精選優(yōu)質(zhì)文檔-----傾情為你奉上精選優(yōu)質(zhì)文檔-----傾情為你奉上專心---專注---專業(yè)專心---專注---專業(yè)精選優(yōu)質(zhì)文檔-----傾情為你奉上專心---專注---專業(yè)1.施工階段的常規(guī)設(shè)計(jì)分析表1對(duì)各施工階段的描述編號(hào)名稱激活或鈍化單元激活或鈍化荷載激活或鈍化邊界10號(hào)塊澆筑激活0號(hào)塊激活自重激活0號(hào)塊臨時(shí)支承20號(hào)塊張拉/激活0號(hào)塊預(yù)應(yīng)力荷載/31號(hào)塊澆筑激活1號(hào)塊激活掛籃1荷載/41號(hào)塊張拉/激活1號(hào)塊預(yù)應(yīng)力荷載/52號(hào)塊澆筑激活2號(hào)塊激活掛籃2荷載鈍化掛籃1荷載/62號(hào)塊張拉/激活2號(hào)塊預(yù)應(yīng)力荷載/73號(hào)塊澆筑激活3號(hào)塊激活掛籃3荷載鈍化掛籃2荷載/83號(hào)塊張拉/激活3號(hào)塊預(yù)應(yīng)力荷載/94號(hào)塊澆筑激活4號(hào)塊激活掛籃4荷載鈍化掛籃3荷載/104號(hào)塊張拉/激活4號(hào)塊預(yù)應(yīng)力荷載/115號(hào)塊澆筑激活5號(hào)塊激活掛籃5荷載鈍化掛籃4荷載/125號(hào)塊張拉/激活5號(hào)塊預(yù)應(yīng)力荷載/13邊跨現(xiàn)澆段施工激活邊跨現(xiàn)澆段/激活邊跨永久及臨時(shí)支承14邊跨合龍段施工激活邊跨合龍段激活邊跨合龍段掛籃荷載鈍化掛籃5荷載/15邊跨合龍段鋼束張拉/激活邊跨合龍段鋼束荷載/16中跨合龍段施工激活中跨合龍段激活中跨合龍段掛籃荷載激活0號(hào)塊永久支承鈍化所有臨時(shí)支承17中跨合龍段鋼束張拉/激活中跨合龍段鋼束/18分批張拉鋼束1/激活剩余鋼束1鈍化所有掛籃荷載/19分批張拉鋼束2/激活剩余鋼束2/20放置60天///21二期恒載/激活二期恒載/22收縮徐變1///23收縮徐變2///

表2第1施工階段恒荷載（結(jié)構(gòu)自重+橫隔板荷載）引起截面內(nèi)力對(duì)比單元號(hào)軟件及差值截面內(nèi)力左節(jié)點(diǎn)右節(jié)點(diǎn)軸力kN剪力kN彎矩kN·m軸力kN剪力kN彎矩kN·m12RBMS①0.00.00.00.01008.8-1487.0MIDASCivil②-0.40.00.0-81.6967.8-1429.8橋梁博士③0.00.00.00.01050.0-1550.0①-②①-③15RBMS①0.0-639.9-2124.50.0-309.7-1744.8MIDASCivil②0.0-628.6-2038.70.0-316.0-1660.8橋梁博士③0.0-653.0-2220.00.0-316.0-1830.0①-②①-③對(duì)MIDASCivil中豎向荷載作用下產(chǎn)生軸力的解釋：在MIDASCivil中梁單元截面偏心的設(shè)置對(duì)結(jié)構(gòu)的分析結(jié)果是有影響的。截面上的偏心點(diǎn)就是單元的節(jié)點(diǎn)位置，結(jié)構(gòu)的邊界條件和節(jié)點(diǎn)荷載是施加在節(jié)點(diǎn)位置的。程序計(jì)算時(shí)是以換算截面的形心位置為準(zhǔn)的。當(dāng)設(shè)置偏心時(shí)，邊界條件施加在節(jié)點(diǎn)上，節(jié)點(diǎn)與截面形心間程序內(nèi)部會(huì)設(shè)置剛臂，以保證計(jì)算時(shí)以形心位置為準(zhǔn)，此時(shí)的梁結(jié)構(gòu)相當(dāng)于很矮的剛架，因此會(huì)有軸力產(chǎn)生。（《橋梁工程軟件Midascivil常見問題解答》邱順冬P142）

表3第1施工階段恒荷載（結(jié)構(gòu)自重+橫隔板荷載）引起截面應(yīng)力對(duì)比單元號(hào)軟件及差值截面應(yīng)力左截面右截面上緣應(yīng)力MPa下緣應(yīng)力MPa上緣應(yīng)力MPa下緣應(yīng)力MPa12RBMS①0.000.000.10-0.13MIDASCivil②0.000.000.08-0.11橋梁博士③0.000.000.11-0.13①-②①-③15RBMS①0.15-0.150.15-0.15MIDASCivil②0.12-0.120.10-0.10橋梁博士③0.16-0.160.16-0.16①-②①-③

表5第2施工階段鋼束張拉引起截面內(nèi)力對(duì)比單元號(hào)軟件及差值截面內(nèi)力左節(jié)點(diǎn)右節(jié)點(diǎn)軸力kN剪力kN彎矩kN·m軸力kN剪力kN彎矩kN·m12RBMS①74.46.9-56.175.64.9-96.1MIDASCivil②85.315.1-64.987.411.4-109.8橋梁博士③74.87105.0-54.376.6363753.4-94.8①-②①-③15RBMS①77.20.0-111.177.20.0-111.9MIDASCivil②80.60.0-118.480.50.0-118.3橋梁博士③77.7-6.6-109.877.76.6-109.8①-②①-③

表6第2施工階段鋼束張拉引起截面應(yīng)力對(duì)比單元號(hào)軟件及差值截面應(yīng)力左截面右截面上緣應(yīng)力MPa下緣應(yīng)力MPa上緣應(yīng)力MPa下緣應(yīng)力MPa12RBMS①-0.93-0.67-1.010.64MIDASCivil②-1.14-0.12-1.260.14橋梁博士③-1.1-0.11-1.310.17①-②①-③15RBMS①-1.010.57-1.220.66MIDASCivil②-1.280.19-1.270.19橋梁博士③-1.370.22-1.640.31①-②①-③

表7第2施工階段鋼束張拉引起最遠(yuǎn)懸臂端節(jié)點(diǎn)位移對(duì)比節(jié)點(diǎn)號(hào)軟件及差值節(jié)點(diǎn)位移水平位移mm豎直位移mm轉(zhuǎn)角°12RBMS①0.110.130.003MIDASCivil②0.130.190.003橋梁博士③0.070.100.003①-②①-③

表8第3施工階段恒荷載（結(jié)構(gòu)自重）引起截面內(nèi)力對(duì)比單元號(hào)軟件及差值截面內(nèi)力左節(jié)點(diǎn)右節(jié)點(diǎn)軸力kN剪力kN彎矩kN·m軸力kN剪力kN彎矩kN·m11RBMS①0.00.00.00.0914.2-1350.2MIDASCivil②-1.0-0.10.0-59.7872.7-1289.7橋梁博士③0.00.00.00.0954.0-1410.0①-②①-③12RBMS①0.0932.9-1377.80.0932.9-4176.5MIDASCivil②-73.4871.6-1289.7-73.5874.1-3917.6橋梁博士③0.0954.0-1410.00.0954.0-4270.0①-②①-③

表9第3施工階段集中荷載（掛籃）引起截面內(nèi)力對(duì)比單元號(hào)軟件及差值截面內(nèi)力左節(jié)點(diǎn)右節(jié)點(diǎn)軸力kN剪力kN彎矩kN·m軸力kN剪力kN彎矩kN·m12RBMS①0.0441.00.00.0441.0-1323.0MIDASCivil②-37.7448.40.0-37.7448.4-1350.0橋梁博士③0.0450.00.00.0450.0-1350.0①-②①-③15RBMS①0.00.0-1710.00.00.0-1710.0MIDASCivil②0.00.0-1710.00.00.0-1710.0橋梁博士③0.00.0-1710.00.00.0-1710.0①-②①-③

表10第3施工階段截面累計(jì)應(yīng)力對(duì)比單元號(hào)軟件及差值截面應(yīng)力左截面右截面上緣應(yīng)力MPa下緣應(yīng)力MPa上緣應(yīng)力MPa下緣應(yīng)力MPa12RBMS①-1.02-0.24-0.84-0.42MIDASCivil②-1.06-0.25-0.89-0.35橋梁博士③-0.99-0.25-0.82-0.43①-②①-③15RBMS①-0.76-0.40-0.93-0.41MIDASCivil②-0.80-0.31-0.82-0.28橋梁博士③-0.74-0.43-0.91-0.45①-②①-③

表11第21施工階段二期恒載引起該階段截面內(nèi)力對(duì)比單元號(hào)軟件及差值截面內(nèi)力左節(jié)點(diǎn)右節(jié)點(diǎn)軸力kN剪力kN彎矩kN·m軸力kN剪力kN彎矩kN·m15RBMS①0.04842.9-42113.80.05022.1-46059.8MIDASCivil②0.04866.5-42855.30.05045.7-46820.2橋梁博士③0.04870.0-43000.00.05050.0-47000.0①-②①-③25RBMS①0.0-224.018340.20.00.018452.2MIDASCivil②0.0-224.117578.80.0-0.117690.9橋梁博士③0.0-224.017400.00.00.017500.0①-②①-③

表12第21施工階段累計(jì)截面應(yīng)力對(duì)比單元號(hào)軟件及差值截面應(yīng)力左截面右截面上緣應(yīng)力MPa下緣應(yīng)力MPa上緣應(yīng)力MPa下緣應(yīng)力MPa15RBMS①-6.1-3.5-6.4-4.7MIDASCivil②-6.4-2.4-5.9-2.9橋梁博士③-6.5-3.4-6.9-4.6①-②①-③25RBMS①-3.6-8.3-3.6-8.3MIDASCivil②-5.2-6.0-5.2-5.9橋梁博士③-5.0-6.7-5.0-6.5①-②①-③

表13第21施工階段邊跨與中跨跨中節(jié)點(diǎn)累加位移對(duì)比節(jié)點(diǎn)號(hào)軟件及差值節(jié)點(diǎn)位移水平位移mm豎直位移mm轉(zhuǎn)角°9RBMS①8.007.330.053MIDASCivil②4.063.65-0.027橋梁博士③3.363.09-0.021①-②①-③26RBMS①15.2224.020.0MIDASCivil②-3.871.880.0橋梁博士③-3.552.340.0①-②①-③

表14第23施工階段收縮徐變引起邊跨與中跨跨中截面的累計(jì)內(nèi)力單元號(hào)軟件及差值截面內(nèi)力左節(jié)點(diǎn)右節(jié)點(diǎn)軸力kN剪力kN彎矩kN·m軸力kN剪力kN彎矩kN·m15RBMS①-64916.611008.717586.4-64973.311525.09089.6MIDASCivil②-68514.310625.628492.1-68641.211122.620003.5橋梁博士③-66100.011300.013500.0-66300.011800.04810.0①-②①-③25RBMS①-44668.2-456.7-14151.4-44699.7-7.3-14000.9MIDASCivil②-46795.2-464.4-3773.2-46732.0-14.0-3489.2橋梁博士③-45800.0-468.0-6910.0-45300.0-3.91-6080.0①-②①-③

運(yùn)營階段1號(hào)支座沉降引起跨中節(jié)點(diǎn)位移對(duì)比節(jié)點(diǎn)號(hào)軟件及差值節(jié)點(diǎn)位移水平位移mm豎直位移mm轉(zhuǎn)角°9RBMS①-0.30-1.82-0.0089MIDASCivil②-0.09-1.79-0.0087橋梁博士③-0.10-1.78-0.0089①-②①-③26RBMS①-0.250.830.0013MIDASCivil②0.130.830.0011橋梁博士③-0.0580.840.0013①-②①-③43RBMS①-0.27-0.210.0MIDASCivil②0.10-0.210.0橋梁博士③0.08-0.230.0①-②①-③

運(yùn)營階段2號(hào)支座沉降引起跨中節(jié)點(diǎn)位移對(duì)比節(jié)點(diǎn)號(hào)軟件及差值節(jié)點(diǎn)位移水平位移mm豎直位移mm轉(zhuǎn)角°9RBMS①0.14-3.670.0089MIDASCivil②0.16-3.720.0085橋梁博士③0.01-3.750.0089①-②①-③26RBMS①0.05-3.33-0.0091MIDASCivil②-0.22-3.33-0.0085橋梁博士③-0.03-3.34-0.0091①-②①-③43RBMS①0.110.700.0MIDASCivil②-0.020.720.0橋梁博士③0.040.760.0①-②①-③

表運(yùn)營階段1號(hào)支座沉降引起單元內(nèi)力對(duì)比單元號(hào)軟件及差值截面內(nèi)力左節(jié)點(diǎn)右節(jié)點(diǎn)軸力kN剪力kN彎矩kN·m軸力kN剪力kN彎矩kN·m8RBMS①0.0104.31355.60.0104.3-1772.8MIDASCivil②-1.5115.4-1500.3-1.5115.4-1961.9橋梁博士③0.0124.0-1610.00.0124.0-2100.0①-②①-③25RBMS①0.0-97.3-1099.70.0-97.3-1002.4MIDASCivil②0.0-106.2-1249.40.0-106.2-1143.2橋梁博士③0.0-116.0-1300.00.0-116.0-1180.0①-②①-③

表運(yùn)營階段2號(hào)支座沉降引起單元內(nèi)力對(duì)比單元號(hào)軟件及差值截面內(nèi)力左節(jié)點(diǎn)右節(jié)點(diǎn)軸力kN剪力kN彎矩kN·m軸力kN剪力kN彎矩kN·m8RBMS①0.0-201.62620.20.0-201.63426.4MIDASCivil②2.9-221.62881.42.9-221.63767.9橋梁博士③0.0-240.03110.00.0-240.04070①-②①-③25RBMS①0.0227.01229.40.0227.01002.4MIDASCivil②0.0247.91390.90.0247.91143.0橋梁博士③0.0270.01450.00.0270.01180.0①-②①-③

表運(yùn)營階段整體升溫20℃引起跨中節(jié)點(diǎn)位移對(duì)比節(jié)點(diǎn)號(hào)軟件及差值節(jié)點(diǎn)位移水平位移mm豎直位移mm轉(zhuǎn)角°9RBMS①-3.010.120.0MIDASCivil②-3.000.120.0橋梁博士③-3.000.120.0①-②①-③26RBMS①4.790.240.0MIDASCivil②4.810.240.0橋梁博士③4.800.250.0①-②①-③43RBMS①0.110.700.0MIDASCivil②-0.020.720.0橋梁博士③0.040.760.0①-②①-③

表運(yùn)營階段整體降溫20℃引起跨中節(jié)點(diǎn)位移對(duì)比節(jié)點(diǎn)號(hào)軟件及差值節(jié)點(diǎn)位移水平位移mm豎直位移mm轉(zhuǎn)角°9RBMS①3.01-0.120.0MIDASCivil②3.00-0.120.0橋梁博士③3.00-1.180.0①-②①-③26RBMS①-4.79-0.240.0MIDASCivil②-4.81-0.240.0橋梁博士③-4.80-0.250.0①-②①-③43RBMS①-12.59-0.120.0MIDASCivil②-12.62-0.120.0橋梁博士③-12.60-0.120.0①-②①-③

表運(yùn)營階段整體升溫20℃引起單元內(nèi)力對(duì)比單元號(hào)軟件及差值截面內(nèi)力左節(jié)點(diǎn)右節(jié)點(diǎn)軸力kN剪力kN彎矩kN·m軸力kN剪力kN彎矩kN·m8RBMS①0.01.9-25.20.01.9-33.0MIDASCivil②0.02.2-29.10.02.2-38.1橋梁博士③0.02.3-30.00.02.3-39.2①-②①-③25RBMS①0.00.0-62.10.00.0-62.1MIDASCivil②0.00.0-72.10.00.0-72.1橋梁博士③0.00.0-73.80.00.0-73.8①-②①-③

表運(yùn)營階段整體降溫20℃引起單元內(nèi)力對(duì)比單元號(hào)軟件及差值截面內(nèi)力左節(jié)點(diǎn)右節(jié)點(diǎn)軸力kN剪力kN彎矩kN·m軸力kN剪力kN彎矩kN·m8RBMS①0.0-1.925.20.0-1.933.0MIDASCivil②0.0-2.229.10.0-2.238.1橋梁博士③0.0-2.330.00.0-2.339.2①-②①-③25RBMS①0.00.062.10.00.062.1MIDASCivil②0.00.072.10.00.072.1橋梁博士③0.00.073.80.00.073.8①-②①-③表車輛荷載（中活載）引起截面內(nèi)力對(duì)比單元號(hào)軟件及差值截面內(nèi)力左節(jié)點(diǎn)右節(jié)點(diǎn)軸力kN剪力kN彎矩kN·m軸力kN剪力kN彎矩kN·mMaxMinMaxMinMaxMinMaxMinMaxMinMaxMin8RBMS①0.00.01177.6-1720.419745.6-12892.30.00.0753.8-2287.218671.3-16851.0MIDASCivil②10.66-14.27