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stonezhang

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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
ԭʼѹËõÇúÏßvirgin 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
̸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˹̹£­ÆÕÀ­Ë¹·¨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
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·ö¶âʽµ²ÍÁǽcounterfort retaining wall
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[ Last edited by stonezhang on 2007-7-16 at 15:37 ]
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