1、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

2、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

3、kN彎矩kN·m軸力kN剪力kN彎矩kN·m12RBMS0.00.00.00.01008.8-1487.0MIDAS Civil-0.40.00.0-81.6967.8-1429.8橋梁博士0.00.00.00.01050.0-1550.0-×100%-×100%15RBMS0.0-639.9-2124.50.0-309.7-1744.8MIDAS Civil0.0-628.6-2038.70.0-316.0-1660.8橋梁博士0.0-653.0-2220.00.0-316.0-1830.0-×100%-×100%對(duì)MIDAS Ci

4、vil中豎向荷載作用下產(chǎn)生軸力的解釋：在MIDAS Civil中梁?jiǎn)卧孛嫫牡脑O(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 Midas civil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MP

5、a12RBMS0.000.000.10-0.13MIDAS Civil0.000.000.08-0.11橋梁博士0.000.000.11-0.13-×100%-×100%15RBMS0.15-0.150.15-0.15MIDAS Civil0.12-0.120.10-0.10橋梁博士0.16-0.160.16-0.16-×100%-×100%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·m12RBMS74.46.9-56.175.64.9-96.1M

6、IDAS Civil85.315.1-64.987.411.4-109.8橋梁博士74.87105.0-54.376.6363753.4-94.8-×100%-×100%15RBMS77.20.0-111.177.20.0-111.9MIDAS Civil80.60.0-118.480.50.0-118.3橋梁博士77.7-6.6-109.877.76.6-109.8-×100%-×100%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MPa12RBMS-0.93-0.67

7、-1.010.64MIDAS Civil-1.14-0.12-1.260.14橋梁博士-1.1-0.11-1.310.17-×100%-×100%15RBMS-1.010.57-1.220.66MIDAS Civil-1.280.19-1.270.19橋梁博士-1.370.22-1.640.31-×100%-×100%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°12RBMS0.110.130.003MIDAS Civil0.130.190.003橋梁博士0.070.100.003-&

8、#215;100%-×100%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·m11RBMS0.00.00.00.0914.2-1350.2MIDAS Civil-1.0-0.10.0-59.7872.7-1289.7橋梁博士0.00.00.00.0954.0-1410.0-×100%-×100%12RBMS0.0932.9-1377.80.0932.9-4176.5MIDAS Civil-73.4871.6-1289.7-73.5874.1-3917

9、.6橋梁博士0.0954.0-1410.00.0954.0-4270.0-×100%-×100%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·m12RBMS0.0441.00.00.0441.0-1323.0MIDAS Civil-37.7448.40.0-37.7448.4-1350.0橋梁博士0.0450.00.00.0450.0-1350.0-×100%-×100%15RBMS0.00.0-1710.00.00.0-1710.0MIDA

10、S Civil0.00.0-1710.00.00.0-1710.0橋梁博士0.00.0-1710.00.00.0-1710.0-×100%-×100%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MPa12RBMS-1.02-0.24-0.84-0.42MIDAS Civil-1.06-0.25-0.89-0.35橋梁博士-0.99-0.25-0.82-0.43-×100%-×100%15RBMS-0.76-0.40-0.93-0.41MIDAS Civil-0.80-0.31-

11、0.82-0.28橋梁博士-0.74-0.43-0.91-0.45-×100%-×100%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·m15RBMS0.04842.9-42113.80.05022.1-46059.8MIDAS Civil0.04866.5-42855.30.05045.7-46820.2橋梁博士0.04870.0-43000.00.05050.0-47000.0-×100%-×100%25RBMS0.0-224.0183

12、40.20.00.018452.2MIDAS Civil0.0-224.117578.80.0-0.117690.9橋梁博士0.0-224.017400.00.00.017500.0-×100%-×100%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MPa15RBMS-6.1-3.5-6.4-4.7MIDAS Civil-6.4-2.4-5.9-2.9橋梁博士-6.5-3.4-6.9-4.6-×100%-×100%25RBMS-3.6-8.3-3.6-8.3MIDAS Civ

13、il-5.2-6.0-5.2-5.9橋梁博士-5.0-6.7-5.0-6.5-×100%-×100%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°9RBMS8.007.330.053MIDAS Civil4.063.65-0.027橋梁博士3.363.09-0.021-×100%-×100%26RBMS15.2224.020.0MIDAS Civil-3.871.880.0橋梁博士-3.552.340.0-×100%-×100%表14 第23施工階段收縮徐變引起邊跨

14、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·m15RBMS-64916.611008.717586.4-64973.311525.09089.6MIDAS Civil-68514.310625.628492.1-68641.211122.620003.5橋梁博士-66100.011300.013500.0-66300.011800.04810.0-×100%-×100%25RBMS-44668.2-456.7-14151.4-44699.7-7.3-14000.9MIDAS Civil

15、-46795.2-464.4-3773.2-46732.0-14.0-3489.2橋梁博士-45800.0-468.0-6910.0-45300.0-3.91-6080.0-×100%-×100%運(yùn)營(yíng)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°9RBMS-0.30-1.82-0.0089MIDAS Civil-0.09-1.79-0.0087橋梁博士-0.10-1.78-0.0089-×100%-×100%26RBMS-0.250.830.0013MIDAS Civil0.130.830.0011橋

16、梁博士-0.0580.840.0013-×100%-×100%43RBMS-0.27-0.210.0MIDAS Civil0.10-0.210.0橋梁博士0.08-0.230.0-×100%-×100%運(yùn)營(yíng)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°9RBMS0.14-3.670.0089MIDAS Civil0.16-3.720.0085橋梁博士0.01-3.750.0089-×100%-×100%26RBMS0.05-3.33-0.0091MIDAS Civil-0.22-3

17、.33-0.0085橋梁博士-0.03-3.34-0.0091-×100%-×100%43RBMS0.110.700.0MIDAS Civil-0.020.720.0橋梁博士0.040.760.0-×100%-×100%表 運(yùn)營(yíng)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·m8RBMS0.0104.31355.60.0104.3-1772.8MIDAS Civil-1.5115.4-1500.3-1.5115.4-1961.9橋梁博士0.0124.0-1610

18、.00.0124.0-2100.0-×100%-×100%25RBMS0.0-97.3-1099.70.0-97.3-1002.4MIDAS Civil0.0-106.2-1249.40.0-106.2-1143.2橋梁博士0.0-116.0-1300.00.0-116.0-1180.0-×100%-×100%表 運(yùn)營(yíng)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·m8RBMS0.0-201.62620.20.0-201.63426.4MIDAS Civil2.

19、9-221.62881.42.9-221.63767.9橋梁博士0.0-240.03110.00.0-240.04070-×100%-×100%25RBMS0.0227.01229.40.0227.01002.4MIDAS Civil0.0247.91390.90.0247.91143.0橋梁博士0.0270.01450.00.0270.01180.0-×100%-×100%表 運(yùn)營(yíng)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°9RBMS-3.010.120.0MIDAS Civil-3.000.12

20、0.0橋梁博士-3.000.120.0-×100%-×100%26RBMS4.790.240.0MIDAS Civil4.810.240.0橋梁博士4.800.250.0-×100%-×100%43RBMS0.110.700.0MIDAS Civil-0.020.720.0橋梁博士0.040.760.0-×100%-×100%表 運(yùn)營(yíng)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°9RBMS3.01-0.120.0MIDAS Civil3.00-0.120.0橋梁博士3.00-1.1

21、80.0-×100%-×100%26RBMS-4.79-0.240.0MIDAS Civil-4.81-0.240.0橋梁博士-4.80-0.250.0-×100%-×100%43RBMS-12.59-0.120.0MIDAS Civil-12.62-0.120.0橋梁博士-12.60-0.120.0-×100%-×100%表運(yùn)營(yíng)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·m8RBMS0.01.9-25.20.01.9-33.0MIDAS

22、 Civil0.02.2-29.10.02.2-38.1橋梁博士0.02.3-30.00.02.3-39.2-×100%-×100%25RBMS0.00.0-62.10.00.0-62.1MIDAS Civil0.00.0-72.10.00.0-72.1橋梁博士0.00.0-73.80.00.0-73.8-×100%-×100%表運(yùn)營(yíng)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·m8RBMS0.0-1.925.20.0-1.933.0MIDAS Civil0.

23、0-2.229.10.0-2.238.1橋梁博士0.0-2.330.00.0-2.339.2-×100%-×100%25RBMS0.00.062.10.00.062.1MIDAS Civil0.00.072.10.00.072.1橋梁博士0.00.073.80.00.073.8-×100%-×100%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·mMaxMinMaxMinMaxMinMaxMinMaxMinMaxMin8RBMS0.00.01177.6-1720.419745.6-12892.30.00.0753.8-2287.218671.3-16851.0MIDAS Civil10.