Model Test and Numerical Simulation of Penetration Process of Sleeve for Cast-in-Place Piles Driven by Vibratory Hammers
全文
(2) ! " # $ % & & '. 706. ,. diameter and saturation have significant effects on the soil plugging effect.. ( 52 ). : sleeve for castinplace pile;vibratory driving;model test;numerical simulation; extruding effect;soil plugging effect ¿ÀQ\]^_ÏDYZ[ÐÑpÒÓÔÕ, M3dóQ. YZ[\]^_`aÉpqHrsÖ×pØ YZ[\]Á¦(*、]«(e,F][W¡ Ù×ÙÚÛÜÝZ. Þ¡:\]`anop TUpf, gv}DsE~xyz{Ep3[h [ ] [ ] ;YZ[\]^_`abIw\]« Ýi }DßàÐáâ[¬ãä[ßåà ;\]^_ `a±@pxyz{Eævçlè±@²é FD¬jp®¯°Fkà, v\]¨Dptu [ ] ; E+ìű@TU, ]¨D»¼m½¾EpµM,F\ v¹A!p>?lm [ ] ]pêëaìí°ÇÝ . ,n. Fo¡Ê~ËDÌ2~ÎËÌ2wKû î[bIw, }DsE~xyz{Ep ppYZ[\]^_`acdef, MNm\]^ [ ] z|B}DsE~D ÁïðqHrspñò. Wang ó ôõö÷] _`abIwxyz{E、 [ÞøefKõ, MNmxyz{EùL~ãú Ip ; 0qvcdefrc xy MNmYZ[\]^_`abIw\]¨p rDsEpLF¦B¢£pÝû, h, [ ] z{E¿¦B¢£*üývKdþÿ;Lee ó 2 D¸rs. ª|!s"x#$u%, &'m()*+, 1 CDVW - D ¬ } D s E ~ x y z { E p . N /;Xu [ ] 1. 1 CDXY ó )b][^_`a01DÌ2ef,>?m cdrstC 1 m (u )× 1m (v )× 1. 2 m ][`abIw[2D¬}DsEp ; [ ] Xing ó ef>?3Þ,][ö÷`aà 5 ~ 8 m (Í),wx 1 yz. Cÿ { D ¬ F c d r ¨ « ½ É, ¦B}DsE4ÃùL,5À¦B¢£67ÿ |, ÈÉ}~cdr,¡cdr¨«} 8; ÈÉ)b9,][2Dwxyz{Ep , cdr µz, ѪËDz. c , dr µ 10 cm ]~DH. 3Þxyz{E5À¦B¢£67:;,<Ë [ ] Dp:;=>ª1D;Yi ó ?Ñ ABAQUS @A0Bch[C`a1Dw, ²ÈDEFGcd v`a¾E~xyz{Ep, HKLMN F£¤Ief(. â$×,î]b [] IDrsØJÃmKL>?;Randolph ó n a“rDÍ ”MN,ôõOE|PQBl m R Ñ ª M N D ¾ E p | P A I;Nicola [] ó )b£¤Ief,>?mî[ASvDì Liyanapathirana ó [ ]lö÷î[bI Åp; >?][î[bIwD p@Acd, [] I©³QÄBµMbÂ;Henke ó >?3Þ, ?Ñö÷î[É][¨µD¬z|sE TU&Í, ¶D;?Ñ^_î[É][¨µD ¬z | s E V ' Þ T ,D r s ² W ¡; x 1 cdefû Thongmunee ó [ ]XÑKLchFefÇYp Fig. 1 Layout of model test device AS,M N m D » Z E 3 [ p E + I \;Xing [] ó >?,][ö÷`abIw]¨DÍ \]`aû©d^_I、 ~ [ ] ¿]«]ÿ8^*;Holeyman ó &'m \ ] ¶. d ^ _ I * ^ _ C K_`aD¬¾bp^_[c½¾E.N4/; 50 Hz, *^EC 1 300 N. )bê [ ] Tan ó ef3Þ,][O{`abID©µ ^_I'p^_~^_E, ef Key words. 1. 1617. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 7. 14. 15.
(3) ,:. (4 *. 707. +,- . /0123456789:;<=>?@:A. 、. MC 20 25 Hz ~ 30 Hz. \]Á¦MC 0. 05 0. 08 m ~ 0. 11 m « ] C 0. 3 cm u C. 、. ,. , 1. 5 m. Kõ? û©、Kõ? 、¡~ K¢£I¶. Kõ? C HPXY16A ¤K¥¦ , Ѫ? D{~x{p'§ ¨. ef?Ѿs/. 1. 2 CDZ[. ,. efÑË?Ñ©)ªË «¬®¯°±w x 2 yz «²²³ûK C u = 3. 5 °ûK C c =. , , 0. 88 , C® ¯ ² é p ² ´ ª Ë. Ë D í ρ = 1. 92 g / cm , ¨½|µ φ = 28°.. x 4 DÍp,ºz¹x Fig. 4 Measurement of the height of soil plug. 2 CD^_EP`. 3. ,. . . . 2. 1 abcd x 5 C²È`aÉ ¢\]w¤ 0. 1 m Î xyz{E~z|B}DsE¿p· ¸ xw f C^_ D C\]¦ H C\]`. . , :. . a.. ;. () :. ©x 5 a êÏ 1 Ð\]`aÃÑ¶É Ò. . (). . . ,. ;. ,. Îxyz{EÓÔ* 4ÃùL \]`a. . . . . . . . x 2 efËp¬®¯°± Fig. 2 Particlesize distribution curves of test sand. 1. 3 CD\] x 3 C¶·¸z¹x. x 4 CDÍ. ,. , ½¢¾¡\]c, À½¢ÑªÁÂÃ; 0q, HK ¢Ä£IÅL, v\]`abIw¿½¢vspÆ ±~ËD!ÃÇpƱpÈÄ; q, )bɾÊ,¥¦²ÈÉjËvsp`a. p,ºz¹x. »¼ Hi½¢¾¡\]¨c ¿. ~DÍ.. (a)|!x Fig. 3 . ;. (b)Ì!x x 3 ¶(Íß:cm) Arrangement plan of sensors (unit:cm). , ; , (2)VÖ_D-(`aÕD-)px yz{E¿`a67×Ø, ýT*Ù Ö_D- (`aãD- )pxyz{ Ú; E¿`a^Û=ÿ8. ÐÖ_D-±@p xyz{EbD¬ÜÝñÉ,D¬Þß, ¶àá)n,âüÖ_D-pxyz{EÛ= :;. (3)²ÈD-Îpxyz{EùL² , È D-Ù*xyz{EùLÙ*,gã \]^_`anopxyz{E²äF¦B¢ £Ý, ØFD-ÇÝ. ©x 5 (b)êÏ: (1)Ð\]`aÃѶÉ,Ò Îz|B}DsE4ÃùL; \]`aãµ ß, z|B}DsE¿D-^*;¡\ ]`aÕµß, z|B}DsE¿D- ^ÿ8. (2)VÖ_D-(`aÕD-)pz| B}DsE¿`a^67*; Ö_D(`aãD-)pz|B}DsE¿`a ^Û=ÿ8. (3)z|B}DsEpF\]`a ãµß xyz{E¿D-^ * ¡\]`aÕµß xyz{E¿D -^ÿ8..
(4) ! " # $ % & & '. 708. ,. ,. í°ÇÝ ¿À\]`ap 5D- pz|B}DsEùL2FýÞ67*ÙÚ. \ ]`anopz|B}DsEFåãä{E. ( 52 ). ,. ,. í°ÇÝ Ù*z|B}DsEÙ* \ ]`abIwz|B}DsE67©æ-Bç.. (a)xyz{E x 5 . (b)z|B}DsE ²È`aÉxyz{E、 z|B}DsE¿(¢\]w¤ 0. 1 m Î) Fig. 5 Distributions of excess pore pressure and radial extruding stress along depth at a radial distance of 0. l m varying with penetration depths. ,. ;. x 6 C²È^_É ¢\]w¤ 0. 1 m Î. z{E~z|B}DsE¿D-^ÿ8. xyz { E ~ z | B } D s E ¿ p ·¸.. z|B}DsEë^_(8 ^ÈK Îpxyz{E¿^_*^TU*.. èx 6 wêé'. :. ,. ,. , , yî^_ K(*xyz{Eî`a(D-, ÉjÇsu, ï^_nopxyz{Eê 3@:;^yðì;w^_öp^_(Í, ïxyz{EÛ=*, êâüÊ~ËDp_ Xª\]`a. ñÓÔÕð, MN w^_öp^_(ì noí. ²È^_É}Drs¿ Ç ê Ð\]`ah 0. 6 m ÎÉ ÒÎxyz {E~z|B}DsE²4ÃùL ¡ 0. 6 m . ,. ,. ;. ãµß xyz{E~z|B}DsE¿D^* ¡ 0. 6 m Õµß xy. ;. ,. (a)xyz{E x 6 . (b)z|B}DsE ²È^_Éxyz{E、 z|B}DsE¿(¢\]w¤ 0. 1 m Î) Fig. 6 Distributions of excess pore pressure and radial extruding stress along depth at a radial distance of 0. 1 m varying with vibration frequencies. , èx 7 wêé': ²È]¦É}Drs¿ Çê, Ð \]`ah 0. 6 m ÎÉ, ÒÎxyz{E~ z|B}DsE²4ÃùL; ¡ 0. 6 m ãµ. x 7 C²È]¦É ¢\]w¤ 0. 1 m Îx yz{E~z|B}DsE¿p·¸.. ,. ß xyz{E~z|B}DsE¿D- ^* ¡ 0. 6 m Õµß xyz{E. ;. ,. ;. ~z|B}DsE¿D-^ÿ8 xy z{E~z|B}DsE/0Ì¿]¦*ý T*ÙÚ. gñ©ª]¦Ù* ]¨}'p. ,. D¬Ùò }DrsÙT.. ,.
(5) ,:. (4 *. 709. +,- . /0123456789:;<=>?@:A. (a)xyz{E x 7 . (b)z|B}DsE ²È]¦Éxyz{E、 z|B}DsE¿(¢\]w¤ 0. 1 m Î) Fig. 7 Distributions of excess pore pressure and radial extruding stress along depth at a radial distance of 0. 1 m with varying sleeve diameters. x 8 C 0. 6 m Îxyz{E~z|B }DsE5¦B¢£. ©x 8 êÏ. :. ,. £C 6D xyz{E~z|B}Ds E5À¦B¢£upóÿò. gã\] ^_`abIw}Drsp w¡. ,. ¡¦B¢£ 6D ¨ xyz{E~z|. ;. B}DsE5¦B¢£pó(* ¡¦B¢. ¢£\]w¤¥¦C 6D p¨. ©x 8 a êÏ. () :. . . . .
(6)
(7)
(8) . . . .
(9)
(10)
(11)
(12)
(13)
(14) . . . . .
(15)
(16) . . .
(17)
(18)
(19) .
(20)
(21) .
(22)
(23)
(24)
(25)
(26)
(27) . . . . . . . . . . . . . . . (a)xyz{E. (b)z|B}DsE xyz{E、 z|B}DsE5¦B¢£M( 0. 6 m Î). x 8 Fig. 8 Distributions of excess pore pressure and radial extruding stress along radial distance at a depth of 0. 6 m. , ; ;. , ,. ¡ 0. 6 m Î Ð\]`a 0. 2 m É D¬ V±@xyz{E Ð\]`a 0. 4 m É ÒÎ xyz{Eô Ð\]`a 0. 6 m É Ò. ;. ,. Îxyz{EÛ= Ð\]`a 0. 8 m É ÒÎxyz{E:;^ðì.. z|B}DsE¿.. ,. () : , , , ; äë/isEõÑ V±@z|B}DsE Ð\ ]`a 0. 4 m É, ÒÎz|B}DsEô; Ð\]`a 0. 6 m É, ÒÎz|B}DsEÛ= ; Ð\]`a 0. 8 m É,Ò Î z | B } D s E ÿ8. x 9 C²ÈËDÌ2É, ¢\]w¤ 0. 1 m Î ©x 8 b êÏ ¡ 0. 6 m Î Ð\]`a 0. 2 m É D¬. x 9 ²ÈËDÌ2Éz|B}DsE¿ ¢\]w¤ 0. 1 m Î Fig. 9 Distributions of radial extruding stress along depth at a radial distance of 0. 1 m with varying sand foundations. (. ).
(28) ! " # $ % & & '. 710. :. ,. ©ªÊ~Ëwxyz{EpW¡ «z|B}. ;. DsEÇ(ªÎËwpz|B}DsE* Ð\]. , , * xyz{Eu=T*;¿À\]ö ÷`a, xyz{E:;,Ê~ËDwz|B} Ãâ9,ËÉ Ê~Ëwpz|B}DsEÛ=. DsE67ÃâÎËwpz|B}DsE. 2. 2 befe@g. (). DIKø?ÑDu Q ×ù [18] ú . Òû©LüC. ðì.. ,. 19. (a)²È]¦É . .
(29) . .
(30)
(31) . . (1) h CDÍ; /w: dh / dH C\]`aKýÍßu, D Ípº. Q KøΪ 0 ~ 1 Xj; Ð Q = 0 ÉãDÎ ª³QI,þÿ!D¬ö÷a]¨;Ð Q = 1 ÉãDΪ³QÄI,DÍ ºF\]`aºÇó. x 10 C²È]¦、 ²È^_、 ²ÈËDÌ . 2ÉDÍ¿`ap ©x 10 (a)êÏ: (1)DÍ¿`ap°±¡DæµÉ( w, ¿`ap, £;ìÙ*. ã¿À`ap, ]¦vDÍp <DÍF]¦¶"ÇÝÝû. Ù×Ù*, (2)\]`abIw#$ñµM%&,'D Í h 8ª`a H, D()4óQp I(Q = 0 ). (3)Q ¿À]¦*^67*. MN*C, ¿À]¦*, ]¨DëÃ]«p+,ÿò,D ^_í-ðì,âüDIðì,' Q L*; Ð]¦Ùª./*É,\]ê0CK1 2, ¹ÉDΪ³QÄÅÆ. ©x 10 (b)êÏ: (1)\]`abIw Q L#$*ª 0,DÎ ªÄ³QI. \]`aæµD-É,Q L( Q L8. *, ¿À\]`a(D-É, (2)Ð`a8ª 0. 2 m É,3^_Õ pDÍÄ4Ãâ. Ð`a*ª 0. 2 m É, DÍ¿^_*^*, ^_Ù* ¹É,^_v Q p² DÍÙÃâ, T. ©¹êÏ, ^_vDIpW [] ¡K56L, F Rodger ó pefÇ7. ©x 10 (c)êÏ:. 21. . ). 20.
(32)
(33)
(34)
(35) . . . . . . . . . . . . . (b)²È^_É . . .
(36) . . . (. Q = dh / dH × 100%. (1)\]`abIwD#$ΪijQ YZ[\]^_`abIw, \ I. MN*C, [ ] ]H^_8Zçª2D¬ . D¬¡®¯ D¬ñ~9Eðì,âüDΪ °õÑÕ, [] ²³QI . (2)Ê~ËDwp Q LÇvªÎËp*,g ñ©ª\]¡Ê~ËDw`aɱ@pxyz âüDI {Eðìm\]FDp½¾E,. . èx 9 wêé'. ( 52 ). . . . . . . . (c)²ÈËDÌ2É x 10 DÍ¿`a Fig. 10 Variations of soil plug length with penetration depth. Paik ó [18])b][O{`aËDpcdef. , (). (. ). ,. 3Þ Q FD P = h / H ý±ìÝû &'w / 2 p:f;/..
(37) ,:. (4 *. 711. +,- . /0123456789:;<=>?@:A. (2) :b<u3efQBÕ\]p`a、 D ÍóefKõ,Q F P 2 F ý Þ ± ì Ý û (= x 11 ), ?ѱìhY, «Ýû/C Q = 1. 74P - 0. 72. (3) [ ] )bF Paik ó ][`aËDwpef (3Þ,Ð P LÇÈÉ,\]^_`aËDw p Q L*ª][O{`aËDpef. ©¹ êÏ, ^_î[bIwDIO{î[p Q = 1. 09P - 0. 22.. 18. ; ( ). ;. ^_ f = 20 Hz _E8ZóL F c = 1 300 N ^E F d = F0 + F c sin 2 πft .. ,. XYIuìÅ>? cdÌ2?Ѳ´D - D¬@AµM?Ñ MohrCoulomb Z[ìc d. ©ªËìD\zìñ x{:;=> KLc. ,. ,. ,. ,. h²`axyz{EpFG X¹?ÑrsE û©MN ]¬VK= 1.. ,. DIì.. (a)AO 1 x 11 P F Q pÝû Fig. 11 Relationship between P and Q. 3 FGAH. (b)AO 2. 3. 1 hijAB 3. 1. 1 >!cd. x 12 @Acd Fig. 12 Finite element model. ?Ñ ABAQUS / Explicit lYZ[\]^_ `aQbIpKLMNcd. ©ª\]`abIw. k 1 blmF Tab. 1 Parameters of soils. ,. 2D¬±@Tp}Dßà D¬ÍA?@Í A° âüBC²D*. C.E\]2D¬*. , \]Hâ 0. 1 m ¨pD¬ÍA?Ñÿ FG, [] ¹Ý@IÒJÝ (ALE )/Rs?@KMLM . ôõcdTNQB²È,lÀ_AOp>!c d, wx 12 yz. TNMÀ_QB,AO 1 ?Ñ_ E¾bPQTN;AO 2 ?Ñ.@Ach,.@A ?Ñ 8 Ë-¬.@AÍA CIN3D8 ,>?tu cdefTNQBp. \]u L = 1 m, ¦ D = 0. 05 m. \]2C u 1 m、 v 1 m、 1. 2 m pDA,¡MNfRT Nã¶ßà+,QB. D¬?Ñ 8 Ë-¬ÿS ×MÍA C3D8R,\]?Ñ£;T¬ÍA R3D4. `aÃcdpvUì, l 1 / 4 pcd. 3. 1. 2 8ZgBCVK ?ÑEW\ch\]^_`ap^E, MN VKFtucdefKü, ': OÆ8Z F = 200 N; 22. 0. DE. ^0i / kN m - 3. cº. _` ν. ËD. 19. 2. 20. 0. 28. ( · ) / MPa. 1aE ¨½ / kPa |µ / °. 3. 2 ^_P` 3. 2. 1 KLFefv. (). 0. 28. ,. x 13 C¢£\]w¤ 0. 1 m Î z|B}D sE5MpBCFefv.. :. ©x 13 êÏ 1 KLBCz|B}DsEÙÚØñ-. (). ,. D¬~-D¬pz|B}DsE(8 \]´µ. ,. z|B}DsE* Fcdef-,p 2FKü.. (2)AO 1 BCLÇ(ªAO 2 BCLb8.. tucdefTNQBc¶dev ²(T.. ,. x 14 C 0. 6 m Î z|B}DsE5¦.
(38) ! " # $ % & & '. 712. B¢£MpBCFefv. ©x 14 êÏ.
(39) . . . . : (1)KLBCz|B}DsE¿¦B¢£ Fcdef(CÇâ. ýûKdþÿ, (2)¡¦B¢£ 4D ¨,BCFef. ( 52 ). . . (fY.. . . .
(40) . . . . . .
(41). x 15 DÍ¿`ap Fig. 15 Comparison of calculated and measured values of soil plug length with the penetration depth. x 13 BCFefv ¢\]w¤ 0. 1 m Î Fig. 13 Comparison of calculated and measured values of radial extruding stresses at a radial distance of 0. 1 m. (. ).
(42) . . .
(43) . . . . . . x 16 D µD¬hBßàóL± Fig. 16 Vertical displacement isoline of soil plug. . . (2)¿À\]ö÷`a,¨c½¾E*,â ükâ\]¨«pDîð(*,±@·ßà ¸, '\]w¤µMpDloº²ñ*. Nicola [ ] ó )bef3Þ,][O{`abIw]´Î D¶m¸. ²Èpñ,\]Í^_`ab Iw, \]ÕîÉ\]«nÖ]«2D¬Õî, \]ÉIÉ\]«nÖ]«2D¬ão. \]w ¤µMpD¬ë]«nÖrs(ò, ¡\]Í^ _õÑÕ±@îð,«loºÇv2D¬(8. ¿À]¦, \]´µp·ßà¸Ùª|g, gñ©ª]¦*D¸rsÿò. (3)`a 6 m ÎpD µhBßàÇ (ª`a 0. 5 m ÎD µhBßà*. ã ¿`a, D¸rs67ñ. x 17 CD µD¬sEóL!. ©x 17 êÏ: \]`a 0. 5 m É, D µD¬sEóL !2Fý|!M,V±@TUpD¸Þi;¿À \]ö÷`a, \]´µD¬JÙ×Ùí-,± ; @·sE¸ ¡¢£]´KL¨psE¸ . . .
(44) . . . . . 10. x 14 BCFefv 0. 6 m Î Fig. 14 Comparison of calculated and measured values of radial extruding stresses at a depth of 0. 6 m. (. ). x 15 CDÍ¿`ap. ©x 15 êÏ KLBCFef. :. , , u=(>; Ð\]`ah-D¬É,DÍ. Çê \]¡æ-D¬w`aÉ DÍ u=g. 3. 2. 2 D¸rs x 16 CD µD¬hBßàóL±.. :. ©x 16 êÏ 1 \]`a 0. 5 m É D µD¬hBß. , () àóL±pD¸Þi²T, gñ©ª\]`a j#, \]«HâD¬ë½¾Eõѱ@¯°ß à, ^\]¨D¬V'Þ(*pBÕßà..
(45) (4 *. , []. ,:. 713. +,- . /0123456789:;<=>?@:A. ,. CTU ¹ºD»¼m¨c½¾EpµM Fop 23 2F7Y 'ÃÇsE w¡]. ,. 11911210.. [2] OSINOV V.. Application of a highcycle accumulation. model to the analysis of soil liquefaction around a. ´µÕA.. []. , , ( ):. vibrating pile toe J . Acta Geotechnica 2013 8 6 675684.. [3] IGOE D J P,GAVIN K G,O 'KELLY B C. Shaft capacity of openended piles in sand[J]. Journal of Geotechnical and Geoenvironmental Engineering,2011 , 137 (10 ):903913. [4] WANG J H,LIANG N,CHEN C H. Ground response during pile driving[J]. Journal of Geotechnical and Geoenvironmental Engineering,2001 ,127 (11 ):939 949.. x 17 D µD¬sEóL! Fig. 17 Principal stress isosurface of soil plug. [5] LEE F,JUNEJA A,TAN T.. Stress and pore pressure. changes due to sand compaction pile installation in soft. [] , , ( ):116. [6] XU X,LIU H,LEHANE B M. Pipe pile installation effects in soft clay[J]. Geotechnical Engineering, 2006 ,159 (4 ):285296. [7] XING H F,ZHAO H W,YE G B,et al. Effect of clay J . Géotechnique 2004 54 1. 4 ^ n. :. )befMNJÃwÕ% 1 ¿ÀYZ[\]`ap 5D-. () , pz|B}DsEùL2FýÞ67*p ÙÚ; z|B}DsEp w¡¢£ driving long prestressed highstrength concrete pipe piles in alluvium and its mechanical behavior[J]. \]w¤¥¦C 6 §]¦p¨; z|B}Ds Bulletin of Engineering Geology and the Environment, E¿^_~\]Á¦p*^*; ©ªÊ~ 2012 ,71(4):771781. Ëwxyz{EpW¡, «z|B}DsEÇ(ª [8] YI J T,ZHAO B,LI Y P,et al. Postinstallation pore ÎËwpz|B}DsE*. pressure changes around spudcan and longterm spudcan (2)xyz{EFz|B}DsE5 behaviour in soft clay[J]. Computers and Geotechnics, ~¦B¢£MqÆ~rbIsMÃâ; 2014 (56 ):133147. xyz{E¿^_~\]Á¦p*^*. [9] RANDOLPH M, LEONG E, HOULSBY G. One (3)\]^_`abIw]¨DΪ²³ dimensional analysis of soil plugs in pipe piles[J]. QI; ¿À]¦*,]¨DëÃ]«p Géotechnique,1991 ,41 (4 ):587598. +,ÿò, DIðì;Ê~ËDÌ2wp [10] NICOLA A,RANDOLPH M. The plugging behaviour D I Ç ( ª Î Ë Ì 2 w p D I ì.. []. of driven and jacked piles in sand J . Géotechnique. , ( ):841856.. ,. 1997 47 4. (4)^_vDIpW¡K [11] LIYANAPATHIRANA D,DEEKS A,RANDOLPH M. Numerical modelling of large deformations associated 56L. Ð^_8ªíKLÉ,DI with driving of openended piles[J]. International ¿^_*^ÿ8; Ð^_4ÃKLLX Journal for Numerical and Analytical Methods in q, ^_vDIp(8. Geomechanics,2000 (24 ):10791101. (5)tÏYRpVK,*@Ar [12] HENKE S,GRABE J. Numerical investigation of soil ch\]^_`abI. KLMN,\]^_ plugging inside openended piles with respect to the `abIw]´±@·D¸,âü¨½¾E installation method[J]. Acta Geotechnica,2008 (3 ): *, ¹ºD»¼m¨½¾EpµM. 215223. 13 ] THONGMUNEE S, MATSUMOTO T, KOBAYASHI [ mo0R: S,et al. Experimental and numerical studies on push [1] HENKE S. Influence of pile installation on adjacent up load tests for sand plugs in a steel pipe pile[J]. structures[J]. International Journal for Numerical and Soils and Foundations,2011 ,51 (5 ):959974. [14] HOLEYMAN A, BERTIN R, WHENHAM V. Analytical Methods in Geomechanics,2010 ,34 (11 ):.
(46) ! " # $ % & & '. 714. Impedance of pile shafts under. axial. vibratory. ( 52 ). []. driving in granular soils J . Géotechnique. , 1980,. [] , 30 (3 ):269293. 2013 (44 ):115126. [20] EKANAYAKE S,LIYANAPATHIRANA D,LEO C. [15] TAN Y,LIN G. Fullscale testing of openended steel Influence zone around a closedended pile during pipe piles in thick varved clayey silt deposits along the vibratory driving[J]. Soil Dynamics and Earthquake Engineering,2013 (53 ):2636. Delaware River in New Jersey[J]. Journal of [21] VANDEN J F. Sand strength degradation within the Geotechnical and Geoenvironmental Engineering, 2013 ,139 (3 ):518524. framework of vibratory pile driving[D]. Louvain: Université Catolique de Louvain,2001. [16] LEHANE B,GAVIN K. Base resistance of jacked pipe piles in sand[J]. Journal of Geotechnical and [22] KHOUBANI A,AHMADI M M. Numerical study of Geoenvironmental Engineering,2001 ,127 (6 ):473 ground vibration due to impact pile driving[J]. 480. Geotechnical Engineering,2012 ,167 (1 ):2839. [17] RANDOLPH M. Science and empiricism in pile [23] LOBOGUERRERO S,VALLEJO L E. Influence of foundation design[J]. Géotechnique,2003 ,53 (10 ): pile shape and pile interaction on the crushable behavior of granular materials around driven piles: 847875. [18] PAIK K, RODRIGO S. Determination of bearing DEM analyses[J]. Granular Matter,2007 (9 ):241 capacity of openended piles in sand[J]. Journal of 250. Geotechnical and Geoenvironmental Engineering, (BC:D E) 2003 ,129 (1 ):4657. [19] RODGER A,LITTLEJOHN G. A study of vibratory loads J . Soil Dynamics and Earthquake Engineering. . (FG( 684 H). [13] uvw,xyz,{|T. *}]~D¸p [15] ,$. *}w»/]~D¸@» 2003 , 38 (6 ): 2007 , 37 (6 ): LìMN[J]. &'()*++,, ZE[J ]. *++,:H+, 654657.. , ZHAO. Zhijun. , HUA. 13081312.. ,. Xugang.. YUN Di ZHANG Sumei. Analysis on ultimate load. Stability analysis of longspan arch bridge of concrete. bearing capacity of large span halfthrough CFST arch. SHEN Yaoxing. bridge[J]. Journal of Jilin University: Engineering [] , , ( ):654657. and Technology Edition,2007 ,37 (6 ):13081321. [14] , ,,ó. 46. 5 m *}¸ [16] ,${,{o,ó. ]~Dû¸ 2009 , 2014 , 44 (4 ):5056. GpLg«MN [J ]. HIE+, jLìMN[J]. l, 26 (11 ):172178. HUANG Yun,ZHANG Qinghua,YE Huawen,et al. XIONG Zhongming, WEI Jun, CAO Xin, et al. Analysis of spatial stability of a CFST tied arch bride[J]. Bridge Construction,2014 ,44 (4 ):5056. Analysis of stability and imperfection effect of 46. 5 m longspan arc steel arch structure [J ]. Engineering Mechanics,2009 ,26 (11 ):172178. (IJBC:D E KJBC:L M) filled steel tubes J . Journal of Southwest Jiaotong University 2003 38 6.
(47)
関連したドキュメント
It is suggested by our method that most of the quadratic algebras for all St¨ ackel equivalence classes of 3D second order quantum superintegrable systems on conformally flat
The analysis presented in this article has been motivated by numerical studies obtained by the model both for the case of curve dynamics in the plane (see [8], and [10]), and for
The commutative case is treated in chapter I, where we recall the notions of a privileged exponent of a polynomial or a power series with respect to a convenient ordering,
The following result about dim X r−1 when p | r is stated without proof, as it follows from the more general Lemma 4.3 in Section 4..
0.1. Additive Galois modules and especially the ring of integers of local fields are considered from different viewpoints. Leopoldt [L] the ring of integers is studied as a module
It is evident from the results that all the measures of association considered in this study and their test procedures provide almost similar results, but the generalized linear
We provide an efficient formula for the colored Jones function of the simplest hyperbolic non-2-bridge knot, and using this formula, we provide numerical evidence for the
This paper improves 3D spatial grid partition algorithm to increase speed of neighboring particles searching, and we also propose a real-time interactive algorithm on particle