道路橋梁天朝鵲橋設(shè)計(jì)a方案學(xué)士學(xué)位論文

提供全套畢業(yè)設(shè)計(jì)，各專業(yè)都有畢業(yè)設(shè)計(jì)說明書天朝鵲橋設(shè)計(jì)A方案(公路等級(jí)—Ⅱ級(jí))徒兒姓名大禹培養(yǎng)方向道路橋梁隊(duì)伍水利高級(jí)班指導(dǎo)師傅黃帝橋梁工程公元前200年0月0日天朝鵲橋設(shè)計(jì)A方案(公路等級(jí)—Ⅱ級(jí))TheAbridgedesignofqueqiao（Roadgrade—Ⅱ）摘要本設(shè)計(jì)采用的是裝配式預(yù)應(yīng)力簡(jiǎn)支箱梁橋，設(shè)計(jì)公路等級(jí)為Ⅱ級(jí)，橋面凈空為9+2×1.0m，雙向兩車道，橋梁跨徑為2×40m，下部采用樁接柱的形式，橋梁按不通航的要求設(shè)計(jì)。本設(shè)計(jì)主要包括三個(gè)部分：第一部分是橋梁方案的比選階段，主要為橋梁的水文計(jì)算以及選出最優(yōu)的設(shè)計(jì)方案；第二部分是橋梁上部結(jié)構(gòu)的計(jì)算階段，主要包括主梁的截面設(shè)計(jì)、配筋計(jì)算以及行車道板計(jì)算等；第三部分是橋梁下部結(jié)構(gòu)的計(jì)算階段，主要包括蓋梁、墩柱和鉆孔灌注樁計(jì)算等。關(guān)鍵詞：橋梁設(shè)計(jì)、結(jié)構(gòu)計(jì)算、預(yù)應(yīng)力簡(jiǎn)支箱梁

ABSTRACTThisdesignisadoptedsimplysupportedprestressedboxgirderbridge,gradeⅡroaddesign,thedecknetis9+2×1.0m,two-lanetwo-way,thebridgespanis2×40m,thelowerpartofthebridgeisadoptedpileconnectingwithcolumn,therequirementsofthebridgedesignedwithnon-navigableThisdesignhasthreeparts.Thefirstpartisthecomparisonandselectionphaseofthebridgeprogram,whichfocusonthecalculationofthehydrologyandselectthebestdesign.Thesecondpartisthecalculationphaseofthebridgesuperstructure,whichincludesthemainbeamsectiondesign,calculationandcarriagewayplatereinforcementcalculation.Thethirdpartisthecalculationphaseofbridgesubstructure,whichincludescopingcalculation,piercolumncalculationandboredpilecalculation,etc.Keywords:bridgedesign；structuralcalculation；simplysupportedprestressedboxgirderbridge；天津城建學(xué)院畢業(yè)設(shè)計(jì)說明書目錄第1章方案比選1.1水文計(jì)算……………………11.2方案一、普通簡(jiǎn)支T型橋梁………………41.3方案二、桁式組合拱橋……………………71.4方案三、裝配式預(yù)應(yīng)力簡(jiǎn)支箱梁橋………71.5方案比選……………………81.6方案推選……………………10第2章裝配式預(yù)應(yīng)力混凝土簡(jiǎn)支箱梁上部結(jié)構(gòu)設(shè)計(jì)2.1設(shè)計(jì)資料及構(gòu)造尺寸………112.2主梁內(nèi)力計(jì)算………………142.3預(yù)應(yīng)力鋼束的估算及布置…………………232.4計(jì)算主梁截面幾何特性……………………282.5鋼束預(yù)應(yīng)力損失計(jì)算………392.6主梁截面承載力與應(yīng)力驗(yàn)算………………50第3章裝配式預(yù)應(yīng)力混凝土簡(jiǎn)支箱梁下部結(jié)構(gòu)設(shè)計(jì)3.1蓋梁計(jì)算……………………713.2橋墩墩柱設(shè)計(jì)………………843.3鉆孔灌注樁計(jì)算……………89致謝……………………95參考資料及設(shè)計(jì)規(guī)范…………………96外文資料及譯文………………………97畢業(yè)設(shè)計(jì)任務(wù)書………………………102第1章方案比選第3章裝配式預(yù)應(yīng)力簡(jiǎn)支箱梁橋下部結(jié)構(gòu)計(jì)算3.1蓋梁計(jì)算3.1.1荷載計(jì)算（1）上部構(gòu)造恒載（表3-1）表3-1上部構(gòu)造恒載每片邊梁自重每片中梁自重一孔上部結(jié)構(gòu)每個(gè)支座恒載反力1、4號(hào)2、3號(hào)59.6447.28538.65邊梁1、4號(hào)中梁2、3號(hào)1191.61943.06（2）蓋梁自重及作用效應(yīng)計(jì)算蓋梁計(jì)算見圖3-1，自重及作用效應(yīng)計(jì)算見表3-2。圖3-1蓋梁計(jì)算圖（尺寸單位：cm）表3-2蓋梁自重及內(nèi)力計(jì)算截面編號(hào)自重彎矩剪力左右1-1-56.75-56.752-2-97.63-97.633-3-174.13-174.134-4202.5202.55-50.000.00（3）可變荷載計(jì)算①可變荷載橫向分布系數(shù)計(jì)算：荷載對(duì)稱布置時(shí)用杠桿法，非對(duì)稱布置時(shí)用偏心受壓法。對(duì)稱布置a．公路—Ⅱ級(jí)車輛荷載布置見圖3-2至圖3-4；圖3-2單列車、對(duì)稱布置圖3-3雙列車、對(duì)稱布置圖3-4三列車、對(duì)稱布置b．人群荷載布置見圖3-5：兩側(cè)有人群橫向分布系數(shù)的計(jì)算列于表3-3表3-3對(duì)稱布置時(shí)可變荷載橫向分布系數(shù)可變荷載布置單列車0.000.500.500.00雙列車0.1840.6990.6990.184三列車0.570.930.930.57人群荷載1.22-0.22-0.221.22非對(duì)稱布置a公路—Ⅱ級(jí)車輛荷載布置見圖3-6b人群荷載布置見圖3-6：?jiǎn)蝹?cè)有人群圖3-6非對(duì)稱布置（尺寸單位：cm）由，已知橫向分布系數(shù)的計(jì)算列于表3-4表3-4對(duì)稱布置時(shí)可變荷載橫向分布系數(shù)可變荷載布置單列車3.100.570.360.14-0.07雙列車1.550.410.3030.1970.09三列車0.000.250.250.250.25人群荷載5.00.7670.4220.078-0.267②按順橋向可變荷載移動(dòng)情況，求得支座可變荷載反力的最大值公路—Ⅱ級(jí)a單孔布載（圖3-7）單列車：雙列車：三列車：b雙孔布載（圖10-1-7）單列車：雙列車：三列車：（圖3-7）單孔、雙孔布載）人群荷載（圖3-8）單孔布載（一側(cè)）雙孔布載（一側(cè)）圖3-8人群荷載③可變荷載橫向分布后各梁的支點(diǎn)反力計(jì)算公式：可變荷載橫向分布后各梁的支點(diǎn)反力見表3-5。表3-5可變荷載橫向分布后各梁的支點(diǎn)反力（單位：KN）計(jì)算方法梁號(hào)公路—Ⅱ級(jí)人群荷載單行列車雙行列車三行列車單孔雙孔單孔雙孔單孔雙孔單孔雙孔BR1BR1BR1BR1BR1BR1BR1BR1對(duì)稱布置1391.950.00546.30.00783.9144.241092.6201.041175.85670.231638.9934.1758.871.74117.6143.472195.98273.15547.95763.731093.541524.18-12.94-25.873195.98273.15547.95763.731093.541524.18-12.94-25.8740.000.00144.24201.04670.23934.1771.74143.47非對(duì)稱布置1391.95223.41546.3311.39783.9321.41092.6447.971175.85293.961638.9409.7358.845.10117.690.22141.1196.67237.52331.06293.96409.7324.8149.63354.8776.48154.43215.24293.96409.734.599.174-27.44-38.2470.5598.33293.96409.73-15.7-31.4④各梁永久荷載和可變荷載的反力組合影響線長(zhǎng)度按雙孔計(jì)，即為2×39.2=78.4m,表中汽車荷載已記入沖出系數(shù)和多車道橫向折減系數(shù)。計(jì)算結(jié)果見表3-6。表3-6各梁永久荷載和可變荷載的反力組合（單位：KN）編號(hào)荷載情況1號(hào)梁2號(hào)梁3號(hào)梁4號(hào)梁1恒載2383.221886.121886.122383.222單車對(duì)稱0.00314.12314.120.003單車非對(duì)稱358.1226.1787.95-43.984雙車對(duì)稱231.2878.29878.29231.25雙車非對(duì)稱515.17380.72247.53113.086三車對(duì)稱837.951367.191367.19837.957三車非對(duì)稱367.53367.53367.53367.538人群對(duì)稱143.47-25.87-25.87134.479人群非對(duì)稱90.249.639.17-31.4101+2+82526.692174.372174.372526.69111+2+92473.422249.872209.412351.82121+3+82884.792086.421948.22482.71131+3+92831.522161.921983.242307.84141+4+82757.892738.542738.542757.89151+4+92704.622814.042773.582583.02161+5+83041.862240.972107.782639.77171+5+92988.592316.472142.822464.9181+6+83364.643227.443227.443364.64191+6+93311.373302.943262.483189.77201+7+82894.222227.782227.782894.22211+7+928412303.282262.822719.35（4）雙柱反力Gi的計(jì)算（圖3-9）圖3-9雙柱反力Gi的計(jì)算（尺寸單位：cm）雙柱反力Gi的計(jì)算公式為：表3-7雙柱反力G1的計(jì)算編號(hào)荷載組合反力編號(hào)荷載組合反力101+2+84701.06161+5+85338.89111+2+94740.12171+5+95378.03121+3+85025.97181+6+86592.08131+3+95065.11191+6+96631.22141+4+85496.43201+7+85122151+4+95535.57211+7+95161.2表3-8雙柱反力G2的計(jì)算編號(hào)荷載組合反力編號(hào)荷載組合反力101+2+84556.10161+5+84542.09111+2+94394.33171+5+94380.32121+3+84237.05181+6+86376.92131+3+94075.28191+6+96215.15141+4+85313.86201+7+84973.48151+4+95152.09211+7+94811.70由表3-7可知，偏載左邊的立柱反力最大（G1>G2）,并由荷載組合19時(shí)控制設(shè)計(jì)。此時(shí)。3.1.2內(nèi)力計(jì)算（1）恒載加可變荷載作用下的各截面的內(nèi)力①彎矩計(jì)算截面位置見圖（圖3-9）所示，為求得最大彎矩值，支點(diǎn)負(fù)彎矩取用非對(duì)稱布載時(shí)數(shù)值，跨中彎矩取用對(duì)稱布置時(shí)數(shù)值，跨中彎矩取用對(duì)稱布載時(shí)數(shù)值。按圖（圖3-9）給出的截面位置，各截面彎矩計(jì)算式為：各種截面組合下的各截面彎矩計(jì)算見表3-9。表3-9各截面彎矩計(jì)算荷載組合情況墩柱反力（KN）梁的反力（KN）各截面彎矩（KN·m）G1R1R2截面2-2截面3-3截面4-4截面5-5104701.062526.692174.37-1263.35-3411.03-1780.25-40.76114740.122473.422249.87-1236.71-3339.12-1639.09198.67125025.972884.792086.42-1442.40-3894.47-2288.58-496.24135065.112831.522161.92-1415.76-3822.55-2147.36-256.57145496.432757.892738.54-1378.95-3723.15-1669.25521.59155535.572704.622814.04-1352.31-3651.24-1528.03761.26165338.893041.862240.97-1520.93-4106.51-2383.74-464.83175378.032988.592316.47-1494.30-4034.60-2242.52-225.16186592.083364.643227.44-1682.32-4542.26-2121.68460.27196631.223311.373302.94-1655.69-4470.35-1980.46699.942051222894.222227.78-1447.11-3907.20-2236.36-454.14215161.228412303.28-1420.50-3835.35-2095.2-214.51②相應(yīng)于最大彎矩時(shí)的剪力計(jì)算一般計(jì)算公式為：截面1-1：=0,；截面2-2：；截面3-3：，；截面4-4：，；截面5-5：，。各種截面組合下的各截面彎矩計(jì)算見表3-10。表3-10各截面剪力計(jì)算荷載組合情況墩柱反力梁支座反力各截面剪力截面1-1截面2-2截面3-3截面4-4截面5-5104701.062526.692174.370.00-2526.69-2526.69-2526.69-2526.692174.372174.372174.370.000.00114740.122473.422249.870.00-2473.42-2473.42-2473.42-2473.422266.72266.72266.716.8316.83125025.972884.792086.420.00-2884.79-2884.79-2884.79-2884.792141.182141.182141.1854.7654.76135065.112831.522161.920.00-2831.52-2831.52-2831.52-2831.522233.592233.592233.5971.6771.67145496.432757.892738.540.00-2757.89-2757.89-2757.89-2757.892738.542738.542738.540.000.00155535.572704.622814.040.00-2704.62-2704.62-2704.62-2704.622830.952830.952830.9516.9116.91165338.893041.862240.970.00-3041.86-3041.86-3041.86-3041.862297.032297.032297.0356.0656.06175378.032988.592316.470.00-2988.59-2988.59-2988.59-2988.592389.442389.442389.4472.9772.97186592.083364.643227.440.00-3364.64-3364.64-3364.64-3364.643227.443227.443227.440.000.00196631.223311.373302.940.00-3311.37-3311.37-3311.37-3311.373319.853319.853319.8516.9116.912051222894.222227.780.00-2894.22-2894.22-2894.22-2894.222227.782227.782227.780.000.00215161.228412303.280.00-2841-2841-2841-28412320.22320.22320.216.9216.92（2）蓋梁內(nèi)力匯總表3-11中各截面內(nèi)力取表3-9和3-10中的最大值。表3-11蓋梁內(nèi)力匯總各截面內(nèi)力1-12-23-34-45-5彎矩M自重-25.88-63.75-179.1479.22309.13荷載0.00-1682.32-4542.362383.74761.26計(jì)算-25.88-1746.07-4721.42304.521070.39剪力V自重左-56.75-97.63-174.13202.50.00右-56.75-97.63270202.50.00荷載左0.00-3364.64-3364.643319.8572.97右-3364.64-3364.643319.853319.8572.97計(jì)算左-56.75-3462.27-3538.773522.3572.97右-3421.39-3462.273589.853522.3572.973.1.3截面配筋設(shè)計(jì)與承載力校核采用C30混凝土，主筋選用HRB335，直徑22mm，保護(hù)層5cm。，。1．正截面抗彎承載能力驗(yàn)算以下取3-3截面作配筋設(shè)計(jì)，其它截面雷同。已知：跨中高，則有效高度取即：解方程得到滿足要求。所需要的鋼筋面積：用直徑32mm鋼筋，其根數(shù)根，實(shí)際選用13根φ32鋼筋，配筋率：。該截面實(shí)際承載力為：驗(yàn)算符合要求。其它截面的配筋設(shè)計(jì)如表3-12所示。表3-12各截面鋼筋量計(jì)算表截面號(hào)所需鋼筋面積φ32鋼筋（根數(shù)）實(shí)際選用含筋率（ρ%）根數(shù)1-1-25.88——972.390.2072-2-1746.0735.494.41972.390.2073-3-4721.498.612.2513104.550.2994-4-2304.5247.315.88972.390.2075-51070.3921.692.7972.390.2072.斜截面抗剪承載力驗(yàn)算由于按《公預(yù)規(guī)》8.2.5要求當(dāng)時(shí)，構(gòu)件截面尺寸滿足構(gòu)造要求。現(xiàn)最大剪力，對(duì)于3-3截面：。所以構(gòu)件截面尺寸滿足要求。按《公預(yù)規(guī)》5.2.10條要求，當(dāng)截面：可不進(jìn)行斜截面抗剪承載力計(jì)算，僅需按《公預(yù)規(guī)》9.3.13條構(gòu)造要求配置箍筋。式中：—預(yù)應(yīng)力提高系數(shù)，取=1.0—混凝土抗拉設(shè)計(jì)強(qiáng)度，取。對(duì)于1-1截面：對(duì)于2-2截面～5-5截面：對(duì)照表10-2-3值，進(jìn)行斜截面抗剪設(shè)計(jì)。Ⅰ箍筋計(jì)算根據(jù)《公橋規(guī)》9.4.1條規(guī)定，箍筋直徑不應(yīng)小于10mm，且應(yīng)采用帶肋鋼筋，間距不應(yīng)大于250mm。蓋梁選用φ10@20cm的雙肢箍筋，則箍筋總截面積為：箍筋間距，筋筋抗拉設(shè)計(jì)強(qiáng)度，箍筋配筋率為：滿足《公路規(guī)》9.3.13條“箍筋配筋率，HRB335鋼筋不應(yīng)小于0.12%的要求。同時(shí)，根據(jù)《公橋規(guī)》9.4.1條規(guī)定，在距墩柱支點(diǎn)一倍梁高范圍內(nèi)，箍筋間距縮小至10cm。Ⅱ抗剪承載力計(jì)算根據(jù)《公預(yù)規(guī)》5.2.7條規(guī)定，主梁斜截面抗剪承載力應(yīng)按下式計(jì)算：式中：—斜截面受壓端正截面內(nèi)最大剪力組合設(shè)計(jì)值，為3589.85?！苯孛鎯?nèi)混凝土與箍筋共同的抗剪承載力，按下式計(jì)算：式中：則=7651.23KN，滿足要求。3.2橋墩墩柱計(jì)算墩柱一般尺寸圖3-1，墩柱直徑150cm，用C30混凝土，HRB235鋼筋。3.2.1荷載計(jì)算（1）恒載計(jì)算①上部構(gòu)造恒載，一孔重8538.65kN②蓋梁自重（半根梁蓋）444.13kN③墩柱自重④橫系梁重作用墩柱底面的恒載垂直力為：（2）汽車荷載計(jì)算公路—Ⅱ級(jí)=1\*GB3①單孔荷載單列車時(shí)：相應(yīng)的制動(dòng)力：按《公預(yù)規(guī)》制動(dòng)力不小于90kN，故取制動(dòng)力為90kN。雙列車時(shí)：相應(yīng)的制動(dòng)力：三列車時(shí)：相應(yīng)的制動(dòng)力：=2\*GB3②雙孔荷載單列車時(shí)：相應(yīng)的制動(dòng)力：按《公預(yù)規(guī)》制動(dòng)力不小于90kN，故取制動(dòng)力為109.26kN。雙列車時(shí)：相應(yīng)的制動(dòng)力：三列車時(shí)：相應(yīng)的制動(dòng)力：（2）人群荷載=1\*GB3①單孔行人（單側(cè)）：=2\*GB3②雙孔行人（單側(cè)）：汽車荷載雙孔荷載產(chǎn)生支點(diǎn)處最大反力值，即產(chǎn)生最大墩柱垂直力；汽車荷載中單孔荷載產(chǎn)生最大偏心彎矩，即產(chǎn)生最大墩柱底彎矩。（3）雙柱反力橫向分布計(jì)算（汽車荷載位置見圖3-10）①單列車時(shí)：，雙列車時(shí)：，三列車時(shí)：，②人群荷載：?jiǎn)蝹?cè)時(shí)：，雙側(cè)時(shí)：。圖3-10汽車及人群荷載（尺寸單位：cm）（4）荷載組合①最大最小垂直反力計(jì)算最大、最小垂直反力計(jì)算見表3-13表3-13可變荷載組合垂直反力計(jì)算（雙孔）編號(hào)荷載狀況最大垂直反力最小垂直反力橫向分布橫向分布1汽車荷載單列車1.017638.93-0.017-10.682雙列車0.758952.420.242304.073三列車0.5×0.78735.050.5×0.78735.054人群荷載單側(cè)行人1.33156.41-0.33-38.815雙側(cè)行人0.5117.60.5117.6表中汽車乘以沖擊系數(shù)，②最大彎矩計(jì)算最大彎矩計(jì)算見表3-14表3-14可變荷載組合最大彎矩計(jì)算（單孔）編號(hào)荷載情況墩柱頂反力計(jì)算式垂直力水平力對(duì)柱頂中心彎矩B21上部構(gòu)造與蓋梁重———4713.460.000.000.002汽車單孔雙列車391.95×2×0.758×1.15683.330.00683.33156.78/2=78.4273.33145.04三列車391.95×3×0.5×0.758×1.15527.370.00527.37183.43/2=91.72210.95169.683人群?jiǎn)慰纂p側(cè)58.8×2×0.558.80.0058.8—23.523.2.2截面配筋計(jì)算及應(yīng)力驗(yàn)算（1）作用于墩柱頂?shù)耐饬Γㄈ鐖D3-11）①垂直力最大垂直力：最小垂直力：②水平力：H=183.43/2=91.72kN③彎矩（2）作用于墩柱底的外力圖3-11墩柱頂外力（3）截面配筋計(jì)算已知墩柱頂用C30混凝土，采用HRB335鋼筋，，則縱向鋼筋配筋率。由于，故取偏心增大系數(shù)。①雙孔荷載，按最大垂直力時(shí)，墩柱頂按軸心受壓構(gòu)件驗(yàn)算，根據(jù)《公預(yù)規(guī)》5.3.1條：滿足規(guī)范要求。②單孔荷載，最大彎矩時(shí)，墩柱頂按小偏心受壓構(gòu)件驗(yàn)算：故，。根據(jù)《公預(yù)規(guī)》5.3.9條偏心受壓構(gòu)件承載力計(jì)算應(yīng)符合下列規(guī)定：，設(shè)，代入，，后，經(jīng)整理得：按《公預(yù)規(guī)》提供的附錄C表C.0.2“圓形截面鋼筋混凝土偏壓構(gòu)件正截面抗壓承載力計(jì)算系數(shù)”表，經(jīng)失算查的各系數(shù)A，B，C，D為：設(shè)，代入后則墩柱承載力滿足規(guī)范要求。3.3鉆孔灌注樁計(jì)算鉆孔灌注樁直徑1.8m，用C25混凝土，級(jí)鋼筋。樁身混凝土受壓彈性模量。3.3.1荷載計(jì)算每一根樁承受的荷載為（圖3-12）①一孔恒載反力:②蓋梁恒重反力:③系梁恒重反力:④一根墩柱恒重:作用于樁頂?shù)暮爿d反力為：⑤灌注樁每延米自重⑥可變荷載反力a.兩跨可變荷載反力：（雙列車）（人群荷載單側(cè)）b.單跨可變荷載反力：（雙列車）（人群荷載雙側(cè)）c.制動(dòng)力:作用點(diǎn)在支座中心，距樁頂距離為：⑦作用于樁頂?shù)耐饬Γp孔）（單孔）⑧作用于一般沖刷線處樁頂?shù)耐饬Γ▓D3-13）圖3-12一根樁承受的荷載圖3-13樁頂?shù)耐饬?.3.2樁長(zhǎng)計(jì)算鉆孔灌注樁直徑為1.8米，用C25混凝土，HRB335鋼筋。假設(shè)樁尖位于第六層土層上,樁長(zhǎng)為h，則：代入得：樁底最大垂直力為：取地面以下樁長(zhǎng)為35+2.94≈38m，代人反算：3.3.3樁的內(nèi)力計(jì)算（1）確定樁的計(jì)算寬度：（2）樁的變形系數(shù)α地基土比例系數(shù)：樁身共穿越4層土層，應(yīng)按公式計(jì)算m值。樁身界面慣性矩：受彎構(gòu)件：，（3）局部沖刷線以下z處樁身截面上的彎矩Mz的計(jì)算已知作用于樁頂?shù)耐饬椋孩贅渡韽澗豠.單位“力”作用在局部沖刷線處的，樁柱在該處產(chǎn)生的變位計(jì)算，取進(jìn)行截面內(nèi)力計(jì)算。b.局部沖刷線處變位計(jì)算：c.局部沖刷線以下深度各截面內(nèi)力計(jì)算：得樁身彎矩計(jì)算結(jié)果見表3-15，樁身的彎矩分布見圖3-14表3-15樁身彎矩計(jì)算表Z0.00.000.000.001.000.001788.860.20.68-0.00133-0.000130.999990.201871.140.41.36-0.01067-0.002130.999740.399981928.980.82.72-0.08532-0.034120.991810.798541920.251.03.40-0.16652-0.085320.975010.994451855.621.24.08-0.28737-0.17260.937831.183421735.461.65.44-0.67629-0.543480.738591.506951427.311.86.12-0.95564-0.867150.529971.611621252.622.06.80-1.69334-1.90567-0.270871.57538912.142.48.16-2.62126-3.59987-1.877340.91679631.183.010.20-3.54058-5.99979-4.68788-0.89126432.813.511.90-3.91921-9.54367-10.3404-5.85402263.324.013.61-1.61428-11.7307-17.9186-15.075539.43由表可知：最大彎矩設(shè)計(jì)值，圖3-14樁身的彎矩分布3.3.4樁身截面配筋與強(qiáng)度驗(yàn)算驗(yàn)算最大彎矩處的截面強(qiáng)度，該處的內(nèi)力值為：樁內(nèi)豎向鋼筋按0.2%配置，則選用22φ18鋼筋，偏心矩：根據(jù)《公橋規(guī)》5.3.9和5.3.10，取為樁的計(jì)算長(zhǎng)度，當(dāng)時(shí)，取偏心距增大系數(shù)為：則。另設(shè)經(jīng)整理得：運(yùn)用試算法得值，見表3-16。表3-16值表ξABCD12.69430.34132.30820.66920.1190.92.42150.48282.01810.87040.1860.71.