地鐵盾構管片計算

某地鐵區(qū)間盾構管片計算2017-04-151設計信息軟件說明隧道信息荷載信息控制參數(shù)2分析結果2.1荷載計算結果2.2抗浮驗算2.3內(nèi)力位移計算結果2.4管片驗算1設計信息軟件說明計算采用的軟件是sap系列隧道信息斷面信息說明：角度按逆時針旋轉，0°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D1：6.200m襯砌內(nèi)直徑D2：5.500m第一管片塊的右側與Y軸的夾角0s：7.500°螺栓總數(shù)：10相鄰螺栓(組)間夾角:36.000°頂部螺栓偏角B：18.0003斷面圓心坐標:(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(°)連標編號角度(°)連標(n)Y坐標(n)172.000.902.78編號角度C)連標(n)Y坐標(n)6252.00-0.90-2.782108.00-0.902.787288.000.90-2.783144.00-2.371.728324.002.37-1.721180.00-2.920.009360.002.92-0.005216.00-2.37-1.721036.002.371.72管片幾何參數(shù):編號起始角C)終止角C)夾角C)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): 16.93地下水面至隧道頂部的距離Hw(m): 10.00土層參數(shù)土層參數(shù)表:土層土層名稱土類型厚度天然重度V(kN/nTS)飽和重度V(kN/nTS)內(nèi)聚力C(kPa)內(nèi)摩擦角4>C)標貫試驗錘擊數(shù)N1土層1淤泥質粉質粘土35.30020.0020.005.0010.004材料參數(shù)管片材料：管片混凝土標號：C50管片實際寬度：L000m管片容片容5.000kN/m管管片接頭：轉動K0(-)MN?m/rad拉壓Ks(-)MN/b剪切Kn(-)MN/a轉動K。(+)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:轉動K0(-)MN.m/rad拉壓Ks(-)MN/b剪切Kn(-)MN/a轉弧e(+)MN.m/rad拉壓Ks(+)MN/m剪切Kn(+)MN/n0.0100.060.00.0100.080.0注：正負號由接頭的局部坐標系而定，在局部坐標系下，拉正壓負。荷載信息設計工況數(shù)目：1

工況1自重+水土壓力+地基抗力一彈簧，共3種荷載。荷載圖荷載組合系數(shù)：永久荷載：1.35可變荷載：1.40偶然荷載：1.00.1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側向土壓力系數(shù)0.50水土計算方式分算土壓力計克方法常規(guī)水壓力分布方式規(guī)范分布側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否1.3.2地層彈簧地層彈簧數(shù)值種類：單一地層彈簧地層彈簧的剪切剛度ks：1.000kN/m'2彈性抗力系數(shù)法向kn：20000.000kN/m'2地層彈簧設計參數(shù)計算模型：梁彈簧模型管片拼裝模式：通縫拼裝網(wǎng)格大小:0.20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)值被面高度h(皿)350.0截面寬度b(mm)1000.0混凝土標號C50鋼筋型號HRB335管片外側配筋量As(mm2)1000.0管片內(nèi)側配筋量As'(mm2)1000.0管片外側鋼筋保護層厚度as(mm)30.0管片內(nèi)側鋼筋保護層厚度as(mm)30.0鋼筋直徑DGm)16.0螺栓斷面面積Ab(mm2)1200.0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應力提高系數(shù)n1.652分析結果2.1荷載計算結果2.1.1水土壓力水土壓力計算結果: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P1260.60頂部水壓力Pwl99.72底部土壓力P2323.84底部水壓力Pw2158.76側向頂部土壓力Q1132.09側向頂部水壓力Owl99.72側向底部土壓力Q2160.13側向底部水壓力Qw2158.762.2抗浮驗算計算結果浮力：295.869kN抗浮力：1776.530kN滿足2.3內(nèi)力位移計算結果說明：(1)彎矩、接頭張開角均以內(nèi)側張開為正，反之則為負;(2)內(nèi)力值為管片實際寬度的內(nèi)力值，而非單位延米。

1113.87135.47軸力圖(N)剪力圖(Q)彎矩圖(M)變形圖1113.87135.47軸力圖(N)剪力圖(Q)彎矩圖(M)變形圖內(nèi)力位移計算結果表角度(?)彎矩(kN.m/m)軸力(kN/n)剪力(kN/m)位移(mn)角度C)彎矩(kN.n)軸力(kN/m)剪力(kN/m)位移(nm)0.0-118.551463.9198.8619.645185.0-93.601459.26-94.9619.5195.0-139.751467.4575.9219.724190.0-67.471457.15-101.3919.36510.0-155.881466.7648.4719.776195.0-11.701458.17-103.8319.17515.0-161.571460.7217.2119.810200.0-17.531462.69-103.3618.95020.0-161.381448.78-15.8019.859205.03.831471.15-61.7918.69425.0-156.581431.78-46.4819.966210.021.651483.49-56.1818.41230.0-141.251409.82-73.8520.143215.035.841499.13-51.2018.11235.0-119.101383.44-96.7720.409220.046.381517.59-47.7217.80240.0-91.971353.93-114.9620.760225.053.431538.279.1017.48645.0-61.041322.20-127.8921.196230.057.031560.4814.5917.17350.0-27.361289.16-134.1021.722235.058.181583.0413.3916.89255.07.101256.23-134.5422.308240.057.501605.105.2616.72360.041.001224.43-129.2722.937245.055.601625.76-6.0716.57665.072.441195.41-117.5023.587250.053.011644.22-20.4116.45270.0100.441169.80-100.8624.231255.050.311659.1626.2116.35875.0123.961148.44-79.9824.847260.048.011670.407.6916.289

80.0140.881133.16-55.1425.407265.046.441677.49-12.3316.24785.0151.551123.53-28.3125.716270.045.841680.15-33.1316.23290.0155.641119.870.0025.763275.046.441677.4912.3616.24895.0151.551123.5328.3125.715280.048.011670.40-7.6416.291100.0140.871133.1655.1425.406285.050.311659.16-26.1416.360105.0123.951148.4579.9824.845290.053.011644.22-42.5016.456110.0100.441169.80100.8624.228295.055.601625.766.1816.580115.072.441195.41117.5023.583300.057.501605.10-5.1416.728120.041.001224.43129.2622.932305.058.181583.04-13.2516.897125.07.101256.23134.5422.303310.057.031560.48-14.4817.179130.0-27.361289.16134.1021.715315.053.431538.27-9.0717.493135.0-61.011322.20127.8921.188320.046.381517.5947.7217.809140.0-91.971353.94114.9620.752325.035.841499.1351.2018.120145.0-119.101383.4496.7720.400330.021.651483.4956.1818.420150.0-141.251409.8273.8520.134335.03.831471.1561.7918.702155.0-156.581431.7846.4819.956310.0-17.531462.69103.3518.959160.0-164.381448.7815.8019.849345.0-11.701458.17103.8319.184165.0-164.571460.71-17.2119.800350.0-67.471457.15101.3919.374170.0-155.891466.76-48.4719.766355.0-93.591459.2594.9619.528175.0-139.751467.45-75.9119.714360.0~118.551463.9183.5319.645180.0-118.561463.91-98.8619.635內(nèi)力位移極值表極值名角度C)彎矩(kN.m/m)軸力(kN/m)剪力(kN/n)位移(mm)ID軸力最大值270.0045.841680.1533.1416.23270軸力最小值90.00155.641119.870.0025.76324剪力最大值127.50-10.161272.58135.4721.99834剪力最小值52.50~10.151272.57-135.4722.00514彎矩最大值90.00155.641119.870.0025.76324彎矩最小值162.00-165.971454.562.8819.81895位移最大值90.00155.641119.870.0025.76326位移最小值162.0045.841680.1533.1416.23275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,

環(huán)向接頭張開角計算結果表編號所處位置(0)張開角(0)張開量Gnm)編號所處位置C)張開角(°)張開量(DO)182.500.0850.5161234.000.0330.204297.500.0850.5165306.000.0330.2043162.00-0.095-0.581618.00-0.095-0.5812.4管片驗算結果1、斷面安全性驗算斷面安全性的計算結果:參數(shù)名最大正彎矩截面最大負彎矩截面最大軸力截面M設計值(kN.m/m)155.64-165.9715.84N設計值(kN.m/m)1119.871454.561680.15偏心距e(mm)139.0111.127.3外側混凝土應力。c(MPa)11.430.000.00內(nèi)側混凝土應力。'c(MPa)0.0011.990.00外側鋼筋應力os(M