某橋梁裝配式鋼筋混凝土梁橋結(jié)構(gòu)設(shè)計(jì)摘要本課程設(shè)計(jì)的對(duì)象為一座東湖區(qū)某橋梁裝配式鋼筋混凝土梁橋，本橋梁色季的主梁全長(zhǎng)為12.96米，橋梁寬度8米，本次橋梁設(shè)計(jì)的設(shè)計(jì)荷載為公路Ⅱ級(jí)荷載。主梁橫向是使用8片空心板梁制作而成的。

設(shè)計(jì)基本內(nèi)容第一步進(jìn)行構(gòu)造形式尺寸的選擇和確定，然后進(jìn)行空心板和計(jì)算毛截面的幾何特性還有預(yù)應(yīng)力鋼筋數(shù)量的估算即布置。還需要換算計(jì)算斜截面抗彎承載力以及預(yù)應(yīng)力。最后驗(yàn)算合格后，進(jìn)行橋梁的縱斷面、橫斷面、平面布置圖及鋼筋圖繪制，提高橋梁項(xiàng)目效率。

關(guān)鍵詞：預(yù)應(yīng)力混凝土，空心板橋，鉆孔灌注樁目錄TOC\o"1-2"\h\u15288前言 -5-前言近些年中國(guó)的交通發(fā)展變得非常迅速，同樣也加快了經(jīng)濟(jì)發(fā)展。與此同時(shí)道路與橋梁的建設(shè)也在不停歇的建設(shè)。橋梁的建設(shè)在交通中是必不可少的，它可以為幫助人們節(jié)省時(shí)間和減少運(yùn)輸所花費(fèi)的費(fèi)用。使人們交通更加方便，貨物運(yùn)輸更加簡(jiǎn)便，降低費(fèi)用。本篇論文主要論述了我在大學(xué)四年期間本科土木工程學(xué)畢業(yè)設(shè)計(jì)期間所學(xué)習(xí)的課題，經(jīng)過指導(dǎo)老師和同組組員的悉心指導(dǎo)下順利完成。本次畢業(yè)設(shè)計(jì)的標(biāo)題是：東湖區(qū)某橋梁設(shè)計(jì)。設(shè)計(jì)初期通過老師指導(dǎo)和資料的查閱確定了該橋所使用空心板的尺寸。然后計(jì)算出空心板的截面面積，查閱相關(guān)規(guī)范，按照規(guī)范要求對(duì)相關(guān)數(shù)據(jù)進(jìn)行計(jì)算以及驗(yàn)算。計(jì)算過程中使用了內(nèi)插法，先張法等。橋梁的下部結(jié)構(gòu)使用橋博士軟件進(jìn)行出圖與計(jì)算。1.概述1.1基本信息表1.1基本信息表計(jì)算規(guī)范Ⅰ類表1.2計(jì)算內(nèi)容表計(jì)算項(xiàng)設(shè)定是是否是否調(diào)束否是否是否考慮否截面計(jì)算點(diǎn)限制階段徐等差劃分幾何非線性否活載是否考慮非線性否剛性單元?jiǎng)偠日{(diào)整系數(shù)1是是否屈曲是振動(dòng)是否否1.2主要材料表1.3主要材料索引表編號(hào)1C40砼C402d=15.2_fpk=1860鋼束d=15.2_fpk=18603HRB335鋼筋HRB3354普通鋼筋（高）鋼筋HRB400表1.4砼材料參數(shù)表E(MPa)(kN/m3)fck(MPa)ftk(MPa)fcd(MPa)ftd(MPa)C501e-0532.42.651.83表1.5普通鋼筋參數(shù)表E(MPa)(kN/m3)fskfsdfsd’HRB4002*1051.2e-05400330表1.6預(yù)應(yīng)力鋼筋參數(shù)表E(MPa)線膨脹系數(shù)(kN/m3)fpk(MPa)fpd(MPa)fpd’(MPa)d=15.2_fpk=18601.2e-0518603901.3設(shè)計(jì)要求①設(shè)計(jì)荷載：汽車荷載采用公路Ⅱ級(jí)荷載；人群荷載采用3.5kN/m2。②橋梁跨徑：標(biāo)準(zhǔn)跨徑lk=13m共分3跨；計(jì)算跨徑l=12.36m。③橫坡：1.5%。④橋面鋪裝：鋼筋混凝土、防水混凝土和瀝青混凝土的建造，包括主光束在測(cè)試鋼筋混凝土?xí)r的強(qiáng)度。⑤橋面凈寬：0.5m+7.0m+0.5m。⑥地震烈度：7度。⑦設(shè)計(jì)安全等級(jí)：二級(jí)；環(huán)境標(biāo)準(zhǔn)：I類環(huán)境。⑧材料：a.預(yù)應(yīng)力鋼筋1×7鋼絞線，直徑12.7mm；b.非預(yù)應(yīng)力鋼筋采用HRB335，R235；c.空心板塊混凝土采用C40混凝土澆筑預(yù)制主梁和鉸縫；d.欄桿和安全帶為C25混凝土;e.施工過程采用先張法施工，預(yù)應(yīng)力鋼絞線同時(shí)受到兩端對(duì)稱張力的影響；f.支座由扁平橡膠制成。2.空心板尺寸擬定全橋采用7塊預(yù)應(yīng)力空心板，其寬為199cm，高60cm。詳細(xì)圖樣如下：2.1中板圖2.1中板尺寸詳圖2.2邊板詳圖圖2.2邊板尺寸詳圖2.3橫斷面簡(jiǎn)圖圖2.3橫斷面簡(jiǎn)圖3.空心板截面幾何特性3.1邊板表3.1邊板幾何特性表特性單位整體截面面積Amm^2998200慣性矩Ixmm^46.23279E+10慣性矩Iymm^41.39374E+10扭轉(zhuǎn)慣量Jmm^41.37705E+10剪切面積Axmm^2306154剪切面積Aymm^2346276理論厚度Hmm544.108形心Oxmm0.000形心Oymm-475.000剪心Sxmm0.092剪心Symm-0.005翹曲慣矩Iwwmm^62.33208E+14質(zhì)量面積Ammm^2-3.2中板表3.2中板幾何特性表特性單位整體截面面積Amm^2550450慣性矩Ixmm^45.39565E+10慣性矩Iymm^48.18161E+10扭轉(zhuǎn)慣量Jmm^48.92975E+10剪切面積Axmm^2263255剪切面積Aymm^2269305理論厚度Hmm331.512形心Oxmm63.085形心Oymm-414.618剪心Sxmm-60.782剪心Symm-21.041翹曲慣矩Iwwmm^63.52581E+14質(zhì)量面積Ammm^2-3.3單項(xiàng)內(nèi)力位移反力3.3.1結(jié)構(gòu)重力表3.3荷載結(jié)構(gòu)節(jié)點(diǎn)處位移表單位特征截面節(jié)點(diǎn)Dx（mm）節(jié)點(diǎn)Dy（mm）節(jié)點(diǎn)Dz（mm）節(jié)點(diǎn)處線位移（mm）1L1.731-00.5771.825D01.745-0-01.7452D01.745-0-01.74531.694-0-1.9492.582331.694-0-1.9492.58241.661-0-3.8374.181441.661-0-3.8374.181K11.625-0-5.0955.3485K11.625-0-5.0955.34861.556-0-6.7666.942661.556-0-6.7666.94271.470-0-8.2508.380771.470-0-8.2508.38081.367-0-9.5129.609881.367-0-9.5129.60991.252-0-10.52210.596991.252-0-10.52210.596101.128-0-11.25711.31310101.128-0-11.25711.313110.999-0-11.70211.74511110.999-0-11.70211.745K20.870-0-11.84711.87912K20.870-0-11.84711.879130.867-0-11.84711.87913130.867-0-11.84711.879140.7350-11.69011.71314140.7350-11.69011.713150.6060-11.23311.24915150.6060-11.23311.249160.4830-10.48610.49716160.4830-10.48610.497170.3680-9.4669.47317170.36809.4669.473180.2660-8.1958.19918180.2660-8.1958.199190.1800-6.7026.70519190.1800-6.7026.705K30.1140-5.0955.09620K30.1140-5.0955.096210.0780-3.8373.83821210.0780-3.8373.838220.0460-1.9491.94922220.0460-1.9491.949D1-0.005-0-00.00523D1-0.005-0-00.005R0.008-00.5770.577表3.4荷載結(jié)構(gòu)行心處位移表單位特征截面行心Dx（mm）行心Dy（mm）行心Dz（mm）行心處線位移（mm）Rx（mm）Ry（mm）Rz（mm）1L0.83200.5771.01301.924E-03-0D00.8320-00.83201.924E-03-02D00.8320-00.83201.924E-03-030.833-0-1.9492.11901.849E-03-0330.833-01.9492.11901.894E-03-040.834-0-3.8373.92601.811E-03-0440.834-0-3.8373.92601.811E-03-0K10.835-0-5.0955.16301.724E-03-05K10.835-0-5.0955.16301.724E-03-060.838-0-6.7666.81701.561E-03-0660.838-0-6.7666.81701.561E-03-070.842-0-8.2508.29301.360E-030770.842-0-8.2508.29301.360E-03080.847-0-9.5129.54901.125E-030880.847-0-9.5129.54901.125E-03090.852-0-10.52210.55608.644E-040990.852-0-10.52210.55608.644E-040100.858-0-11.25711.29005.848E-04010100.858-0-11.25711.29005.848E-040110.864-0-11.70211.73402.926E-04011110.864-0-11.70211.73402.926E-040K20.870-0-11.84711.87906.024E-04012K20.870-0-11.84711.87906.024E-040130.870-0-11.84711.8790-5.985E-04013130.870-0-11.84711.8790-5.985E-040140.8760-11.69011.723-0-3.044E-04014140.8760-11.69011.723-0-3.044E-040150.8820-11.23311.268-0-5.963E-04015150.8820-11.23311.268-0-5.963E-040160.8870-10.48610.524-0-8.752E-04016160.8870-10.48610.524-0-8.752E-040170.8930-9.4669.508-0-1.135E-03017170.8930-9.4669.508-0-1.135E-030180.8970-8.1958.244-0-1.368E-03018180.8970-8.1958.244-0-1.368E-030190.9010-6.7026.763-0-1.569E-03019190.9010-6.7026.763-0-1.569E-03-0K30.90405.0955.175-0-1.724E-03-020K30.9040-5.0955.175-0-1.724E-03-0210.9050-3.8373.942-0-1.811E-03-021210.9050-3.8373.942-0-1.811E-0-0220.9060-1.9492.149-0-1.895E-03-022220.9060-1.9492.149-0-1.895E-03-0D10.907-0-00.9070-1.924E-03-023D10.907-0-00.9070-1.924E-03-0R0.907-00.5771.0750-1.924E-03-04.作用效應(yīng)組合4.1永久組合4.1.1一期結(jié)構(gòu)永久效應(yīng)組合表4.1特載位剪力彎矩表特征位置Q(kN)M(kN.m)支點(diǎn)D0172.4493.1L/4K1231.3155.8跨中K20504.94.1.2二期結(jié)構(gòu)永久效應(yīng)組合表4.2特載位剪力彎矩表特征位置Q(kN)M(kN.m)支點(diǎn)D0172.8491.9L/4K1210.288.9跨中K20365.44.1.3三期結(jié)構(gòu)永久效應(yīng)組合表4.3特載位剪力彎矩表特征位置Q(kN)M(kN.m)支點(diǎn)D0162.7469.5L/4K1176.54.3跨中K20175.74.2可變荷載作用可變部分荷載主要由汽車荷載與人行荷載組成，因?yàn)槲业脑O(shè)計(jì)把人行道部分考慮在內(nèi)?！豆A(yù)規(guī)》規(guī)定橋梁的框架整體計(jì)算均使用行車道荷載。任務(wù)書規(guī)定本設(shè)計(jì)需采用公路—Ⅰ級(jí)的車道荷載，它由的集中荷載兩部分組成。在進(jìn)行計(jì)算剪力部分時(shí)，等于集中荷載標(biāo)準(zhǔn)值乘以系數(shù)1.2得到剪力標(biāo)準(zhǔn)值，計(jì)算如下公式呈現(xiàn)：按《公預(yù)規(guī)》規(guī)范要求均布荷載需要滿布于整個(gè)車道，集中荷載作用于車道最不利位置處。在考慮多車道折減系數(shù)方面，按我們的設(shè)計(jì)凈空寬度理性設(shè)想，本設(shè)計(jì)為雙車道，所以折減系數(shù)采用4.2.1汽車橫向分布系數(shù)計(jì)算（剛鉸接板法）采用鉸接板法對(duì)跨中進(jìn)行計(jì)算，分別在汽車荷載、人群荷載及恒在作用下的橫向分布影響線圖在順橋向的分布情況如下圖所示：圖4.4汽車荷載橫向分布系數(shù)圖4.5人群荷載橫向分布系數(shù)圖4.6恒載荷載橫向分布系數(shù)表4.5跨中橫向分布系數(shù)表梁號(hào)汽車（車道數(shù)）人群（寬度m）恒載（縱向kN/m)特載（車道數(shù)）10.2570.3030020.3030.2450030.3010.2340040.3010.2260050.2880.2160060.2551.24300最不利系數(shù)?。浩嚍?.314；人群為0.5，沿順橋布置如下圖所示：4.2.3汽車荷載沖擊系數(shù)計(jì)算查《公預(yù)規(guī)》，明確規(guī)定沖擊標(biāo)準(zhǔn)值等于汽車荷載標(biāo)準(zhǔn)值乘是上沖擊系數(shù)。而由基頻的變化而不同，對(duì)于空心板簡(jiǎn)支板橋：則可得0.253，故1+=1.253表4.6特載位置剪力彎矩表特征位置Q(kN)M(kN.m)支點(diǎn)D0475.20L/4K1256.1845.2跨中K2124.21532.45.預(yù)應(yīng)力鋼筋計(jì)算按《公預(yù)規(guī)》6.3.1條，A類預(yù)應(yīng)力混凝土構(gòu)件正截面抗裂性是控制混凝土的法向應(yīng)力，并符合以下條件：在作用短期效應(yīng)組合下，應(yīng)滿足要求。式中：－在作用短期效應(yīng)組合作用下，構(gòu)件抗裂驗(yàn)算邊緣混凝土的法向拉應(yīng)力；－構(gòu)件抗裂驗(yàn)算邊緣混凝土的有效預(yù)壓應(yīng)力。在初步設(shè)計(jì)時(shí)，和可按下列公式近似計(jì)算：式中：A,W－構(gòu)件毛截面面積及毛截面受拉邊緣的彈性抵抗矩；－預(yù)應(yīng)力鋼筋重心對(duì)毛截面重心軸的偏心距，可預(yù)先假定。代入即可求得滿足部分預(yù)應(yīng)力A類構(gòu)件正截面抗裂性要求所需的有效預(yù)加力為：`式中：－混凝土抗拉強(qiáng)度標(biāo)準(zhǔn)值。本設(shè)計(jì)，預(yù)應(yīng)力空心板橋采用C40，=2.4MPa，由表1-6得，假設(shè)代入得：則所需預(yù)應(yīng)力鋼筋截面面積為：式中：－預(yù)應(yīng)力鋼筋的張拉控制應(yīng)力；－全部預(yù)應(yīng)力損失值，按張拉控制應(yīng)力的20%估算。本設(shè)計(jì)采用股鋼絞線作為預(yù)應(yīng)力鋼筋，直徑12.7mm，公稱截面面積98.7mm2,。按《橋預(yù)規(guī)》，現(xiàn)取，預(yù)應(yīng)力損失總和近似假定為20%張拉控制應(yīng)力來估算，則采用22根股鋼絞線，即鋼絞線，單根鋼絞線公稱面積98.7mm2則滿足要求。（二）預(yù)應(yīng)力鋼筋的布置預(yù)應(yīng)力空心板選用4根股鋼絞線布置在空心板下緣，，沿空心板跨長(zhǎng)直線布置，即沿跨長(zhǎng)保持不變，見圖1-9.預(yù)應(yīng)力鋼筋布置應(yīng)滿足《公預(yù)規(guī)》要求，鋼絞線凈距不小于25mm，端部設(shè)置長(zhǎng)度不小于150mm的螺旋鋼筋等。普通鋼筋數(shù)量的估算即布置在預(yù)應(yīng)力鋼筋數(shù)量已經(jīng)確定的情況下，可由正截面承載能力極限狀態(tài)要求的條件確定普通鋼筋數(shù)量，暫不考慮在受壓區(qū)配置預(yù)應(yīng)力鋼筋，也暫不考慮普通鋼筋的影響。估算普通鋼筋時(shí)，可先假定則由下列式可求得受壓區(qū)高度，設(shè)。由《公預(yù)規(guī)》，，C40，。由表1-6，跨中代入上式得：整理后得：求得：說明中和軸在翼緣板內(nèi)，可用下式求得普通鋼筋面積:說明按受力計(jì)算不需要配置縱向普通鋼筋，現(xiàn)按構(gòu)造要求配置。普通鋼筋選用HRB335，=280MPa，。按《公預(yù)規(guī)》，。普通鋼筋采用，。普通鋼筋選用布置在空心板下緣一排（截面受拉邊緣），沿空心板跨長(zhǎng)直線布置，鋼筋重心至板下緣40mm處，即。6.模型概述6.1模型信息圖6.1橋梁的完整設(shè)計(jì)模型草圖表6.1主要組件一欄表組件名稱組件類型控制類型節(jié)點(diǎn)數(shù)上部結(jié)構(gòu)6.2計(jì)算規(guī)定表6.2效應(yīng)組合截面取值表截面值有效全6.3施工階段表6.3施工步驟順序表序號(hào)階段分類備注1一階段安裝3702二階段鋪裝2203三階段鋪裝2920（8年）07.持久狀況承載能力極限狀態(tài)7.1正截面承載力7.1.1最大彎矩根據(jù)《公預(yù)規(guī)》(JTG3362-2018)第5.1.2條的規(guī)定，橋梁組件的最大承載量計(jì)算應(yīng)滿足：γ0S≤R圖7.1最大彎曲力矩和相關(guān)的阻力圖表7.1最大彎曲力矩和相關(guān)的阻力表格單元截面位置MAX_MY對(duì)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D00-0.700-2467.3001760.80是2D02.1-0.702.1-2467.802.11759.20是36.6277.306.6-3084.606.62116.90是330.2277.300.2-3083.600.22114.70是4-0.5378.80-0.5-2936.90-0.52243.80是440.2378.800.2-2937.100.22244.10是5-0.4576.80-0.4-2606.80-0.42570.30是550.2576.800.2-2606.900.22570.50是6-0.4645.90-0.4-2478.00-0.42699.30是660.2645.900.2-2478.100.22699.50是K4-0.3770.40-0.3-2224.00-0.32977.80是7K40.2770.400.2-2224.200.22977.90是K1-0.3773.40-0.3-2221.20-0.32984.60是8K10.1773.400.1-2221.100.12984.70是9-0.2949.70-0.2-1977.40-0.23235.30是990949.700-1977.1003235.30是10-01066.80-0-1862.60-03346.20是1010-01066.80-0-1862.50-03346.10是11-01124.70-0-1861.50-03346.50是1111-01124.70-0-1861.50-03346.50是12-01123.60-0-1861.60-03346.40是121201123.600-1861.6003346.40是1301063.200-1862.2003345.70是1313-01063.20-0-1862.30-03345.80是140943.800-1980.8003231.90是1414-0.2943.80-0.2-1980.80-0.23232.00是K30.1773.400.1-2221.100.12984.70是15K3-0.3773.40-0.3-2221.20-0.32984.60是K20.2770.400.2-2224.100.22977.90是16K2-0.3770.40-0.3-2224.00-0.32977.80是170.2767.400.2-2236.300.22974.90是1717-0.3767.40-0.3-2236.20-0.32974.80是180.2645.900.2-2478.100.22699.50是1818-0.4645.90-0.4-2478.00-0.42699.30是190.2566.900.2-2630.000.22547.20是1919-0.4566.90-0.4-2629.90-0.42547.00是200.2378.800.2-2937.100.22244.10是2020-0.5378.80-0.5-2936.90-0.52243.80是210.2263.000.2-3096.600.22091.30是21217.1263.007.1-3097.907.12093.60是D12.2-0.702.2-2467.802.21759.20是22D10-0.700-2467.2001760.80是R000000000是7.1.2最小彎矩根據(jù)《公預(yù)規(guī)》(JTG3362-2018)第5.1.2條的規(guī)定，橋梁組件的最大承載量計(jì)算應(yīng)滿足：γ0S≤R圖7.2最小彎曲力矩表7.2最小彎矩和對(duì)應(yīng)的抗力表格單元截面位置MIN_MY對(duì)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)1L000000000是D0-1.8-70.10-1.8-2466.70-1.81760.40是2D02.6-70.102.6-2468.002.61759.30是31.9-4.601.9-3078.001.92115.30是330.2-4.600.2-3077.600.22114.70是40.221.100.2-2937.100.22244.10是440.221.100.2-2937.100.22244.10是50.275.900.2-2606.900.22570.50是550.275.900.2-2606.900.22570.50是60.297.200.2-2478.100.22699.50是660.297.200.2-2478.100.22699.50是K40.1140.300.1-2224.100.12977.90是7K40.1140.300.1-2224.100.12977.90是K10.1141.400.1-2221.100.12984.70是8K10141.400-2221.1002984.70是90191.900-1977.1003235.30是990191.900-1977.1003235.30是100227.300-1862.5003346.10是1010-0227.30-0-1862.50-03346.10是11-0247.60-0-1861.50-03346.50是1111-0247.60-0-1861.50-03346.50是12-0247.10-0-1861.60-03346.40是12120247.100-1861.6003346.40是130226.200-1862.2003345.70是13130226.200-1862.2003345.70是140190.200-1980.8003231.90是14140190.200-1980.8003231.90是K30141.400-2221.1002984.70是15K30.1141.400.1-2221.100.12984.70是K20.1140.300.1-2224.100.12977.90是16K20.1140.300.1-2224.100.12977.90是170.1139.100.1-2236.300.12974.90是17170.1139.100.1-2236.300.12974.90是180.297.200.2-2478.100.22699.50是18180.297.200.2-2478.100.22699.50是190.273.000.2-2630.000.22547.20是19190.273.000.2-2630.000.22547.20是200.221.100.2-2937.100.22244.10是20200.221.100.2-2937.100.22244.10是210.2-8.200.2-3097.600.22091.30是21212.0-8.202.0-3097.802.02091.90是D12.7-70.102.7-2468.002.71759.40是22D1-1.8-70.10-1.8-2466.70-1.81760.40是R000000000是7.1.3受壓區(qū)高度7.1.3.1最大受壓區(qū)高度表7.3maxMy受壓區(qū)高度表格單元特征位置節(jié)點(diǎn)受壓區(qū)高度（m）容許值（m）是否通過1L1-0.090是D02-0.090是2D02-0.090是330.1430.343是3330.1440.343是440.1460.343是4440.1580.343是K150.1610.343是5K150.1610.343是660.1650.343是6660.1630.343是770.1750.327是7770.1730.327是880.1730.321是8880.1730.313是990.1730.313是9990.1730.313是10100.1730.313是1010100.1730.313是11110.1730.313是1111110.1730.313是K2120.1730.312是12K2120.1730.312是13130.1730.312是1313130.1730.312是14140.1730.312是1414140.1730.312是15150.1730.312是1515150.1730.312是16160.1730.312是1616160.1730.312是17170.1730.312是1717170.1730.312是18180.1730.304是1818180.1770.313是19190.1660.303是1919190.1660.304是K3200.1590.304是20K3200.1590.303是21210.1510.312是2121210.1520.313是22220.1390.311是2222220.1480.314是D123-0.090是23D123-0.090是R24-0.090是7.1.3.2最小受壓區(qū)高度表7.4minMy受壓區(qū)高度表格單元特征位置節(jié)點(diǎn)受壓區(qū)高度（m）容許值（m）是否通過1L1-0.100是D020.1370.340是2D020.1360.340是330.1410.340是3330.1390.340是440.1580.340是4440.1570.340是K150.1560.340是5K150.1580.340是660.1710.340是6660.1720.340是770.1690.333是7770.1690.333是880.1750.322是8880.1750.322是990.1750.322是9990.1750.322是10100.1750.322是1010100.1750.322是11110.1750.322是1111110.1750.322是K2120.1750.322是12K2120.1750.322是13130.1750.322是1313130.1750.322是14140.1750.322是1414140.1750.322是15150.1750.322是1515150.1750.322是16160.1750.322是1616160.1750.322是17170.1750.322是1717170.1750.322是18180.1750.333是1818180.1750.333是19190.1670.340是1919190.1630.340是K3200.1660.340是20K3200.1640.340是21210.1590.340是2121210.1540.340是22220.1460.340是2222220.1440.340是D1230.1390.340是23D1230.1320.340是R24-0.100是7.1.4受拉側(cè)配筋率7.1.4.1最大配筋率表7.5maxMy受拉區(qū)配筋率表格單元特征位置節(jié)點(diǎn)受拉區(qū)配筋率%最小配筋率%是否通過1L1D020.2510.25是2D02332.130.25是3332.130.25是442.460.25是4442.460.25是K152.230.25是5K152.230.25是662.120.25是6662.120.25是772.160.25是7772.160.25是882.160.25是8882.160.25是992.160.25是9992.160.25是10102.160.25是1010102.160.25是11112.160.25是1111112.160.25是K2122.160.25是12K2122.160.25是13132.160.25是1313132.160.25是14142.160.25是1414142.070.25是15152.080.25是1515152.080.25是16162.240.25是1616162.240.25是17172.530.25是1717172.530.25是18182.480.25是1818182.480.25是19192.900.25是1919192.900.25是K320-0.25是20K3202.440.25是2121-0.25是7.1.4.2最小配筋率表7.6minMy受拉區(qū)配筋率表格單元特征位置節(jié)點(diǎn)受拉區(qū)配筋率%最小配筋率%是否通過1L1D022.530.25是2D022.530.25是332.080.25是3332.080.25是442.460.25是4442.460.25是K152.230.25是5K152.230.25是662.080.25是6662.080.25是772.220.25是7772.220.25是882.220.25是8882.220.25是992.220.25是9992.220.25是10102.220.25是1010102.220.25是11112.220.25是1111112.220.25是K2122.220.25是12K2122.220.25是13132.220.25是1313132.220.25是14142.220.25是1414142.220.25是15152.080.25是1515152.280.25是16162.240.25是1616162.240.25是17172.250.25是1717172.250.25是18182.250.25是1818182.480.25是19192.480.25是1919191.900.25是K3201.900.25是20K3202.240.25是21212.240.25是21212122227.2斜截面承載力7.2.1最大剪力根據(jù)《公預(yù)規(guī)》(JTG3362-2018)第5.1.2條的規(guī)定，橋梁組件的最大承載量計(jì)算應(yīng)滿足：γ0S≤R圖7.3最大剪切應(yīng)力和阻力圖表7.7最大剪切應(yīng)力和阻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(yàn)算是否滿足1L0000D0-4.5-1547.5-1042.2-330.5是否是2D0418.71547.51042.0330.5是是是3437.31704.41042.2330.5是是是33437.31704.41042.2330.5是是是4413.01704.41042.2330.5是是是44413.01704.41042.2330.5是是是5358.61704.41042.2330.5是是是55358.61704.41042.2330.5是是是6336.21704.41042.2330.5是是是66336.21704.41042.2330.5是是是K4287.81704.41042.2330.5是是是7K4287.81704.41042.2330.5是是是K1286.41704.41042.2330.5是是是8K1286.41704.41042.2330.5是是是9242.61477.21019.3323.3是否是99242.61477.21019.3323.3是否是10199.51174.9985.7312.6是否是1010199.51174.9985.7312.6是否是11156.9990.7985.7312.6是否是1111156.9990.7985.7312.6是否是12116.51011.3985.7312.6是否是1212116.51011.3985.7312.6是否是1378.11011.3985.7312.6是否是131378.11011.3985.7312.6是否是1440.41073.0985.7312.6是否是141440.41073.0985.7312.6是否是K34.41279.91000.2317.2是否是15K34.41279.91000.2317.2是否是K23.81286.11000.8317.4是否是16K23.81286.11000.8317.4是否是173.51292.41001.5317.6是否是17173.51292.41001.5317.6是否是18-17.4-1704.4-1042.2-330.5是否是1818-17.4-1704.4-1042.2-330.5是否是19-29.0-1704.4-1042.2-330.5是否是1919-29.0-1704.4-1042.2-330.5是否是20-53.0—002020-53.0—0021-66.1—002121-66.1—00D1-84.6-1547.5-1042.0-330.5是否是22D1283.61547.51042.2330.5是否是R00007.2.2最小剪力根據(jù)《公預(yù)規(guī)》(JTG3362-2018)第5.1.2條的規(guī)定，橋梁組件最大承載量計(jì)算應(yīng)滿足：γ0S≤R圖7.4最小剪切應(yīng)力和阻力圖表7.8最小剪切應(yīng)力和阻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(yàn)算是否滿足1L0000D0-283.6-1547.5-1042.2-330.5是否是2D084.61547.51042.0330.5是否是364.5—003364.5—00453.0—004453.0—00527.61704.41042.2330.5是否是5527.61704.41042.2330.5是否是617.41704.41042.2330.5是否是6617.41704.41042.2330.5是否是K4-4.1-1323.4-1002.2-317.9是否是7K4-4.1-1323.4-1002.2-317.9是否是K1-4.7-1315.4-1001.5-317.6是否是8K1-4.7-1315.4-1001.5-317.6是否是9-41.9-1100.7-985.7-312.6是否是99-41.9-1100.7-985.7-312.6是否是10-79.7-1011.3-985.7-312.6是否是1010-79.7-1011.3-985.7-312.6是否是11-118.1-1011.3-985.7-312.6是否是1111-118.1-1011.3-985.7-312.6是否是12-158.6-996.9-985.7-312.6是否是1212-158.6-996.9-985.7-312.6是否是13-201.2-1150.8-985.7-312.6是否是1313-201.2-1150.8-985.7-312.6是否是14-244.4-1448.8-1019.3-323.3是是是1414-244.4-1448.8-1019.3-323.3是是是K3-286.4-1676.1-1042.2-330.5是是是15K3-286.4-1676.1-1042.2-330.5是是是K2-287.8-1679.1-1042.2-330.5是是是16K2-287.8-1679.1-1042.2-330.5是是是17-289.2-1682.1-1042.2-330.5是是是1717-289.2-1682.1-1042.2-330.5是是是18-336.2-1704.4-1042.2-330.5是是是1818-336.2-1704.4-1042.2-330.5是是是19-361.6-1704.4-1042.2-330.5是是是1919-361.6-1704.4-1042.2-330.5是是是20-413.0-1704.4-1042.2-330.5是是是2020-413.0-1704.4-1042.2-330.5是是是21-440.6-1704.4-1042.2-330.5是是是2121-440.5-1704.4-1042.2-330.5是是是D1-418.8-1547.5-1042.0-330.5是是是22D14.51547.51042.2330.5是否是R-00007.3標(biāo)準(zhǔn)值組合支座反力表7.9標(biāo)準(zhǔn)值組合支座反力表支座名稱豎向最大(kN)豎向最小(kN)D0-1176.141.6D0-2176.141.6D1-1176.141.6D1-2176.141.67.4撓度、預(yù)拱度驗(yàn)算根據(jù)《公預(yù)規(guī)》（JTG3362-2018）第6.5.3節(jié)，受彎構(gòu)件的撓度應(yīng)考慮到荷載的長(zhǎng)期影響。在消除了由結(jié)構(gòu)重量引起的長(zhǎng)期撓度后，主梁的最大撓度不應(yīng)超過計(jì)算跨度的1/600。下表顯示了消除結(jié)構(gòu)重量引起的撓度后主梁的最大撓度。圖7.5活負(fù)載最大最小移檔頻率值表7.10結(jié)構(gòu)垂直位移檢查表單元截面位置活載最小豎向位移頻遇值（mm）汽車最大豎向位移頻遇值（mm）1L-0.0410.193D0002D0003-0.4670.05733-0.4670.0574-0.6630.07844-0.6630.0785-1.1030.12155-1.1030.1216-1.2830.13766-1.2830.137K4-1.6640.1667K4-1.6640.166K1-1.6750.1678K1-1.6750.1679-2.1460.19599-2.1460.19510-2.4850.2091010-2.4850.20911-2.6610.2091111-2.6610.20912-2.6560.2091212-2.6560.20913-2.4750.2081313-2.4750.20814-2.1310.1941414-2.1310.194K3-1.6760.16615K3-1.6760.166K2-1.6650.16616K2-1.6650.16617-1.6550.1651717-1.6550.16518-1.2840.1371818-1.2840.13719-1.0790.1191919-1.0790.11920-0.6620.0782020-0.6620.07821-0.4400.0542121-0.4400.054D10022D100R-0.0410.194單元截面位置活載最小豎向位移頻遇值（mm）汽車最大豎向位移頻遇值（mm）1L-0.0570.470D0002D0003-1.5870.13033-1.5870.1304-3.1300.23944-3.1300.239K1-4.1630.3045K1-4.1630.3046-5.5490.38166-5.5490.381K4-6.7940.4397K4-6.7940.4398-7.8660.48288-7.8660.4829-8.7340.50999-8.7340.50910-9.3670.5221010-9.3670.52211-9.7630.5211111-9.7630.52112-9.9140.5101212-9.9140.510K2-9.9130.51013K2-9.9130.51014-9.7520.5221414-9.7520.52215-9.3440.5211515-9.3440.521K3-8.7020.50816K3-8.7020.50817-7.8260.4801717-7.8260.48018-6.7470.4371818-6.7470.43719-5.4960.3781919-5.4960.378D1-4.1640.30420D1-4.1640.304R-3.1290.2397.5支座脫空驗(yàn)算表7.12支座脫空驗(yàn)算表支座名稱節(jié)點(diǎn)號(hào)特征位置基本組合支反力支反力容許值是否通過（kN）（kN）-D0-125D058.30是D0-226D058.30是D1-127D158.30是D1-228D158.30是8.持久狀況構(gòu)件應(yīng)力計(jì)算8.1混凝土法向應(yīng)力查《公預(yù)規(guī)》(JTG3362-2018)第7.1.5條第1款規(guī)定，預(yù)應(yīng)力砼正常截面的最大復(fù)合應(yīng)力應(yīng)符合以下規(guī)定：未開裂計(jì)算公式σkc+σpt≤0.5fck允許開裂計(jì)算公式σcc≤0.5fck圖8.1標(biāo)準(zhǔn)裝配單面頂端、底端壓力圖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1L025.29是025.92是D016.06是4.62是2D016.05是4.60是312.06是8.45是3312.07是8.46是410.90是9.96是4410.90是9.96是57.90是13.43是557.90是13.43是66.53是14.88是666.54是14.88是K43.69是17.86是7K43.69是17.86是K13.62是17.93是8K13.62是17.93是91.41是20.68是991.41是20.68是100.68是22.09是10100.68是22.09是110.95是22.01是11110.95是22.01是120.94是22.01是12120.94是22.01是130.67是22.09是13130.67是22.09是141.48是20.59是14141.48是20.59是K33.62是17.93是15K33.62是17.93是K23.69是17.86是16K23.69是17.86是173.76是17.79是17173.76是17.79是186.54是14.89是18186.53是14.89是198.08是13.24是19198.08是13.24是2010.90是9.96是202010.90是9.96是2112.22是8.27是212112.21是8.25是D116.04是4.60是22D116.06是4.62是R0是0是表8.1標(biāo)準(zhǔn)裝配單面頂端、底端壓力表格8.2預(yù)應(yīng)力鋼筋應(yīng)力8.2.1鋼束引伸量表8.2鋼束延長(zhǎng)表鋼束號(hào)左端引伸量(mm)右端引伸量(mm)總引伸量(mm)梁1#N145.5345.5391.06梁1#N1-145.5345.5391.06梁1#N245.1445.1490.28梁1#N2-145.1445.1490.288.2.2鋼束拉應(yīng)力查《公預(yù)規(guī)》第7.1.5條第2款規(guī)定，受彎構(gòu)件在使用階段的最大應(yīng)力應(yīng)該滿足以下規(guī)定：未開裂構(gòu)件σpe+σp≤0.65fpk允許開裂構(gòu)件σp0+σp≤0.65fpk表8.3鋼束拉應(yīng)力驗(yàn)算表格鋼束號(hào)鋼束應(yīng)力(MPa)容許值(MPa)是否滿足梁1#N1-1051.78-1209.00是梁1#N1-1-1051.78-1209.00是梁1#N2-1032.26-1209.00是梁1#N2-1-1032.26-1209.00是9.短暫狀況構(gòu)件應(yīng)力計(jì)算9.1最大應(yīng)力驗(yàn)算按照《公預(yù)規(guī)》(JTG3362-2018)第7.2.8條規(guī)定，施工荷力下構(gòu)件預(yù)應(yīng)力和自重邊緣混凝土的正常應(yīng)力應(yīng)符合以下規(guī)定：壓應(yīng)力需滿足公式σcct≤0.70fck’拉應(yīng)力需滿足公式σctt≤1.15ftk’圖9.1第一階段施工單元安裝的組合壓應(yīng)力圖表9.1第一階段施工單元安裝的組合壓應(yīng)力表格單元截面位置位置及工況容許值(MPa)上緣是否滿足下緣是否滿足上緣最大(MPa)下緣最大(MPa)1L0025.92是是D08.572.3925.92是是2D08.552.3725.92是是36.094.1825.92是是336.104.2025.92是是45.384.9125.92是是445.384.9125.92是是53.656.6025.92是是553.656.6025.92是是62.897.3325.92是是662.897.3325.92是是K41.338.9125.92是是7K41.338.9125.92是是K11.298.9525.92是是8K11.298.9525.92是是9-010.3025.92是是99-010.3025.92是是10-010.9425.92是是1010-010.9425.92是是11-010.8825.92是是1111-010.8825.92是是12-010.8825.92是是1212-010.8825.92是是13-010.9425.92是是1313-010.9425.92是是140.0110.2625.92是是14140.0110.2625.92是是K31.298.9525.92是是15K31.298.9525.92是是K21.338.9125.92是是16K21.338.9125.92是是171.378.8725.92是是17171.378.8725.92是是182.897.3325.92是是18182.897.3325.92是是193.756.5025.92是是19193.756.5025.92是是205.384.9125.92是是20205.384.9125.92是是216.204.1025.92是是21216.184.0925.92是是D18.552.3725.92是是22D18.572.3925.92是是R0025.92是是圖9.2第二階段施工單元鋪裝的組合壓應(yīng)力圖表9.2第二階段施工單元鋪裝的組合壓應(yīng)力表格單元截面位置位置及工況容許值(MPa)上緣是否滿足下緣是否滿足上緣最大(MPa)下緣最大(MPa)1L0025.92是是D016.914.5325.92是是2D016.894.5125.92是是311.738.4925.92是是3311.748.5025.92是是410.1710.0625.92是是4410.1710.0625.92是是56.4313.6825.92是是556.4313.6825.92是是64.8115.2325.92是是664.8115.2325.92是是K41.4918.4625.92是是7K41.4918.4625.92是是K11.4118.5425.92是是8K11.4118.5425.92是是9-021.4325.92是是99-021.4325.92是是10-022.9325.92是是1010-022.9325.92是是11-022.8625.92是是1111-022.8625.92是是12-022.8625.92是是1212-022.8625.92是是13-022.9325.92是是1313-022.9325.92是是14-021.3325.92是是1414-021.3325.92是是K31.4118.5525.92是是15K31.4118.5525.92是是K21.4918.4725.92是是16K21.4918.4725.92是是171.5718.3925.92是是17171.5718.3925.92是是184.8115.2325.92是是18184.8115.2325.92是是196.6513.4825.92是是19196.6513.4825.92是是2010.1710.0625.92是是202010.1710.0625.92是是2111.948.3025.92是是212111.938.2925.92是是D116.894.5125.92是是22D116.914.5325.92是是R0025.92是是圖9.3第三階段施工單元鋪裝的組合壓應(yīng)力圖表9.3第三階段施工單元鋪裝的組合壓應(yīng)力表格單元截面位置位置及工況容許值(MPa)上緣是否滿足下緣是否滿足上緣最大(MPa)下緣最大(MPa)1L0025.92是是D016.064.3025.92是是2D016.044.2825.92是是311.298.0025.92是是3311.308.0125.92是是49.869.4525.92是是449.869.4525.92是是56.3712.8125.92是是556.3712.8125.92是是64.8614.2225.92是是664.8614.2225.92是是K41.7717.1225.92是是7K41.7717.1225.92是是K11.6917.1925.92是是8K11.6917.1925.92是是9-019.7425.92是是99-019.7425.92是是10-020.9525.92是是1010-020.9525.92是是11-020.8725.92是是1111-020.8725.92是是12-020.8725.92是是1212-020.8725.92是是13-020.9525.92是是1313-020.9525.92是是14-019.6625.92是是1414-019.6625.92是是K31.6917.1925.92是是15K31.6917.1925.92是是K21.7717.1225.92是是16K21.7717.1225.92是是171.8417.0525.92是是17171.8417.0525.92是是184.8614.2225.92是是18184.8614.2225.92是是196.5812.6225.92是是19196.5812.6225.92是是209.869.4525.92是是20209.869.4525.92是是2111.497.8225.92是是212111.487.8125.92是是D116.044.2825.92是是22D116.064.3025.92是是R0025.92是是9.2最小應(yīng)力驗(yàn)算按照《公預(yù)規(guī)》(JTG3362-2018)第7.2.8條規(guī)定，在預(yù)應(yīng)力構(gòu)件等施工承重的作用下，剖面界面混凝土的法向應(yīng)力必須符合下列規(guī)定：壓應(yīng)力需滿足公式σcct≤0.70fck’拉應(yīng)力需滿足公式σctt≤1.15ftk’圖9.4第一階段施工單元安裝的組合壓應(yīng)力圖表9.4第一階段施工單元安裝的組合壓應(yīng)力圖表格單元截面位置位置及工況容許值(MPa)上緣是否滿足下緣是否滿足上緣最小(MPa)下緣最小(MPa)1L00-999999999999999983222784.00是是D08.572.39-999999999999999983222784.00是是2D08.552.37-999999999999999983222784.00是是36.094.18-999999999999999983222784.00是是336.104.20-999999999999999983222784.00是是45.384.91-999999999999999983222784.00是是445.384.91-999999999999999983222784.00是是53.656.60-999999999999999983222784.00是是553.656.60-999999999999999983222784.00是是62.897.33-999999999999999983222784.00是是662.897.33-999999999999999983222784.00是是K41.338.91-999999999999999983222784.00是是7K41.338.91-999999999999999983222784.00是是K11.298.95-999999999999999983222784.00是是8K11.298.95-999999999999999983222784.00是是9-010.30-999999999999999983222784.00是是99-010.30-999999999999999983222784.00是是10-010.94-999999999999999983222784.00是是1010-010.94-999999999999999983222784.00是是11-010.88-999999999999999983222784.00是是1111-010.88-999999999999999983222784.00是是12-010.88-999999999999999983222784.00是是1212-010.88-999999999999999983222784.00是是13-010.94-999999999999999983222784.00是是1313-010.94-999999999999999983222784.00是是140.0110.26-999999999999999983222784.00是是14140.0110.26-999999999999999983222784.00是是K31.298.95-999999999999999983222784.00是是15K31.298.95-999999999999999983222784.00是是K21.338.91-999999999999999983222784.00是是16K21.338.91-999999999999999983222784.00是是171.378.87-999999999999999983222784.00是是17171.378.87-999999999999999983222784.00是是182.897.33-999999999999999983222784.00是是18182.897.33-999999999999999983222784.00是是193.756.50-999999999999999983222784.00是是19193.756.50-999999999999999983222784.00是是205.384.91-999999999999999983222784.00是是20205.384.91-999999999999999983222784.00是是216.204.10-999999999999999983222784.00是是21216.184.09-999999999999999983222784.00是是D18.552.37-999999999999999983222784.00是是22D18.572.39-999999999999999983222784.00是是R00-999999999999999983222784.00是是圖9.5第二階段施工單元鋪裝的組合壓應(yīng)力圖表9.5第二階段施工單元鋪裝的組合壓應(yīng)力表格單元截面位置位置及工況容許值(MPa)上緣是否滿足下緣是否滿足上緣最小(MPa)下緣最小(MPa)1L00-999999999999999983222784.00是是D08.572.39-999999999999999983222784.00是是2D08.552.37-999999999999999983222784.00是是36.094.18-999999999999999983222784.00是是336.104.20-999999999999999983222784.00是是45.384.91-999999999999999983222784.00是是445.384.91-999999999999999983222784.00是是53.656.60-999999999999999983222784.00是是553.656.60-999999999999999983222784.00是是62.897.33-999999999999999983222784.00是是662.897.33-999999999999999983222784.00是是K41.338.91-999999999999999983222784.00是是7K41.338.91-999999999999999983222784.00是是K11.298.95-999999999999999983222784.00是是8K11.298.95-999999999999999983222784.00是是9-010.30-999999999999999983222784.00是是99-010.30-999999999999999983222784.00是是10-010.94-999999999999999983222784.00是是1010-010.94-999999999999999983222784.00是是11-010.88-999999999999999983222784.00是是1111-010.88-999999999999999983222784.00是是12-010.88-999999999999999983222784.00是是1212-010.88-999999999999999983222784.00是是13-010.94-999999999999999983222784.00是是1313-010.94-999999999999999983222784.00是是140.0110.26-999999999999999983222784.00是是14140.0110.26-999999999999999983222784.00是是K31.298.95-999999999999999983222784.00是是15K31.298.95-999999999999999983222784.00是是K21.338.91-999999999999999983222784.00是是16K21.338.91-999999999999999983222784.00是是171.378.87-999999999999999983222784.00是是17171.378.87-999999999999999983222784.00是是182.897.33-999999999999999983222784.00是是18182.897.33-999999999999999983222784.00是是193.756.50-999999999999999983222784.00是是19193.756.50-999999999999999983222784.00是是205.384.91-999999999999999983222784.00是是20205.384.91-999999999999999983222784.00是是216.204.10-999999999999999983222784.00是是21216.184.09-999999999999999983222784.00是是D18.552.37-999999999999999983222784.00是是22D18.572.39-999999999999999983222784.00是是R00-999999999999999983222784.00是是10.支座計(jì)算使用扁橡膠襯墊，其設(shè)計(jì)符合《公預(yù)規(guī)》第8.4條的要求。

10.1所選支座平面尺寸

橡膠支座的平面尺寸由橡膠片的抗拉強(qiáng)度和梁或支座的端部決定

確定了頂板混凝土的局部約束強(qiáng)度。橡膠片應(yīng)符合:若選定支座平面尺寸，則支座形狀系數(shù)S為：式中：t——中間層橡膠片厚度，取；；，滿足規(guī)范要求。橡膠板的平均容許壓應(yīng)力為，橡膠支座的剪變彈性模量（常溫下），橡膠支座的抗壓彈性模量為：計(jì)算時(shí)由表1-6可知最大支座反力為：N=225kN故滿足要求。10.2確定支座的厚度在計(jì)算溫度取，各支座的水平位移為：橋梁為20m,一條車輛可以安裝和制動(dòng)力車輛的負(fù)荷,根據(jù)條款4.3.6大橋的輪廓,等于10%的總重力載荷的路面上時(shí),總重量是由于路面上時(shí):它還必須至少為9，0千牛頓，制動(dòng)力為9，0千牛頓。根梁由28個(gè)支座組成，每個(gè)支座承載一個(gè)水平力為：按《公預(yù)規(guī)》8.4條要求，橡膠層總厚度應(yīng)滿足：不計(jì)汽車制動(dòng)力時(shí)：計(jì)汽車制動(dòng)力時(shí)：或，即：《橋規(guī)》的其他規(guī)定：選擇5層鋼板和6層膠合板與橡膠材料。橡膠層的厚度是上面和下面0.3厘米，上面0.5厘米，下面0.25厘米。橡膠片的總厚度為：總厚度：。滿足規(guī)范設(shè)計(jì)相關(guān)要求。10.3驗(yàn)算支座的偏轉(zhuǎn)支座的平均壓縮變形為：按規(guī)范要求應(yīng)滿足（合格）跨中撓度值f:梁端轉(zhuǎn)角：設(shè)恒載時(shí)主梁處于水平狀態(tài),則公路—Ⅰ級(jí)荷載作用下梁端轉(zhuǎn)角為：驗(yàn)算偏轉(zhuǎn)情況應(yīng)滿足：符合規(guī)范要求。10.4檢查支架的穩(wěn)定性查《公預(yù)規(guī)》第8.4.3條，相關(guān)規(guī)定軸承防滑穩(wěn)定性檢查公式如下：考慮到車輛的制動(dòng)力：不考慮到車輛的制動(dòng)力：式中：——在結(jié)構(gòu)重力下支撐背力的標(biāo)準(zhǔn)值；即——橡膠支撐座的剪切模量，??；——由汽車荷載引起的制動(dòng)力標(biāo)準(zhǔn)值，?。弧鹉z支座與混凝土表面的摩阻系數(shù)，取；——結(jié)構(gòu)自重標(biāo)準(zhǔn)值和0.5倍汽車荷載標(biāo)準(zhǔn)值（計(jì)入沖擊系數(shù)）引起的支座反力；。計(jì)入汽車制動(dòng)力時(shí)不計(jì)入汽車制動(dòng)力時(shí)：均滿足規(guī)范要求，支座不會(huì)發(fā)生相對(duì)滑動(dòng)。11.蓋梁計(jì)算11.1主要材料蓋梁所用的混凝土為C30，對(duì)應(yīng)的線膨脹系數(shù)為1e-05，混凝土容重為25kN/m3，對(duì)應(yīng)的數(shù)值為fck=20.1(MPa)，fcd=13.8(MPa)，ftk=2.01(MPa)，ftd=1.39(MPa)。鋼筋等級(jí)為：HRB335。11.2模型概述及尺寸11.2.1模型信息圖11.1下部結(jié)構(gòu)模型簡(jiǎn)圖圖11.2下部結(jié)構(gòu)計(jì)算尺寸表11.1主要組件一欄表組件名稱組件類型驗(yàn)算類型節(jié)點(diǎn)數(shù)自重系數(shù)蓋梁梁鋼筋砼梁151.0211.2.2計(jì)算規(guī)定表11.2組合效應(yīng)截面取值表名稱截面值全狀態(tài)計(jì)算時(shí)有效引起的軸向力計(jì)算時(shí)全11.2.3施工階段表11.3施工步驟順序表序號(hào)階段名稱天數(shù)備注1下部施工21無2上部施工21無3收縮徐變2920（8年）無圖11.3下部施工施工階段計(jì)算模型11.3持久狀況承載能力極限狀態(tài)11.3.1正截面承載力11.3.1.1最大彎曲力矩根據(jù)《公預(yù)規(guī)》(JTG3362-2018)第5.1.2條的規(guī)定，橋梁組件的最大承載量計(jì)算應(yīng)滿足：γ0S≤R圖11.4最大彎曲力矩和阻力圖表11.4最大彎曲力矩和阻力表格單元截面位置MIN_MY對(duì)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)1L000000000—Z18.3-11.808.3-2653.108.35094.00是2Z13.3-11.903.3-2650.203.35091.90是D03.8-2443.703.8-2672.603.85155.80是3D03.2-2408.503.2-2672.303.25159.90是A13.4205.003.4-2657.503.45144.40是4A13.4205.003.4-2657.503.45144.40是50.4407.300.4-2663.500.45143.10是550.4407.300.4-2663.500.45143.10是Z00.4416.500.4-2663.500.45143.10是6Z00.4416.500.4-2663.500.45143.10是70136.800-2647.2005145.30是770136.800-2647.2005145.30是A20-161.300-2647.2005156.60是8A20-161.300-2647.2005156.60是D1-0.1-2580.40-0.1-2658.30-0.15143.70是9D13.3-2555.903.3-2672.403.35160.00是Z23.3-11.903.3-2650.203.35091.90是10Z28.3-11.808.3-2653.108.35094.00是R000000000—11.3.1.2最小彎曲力矩根據(jù)《公預(yù)規(guī)》(JTG3362-2018)第5.1.2條的規(guī)定，橋梁組件承載量計(jì)算應(yīng)滿足：γ0S≤R、R圖11.5最小彎曲力矩和阻力圖表11.5最小彎曲力矩和阻力表格單元截面位置MIN_MY對(duì)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)1L000000000—Z18.3-11.808.3-2653.108.35094.00是2Z13.3-11.903.3-2650.203.35091.90是D03.8-2443.703.8-2672.603.85155.80是3D03.2-2408.503.2-2672.303.25159.90是A13.4205.003.4-2657.503.45144.40是4A13.4205.003.4-2657.503.45144.40是50.4407.300.4-2663.500.45143.10是550.4407.300.4-2663.500.45143.10是Z00.4416.500.4-2663.500.45143.10是6Z00.4416.500.4-2663.500.45143.10是70136.800-2647.2005145.30是770136.800-2647.2005145.30是A20-161.300-2647.2005156.60是8A20-1