有限元分析課程設(shè)計報告

有限元分析與程序設(shè)計

課程設(shè)計姓名：班級：學(xué)號：指導(dǎo)教師：一、基坑支護(hù)設(shè)計模擬（一）樁錨支護(hù)設(shè)計模擬1、工程概況場地位于長春市東部經(jīng)濟(jì)技術(shù)開發(fā)區(qū)賽的廣場東北角，場區(qū)地勢較為平坦，標(biāo)高在199.1—200.97，高差1.87米，開挖深度10米。經(jīng)本次勘察，據(jù)鉆深資料，標(biāo)準(zhǔn)貫入，靜力觸探原位測試，結(jié)合室內(nèi)土工試驗(yàn)成果綜合判定。場區(qū)內(nèi)地基土自上而下依次為：1、雜填土2、淤泥質(zhì)粉質(zhì)粘土3、粉質(zhì)粘土4、粉質(zhì)粘土5、粘土6、粉質(zhì)粘土7、粘土8、粉質(zhì)粘土9、全風(fēng)化泥巖。工程基坑深10米，采用樁錨支護(hù)，設(shè)置兩層錨桿，地面超載按q=10.5Kpa考慮，場地土層參數(shù)如圖所示，采用逐層開挖支撐力不變法對支護(hù)結(jié)構(gòu)進(jìn)行設(shè)計計算。2、土層及結(jié)構(gòu)參數(shù)模型材料參數(shù)表屬性名稱單元類型彈模（Mpa）泊松比容重（Kn/m3）滲流系數(shù)（m/day）粘聚力（Kn/m2）內(nèi)摩擦角（°）雜填土1平面應(yīng)變80000.318.000.10.000.00粉質(zhì)粘土2平面應(yīng)變280000.319.400.116.0013.00粉質(zhì)粘土3平面應(yīng)變280000.319.500.120.0012.00粉質(zhì)粘土4平面應(yīng)變280000.319.700.125.0014.00粉質(zhì)平面280000.319.400.120.0014.00

粘土5應(yīng)變粉質(zhì)粘土6平面應(yīng)變280000.319.800.143.0018.00粉質(zhì)粘土7平面應(yīng)變280000.319.700.138.0020.00粉質(zhì)粘土8平面應(yīng)變280000.319.800.148.0018.00粘土9平面應(yīng)變280000.319.90.155.0019.00錨桿植入式桁架2000000000.378.50.1樁梁240000000.3250.13、模擬方法樁采用梁單元模擬，錨桿固定端采用植入式桁架模擬，錨桿預(yù)應(yīng)力采用一對集中力與分布力模擬，開挖后土體采用鈍化單元模擬，本構(gòu)模型為摩爾-庫倫。4、幾何模型基坑豎向40m，橫向共240m。截圖

采取自動劃分網(wǎng)格循環(huán)網(wǎng)格法，網(wǎng)格單元尺寸為2,共36個網(wǎng)格組3090個節(jié)點(diǎn)。截圖6、邊界條件左右及底部均限制水平及豎向變形計算結(jié)果REACTDN邊界土體地基反力FX-kN最大為642.510KN最小為0.00000345KNTPIALVERSIONREACTION

kNn?453e4T.46234.9250.00023.731開挖3-LastStepFK?』?恥」1.2%+6.42510e+0021.8%+5.62196e+002[UNIT]kH[DATA]'盤:樁錨aa='-8.03137e+0013.6%-1.60627e+0020.6%——-2.40941e+0021.2%-3.21255e+0022.4%-4.01569e+0021.2%REACTION與FV,血最大為1579.93KN最小為0KN,REACTIONFY,kN+1.579936+00376,0%.+1.48118e+0038.3%+1.382446+00314.0%$1.4150.000JTT1支護(hù)結(jié)構(gòu)水平力BEAMFORCELUUVlklHLF?-!<■l^rilllEIE■的■■■“■■■■■■■■#—&?■■■■■■■■■■■■■勵成你E”Fl(Cn——iiEivjau■■■■■■■■■■WUUOL'AL'dAX1￡M=L=ElMh'il!IiKEUL=kL!L!E:最大為2086.17KN最小為38.313KN，T.MT.S；；Et<c<L2LffKilRArifSClIIIK+2.96236e+0020.0%+1.97491e+0020.0%^+9.87454e+0010.0%■+0.00000e+000BEAMFORCEFx,kN+2.08617e+00313.6%+1.89303e+0036.3%+1.69990e+0030.00022.85445.707G8.56191.415BEAMFORCE支護(hù)結(jié)構(gòu)豎直方向力巨,血最大為832.583KN最小為2.0857KN，+1.54822e+0024.7%-3.83130e+0014.5%-2.31448e+00218.1%-4.24582e+0024.5%-6.17717e+00213.6%-8.10351e+0025.1%-1.00399e+003BEAMFORCEFz,kN□+8.325836+0022.3%+7.23771e+002.u.0%_王I「~J■UJ跟fJ——13.6%+2.09710e+0029.1%-+1.058986+00220.5%~+2.U0b/Je+UUU-20.5%-1.01726e+002口1%+6.24959e+002-2.05539e+00211.4%—3.09351e+0022.3%-4.13163e+0020.0%-5.16975e+0020.00021.20342.41763.62584.834||4.5%10.0%2.3%-6.20788e+002-7.24600e+002-8.28412e+002BEAMFORCE支護(hù)結(jié)構(gòu)水平方向彎矩岫,kN衍最大為800.446KN.M最小為44.7542KN.M，BEAMFORCEMy,kN*m+8.004466+00211.8%+6.74497e+00211.1%+5.485496+0027.8%+4.475426+0014.1%8.11944e+0011.8%ZU71迎已+LILIW1.7%3.33092e+0021琢4.590406+0022.6%5.849896+0022.4%7.109376+0022.6%8.36886e+0023.3%9.62835e+0023.8%1.088786+0037.8%1.214736+00342.41784.934「1TOTT1優(yōu)彩+4.22HLIIJe+LILUDISPLACEMENT土體水平方向變形DX.m最大為0.0270085m最小為0m,DISPLACEMENTDX,m+2.700856-0020.9%+2.36324e-0022.4%+2.02562e-002or0.00020.93741.87483.748—-6.75297e-0038.2%—1.01291e-0025.4%-1.350536-0024.2%—1.68014e-002—一-2.025766-0022.3%—2.36337e-0020.9%-2.70099e-002土體豎直方向變形最大為0.155257m最DISPLACEMENTDY,m小為0.00278188mDISPLACEMENTDY,m+5.648286-002+1.55257e-0010.5%+1.45380e-0011.1%+1.35502aS1+5.6482L.._.…2.7%—+4.66053e-0024.9%+3.67279e-0025.8%—+2.68504e-0026.6%^+1.69730e-0028.8%—+7.09556e-00355.0%-2.78188e-003（二）復(fù)合土釘墻支護(hù)設(shè)計模擬1、工程概況場地位于長春市東部經(jīng)濟(jì)技術(shù)開發(fā)區(qū)賽的廣場東北角，場區(qū)地勢較為平坦，標(biāo)高在199.1—200.97，高差1.87米，開挖深度10米。經(jīng)本次勘察，據(jù)鉆深資料，標(biāo)準(zhǔn)貫入，靜力觸探原位測試，結(jié)合室內(nèi)土工試驗(yàn)成果綜合判定。場區(qū)內(nèi)地基土自上而下依次為：1、雜填土2、淤泥質(zhì)粉質(zhì)粘土3、粉質(zhì)粘土4、粉質(zhì)粘土5、粘土6、粉質(zhì)粘土7、粘土8、粉質(zhì)粘土9、全風(fēng)化泥巖。工程基坑深10米，采用樁錨支護(hù)，設(shè)置兩層錨桿，地面超載按q=10.4Kpa考慮，場地土層參數(shù)如圖所示，采用逐層開挖支撐力不變法對支護(hù)結(jié)構(gòu)進(jìn)行設(shè)計計算。2、土層及結(jié)構(gòu)參數(shù)模型材料參數(shù)表屬性名稱單元類型彈模（Mpa）泊松比容重（Kn/m3）滲流系數(shù)（m/day）粘聚力（Kn/m2）內(nèi)摩擦角（°）雜填土1平面應(yīng)變80000.318.000.10.000.00粉質(zhì)粘土2平面應(yīng)變280000.319.400.116.0013.00粉質(zhì)粘土3平面應(yīng)變280000.319.500.120.0012.00粉質(zhì)粘土4平面應(yīng)變280000.319.700.125.0014.00粉質(zhì)粘土平面應(yīng)變280000.319.400.120.0014.00

5粉質(zhì)粘土6平面應(yīng)變280000.319.800.143.0018.00粉質(zhì)粘土7平面應(yīng)變280000.319.700.138.0020.00粉質(zhì)粘土8平面應(yīng)變280000.319.800.148.0018.00粘土9平面應(yīng)變280000.319.90.155.0019.00錨桿植入式桁架2000000000.378.50.1土釘植入式桁架2000000000.378.50.13、模擬方法錨桿固定端采用植入式桁架模擬，錨桿預(yù)應(yīng)力采用一對集中力與分布力模擬，土釘采用植入式桁架模擬，開挖后土體采用鈍化單元模擬，本構(gòu)模型為摩爾-庫倫。4、幾何模型基坑豎向20m，橫向共100m，基坑內(nèi)部寬40m采取自動劃分網(wǎng)格循環(huán)網(wǎng)格法，網(wǎng)格單元尺寸為1,共53個網(wǎng)格組3722個節(jié)點(diǎn)。6、邊界條件左右及底部均限制水平及豎向變形+2.70265e+0030.0%0.0%7、計算結(jié)果REACTDN+2.70265e+0030.0%0.0%邊界土體地基反力FX-kN最大為5495.73KN最小30.1392KNFX,kN0+5:435456+0030.6%+4.75225e+0030.0%+4.06905e+0030.0%—+3.385856+0030.0%-2.76293e+003-3.44613e+003-4.12933e+0030.0%-4.81253e+0030.6%nnnn■-5.49573e+003

REACTION與FY.kN最大為975.459KN最小為0,REACTIONFY,kN|[1nlllllllll+9.754596+0021.4%+9.14493e+0020.0%+8.53527e+0021.4%+7.92561e+0024.3%+7.31595e+002nnnn+J.U4UJ28.4%匚i■+Qi.43865e+LILI221.3%nnnnREACTION與FY.kN最大為975.459KN最小為0,REACTIONFY,kN|[1nlllllllll+9.754596+0021.4%+9.14493e+0020.0%+8.53527e+0021.4%+7.92561e+0024.3%+7.31595e+002nnnn+J.U4UJ28.4%匚i■+Qi.43865e+LILI221.3%+1.82899e+00212.1%+1.21932e+0020.0%—+6.09662e+0010.0%一+0.00000e+000DISPLACEMENT土體水平方向變形DxDX最大為74.6370m最小為2.33433m,DISPLACEMENTDX,m+7.46370e+0010.2%+6.55991e+0010.7%+5.65613e+0011.0%+4.75235e+0011.5%+3.84856e+001r-王EEEEE三0.00011.86223.72447.447rtr3.7%-3.38170e+0011.3%—-4.28548e+0010.9%—5.18926e+0010.6%—6.09305e+0010.2%—-6.99683e+001DISPLACEMENTDY,m土體豎直方向變形Dy最大為306.267m最小為2.44050m。DISPLACEMENTDY,m+1781466+00141.6%-2.44050e+0004.5%-2.26956e+0012.3%—-4.29507e+0012.3%q13-q13--2.04992e+0024.9%-2.25247e+0025.6%—2.45502e+0025.0%—2.65757e+002Rfl%———-2.86012e+0021"-3.06267e+002、基坑降水模擬1、工程概況場地位于長春市東部經(jīng)濟(jì)技術(shù)開發(fā)區(qū)賽的廣場東北角，場區(qū)地勢較為平坦，標(biāo)高在199.1—200.97，高差1.87米，開挖深度10米。經(jīng)本次勘察，據(jù)鉆深資料，標(biāo)準(zhǔn)貫入，靜力觸探原位測試，結(jié)合室內(nèi)土工試驗(yàn)成果綜合判定。場區(qū)內(nèi)地基土自上而下依次為：1、雜填土2m；2、淤泥質(zhì)粉質(zhì)粘土4m；3、粉質(zhì)粘土3m;4、粉質(zhì)粘土1.5m;5、粘土1m;6、粉質(zhì)粘土1.5m;7、粘土1.3m;8、粉質(zhì)粘土1.5m;9、全風(fēng)化泥巖10m。工程基坑深10米，采用樁錨支護(hù)，設(shè)置兩層錨桿，第一層錨桿長15m，錨固段9m；第二層錨桿長53m，錨固段44m。地面超載按q=10.5Kpa考慮，場地土層參數(shù)如圖所示，采用逐層開挖支撐力不變法對支護(hù)結(jié)構(gòu)進(jìn)行設(shè)計計算。降水工程位置為上面的工程基坑開挖的位置，降水前地下水位位于地表面，降水后地下水位為基坑開挖底部0.5m處，即地下10.5m的位置，地下水類型為潛水，采取的降水方法采用輕型井點(diǎn)降水。2、土層及結(jié)構(gòu)參數(shù)模型材料參數(shù)表屬性名稱單元類型彈模（Mpa）泊松比容重（Kn/m3）滲流系數(shù)（m/day）粘聚力（Kn/m2）內(nèi)摩擦角（°）雜填土1平面應(yīng)變80000.318.000.10.000.00粉質(zhì)粘土2平面應(yīng)變280000.319.400.116.0013.00粉質(zhì)粘土3平面應(yīng)變280000.319.500.120.0012.00粉質(zhì)粘土4平面應(yīng)變280000.319.700.125.0014.00粉質(zhì)平面280000.319.400.120.0014.00

粘土5應(yīng)變粉質(zhì)粘土6平面應(yīng)變280000.319.800.143.0018.00粉質(zhì)粘土7平面應(yīng)變280000.319.700.138.0020.00粉質(zhì)粘土8平面應(yīng)變280000.319.800.148.0018.00粘土9平面應(yīng)變280000.319.90.155.0019.00錨桿植入式桁架2000000000.378.50.1樁梁240000000.3250.13、模擬方法樁采用梁單元模擬，錨桿固定端采用植入式桁架模擬，開挖后土體采用鈍化單元模擬，不同降水階段的地下采用節(jié)點(diǎn)水頭模擬，滲流類型為穩(wěn)定流。4、幾何模型基坑豎向40m，橫向共240m。5、網(wǎng)格劃分采取自動劃分網(wǎng)格循環(huán)網(wǎng)格法，網(wǎng)格單元尺寸為2,共33個網(wǎng)格組3175個節(jié)點(diǎn)。6、邊界條件、6.5m、10.5m左右及底部均限制水平及豎向變形，水頭位置分別在開挖面下3.5m處、6.5m、10.5m7、計算結(jié)果REACTION邊界土體地基反力FX,kN最大為977.719KN最小為0.0364374KNREACTIONREACTION與FV,血最大為1600.86KN最小為0KN,REACTIONFY,kN0+1.60086e+00361.2%+1.50080e+00318.2%+1.40075e+00313.2%—+1.30070e+0035.8%iMfjJJJJJJIiiiiJffiMfjJJJJJJIiiiiJff/Jj1jJ{,[￡frIII.1.1.1.1.十rm?!EErrmmEmTTmErTTTTTHE0.00020.59841.19661.7950101LLhOLpL2+O.OOOOOe+OOOBEAMFORCE支護(hù)結(jié)構(gòu)水平力FxFx,kN,最大為1109.13KN最小為35.4041KNFx,kNE-3.54041e+0018.3%-1.02512e+0020.0%-1.69619e+0020.0%-2.36727e+0022.5%—■l_l,_■X-29.2%一-i-5.051586+0020.0%—-5.72266e+0020.0%....-6.39373e+0021.i'%-7.06481e+0021.7%___…-7.73589e+0020.00021.42442.84764.27135.694LUJ%-8.40696e+00236.7%-9.07804e+0022.5%—9.74912e+0022.5%-1.04202e+0031.7%-1.10913e+003iritt1vwBEAMFORCE支護(hù)結(jié)構(gòu)豎直方向力Fz巳同最大為722.303KN最小為1.42657KN，BEAMFORCE支護(hù)結(jié)構(gòu)水平方向彎矩MxMv,gE最大為993.976KN.m最小為0.232516KN.m日巳細(xì)FORCEFzBEAMFORCE支護(hù)結(jié)構(gòu)水平方向彎矩MxMv,gE最大為993.976KN.m最小為0.232516KN.m1+7.194506+0020.8%+6.29340e+0020.8%+5.392316+0020.0%+4.491216+0023.8%1J.□JU11UU^H:3%■--~r-?-J■tm：.——"~―:—+8.868306+00116.1%-1.42657e+00016.5%5361e+00110.5%-1.81646e+0028.0%-2.71755e+0020.00021.42442.84764.27185.6941-3.61865e+0023.8%-4.51974e+0020.0%—5.42084e+0020.8%—6.32193e+0020.8%-7.22303e+002

BtAMrurxutMy,kN*rnE+9.939