từ điển anh viet trong xây dựng

8/7/2019 T in Anh Viet trong xy dng

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u tu ti thiu = Minimum Navigation Lock

u tu mi ln ch cho mt tu thit k iqua

= Lock which is suitable for locking only onedesign vessel

u tu xanh = Green Lock

u tu m bung u ch yu l mt onknh ngn li bng hau u u c ca

= A lock of which chamber is essentially ashort canal section enclosed by two lock

heads provided with lock gatesBn knh cong = Bend Radius

Bn knh t tm khc cong n ngtim lung tu

= The radius from the centre of the bend tothe centreline of the channel

Bn trong b = Side Port

Bn t trong khu nc nm trong b = Port located in a water area inside the bank

Cp chy tu = Level of Navigability

Cc yu cu v chc nng i vi mtmc chy tu nht nh

= Set of functional requirements for a certaintraffic density

Chiu di c hiu ca bung u = Effective length of lock chamber

Khong cch gia hai tuyn dng tutrong bung u

= Distance between two stopping lines in thelock chamber

Di hot ng c bn (vt chy tu) = Basic Maneuvering Lane

Phn ca chiu rng lung tu m tuthit k cn c chy tu an ton trongnhng iu kin mi trng v vn hnhthun li

= Part of channel width required by the designship to sail safety in favorable environmentaland operation conditions

Di qut = Swept Track

Di qut do mi v ui tu khi vn hnh.Khi tu chy trn on cong v khi c giv dng chy ngang, di qut nythng rng hn khi tu chy trn onthng. Di qut ny cng rng hn trong vng nc su vi mt lot cc

iu kin nht nh so vi trong vngnc nng.

= The track swept out by the extremities of theship when maneuvering. It will generallygreater in bends than straight sections andin cross winds and current . It also begreater in deep water, under a given setcondition, compared to shallow water

Dng hon lu / chy vng / chy vt = Helical Current

Chuyn ng ca nc trong mt dngchy c dng dng xon c

= Movement of water within a current thatoccurs as spiral flow

iu kin bin t ra cho mi trngv nhng ngi s dng lung tu

= Boundary Conditions Set byThe Environment and Other WaterwayUsers

Cc iu kin c lin quan n mitrng b v u tu, v d bo v bbng vt liu t nhin v theo mt ct tnhin hoc u tu dng kt hp lm cngtrnh cho c vt qua

= Conditions related with bank and navigationlock environments for example using naturalprotection material and natural profile forbank protection or lock combined with a fishpassage structure

Gc cong = Bend AngleGc gia 2 on lung thng gp nhauti mt khc cong thng c biu thbng s thay i hng i ca tu chytrn khc cong, nh vy gc cong 450

ngha l hng i ca hnh trnh tu phiquay 450 khi chy qua khc cong

= The angle between two legs of a channelwhich meet at a bend. Usually expressed asthe change of heading for a ship using abend, so that a 450 bend means that aships track heading must change by 450

when navigating the bendH s cn (mt ct) = Blockage (sectional) Factor


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l t s gia din tch mt ct ngang tlung tu v din tch mt ct ngang tca tu

= It is the ratio between the wet channel crosssection and the wet ship cross section

trong : = in which:

As: din tch mt ct ngang t ca tu(m2)

= As: area of wet vessel cross section (m2)

Ac: din tch mt ct ngang t lung tu(m2)

= Ac: area of wet channel cross section (m2)

Hiu ng b = Bank Effects

Hiu ng thu ng lc hc gy ra do tui vo gn b. Cc p lc khng ixng tc ng ln tu c th ht tu vohoc y tu xa b. Hiu ng b phthuc vo tc , khong cch, kch ctu, chiu cao b v t s chiu su/mntu

= A hydro dynamic effect caused by theproximity of a ship to a bank. Asymmetricalpressures acting on the ship may cause it tobe sucked towards and turned away fromthe bank. Bank effects depend on speed,distance off, ship size, bank height andwater depth / draught ration

Khoang thng tu c ca = Gated navigation opening

Cng trnh qun l nc c ca, bnhthng th m ra v ch ng li trongnhng iu kin c bit nh c nguy cb l hoc xm nhp mn. Trong nhngiu kin nh vy th phi chp nhnngng chy tu

= Water management structure provided withgates normally opened and will close onlyunder particular conditions, like flood or saltintrusion threat. It is accepted that undersuch conditions the navigation isinterrupted.

Kch thc chun ca tu thit k = Normative Dimensions of The DesignVessel

Kch thc tu trong cp tu tng ngtrong bng cc kch thc chun ca tu

= Dimension of vessel in the respective vesselclass in the table of normative fleetdimensions

Kch thc tu 50% (90%) = 50% (90%) Vessel Dimensions

Mn nc, chiu di, chiu rng y tica tu trong c 50% (10%) s tu

trong cp tu tng ng c kch thcln hn cc kch thc ny

= Maximal loaded draught, beam and lengthdimensions that are exceeded by 50%

(10%) of the vessel in the respective vesselclassM =

Mt nh tng bung u = Lock Plateau

Mt phng ca cc nh tng bung u = Plan of the tops of lock chamber walls

P =

Phao tiu bo hiu = Aids to Navigation

Cc thit b c lp t bn ngoi tu gip xc nh v tr v hnh trnh anton ca tu hoc bo trc c nhngs thay i hoc c vt chng ngi.Trong trng hp lung tu, cc thit b

bao gm phao, tiu, n chp, nchiu gc sng hnh qut, gng phnx raa

= A device external to a vessel installed toassist in the determination of its position andits safe course or to warm of changes orobstructions. In the case of channels suchdevices include buoys, pile, beacons,

leading lights, sector lights, radar reflectors,etc.

S Froude = Froude Number


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Thng s khng th nguyn ch yu clin quan vi ch chy tu trong vngnc nng. Vi s Froude bng n v,tu chy tc ti hn ca sngchuyn ng tnh tin theo chiu sunc. Chuyn ng ny gy ra sng

ngang cc mnh v chu mt tng lccn ln. t tu lun c cng sut tc tc ny trong vng nc nngv phi chy ch cha ti hn. SFroude c xc nh bng biu thc:

= A key non-dimensional parameter related tobehavior in shallow water. At a Froudenumber of unity a ship in moving at thecritical speed of the wave of translation forthe depth of water. It will make extremelylarge transverse waves and will experience

a massive increase in resistance. Fewcommercial displacement ship havesufficient power to attain such speed inshallow water, and operate in the subcriticalregime. It is defined as:

Abutment That part of the valley sideagainst which the dam is constructed, orthe approach embankment in case ofbridges which may intrude some distanceinto the water-way.

= M cu Phn b sng c xy dngk/cng trnh bo v phng trng hpcu b chuyn dch vo lng sng do sbin i ca ng b sng.

Accretion Build up of material solely bythe action of the forces of nature through

the deposition of waterborne or airbornematerial.

= Bi bi Phn bi t c to ra bi s bilng ca vt liu do tc dng ca dng

nc hoc ca kh quyn.

Aggradation A build up or raising of thechannel bed due to sediment deposition.

= S nng cao lng dn Do bn ct bi lngxung lng dn.

Alongshore See LONGSHORE = Dc b Phng dc theo (song song) ving b

Apron Layer of stone, concrete or othermaterial to protect the toe of a structureagainst scour.

= Thm chng xi Lp / khi b thngc sn bo v chn ca cng trnh khib xi.

Armour layerProtective layer on rubblemound breakwater composed of armourunits.

= Lp ph mi bng khi bo v Lp bo vngoi cng ca cng trnh k/ bng cckhi hc kch thc ln, khi b tngc sn.

Armour unit Large quarrystone orspecial concrete shape used as primary(wave) protection.

= Khi bo v mi Khi hc kch thcln hoc khi b tng c sn xp lpngoi cng ca cc cng trnh /k c tcdng chng li tc ng ca sng v dngchy.

Articifal nourishment, beachreplenish-ment, beach feedingSupplementing the natural supply ofbeach material to a BEACH, usingimported material.

= Nui bi/ nui bi nhn to Bin php bov bi bin b xi bng cch s dng (cungcp) vt liu bi c ly t ni khc n nui bi bin b xi (b vo khi lng bxi).

Axis of stream Line joining the midpoints of the surface of the stream atsuccessive cross-sections.

= Trc dng chy ng cong ni cc imgia ca dng chy mt dc theo cc mtct ngang lin tip.

Back rush The seaward return of thewater following RUN-UP

= Hi lu Dng nc chy ngc tr v binsau hin tng sng leo.

Barrage A barrage built across a river,comprising a series of gates which whenfully open allow the flood to pass withoutappreciably increasing the flood levelupstream of the barrage.

= Cng thot l Cng trnh ngn sng gmnhiu ca cng, trong trng hp c lcng s c m hon ton l c thotm khng gy ra dnh mc nc ngk thng lu cng.


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BarrierThe function of a barrier is tocontrol the water level. It consists of acombination of a concrete or a steelstructure with or without adjacentROCKFILL DAMS.

= p ngn Cng trnh (c) xy dngngang sng nhm mc ch khng ch/iutit mc nc. p thng c lm bngb tng hoc l kt cu thp hoc kt hpvi .

Bathymetry Topography of

sea/estuary/lake bed.

= Thu din a hnh lng bin/sng/h

Beach By common usage the zone ofBEACH MATERIAL that extendslandward from the lowest water line to theplace beyond the high water line wherethere is a marked change in material orphysiographic form, or to the line ofpermanent vegetation.

= Bi bin Theo ngha thng thng th bibin l phn t lin vi cc vt liu ctrng (ca bi bin) c tnh t ngmc nc thp nht n ng mc nccao m ti c nh du bng nhngthay i v thnh phn a cht mt, hoc lc s hin din thng xuyn ca thmthc vt

Beach material Granular sedimentsusually sand or shingle moved by thesea.

= Vt liu bi bin Cc loi vt liu mt chyu trn bi bin, thng l cc loi t dng ht nh ct, si cui c mang vob bi cc yu t ng lc ca bin

Bed loadThe quantity of sedimentmoving along the bed by rolling, jumpingor sliding with at least intermittentcontact.

= (Lng) vn chuyn bn ct y Lng(lu lng) vn chuyn ca ct y dctheo chiu di lng dn theo hnh thc ln,nhy hoc trt.

Bed protection A (rock) structure on thesea bed or the bed of a river or estuary inorder to protect the underlying bedagainst erosion due to current and/orwave action.

= Bo v y Kt cu bng c t diy bin/sng bo v y sng khi bxi di tc ng ca dng chy hoc casng.

Bend scourEROSION in (the outer partof) a river bank

= Xi b lm Xi bn pha b lm ca onsng cong.

Berm = C

1) Relative small mound to support or

key-in an ARMOUR LAYER.

= 1) nh ca chn khay lp ph mi

/k2) A horizontal step in the sloping profileof an EMBANKMENT.

= 2) Bc (thang) theo phng ngang trn midc ca / k bo v b

Berm breakwaterRubble mound withhorizontal BERM of ARMOUR STONESat about sea side water level, which isallowed to be (re)shaped by the waves.

= chn sng c chn sng cc ngang rng, lp ph mi pha bin lmbng hc, c thit k bin dngdi tc ng ca sng bin.

Bifurcation Location where a riverseparates in two or more reaches orbranches

= Phn lu V tr m sng chia ra lm haihoc nhiu nhnh

Blanket A layer or layers of graded finestones underlaying a breakwater,GROYNE or rock EMBANKMENT to

prevent the natural bed material beingwashed away.

= Lp m Bao gm mt hoc nhiu lp dm cp phi tri di y ca chnsng, k, hoc /k bo v b, nhm bo

v vt liu t nhin ca y khng b xi.

Braided riverA river type with multiplechannels separated by shoals, bars andislands

= Sng phn nhnh l loi sng c nhiunhnh (chi lu) khc nhau c phn cchbi bi cn, bi bi, hoc l o.

Braiding belt Area extending on bothsides along a BRAIDING RIVER out tothe extreme historic alignments of theriver banks

= ng bao lu vc ng vin v haipha ca sng phn nhnh, bao gm cnhng v tr bin ng xa nht (cn c thnhn bit) ca sng phn nhnh.


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Breastwork Timber structure generallyparallel to coast.

= K cc g c b tr song song vi b

Channel A general term for any naturalor artificial bed for running water having afree surface.

= Lung lch Thut ng chung ch bt kmt lng dn h no (t nhin/nhn to)c nc chy bn trong.

Cofferdam A temporary structure

enclosing all or part of the constructionarea so that construction can proceed inthe dry.

= vy Cng trnh tm, dng bao quanh

mt phn hoc ton b khu vc xy dnggip cho cng tc thi cng c th tin hnhtrn cn.

Confluence scourErosion at theCONFLUENCE of rivers.

= Xi ti hp lu Xi xy ra ti v tr hp lu

Cover layerThe outer layer used in arevetment system as protection againstexternal hydraulic loads.

= Lp ph l lp vt liu bao ngoi cng cacng trnh bo v b, c s dng chng li cc tc ng ca ngoi lc.

Crest Highest part of a breakwater seawall, SILL or DAM.

= nh Phn cao nht ca cng trnh chnsng, k bin, ngng, p.

Crown-wall Concrete superstructure ona RUBBLE MOUND

= Tng nh Kt cu b tng t trn chn sng

Dam Structure built in rivers of estuaries,

basically to separate water at both sidesand/or to retain water at one side.

= p Cng trnh xy dng trn sng phn

chia phn chia khu nc v/hoc gi nc mt pha.Deep waterWater so deep that wavesare little affected by the bed. Generally,water deeper than one half the surfacewave length is considered to be deepwater.

= Nc su Khu nc c su m s lantruyn ca sng khng b nh hng ngk bi ma st y. Thng thng, khunc c su bng mt na chiu di cabc sng c coi l khu nc su.

Degradation or erosion A lowering ofthe channel bed due to SCOUR.

= Xi y S h thp y sng/bin do hintng xi gy ra.

Design storm Sea walls will often bedesigned to withstand wave attack by theextreme DESIGN STORM. The severityof the storm (i.e. RETURN PERIOD) is

chosen in view of the acceptable level ofrisk of damage or failure.

= Bo thit k Cc cng trnh bo v bthng c thit k chu c tcng ca sng ln xc nh bi bo thitk. Vic la chn bo thit k (tn xut sut

hin) c da trn quan im mc chp nhn ri ro do h hng ca cng trnh.Diffraction Process by which energy istransmitted laterally along a wave crest.Propagation of waves into the shelteredregion behind a BARRIER such as abreakwater.

= Nhiu x Qu trnh m nng lng ctruyn sang hai bn ca nh sng. y ls lan truyn ca sng pha sau ccchng ngi vt (Vd: chn sng) khitruyn t ngoi vo khu nc c chechn.

Dike A long, low EMBANKMENT with aheight usually less than four to fivemetres and a length more than ten orfifteen times the maximum height.Ususally applied to DAMS built to protect

land from flooding.

= Cng trnh chy dc b vi chiu caothng l nh hn (4-5)m v chiu di gphn 10 hoc 15 ln chiu cao ln nht. thng c s dng phng trnh ngplt cho vng t sau n.

Diversion channel A WATERWAY usedto divert water from its natural course.The term is generally applied to atemporary arrangement e.g. to by-passwater round a DAM site duringconstruction.

= Knh dn Dng knh dng chuynhng dng chy t nhin ca sng,thng c s dng nh l cng trnh tmthi trong giai on thi cng cc cng trnhthu trn sng.

Dynamic equilibrium Short termmorphological changes that do not affect

= Cn bng ng Bin i hnh thi ngnkhng gy nh hng n nhng xu hng


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the MORPHOLOGY over a long period. bin i hnh thi lu di.

Eddy A vortex-type motion of fluid flowingpartly opposite to the main current.

= Xoy nc mt dng chuyn ng xoyca cht lng m c mt phn dng chy ingc vi hng chuyn ng chung cadng nc.

Embankment Fill material, usually earthor rock, placed with sloping sides andwith a length greater than its height. Anembankment is generally higher than aDIKE.

= t p l khi / t (p) c xydng theo tuyn dc vi chiu di ln hnnhiu so vi chiu cao. Thng th t pcao hn .

Erosion The wearing away of material bythe action of natural forces

= Xi Phng thc cun tri vt liu bng cclc t nhin.

Facing A coating of a different material,masonry or brick, for architectural orprotection purposes e.g. stoneworkfacing, brickwork facing (concrete dam)or an impervious coating on the upstreamslope of the DAM.

= Lt mt S ph mt lp vt liu ln mtngoi ca cng trnh vi mc ch m thuthoc bo v, v d nh lt , lt gch lnmi , hoc l ph mt lp vt liu chngthm ln mi thng lu ca .

Fetch(length) Relative to a particularpoint (on the sea), the area of sea overwhich the wind can blow to generatewaves at the point. The fetch lengthdepends on the shape and dimensions ofthe fetch area, and upon the relative winddirection.

= gi Chiu di tng i i vi mtim c th trn mt bin m gi c th thin to ra sng ti im . Chiu di gi ph thuc vo hnh dng v kch thcca khu vc tnh ton v hng gi thi.

FilterIntermediate layer, preventing finematerials of an underlayer from beingwashed through the voids of an upperlayer.

= Lp lc Lp trung gian dng ngn cnvt liu bn trong b tri ra ngoi qua cc lrng trong thn cng trnh.

Flood plain The area within the floodEMBANKMENTS.

= Bi sng Khu vc chu nh hng ca lbn c gii hn trong .

Flood wall, splash wall Wall, retired fromthe seaward edge of the sea wall crest, topre-vent water from flowing on to the landbehind.

= Tng nh Tng c t trn nh ca bin, cch xa mp ngoi (pha bin) ca bin c tc dng ngn khng cho ncbin trn vo vng t pha sau.

Flow regime Combinations of riverdischarge and corresponding water levelsand their respective (yearly or seasonally)averaged values and characteristicfluctuations around these values.

= Ch dng chy l s kt hp ca lulng dng chy sng vi cc mc nctng ng, cc gi tr trung bnh tng ng(theo nm hoc theo ma), v s dao ngxung quanh gi tr trung bnh ny.

Freeboard The height of a structureabove STILL WATER LEVEL.

= vt cao Chiu cao ca cng trnh trnmc nc tnh.

Physical model See SCALE MODEL. = M hnh vt l nh m hnh tng t

Geotextile A synthetic fabric which maybe woven or non-woven used as aFILTER or separation layer.

= Vi a k thut c dt bng si tnghp c s dng lm Tng lc hoc lmlp phn cch.

Gradings Distribution, with regard to sizeor weight, of individual stones within abulk volume. Heavy, light and finegradings are distinguished (Sub-Section3.3.2.3)

= Cp phi S phn b v mt kch thchoc khi lng ca cc vin trong khi. Cc loi cp phi c phn bit thnhcp phi nng, nh, hoc nh (xem mc3.3.2.3)


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Granular filterA band of granularmaterial which is incorporated in anEMBANKMENT dam and is graded so asto allow SEEPAGE to flow across ordown the filter zone without causing themigration of the material from zones

adjacent to the FILTER.

= Tng lc ngc Tng lc c lm bngcc loi cp phi khc nhau thngc s dng trong cc cho phpthot nc thm qua thn m khng gyra s ra tri ca cc ht vt liu trong .

Groyne A structure generallyperpendicular to the shoreline built tocontrol the movement of BEACHMATERIAL.

= K l cng trnh thng c t ni vunggc vi b, c xy dng khng chs di chuyn ca vt liu (bn ct) b.

Hard defences In common usage.normally taken to describe concrete,timber, steel, asphalt or RUBBLEshoreline structures. Rubble or rockstructures are often considered SOFTDEFENCES because of their ability toabsorb wave energy.

= Cng trnh cng Cng trnh bo v b ckt cu b tng, g, st, astphalt hoct/ . Tuy nhin cc cng trnh nhbng cng thng c coi nhcng trnh mm v kh nng hp th nnglng sng.

Head End of BREAKWATER or DAM. = u im u mt ca cng trnh chn

sng hoc =Headwater level The level of the water inthe RESERVOIR.

= Cao ct nc Mc nc trong h cha

Hydraulics Science of watermotion/flow/mass behaviour

= Thu lc hc Ngnh khoa hc nghin cuv chuyn ng v cc bin i ca ncv ca dng chy

Hydrology Science of the hydrologicalcycle (including precipitation, run-off,fluvial flooding).

= Thu vn hc Ngnh khoa hc nghin cucc chu trnh din bin thu vn nh ma,dng chy mt, l

Igneous rocks Formed by thecrystallization and solidification of amolten silicate magma.

= la c hnh thnh bi s kt tinh vng kt ca magma silicat nng chy

Integrity The degree of wholeness of a

rock block as reflected by the degree towhich its strength against impacts isreduced by the presence of flaws.

= Tnh nguyn dng Mc nguyn dng

ca khi c phn nh bi cng chng li cc tc ng, cng ny s bgim bi s xut hin ca cc vt nt.

Internal erosion The formation of voidswithin soil or soft rock caused by themechanical or chemical removal ofmaterial by SEEPAGE.

= Xi bn trong S hnh thnh cc l rngbn trong t hoc cc loi xp do cctc ng ho hc v c hc ca dng thm.

Irregular wavesWaves with randomwave periods (and in practice, alsoheights), which are typical for naturalwind-induced waves.

= Sng bt qui tc l cc cc sng c ccchu k ngu nhin (trong thc t chiu caosng cng bin i ngu nhin), thng lcc sng c hnh thnh do gi.

Levee Flood EMBANKMENT less thanone metre in height.

= bi chng l thng c chiu caonh hn 1m

Lining A coating of asphaltic concrete,concrete, reinforced concrete to providewater-tightness, to prevent EROSION orto reduce friction of a canal, tunnel orshaft.

= Lp ph mi dng mng Lp bo v mibng b tng asphalt, b tng, b tng ctthp dng to ra mt lp chng thmngn chn xi b hoc gim ma st ca bknh.


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Littoral drift, littoral transportThemovement of BEACH MATERIAL in theLITTORAL ZONE by waves and currents.Includes movement parallel(LONGSHORE TRANSPORT) andperpendicular (onshore - offshore

transport) to the shore.

= Vn chuyn ven b S chuyn ng cavt liu b bin trong khu vc ven b do tcng ca dng chy v sng. Vn chuynven b bao gm vn chuyn theo phngdc b v vn chuyn theo phng vunggc vi b.

Littoral zone BEACH and SURF ZONE. = Khu vc ven b Bao gm bi bin v isng v

Longshore Along the shore. = Dc b Phng dc theo (song song vi)ng b

Longshore scourLocal EROSION nearfixed objects, including (rock) structures.

= Xi dc b Hnh thc xi cc b gnnhng ch c cng trnh/vt cn (mi )cng v c nh

Longshore transport Wave-inducedmovement of sediment, rock or gravelalong a beach (but also along slopingrock structures).

= Vn chuyn dc b Phng thc vnchuyn ca vt liu b dc theo ng bbi dng ven do sng.

Mach-stem wave Higher-than-normal

wave generated when waves strike astructure at an oblique angle.

= Sng mch Sng c chiu cao hn sng

thng thng, c to ra khi sng ti tcng vo cng trnh vi mt gc nghing.Maintenance Repair or replacement ofcomponents of a structure whose life isless than that of the overall structure, orof a localised area which has failed.

= Duy tu Vic sa cha hoc thay th cc bphn ca mt cu trc m tui th canhng b phn ny l t hn so vi tui thca ton b cu trc, hoc l vic thay thcc b ca i vi cc b phn b hng

Mattres A blanket of brush. poles, plastic,fibres or other material lashed together toprotect the EMBANKMENT or riverchannel from EROSION.

= Phn chng xi l mt mng c lm tcc cnh cy, nha tng hp, ... dng bo v hoc lng sng khi b xi

Maximum water level The maximumwater level, including flood surcharge,

which the DAM has been designed towithstand.

= Mc nc ln nht Mc nc bao gmc mc nc l m p c th chu c.

Mean The average value of a parameter = Gi tr trung bnh Tr s trung bnh ca mttham s

Meandering A single channel having apattern of successive deviations inalignment which result in a more or lesssinusoidal course.

= Un khc S lch hng khi v tr trungbnh hng tuyn ca mt con sng nlch, thng un khc c dng hnh sin

Mean wave period The mean period ofthe wave defined by zero-crossing.

= Chu k sng trung bnh Gi tr trung bnhca cc khong thi gian gia hai im giaolin tip ca ng mt sng v mt trungbnh sng

Modular flow see SUPERCRITICAL

FLOW

= Chy xit Trng thi chy Fr >1

Morphology The transport of sedimentand the consequential changes with timeof the river or sea bed bed and riverbanks.

= Hnh thi Cc din bin ca b sng vlng sng theo thi gian l kt qu ca vnchuyn bn ct trong lu vc.

Numerical model A description of thereality by means of mathematicalequations which allow to predict thebehaviour of flows, sediment and

= M hnh ton l s m t thc t bng ccphng trnh ton hc cho php tnh tond bo cc bin i ca dng chy, bn ct,v cng trnh.


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structures.

Monochromatic wavesA series ofwaves, each of which has the same waveperiod.

= Sng n l mt chui cc sng c cngmt chu k

Offshore breakwaterA breakwater builttowards the seaward limit of theLITTORAL ZONE, parallel (or nearparallel) to the shore.

= dc chn sng/ct c xy dngngoi bin trong vng ven b, c hng(gn) song song vi ng b

One-dimensional (1-D) modelANUMERICAL MODEL in which all theflow parameters are assumed to beconstant over the cross-section normal tothe flow. There is only a velocity gradientin the flow direction.

= M hnh mt chiu (1-D) M hnh ton mcc yu t v tham s thu lc c githit l khng i trn ton b mt ctngang vung gc vi hng dng chy.Lu tc dng chy ch bin i dc theochiu dng chy.

Orthogonal (Wave Ray)In a waverefraction/diffraction diagram, a linedrawn perpendicular to the wave crest.

= Tia sng l ng thng v vung gc ving nh sng m t qu trnh lan truynca sng.

Outlet An opening through which watercan be freely discharged from aRESERVOIR to the river for a particularpurpose.

= Ca x Ca dng thot nc t do th cha ra sng nhm mt mc ch xcnh no .

Overtopping Water passing over the topof the SEA WALL

= Trn Nc trn qua nh ca cng trnh bin

Parapet Solid wall at crest of SEA WALLprojecting above deck level.

= Tng ht sng Khi tng c t trnnh nh cao ln trn mt .

Parapet-wall See CROWN-WALL. = Xem tng ht sng

Peak period The wave perioddetermined by the inverse of thefrequency at which the wave ENERGY

SPECTRUM reaches a maximum.

= Chu k sng ti nh ph l chu k sngc xc nh bng cch nghch o tnsut sng ti nh ph

Pitching Squared masonry or precastblocks or embedded stones laid in regularfashion with dry or filled joints on theupstream slope of an EMBANKMENTdam or on a RESERVOIR shore or on thesides of a channel as a protection againstwave and ice action.

= Lt khan Cc khi bo v mi c sn,hoc cc khi hc c xp theo hngc hoc khng c cc vt liu cht mch ri,thng c dng xp cc khi bo vmi , mi k, mi h cha.

Pore pressure The interstitial pressure offluid (air or water) within a mass of soil,rock or concrete.

= p lc mao dn p lc cht lng trong kheh ca khi t, , b tng

Porosity Laboratory measured propertyof the rock indicating its ability to retain

fluids or gasses.

= rng c xc trong phng th nghim,l c tnh ca t cho bit kh nng gi

(cha) nc (kh) bn trong n.Porous In terms of REVETMENTS andARMOUR, cladding that allows rapidmovement of water through it such asduring wave action (manyGEOTEXTILES and sand asphalt can benon-porous under the action of waves butporous in soil mechanics terms).

= Rng c s dng i vi cc cng trnhk bo v b, v lp ph mi cho phpnc chy qua v di chuyn bn trong khixp khi c tc ng ca sng ln cng trnh(c nhiu loi vi a k thut, asphalt c thngn khng cho nc chy qua di tcdng ca sng, tnh Rng trong c hc tli mang ngha khc)


10/19

Prototype The actual structure orcondition being simulated in a model.

= Nguyn mu Hnh dng/tnh trng thc cacu trc s c m phng trong m hnh .

Quasi three-dimensional (3-D) model ANUMERICAL MODEL in which the flowparameters vary in two dimensions, butwhich allows to determine the flow

parameter in the third dimension

= M hnh gi 3 chiu (3-D) l m hnh tontrong cc thng s dng chy bin itheo 2 chiu, nhng cho php xc nh ccthng s ca dng chy chiu th 3.

Quarry Site where natural rock stone ismined.

= M Ni khai thc t nhin

Random waves The laboratorysimulation of irregular sea states thatoccur in nature.

= Sng ngu nhin Vic m phng sng btqui tc trong phng th nghim

Reach Part of a river channel inlongitudinal direction.

= on Mt phn dc theo chiu di calung sng

Reef breakwaterRUBBLE MOUND ofsingle sized stones with a crest at orbelow sea level which is allowed to be(re)shaped by the waves.

= chn sng ngm l mt dng mi nghing, c lm t mt c , nh nm ngay hoc di mc nc bin, c thit k t iu chnh hnh dng nnh di tc ng ca sng.

=

Reflected wave That part of an incidentwave that is returned seaward when awave impinges on a BEACH. sea wall orother reflecting surface.

= Sng phn x Phn sng ti quay tr lipha bin sau khi tc ng vo cng trnh,hoc b bin, hoc cc mt phn x khc.

Refraction (of Water Waves)Theprocess by which the direction of a wavemoving in SHALLOW WATER at anangle to the contours is changed so thatthe wave crests tend to become morealigned with those contours.

= Khc x (ca sng) Qu trnh thay ihng chuyn ng ca sng khu vcnc nng. ng nh sng s thay imt gc theo xu hng gn trng ving ng mc ca a hnh y.

Regular waves orMonochromaticwaves Fully periodic waves with constantperiod, which are practically not found in

nature.

= Sng qui tc/Sng n Sng iu ho vichu k khng i, rt kh xy ra trong thct.

Regulating reservoirA RESERVOIRfrom which water is released so as toregulate the flow in the river.

= iu tit h cha Nc trong h cha cth iu chnh (x nc) nhm iu titdng chy sng.

Rehabilitation Renovation or upgrading. = Phc hi Ci to hoc nng cp

Replacement Process of demolition andreconstruction.

= Thay th Qu trnh ph b v xy mi

ReservoirAn artificial lake, basin or tankin which a large quantity of water can bestored.

= H cha H/b nhn to c xy dng cha mt khi lng nc ln.

Return period In statistical analysis anevent with a return period of N years is

likely, on average, to be exceeded onlyonce every N years.

= Chu k lp Trong sc sut thng k vi mtchu k lp l N nm th tnh trung bnh hin

tng s xy ra ch 1 ln trong N nm .Revetment A cladding of stone, concreteor other material used to protect thesloping surface of an EMBANKMENT,natural coast or shoreline againstEROSION.

= K b Vic ph (lt) , b tng hoc ccvt liu khc bo v mi dc ca hoc b sng nhm chng li cc s xi l.


11/19

Rip rapWide graded quarry stonenormally used as a protective layer toprevent EROSION of the sea and/or riverbed, river banks or other slopes (possiblyincluding the ad-joining crest) due tocurrent and/or wave action.

= hc vi nhiu cp phi c/xp t do nhm bo v b/lng sng bxi do dng chy hoc do sng.

River regimeCombinations of riverdischarge and water levels, characteristicfor a prescribed period (usually a year ora season) and determining for the overallMORPHOLOGY of the river.

= Ch sng Cc t hp ca lu lng,mc nc, c trng cho mt cho mtkhong thi gian xc nh no (thngl mt nm hoc l mt ma), ch sngcng xc nh hnh thi ca sng.

River training structure Anyconfiguration constructed in a stream orplaced on, adjacent to or in the vicinity ofa streambank that is intended to deflectcurrents, induce sediment deposition,induce SCOUR, or in some other wayalter the flow and sediment REGIMES ofa river.

= Cng trnh trnh tr sng Cc cng trnhuc xy dng trn vi mc ch lm thayi dng chy sng, to ra bi / xi ca bnct hoc bng cch no lm bin i ch dng chy v bn ct ca sng

Rock degradation model(armourstone) A model under researchand development, which attempts topredict yearly weight losses from theARMOUR, taking account of rockproperties and site conditions.

= M hnh nghin cu s xung cp ca ( bo v mi) M hnh hin angtrong qu trnh nghin cu v pht trinnhm d on trng lng hao ht hngnm ca vin trong lp bo v mi dicc tc dng ca iu kin t nhin.

=

Rockfill dam An EMBANKMENT dam inwhich more than 50 % of the total volumecomprises compacted or dumpedpervious natural or crushed stone.

= p p c xy dng vi hn 50%khi lng vt liu l dm m chthoc hc

Rock weathering Physical andmineralogical decay processes in rockbrought about by exposure to climaticconditions either at the present time or inthe geological past.

= S phong ho Qu trnh suy thoi cctnh cht vt l, ho hc ca do cc tcng ca kh hu

Rubble mound structure A mound ofrandom-shaped and random-placedstones.

= mi nghing l mt ni/ g c hnhdng bt k c to bng t do

Run-up The uprush of water onto astructure or BEACH as a result of waveaction

= (Sng) leo S leo ln ca nc trn mtcng trnh hoc b/bi di tc ng casng.

Run-up, run down The upper and lowerlevels reached by a wave on a structure,expressed relative to still water level.

= (Sng) leo, (sng) rt l s nng ln v hxung ca mc nc ti cng trnh do tcng ca sng trn cng trnh.

Scale or physical model Simulation of astructure and/or its (hydraulic)environment in usually much smallerdimensions in order to predict theconsequences of future changes. Themodel can be built with a fixed bed or amovable bed.

= M hnh vt l M phng ca mt cu trcv/hoc cc yu t mi trng (thy lc)xung quanh n thng vi t l thu nhnhm d bo cc bin i trong tng lai.M hnh c th c thit k dng lngcng hoc lng mm.

S-Slope breakwaterRUBBLE MOUNDwith gentle slope around still water leveland steeper slopes above and below.

= chn sng mi dc ch S vi mi dc thoi ti phn ngang vi mcnc tnh v mi dc dc hn phn phatrn v pha di mc nc tnh.


12/19

ScourWashing away of the bed/bankmaterial under the action of current andwave.

= Xi S cun tri ca vt liu y/b do tcng ca dng chy v sng.

Scour protection Protection againstEROSION of the sea bed in front of theTOE.

= (Thm) chng xi Bo v y trc chnkhay khi b xi.

Sea defencesWorks to prevent oralleviate flooding by the sea. = Cng trnh phng h b bin ( bin)Cng trnh ngn chn hoc gim bt ncbin trn.

Secular changes Long-term changes insea level.

= Thay i trng k S thay i di hnmc nc bin trong thi gian di

Sediment loadThe sediment carriedthrough a CHANNEL by streamflow.

= Vn chuyn bn ct Bn ct c dngnc vn chuyn trong sng

Sedimentary rocks Formed by thesedimentation and subsequentlithification of mineral grains, either underwater or more rarely on an ancient landsurface.

= trm tch To nn bi qu trnh trmtch v ha ca cc ht khong cht,pha di nc hoc i khi trn b mtcc bi gi.

Seepage The interstitial movement ofwater that may take place through aDAM, its foundation or ABUTMENTS.

= Thm/Thm thu Chuyn ng ca ncxuyn qua thn hoc nn p, hoc qua mtr, m bin (cu)

Sill a) A submerged structure across ariver to control the water level upstream;b) The crest of a SPILLWAY.

= Ngng/p ngng a) cng trnh ngmngang sng nhm khng ch mc ncthng lu; b) nh ca p trn.

Shallow waterCommonly water of suchdepth that surface waves are noticeablyaffected by bottom topography. It iscustomary to consider water of depthsless than half the surface wave length asshallow water.

= Nc nng L vng nc c su mti , mt sng chu nh hng ng kca a hnh y. Thng thng, suny c ly nh hn mt na chiu disng.

ShoulderHorizontal transition to layer oflarger size stones which is placed at

higher elevation.

= Vai (p) on chuyn tip nm ngang tilp c kch thc ln hn v nm pha

trn lp .Significant wave height The averageheight of the highest of one third of thewaves in a given sea state.

= Chiu cao sng c ngha Chiu caotrung bnh ca 1/3 con sng ln nht trongchui s liu sng quan trc.

Significant wave period An arbitraryperiod generally taken as the period ofone third of the highest waves within agiven sea state.

= Chu k sng c ngha Chu k sng,thng c ly nh chu k trung bnh ca1/3 con sng c chiu cao ln nht trongchui s liu sng quan trc.

Slope The inclined face of a cutting orcanal or EMBANKMENT.

= Mi dc Mt nghing ca mt mt c, cngtrnh knh hoc /k.

Slope protection The protection ofEMBANKMENT slope against waveaction or EROSION.

= Bo v mi Lp bo v ca mi /k chng li cc tc dng ca sng hocchng xi mn.

Soft defences Usually refers toBEACHES (natural or designed) but mayalso refer to energy absorbing structuresincluding those constructed of rock,considered as HARD DEFENCESbecause of their stability.

= Cng trnh mm (t nhin hoc nhn to),thng dng trong cc cng trnh bo vb. Nu xt v mt hp th nng lng thk/ cng c coi l cng trnhmm, tuy nhin chng thng c xemnh cng trnh cng bi tnh n nh cachng.


13/19

Spillway A structure over or throughwhich flood flows are discharged.

= ng trn/p trn Cng trnh m dngchy l c tho bng cch chy trnhoc chy xuyn qua.

Spur (-dike) or GroyneA structureextending from a bank into a channel thatis designed usually to protect the banks

or to provide enough water depth fornavigation purposes.

= (k) m hn Cng trnh b tr t bhng ra pha lng sng, thng c thitk bo v b hoc tng chiu su dng

chy nhm mc tiu vn ti thy.

Stationary process A process in whichthe mean statistical properties do not varywith time.

= Qu trnh dng Qu trnh m cc yu tthng k trung bnh khng thay i theo thigian.

Still water level Water level which wouldexist in the absence of waves.

= Mc nc tnh Mc nc tn ti khi khngc sng

Stilling basin A basin constructed so asto dissipate the energy of fast flowingwater e.g. from a SPILLWAY or bottomoutlet and to protect the river bed fromerosion.

= B tiu nng B c xy dng tiuhao nng lng ca dng chy (v d saup trn hoc y ca ra) v bo v ysng khi xi mn.

Stochastic Having random variation in

statistics.

= Qu trnh ngu nhin l qu trnh c cc

bin i ngu nhin theo cc phn b thngk.Storage reservoirA RESERVOIR whichis operated with changing water level forthe purpose of storing and releasingwater.

= H cha (h tr nc) H cha cvn hnh vi mc nc thay i nhm mcch tr v tho nc.

Storm surge A rise in water level in theopen coast due to the action of windstress as well as atmospheric pressureon the sea surface.

= Nc dng do bo S tng mc nctrong vng bin h di tc dng ca plc gi cng nh p sut khng kh trn mtbin.

Streambed Low water channel. = Lng sng ma cn Lung lch trong manc cn.

Subcritical The flow condition above a

dam by which the TAILWATER levelinfluences the upstream head. Thedischarge is a function of upstream anddownstream head. Also calledsubmerged flow, submodular flow orDROWNED FLOW.

= Chy m iu kin dng chy pha trn

p m mc nc h lu nh hng nct nc thng lu, lu lng trn l hms ca c ct nc thng v h lu. Cngc gi l dng chy ngp.

Supercritical The flow condition above aDAM by which the upstream head isindependent of the TAILWATER level.The discharge is a function of theupstream head only. Also called free flow,rapid flow or MODULAR FLOW.

= Chy xit iu kin dng chy pha trnp m ct nc thng lu khng phthuc vo mc nc h lu, lu lng trnch l hm s ca ct nc thng lu. ycng c gi l dng chy t do.

Surfzone The area between the outer

most breaker and the limit of the waveRUN-UP.

= Vng sng v (vng sng ) Vng nm

gia bin ngoi cng ca sng v v giihn ca sng leo.Suspended load The material moving insuspension in a fluid, kept up by theupward components of the turbulentcurrents or by the colloidal suspension.

= Bn ct l lng Cc ht chuyn ng llng trong cht lng, c gi bi ccthnh phn hng ln trn ca dng chyri hoc bi cc cht keo l lng.

Swell (Waves) Wind generated wavesthat have travelled out of their generatingarea. Swell characteristically exhibits amore regular and longer period and has

= Sng lng Sng do gi dch chuynkhi vng khi im. Sng lng c chu ku v di hn v c nh sng trn hn sovi cc con sng hnh thnh vi cng


14/19

flatter crests than waves within theirFETCH.

gi.

Tailwater level The water leveldownstream of a DAM or SILL.

= Mc nc h lu Mc nc h lu cap hoc cng trnh ngng ngm.

Thalweg The locus of the deepest pointsin a valley at successive cross-sections.= ng trng su Tp hp ca cc imsu nht ca y a hnh trn cc mt ct

k tip nhau.Two/three-dimensional (2/3-D) model Amathematical model in which the flowparameters vary in two/three dimensions.

= M hnh 2/3 chiu (2/3-D) M hnh ton mcc yu t v dng chy thay i theo 2hoc 3 chiu.

Tides Water movements, basically due toglobal astronomic response of Oceansand besides, on the continental shelvesand in coastal waters -and particularlyestuaries and bays-strongly affected(amplified) by shallow water and coastalplanforms. Typical specific definitions of

associated local water levels, indecreasing order, are HAT or HHW,MHWS, MHW, MLW, MLWS, LAT orLLW (see Section 4.2.1).

= Thy triu Dao ng ca mt nc, v cbn l kt qu ca s tng tc gia idng vi cc yu t thin vn, ngoi ra, ticc vng ra lc a v vng bin nng (cbit l vng ca sng v vnh), cn chu nhhng nhiu ca y a hnh. nh nghacc loi mc nc c trng, theo th t

gim dn, HAT hay HHW, MHWS, MHW,MLW, MLWS, LAT hoc LLW xem mc4.2.1.

Toe Lowest part of seaward and port-sidebreakwater slope, generally forming the

= Chn khay Phn di cng ca mi dc chn sng pha bin hoc pha cng,thng l b phn chuyn tip vi y bin

transition to the sea bed. =

Total load The sum of BED LOAD andSUSPENDED LOAD in the river.

= Bn ct tng cng Tng ca bn ct yv bn ct l lng trong sng.

Toe blanket See APRON. = Phn gia c chn Xem Thm chng xi

Training wall A wall built to confine orguide the flow of water over the

downstream face of an overflow DAM orin a CHANNEL.

= Tng chn Tng c xy chnhoc hng dng chy chy qua mt h

lu p trn hoc trong lung lch.

Upgrading Improved performanceagainst some or other criteria.

= Nng cp Ci to cng trnh p ngyu cu khai thc mi cao hn.

Uplift The upward pressure in the poresof a material (interstitial pressure) or onthe base of a structure.

= p lc y ni p lc hng ln trntrong l rng ca khi vt liu (p lc lrng) hoc ln mt y ca cng trnh.

Up-rush, down-rush The flow of waterup or down the face of a structure.

= Nc leo, nc rt Dng chy leo lnhoc rt xung trn b mt cng trnh.

Wandering See MEANDERING. = Quanh co Xem un khc

Waterway A navigable CHANNEL. = ng thy Lung giao thng vn ti thy

WeirA low dam or wall across a stream

to raise the upstream water level. Termedfixed-crest weir when uncontrolled.

= p ngn nc p hoc tng chn c

cao trnh nh thp c xy dng chnngang dng nc lm dng mc ncthng lu.

Wave return face The face of a CROWNWALL designed to throw back the waves.

= Mt ht sng Mt trc ca tng nhc thit k ht sng ngc tr li

Fnh : s Froude = Fnh : Froude number

V: tc trong nc (m/s) = V: speed through the water (m/s)


15/19

h: chiu su nc tnh (m) = h: undisturbed water depth (m)

g: gia tc trng trng (9,81 m/s2) = g: acceleration of gravity (9.81 m/s2)

din tch mt ct ngang (m2) = cross section area (m2)

din tch mt ct ngang t lung tu(m2)

= channel wetted cross-sectional area (m2)

din tch mt ct ngang t ca tu (m2) = ship wetted cross section area (m2)

gc () = angle (degree)

chiu rng khu (m) = width of the opening (m)

chiu rng tu (m) = ship beam (m)

gc cong () = bend angle (degree)

h s gia tng chiu rng tu (m) = factor of additional sailing path width (m)

chiu rng chy tu gia tng (m) = additional sailing path width (m)

S chiu su Froude; = Froude Depth Number;

=

gia tc trng trng (9.81 m/s2) = acceleration due to gravity (9.81 m/s2)

chiu su nc khng nhiu lon (m) = undisturbed water depth (m)

chiu su nc trung bnh trn din tchngc chiu gi thi ca vng nc (m) = average water depth in upwind area ofwater body (m)chiu cao sng c ngha (m) = significant wave height (m)

chiu di gi (m) = fetch length (m)

h s cn (mt ct); k = blockage (sectional) factor; k

chiu di tu (m) = ship length (m)

chiu di lung dn hnh phu (m) = length of the funnel shaped approach (m)

chiu di vng t do (m) = length of the free area (m)

chiu di vng sp hng (m) = length of the line-up area (m)

chiu di tu gia cc ng vung gc(m)

= ship length between perpendiculars (m)

chiu di vng ch (m) = length of the waiting area (m)

lu lng nc (m3/s) = water discharge (m3/s)

bn knh cong (m) = bend radius (m)

mn nc tu (m) = ship draught (m)

tc gi trung bnh (m/s) = average wind speed (m/s)

tc tu trong nc (m/s) = ship speed through water (m/s)

tc dng chy ngang (m/s) = cross current velocity (m/s)

khong cch n b pha b (m) = bank clearance on the red side

khong cch n b pha b xanh (m) = bank clearance on the green side

chiu rng di hot ng c bn (m) = width of the basic maneuvering lane (m)

chiu rng di hot ng (m) = width of the maneuvering lane (m)

khong cch gia hai tu (m) = passing distance (m)chiu rng di qut (m) = width of the swept track (m)

Mun lu lng trung bnh ca ontnh ton

= mean discharge modulus of the calculatedstretch

Tc dng chy chiu su trung bnh; = depth averaged flow velocity

H s thu hp din tch mt ct ngangsng

= a factor relative to the area contraction rateDA of the river bed corresponding to thecalculation water stage


16/19

Gc gia ng i ca tu v hngdng chy

= angle between ship's course and currentdirection

Gc nghing ca k m hn = Angle of groyne inclination to flow

H s chy ngp lin quan ti hn/h0 = submersion factor relative to hn/ho

H s co hp ngang, c xc nh bngthc nghim hay ly cc s liu o c

trong iu kin tng t hoc ly e =0,80;

= transverse contraction factor determined byexperiment or adopting the measured data

of similar conditions or taking e = 0.80

H s lu tc, c xc nh bng thcnghim hay ly theo cc s liu o ctrong cc iu kin tng t, hoc ly j =0,85;

= velocity factor determined by experiment oradopting the measured data of similarconditions or taking j=0.85

H s, c xc nh theo s liu khost hin trng. Trong trng hp khngc s liu kho st, ly trong khong 1,2-1,3.

= coefficient, determined according to field-surveyed data. In case of no field-surveyeddata available, it may be taken as 1.2 ~ 1.3

H s hiu chnh ng nng ti cc mtct ngang thng/ h lu ca on ctnh ton tng ng;

= kinematic energy correction factor of theupstream/downstream cross-section ofcalculated stretch respectively;

Chiu di gia cc mt ct ngang thngh lu (m);

= length between the upper and lower cross-section (m)

Gc ngh ca vt liu c th ly gn ngbng gc ma st trong

= Angle of repose considering the materialspecific internal friction

Chnh lch mc nc thng h lup ngn nc

= water stage difference between upstreamand downstream side of the dam (m)

tng chiu su trung bnh i vion sng tnh ton sau khi to lngdng chy (m)

= the averaged increment of the depth of theriver stretch after dredging

Chiu su trung bnh to lng dng chytrn y sng (m);

= the averaged dredging depth (m)

Chnh lch mc nc ca on sngtnh ton trc khi to lng dng chy(m);

= water stage difference (between upstreamand downstream) before dredging (m),

Tr s h thp mc nc ca mt ctngang thng lu sau khi to lng dngchy (m);

= value of water stage falling of the uppercross-section after dredging (m),

H s c trng i vi mt ct nganglng sng

= coefficient account for the natural cross-section of the river, can be taken as

Cc din tch nc mt ct ngangthng v h lu (m2) tng ng, c thly mt ct chuyn nc cc tiu thnglu lm A2

= the upstream and downstream cross-sectional water areas (m2) respectively

Chiu rng mt nc ca mt ct ngangtnh ton (m);

= water surface width of calculation cross-section (m)

Chiu rng tuyn chnh tr = regulation width

H s tc ng qua li gia sng ktcu, ph thuc ch yu vo nhm v rng ca vt liu lm lp bo v

= wave-structure interaction coefficient, mainlydependent on roughness and porosity ofprotective material

Chiu rng mt nc thch hp vi lulng tnh ton Q ti v tr c honthnh (m);

= width of water surface relevant to thecalculation discharge Q at the positionwhere the groyne completed

chiu rng trung bnh lng dn = average width of the channel

Chiu rng y ca mt ct ngang thn = bottom width of the dam body


17/19

p

chiu rng di ng dng th i = width of i-th flow band

Chiu rng mt ct ngang ni c cngcao trnh nh mc nc h lu p

= width of the dams cross-section atdownstream water level

Chiu rng sng lc ban u = width of original riverbed

Chiu rng to lng dng chy = the width of the dredging channel

H s Chezy = Chezy coefficient

h s kinh nghim v c tnh lung = empirical coefficient for channel properties

= equally-volumetric particle size of the stoneblock

Chiu di so le ca = staggered length (m)

kch thc c trung ca lp ph (lng knh ca khi ph mi hoc chiudy i vi cc tm)

= characteristic size of the revetment coverlayer material (single unit size for looseelements, thickness of mattress systems)

kch thc c trung ca lp ph (lng knh ca khi ph mi hoc chiudy i vi cc tm)

= characteristic size of the revetment coverlayer material (single unit size for looseelements, thickness of mattress systems)

gia tc trng lc = acceleration due to gravity

Chiu su nc trung bnh trong phm vica B (m);

= average water depth in the scope of B2 (m);

Chiu su nc trung bnh ca onsng tnh ton trc to lng dng chy(m);

= the averaged water depth of the river stretchbefore dredging (m),

Chiu su nc trung bnh thit k camt ct ngang yu cu ti mc ncchnh tr

= designed mean water depth of the crosssection required at regulation stage (m);

Tn tht do mt st, c th tnh theo cngthc sau:

= friction loss, which may be calculated by thefollowing formula:

Chiu su nc ca b dng chy th i = water depth of streamline number i (m),

Tn tht ct nc cc b (m) c tnh

nh sau:

= local head loss (m) being calculated as

follows:Chnh lch gia cao trnh nh p vmc nc bnh thng pha h lu cap ngn dng trong iu kin lu lngtnh ton

= difference between the elevation of the damtop and the normal water stage downstreamof the closure dam under the condition ofcalculation discharge (m). If the normalwater stage is lower than the elevation ofthe dam top, the value of ho is negative.

Ct nc trn nh p ngn dng phathng lu

= water head above the dam top upstream ofclosure dam (m)

Chiu su nc y trng sng so vicao bi phng l

= water depth at the thalweg referred to floodplain level (FPL)

Chiu cao c ngha ca sng = Significant wave height

dc dc ng mc nc tng ng

vi lu lng to

= water surface slope at bed forming

discharge Q dc mt nc tng ng vi lulng chnh tr

= average slope of water surface;

H s khu tr tc tu = deduction coefficient for ship's speed. It maybe calculated by the following formula:

H s thm = seepage factor can be estimated by:

H s chiu su, ph thuc vo dngphn b lu tc theo phng ng vchiu su nc vi t s chiu cao

= Depth factor, dependent on the assumedvelocity profile and the water depth toequivalent roughness height ratio


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tng ng

H s dc b bnh thngb qua dc dc ca b hoc ca cng trnh

= Bank normal slope factor neglecting thelongitudinal slope of the bank or structure

H s chy ri = turbulence factor

khng cch theo phng dc tng ngvi chiu rng lung B do tu vt sang

= longitudinal distance corresponding to thechannel width B crossed over by ship. It

may be calculated by the following formula:Khong cch an ton gia ui tu vmm li h lu

= safety distance between stern anddownstream protruding point (m)

chiu di hiu qu ca k (theo phngvung gc vi ng b)

= effective length of groyne (perpendicular tothe embankment)

chiu di h xi theo phng vung gcvi ng tim k ls = 4 ys

= length of scour hole perpendicular to thegroyne axis

S cc b dng chy = number of flow bands

H s mi thng lu p = upstream slope coefficient of the dam

H s mi h lu p = downstream slope coefficient of the dam

nhm lng sng (h s Maning) = riverbed roughness (Manning coefficient)

H s nhm ca b dng chy th i = roughness coefficient of i-th flow band;

H s nhm trong phm vi to lng dngchy

= roughness coefficient in the dredgingchannel

H s nhm ca lng sng lc ban u = roughness coefficient of original bed

=

Lu lng chnh tr = regulation discharge

Lu lng thm ca p ngn dng = seepage discharge of the closure dam

Lu lng to lng = bed forming discharge

Lu lng n v ca b dng chy th i = the unit discharge of i-th flow band

Bn knh cong chnh tr = Curvature radius of the regulation trace

Chu k sng trung bnh = mean wave period

Lc y ng vi tc tu trong nc

tnh (N)

= pushing force corresponding to ship's speed

in still water (N)Tc tu trong nc tnh = ship's speed in still water

Lu tc trung bnh trn mt ct ngang tiu thc ghnh

= mean velocity on the cross-section at therapids head (m/s);

Lu tc trung bnh ti cc mt ct ngangthng/ h lu ca on c tnh tontng ng

= mean velocity of the upstream/downstreamcross-section of calculated stretchrespectively

Lu tc trung bnh ca b dng chy thi

= the velocity of i-th flow band (m/s),

Lu tc mt nc cc i trn mt ctngang ti u thc ghnh

= maximum surface velocity on the crosssection at the rapids head (m/s);

Lu tc n (m/s). = approach velocity (m/s)

Trng ti dn nc ton phn ca tuhay tu ko s lan (N) = gross displacement tonnage of ship orbarge tow (N)Chu vi t ca lng dng chy c to = wetted perimeter of the dredging channel

(m)Chu vi t ca lng sng lc ban u = wetted perimeter of original river bed (m)

Chiu xu xi ln nht tnh t y trngsng

= maximum total scour depth related to thethalweg of the undisturbed river bed

Mc nc ti cc mt ct ngangthng/h lu ca on tnh ton tng

= water levels of the upstream/downstreamcross-section of calculated stretch


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ng respectively

gc phn lu = ficticius angle of flow separation

Khong an ton (nh nht 10m) = safety margin (minimum 10m)

T trng tng i ca vt liu chm dinc

= relative density of submerged material

T trng tng i ca vt liu ngp dinc

= relative density of submerged material

Gc tc dng ca dng chy, hp bing dng v ng b

= angle of flow attack between flow line andbankline

chiu di ngh = relaxation length

H s n nh cho dng chy = stability factor for current

H s n nh tnh cho ti trng sng = stability factor for wave loads

Thng s ng sut ct ti hn = critical shear stress parameter

H s nng cp n nh ring ca hthng vi gc mi dc chun ca b

= system specific stability upgrading factorbank normal slope angle

Gc mi dc ca b hoc ca cng trnh = Slope angle of bank or structure

H s k n nh hng ca mi dc = wave similarity parameter

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