37 5 2018 9 GeologicalScienceandTechnologyInformation Vol.37 No.5 Sep. 2018 doi10.19509/j.cnki.dzkq.2018.0530. [J]. 201837(5)222-228. ( 430073) 7 - Peck 10 140kN/m 2 30kN/m 2 ; ; ; P642.26 A 1000-7849(2018)05-0222-07 [10] [11] ; FLAC3D [12] ; [1] [13] ; [2-5] ;Peck [6] Peck [14] ; 3 [7] Peck ; ;Bezuijen [8] 9.5 m ; [9] ; 2017-10-17 (41002112); (Q20151511); (2014); (1979 ) E-mailzhouchunmei@163.com
5 223 PLAXIS3D (2015) 30m 7 2 DB20-1~DB20-7DB21-1~DB21-7 1 5m DB20 7-11 A~ R K 3 m =340m( R=350 m) 1 ~6 2 1 DK10+013.094~ DK11+ 499.400 (DK10 + 013.087 ~ DK11 + 499.400) 1485.491 m( 0.815) 1487.348 m( 1.035) 0~13.4m 340 m 25.3 1.1 ; - ; 2 - Fig.2 Sketchofmonitorfortunnel3Dsimulation - ; - 1.3 (1) 1.3.1 1.2 3 DB20 1 10 7 DB20-4 DB20-1DB20-7 ;2 0 1 Fig.1 Engineeringgeologicalmapoftunnelcrosssection DB20-4 DB20-1DB20-7 Peck ;3-10 DB20-4 89.5mm DB20-7 11.3mm -5-10 DB20-4 38% -10 ;4 DB20-4 DB20-7 20~
224 2018 3 DB20 Fig.3 AccumulativesubsidencecurvesofDB20row 23m Peck [6] ( ) S(x) =S max exp - x2 (1) 2 2 i S max = vs 槡 2 π i vs 2.5 i (2) S(x) (mm); 3 549 (K ) S max (mm);x 558 (mm);i (m);v s K 10 555 (m 2 ) 4 G A G z G H I J K i= 2π tg ( 45 - 槡 2 φ ) A G H K φ ( );z H K (m) 39.435.432.327.5mm R=23mv s=3.14 23 2 =1661.06m 2 z= DB20-4 55.9% 15.6m φ =31 i=8.2 m (2) 60.4%69.3% S max=81.3 mm DB20 DB21 4-5 -10 3 DB20-5 -10 21.9mm DB20 20~23m 1.3.2 A B C D E F G H I J K 529531533535537 539541543545547549 537 E 5 1 537(E ) ;E 2 540 G G G 5 Fig.5 Accumulativesubsidencecurvesofverticalsection 2 Fig.4 4 DB21 AccumulativesubsidencecurvesofDB21row
5 225 PLAXIS3D(2015) 7 Mo- hr-coulomb 7 8 x 25my 80mz 45m( 23 m 2) 25m 1 1.5m 25 m 3.10m 2.75m; DB20-5 DB20 12.5m 18.7m 9 1 Table1 Thematerialparameterofsoil γ / (kn m -3 ) c/ kpa φ / ( ) E/ MPa υ d/m 18.3 8 18 5 0.3 2.58 18.8 18 11 6.5 0.35 5.72 19.2 0 31 17 0.3 13.28 19.3 0 34 21 0.3 11.90 19.5 0 37 24 0.3 8.40 21.0 230 3512000 0.3 3.12 27.0 - - 31000 0.1 0.35 γ ;c ; φ ;E ;d 3 ;υ Table3 Simulateplatematerialparametersoftunnelmachine 2.1 γ/ d/m (kn m -2 ) 1 2 PLAXIS3D(2015) 3 6 9 m 4 2.3.1 58.5mm 55.3 mm 2.2 1 K 0 (K 0 ) ;2 ;3 ;4 ;5 2.3 1 2 3 6 6 6 Fig.6 Displacementnephogramofverticalsection 2 Table2 Theparameterofshieldconstruction / / / (kn m -2 ) (kn m -2 ) (kn m -2 ) 0.35 120 10 635.4 60 E/(kN m -2 ) E/(kN m -2 ) 2.3 107 0 11.5 10 6 60kN/m 2
226 2018 Fig.10 10 Relationshipbetweengroutingpressureandsur- facesubsidence 7 Fig.7 Displacementnephogramofcrosssection 8 Fig.8 Nephogramofsurfaceinfluencearea 140kN/m 2 [15] y =-0.075x+62.9 (60 x <140) (3) { y =52.9 (x 140 ) x ;y 10 60kN/m 2 140kN/m 2 5.6mm 13.5% 140 kn/m 2 140kN/m 2 240kN/m 2 0.3mm 0.1% 140kN/m 2 2.3.2 11 11 10kN/m 2 9 DB20 Fig.9 ChartofcomparemeasuredwithsimulatedofDB20row 2 10 11 10 140kN/m 2 Fig.11 Relationshipbetweenbalanceforceactingat ; tunnelfaceandsurfacesubsidence
5 227 24kN/m 2 ;P P k ;b ; 24kN/ ; m 2 x ;y 30kN/m 2 140kN/m 2 [16] y =-1.22x+70.2 (10 x <24) (4) { y =41.6 (x 24 ) 60100140kN/m 2 x ;y 242630kN/m 2 140 kn/m 2 10kN/m 2 24kN/ m 2 16.9 mm 28.9% 24kN/ 30kN/m 2 m 2 10 30kN/m 2 11 140kN/m 2 20kN/m 2 80kN/m 2 36.1 mm 2.3.3 DB21 13 52.3 mm 30 kn/m 2 140kN/m 2 12 36.1mm 31% 21.9 mm 12 24 58.1% kn/m 2 烄 y =kx +b (10 x <24) y =41.6 (x 24P =60) 烅 (5) y =38.5 (x 26P =100) 烆 y =35.9 (x 30P 140 ) k -1.0-1.3 12 Fig.12 Relationshipbetweenaccumulativesubsidenceofdiferent groutingandbalanceforceactingattunnelface 13 DB21 Fig.13 ComparisonofDB21beforeandaftertheoptimization 3 (1)
228 2018 10 Peck (2)171-187. (2) [7] 200028(3)277-281. [9] 140kN/m 2 201021(4)50-53. 30kN/m 2 [10] (3) 273-277. [11] [D]. 2012. [12] [8] BezuijenATalmonA MKaalbergFJetal.Field measure- [1]. 201333(1)78-83. [14]. [D]. 2013. [2] [J].. [J]. 201335(10)1830-1838. 200728(12)2634-2638. [3]. [J]. 201029(2)417-422. [4] KoyaamaY.Presentstatusandtechnologyofshieldtunneling methodinjapan[j].tunnelingandundergroundspacetech- nology200318(2/3)145-159. [5] Pkrk K H.Analyticalsolutionfortunneling-inducedground movementin clays [J].Tunnelingand Underground Space Technology200520(3)249-261. [6] Peck R B.Advantagesandlimitationsoftheobservational methodinappliedsoilmechanics[j].geotechnique196919. [J]. mentofgroutpressuresduringtunnelingofthesophiarail tunnel[j].soilsandfoundations200444(1)39-48.. [J].. [J]. 201133( 1).. [J]. 2012(4)65-68. [13]. [J]. [15]. [J]. 200931(10)108-109. [16]. [J]. 200322(8)1297-1301. GroundSurfaceSubsidenceLawandOptimizationDesignof ConstructionParametersfortheShieldPassing throughthefinesandlayerin Wuhan ZhouChunmeiWangYongChengYue (SchoolofCivilEngineeringArchitectureWuhanInstituteofTechnologyWuhan430073China) AbstractInordertostudytheinfluenceofshieldexcavatedfinesandlayeronsurfacesubsidencethelaw ofsurfacesubsidenceinexcavatingfinesandlayerwasanalysedbasedonshieldconstruction monitoring from HongkongRoadStationtoSanyangRoadStationofMetroLine7in WuhanCity.Theoptimizedde- signofconstructionparameterswerestudiedby3dnumericalsimulation.theresultsshowthatthemaxi- mumlocationofthesurfacesubsidencewasattheshieldtailwithin10ringsfromthemonitoringpointand inthefrontexcavationface.theefectofoptimizingbalanceforceactingatthetunnelfaceisgreaterthan optimizingthegroutingpressure.ifbothofthemarereasonablyoptimizedthatwouldbeusefulforthe controlingofthesurfacesubsidence.thebestgroutingpressure140kn/m 2 andthebalanceforceactingat thetunnelfaceis30kn/m 2 whenshieldpassingthroughthefinesandlayer. Keywordsshield;surfacesubsidence;balanceforceactingattunnelface;groutingpressure;finesandlay- er