(shè)計行車速度：40km/h；1.2.4車道數(shù)：雙向六車道；1.2.5橋梁全寬37.75m，橫斷面布置為：3m（人行道）+10.5m（車行道）+1m（雙黃線）+10.5m（車行道）+3m（人行道）＝28m。1.2.6平曲線：同線路，位于直線段；1.2.7抗震設(shè)防烈度：6度，設(shè)計基本地震加速度動峰值為0.05g，設(shè)計特征周期值0.35s；第二章結(jié)構(gòu)分析依據(jù)和參數(shù)結(jié)構(gòu)分析采用有限元軟件橋梁博士V4進行。對于輸出結(jié)果，如無特殊說明，輸出單位：力－kN，矩－kN.m，應(yīng)力－MPa，位移－mm。2.1設(shè)計依據(jù)及設(shè)計規(guī)范2.1.1主要設(shè)計依據(jù)1）設(shè)計圖紙2.1.2主要設(shè)計規(guī)范(1)《公路橋涵設(shè)計通用規(guī)范》（JTGD60-2015）(2)《公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范》（JTG3362-2018）(3)《公路橋涵地基與基礎(chǔ)設(shè)計規(guī)范》（JTG3363-2019）(4)《城市橋梁抗震設(shè)計規(guī)范》（CJJ166-2011）(5)《公路橋梁抗震設(shè)計規(guī)范》（JTG/T2231-01—2020）(6)《公路橋涵施工技術(shù)規(guī)范》（JTG/T3650-2020）(7)《城市橋梁設(shè)計規(guī)范》(CJJ11-2011)(8)《城市道路工程技術(shù)規(guī)范》（GB51286-2018）(9)《混凝土結(jié)構(gòu)設(shè)計規(guī)范》（GB50010-2010）（2015版本）2.1.3主要參考規(guī)范（1）《混凝土結(jié)構(gòu)耐久性設(shè)計標(biāo)準(zhǔn)》（GB/T50476-2019）（2）《城市橋梁工程施工與質(zhì)量驗收規(guī)范》（CJJ2-2008）（3）《公路與橋梁專用設(shè)備及材料標(biāo)準(zhǔn)匯編》2.2主要材料力學(xué)指標(biāo)及計算參數(shù)2.2.1混凝土(1)C50混凝土(用于上部結(jié)構(gòu))彈性模量E=3.45×104MPa泊松比：0.2容重γ=26kN/m3軸心抗壓強度設(shè)計值fcd=22.4MPa線膨脹系數(shù)k=0.00001 軸心抗拉強度設(shè)計值ftd=1.83MPa(2)C25片石混凝土(用于橋臺臺身)彈性模量E=2.8×104MPa泊松比：0.2容重γ=25kN/m3軸心抗壓強度設(shè)計值fcd=2.42MPa線膨脹系數(shù)k=0.000008 軸心抗拉強度設(shè)計值ftd=0.336MPa(3)C35混凝土(用于承臺、臺帽、擋塊與樁基礎(chǔ))彈性模量E=3.15×104MPa泊松比：0.2容重γ=26kN/m3軸心抗壓強度設(shè)計值fcd=16.1MPa線膨脹系數(shù)k=0.00001 軸心抗拉強度設(shè)計值ftd=1.52MP(4)橋面鋪裝采用瀝青混凝土，容重γ=24kN/m3；2.2.2普通鋼筋HRB400:彈性模量E=2.0×105MPa抗拉強度標(biāo)準(zhǔn)值fSk=400Mpa抗拉強度設(shè)計值fSd=330Mpa2.2.3預(yù)應(yīng)力鋼材(1)預(yù)應(yīng)力鋼絞線、波紋管采用符合《預(yù)應(yīng)力混凝土用鋼絞線》（GB/T5224-2014）中規(guī)定的預(yù)應(yīng)力鋼絞線。a.抗拉強度標(biāo)準(zhǔn)值：fpk=1860MPa；b.彈性模量：Ep=1.95×105MPa；c.鋼絞線的公稱直徑：φs15.2mm；d.單根鋼絞線公稱面積：140mm2；e.預(yù)應(yīng)力波紋管摩阻系數(shù)：μ=0.17；f.預(yù)應(yīng)力波紋管管道局部偏差系數(shù)：k=0.0015m-1；g.預(yù)應(yīng)力鋼筋松弛系數(shù)0.3。(2)預(yù)應(yīng)力鋼絞線錨具a.錨具回縮量：6mm。2.3結(jié)構(gòu)計算模型及分析概括2.3.1計算軟件采用橋梁博士V4有限元分析軟件進行結(jié)構(gòu)分析。2.3.2結(jié)構(gòu)計算內(nèi)容主梁按A類部分預(yù)應(yīng)力混凝土構(gòu)件設(shè)計，根據(jù)整體結(jié)構(gòu)的形成按施工階段、成橋階段分別計算其內(nèi)力。施工順序：墩臺現(xiàn)澆施工→主梁支架現(xiàn)澆施工→張拉預(yù)應(yīng)力→拆除支架→二期恒載→收縮徐變10年。根據(jù)各個施工階段將相應(yīng)荷載施加到結(jié)構(gòu)上。下部結(jié)構(gòu)按普通鋼筋混凝土構(gòu)件進行設(shè)計。墩臺根據(jù)上部結(jié)構(gòu)支反力計算結(jié)果進行內(nèi)力計算。2.4計算荷載2.4.1永久作用(1)一期恒載一期恒載包括結(jié)構(gòu)自重。預(yù)應(yīng)力混凝土容重考慮含筋量后取26.0kN/m3；瀝青混凝土容重取24.0kN/m3；(2)二期恒載表2-SEQ表2-\*ARABIC1二期恒載各部分自重表位置/材料容重（kN/m3）延米重（kN/m）10cm瀝青鋪裝2434欄桿與人行道板（單側(cè)）-26過橋管線-8合計-68(3)混凝土收縮徐變作用按照《公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范》（JTG3362-2018）取值；計算中分別考慮施工階段、成橋時刻、使用10年時的收縮徐變對結(jié)構(gòu)的影響指導(dǎo)設(shè)計。(4)預(yù)加力預(yù)加力施加時的混凝土齡期按7天考慮；預(yù)應(yīng)力管道采用預(yù)埋波紋管成型，真空輔助壓漿。2.4.2可變荷載(1)汽車荷載汽車荷載：城-A級。按《城市道路工程技術(shù)規(guī)范》（GB51286-2018）4.2.1條進行車輛荷載橫向布置和考慮橫向折減：沖擊系數(shù)：按公路橋涵設(shè)計通用規(guī)范》(JTGD60-2015)中4.3.2條取值。（2）人群荷載按《城市橋梁設(shè)計規(guī)范》（CJJ11-2011）計算采用3.0kPa。(3)制動力按照《公路橋涵設(shè)計通用規(guī)范》(JTGD60-2015)第4.3.6條規(guī)定，一個設(shè)計車道上由汽車荷載產(chǎn)生的制動力標(biāo)準(zhǔn)值按第4.3.1條規(guī)定的車道荷載標(biāo)準(zhǔn)值在加載長度上計算總重力的10%計算，汽車荷載的制動力標(biāo)準(zhǔn)值不得小于165kN。(4)整體溫度作用混凝土結(jié)構(gòu)：按結(jié)構(gòu)整體升溫25℃、降溫25℃計算；(5)梯度溫度作用橋面鋪裝為10cm的瀝青混凝土面層，豎向日照正溫差按照《公路橋涵設(shè)計通用規(guī)范》(JTGD60-2015)表4.3.10-3取值，即T1＝14℃，T2＝5.5℃；豎向日照反溫差為正溫差乘以-0.5。計算溫度基數(shù)：距離箱梁板頂(mm)溫度基數(shù)Ti(℃)0141005.52502.7540002.5荷載組合根據(jù)《公路橋涵設(shè)計通用規(guī)范》（JTGD60-2015），對主梁結(jié)構(gòu)進行承載能力極限狀態(tài)的基本組合，正常使用極限狀態(tài)的短期效應(yīng)組合及長期效應(yīng)組合，持久狀況和短暫狀況的標(biāo)準(zhǔn)效應(yīng)組合。2.6材料容許應(yīng)力根據(jù)《公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范》(JTG3362-2018)的規(guī)定,各階段構(gòu)件截面邊緣混凝土的應(yīng)力應(yīng)滿足下列要求：表2-SEQ表2-\*ARABIC2預(yù)應(yīng)力梁混凝土C50應(yīng)力容許值階段種類應(yīng)力(MPa)備注施工階段法向壓應(yīng)力法向拉應(yīng)力使用階段作用短期效應(yīng)組合全預(yù)應(yīng)力構(gòu)件正截面拉應(yīng)力作用長期效應(yīng)組合作用短期效應(yīng)組合全預(yù)應(yīng)力構(gòu)件斜截面主拉應(yīng)力作用標(biāo)準(zhǔn)效應(yīng)組合正截面壓應(yīng)力主壓應(yīng)力注：正常使用極限狀態(tài)的各種校核，將預(yù)加力作為荷載考慮。根據(jù)《公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范》(JTG3362-2018)第7.1.5條的規(guī)定,未開裂構(gòu)件受拉區(qū)預(yù)應(yīng)力鋼筋的最大拉應(yīng)力應(yīng)滿足下列要求：。

第三章Z1路2號橋左幅主梁檢算結(jié)果3.1主梁縱向驗算3.1.1主梁模型3.1.2鋼筋拉應(yīng)力驗算根據(jù)《公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范》(JTG3362-2018)第7.1.5條第2款規(guī)定，使用階段預(yù)應(yīng)力混凝土受彎構(gòu)件預(yù)應(yīng)力鋼筋的最大拉應(yīng)力，應(yīng)符合下列規(guī)定：未開裂構(gòu)件σpe+σp≤0.65fpk允許開裂構(gòu)件σp0+σp≤0.65fpk運營階段鋼束拉應(yīng)力驗算表格鋼束號鋼束應(yīng)力(MPa)容許值(MPa)是否滿足梁1#F1-1154.98-1209.00是梁1#F1-1-1149.41-1209.00是梁1#F1-2-1154.99-1209.00是梁1#F1-3-1154.98-1209.00是梁1#F1-4-1154.99-1209.00是梁1#F1-5-1142.47-1209.00是梁1#F1-6-1142.42-1209.00是梁1#F1-7-1149.44-1209.00是梁1#F2-1145.31-1209.00是梁1#F2-1-1139.74-1209.00是梁1#F2-2-1145.31-1209.00是梁1#F2-3-1145.30-1209.00是梁1#F2-4-1145.31-1209.00是梁1#F2-5-1126.98-1209.00是梁1#F2-6-1126.97-1209.00是梁1#F2-7-1139.74-1209.00是梁1#F3-1173.27-1209.00是梁1#F3-1-1171.09-1209.00是梁1#F3-2-1173.25-1209.00是梁1#F3-3-1173.27-1209.00是梁1#F3-4-1166.90-1209.00是梁1#F3-5-1173.25-1209.00是梁1#F3-6-1166.85-1209.00是梁1#F3-7-1171.14-1209.00是3.1.3頻遇組合下正截面抗裂驗算根據(jù)《公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范》(JTG3362-2018)第6.3.1條第1款規(guī)定，應(yīng)對構(gòu)件正截面混凝土的拉應(yīng)力進行驗算，并應(yīng)符合下列要求：A類預(yù)應(yīng)力混凝土構(gòu)件σst－σpc≤0.7ftkσlt－σpc≤0頻遇組合截面頂緣、底緣拉應(yīng)力圖頻遇組合截面頂緣、底緣拉應(yīng)力表格單元截面位置頂緣底緣應(yīng)力值(MPa)容許值(MPa)是否滿足應(yīng)力值(MPa)容許值(MPa)是否滿足1L-1.34-1.86是-0.20-1.86是D01.43-1.86是4.32-1.86是2D01.46-1.86是4.30-1.86是31.76-1.86是3.81-1.86是331.76-1.86是3.81-1.86是ZD11.87-1.86是3.57-1.86是4ZD11.87-1.86是3.57-1.86是52.24-1.86是3.42-1.86是552.24-1.86是3.42-1.86是62.58-1.86是3.39-1.86是662.58-1.86是3.39-1.86是72.90-1.86是3.47-1.86是772.90-1.86是3.46-1.86是83.18-1.86是3.64-1.86是883.18-1.86是3.64-1.86是93.45-1.86是3.94-1.86是993.45-1.86是3.93-1.86是KZ13.70-1.86是4.43-1.86是10KZ13.70-1.86是4.43-1.86是113.63-1.86是4.40-1.86是11113.63-1.86是4.40-1.86是123.62-1.86是4.36-1.86是12123.62-1.86是4.36-1.86是133.70-1.86是4.22-1.86是13133.70-1.86是4.22-1.86是143.82-1.86是4.02-1.86是14143.82-1.86是4.02-1.86是153.98-1.86是3.78-1.86是15153.98-1.86是3.78-1.86是164.15-1.86是3.53-1.86是16164.15-1.86是3.53-1.86是174.29-1.86是3.33-1.86是17174.29-1.86是3.33-1.86是184.38-1.86是3.20-1.86是18184.38-1.86是3.20-1.86是194.43-1.86是3.15-1.86是19194.43-1.86是3.15-1.86是M4.43-1.86是3.15-1.86是20M4.43-1.86是3.15-1.86是214.43-1.86是3.15-1.86是21214.43-1.86是3.15-1.86是224.38-1.86是3.21-1.86是22224.38-1.86是3.21-1.86是234.28-1.86是3.34-1.86是23234.28-1.86是3.34-1.86是244.14-1.86是3.55-1.86是24244.14-1.86是3.55-1.86是253.97-1.86是3.80-1.86是25253.97-1.86是3.80-1.86是263.81-1.86是4.04-1.86是26263.81-1.86是4.04-1.86是273.69-1.86是4.24-1.86是27273.69-1.86是4.24-1.86是283.62-1.86是4.37-1.86是28283.62-1.86是4.37-1.86是293.64-1.86是4.41-1.86是29293.64-1.86是4.41-1.86是KZ23.70-1.86是4.43-1.86是30KZ23.70-1.86是4.43-1.86是313.45-1.86是3.93-1.86是31313.45-1.86是3.94-1.86是323.18-1.86是3.64-1.86是32323.18-1.86是3.64-1.86是332.90-1.86是3.46-1.86是33332.90-1.86是3.47-1.86是342.58-1.86是3.39-1.86是34342.58-1.86是3.39-1.86是352.24-1.86是3.42-1.86是35352.24-1.86是3.42-1.86是ZD21.87-1.86是3.57-1.86是36ZD21.87-1.86是3.57-1.86是371.59-1.86是4.09-1.86是37371.59-1.86是4.09-1.86是D11.46-1.86是4.30-1.86是38D11.43-1.86是4.32-1.86是R-1.34-1.86是-0.20-1.86是3.14準(zhǔn)永久組合下正截面抗裂驗算根據(jù)《公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范》(JTG3362-2018)第6.3.1條第1款規(guī)定，應(yīng)對構(gòu)件正截面混凝土的拉應(yīng)力進行驗算，并應(yīng)符合下列要求：A類預(yù)應(yīng)力混凝土構(gòu)件σst－σpc≤0.7ftkσlt－σpc≤0準(zhǔn)永久組合截面頂緣、底緣拉應(yīng)力圖準(zhǔn)永久組合截面頂緣、底緣拉應(yīng)力表格單元截面位置頂緣底緣應(yīng)力值(MPa)容許值(MPa)是否滿足應(yīng)力值(MPa)容許值(MPa)是否滿足1L00是00是D02.920是4.670是2D02.920是4.670是33.230是4.160是333.230是4.160是ZD13.340是4.000是4ZD13.340是4.000是53.720是3.910是553.720是3.910是64.070是3.950是664.070是3.950是74.390是4.110是774.390是4.110是84.680是4.380是884.680是4.380是94.950是4.810是994.950是4.810是KZ15.210是5.470是10KZ15.210是5.470是115.140是5.500是11115.140是5.500是125.130是5.500是12125.130是5.500是135.210是5.380是13135.210是5.380是145.340是5.200是14145.340是5.200是155.510是4.970是15155.510是4.970是165.690是4.730是16165.690是4.730是175.830是4.530是17175.830是4.530是185.930是4.410是18185.930是4.410是195.980是4.360是19195.980是4.360是M5.980是4.360是20M5.980是4.360是215.980是4.360是21215.980是4.360是225.930是4.410是22225.930是4.410是235.820是4.550是23235.820是4.550是245.670是4.750是24245.670是4.750是255.490是4.990是25255.490是4.990是265.320是5.220是26265.320是5.220是275.200是5.390是27275.200是5.390是285.130是5.500是28285.120是5.500是295.140是5.490是29295.140是5.490是KZ25.210是5.470是30KZ25.210是5.470是314.950是4.810是31314.950是4.810是324.680是4.380是32324.680是4.380是334.390是4.110是33334.390是4.110是344.070是3.950是34344.070是3.950是353.720是3.910是35353.720是3.910是ZD23.340是4.000是36ZD23.340是4.000是373.050是4.440是37373.050是4.440是D12.920是4.670是38D12.920是4.670是R00是00是3.1.5主梁使用階段斜截面抗裂驗算根據(jù)《公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范》(JTG3362-2018)第6.3.1條第2款規(guī)定，斜截面抗裂應(yīng)對構(gòu)件斜截面混凝土的主拉應(yīng)力進行驗算，并應(yīng)符合下列要求：A類預(yù)應(yīng)力混凝土構(gòu)件預(yù)制構(gòu)件σtp≤0.7ftk現(xiàn)場澆筑(包括預(yù)制拼裝)構(gòu)件σtp≤0.5ftk頻遇組合截面主拉應(yīng)力圖頻遇組合截面主拉應(yīng)力表格單元截面位置應(yīng)力值(MPa)容許值(MPa)是否滿足1L-0.78-1.33是D0-0.18-1.33是2D0-0.12-1.33是3-0.09-1.33是33-0.09-1.33是ZD1-0.07-1.33是4ZD1-0.06-1.33是5-0.04-1.33是55-0.04-1.33是6-0.03-1.33是66-0.02-1.33是7-0.01-1.33是77-0-1.33是8-0-1.33是88-0-1.33是9-0.02-1.33是99-0.03-1.33是KZ1-0.06-1.33是10KZ1-0-1.33是11-0-1.33是1111-0-1.33是12-0.02-1.33是1212-0.02-1.33是13-0.04-1.33是1313-0.04-1.33是14-0.05-1.33是1414-0.05-1.33是15-0.06-1.33是1515-0.06-1.33是16-0.05-1.33是1616-0.05-1.33是17-0.03-1.33是1717-0.03-1.33是18-0.02-1.33是1818-0.02-1.33是19-0-1.33是1919-0-1.33是M-0-1.33是20M-0-1.33是21-0-1.33是2121-0-1.33是22-0.02-1.33是2222-0.02-1.33是23-0.03-1.33是2323-0.03-1.33是24-0.05-1.33是2424-0.06-1.33是25-0.06-1.33是2525-0.06-1.33是26-0.05-1.33是2626-0.05-1.33是27-0.04-1.33是2727-0.04-1.33是28-0.02-1.33是2828-0.02-1.33是29-0-1.33是2929-0-1.33是KZ2-0-1.33是30KZ2-0.06-1.33是31-0.03-1.33是3131-0.02-1.33是32-0-1.33是3232-0-1.33是33-0-1.33是3333-0.01-1.33是34-0.02-1.33是3434-0.03-1.33是35-0.04-1.33是3535-0.04-1.33是ZD2-0.06-1.33是36ZD2-0.07-1.33是37-0.11-1.33是3737-0.11-1.33是D1-0.12-1.33是38D1-0.18-1.33是R-0.78-1.33是3.1.6主梁承載能力極限狀態(tài)正截面抗彎驗算最大彎矩：根據(jù)《公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范》(JTG3362-2018)第5.1.2條的規(guī)定，橋梁構(gòu)件的承載能力極限狀態(tài)計算應(yīng)滿足：γ0S≤R最大彎矩及其對應(yīng)的抗力圖最大彎矩和對應(yīng)的抗力表格單元截面位置MAX_MY對應(yīng)的內(nèi)力承載力第I組第II組是否通過N(kN)MY(kN·m)MZ(kN·m)N1(kN)MY1(kN·m)MZ1(kN·m)N2(kN)MY2(kN·m)MZ2(kN·m)1L000000000是D0-1.3-122.0-0-1.3-69207.70-1.369862.00是2D02.3-122.0-158.92.3-69210.502.369864.50是3010430.1-201.40-65410.30073811.60是331.510431.5-156.21.5-65411.501.573812.60是ZD1-014389.6-154.9-0-63928.10-075444.10是4ZD153.914389.6-200.053.9-63970.0053.975482.00是557.823708.1-161.957.8-60221.4057.879485.60是5561.823708.1-246.361.8-60224.5061.879488.30是667.332281.0-208.767.3-56365.2067.383238.20是6671.032281.0-185.271.0-56368.1071.083240.70是778.540137.0-151.478.5-52776.3078.587320.20是7781.640137.0-178.481.6-52778.8081.687322.30是892.047305.9-147.092.0-49040.0092.090900.30是8894.347305.9-171.994.3-49041.8094.390901.80是9108.453818.6-142.4108.4-45341.50108.494768.90是99109.653818.6-168.2109.6-45342.40109.694769.70是KZ1129.159707.3-139.0129.1-41188.50129.198634.90是10KZ11.559707.3-108.51.5-41027.601.598552.50是11-0.864999.8-80.7-0.8-37558.10-0.8102598.60是11111.164999.8-79.51.1-37558.401.1102598.70是12-0.769701.6-71.0-0.7-34633.20-0.7105395.90是12120.769701.6-71.60.7-34632.800.7105395.50是13-0.573812.7-63.5-0.5-32679.50-0.5107225.30是13130.473812.7-65.60.4-32678.600.4107225.80是14-0.377333.2-57.5-0.3-31572.00-0.3108694.20是14140.277333.2-60.60.2-31571.100.2108693.30是15-0.180263.0-56.7-0.1-30900.90-0.1108983.90是1515080263.0-56.30-30901.000108984.00是16-082602.1-52.2-0-30842.70-0109113.50是1616082602.1-52.20-30842.700109113.60是17084350.5-48.30-30901.500109113.80是1717084350.5-48.30-30901.500109113.80是18085508.2-44.80-30897.600109114.10是1818085508.2-44.40-30897.600109114.10是19086075.5-38.40-30893.500109114.60是1919086075.5-39.40-30893.500109114.60是M086137.8-66.00-30891.500109121.80是20M086137.8-66.00-30891.500109121.80是21086051.6-64.30-30893.800109114.40是2121086051.6-37.90-30893.800109114.40是22085437.3-34.80-30897.900109114.10是2222085437.3-54.30-30897.900109114.10是23084232.3-32.00-30901.800109113.80是2323084232.3-50.50-30901.800109113.80是24082436.7-46.80-30844.000109113.50是2424-082436.7-46.8-0-30844.10-0109113.50是25080050.3-43.10-31033.200109263.20是2525-0.280050.3-43.1-0.2-31033.50-0.2109263.50是260.277073.3-39.20.2-31616.900.2108431.50是2626-0.377073.3-24.5-0.3-31617.80-0.3108432.00是270.573505.6-35.00.5-32866.800.5107106.30是2727-0.573505.6-22.5-0.5-32867.70-0.5107105.70是280.869347.2-30.80.8-34787.000.8105080.00是2828-0.769347.2-20.7-0.7-34786.00-0.7105079.10是291.264598.2-26.51.2-37757.101.2102037.30是2929-0.864598.2-18.9-0.8-37755.60-0.8102036.10是KZ21.559707.3-25.71.5-41027.501.598552.60是30KZ2129.159707.3-57.3129.1-41188.30129.198634.90是31109.653818.6-73.9109.6-45342.40109.694769.70是3131108.453818.6-49.5108.4-45341.50108.494768.90是3294.347305.9-60.394.3-49041.8094.390901.80是323292.047305.9-42.692.0-49040.0092.090900.30是3381.640137.1-49.481.6-52778.8081.687322.30是333378.540137.1-35.978.5-52776.3078.587320.20是3471.032281.1-39.871.0-56368.1071.083240.70是343467.332281.1-40.967.3-56365.2067.383238.20是3561.823708.1-42.261.8-60224.5061.879488.30是353557.823708.1-22.757.8-60221.4057.879485.60是ZD253.914389.6-23.853.9-63969.9053.975482.60是36ZD2-014389.6-4.1-0-63928.00-075444.60是371.74202.41.71.7-67699.901.771443.00是37370.24201.00.90.2-67698.700.271441.90是D12.3-122.03.82.3-69210.502.369864.50是38D1-1.3-122.0-0-1.3-69207.70-1.369862.00是R000000000是最小彎矩：根據(jù)《公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范》(JTG3362-2018)第5.1.2條的規(guī)定，橋梁構(gòu)件的承載能力極限狀態(tài)計算應(yīng)滿足：γ0S≤R最大彎矩及其對應(yīng)的抗力圖最大彎矩和對應(yīng)的抗力表格單元截面位置MAX_MY對應(yīng)的內(nèi)力承載力第I組第II組是否通過N(kN)MY(kN·m)MZ(kN·m)N1(kN)MY1(kN·m)MZ1(kN·m)N2(kN)MY2(kN·m)MZ2(kN·m)1L000000000是D0-1.3-122.0-0-1.3-69207.70-1.369862.00是2D02.3-122.0-158.92.3-69210.502.369864.50是3010430.1-201.40-65410.30073811.60是331.510431.5-156.21.5-65411.501.573812.60是ZD1-014389.6-154.9-0-63928.10-075444.10是4ZD153.914389.6-200.053.9-63970.0053.975482.00是557.823708.1-161.957.8-60221.4057.879485.60是5561.823708.1-246.361.8-60224.5061.879488.30是667.332281.0-208.767.3-56365.2067.383238.20是6671.032281.0-185.271.0-56368.1071.083240.70是778.540137.0-151.478.5-52776.3078.587320.20是7781.640137.0-178.481.6-52778.8081.687322.30是892.047305.9-147.092.0-49040.0092.090900.30是8894.347305.9-171.994.3-49041.8094.390901.80是9108.453818.6-142.4108.4-45341.50108.494768.90是99109.653818.6-168.2109.6-45342.40109.694769.70是KZ1129.159707.3-139.0129.1-41188.50129.198634.90是10KZ11.559707.3-108.51.5-41027.601.598552.50是11-0.864999.8-80.7-0.8-37558.10-0.8102598.60是11111.164999.8-79.51.1-37558.401.1102598.70是12-0.769701.6-71.0-0.7-34633.20-0.7105395.90是12120.769701.6-71.60.7-34632.800.7105395.50是13-0.573812.7-63.5-0.5-32679.50-0.5107225.30是13130.473812.7-65.60.4-32678.600.4107225.80是14-0.377333.2-57.5-0.3-31572.00-0.3108694.20是14140.277333.2-60.60.2-31571.100.2108693.30是15-0.180263.0-56.7-0.1-30900.90-0.1108983.90是1515080263.0-56.30-30901.000108984.00是16-082602.1-52.2-0-30842.70-0109113.50是1616082602.1-52.20-30842.700109113.60是17084350.5-48.30-30901.500109113.80是1717084350.5-48.30-30901.500109113.80是18085508.2-44.80-30897.600109114.10是1818085508.2-44.40-30897.600109114.10是19086075.5-38.40-30893.500109114.60是1919086075.5-39.40-30893.500109114.60是M086137.8-66.00-30891.500109121.80是20M086137.8-66.00-30891.500109121.80是21086051.6-64.30-30893.800109114.40是2121086051.6-37.90-30893.800109114.40是22085437.3-34.80-30897.900109114.10是2222085437.3-54.30-30897.900109114.10是23084232.3-32.00-30901.800109113.80是2323084232.3-50.50-30901.800109113.80是24082436.7-46.80-30844.000109113.50是2424-082436.7-46.8-0-30844.10-0109113.50是25080050.3-43.10-31033.200109263.20是2525-0.280050.3-43.1-0.2-31033.50-0.2109263.50是260.277073.3-39.20.2-31616.900.2108431.50是2626-0.377073.3-24.5-0.3-31617.80-0.3108432.00是270.573505.6-35.00.5-32866.800.5107106.30是2727-0.573505.6-22.5-0.5-32867.70-0.5107105.70是280.869347.2-30.80.8-34787.000.8105080.00是2828-0.769347.2-20.7-0.7-34786.00-0.7105079.10是291.264598.2-26.51.2-37757.101.2102037.30是2929-0.864598.2-18.9-0.8-37755.60-0.8102036.10是KZ21.559707.3-25.71.5-41027.501.598552.60是30KZ2129.159707.3-57.3129.1-41188.30129.198634.90是31109.653818.6-73.9109.6-45342.40109.694769.70是3131108.453818.6-49.5108.4-45341.50108.494768.90是3294.347305.9-60.394.3-49041.8094.390901.80是323292.047305.9-42.692.0-49040.0092.090900.30是3381.640137.1-49.481.6-52778.8081.687322.30是333378.540137.1-35.978.5-52776.3078.587320.20是3471.032281.1-39.871.0-56368.1071.083240.70是343467.332281.1-40.967.3-56365.2067.383238.20是3561.823708.1-42.261.8-60224.5061.879488.30是353557.823708.1-22.757.8-60221.4057.879485.60是ZD253.914389.6-23.853.9-63969.9053.975482.60是36ZD2-014389.6-4.1-0-63928.00-075444.60是371.74202.41.71.7-67699.901.771443.00是37370.24201.00.90.2-67698.700.271441.90是D12.3-122.03.82.3-69210.502.369864.50是38D1-1.3-122.0-0-1.3-69207.70-1.369862.00是R000000000是3.1.7主梁承載能力極限狀態(tài)斜截面抗剪驗算最大剪力：根據(jù)《公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范》(JTG3362-2018)第5.1.2條的規(guī)定，橋梁構(gòu)件的承載能力極限狀態(tài)計算應(yīng)滿足：γ0S≤R最大剪力及其對應(yīng)的抗力圖最大剪力及其對應(yīng)的抗力表格單元截面位置剪力值(kN)承載力(kN)抗剪上限(kN)抗剪下限(kN)尺寸是否滿足是否需要抗剪驗算是否滿足1L0——————D0-406.7-22062.5-27984.5-8875.5是否是2D011317.522612.627984.58875.5是是是310478.824495.427984.58875.5是是是3310428.824495.427984.58875.5是是是ZD110093.424495.427984.58875.5是是是4ZD110011.124495.427984.58875.5是是是59386.923847.025652.48135.9是是是559294.223847.025652.48135.9是是是68698.123087.823320.47396.3是是是668607.123087.823320.47396.3是是是78040.322220.320988.36656.6是是是777951.022220.320988.36656.6是是是87415.621305.018656.35917.0是是是887326.921305.018656.35917.0是是是96823.720397.516324.35177.4是是是996736.020397.516324.35177.4是是是KZ16265.819403.213992.24437.8是是是10KZ16182.119403.213992.24437.8是是是115728.918833.013992.24437.8是是是11115645.318833.013992.24437.8是是是125193.117119.613326.64226.6是是是12125110.317119.613326.64226.6是是是134658.815416.313326.64226.6是是是13134577.015416.313326.64226.6是是是144126.114246.512679.04021.3是是是14144045.714246.512679.04021.3是是是153595.413147.012024.43813.7是是是15153516.413147.012024.43813.7是是是163067.113073.412024.43813.7是是是16162988.913073.412024.43813.7是是是172540.312821.112024.43813.7是是是17172463.112821.112024.43813.7是是是182015.413207.312024.43813.7是否是18181939.613207.312024.43813.7是否是191492.513207.312038.23818.0是否是19191456.713207.312038.23818.0是否是M1252.413207.312038.23818.0是否是20M1211.213207.312038.23818.0是否是211009.713207.312038.23818.0是否是2121936.213207.312038.23818.0是否是22563.313207.312038.23818.0是否是2222489.813207.312038.23818.0是否是23117.713207.312038.23818.0是否是232345.113207.312038.23818.0是否是24-325.8-13093.3-12021.8-3812.8是否是2424-397.4-13093.3-12021.8-3812.8是否是25-767.1-13183.8-12021.8-3812.8是否是2525-837.7-13183.8-12021.8-3812.8是否是26-1206.5-14282.0-12676.5-4020.4是否是2626-1276.5-14282.0-12676.5-4020.4是否是27-1644.4-15416.3-13322.7-4225.4是否是2727-1713.7-15416.3-13322.7-4225.4是否是28-2080.3-17098.5-13322.7-4225.4是否是2828-2148.6-17098.5-13322.7-4225.4是否是29-2514.3-18817.1-13992.2-4437.8是否是2929-2576.2-18817.1-13992.2-4437.8是否是KZ2-2911.8-19327.5-13992.2-4437.8是是是30KZ2-2977.5-19327.5-13992.2-4437.8是是是31-3355.0-20397.5-16324.3-5177.4是否是3131-3420.9-20397.5-16324.3-5177.4是否是32-3825.0-21305.0-18656.3-5917.0是否是3232-3890.0-21305.0-18656.3-5917.0是否是33-4319.4-22220.3-20988.3-6656.6是否是3333-4383.6-22220.3-20988.3-6656.6是否是34-4837.3-22986.3-23320.4-7396.3是否是3434-4900.3-22986.3-23320.4-7396.3是否是35-5377.4-23847.0-25652.4-8135.9是否是3535-5439.0-23847.0-25652.4-8135.9是否是ZD2-5939.0-24495.4-27984.5-8875.5是否是36ZD2-5988.0-24495.4-27984.5-8875.5是否是37-6665.9-24495.4-27984.5-8875.5是否是3737-6666.1-24495.4-27984.5-8875.5是否是D1-6937.3-22612.6-27984.5-8875.5是否是38D12471.122062.527984.58875.5是否是R1207.1——————最小剪力：根據(jù)《公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范》(JTG3362-2018)第5.1.2條的規(guī)定，橋梁構(gòu)件的承載能力極限狀態(tài)計算應(yīng)滿足：γ0S≤R最小剪力及其對應(yīng)的抗力圖最小剪力及其對應(yīng)的抗力表格單元截面位置剪力值(kN)承載力(kN)抗剪上限(kN)抗剪下限(kN)尺寸是否滿足是否需要抗剪驗算是否滿足1L-1207.1——————D0-2471.1-22062.5-27984.5-8875.5是否是2D06937.322612.627984.58875.5是否是36259.524495.427984.58875.5是否是336234.524495.427984.58875.5是否是ZD15963.224495.427984.58875.5是否是4ZD15939.024495.427984.58875.5是否是55439.023847.025652.48135.9是否是555377.423847.025652.48135.9是否是64900.322986.323320.47396.3是否是664837.322986.323320.47396.3是否是74383.622220.320988.36656.6是否是774319.422220.320988.36656.6是否是83890.021305.018656.35917.0是否是883825.021305.018656.35917.0是否是93420.920397.516324.35177.4是否是993355.020397.516324.35177.4是否是KZ12977.519403.213992.24437.8是是是10KZ12911.819403.213992.24437.8是是是112547.118833.013992.24437.8是否是11112479.618833.013992.24437.8是否是122113.917119.613326.64226.6是否是12122045.517119.613326.64226.6是否是131678.615416.313326.64226.6是否是13131609.215416.313326.64226.6是否是141241.414246.512679.04021.3是否是14141171.614246.512679.04021.3是否是15802.713147.012024.43813.7是否是1515732.013147.012024.43813.7是否是16362.213073.412024.43813.7是否是1616290.413073.412024.43813.7是否是17-80.8-13207.3-12038.2-3818.0是否是1717-153.5-13207.3-12038.2-3818.0是否是18-525.6-13207.3-12038.2-3818.0是否是1818-599.0-13207.3-12038.2-3818.0是否是19-971.9-13207.3-12038.2-3818.0是否是1919-1046.1-13207.3-12038.2-3818.0是否是M-1217.2-13207.3-12038.2-3818.0是否是20M-1252.4-13207.3-12038.2-3818.0是否是21-1492.6-13207.3-12038.2-3818.0是否是2121-1534.2-13207.3-12038.2-3818.0是否是22-1981.1-13207.3-12021.8-3812.8是否是2222-2057.4-13207.3-12021.8-3812.8是否是23-2505.2-12841.5-12021.8-3812.8是是是2323-2582.5-12841.5-12021.8-3812.8是是是24-3031.0-13093.3-12021.8-3812.8是是是2424-3109.1-13093.3-12021.8-3812.8是是是25-3558.6-13183.8-12021.8-3812.8是是是2525-3637.8-13183.8-12021.8-3812.8是是是26-4088.1-14282.0-12676.5-4020.4是是是2626-4168.8-14282.0-12676.5-4020.4是是是27-4619.7-15416.3-13322.7-4225.4是是是2727-4701.5-15416.3-13322.7-4225.4是是是28-5153.1-17098.5-13322.7-4225.4是是是2828-5235.6-17098.5-13322.7-4225.4是是是29-5688.1-18817.1-13992.2-4437.8是是是2929-5771.0-18817.1-13992.2-4437.8是是是KZ2-6188.0-19327.5-13992.2-4437.8是是是30KZ2-6265.8-19327.5-13992.2-4437.8是是是31-6736.0-20397.5-16324.3-5177.4是是是3131-6823.7-20397.5-16324.3-5177.4是是是32-7326.9-21305.0-18656.3-5917.0是是是3232-7415.6-21305.0-18656.3-5917.0是是是33-7951.0-22220.3-20988.3-6656.6是是是3333-8040.3-22220.3-20988.3-6656.6是是是34-8607.1-23087.8-23320.4-7396.3是是是3434-8698.1-23087.8-23320.4-7396.3是是是35-9294.2-23847.0-25652.4-8135.9是是是3535-9386.9-23847.0-25652.4-8135.9是是是ZD2-10011.1-24495.4-27984.5-8875.5是是是36ZD2-10105.4-24495.4-27984.5-8875.5是是是37-10944.0-24495.4-27984.5-8875.5是是是3737-11026.5-24495.4-27984.5-8875.5是是是D1-11362.2-22612.6-27984.5-8875.5是是是38D1406.722062.527984.58875.5是否是R0——————3.1.8主梁運營階段抗傾覆驗算0號墩柱左傾傾覆驗算表支座名稱D0左D0中D0右支座間距(m)0.004.158.29支座豎向力(kN)永久作用標(biāo)準(zhǔn)值效應(yīng)2701.472236.001770.53失穩(wěn)效應(yīng)對應(yīng)并發(fā)支反力D0中-8.31-7.54-6.78D0右151.3146.24-58.83D1中361.18443.57525.96D1右684.19438.26192.34特征狀態(tài)1驗算1.0RGki+1.4RQki2689.8362225.4441761.0381.0RGki+1.4RQki2913.3042300.7361688.1681.0RGki+1.4RQki3207.1222856.9982506.8741.0RGki+1.4RQki3659.3362849.5642039.806驗算結(jié)論滿足要求抗傾覆驗算穩(wěn)定效應(yīng)(kN.m)0.009268.2314677.67失穩(wěn)效應(yīng)(kN.m)D0中-0.00-31.26-56.20D0右0.00191.65-487.72D1中0.001838.594360.19D1右0.001816.611594.47穩(wěn)定性系數(shù)-100.00100.00是否滿足-是是0號墩柱右傾傾覆驗算表支座名稱D0左D0中D0右支座間距(m)8.294.150.00支座豎向力(kN)永久作用標(biāo)準(zhǔn)值效應(yīng)2701.472236.001770.53失穩(wěn)效應(yīng)對應(yīng)并發(fā)支反力D0左-313.97323.57961.10D0中-8.31-7.54-6.78D1左-107.16102.04311.25D1中361.18443.57525.96特征狀態(tài)1驗算1.0RGki+1.4RQki2261.9122688.9983116.071.0RGki+1.4RQki2689.8362225.4441761.0381.0RGki+1.4RQki2551.4462378.8562206.281.0RGki+1.4RQki3207.1222856.9982506.874驗算結(jié)論滿足要求抗傾覆驗算穩(wěn)定效應(yīng)(kN.m)22395.199279.40.00失穩(wěn)效應(yīng)(kN.m)D0左-2602.791341.200.00D0中-68.85-31.26-0.00D1左-888.33422.970.00D1中2994.161838.590.00穩(wěn)定性系數(shù)36.71100.00-是否滿足是是-1號墩柱左傾傾覆驗算表支座名稱D1左D1中D1右支座間距(m)0.004.158.29支座豎向力(kN)永久作用標(biāo)準(zhǔn)值效應(yīng)2700.422236.001771.58失穩(wěn)效應(yīng)對應(yīng)并發(fā)支反力D0中361.17443.57525.96D0右684.05438.27192.48D1中-8.31-7.54-6.78D1右151.1746.24-58.69特征狀態(tài)1驗算1.0RGki+1.4RQki3206.0582856.9982507.9241.0RGki+1.4RQki3658.092849.5782041.0521.0RGki+1.4RQki2688.7862225.4441762.0881.0RGki+1.4RQki2912.0582300.7361689.414驗算結(jié)論滿足要求抗傾覆驗算穩(wěn)定效應(yīng)(kN.m)0.009268.2314686.38失穩(wěn)效應(yīng)(kN.m)D0中0.001838.594360.21D0右0.001816.611595.63D1中-0.00-31.26-56.18D1右0.00191.65-486.56穩(wěn)定性系數(shù)-100.00100.00是否滿足-是是1號墩柱右傾傾覆驗算表支座名稱D1左D1中D1右支座間距(m)8.294.150.00支座豎向力(kN)永久作用標(biāo)準(zhǔn)值效應(yīng)2700.422236.001771.58失穩(wěn)效應(yīng)對應(yīng)并發(fā)支反力D0左-106.87102.05310.97D0中361.17443.57525.96D1左-313.69323.57960.83D1中-8.31-7.54-6.78特征狀態(tài)1驗算1.0RGki+1.4RQki2550.8022378.872206.9381.0RGki+1.4RQki3206.0582856.9982507.9241.0RGki+1.4RQki2261.2542688.9983116.7421.0RGki+1.4RQki2688.7862225.4441762.088驗算結(jié)論滿足要求抗傾覆驗算穩(wěn)定效應(yīng)(kN.m)22386.489279.400.00失穩(wěn)效應(yīng)(kN.m)D0左-885.99422.990.00D0中2994.131838.590.00D1左-2600.531341.200.00D1中-68.87-31.26-0.00穩(wěn)定性系數(shù)36.71100.00-是否滿足是是-3.2端橫梁驗算3.2.1端橫梁模型3.2.2端橫梁承載能力極限狀態(tài)正截面抗彎驗算最大彎矩：根據(jù)《公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范》(JTG3362-2018)第5.1.2條的規(guī)定，橋梁構(gòu)件的承載能力極限狀態(tài)計算應(yīng)滿足：γ0S≤R最大彎矩及其對應(yīng)的抗力圖最大彎矩和對應(yīng)的抗力表格單元截面位置MAX_MY對應(yīng)的內(nèi)力承載力第I組第II組是否通過N(kN)MY(kN·m)MZ(kN·m)N1(kN)MY1(kN·m)MZ1(kN·m)N2(kN)MY2(kN·m)MZ2(kN·m)1L0000-9494.90084.70是L10-3.6-00-9585.3007344.60是2L10-3.6-00-9585.3007344.60是D00-870.3-00-9585.3007344.60是3D00-870.3-00-9585.3007344.60是40230.7-00-9518.2007327.00是440230.7-00-9518.2007327.00是501299.600-9518.2007327.00是5501299.600-9518.2007327.00是L201863.300-9518.2007327.00是6L201863.300-9518.2007327.00是701269.100-9518.2007327.00是7701269.100-9518.2007327.00是8038.200-9518.2007327.00是88038.200-9518.2007327.00是D20-94.900-9585.3007344.60是9D20-94.900-9585.3007344.60是100594.100-9518.2007327.00是10100594.100-9518.2007327.00是R201832.200-9518.2007327.00是11R201832.200-9518.2007327.00是1201680.900-9518.2007327.00是121201680.900-9518.2007327.00是1301015.6-00-9518.2007327.00是131301015.6-00-9518.2007327.00是140-311.7-00-9585.3007344.60是14140-311.7-00-9585.3007344.60是D10-870.3-00-9585.3007344.60是15D10-870.3-00-9585.3007344.60是R10-3.6-00-9585.3007344.60是16R10-3.6-00-9585.3007344.60是R0000-9494.90084.70是最小彎矩：根據(jù)《公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范》(JTG3362-2018)第5.1.2條的規(guī)定，橋梁構(gòu)件的承載能力極限狀態(tài)計算應(yīng)滿足：γ0S≤R最小彎矩及其對應(yīng)的抗力圖最小彎矩和對應(yīng)的抗力表格單元截面位置MIN_MY對應(yīng)的內(nèi)力承載力承載力I承載力II是否通過N(kN)MY(kN·m)MZ(kN·m)N1(kN)MY1(kN·m)MZ1(kN·m)N2(kN)MY2(kN·m)MZ2(kN·m)1L0000-9494.90084.70是L10-4.3-00-9585.3007344.60是2L10-4.3-00-9585.3007344.60是D00-1044.4-00-9585.3007344.60是3D00-1044.4-00-9585.3007344.60是40-268.4-00-9585.3007344.60是440-268.4-00-9585.3007344.60是50268.200-9518.2007327.00是550268.200-9518.2007327.00是L20506.900-9518.2007327.00是6L20506.900-9518.2007327.00是7010.600-9518.2007327.00是77010.600-9518.2007327.00是80-1523.200-9585.3007344.60是880-1523.200-9585.3007344.60是D20-1809.700-9585.3007344.60是9D20-1809.700-9585.3007344.60是100-564.700-9585.3007344.60是10100-564.700-9585.3007344.60是R20-1007.700-9585.3007344.60是11R20-1007.700-9585.3007344.60是120-1669.400-9585.3007344.60是12120-1669.400-9585.3007344.60是130-3949.5-00-9585.3007344.60是13130-3949.5-00-9585.3007344.60是140-6475.2-00-9585.3007344.60是14140-6475.2-00-9585.3007344.60是D10-7209.0-00-9585.3007344.60是15D10-7209.0-00-9585.3007344.60是R10-5171.7-00-9585.3007344.60是16R10-5171.7-00-9585.3007344.60是R0-4714.100-9535.40084.70是3.2.3端橫梁承載能力極限狀態(tài)斜截面抗剪驗算最大剪力：根據(jù)《公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范》(JTG3362-2018)第5.1.2條的規(guī)定，橋梁構(gòu)件的承載能力極限狀態(tài)計算應(yīng)滿足：γ0S≤R最大剪力及其對應(yīng)的抗力圖最大剪力及其對應(yīng)的抗力表格單元截面位置剪力值(kN)承載力(kN)抗剪上限(kN)抗剪下限(kN)尺寸是否滿足是否需要抗剪驗算強度是否滿足1L0——————L1-28.6-8301.4-13973.5-3545.4是否是2L1-1544.4-8301.4-13973.5-3545.4是否是D0-1607.3-8301.4-13973.5-3545.4是否是3D01304.18301.413973.53545.4是否是41165.59108.713973.53545.4是否是441165.59108.713973.53545.4是否是51028.29108.713973.53545.4是否是551028.29108.713973.53545.4是否是L2949.99108.713973.53545.4是否是6L2-663.1-9108.7-13973.5-3545.4是否是7-781.5-9108.7-13973.5-3545.4是否是77-781.5-9108.7-13973.5-3545.4是否是8-978.1-9108.7-13973.5-3545.4是否是88-978.1-9108.7-13973.5-3545.4是否是D2-993.5-8301.4-13973.5-3545.4是否是9D22928.08301.413973.53545.4是否是102471.79108.713973.53545.4是否是10102471.79108.713973.53545.4是否是R22061.69108.713973.53545.4是否是11R2339.9——————12162.2——————1212162.2——————13-445.9-9108.7-13973.5-3545.4是否是1313-445.9-9108.7-13973.5-3545.4是否是14-747.6-8301.4-13973.5-3545.4是否是1414-747.6-8301.4-13973.5-3545.4是否是D1-779.6-8301.4-13973.5-3545.4是否是15D14195.27850.013973.53545.4是是是R14119.77850.013973.53545.4是是是16R12300.77850.013973.53545.4是否是R2266.4——————最小剪力：根據(jù)《公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范》(JTG3362-2018)第5.1.2條的規(guī)定，橋梁構(gòu)件的承載能力極限狀態(tài)計算應(yīng)滿足：γ0S≤R最小剪力及其對應(yīng)的抗力圖最小剪力及其對應(yīng)的抗力表格單元截面位置剪力值(kN)承載力(kN)抗剪上限