粘性土中桥墩基础局部冲刷计算方法对比分析-梁发云

41220143HYDＲOGEOLOGY＆ENGINEEＲINGGEOLOGYVol．41No．2Mar．2014梁发云1，2，王玉1，2，贾承岳1，2(1.同济大学岩土及地下工程教育部重点实验室，上海200092;2.同济大学地下建筑与工程系，上海200092)。《》“”SＲICOS-EFA。。。。EFATU473A1000-3665201402-0037-072013-06-152013-08-26411722462013CB0363041976-、、。[e-mail]1～3。、。101。。1。。1。196565－165－2《》4Ｒichardson2000HEC-181。。《》4“”SＲICOS-EFA5。。15。0.5～5Pa6。1000。SＲICOS-EFA。1.1。DOI:10.16030/j.cnki.issn.1000-3665.2014.02.021·38·2014《》4hpB1hpB1≥2.5hbhb=0.83kξB0.61I1.25LV1hpB1＜2.5hbhb=0.55kξB0.61h0.1pI1.0LV2hp———mkξ———B1———mIL———0.16～1.48V———m/s。1.2SＲICOS-EFA。。。Briaud72090SＲICOS-EFA。。1。2SＲICOS-EFAzτ。zmm/h1mmz=1t3t———1mmh。τMoody8τ=18fρV204f———Moodyρ———1000kg/m3V0———m/s。fＲe0ε/D。Ｒe0=VD/νν20℃10－6m2/sε/DεD。ε=0.5D50D500.5。SＲICOS-EFAD=4A/PAP。3τmaxNurtjahyo9、、、τmaxPaτmax=kwkshkspkθ×0.094ρV21logＲe－1[]105Ｒe=Va'νa'=acosθ+La×sin()θkw=1+16exp－4Ha'ksh=1.15+7exp－4L()a'kθ=1+1.5θ()900.57ksp=1+5exp－1.1S()a'Ｒe———a'———ma———mθ———kw———ksh———kθ———ksp———H———mS———mL———m。4z()iτmax。5ystBriaud10、、2·39·。Oh11Briaudys=2.2KwKshKLKspa'×2.6×Frpier－Frcpier0.76Kw=0.89H()a'0.33Ha'＜1.431.0{Ksp=2.9S()a'－0.91Sa'＜3.421.0{Frpier=Vg×槡a'Frcpier=Vcg×槡a'Vc=τcH13ρgn槡2ys———mkw———ksh———1.11.01.00.9ksp———kL———1.0Frpier———Va'Froudeg———Frcpier———Vcm/sFroudeτc———PaSＲICOS-EFAn———Manning。6t0t0yst0yst()0=t01zi+t0ys7FHWA1SＲICOS-EFA。22.112.1.12m6m7.89m1.4m/s0°13.96PaManning0.01848h48h6。11Fig．1Schematicplanviewofcase12.1.21SＲICOS-EFAaEFA2。2EFAFig．2ErosionfunctionofsoilbyEFAtestbθ=0°a'=acosθ+La×sin()θ=a=2.0mHa'=7.892=3.945＞1.43kw1.0ksh1.0kL1.0ksp1.0。FroudeFrpier=V槡g×a'=1.49.81×槡2=0.316Froude·40·2014Frcpier=Vcg×槡a'=τc×H1/3ρ×g×n槡2/g×槡a'=3.96×7.891/39.81×1000×0.018槡2/槡9.81×2=0.356ys=2.2KwKshKLKspa'×2.6×Frpier－Frcpier()0.7=2.2×1.0×1.0×1.0×1.0×2.0()×2.6×0.316－0.3560.7=2.58m=2580mmckwkw=1+16exp－4Ha'=1.0kspksp=1+5exp－1.1S()a'=1.00°kθkθ=1+1.5θ()900.57=1.0kshksh=1.15+7exp－4L()a'=1.15+7e－4.3=1.15Ｒe=Va'ν=1.4×210－6=2800000τmax=kwkshkspkθ×0.094ρV21logＲe－1[]10=1.0×1.15×1.0×1.0×0.094×1000×1.421log2800000－1[]10=11.676PadEFAτ=τmaxzi4.8mm/h3。3EFAFig．3Erosionfunctionandtheinitialerosionrateofpiere48hyst()0=t01zi+t0ys=4814.8+482580=211.5mm48h8.2%。2Kξ4B3。α=0°Kξ=0.98B1=L－()asinα+a()=6.0－2.0sin0°+2.0=2.0hpB1=7.892.0=3.945＞2.5hb=0.83KξB0.61I1.25LV=0.83×0.98×2.00.6×I1.25L×1.4=1.726I1.25LIL0.16～1.48。0.175～2.818m。2.1.3SＲICOS-EFA。。11.38SＲICOS-EFA。SＲICOS-EFA。2.222.2.1。1.22m18mN=318m5150m3.12m20°3.36m/s412。2·41·42Fig．4Schematicplanviewofcase22.2.21SＲICOS-EFAaEFA10m2N/m220m4N/m25。5abEFAFig．5EFAresultsforthefirstsoillayeraandthesecondsoillayerbba'a'=Lsinθ+acosθ=18×sin20°+1.22×cos20°=7.3mHa'=3.127.3=0.43＜1.43Kw=0.89H()a'0.33=0.89×3.12()7.30.33=0.672Ksh=1.1KL=1.0。Sa'=187.3=2.466＜3.42Ksp=2.9S()a'－0.91=2.9×2.466－0.91=1.27Ｒe=Va'ν=3.36×7.310－6=2.45×107ys=0.18KwKspKLKshＲe0.635=0.18×0.672×1.27×1.0×1.1×2.45×1070.635=8.317m=8317mm。ckwkw=1+16exp－4Ha'=1+16e－4×3.127.3=3.9kshksh=1.15+7exp－4L()a'=1.15+7e－4181.22=1.15kθkθ=1+1.5θ()900.57=1+1.520()900.57=1.636kspksp=1+5exp－1.1S()a'=1+5e－1.1187.3=1.33τmax=kwkshkspkθ×0.094ρV21logＲe－1[]10=3.9×1.15×1.33×1.636×0.094×1000×3.3621log2.45×10()7－1[]10=365.8PaEFAτ=τmaxzi7t0yst()0。2。Kξ4B5。α=20°Kξ=1.12·42·2014B1=a'=Lsinθ+acosθ=18×sin20°+1.22×cos20°=7.3mhpB1=3.127.3=0.427＜2.5hb=0.55KξB0.61h0.1PI1.0LV=0.55×1.12×7.30.6×3.120.1×I1.0L×3.36=7.644ILIL0.16～1.48。1.223～11.313m。2.2.31SＲICOS-EFA0.955。。31。B1。2ILSＲICOS-EFA。3SＲICOS-EFAFroude、。4。。SＲICOS-EFA。1ArnesonLAZevenbergenLWLagassePFetal．EvaluatingscouratbridgeFifthEditionＲ．USDepartmentofTransportationFHWAApril2012．2WardhanaKHadiprionoFC．AnalysisofrecentbridgefailureintheUnitedStatesJ．JournalofPerformanceofConstructedFacilitiesASCE2003173144－150．3MelvilleBWColemanSE．BridgeScourM．WaterＲesourcesPublicationsColoradoUSA2000．4JTGC30—2002S．2002．JTGC30—2002HydrologicalSpecificationsforSurveyandDesignofHighwayEngineeringS．BeijingChinaCommunicationPress2002．inChinese5BriaudJLChenHCChangKAetal．SummaryＲeportoftheSＲICOS-EFAMethodＲ．TexasA＆MUniversity2011．6LiangFYBennettCＲParsonsＲLetal．AliteraturereviewonbehaviorofscouredpilesunderbridgesC//Inthe2009InternationalFoundationCongressandEquipmentExpoOrlandoGSP186ASCE2009482－489．7BriaudJLTingFCKChenHCetal．ErosionfunctionapparatusforscourratepredictionsJ．JournalofGeotechnicalandEnvironmentalEngineeringASCE20011272105－113．8MoodyLF．FrictionfactorsforpipeflowJ．TransactionoftheAmericanSocietyofCivilEngineers1944668671－684．9Nurtjahyo．ChimeraＲNASsimulationsofpierscourandcontractionscourincohesivesoilsD．TXTexasA＆MUniversityCollegeStation2003．10BriaudJLChenHCLiYetal．SＲICOS-EFAMethodforComplexPiersinFine-GrainedSoilsJ．JournalofGeotechnicalandGeoenvironmentalEngineering2004130111180－1191．11OHSJ．ExperimentalstudyofbridgescourincohesivesoilD．TXTexasA＆MUniversityCollegeStation2009．2·43·12BriaudJLChenHCLiYetal．Complexpierscourandcontractionscourincohesivesoils．NCHＲPＲep．No．24－15Ｒ．TransportationＲesearchBoardNationalＲesearchCouncil2003．AnalysisofthecalculationmethodsoflocalscourdeptharoundbridgepierinclaysLIANGFa-yun12WANGYu12JIACheng-yue121.KeyLaboratoryofGeotechnicalandUndergroundEngineeringoftheMinistryofEducationTongjiUniversityShang