梁灘河橋 橋梁計算書

龍華路路面改造工程橋梁計算書工程號：工程設(shè)計證書：甲級客服及投訴電話：二0二0年0四月工程設(shè)計責任人工程名稱龍華路路面改造工程設(shè)計范圍（建構(gòu)筑物名稱）橋梁工程工程規(guī)模（大、中、小型）小型職務(wù)實名簽名日期職稱注冊情況法人代表教授級高級工程師總工程師教授級高級工程師一級注冊結(jié)構(gòu)師教授級高級工程師一級注冊建筑師項目負責人高級工程師專業(yè)負責人高級工程師審核人高級工程師校對人高級工程師設(shè)計人工程師

目錄一、項目概況 1二、主要技術(shù)標準 1三、主要設(shè)計規(guī)范 1四、主要材料及計算參數(shù) 2五、結(jié)構(gòu)驗算 35.16.5+10m+6.5m鋼筋混凝土連續(xù)梁橋底板粘貼鋼板加固計算 35.1.1計算模型 35.1.2結(jié)構(gòu)驗算 35.2結(jié)論 24PAGE1一、項目概況灘河橋位于重慶市九龍坡區(qū)含谷鎮(zhèn)龍華路上，橋梁起點樁號K0+267.020，終點樁號K0+308.520，橋梁全長41.5m；采用粘貼鋼板法對主梁進行加固。梁灘河橋橋梁布置見下表：橋梁一覽表名稱起點樁號終點樁號跨徑布置（跨數(shù)x跨徑）全長(m)上部結(jié)構(gòu)型式梁灘河橋K0+285.520K0+308.5206.5++10+6.523.0鋼筋混凝土梁二、計算主要技術(shù)標準（1）荷載等級：汽車：城-A級；（2）道路等級：城市支路；（3）設(shè)計速度：30km/h；三、主要設(shè)計規(guī)范（1）國家標準《混凝土結(jié)構(gòu)設(shè)計規(guī)范》（GB50010-2010）（2015年版）《混凝土結(jié)構(gòu)加固設(shè)計規(guī)范》（GB50367-2013）（2）交通部規(guī)范《公路橋涵設(shè)計通用規(guī)范》(JTGD60-2015)《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）《公路鋼結(jié)構(gòu)橋梁設(shè)計規(guī)范》(JTGD64-2015)《公路工程技術(shù)標準》（JTGB01-2014）《公路工程抗震設(shè)計規(guī)范》（JTGB02-2013）《公路橋梁板式橡膠支座》（JT/T4-2019）《公路橋梁伸縮裝置通用技術(shù)條件》（JT/T327-2016）《公路橋梁加固設(shè)計規(guī)范》（JTG/TJ22-2008）《公路橋梁加固施工技術(shù)規(guī)范》（JTG/TJ23-2008）（3）建設(shè)部規(guī)范《城市橋梁設(shè)計規(guī)范》（CJJ11-2011）《城市橋梁抗震設(shè)計規(guī)范》（CJJ166-2011）《城市橋梁橋面防水工程技術(shù)規(guī)程》(CJJ139-2010)《城市橋梁工程質(zhì)量檢驗評定標準》（CJJ2-2008）四、主要材料及計算參數(shù)4.1混凝土主梁采用C40混凝土C40混凝土：軸心抗壓強度設(shè)計值fcd=18.4MPa，軸心抗拉強度設(shè)計值ftd=1.65MPa，彈性模量Ec=3.25x104MPa。4.2普通鋼筋設(shè)計采用HPB300、HRB400鋼筋。HPB300鋼筋材料和連接應(yīng)滿足《鋼筋混凝土用鋼第1部分:熱軋光圓鋼筋》（GB1499.1-2017）的規(guī)定；HRB400鋼筋材料和連接應(yīng)滿足《鋼筋混凝土用鋼第2部分:熱軋帶肋鋼筋》(GB1499.2-2018)的要求。除特別說明外直徑≥22mm的鋼筋采用機械連接，接頭連接等級為I級，連接區(qū)段內(nèi)的接頭率不大于50%，并滿足《鋼筋機械連接技術(shù)規(guī)程》（JGJ107-2016）要求。鋼筋焊接網(wǎng)：材料應(yīng)滿足相關(guān)現(xiàn)行規(guī)范的要求。HPB300鋼筋：抗拉設(shè)計強度fsd≥250MPa，標準強度fsk≥300MPa，彈性模量E=2.1×105MPa。HRB400鋼筋：抗拉設(shè)計強度fsd≥330MPa，標準強度fsk≥400MPa，彈性模量E=2.0×105MPa。4.3鋼材及鋼構(gòu)件預(yù)埋鋼板采用Q235B鋼，防撞護欄鋼管及架空梯道采用Q345B鋼，技術(shù)標準必須符合《碳素結(jié)構(gòu)鋼》（GB/T700-2006）的有關(guān)規(guī)定。4.4計算荷載取值（1）永久作用一期恒載：鋼筋混凝土容重26kN/m3。結(jié)構(gòu)收縮徐變：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》（JTGD62-2018）取用混凝土名義收縮系數(shù)εcs0=0.310×10-3，混凝土的名義徐變系數(shù)Φ0按照規(guī)范附表F2.2取值。（2）可變作用汽車荷載：城－A。4.5修正現(xiàn)狀下，考慮病害對結(jié)構(gòu)的影響（暫無充足的結(jié)構(gòu)專項檢測資料），因此無法有效考慮檢算系數(shù)、承載能力惡化系數(shù)、混凝土截面折減系數(shù)以及鋼筋截面折減系數(shù)，暫定對承載力一次性折減0.1。五、結(jié)構(gòu)驗算5.16.5+10m+6.5m鋼筋混凝土連續(xù)梁橋底板粘貼鋼板加固計算計算模型均采用橋梁博士4.0.2軟件，主梁按照鋼筋混凝土構(gòu)件設(shè)計。結(jié)構(gòu)外形尺寸：梁高0.6m，橋面寬度9m，翼緣寬度1.5m。配筋：結(jié)構(gòu)原始配筋（偏不利）按底緣60根直徑18mm的鋼筋考慮（偏不利地不考慮懸臂端底緣主筋），配筋率0.32%；按頂緣90根直徑18mm的鋼筋考慮，受區(qū)配筋率0.48%；粘貼鋼板布置位置和面積按設(shè)計圖紙考慮。計算斷面及配筋簡圖如下所示。結(jié)構(gòu)計算斷面及配筋簡圖示意加固后結(jié)構(gòu)計算結(jié)果如下。5.1.1計算模型計算模型圖5.1.2結(jié)構(gòu)驗算持久狀況承載能力極限狀態(tài)（1）正截面承載能力——最大、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)1L-50.421.70.2-50.4198.20-50.4-4102.30是D0-73.0-3.50.5-73.02640.70-73.0-4114.10是2D0-109.010.21.4-109.02632.70-109.0-4120.30是399.21022.2-36.699.24251.0099.2-4183.30是33134.51026.8-26.5134.54249.70134.5-4192.50是4134.31752.6-26.4134.34249.70134.3-4192.40是44152.61753.1-23.3152.64253.70152.6-4203.50是5152.51872.7-19.7152.54253.70152.5-4203.50是55163.31872.7-19.5163.34256.00163.3-4205.90是6163.41431.1-15.4163.44256.00163.4-4205.90是66169.71430.6-17.2169.74257.40169.7-4207.40是7169.9563.0-13.1169.94257.50169.9-4207.40是77169.4561.9-18.9169.44257.40169.4-4207.30是8-176.1-639.42.3-176.12619.40-176.1-4075.70是88-176.1-652.34.0-176.12619.40-176.1-4075.70是D1-176.0-1151.63.9-176.02619.40-176.0-4075.70是9D1-177.4-1151.73.9-177.42619.10-177.4-4075.40是10-177.5-658.64.3-177.52619.10-177.5-4075.40是1010-180.9-646.02.2-180.92618.40-180.9-4074.50是11173.3583.9-15.8173.34258.20173.3-4208.10是1111178.6585.118.4178.64259.40178.6-4209.30是12178.31722.3-11.8178.34259.30178.3-4209.30是1212178.61723.2-8.0178.64259.40178.6-4209.30是13178.52559.2-9.1178.54259.30178.5-4209.30是1313178.62559.7-7.1178.64259.40178.6-4209.30是14178.52987.8-7.7178.54259.30178.5-4209.30是1414178.52988.0-6.9178.54259.30178.5-4209.30是15178.52988.0-6.8178.54259.30178.5-4209.30是1515178.52987.8-7.7178.54259.30178.5-4209.30是16178.62559.7-7.0178.64259.40178.6-4209.30是1616178.52559.1-9.0178.54259.30178.5-4209.30是17178.61723.2-7.8178.64259.40178.6-4209.30是1717178.31722.2-11.7178.34259.30178.3-4209.30是18178.6585.117.2178.64259.40178.6-4209.30是1818173.3583.8-15.7173.34258.20173.3-4208.10是19-180.9-646.01.8-180.92618.40-180.9-4074.50是1919-177.5-658.63.9-177.52619.10-177.5-4075.40是D2-177.4-1152.23.5-177.42619.10-177.4-4075.40是20D2-176.0-1152.13.5-176.02619.40-176.0-4075.70是21-176.1-652.24.3-176.12619.40-176.1-4075.70是2121-176.1-639.50.9-176.12619.40-176.1-4075.70是22169.4561.8-11.3169.44257.40169.4-4207.30是2222169.9563.0-7.2169.94257.50169.9-4207.40是23169.71430.5-5.5169.74257.40169.7-4207.40是2323163.41431.0-4.7163.44256.00163.4-4205.90是24163.31872.7-2.8163.34256.00163.3-4205.90是2424152.51872.7-3.1152.54253.70152.5-4203.50是25152.61753.1-1.8152.64253.70152.6-4203.50是2525134.31752.5-3.0134.34249.70134.3-4192.40是26134.51026.8-2.1134.54249.70134.5-4192.50是262699.21022.2-6.599.24251.0099.2-4183.30是D3-109.010.20.3-109.02632.70-109.0-4120.30是27D3-73.0-3.50.3-73.02640.70-73.0-4114.10是R-50.421.70-50.4198.20-50.4-4102.20是最小彎矩及其對應(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)1L73.2-23.1-0.373.2224.9073.2-4113.50是D075.9-187.8-8.075.92674.0075.9-4152.90是2D0102.2-208.95.1102.22679.90102.2-4145.80是3-104.735.14.5-104.74204.30-104.7-4132.30是33-134.930.73.1-134.94196.10-134.9-4122.80是4-134.824.5-3.3-134.84196.10-134.8-4122.80是44-153.124.0-3.2-153.14191.90-153.1-4135.70是5-153.1-215.1-4.7-153.14188.70-153.1-4157.70是55-163.9-215.6-4.8-163.94186.40-163.9-4155.40是6-163.9-637.3-6.3-163.94186.40-163.9-4155.40是66-170.4-637.7-6.6-170.44185.10-170.4-4113.70是7-170.4-1312.5-8.1-170.44185.10-170.4-4113.70是77-176.7-1312.9-9.2-176.74183.70-176.7-4112.10是8170.5-2246.7-7.9170.52708.00170.5-4162.90是88175.4-2247.0-11.0175.42709.00175.4-4164.20是D1175.4-2841.8-11.9175.42709.00175.4-4164.20是9D1176.7-2840.8-15.3176.72709.20176.7-4164.50是10176.7-1922.017.1176.72709.20176.7-4164.50是1010172.7-1919.920.6172.72708.40172.7-4163.50是11-181.5-684.7-8.0-181.54180.60-181.5-4111.00是1111-179.2-684.4-10.7-179.24183.20-179.2-4111.50是12-179.1-6.4-7.7-179.14183.20-179.1-4111.50是1212-179.3-6.3-7.5-179.34183.20-179.3-4111.50是13-179.3422.8-6.1-179.34186.50-179.3-4130.10是1313-179.5423.0-6.0-179.54186.40-179.5-4130.10是14-179.5669.4-4.6-179.54186.40-179.5-4130.10是1414-179.5669.6-4.6-179.54186.40-179.5-4130.10是15-179.5668.9-2.3-179.54186.40-179.5-4130.10是1515-179.5668.7-2.3-179.54186.40-179.5-4130.10是16-179.5422.0-3.2-179.54186.40-179.5-4130.10是1616-179.3421.9-3.3-179.34186.50-179.3-4130.10是17-179.3-7.4-4.3-179.34183.20-179.3-4111.50是1717-179.1-7.6-4.5-179.14183.20-179.1-4111.50是18-179.2-685.7-6.9-179.24183.20-179.2-4111.50是1818-181.5-686.0-4.2-181.54180.60-181.5-4111.00是19172.7-1920.019.7172.72708.40172.7-4163.50是1919176.7-1922.016.6176.72709.20176.7-4164.50是D2176.7-2842.1-14.8176.72709.20176.7-4164.50是20D2175.4-2843.2-11.3175.42709.00175.4-4164.20是21175.4-2248.3-11.6175.42709.00175.4-4164.20是2121170.5-2247.9-8.8170.52708.00170.5-4162.90是22-176.7-1314.0-8.7-176.74183.70-176.7-4112.10是2222-170.4-1313.5-7.8-170.44185.10-170.4-4113.70是23-170.4-638.5-6.0-170.44185.10-170.4-4113.70是2323-163.9-638.1-5.8-163.94186.40-163.9-4155.40是24-163.9-216.2-4.1-163.94186.40-163.9-4155.40是2424-153.1-215.7-4.1-153.14188.70-153.1-4157.70是25-153.123.6-2.3-153.14191.90-153.1-4135.70是2525-134.824.1-2.4-134.84196.10-134.8-4122.80是26-134.930.80.8-134.94196.10-134.9-4122.80是2626-104.735.10.5-104.74204.30-104.7-4132.30是D3102.2-208.9-0.5102.22679.90102.2-4145.80是27D375.9-187.8-7.875.92674.0075.9-4152.90是R73.2-23.1-0.273.2224.9073.2-4113.50是（2）斜截面承載能力——最大、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1L1.63364.212444.53096.2是否是D0-34.9-3364.2-12444.5-3096.2是否是2D01531.03994.812444.53096.2是否是31338.93820.912519.43114.9是否是331113.83828.312516.13114.0是否是4875.12942.812619.63139.8是否是44652.12942.812619.63139.8是否是5448.02942.812619.63139.8是否是55244.12942.812619.63139.8是否是653.42942.812619.63139.8是否是66-125.8-2942.8-12619.6-3139.8是否是7-311.9-3095.3-12451.0-3097.8是否是77-457.3-2378.9-12444.5-3096.2是否是8-640.2-2744.1-12444.5-3096.2是否是88-644.4-2644.7-12444.5-3096.2是否是D1-735.7-3120.0-12444.5-3096.2是否是9D12379.13364.212444.53096.2是否是102259.13364.212444.53096.2是否是10102215.93147.912444.53096.2是否是111975.92942.812595.83133.9是否是11111841.22942.812615.03138.6是否是121601.72942.812619.63139.8是否是12121455.42942.812619.63139.8是否是131217.42942.812619.63139.8是否是13131065.12942.812619.63139.8是否是14830.12942.812619.63139.8是否是1414676.72942.812619.63139.8是否是15464.22942.812619.63139.8是否是1515315.02942.812619.63139.8是否是16124.82942.812619.63139.8是否是1616-13.7-2942.8-12619.6-3139.8是否是17-200.4-2942.8-12619.6-3139.8是否是1717-322.0-2942.8-12619.6-3139.8是否是18-506.0-2942.8-12504.7-3111.2是否是1818-550.6-2378.9-12444.5-3096.2是否是19-733.3-2737.5-12444.5-3096.2是否是1919-734.3-2737.1-12444.5-3096.2是否是D2-825.6-3223.3-12444.5-3096.2是否是20D22166.63364.212444.53096.2是否是212046.63293.012444.53096.2是否是21211954.43105.612444.53096.2是否是221714.52942.812602.23135.4是否是22221525.22378.912444.53096.2是否是231286.72942.812619.63139.8是否是23231079.82942.812619.63139.8是否是24845.42942.812619.63139.8是否是2424624.82942.812619.63139.8是否是25403.92942.812619.63139.8是否是2525183.42942.812619.63139.8是否是26-2.7-3944.4-12444.5-3096.2是否是2626-4.9-3944.4-12444.5-3096.2是否是D3-151.0-3364.2-12444.5-3096.2是否是27D31048.63364.212444.53096.2是否是R1000.7000否否是最小剪力及其對應(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強度是否滿足1L-1000.6-3111.2-12444.5-3096.2是否是D0-1048.6-3364.2-12444.5-3096.2是否是2D0151.23364.212444.53096.2是否是35.13944.412444.53096.2是否是332.93944.412444.53096.2是否是4-183.2-2942.8-12619.6-3139.8是否是44-403.9-2942.8-12619.6-3139.8是否是5-624.8-2942.8-12619.6-3139.8是否是55-845.4-2942.8-12619.6-3139.8是否是6-1079.8-2942.8-12619.6-3139.8是否是66-1286.7-2942.8-12619.6-3139.8是否是7-1525.2-2378.9-12444.5-3096.2是否是77-1714.5-2942.8-12602.2-3135.5是否是8-1954.4-2883.8-12444.5-3096.2是否是88-2046.6-3019.2-12444.5-3096.2是否是D1-2166.6-3364.2-12444.5-3096.2是否是9D1825.43326.612444.53096.2是否是10734.12899.712444.53096.2是否是1010733.02900.312444.53096.2是否是11550.32378.912444.53096.2是否是1111506.02942.812504.73111.2是否是12322.02942.812619.63139.8是否是1212200.42942.812619.63139.8是否是1313.72942.812619.63139.8是否是1313-124.8-2942.8-12619.6-3139.8是否是14-315.0-2942.8-12619.6-3139.8是否是1414-464.2-2942.8-12619.6-3139.8是否是15-676.7-2942.8-12619.6-3139.8是否是1515-830.1-2942.8-12619.6-3139.8是否是16-1065.1-2942.8-12619.6-3139.8是否是1616-1217.4-2942.8-12619.6-3139.8是否是17-1455.4-2942.8-12619.6-3139.8是否是1717-1601.7-2942.8-12619.6-3139.8是否是18-1841.2-2942.8-12615.0-3138.6是否是1818-1975.9-2942.8-12595.9-3133.9是否是19-2215.9-2914.2-12444.5-3096.2是否是1919-2259.1-3096.5-12444.5-3096.2是否是D2-2379.1-3364.2-12444.5-3096.2是否是20D2735.73211.912444.53096.2是否是21644.42768.112444.53096.2是否是2121640.32909.512444.53096.2是否是22457.32378.912444.53096.2是否是2222312.03229.812451.03097.8是否是23125.92942.812619.63139.8是否是2323-53.4-2942.8-12619.6-3139.8是否是24-244.1-2942.8-12619.6-3139.8是否是2424-447.9-2942.8-12619.6-3139.8是否是25-652.1-2942.8-12619.6-3139.8是否是2525-875.1-2942.8-12619.6-3139.8是否是26-1113.8-3828.3-12516.1-3114.0是否是2626-1338.9-3820.9-12519.4-3114.9是否是D3-1531.0-3994.8-12444.5-3096.2是否是27D334.93364.212444.53096.2是否是R-1.6-3364.2-12444.5-3096.2是否是（3）標準組合支座反力標準值組合支座反力表支座號豎向最大(kN)豎向最小(kN)0-1741.6107.50-3742.2107.61-11425.0725.21-31428.2728.02-11425.1725.22-31428.4728.23-1741.7107.33-3742.2.2持久狀況正常使用極限狀態(tài)（1）裂縫寬度驗算按照《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)第6.4.1條規(guī)定，鋼筋混凝土構(gòu)件和B類預(yù)應(yīng)力混凝土構(gòu)件，在正常使用極限狀態(tài)下的裂縫寬度應(yīng)按作用頻遇組合并考慮長期效應(yīng)影響進行計算。截面頂緣、底緣裂縫寬度圖截面頂緣、底緣裂縫寬度表格單元截面位置頂緣底緣裂縫寬度(mm)容許值(mm)是否滿足裂縫寬度(mm)容許值(mm)是否滿足1L00.200是00.200是D00.0060.200是00.200是2D00.0060.200是0.0030.200是300.200是0.0400.200是3300.200是0.0340.200是400.200是0.0660.200是4400.200是0.0660.200是500.200是0.0680.200是5500.200是0.0680.200是60.0190.200是0.0390.200是660.0200.200是0.0390.200是70.0580.200是0.0030.200是770.0580.200是0.0020.200是80.1340.200是00.200是880.1340.200是00.200是D10.1750.200是00.200是9D10.1750.200是00.200是100.1180.200是00.200是10100.1180.200是00.200是110.0310.200是0.0080.200是11110.0310.200是0.0080.200是1200.200是0.0580.200是121200.200是0.0580.200是1300.200是0.1060.200是131300.200是0.1060.200是1400.200是0.1260.200是141400.200是0.1260.200是1500.200是0.1260.200是151500.200是0.1260.200是1600.200是0.1060.200是161600.200是0.1060.200是1700.200是0.0580.200是171700.200是0.0580.200是180.0310.200是0.0080.200是18180.0310.200是0.0080.200是190.1180.200是00.200是19190.1180.200是00.200是D20.1750.200是00.200是20D20.1750.200是00.200是210.1340.200是00.200是21210.1340.200是00.200是220.0580.200是0.0020.200是22220.0580.200是0.0030.200是230.0200.200是0.0390.200是23230.0190.200是0.0390.200是2400.200是0.0680.200是242400.200是0.0680.200是2500.200是0.0660.200是252500.200是0.0660.200是2600.200是0.0340.200是262600.200是0.0400.200是D30.0060.200是0.0030.200是27D30.0060.200是00.200是R00.200是00.200是（2）撓度驗算按照《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)第6.5.3條規(guī)定，受彎構(gòu)件在使用階段的撓度應(yīng)考慮荷載長期效應(yīng)的影響。消除結(jié)構(gòu)自重產(chǎn)生的長期撓度后，主梁的最大撓度不應(yīng)超過計算跨徑的1/600。下表所列為消除結(jié)構(gòu)自重產(chǎn)生的撓度后主梁撓度最大值?；钶d最大最小位移頻遇值結(jié)構(gòu)豎向位移驗算表格單元截面位置結(jié)構(gòu)自重(mm)活載最小豎向位移頻遇值（mm）汽車最大豎向位移頻遇值（mm）容許值(m)是否滿足1L0-0.0700.141L/600是D0000L/600是2D0000L/600是30-0.5860.285L/600是330-0.5860.285L/600是4-0.1-1.1840.599L/600是44-0.1-1.1840.599L/600是5-0.1-1.4860.815L/600是55-0.1-1.4860.815L/600是60-1.3360.877L/600是660-1.3360.877L/600是70-0.9080.732L/600是770-0.9080.732L/600是80-0.3020.322L/600是880-0.3020.322L/600是D1000L/600是9D1000L/600是10-0.1-0.4470.231L/600是1010-0.1-0.4470.231L/600是11-0.4-1.4750.581L/600是1111-0.4-1.4750.581L/600是12-0.7-2.4790.796L/600是1212-0.7-2.4790.796L/600是13-1.0-3.3120.896L/600是1313-1.0-3.3120.896L/600是14-1.1-3.7660.900L/600是1414-1.1-3.7660.900L/600是15-1.1-3.7720.902L/600是1515-1.1-3.7720.902L/600是16-1.0-3.3100.899L/600是1616-1.0-3.3100.899L/600是17-0.7-2.4790.798L/600是1717-0.7-2.4790.798L/600是18-0.4-1.4760.582L/600是1818-0.4-1.4760.582L/600是19-0.1-0.4480.232L/600是1919-0.1-0.4480.232L/600是D2000L/600是20D2000L/600是210-0.3030.323L/600是21210-0.3030.323L/600是220-0.9110.732L/600是22220-0.9110.732L/600是230-1.3360.878L/600是23230-1.3360.878L/600是24-0.1-1.4810.816L/600是2424-0.1-1.4810.816L/600是25-0.1-1.1850.600L/600是2525-0.1-1.1850.600L/600是260-0.5870.286L/600是26260-0.5870.286L/600是D3000L/600是27D3000L/600是R0-0.0700.141L/600是短暫狀況構(gòu)件應(yīng)力計算（1）受壓區(qū)混凝土邊緣的壓應(yīng)力驗算按照《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)第7.2.4條規(guī)定，鋼筋混凝土受彎構(gòu)件正截面應(yīng)力應(yīng)符合下列規(guī)定：受壓區(qū)混凝土邊緣的壓應(yīng)力σcct≤0.80fck’成橋施工階段單元截面的施工組合壓應(yīng)力圖成橋施工階段單元截面的施工組合應(yīng)力表格單元截面位置位置容許值(MPa)上緣是否滿足下緣是否滿足上緣(MPa)下緣(MPa)1L0016.08是是D00016.08是是2D00016.08是是30.49016.08是是330.49016.08是是40.77016.08是是440.77016.08是是50.65016.08是是550.65016.08是是60.14016.08是是660.14016.08是是700.9116.08是是7700.9116.08是是802.5916.08是是8802.5916.08是是D103.5916.08是是9D103.5916.08是是1002.4216.08是是101002.4216.08是是1100.4116.08是是111100.4116.08是是120.83016.08是是12120.83016.08是是131.61016.08是是13131.61016.08是是142.00016.08是是14142.00016.08是是152.00016.08是是15152.00016.08是是161.61016.08是是16161.61016.08是是170.83016.08是是17170.83016.08是是1800.4116.08是是181800.4116.08是是1902.4216.08是是191902.4216.08是是D203.5916.08是是20D203.5916.08是是2102.5916.08是是212102.5916.08是是2200.9116.08是是222200.9116.08是是230.14016.08是是23230.14016.08是是240.65016.08是是24240.65016.08是是250.77016.08是是25250.77016.08是是260.49016.08是是26260.49016.08是是D30016.08是是27D30016.08是是R0016.08是是二期荷載施工階段單元截面的施工組合壓應(yīng)力圖二期荷載施工階段單元截面的施工組合應(yīng)力表格單元截面位置位置容許值(MPa)上緣是否滿足下緣是否滿足上緣(MPa)下緣(MPa)1L0016.08是是D000.0116.08是是2D000.0116.08是是30.68016.08是是330.68016.08是是41.06016.08是是441.06016.08是是50.90016.08是是550.90016.08是是60.20016.08是是660.20016.08是是701.2516.08是是7701.2516.08是是803.5816.08是是8803.5816.08是是D104.9716.08是是9D104.9716.08是是1003.3416.08是是101003.3416.08是是1100.5716.08是是111100.5716.08是是121.15016.08是是12121.15016.08是是132.22016.08是是13132.22016.08是是142.76016.08是是14142.76016.08是是152.76016.08是是15152.76016.08是是162.22016.08是是16162.22016.08是是171.15016.08是是17171.15016.08是是1800.5716.08是是181800.5716.08是是1903.3416.08是是191903.3416.08是是D204.9716.08是是20D204.9716.08是是2103.5816.08是是212103.5816.08是是2201.2516.08是是222201.2516.08是是230.20016.08是是23230.20016.08是是240.90016.08是是24240.90016.08是是251.06016.08是是25251.06016.08是是260.68016.08是是26260.68016.08是是D300.0116.08是是27D300.0116.08是是R0016.08是是（2）受拉鋼筋應(yīng)力驗算按照《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)第7.2.4條規(guī)定，鋼筋混凝土受彎構(gòu)件正截面應(yīng)力應(yīng)符合下列規(guī)定：受拉鋼筋的應(yīng)力σsit≤0.75fsk成橋施工階段鋼筋應(yīng)力驗算圖成橋施工階段鋼筋應(yīng)力驗算表格單元截面位置位置容許值(MPa)上緣是否滿足下緣是否滿足上緣(MPa)下緣(MPa)1L00-300.00是是D0-0.180.04-300.00是是2D0-0.210.03-300.00是是31.60-12.42-300.00是是331.60-12.41-300.00是是42.49-19.31-300.00是是442.49-19.31-300.00是是52.11-16.38-300.00是是552.11-16.38-300.00是是60.47-3.62-300.00是是660.47-3.62-300.00是是7-18.664.21-300.00是是77-18.684.21-300.00是是8-50.809.71-300.00是是88-50.779.71-300.00是是D1-70.4313.47-300.00是是9D1-70.4313.47-300.00是是10-47.369.06-300.00是是1010-47.399.06-300.00是是11-8.491.91-300.00是是1111-8.471.91-300.00是是122.69-20.89-300.00是是12122.69-20.89-300.00是是135.22-40.55-300.00是是13135.22-40.55-300.00是是146.49-50.38-300.00是是14146.49-50.38-300.00是是156.49-50.38-300.00是是15156.49-50.38-300.00是是165.22-40.55-300.00是是16165.22-40.55-300.00是是172.69-20.89-300.00是是17172.69-20.89-300.00是是18-8.471.91-300.00是是1818-8.491.91-300.00是是19-47.399.06-300.00是是1919-47.369.06-300.00是是D2-70.4313.47-300.00是是20D2-70.4313.47-300.00是是21-50.779.71-300.00是是2121-50.809.71-300.00是是22-18.684.21-300.00是是2222-18.664.21-300.00是是230.47-3.62-300.00是是23230.47-3.62-300.00是是242.11-16.38-300.00是是24242.11-16.38-300.00是是252.49-19.31-300.00是是25252.49-19.31-300.00是是261.60-12.41-300.00是是26261.60-12.42-300.00是是D3-0.210.03-300.00是是27D3-0.180.04-300.00是是R00-300.00是是二期荷載施工階段鋼筋應(yīng)力驗算圖二期荷載施工階段鋼筋應(yīng)力驗算表格單元截面位置位置容許值(MPa)上緣是否滿足下緣是否滿足上緣(MPa)下緣(MPa)1L00-300.00是是D0-0.250.05-300.00是是2D0-0.290.05-300.00是是32.21-17.17-300.00是是332.21-17.16-300.00是是43.44-26.71-300.00是是443.44-26.71-300.00是是52.92-22.66-300.00是是552.92-22.66-300.00是是60.65-5.02-300.00是是660.65-5.02-300.00是是7-25.815.82-300.00是是77-25.845.82-300.00是是8-70.2713.43-300.00是是88-70.2313.44-300.00是是D1-97.4318.64-300.00是是9D1-97.4318.64-300.00是是10-65.5112.53-300.00是是1010-65.5612.53-300.00是是11-11.752.64-300.00是是1111-11.712.64-300.00是是123.72-28.89-300.00是是12123.72-28.89-300.00是是137.23-56.09-300.00是是13137.23-56.09-300.00是是148.98-69.69-300.00是是14148.98-69.69-300.00是是158.98-69.69-300.00是是15158.98-69.69-300.00是是167.23-56.09-300.00是是16167.23-56.09-300.00是是173.72-28.89-300.00是是17173.72-28.89-300.00是是18-11.712.64-300.00是是1818-11.752.64-300.00是是19-65.5612.53-300.00是是1919-65.5112.53-300.00是是D2-97.4318.64-300.00是是20D2-97.4318.64-300.00是是21-70.2313.44-300.00是是2121-70.2713.43-300.00是是22-25.845.82-300.00是是2222-25.815.82-300.00是是230.65-5.02-300.00是是23230.65-5.02-300.00是是242.92-22.66-300.00是是24242.92-22.66-300.00是是253.44-26.71-300.00是是25253.44-26.71-300.00是是262.21-17.16-300.00是是26262.21-17.17-300.00是是D3-0.290.05-300.00是是27D3-0.250.05-300.00是是R00-300.00是是（3）中心軸處的主拉應(yīng)力（剪應(yīng)力）驗算按照《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)第7.2.5條規(guī)定，鋼筋混凝土受彎構(gòu)件中性軸處的主拉應(yīng)力（剪應(yīng)力）應(yīng)符合下列規(guī)定：混凝土主拉應(yīng)力（剪應(yīng)力）σtpt≤ftk’成橋施工階段中性軸剪應(yīng)力圖成橋施工