5 223 PLAXIS3D (2015) 30m 7 2 DB20-1~DB20-7DB21-1~DB m DB A~ R K 3 m =340m( R=350 m) 1 ~6 2 1 DK ~ DK (DK

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1 GeologicalScienceandTechnologyInformation Vol.37 No.5 Sep doi /j.cnki.dzkq [J] (5) ( ) 7 - Peck kN/m 2 30kN/m 2 ; ; ; P A (2018) [10] [11] ; FLAC3D [12] ; [1] [13] ; [2-5] ;Peck [6] Peck [14] ; 3 [7] Peck ; ;Bezuijen [8] 9.5 m ; [9] ; ( ); (Q ); (2014); (1979 ) zhouchunmei@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.

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.

2 5 223 PLAXIS3D (2015) 30m 7 2 DB20-1~DB20-7DB21-1~DB m DB A~ R K 3 m =340m( R=350 m) 1 ~6 2 1 DK ~ DK (DK ~ DK ) m( 0.815) m( 1.035) 0~13.4m 340 m ; - ; 2 - Fig.2 Sketchofmonitorfortunnel3Dsimulation - ; (1) DB DB20-4 DB20-1DB20-7 ;2 0 1 Fig.1 Engineeringgeologicalmapoftunnelcrosssection DB20-4 DB20-1DB20-7 Peck ;3-10 DB mm DB mm DB % -10 ;4 DB20-4 DB ~

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); (K ) S max (mm);x 558 (mm);i (m);v s K (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) mm R=23mv s= = m 2 z= DB % 15.6m φ =31 i=8.2 m (2) 60.4%69.3% S max=81.3 mm DB20 DB DB mm DB20 20~23m A B C D E F G H I J K E (E ) ;E 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.

4 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 DB m 18.7m 9 1 Table1 Thematerialparameterofsoil γ / (kn m -3 ) c/ kpa φ / ( ) E/ MPa υ d/m γ ;c ; φ ;E ;d 3 ;υ Table3 Simulateplatematerialparametersoftunnelmachine 2.1 γ/ d/m (kn m -2 ) 1 2 PLAXIS3D(2015) m mm 55.3 mm K 0 (K 0 ) ;2 ;3 ;4 ; Fig.6 Displacementnephogramofverticalsection 2 Table2 Theparameterofshieldconstruction / / / (kn m -2 ) (kn m -2 ) (kn m -2 ) E/(kN m -2 ) E/(kN m -2 ) kN/m 2

226 2018 Fig.10 10 Relationshipbetweengroutingpressureandsur- facesubsidence 7 Fig.

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.

5 Fig 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 kN/m 2 9 DB20 Fig.9 ChartofcomparemeasuredwithsimulatedofDB20row kN/m 2 Fig.11 Relationshipbetweenbalanceforceactingat ; tunnelfaceandsurfacesubsidence

6 kN/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 ) kN/m 2 x ;y kN/m kn/m 2 10kN/m 2 24kN/ m mm 28.9% 24kN/ 30kN/m 2 m kN/m kN/m 2 20kN/m 2 80kN/m mm DB mm 30 kn/m 2 140kN/m mm 31% 21.9 mm % 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 Fig.12 Relationshipbetweenaccumulativesubsidenceofdiferent groutingandbalanceforceactingattunnelface 13 DB21 Fig.13 ComparisonofDB21beforeandaftertheoptimization 3 (1)

7 Peck (2) (2) [7] (3) [9] 140kN/m (4) kN/m 2 [10] (3) [11] [D] [12] [8] BezuijenATalmonA MKaalbergFJetal.Field measure- [1] (1) [14]. [D] [2] [J].. [J] (10) (12) [3]. [J] (2) [4] KoyaamaY.Presentstatusandtechnologyofshieldtunneling methodinjapan[j].tunnelingandundergroundspacetech- nology200318(2/3) [5] Pkrk K H.Analyticalsolutionfortunneling-inducedground movementin clays [J].Tunnelingand Underground Space Technology200520(3) [6] Peck R B.Advantagesandlimitationsoftheobservational methodinappliedsoilmechanics[j].geotechnique [J]. mentofgroutpressuresduringtunnelingofthesophiarail tunnel[j].soilsandfoundations200444(1) [J].. [J] ( 1).. [J]. 2012(4) [13]. [J]. [15]. [J] (10) [16]. [J] (8) 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

99710b43ZW.PDF

99710b43ZW.PDF v = at s = 1 2 2 v = 2 π r a = v 2 = 4 π 2 r T r T 2 a 2 R = 2 R r g v 1 2 2 g = 9.8 r = 60R a = 9.8 = 0.0027 60 F = G Mm r 2 m