橫斷面模型分析報告

1、此計算報告由同濟曙光盾構(gòu)隧道計算分析軟件自動生成盾構(gòu)隧道計算分析報告橫斷面部分2016-05-28目錄1 設(shè)計信息軟件說明隧道信息荷載信息控制參數(shù)2 分析結(jié)果荷載計算結(jié)果抗浮驗算內(nèi)力位移計算結(jié)果管片驗算1設(shè)計信息1.1軟件說明計算采用的軟件是：“同濟曙光-盾構(gòu)隧道計算分析分析軟件”，由上海同巖土木工程科技有限公司研制。1.2隧道信息1.2.1斷面信息說明：角度按逆時針旋轉(zhuǎn)，o表示水平直徑右端點處。以下除特別說明外均相同，不再贅 述。斷面示意圖隧道斷面基本幾何參數(shù):管片總數(shù)：6片襯砌外直徑D1： 10.000m襯砌內(nèi)直徑D2: 9.200m第一管片塊的右側(cè)與 Y軸的夾角0 s： 7.500螺栓總

2、數(shù)：10相鄰螺栓(組)間夾角：36.000 頂部螺栓偏角3 : 18.000 斷面圓心坐標(biāo)：(0.000,0.000,0.000)具體幾何參數(shù):管片環(huán)接頭幾何參數(shù)編號角度X坐標(biāo)丫坐標(biāo)編號角度X坐標(biāo)丫坐標(biāo)( )(m)(m)( )(m)(m)172.001.484.576252.00-1.48-4.572108.00-1.484.577288.001.48-4.573144.00-3.882.828324.003.88-2.824180.00-4.800.009360.004.80-0.005216.00-3.88-2.821036.003.882.82管片幾何參數(shù)編號起始角 ( )終止角 ( )

3、夾角 ( )182.5097.5015.00297.50162.0064.503162.00234.0072.004234.00306.0072.005306.0018.0072.00618.0082.5064.50隧道位置：地表至隧道頂部的距離H(m):11.00地下水面至隧道頂部的距離Hw(m): 8.001.2.2 土層參數(shù)土層參數(shù)表土層土層名稱土類型厚度(m)天然重度Y(kN/mA3)飽和重度Y(kN/mA3)內(nèi)聚力C(kPa)內(nèi)摩擦角 ( )標(biāo)貫試驗錘擊數(shù)N1r填土填土:4.00017.0019.005.0010.0042砂土砂土6.00017.0019.005.0010.0043淤

4、泥質(zhì)粘 土淤泥質(zhì)粘土60.00017.0019.005.0010.0041.2.3材料參數(shù)管片材料:管片混凝土標(biāo)號：C50管片實際寬度：1.000 m管片容重:23.000 kN/mA3管片接頭：轉(zhuǎn)動K9 (-)MN.m/rad拉壓Ks(-)MN/m剪切Kn(-)MN/m轉(zhuǎn)動K9(+)MN.m/rad拉壓Ks(+)MN/m剪切Kn(+)MN/m100.01000000.01000000.0100.01000000.01000000.0 :管片環(huán)接頭轉(zhuǎn)動K9 (-)MN.m/rad拉壓Ks(-)MN/m剪切Kn(-)MN/m轉(zhuǎn)動K9(+)MN.m/rad拉壓Ks(+)MN/m剪切Kn(+)MN/

5、m0.0100.060.00.0100.080.0注：正負(fù)號由接頭的局部坐標(biāo)系而定，在局部坐標(biāo)系下，拉正壓負(fù)。1.3荷載信息設(shè)計工況數(shù)目：1工況1自重+節(jié)點約束+水土壓力+地基抗力-反力，共4種荷載。荷載圖 一fc.-TTTTJf荷載組合系數(shù)：永久荷載：1.35可變何載：1.40偶然荷載：1.001.3.1 水土壓力計算參數(shù)表：參數(shù)名參數(shù)值參數(shù)名參數(shù)值地面超載(kN/m2)20.00側(cè)向土壓力系數(shù)0.50水土計算方式分算土壓力計算方法泰沙基法水壓力分布方式規(guī)范分布側(cè)向水壓力分布方式梯形是否考慮拱肩土壓力否是否考慮底部土壓力是土壓力下限：200.00kN/m21.3.2地層反力計算參數(shù)表：地基抗

6、力系數(shù)：20.000 MN/mA3是否考慮襯砌自重引起的地基抗力：否1.4設(shè)計參數(shù)計算模型：修正慣用法(有限元)修正慣用法常數(shù)：Eta( n ) = 0.80修正慣用法常數(shù)：Xi( E ) = 0.30 網(wǎng)格大?。?.201.5管片驗算參數(shù)管片及連接縫驗算參數(shù):參數(shù)名參數(shù)值參數(shù)名參數(shù)值截面高度h(mm)0.0截面寬度b(mm)0.0混凝土標(biāo)號C35:鋼筋型號HRB335管片外側(cè)配筋量As(mm2)1000.0管片內(nèi)側(cè)配筋量As(mm2)1000.0管片外側(cè)鋼筋保護層厚度as(mm)30.0管片內(nèi)側(cè)鋼筋保護層厚度 as(mm)30.0鋼筋直徑D(mm)16.0螺栓斷面面積Ab(mm2)1200.

7、0安全度0.60螺栓的有效高度(mm)40.0千斤頂推力驗算參數(shù):參數(shù)名參數(shù)值參數(shù)名參數(shù)值頂軸推力F(kN)1000.00盾構(gòu)機千斤頂數(shù)量N10中心推力與襯砌管片中心偏心距e(mm)10.00相鄰兩個千斤頂?shù)木嚯xLs(mm)100.00應(yīng)力提高系數(shù)n1.652分析結(jié)果2.1荷載計算結(jié)果2.1.1 水土壓力水土壓力計算結(jié)果水土壓力參數(shù)名參數(shù)值(kN/m2)參數(shù)名參數(shù)值(kN/m2)頂部土壓力P1227.40頂部水壓力Pw180.36底部土壓力P2227.40底部水壓力Pw280.36側(cè)向頂部土壓力Q1113.70側(cè)向頂部水壓力Qw180.36側(cè)向底部土壓力Q2:113.70側(cè)向底部水壓力Qw21

8、76.402.1.2地層反力地層反力計算結(jié)果：水平直徑點處水平方向變位S : 0.000 mm水平直徑點處水平方向抗力P: 92.354 kN/mA22.2抗浮驗算計算結(jié)果浮力：769.690kN抗浮力：2551.465kN滿足2.3內(nèi)力位移計算結(jié)果說明：(1)彎矩、接頭張開角均以內(nèi)側(cè)張開為正，反之則為負(fù);(2)內(nèi)力值為管片實際寬度的內(nèi)力值，而非單位延米。鈾力圖剪力醫(yī)-E60-彎矩圖（M）變形囹內(nèi)力位移計算結(jié)果表角度彎矩軸力剪力位移角度彎矩軸力剪力位移( )(kN.m/m)(kN/m)(kN/m)(mm)( )(kN.m)(kN/m)(kN/m)(mm)0.0-208.792063.2231.

9、579.821185.0-193.672064.63-24.859.4955.0-227.662062.7936.279.962190.0-180.972065.97-22.579.00610.0-246.772062.1932.619.904195.0-168.352066.15-24.408.37915.0-261.702059.3021.159.638200.0-153.762064.28-29.727.64820.0-268.522052.273.049.168205.0-135.492059.64-37.716.86225.0-264.062039.63-20.088.517210.

10、0-112.392051.74-47.366.10030.0-246.132020.42-46.207.745215.0-83.852040.43-57.585.47835.0-213.691994.27-73.106.959220.0-49.852025.79-67.245.14340.0-166.941961.39-98.526.337225.0-10.982008.22-75.295.21645.0-107.261922.62-120.286.105230.031.481989.49-79.775.71450.0-37.171880.37P-135.376.443235.075.1319

11、71.48-79.806.50855.038.841837.58P-142.217.302240.0117.681954.81-75.877.45160.0116.291795.98-140.798.493245.0157.131939.98-68.508.41865.0190.771757.28-131.449.809250.0191.761927.36-58.259.31770.0258.161723.07P-114.8511.082255.0220.181917.27-45.6910.07975.0314.791694.80-92.0212.191260.0241.291909.91-3

12、1.4210.65780.0357.631673.67-64.2413.045265.0254.311905.42-16.0011.01885.0384.381660.56-33.0113.584270.0258.781903.890.0011.14290.0393.611656.06-0.0013.770275.0254.311905.4216.0011.01895.0384.381660.5633.0113.584280.0241.291909.9131.4210.657100.0357.631673.6764.2413.045285.0220.181917.2745.6910.07910

13、5.0314.791694.8092.0212.191290.0191.761927.3658.259.317110.0258.161723.07114.8511.082295.0157.131939.9868.508.418115.0190.771757.28131.449.809300.0117.681954.8175.877.451120.0116.291795.98140.798.493305.075.131971.4879.806.508125.038.841837.58142.217.302310.031.481989.4979.775.714130.0-37.171880.371

14、35.376.443315.0-10.982008.2275.295.216135.0-107.261922.62120.286.105320.0-49.852025.7967.245.143140.0-166.941961.3998.526.337325.0-83.852040.4357.585.478145.0-213.691994.2773.106.959330.0-112.392051.7447.366.100150.0-246.132020.4246.207.745335.0-135.492059.6437.716.862155.0-264.062039.6320.088.51734

15、0.0-153.762064.2829.727.648160.0-268.522052.27-3.049.168345.0-168.352066.1524.408.379165.0-261.702059.30-21.159.638350.0-180.972065.9722.579.006170.0-246.772062.19-32.619.904355.0-193.672064.6324.859.495175.0-227.662062.79-36.279.962360.0-208.792063.2031.579.821180.0-208.792063.22-31.579.821內(nèi)力位移極值表極

16、值名角度 ( )彎矩(kN.m/m)軸力(kN/m)剪力(kN/m)位移(mm)ID軸力最大值345.79-170.472066.2923.778.489146軸力最小值90.00393.611656.06-0.0013.77038剪力最大值123.1667.461821.99142.817.70952剪力最小值56.8467.461821.99-142.817.70924彎矩最大值90.00393.611656.06-0.0013.77038彎矩最小值158.68-268.892049.702.519.01767位移最大值90.00393.611656.06-0.0013.77038位移最小

17、值158.68-29.962016.89-71.755.12494注：位移最大值、位移最小值的ID是指節(jié)點ID，其它項表示單元ID。注：修正慣用法常數(shù) Z = 0.300接頭張開角計算結(jié)果表編號所處位置( )張開角( )張開量(mm)編號所處位置( )張開角( )張開量(mm)182.500.0110.0784234.000.0020.015297.500.0110.0785306.000.0020.0153162.00-0.008-0.055618.00-0.008-0.0552.4管片驗算結(jié)果1斷面安全性驗算斷面安全性的計算結(jié)果參數(shù)名最大正彎矩截面最大負(fù)彎矩截面最大軸力截面M設(shè)計值(kN.m/m)393.61-268.89-170.47N設(shè)計值(kN.m/m)1656.062049.702066.29偏心距e(mm)237.7131.282.5外側(cè)混凝土應(yīng)力 b c(MPa)23.290.000.00內(nèi)側(cè)混凝土應(yīng)力b c(MPa)0.0015.199.54外側(cè)鋼筋應(yīng)力b s(MPa