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. ×ÛºÏÀà ´óµØ¹¤³Ìgeotechnical engineering ·´·ÖÎö·¨back analysis method »ù´¡¹¤³Ìfoundation engineering ÁÙ½ç״̬ÍÁÁ¦Ñ§critical state soil mechanics ÊýÖµÑÒÍÁÁ¦Ñ§numerical geomechanics ÍÁsoil, earth ÍÁ¶¯Á¦Ñ§soil dynamics ÍÁÁ¦Ñ§soil mechanics ÑÒÍÁ¹¤³Ìgeotechnical engineering Ó¦Á¦Â·¾¶stress path Ó¦Á¦Â·¾¶·¨stress path method 2. ¹¤³ÌµØÖʼ°¿±²ì ±äÖÊÑÒmetamorphic rock ±ê×¼¶³Éîstandard frost penetration ±ù´¨³Á»ýglacial deposit ±ù»ý²ã£¨Ì¨£©glacial deposit ²Ð»ýÍÁeluvial soil, residual soil ²ãÀíbeding ³¤Ê¯feldspar ³Á»ýÑÒsedimentary rock ³Ðѹˮconfined water ´ÎÉú¿óÎïsecondary mineral µØÖÊÄê´úgeological age µØÖÊͼgeological map µØÏÂË®groundwater ¶Ï²ãfault ¶ÏÁѹ¹Ôìfracture structure ¹¤³ÌµØÖÊ¿±²ìengineering geological exploration º£»ý²ã£¨Ì¨£©marine deposit º£Ïà³Á»ýmarine deposit »¨¸ÚÑÒgranite »¬ÆÂlandslide »¯Ê¯fossil »¯Ñ§³Á»ýÑÒchemical sedimentary rock ½×µØterrace ½ÚÀíjoint ½âÀícleavage ¿¦Ë¹ÌØkarst ¿óÎïÓ²¶Èhardness of minerals ÀùÑÒconglomerate Á÷»¬flow slide ½Ïà³Á»ýcontinental sedimentation ÄàʯÁ÷mud flow, debris flow ÄêÕ³ÍÁ¿óÎïclay minerals Äý»ÒÑÒtuff Å£éîºþox-bow lake dz³ÉÑÒhypabyssal rock DZˮground water ÇÖÈëÑÒintrusive rock È¡ÍÁÆ÷geotome ɰÑÒsandstone ɰ×ìspit, sand spit ɽÑÒѹÁ¦rock pressure Éî³ÉÑÒplutionic rock ʯ»ÒÑÒlimestone ʯӢquartz ËÉÉ¢¶Ñ»ýÎïrickle ΧÏÞµØÏÂË®£¨Ì¨£©confined ground water кºþlagoon ÑÒ±¬rock burst ÑÒ²ã²ú×´attitude of rock ÑÒ½¬ÑÒmagmatic rock, igneous rock ÑÒÂödike, dgke ÑÒʯ·ç»¯³Ì¶Èdegree of rock weathering ÑÒʯ¹¹Ôìstructure of rock ÑÒʯ½á¹¹texture of rock ÑÒÌårock mass Ò³ÑÒshale ÔÉú¿óÎïprimary mineral ÔÆÄ¸mica ÔìÑÒ¿óÎïrock-forming mineral ñÞÖåfold, folding ×ê¿×Öù״ͼbore hole columnar section 3. ÍÁµÄ·ÖÀà ±¥ºÍÍÁsaturated soil ³¬¹Ì½áÍÁoverconsolidated soil ³åÌîÍÁdredger fill ³äÖØËÜÍÁ ¶³ÍÁfrozen soil, tjaele ·Ç±¥ºÍÍÁunsaturated soil ·ÖÉ¢ÐÔÍÁdispersive soil ·ÛÍÁsilt, mo ·ÛÖÊÕ³ÍÁsilty clay ¸ßÁëʯkaolinite ¹ýѹÃÜÍÁ£¨Ì¨£©overconsolidated soil ºìÕ³ÍÁred clay, adamic earth »ÆÍÁloess, huangtu(China) ÃÉÍÑʯmontmorillonite ÄàÌ¿peat, bog muck ÄêÕ³ÍÁclay ÄêÕ³ÐÔÍÁcohesive soil, clayey soil ÅòÕÍÍÁexpansive soil, swelling soil Ç·¹Ì½áÕ³ÍÁunderconsolidated soil ÇøÓòÐÔÍÁzonal soil È˹¤ÌîÍÁfill, artificial soil ÈíÕ³ÍÁsoft clay, mildclay, mickle ɰÍÁsand ʪÏÝÐÔ»ÆÍÁcollapsible loess, slumping loess ËØÌîÍÁplain fill ËÜÐÔͼplasticity chart ËéʯÍÁstone, break stone, broken stone, channery, chat, crushed sto ne, deritus δѹÃÜÍÁ£¨Ì¨£©underconsolidated clay ÎÞÕ³ÐÔÍÁcohesionless soil, frictional soil, non-cohesive soil ÑÒʯrock ÒÁÀûÍÁillite ÓлúÖÊÍÁorganic soil ÓÙÄàmuck, gyttja, mire, slush ÓÙÄàÖÊÍÁmucky soil Ô×´ÍÁundisturbed soil ÔÓÌîÍÁmiscellaneous fill Õý³£¹Ì½áÍÁnormally consolidated soil Õý³£Ñ¹ÃÜÍÁ£¨Ì¨£©normally consolidated soil ×ÔÖØÊªÏÝÐÔ»ÆÍÁself weight collapse loess 4. ÍÁµÄÎïÀíÐÔÖÊ °¢Ì«±¤½çÏÞAtterberg limits ±¥ºÍ¶Èdegree of saturation ±¥ºÍÃܶÈsaturated density ±¥ºÍÖØ¶Èsaturated unit weight ±ÈÖØspecific gravity ³í¶Èconsistency ²»¾ùÔÈϵÊýcoefficient of uniformity, uniformity coefficient ´¥±äthixotropy µ¥Á£½á¹¹single-grained structure ·äÎѽṹhoneycomb structure ¸ÉÖØ¶Èdry unit weight ¸ÉÃܶÈdry density ËÜÐÔÖ¸Êýplasticity index º¬Ë®Á¿water content, moisture content »îÐÔÖ¸Êý ¼¶Åägradation, grading ½áºÏË®bound water, combined water, held water ½çÏÞº¬Ë®Á¿Atterberg limits ¿ÅÁ£¼¶Åäparticle size distribution of soils, mechanical composi tion of soil ¿ÉËÜÐÔplasticity ¿×϶±Èvoid ratio ¿×϶ÂÊporosity Á£¶Ègranularity, grainness, grainage Á£×éfraction, size fraction ëϸ¹ÜË®capillary water ÃܶÈdensity ÃÜʵ¶Ècompactionness ÄêÕ³ÐÔÍÁµÄÁéÃô¶Èsensitivity of cohesive soil ƽ¾ùÁ£¾¶mean diameter, average grain diameter ÇúÂÊϵÊýcoefficient of curvature ÈýÏàͼblock diagram, skeletal diagram, three phase diagram ÈýÏàÍÁtri-phase soil ʪÏÝÆðʼӦÁ¦initial collapse pressure ʪÏÝϵÊýcoefficient of collapsibility ËõÏÞshrinkage limit ÍÁµÄ¹¹Ôìsoil texture ÍÁµÄ½á¹¹soil structure ÍÁÁ£Ïà¶ÔÃܶÈspecific density of solid particles ÍÁÖÐÆøair in soil ÍÁÖÐË®water in soil ÍÅÁ£aggregate, cumularpharolith ÏÞ¶¨Á£¾¶constrained diameter Ïà¶ÔÃܶÈrelative density, density index Ïà¶ÔѹÃܶÈrelative compaction, compacting factor, percent compa ction, coefficient of compaction Ðõ×´½á¹¹flocculent structure ѹÃÜϵÊýcoefficient of consolidation ѹËõÐÔcompressibility ÒºÏÞliquid limit ÒºÐÔÖ¸Êýliquidity index ÓÎÀëË®£¨Ì¨£©free water ÓÐЧÁ£¾¶effective diameter, effective grain size, effective size ÓÐЧÃܶÈeffective density ÓÐÐ§ÖØ¶Èeffective unit weight ÖØÁ¦ÃܶÈunit weight ×ÔÓÉË®free water, gravitational water, groundwater, phreatic water ×é¹¹fabric ×î´ó¸ÉÃܶÈmaximum dry density ×îÓź¬Ë®Á¿optimum water content 5. ÉøÍ¸ÐÔºÍÉøÁ÷ ´ïÎ÷¶¨ÂÉDarcy s law ¹ÜÓ¿piping ½þÈóÏßphreatic line ÁÙ½çË®Á¦ÌݶÈcritical hydraulic gradient Á÷º¯Êýflow function Á÷ÍÁflowing soil Á÷Íø flow net ɰ·Ðsand boiling ÉøÁ÷seepage ÉøÁ÷Á¿seepage discharge ÉøÁ÷ËÙ¶Èseepage velocity ÉøÍ¸Á¦seepage force ÉøÍ¸ÆÆ»µseepage failure ÉøÍ¸ÏµÊýcoefficient of permeability ÉøÍ¸ÐÔpermeability ÊÆº¯Êýpotential function Ë®Á¦ÌݶÈhydraulic gradient 6. µØ»ùÓ¦Á¦ºÍ±äÐÎ ±äÐÎdeformation ±äÐÎÄ£Á¿modulus of deformation ²´ËɱÈPoisson s ratio ²¼Î÷Äù˹¿Ë½âBoussinnesq s solution ²ÐÓà±äÐÎresidual deformation ²ÐÓà¿×϶ˮѹÁ¦residual pore water pressure ³¬¾²¿×϶ˮѹÁ¦excess pore water pressure ³Á½µsettlement ³Á½µ±Èsettlement ratio ´Î¹Ì½á³Á½µsecondary consolidation settlement ´Î¹Ì½áϵÊýcoefficient of secondary consolidation µØ»ù³Á½µµÄµ¯ÐÔÁ¦Ñ§¹«Ê½elastic formula for settlement calculation ·Ö²ã×ܺͷ¨layerwise summation method ¸º¿×϶ˮѹÁ¦negative pore water pressure ¸½¼ÓÓ¦Á¦superimposed stress ¸îÏßÄ£Á¿secant modulus ¹Ì½á³Á½µconsolidation settlement ¹æ·¶³Á½µ¼ÆËã·¨settlement calculation by specification »Øµ¯±äÐÎrebound deformation »Øµ¯Ä£Á¿modulus of resilience »Øµ¯ÏµÊýcoefficient of resilience »Øµ¯Ö¸Êýswelling index ½¨ÖþÎïµÄµØ»ù±äÐÎÔÊÐíÖµallowable settlement of building ¼ôÕÍdilatation ½Çµã·¨corner-points method ¿×Ï¶ÆøÑ¹Á¦pore air pressure ¿×϶ˮѹÁ¦pore water pressure ¿×϶ѹÁ¦ÏµÊýApore pressure parameter A ¿×϶ѹÁ¦ÏµÊýBpore pressure parameter B Ã÷µÂÁÖ½âMindlin s solution ŦÂí¿Ë¸ÐӦͼNewmark chart ÇÐÏßÄ£Á¿tangent modulus Èä±äcreep ÈýÏò±äÐÎÌõ¼þϵĹ̽á³Á½µthree-dimensional consolidation settl ement ˲ʱ³Á½µimmediate settlement ËÜÐÔ±äÐÎplastic deformation ̸µ¯ÐÔ±äÐÎelastic deformation ̸µ¯ÐÔÄ£Á¿elastic modulus ̸µ¯ÐÔÆ½ºâ״̬state of elastic equilibrium Ìå»ý±äÐÎÄ£Á¿volumetric deformation modulus ÏÈÆÚ¹Ì½áѹÁ¦preconsolidation pressure ѹËõ²ã ѹËõÄ£Á¿modulus of compressibility ѹËõϵÊýcoefficient of compressibility ѹËõÐÔcompressibility ѹËõÖ¸Êýcompression index ÓÐЧӦÁ¦effective stress ×ÔÖØÓ¦Á¦self-weight stress ×ÜÓ¦Á¦total stress approach of shear strength ×îÖÕ³Á½µfinal settlement 7. ¹Ì½á °Í¡¹Ì½áÀíÂÛBarron s consolidation theory ±È°Â¹Ì½áÀíÂÛBiot s consolidation theory ³¬¹Ì½á±Èover-consolidation ratio ³¬¾²¿×϶ˮѹÁ¦excess pore water pressure ´Î¹Ì½ásecondary consolidation ´ÎѹËõ£¨Ì¨£©secondary consolidatin µ¥Ïò¶ÈѹÃÜ£¨Ì¨£©one-dimensional consolidation ¶àά¹Ì½ámulti-dimensional consolidation ¹Ì½áconsolidation ¹Ì½á¶Èdegree of consolidation ¹Ì½áÀíÂÛtheory of consolidation ¹Ì½áÇúÏßconsolidation curve ¹Ì½áËÙÂÊrate of consolidation ¹Ì½áϵÊýcoefficient of consolidation ¹Ì½áѹÁ¦consolidation pressure »Øµ¯ÇúÏßrebound curve ¾®¾¶±Èdrain spacing ratio ¾®×èwell resistance Âü´ú¶û£¿ËÀ×¶ûЧӦMandel-Cryer effect DZ±ä£¨Ì¨£©creep ɰ¾®sand drain ɰ¾®µØ»ùƽ¾ù¹Ì½á¶Èaverage degree of consolidation of sand-drained ground ʱ¼ä¶ÔÊýÄâºÏ·¨logrithm of time fitting method ʱ¼äÒò×Ótime factor ̫ɳ»ù¹Ì½áÀíÂÛTerzaghi s consolidation theory ̫ɳ»ù£Â×¶ÅÁпËÀ©É¢·½³ÌTerzaghi-Rendulic diffusion equation ÏÈÆÚ¹Ì½áѹÁ¦preconsolidation pressure ѹÃÜ£¨Ì¨£©consolidation ѹÃܶȣ¨Ì¨£©degree of consolidation ѹËõÇúÏßcpmpression curve һά¹Ì½áone dimensional consolidation ÓÐЧӦÁ¦ÔÀíprinciple of effective stress ԤѹÃÜѹÁ¦£¨Ì¨£©preconsolidation pressure ÔʼѹËõÇúÏßvirgin compression curve ÔÙѹËõÇúÏßrecompression curve Ö÷¹Ì½áprimary consolidation Ö÷ѹÃÜ£¨Ì¨£©primary consolidation ×¼¹Ì½áѹÁ¦pseudo-consolidation pressure K0¹Ì½áconsolidation under K0 condition 8. ¿¹¼ôÇ¿¶È °²Ï¢½Ç£¨Ì¨£©angle of repose ²»ÅÅË®¿¹¼ôÇ¿¶Èundrained shear strength ²ÐÓàÄÚĦ²Á½Çresidual angle of internal friction ²ÐÓàÇ¿¶Èresidual strength ³¤ÆÚÇ¿¶Èlong-term strength µ¥ÖΌÀÇ¿¶Èuniaxial tension test ¶¯Ç¿¶Èdynamic strength of soils ·åֵǿ¶Èpeak strength ·ü˹Áзò²ÎÊýHvorslev parameter ¼ôÇÐÓ¦±äËÙÂÊshear strain rate ¿¹¼ôÇ¿¶Èshear strength ¿¹¼ôÇ¿¶È²ÎÊýshear strength parameter ¿¹¼ôÇ¿¶ÈÓÐЧӦÁ¦·¨effective stress approach of shear strength ¿¹¼ôÇ¿¶È×ÜÓ¦Á¦·¨total stress approach of shear strength ¿âÂØ·½³ÌCoulomb s equation Ħ¶û°üÏßMohr s envelope Ħ¶û£¿âÂØÀíÂÛMohr-Coulomb theory ÄÚĦ²Á½Çangle of internal friction ÄêÕ³¾ÛÁ¦cohesion ÆÆÁѽÇangle of rupture ÆÆ»µ×¼Ôòfailure criterion Ê®×ְ忹¼ôÇ¿¶Èvane strength ÎÞ²àÏÞ¿¹Ñ¹Ç¿¶Èunconfined compression strength ÓÐЧÄÚĦ²Á½Çeffective angle of internal friction ÓÐЧճ¾ÛÁ¦effective cohesion intercept ÓÐЧӦÁ¦ÆÆ»µ°üÏßeffective stress failure envelope ÓÐЧӦÁ¦Ç¿¶È²ÎÊýeffective stress strength parameter ÓÐЧӦÁ¦ÔÀíprinciple of effective stress ÕæÄÚĦ²Á½Çtrue angle internal friction ÕæÕ³¾ÛÁ¦true cohesion ×ÜÓ¦Á¦ÆÆ»µ°üÏßtotal stress failure envelope ×ÜÓ¦Á¦Ç¿¶È²ÎÊýtotal stress strength parameter 9. ±¾¹¹Ä£ÐÍ ±¾¹¹Ä£ÐÍconstitutive model ±ß½çÃæÄ£ÐÍboundary surface model ²ãÏò¸÷ÏòͬÐÔÌåÄ£ÐÍcross anisotropic model ³¬µ¯ÐÔÄ£ÐÍhyperelastic model µÂ³¿Ë£ÆÕÀ¸ñ×¼ÔòDrucker-Prager criterion µË¿Ï£ÕÅÄ£ÐÍDuncan-Chang model ¶¯¼ôÇÐÇ¿¶È ·ÇÏßÐÔµ¯ÐÔÄ£Á¿nonlinear elastic model ¸ÇñģÐÍcap model ¸ÕËÜÐÔÄ£ÐÍrigid plastic model ¸îÏßÄ£Á¿secant modulus ¹ãÒå·ë•Ã×Èü˹Çü·þ×¼Ôòextended von Mises yield criterion ¹ãÒåÌØÀ×˹¿¨Çü·þ×¼Ôòextended tresca yield criterion ¼Ó¹¤Èí»¯work softening ¼Ó¹¤Ó²»¯work hardening ¼Ó¹¤Ó²»¯¶¨ÂÉstrain harding law ½£ÇÅÄ£ÐÍCambridge model ¿ÂÎ÷µ¯ÐÔÄ£ÐÍCauchy elastic model ÀÌØ£µË¿ÏÄ£ÐÍLade-Duncan model ÀÌØÇü·þ×¼ÔòLade yield criterion ÀíÏ뵯ËÜÐÔÄ£ÐÍideal elastoplastic model ÁÙ½ç״̬µ¯ËÜÐÔÄ£ÐÍcritical state elastoplastic model Á÷±äѧģÐÍrheological model Á÷¶¯¹æÔòflow rule Ħ¶û£¿âÂØÇü·þ×¼ÔòMohr-Coulomb yield criterion ÄÚÔÌʱ¼äËÜÐÔÄ£ÐÍendochronic plastic model ÄÚÔÌʱ¼äËÜÐÔÀíÂÛendochronic theory ÄêÕ³µ¯ÐÔÄ£ÐÍviscoelastic model ÇÐÏßÄ£Á¿tangent modulus Ç廪µ¯ËÜÐÔÄ£ÐÍTsinghua elastoplastic model Çü·þÃæyield surface ÉòÖé½ÈýÖØÇü·þÃæÄ£ÐÍShen Zhujiang three yield surface method Ë«²ÎÊýµØ»ùÄ£ÐÍ Ë«¼ôÓ¦Á¦Çü·þÄ£ÐÍtwin shear stress yield criterion Ë«ÇúÏßÄ£ÐÍhyperbolic model ËɸÚÔª£Öо®Çü·þ×¼ÔòMatsuoka-Nakai yield criterion ËÜÐÔÐαäÀíÂÛ Ì¸µ¯ËÜÐÔÄ£Á¿¾ØÕóelastoplastic modulus matrix ̸µ¯ËÜÐÔÄ£ÐÍelastoplastic modulus ̸µ¯ËÜÐÔÔöÁ¿ÀíÂÛincremental elastoplastic theory ̸µ¯ÐÔ°ë¿Õ¼äµØ»ùÄ£ÐÍelastic half-space foundation model ̸µ¯ÐÔ±äÐÎelastic deformation ̸µ¯ÐÔÄ£Á¿elastic modulus ̸µ¯ÐÔÄ£ÐÍelastic model κÈêÁú£Khosla£WuÄ£ÐÍWei Rulong-Khosla-Wu model ÎĿ˶ûµØ»ùÄ£ÐÍWinkler foundation model ÐÞÕý½£ÇÅÄ£ÐÍmodified cambridge model ×¼µ¯ÐÔÄ£ÐÍhypoelastic model 10. µØ»ù³ÐÔØÁ¦ ³å¼ôÆÆ»µpunching shear failure ´Î²ã£¨Ì¨£©substratum µØ»ùsubgrade, ground, foundation soil µØ»ù³ÐÔØÁ¦bearing capacity of foundation soil µØ»ù¼«ÏÞ³ÐÔØÁ¦ultimate bearing capacity of foundation soil µØ»ùÔÊÐí³ÐÔØÁ¦allowable bearing capacity of foundation soil µØ»ùÎȶ¨ÐÔstability of foundation soil ººÉµØ»ù³ÐÔØÁ¦¹«Ê½Hansen s ultimate bearing capacity formula ¼«ÏÞÆ½ºâ״̬state of limit equilibrium ¼ÓÖݳÐÔØ±È£¨ÃÀ¹ú£©California Bearing Ratio ¾Ö²¿¼ôÇÐÆÆ»µlocal shear failure ÁÙËܺÉÔØcritical edge pressure ÷Ү»ô·ò¼«ÏÞ³ÐÔØÁ¦¹«Ê½Meyerhof s ultimate bearing capacity formula ÆÕÀÊÌØ³ÐÔØÁ¦ÀíÂÛPrandel bearing capacity theory ˹¿ÏÆÕ¶Ù¼«ÏÞ³ÐÔØÁ¦¹«Ê½Skempton s ultimate bearing capacity formula ̫ɳ»ù³ÐÔØÁ¦ÀíÂÛTerzaghi bearing capacity theory κÎý¿Ë¼«ÏÞ³ÐÔØÁ¦¹«Ê½Vesic s ultimate bearing capacity formula ÕûÌå¼ôÇÐÆÆ»µgeneral shear failure 11. ÍÁѹÁ¦ ±»¶¯ÍÁѹÁ¦passive earth pressure ±»¶¯ÍÁѹÁ¦ÏµÊýcoefficient of passive earth pressure ¼«ÏÞÆ½ºâ״̬state of limit equilibrium ¾²Ö¹ÍÁѹÁ¦earth pressue at rest ¾²Ö¹ÍÁѹÁ¦ÏµÊýcoefficient of earth pressur at rest ¿âÂØÍÁѹÁ¦ÀíÂÛCoulomb s earth pressure theory ¿â¶ûÂüͼ½â·¨Culmannn construction ÀÊ¿ÏÍÁѹÁ¦ÀíÂÛRankine s earth pressure theory ÀÊ¿Ï״̬Rankine state ̸µ¯ÐÔÆ½ºâ״̬state of elastic equilibrium ÍÁѹÁ¦earth pressure Ö÷¶¯ÍÁѹÁ¦active earth pressure Ö÷¶¯ÍÁѹÁ¦ÏµÊýcoefficient of active earth pressure 12. ÍÁÆÂÎȶ¨ ·ÖÎö°²Ï¢½Ç£¨Ì¨£©angle of repose ·ÖÎö±ÏФÆÕ·¨Bishop method ·ÖÎö±ßÆÂÎȶ¨°²È«ÏµÊýsafety factor of slope ·ÖÎö²»Æ½ºâÍÆÀí´«µÝ·¨unbalanced thrust transmission method ·ÖÎö·ÑÂ×Ŧ˹Ìõ·Ö·¨Fellenius method of slices ·ÖÎö¿â¶ûÂü·¨Culmann method ·ÖÎöĦ²ÁÔ²·¨friction circle method ·ÖÎöĦ¸ù˹̹£ÆÕÀ˹·¨Morgenstern-Price method ·ÖÎöǦֱ±ßÆÂµÄÁÙ½ç¸ß¶Ècritical height of vertical slope ·ÖÎöÈðµäÔ²»¡»¬¶¯·¨Swedish circle method ·ÖÎö˹±öÈü·¨Spencer method ·ÖÎöÌ©ÀÕ·¨Taylor method ·ÖÎöÌõ·Ö·¨slice method ·ÖÎöÍÁÆÂslope ·ÖÎöÍÁÆÂÎȶ¨·ÖÎöslope stability analysis ·ÖÎöÍÁÆÂÎȶ¨¼«ÏÞ·ÖÎö·¨limit analysis method of slope stability ·ÖÎöÍÁÆÂÎȶ¨¼«ÏÞÆ½ºâ·¨limit equilibrium method of slope stability ·ÖÎöÐÝÖ¹½Çangle of repose ·ÖÎöÑï²¼ÆÕ±éÌõ·Ö·¨Janbu general slice method ·ÖÎöÔ²»¡·ÖÎö·¨circular arc analysis 13. ÍÁµÄ¶¯Á¦ÐÔÖÊ ±È×èÄáÈÝÁ¿specific gravity capacity ²¨µÄÃÖÉ¢ÌØÐÔdispersion of waves ²¨ËÙ·¨wave velocity method ²ÄÁÏ×èÄámaterial damping ³õʼҺ»¯initial liquefaction µØ»ù¹ÌÓÐÖÜÆÚnatural period of soil site ¶¯¼ôÇÐÄ£Á¿dynamic shear modulus of soils ¶¯Á¦²¼Î÷Äù˹¿Ë½âdynamic solution of Boussinesq ¶¯Á¦·Å´óÒòËØdynamic magnification factor ¶¯Á¦ÐÔÖÊdynamic properties of soils ¶¯Ç¿¶Èdynamic strength of soils ¹Ç¼Ü²¨akeleton waves in soils ¼¸ºÎ×èÄágeometric damping ¿¹Òº»¯Ç¿¶Èliquefaction stress ¿×϶Á÷Ì岨fluid wave in soil ËðºÄ½Çloss angle Íù·µ»î¶¯ÐÔreciprocating activity ÎÞÁ¿¸ÙƵÂÊdimensionless frequency Òº»¯liquefaction Òº»¯ÊÆÆÀ¼Ûevaluation of liquefaction potential Òº»¯Ó¦Á¦±Èstress ratio of liquefaction Ó¦Á¦²¨stress waves in soils ÕñÏÝdynamic settlement ×èÄádamping of soil ×èÄá±Èdamping ratio 14. µ²ÍÁǽ µ²ÍÁǽretaining wall µ²ÍÁǽÅÅË®ÉèÊ© µ²ÍÁǽÎȶ¨ÐÔstability of retaining wall ¶âʽµ²ÍÁǽ ·ö¶âʽµ²ÍÁǽcounterfort retaining wall ºó¶âǽ£¨Ì¨£©counterfort retaining wall »ù´¡Ç½foundation wall ¼Ó½îÍÁµ²Ç½reinforced earth bulkhead 궨°åµ²ÍÁǽanchored plate retaining wall 궨ʽ°å׮ǽanchored sheet pile wall ê¸Ëʽµ²ÍÁǽanchor rod retaining wall Ðü±Úʽ°å׮ǽcantilever sheet pile wall Ðü±Úʽµ²ÍÁǽcantilever sheet pile wall ÖØÁ¦Ê½µ²ÍÁǽgravity retaining wall [ Last edited by stonezhang on 2007-7-16 at 15:37 ] |
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