M fttcUatlcs Ualingfo,rd

The structure of flow in open channels - a literature search Voluae 2

P G Hollinrake BSc

Report No SR 153 January 1988

Registered Office: Hydraulics Research Limited, Wallingford, Oxfordshire OX10 8BA. Telephone:0491 35381. Telex: 848552

SUIIUARY

Thie report preseote the result of a literature aearch into flor in open channele with particular interest io Channels.

The eearch ie presented in the form of three filee:

- a cerd inder file developed on the Apricot micro coa?uter aaaociated rith the Flood Chanoel Facility which indicates the eource of the publication and givec detaile of any experinental facility.

- a Precis of each paper or book accessed iadicatiag the cheaael type studiedr the aims of the paper, conclueions drawn and the nature of the instrunente ueed in the etudy.

- details of the channels studied in previoua reaearch inco flow interactioor aecondary flor, turbulence, nomeotuu tranafer etc, unified in S.1 units. Three relevant dimeneionlees parameters are also presented.

Thie report supplements The atructure of flow in open chaanels - a literature eearch, January 1987.

The layout of the contenta of this report are the aame aa for Report No SR 96.

CONTENTS

Page

1. ACKNOWLEDGEMENTS 1

2. CARD INDEX OF PAPERS 2

3. PRECIS OF PAPERS 6

4. GEOUETRIC PAPERS 7

ACKNOWTEDGEUENTS This work nas sponsored by the Ministry of Agriculture, Fisheries and Food, as part of the strategic research comuission, number 13A, of Ilydraulics Research.

The author carried out the work in Dr P G Samuels section in the Engineering Department at Hydraulics Research, headed by Dr I,l R White.

The author is grateful to Dr D A Ervine of Glasgow Universityr Dr D I,l Knight of Birningharn Universityt Dr tI R C ltyers of Ulster University, Dr R 1l J Sellin of Bristol University and Dr P R Wormleatoa of Queen Mary College, London University for their help in compiling the references in the literature search. 2 CARD IT{DEX OF PAPERS The card index was compiled on che Apricot Xi-10 micro computer associated with the Flood Channel Facility at Hydraulics Research, using CARDBOX-PLUS,Version 3 as supplied by Business Simulations Ltd.

The field captions used in the card index are detailed below:

Author self explanatory Title self explanatory Pubrn publication (see Abbrevietion of Publ icat ions ) Data form of data presentation, graphical notation Key words self explanatory Channel type channel types are defined as experimental, prototypical, theoretical, sinple, compound, smooth, rough, bend, duct or pipe.

Due to the restricted space available on the card format used, abbreviations of the above channel descriptiona are frequently necessary. Ft, FW, FD flune length, width and depth CL, Ctl, CD channel length, lridth and depth FCS or channel slope, eg 2(-3) represenLs a slope of 0.002 a INST instruments used in experimental work Abbreviation of Publications

AMER American

ANN Annual

ASME American Society of llechanical Engineers ASP Aspects

cII, CHAN Channel CIV Civi I CONF Conference CONG Congress

CONST Construct ion CONT Control

DEPT Department D, DIV Divi sion DPRI Disaster Prevention Research Ins ti tute

ELEM El ement s EM Engineering Mechanics ENG Engineering EXP Experimental

FIN Finite FOUND Foundation

GEOL Geological GEOPHYS Geophysical

HYD, IIYDR Ilydraul ic s

IAIIR International Association Hydraulic Research ID Irrigation and Drainage IHI"t Institut for ltydronechanik and Wasserwirt schaf t

INST Insti tute

INT International 3 IWES Institute of Water Engineers and Scientist s

J Journal JICE Journal Institute of Civil Engineers JSCE Japan Society of Civil Engineers

MEAS Ueasurements MEClT Mechanics MIN Ministry MOD Model I ing

NACA National Advisory Commitcee for Aeronautics NO Nuuber

PASCE Proceedings American Society of Civil Engineers PICE Proceedings Institute of Civil

Engineers PROC Proceedings

REF Refined REG Regional RES Research REV Review

SED Sediment soc Society STN Station STR Structures

SYMP Symposiun

TASCE Transactions American Society of Civil Engineers

TASMN Transactions American Society of Mechanical Engineers TECH Technical TN Technical note TRANS Transac Eions TUR Turbulence

UKAEA United Kingdon Atomic Energy Authori ty

UNIV University US United States USWES United States Waterways Experimental Station v0L Volume

WH, WAT IIAR ldaterways and Harbours

A copy of each of the papers detailed in the card index is kept on the Flood Channel Facility. Books referred to are kept in the library at Hydraulics Research Ltd. The author accepts that the literature search does not give a comprehensive coverage of papers and books relating to the structure of flow in open channels. The literature search will be updated as further material becomes available in recognition of this fact. .TITLE TIIE GEOMETRYOF SMALL MEANDERINGSTREAI'{S .7328S, L970

..:...... DATA MEANDERLENGTII' WIDTlt, BREADTII; PARTICLE SIZE, .KEY WORDS , . .DISCHARCE, TRANSPORTRATE, SLOPE, SEDTMENTCONC. . SEDTMENTTRANSPORT, GEOMETRICAL RATIOS .CHANNEL TypE EXp, SIUP, ROUGH, MEANDERS

.FL 3OOFT . FI{t 34 FT .FD

.cL 300 FT .cw 3.23 FT .cD

..Fcs212.6(-3) .Q 0.205 - 3.248 .INST POINT GAUGES,SAND TNJECTOR . CUSECS

.AUTHOR ALFRINK B J, van RIJN L C .PUB-N PASCE,J HYD ..D, VoL 109, HY3 .TITLE TWOEQUATTON TURBULENCE MODEL FOR FLOWIN .JULY, 1983 . TRENCIIES

.DATA DEPTH, TURBULENCEENERGY, FLOW VELOCrry, SITEAR .KEy WORDSTURBULENCE, .STRESS,EDDY VTSCOSITY, SIIEAR VELOCTTY .TRENCII,SHEAR STRESS EDDYVISCOSITY .CHANNELTypE THRY, EXp, COMP, SMOOTII

.FL 17 M .FW0.5 M .FD 0.7 M

.cL .cld 1.0 M .cD 0.2 M

. FCS .INST LASER :a DOPPLERANEMOMETER

.AUTHORAUER. SOC. OF CIV. ENG. - EDITOR M. ELLIOTT .PUB'N PROCEEDINGSOF ...THE CONFERENCE .TITLE RIVER MEANDERING. PROCEEDINGSOF T1IE CONFERENCE ., NEWORLEANS, .RIVERS'83 .LOUTSTANA,OCT,1gB3

.DATA GEoMoRPIlotocY'EFFECTS oF MAN'S AOTIVITIES, .KEY I.IORDS .ENGINEERINGANALYSIS, NUMERICAL& PHYSICALMODELLING RIVER MEANDERING

.CHANNEL TYPE

.FL .FW .FD

.cL .cI'] .cD

. FCS .a . INST .AUTHOR AMERICAN SOCIETY OF CIVIL ENGINEERS .PUB'N PASCE,J HYD ..D, VOL106, HY5, .TITLE SOURCESOF COMPUTERPROGRAMS IN HYDRAULICS 1e80 :*t, .DATA GROUND WATER,HYDMULICS, LYDROLOGY, SURFACE .KEY WORDSHYDMULICS, .WATER, THERMALDISCHARGE, TIDAL RIVERS, ESTUARIES .COMPUTERPROGRA}TS

.CHANNEL TYPE

.FL .FW .FD

.cL .cI,J .cD

. FCS .a . INST

.AUTTIORANDERSON A G .PUB'N rAHR, 12 TH ;... .CONG, FORTCOLLINS, .TITLE ON THE DEVELOPMENTOF STREAI'{MEANDERS ..1967

.DATA MEANDERIENGTII, TIME, RELATIVE MEANDERLENGTII, .KEY WORDSMEANDERS, .FROUDE NUMBER, DISCIIARGE, DEPTH .ALTERNATEBARS, FROUDE

.CHANNEL TypE TItRy, SIMP, EXp, RGH

.FL . FI{ .FD

.cL .ct^r .cD

. FCS . :a INST

.AUTTTORANDREWS E D .PUB.N JOURNALOF ...HYDROLOGY,46, 1gg0 .TITLE EFFECTIVEAND BANKFULLDISCHARGES OF STREAMSIN .THE YAMPARIVER BASIN, COLARADOAND WYOMING

.DATA DISCHARGE, SEDIMENTLOAD, DRAINAGEAREA, BED .KEY I4IORDS BANKFULL .I'{ATERIAL,RECURRENCE INTERVATS .DISCHARGES, SEDIMENT .....LoAD, EFFECTM .CHANNEL TYPE PROTO,THRY, SIMP, RGH .DISCHARGE

.FL .FW .FD

.cL . c!{ .cD

. FCS . :a INST .AUTIIORANWAR It O, ATKINS R .PUB-N PASCE, J HYD ....D, VOL 106, HYg, .TITLE TURBULENCEI'{EASUREMENTSrN STMIILATEDTrDAL FLOW .AUG, 1gg0

.DATA NONDTMENSTONALSIiEAR & MEAN VELOCrry, TURBULENT .KEy WORDS TURBITLENCE .INTENSITY PROFILES, REYNOLDSSTRESS, ENERGYSPECTRA . INTENSITY, REYNOLDS SIIEAR STRESS, ENERGY .CIiANNEL TypE EXp, TItRy, SIMP, SMTII .spEcTRA

.FL 27 t4 .FW0.6 M .FD 0.4 M

.cL 27 M . crr 0.6 M .cD 0.4 M

. FCS .Q 0.140 cuuEcs .INST E.M. & MIN CURRENTMETER, HOT .FIIM ANEMOMETER,PRESTON TUBE

.AUTIIORARNOLD U, STEIN U, PASCIIEE .PUB'N INT SYMPON . LASERANEI.{OMETRY, .TITLE FIRST EXPERIENCESWITTI AN ON AXIS LDV SYSTEM IN .ASME, FLORIDA .SPECIAL APPLICATION TO OPEN CHANNEL

pOr{ER DOPPLERBURST, SPECTRA,VELOCTTY .KEY I{ORDS LASER DOPPLER :DATA .ANEMOI'{ETER

.CHANNEL TypE EXp, THRY, COMP, SMTH, RGH

.FL 25 M .FW 1 M .FD

.cL .cI.] .cD

. FCS .INST LASER :a DOPPLERANEMOMETER

.AUTHORBAGNOLD R A .PUB'N GEOLOGICAL SURVEY PROFESSIONAL .TITLE SOME ASPECTS OF TIIE SHAPE OF RIVER MEANDERS .PAPER282-8, Lg60

.DATA RESISTANCECOEFFICIENT, CURVATURECRITERION, .KEY WORDS MEANDERS, .CROSS SECTION . ENERGYDISSIPATION, EDDY FORMATION .CHANNEL TypE THRY, EXp, SIMP, RGH, MEANDERS

.FL . FI"l .FD

.CL . ctt .cD

. FCS .a . INST .AUTIiOR BATIIURST J C .PUB'N PASCE, J HYD D, VOL 112, HY5, .TITLE SLOPE AREA DISCHARGE GAGING IN MOUNTAIN RIVERS .JUNE, 1986

.DATA MEASURED, PREDICTED (SI,OPN AREA) & PREDICTED .KEY WORDSFLOW GAUGING, .(SIMPLE METTIOD), RELATIVE SUBMERGENCE .SLOPE AREA METITOD, .....MOUNTAIN RIVERS .CLANNEL TypE PROTO, TI{RY, SIMP, RcH

.FL .FW .FD

.cL 5, 150 M .ct{ 5, 50 u .cD

. Fcs . 398| 3.7 3G2) .Q 0.L37 - 195 CUBIC.INST ENGINEERSLEVEL, STAFF, TAPE .I{ETRESPER SECOND .MEASURE

.AUTHORBETTESS R, I{HITE W R .PUB'N PICE, PART 2, ...75, SEPTEMBER,1983 .TITIE MEANDERINGAND BMIDING OF ALLUVIAL CHANNELS

.DATA SLOPE,DTSCHARGE, SEDIMENT SrZE, SEDTMENTCONC, .KEy WORDSMEANDERTNG, . BMIDING, ALLUVIAL CLANNELS,STABLE .CIIANNEITYPE EXP, THRY, SIMP, RGII, ,BRAID .CITANNELTIIEORY

.FL 24 t4 .FW 2.44 M .FD 0.61 M

.cL 24 tI .cw 0.22 M .cD 0.04 M

.FCS 1.8 - 5.6(-3) .Q 0.001 - 0.0066 .INST POINT GAUGES . CUMECS

.TITLE CITARACTERISTICSOF TURBULENT BOUNDARYSITEAR ..L974 . STRESS

.DATA TURBULENTINTENSITY, REYNOLDSNO., SHEAR STRESS .KEY WORDSTURBULENCE, . PROBABTLTTYDENSTTY, AUTOCORRELATTONFUNCTTON .BOUNDARYSIIEAR STRESS, TIOT FILM ANEMOMETER .CHANNEL TypE EXp, TIlRy, SIMPLE, SMOOTH

.FL 10 M .FW 20.4 CM .FD 20.4 CM

.cL 10 M .cw 20.4 cM .cD 20.4 CM

.FcS 0.5 to 10(-3) .Q 335 - 9460 CUBrC .rNST ttoT FILM ANEMOMETER, . cM/s . PIEZOMETRICTAPPINGS .PUB'N PASCE,J HYD :T:::: :::]:::::: D, VOL 109, 7, JULY, .TITLE FLOTI DEPTITIN SAND BED CI{ANNELS .1983

.DATA DENSTMETRTCFROUDE NO., SHEARSTRESS, DrSCI{ARGE.KEy WORDSFLO[{ DEprIt, ., sLoPE, GMrN FROUDENO., DEPTII, VEtOCrTy, ItyD RAD. .SANDBED CIIANNELS

.CIIANNEL TYPE TIIRY, EXP, SIMP,

.FL .FW .FD

.CL . ctl .cD

. FCS . INST :a

.AUTIIOR BROI.{NLIE W R .PUB'N PASCE,J IIYD ..D, VOL109, NO 7, .TITIE FLOI{ DEPTH IN SAND BED CHANNELS .JULY,1983 :

.DATA DENSTMETRTCFROUDE NO, SHEAR STRESS, DTSCHARGE, .KEy WORDSFLOW DEPTH, .GMIN FROUDE, VISCOUS EFFECTS, DEPTII, VELOCITY . SAND BED C}TANNELS

.CHANNEL TYPE THRY, EXP, SIMP, RGIT

.FL .FW .FD

.CL .cw .cD

. FCS .a . INST

.AUTHORBROWNLIE W R .PUB'N PASCE,J HYD ...D, VOL11I, NO 7, .TITLE COMPILATIONOF ALLUVIAL CIIANNELDATA .JULY, 1gg5

.DATA . KEY T.IORDSDATA . COLLECTION

.CTIANNEI TYPE

.FL .FW .FD

.cL .cl'l .cD

. FCS .a . INST .AUTI1ORCALLANDER R A .PUB'N PROC2ND ..AUSTRALASIAN CONFON .TITLE CONSTRUCTION OF AN EXPERIMENTAL MEANDER .HYD & FLUID I.{ECH, .AUCKLANDUNIV., tg66

.DATA I'ffiAN VELOCITY, FRICTION FACTOR .KEY WORDSMEANDER, SAND .CoNCENTRATION,SnEAR . VELOCITY .cltANNEL TypE EXp, SIMP, RGII, MEANDER .FL 40 rT .FW 8 FT .FD .CL 40 FT .cw 30 rN .cD 1.5 rN . FCS 0.12cusEcs . INST :o

.AUTHOR CTIANGH H .PUBTNPASCE, J HYD ...D, VOL110, NO 1 .TITLE ANALYSIS OF RIVER MEANDERS .JANUARY, 1,984

.DATA I'{EANDERCURVATURE, SLOPE, DISCHARGE,SEDIMENT .KEy WORDSMEANDER, . .sIzE, I{IDTH-DEPTHRATIO .MINIMUMSTREAM POWER .CHANNEL TYPE THRY, PROTO, EXP, SIMP, RGII, MEANDER

.FL .FW .FD .cL .cI,I 75 FT .cD 6.2 FT .Fcs 1.s7 G4) .a . INST

.AUTIIOR CIIANG TT H .PUB'N PASCE, J IIYD ..D, VOL109, NO 7, .TITLE ENERGYEXPENDITURE IN CURVEDOPEN CHANNELS .JULY, 1gg3

.DATA ENERGYGRADIENT, FROUDE NO, FLOW DEPTIi, DEPTH - .KEy I4TORDSCURVED CHAN, .RADIUS RATIO, TRANSVERSE_ TOTAL ENERGYLOSS RATIO .ENERGY LOSS, LONGITUD . .RESISTANCE, TRANSVERSE .CHANNELTypE pRoTo, THRY, sIMp, SMTH . CIRCULATION .FL . Fhr .FD .cL . cI{ 12 FT .CD 7.67 FT 1.3(-3) .Q - s.5 36.8 .INST CURRENTMETER, STAFF GAUGES :FCs . CUMECS .AUTHOR CHANG H H .PUB'N PASCE,J tIYD ., D, VOL 110, NO 1, .TITLE MODETINGOF RIVER CHANNEL CHANGES .FEBRUARY,Lg84

.DATA FLOOD HYDROGRAPH,CROSS SECTIONS .KEY IdORDS CTTANNEL .CIIANGES, COMPUTATIONAL .. . ..MODEL .CHANNELTYPE TttRY, PROTO, Sil.{P, RGtt

.FL .FW .FD

.cL . Ct{t .CD

. FCS :a . INST

.AUTIIOR CIIANG II H .PUB'N PASCE, J ITYD ...D, VOL 110, NO L2t .TITLE VARIATIONOF FLOWRESISTANCE TTIROUGII CURVED .DECEMBER,Lg84 : . CITANNELS

.DATA TRANSVERSESURFACE VELOCITY, FRICTTONFACTOR, .KEy WORDSCURVED .ENERGYGMDIENT' BOUNDARYSITEAR STRESS .CIIANNEL, FLOW .RESISTANCE .CIIANNEL TypE THRY, EXp, PROTO, SIMP, RGII, SMTH

.FL 116 FT .FW 6 FT .FD

.CL I16 FT .ct|I 6 FT .cD

.FCS 7.2(-4) :a . INST

.AUTITOR CHANG H H .PUB-NPASCE, J TIYD .D, VOL111, NO 3, .TITLE RIVER MORPIIOLOGYAND THRESITOLDS .MARCII,lg85 :

.DATA IIIDTH, DEPTII, VELOCITY, ENERGYGMDIENT, WIDTIT .KEY WORDSCHANNEL .- DEPTHRATIO' SLOPE, STREAMPOWER .GEOMETRY,CHANNEL ...PATTERNS'TItREsItoLDs . CHANNELTYPE TIIRY, PROTO, EXP, ;;;;.ffi.

.FL .FW .FD

.cL .cI.I44.5, 121 FT .cD 2.L, 4.2 FI

.FCs 1.19(-3) .a . INST .AUTHOR CIIANG H H .PUB'N PASCE,J HYD ....D, VOL 112, NO I .TITLE RIVER CIIANNEL cItANGEs:ADJUSTMENTSoF EQUILIBRTUM .JANUARY,1986

.DATA SLOPE, IDSCIIARGE, DEPTH . KEY I{ORDS CHANNEL .CIIANGES, EQUILIBRIUM

. CITANNELTYPE THRY, PROTO,SIMP, RcH

.FL .FW .FD .cL .cI{' .cD . FCS .a . INST

.AUTHORCHANG Il Y, SIttoNS D B, WOOLHISERD A .PUB'N PASCE, J WH D, .TITLE FLUMEEXPERIMENTS ON

.DATA MEANDERWAVELENGTIT, sLoPE, DEPTIi, FROUDE, . KEY I,'ORDSALTERNATE .SEDIMENTSIZE . FORMATION,WAVELENGTH

.CIIANNEL TypE EXp, SIl.{p, RGH

.FL 1OO FT .FW 3 FT .FD

.cL 100 FT .cI.I 1.5, 3 FT .cD .FCS0.44 - 6.38(-3) .Q 0.076 - o.s .INST POINT GAUGE . CUSECS

.AUTIIOR CHATLEY .PUB'N ENGINEERING, .. .JUNE, Lg40 .TITLE TITETHEORY OF MEANDERING

CITANNEL GEOMETRY .KEY :DATA WORDSMEANDERING

.CHANNELTypE THRY, pRoTo, sIMp, RGH,MEANDERS

.FL . Fhr .FD .cL .cl.l .CD

. FCS .a . INST .AUTHOR COLEI|AN N L, ALONSO C V .PUB-N PASCE, J ITYD , ' a, .;;;;' ;;;';ilil; ;;il;' ;;;ffi ;;;;' ffi-'ffi ;;' ffi;;;;;': 3;,l8hll' i,i3

.DATA VELOCITYPROFILE, VELOCITYDEFECT LAW .KEY I{ORDS OPEN CI{ANNEL, .ROUGH, BOUNDEDSIIEAR. ..FLOW .CIIANNEL TypE THRY, EXp, SIMP, St'{TIl, RGH

.FL .FW .FD

.cL .cI{ .cD

. FCS .a . INST

.AUTHORCRORY P M, ELSAWYE M .PUB'N rAItR, SYUP. :;;il;' ;-';;ilil;il;' ffi;ili;fi ;;' ;il;' il;' ffi;*;;;;- : *llEl^3il:'ilill'13;, . BETT{EENA RIVERS DEEP SECTION AND ITS

.DATA BED & I{ALL SIIEARSTRESS, VELOCTTY, DEPTII RATTO, .KEy WORDSTURBULENCE .WIDTII RATIO .INTENSITY, COMPOUND

.CHANNEL TYPE EXP, COMP, SMTII

.FL 9.15 M .FW 0.61 M .FD

.cL 9.15 M . cw 0.102, 0.254 t4 .cD 0.102 M

. Fcs 2 .63G4) .Q 2.09 - 16.75 LIS .rNST LASERDOPPLER ANEMOUETER, .PRESTONTUBE

ME'NLI .AUTITORDE VRIENDH J .PUB'N J FLUID rrlvu. t . . . .vol, 107, 1981 .TITLE VELOCITYREDISTRIBUTION IN CURVEDRECTANGULAR .CHANNELS

.DATA VELOCITY DISTRIBUTION, DEAN NO., POTENTIAL FLOW .KEy WORDSVELOCITY .EFFECT, RADIAL & VERTICAL CONVECTION,ISOVELS .REDISTRIBUTION, BENDS, . ....SECONDARY FLOW . CHANNELTYPE TIIRY, SMTtt, DUCT

.FL .FW .FD

.CL . cll .cD

. FCS .a . INST .AUTIIOR de VRIEND Il J, GELDOF It J ':k'Xi";33'""".PUB'N PASCE,J IIYD .TITLE UAIN FLO!il VELOCITY IN SIIORT ilil';;-;;

.DATA DEPTH, FLOWVELOCTTY, SECONDARY FLOW, VELOCTTY .KEy WORDSVELOCTTY .REDISTRIBUTION .DISTRIBUTION,BEND, COMPUTATIONALMODEL .CIIANNELTypE PROTO,TItRy, SIMP, RcIt, BEND

.FL .FW .FD

.cL 285 M . CI.l6.1, 8 M .cD

. FCS .Q 1.27 CUMECS .INST CURRENTMETER, POINT CAUGE

.AUTTTORDRACOS T, ttARDEccERP .PUB'N J IIYDMULIC ,.....RESEARCH,VOL 25, 2, .TITLE STEADY UNIFORI'{ FLOI4I IN PRISMATIC CHANNELSWIT}I .1987 .FLOOD PLAINS

.DATA IIYDRAULTCRADTUS, FLOWDBprl{, ROUGTTNESSRATrO .KEy WORDSCONVEYANCE, .COMPOUNDCHANNEL

.CHANNEL TypE EXp, TItRy, COl,{p, SMTII, RGH

.FL .FW .FD

.cL .cI{ 0.178, 0.5 M .cD 0.051, 0.1015M

.Fcs 6/30(-4) .a . INST

.AUTHOR EINSTEIN E A, SI{EN H W .PUB'N J GEOPHYSICAL RESEARCIT,VOL 69, NO .TITLE A STUDY ON I.{EANDERINGIN STRAIGHT ALLUVIAL .24, L964 . CITANNELS

.DATA VORTICES, CROSSSECTIONS .KEY WORDSALLUVIAL .CIIANNELS, MEANDERS, .VORTICES .CHANNEL TYPE

.FL . FW0.31 , t.22 t4 .FD

.cL .cw 0.31, I.22 yl .CD

. FCS .Q 1.43 - 567(-3) . INST .CUMECS .AUTIIOR ENGBLUNDF, SKOVGAARDO .PUB'N J FLUID MECII, ...vol, 57, PART 2, 1973 .TITLE ON TIIE ORIGIN OF MEANDERINGAND BRAIDING IN .ALLUVIAL STREAUS

.DATA LATERAL & VERTICAL VELOCITY COMPONENT, .KEY WORDSI'{EANDERS, . AMPLIFICATIONCOEFFICIENT .BRAIDS, ALLUVTALSTREAM , BOUNDARYCONDTTTONS .CIIANNELTypE TItRy, SIMP, SMTII, MEANDERS,BRAIDS

.FL .FW .FD

.cL .cw .cD

. FCS .a . INST

.AUTHORESCUDIER M P, ACHARYAM .PUB-N EXPERII'TENTSIN . ...FLUIDS, 5, 1987 .TITLE CRITIQUE OF TIIE COMPUTATIONALPRESTON TUBE METIIOD

.DATA I'{EANVELOCTTY PROFILES, SKIN FRTCTION,REYNOLDS .KEy I{ORDSPRESTON TUBE, .sKrN FRTCTTON, VON :Tl:: .....KARMAN,coMpurArroNAl .CHANNELTYPE EXP, THRY, SMTH, DUCT .MODEL

.FL .FW 800 MM .FD 1OO MM

.cL . crd 800 MM .CD lOO MM

. FCS .Q AIR .INST HOT WIRE ANEMOMETER,FLOATING . ELEMENT DEVICE

.AUTIIOREVERS p, ROUVEC .PUB'N IAIIR, Syl'{p ..., .TITLE BASIC MODELINVESTTGATTONS ON IIYDMULIC EFFECTS .BELGRADE,MAy, 1gB0 .OF BANKAND FLOODPLAIN VEGETATION

.DATA VELOCITYDISTRIBUTIONS, DEPTH, DISCHARGE,WATER .KEy WORDSCOMPOUND .CHANNEL,ROUGHNESS :::::: ... .DrsrRrBUrroN, RoucHNESS. .CHANNELTYPE EXP, COMP,RcIt . DENSITY

.FL 25 M .FW 1.0 M .FD 0.85 M

.cL 25 r4 .cw 0.L24 M . cD 0 .I24 ir

.Fcs 0 to 3(-3) .Q5-701/S . INST LASER DOPPLERANEMOMETER, .POINT GAUGE .AUTHOR FREDSOEJ .PUB'N J FLUID MECll, vol, 84, PART4, tgTg .TITLE MEANDERINGAND BRAIDING OF RIVERS

.DATA BED CONCENTRATION,AI,{PLIFICATION FACTOR, .KEY I{ORDSMEANDERS, .MEANDER WAVELENCTII .BRAIDS, STABILITY .... .ANALYSIS .CHANNEI TYPE TTTRY, SIMP, RGTI, MEANDERS, BRAIDS

.FL .FW .FD

.cL .cw .cD

. FCS .a . INST

.AUTHOR FUKUSITIMAY, FUKUDAM .PUB'N J EYDROSCIENCE. ...& HYDRAULICENC. .TrrLE , ANALYSTSOF TURBULENTSTRUCTURE OF OPENCHANNEL .VOL 4, NO 2, NOV, N . FLOWWITH SUSPENDEDSEDIMENTS .1986

'DATAvEL ANDcoNc- DrsrRrBUTroN' vrscous DrssrpATroN.KEY WORDSTURBULENCE, .TURBULENCE KINETIC ENERCY,EDDY VISCOSITY .

.CHANNEI TYPE EXP, THRY, SIMP, RGH

.FL .FW .FD

.cL .cw .CD

. FCS .Q 382 - 608 SQ CM/S .INST .PER CM

.AUTIiORGUGANESIIAMJAH K, TIIORNi.i:::ii:.I l:.i:::: .TITLE i. iY3.l,:Ii,'iI;:XX,, MATHEMATICALMODELLING OF TIIE RIVER CONON .& FLOOD CONTROL, .CAMBRIDGE,19B5

MODEL COMPONENTS,WATER LEVEL, TIME .KEY WORDSMATHEMATICAL :DATA .MODEL, FLOOD . .ALLEVIATION, COI{POUND .CHANNEL TYPE THRY, PROTO, coMP, RGtt .CHANNEL

.FL . FI{ .FD

.CL .cw .cD

. FCS .a . INST .AUTHORHAGER W H .PUB'N PASCE, J HYD ..D, VOL 111, NO 3, .TITLE EQUATIONSFOR PLANE, MODERATELYCURVEDOPEN .MARCH,1985 .CHANNELFLOI^IS :

.DATA RELATIVE DISCIIARGE, CNOIDAT WAVE, SOLITARY WAVE .KEY WORDSCURVED OPEN .CHANNELFLOI^I, EQUATIONS .

.CI1ANNELTYPE THRY ::

.FL . FI{ .FD

.cL . CtI .cD

. FCS .a . INST

.AUTHORHAQUE M I, MAITMOODK ';i;;;;'ffi' .PUB'N PASCE,*oJ IIYD'' .TITLE ANALYTICALSTUDY ON STEEPNESSOF :il.;fill3; . . DUNES

.DATA BEDFORMSIIAPE FUNCTTON,VELOCTTY FUNCTION, .KEY WORDSRTPPLES, . . BEDFORI.{STEEPNESS, FLOWDEPTII, BEDFORMLENGTII .DUNES,STEEPNESS, TWO ...DIMENSIONAL .CHANNEL TYPE TIIRY, EXP, SIMP, RGH

.FL .FW .FD

.CL .cI{ .CD

. FCS .a . INST

.AUTIIOR IIEY R D .PUB'N J IWES, VOL 40 , NO 2, APRrL, Lgg6 .TITLE RIVER MECHANICS

.DATA DTSCHARGE,RTFFLE SPACTNG, BANKFULL WIDTII, .KEY WORDSSIIEAR STRESS, .sEcoNDARy FLOW, SEDIMENT DISCnARGE .FLOWRESISTANCE. SECONDARYFLOI^I, BEDLOAD .CHANNELTYPE PROTO, SIMP, COMP .TRANSPORT

.FL .FW .FD

.cL .cl,t' .cD

. FCS . INST :a .AUTI1OR HOLTORFFG .PUB'N PASCE, J WH D, ...VOL 108, WI^I3, .TITLE STEADYFLOW IN ALLUVIAL CHANNELS .AUGUST,Ig82

.DATA BOUNDARYLAYER, SITEARSTRESS, SEDIMENTBALANCE, .KEY I'IORDSSIIEAR FLOI{, . BEDLOAD .BOUNDARYLAYER, SHEAR . ..STRESS, CITANNEL .CHANNEL TYPE TIIRY, SIMP, MEANDER .MORPITOLOCY

.FL .FW .FD

.cL .cl.r .cD

. FCS .a . INST

.AUTIIOR IIOLTORFFG .PUB'N PASCE, J HYD D, VOL 109, ItYg, .TITLE RESISTANCE TO FLOWIN ALLUVIAL CIIANNELS .SEPTEMBER,Lg82

.DATA SHEARSTRESS, BEDLOAD,WAVE NO., FROUDENO., .KEy I{ORDSFRTCTTONAL .DEPTH .RESrsrANcE, sIIEAR STRESS, BEDLOAD .CHANNEL TYPE TttRY, SIMP, RGH .TRANSPORT, BED FORMS

.FL . FI.l .FD

.CL .cl.r .cD

. FCS :a . INST

.AUTITOR IIUPPERT II E, BRITTER R E .PUB'N PASCE, J HYD ....D, VOL 109, HY12, .TITLE SEPARATION OF IIYDRAULIC FLOWOVER TOpOcRApIry .DECEMBER,tgg2

'DATAFLow GE0METRY' FLow VARTABLES, SPEcrFrc ENERGY.KEY woRDsFLow .SEPARATION,ONE LAYER FLOW, TWO LAYER FLOW .CHANNEL TYPE TTIRY, EXP, SIMP, RGH

.FL 23 FT . FI,l 30 IN .FD

.CL 23 FT .cI{ 30 rN .cD

. FCS .Q 4800 - 19000 SQ . INST .MMPER SEC PERMM .AUTHOR IKEDA S, NISIIIMURA T .PUB'N PASCE, J HYD ...Dr VOL 111r HYllt .TITLE BED TOPOGRAPITYIN BENDSOF SANDSILT RIVERS .NOVEMBER,1985

.DATA CONCENTRATIONDISTRIBUTION, LATERALCONVECTION, .KEY I.IORDSCONVECTION' .LATEML DTFFUSION .DIFFUSTON,SEDIMENT .....TRANSPORT .CIIANNELTYPE THRY, PROTO,EXp, SIMP, RGH

.FL 13 M .FW 1 M .FD

.cL 13 M .cI{1M .cD 'Fcse '4 - L6'7(-4) 'rNsr 'ANDSAUPLERS .ltii;3 ,ritri.o..,o

.AUTHORINDLEKOFER Il, ROUVEc .PUB'N rAttR, SYMP RIVER ENGINEERING, .TTTLE ON HYDRAULICCAPACTTY OF RMRS WrTtt VEGETATED .BELGRADE,MAY, 1980 .BANKS AND

.DATA APPARENTSIIEAR FORCE, MEAN VELOCTTY, VELOCTTY .KEY WORDSCOMPOTND .RATIO, ROUGITNESSCOEFFICTENTS .CHANNEL,VEGETATTON, I{OMENTUMTRANSFER .CHANNELTYPE THRY, EXp, PROTO,COMP, RGII

.FL .FW .FD

.CL .Ctl .cD

. FCS . INST :a

.AUTIIORISTIIKAWA T .PUB'N PASCE, J IIYD ...D, VOL110, HY12, .TITLE WATER SURFACEPROFILE OF STREAMWITI{ SIDE .DECEMBER,L9B4 . OVERFLOW

.DATA DTSCIIARGE,DEPTH, DTSTANCE .KEY WORDSOVERFLOI{, .LEVEE, WATERSURFACE .....PROFILE .CIIANNELTypE THRY, EXp, SIMP, COMP, SMTH

.FL 30 M .Fr{ 0.6 M .FD

.cL 30 M .cw 0.2,0.4 yl .cD

.Fcs 3 - 10(-3) .Q 16.32 - 43.92 . INST .LITRES PERSEC .AUTIIORJAI'{ES C S .PUB'N WATERSA, VOL ....13, NO 1, JANUARY, .TITLE THE DISTRIBUTIONOF FINE SEDIMENTDEPOSITS IN .L987 .COMPOUNDCHANNEL SYSTEMS

.DATA VERTICAL CONCENTRATIONPROFILE, DEPTTIAVERAGED .KEY WORDS COMPOUND .C0NCENTMTION, DISTANCE, TRANSVERSEDISTRIBUTION .CHANNEL,SEDIMENT TRANSPORT, OVERBANK .CIIANNEL TypE TIIEORY, COMPOUND,ROUGII .

.FL .FW .FD

.cL .cI.I .cD

. FCS .a . INST

.AUTHOR KALKI.IIJK J P TIt, BOOIJ R

L) .TITLE ADAPTATIONOF SECONDARYFLOWIN NEARLYHORIZONTAL .1986 . FLOW

.DATA SECONDARYFLOW PROFILES, BED SITEARSTRESS, .KEY WORDSSECONDARY .CORIOLIS CURVATURE& ACCELEMTION .FLOW

.CHANNELTypE TttRy, EXp, sll,{p, SMTH

.FL 25, 96 M .FW 0.5, 6 14 .FD

.cL 25, 96 t{r .ct{ 0.5, 6 M .cD

. FCS . INST :a

.AUTIIOR KITANIDIS P K, KENNEDYJ F .PUB'N J FtUlD MECI{., 'vol 144' Le84 .TITLE SECONDARYCURRENT AND RIVER ;il;il';;-il;;

.DATA MEANDERWAVELENGTIT, WrDTI{, HYDRAULTCRADTUS, .KEy WORDSSECONDARY .FRICTION FACTOR .CURRENT,MEANDER, . . . .STABILITY ANALYSIS .CIIANNEL TypE THRy, SIMP, SMTit, MEANDER

.FL .FW .FD

.CL .ct{' .cD

. FCS . :a INST .AUTTTORKOMURA S .PUB'N PASCE,J 1IYD ..D, VOL 112, ItY9, . .TTTLE METITODOF COMPUTINGBED PROFTLESDURTNG .SEFTEI'{BER,1986

.DATA VELOCTTYDISTRTBUTION, WATER SURFACE VELOCTTY, .KEy ITORDSAERTAL .CAMERONEFFECTS, BED & VEL. TRANSVERSEDISTRTBUTION .pltOTOGRAptty,BED PROFTIES,TSOVELS .cttANNEL TypE TtIRy, PROTO, SII-tp, RGII

.FL .FW .FD

.cL .cw .cD

. FCS .a . INST

.AUTIIORLEOPOLD L B, I{OLMANU c .PUB'N GEOLOGICAT ...SURVEY PROFESSIONAL .TITLE RMR CHANNELPATTERNS : BRAIDED, I'{EANDERING, .PAPER 282-8 . STRAIGIIT

.DATA WATERSURFACE PROFTLE, SLOPE, DTSCHARGE,WIDTH, .KEy WORDSSEDIMENT :li::::::ll:illfl::: :i:::i: llillT :T::::::::. :llsiilil;,'[fii$iu, .CHANNEL TypE PROTO, EXp, SIMP, RcIt . PATTERNS

.FL 60 FT .F!il 3 FT .FD

.CL 60 FT .cl.l1.5, 13.75 rN .cD 1.5,3.33 rN

.FCS 1.75 - 10.3(-3) .Q 0.01 - 0.085 .rNsr porNT GAUGE,SEDrI'{ENT TNJECTOR . CUSECS

.AUTHORLEOPOLD L B, BAGNOLDR A, WOLMANM G, BRUSIIL M .PUB'N GEOLOGIC . . .SURVEYPROFESSIONAL .TITLE FLOWRESISTANCE IN SINUOUSOR IRREGULARCHANNELS .PAPER 282-D

.DATA SHEARSTRESS, FLOWVELOCTTY, SLOPE, FROUDENO, .KEy WORDSENERcy LOSS, .[^IIDTIT,CHANNEL CURVATURE RATIO .SUPERELEVATION,SINUOUS .... .CIIANNEL,RESTSTANCE .CIIANNEITYPE EXP, SIMP, RGII

.FL 52 FT .FW 4 FT .FD

.CL 46 FT .cl.t 0.386 FT .cD

.Fcs 3.3 - 118(-4) .Q 0.09 - 0.133 . INST POINT GAUGE . CUSECS .AUTTIORLESCITZINER M A, RODr W .PUB'N PACSE, J HYD D, VOL105, nY10, .TITLE CALCULATIONOF STRONGLYCURVED OPEN CITANNEL FLOW .ocToBER,LgTg

.DATA WATERSURFACE SUPERELEVATION, TANGENTIAL VEL, .KEY I{ORDS OPEN CHANNEL, .SEC0NDARYVELOCITY, TRANSVERSEVELOCITY . SUPERELEVATTON

.CHANNEL TYPE TIIRY, EXP, SIMP, SI'fTH

.FL .FW .FD

.cL .cl,l .cD

. FCS .a . INST

.AUTHORLEWANDOWSKI J B .PUB'N 2ND INT CONF ...IIYDRAULICS OF FX)ODS . .TITLE THE USE OF AIR PITOTOGRAPIISFOR ESTII'{ATING TITE .& FLOOD CONTROL 'VALUE oF ROUGHNESSCOEFFICIENT .SEPTEMBER,1985

.DATA CITANNELAREA, MEANFLOW DEPTII, ROUGHNESSCOEFF. .KEy I{ORDSROUGIINESS .coEFFrCIENT,AIR PITOTOGRAPIIS .CHANNELTypE THRY, PROTO,COMP, RcIt

.FL .FW .FD

.cL . CI^I .CD

. FCS .a . INST

.AUTIIORLEWIN J, HUcttESD . PUB.N J OF IIYDROLOGY , 46, 1980 .TITLE WELSITFLOODPLAIN STUDIES . APPLICATION OF A .QUALITATIVE INUNDATION MODEL

.DATA STAGE, DISCIiARGE, FLOOD IIYDROGRAPH .KEY WORDSINUNDATION, . FLOODITYSTERESIS , FLOODPLAIN RELIEF .CHANNEL TypE THRY, PROTO, COMP, RGH

.FL .FW .FD

.cL .ct{l .cD

. FCS .a . INST .AUTTIORMAUBACH K .PUB.N INT J MASSvol :;;;'ffi;;'ffi;;;;';-il;-;';-;;' :' ffi;-ilil;;;;';''' :fii";rysF'R' .EXPERn{ENTSAND RECALCULATTONtr'OR SQUARE RrBS

.DATA ROUGHNESSFUNCTTON, RrB RATIO, FRICTION FACTOR, .KEY I4IORDSFRICTION .REYNOLDSNO .FACTOR,ANNULT, RrBS

.CHANNELTYPE TIIRY, EXP, RGH, ANNULI

.FL .FW .FD

.cL .cl.r .cD

. FCS .a . INST

.AUTIIOR McALLISTER J E, PIERCE F J, TENNANT M H .?uB'N TASME,J . . .FLUTDS ENGINEERING, .TITLE PRESTONTUBE CALIB & DIRECT FORCEFLOATING .vot' 104, JUNE,1982 .ELEMENTMEASUREMENTS IN A 2D TURBULENTBOUNDARY LAYER

.4... .DATA WALL SIIEAR, REYNOLDSNO .KEY WORDSPRESTON TUBE, .CALIBRATION, TURBULENT EOUNDARYLAYER .cltANNEL TypE EXp, TIlRy, SMTII, DUCT

.FL .FW 0.91 M .FD 0.61 M

.cL .cI.] 0.91 M .cD 0.61 M

. FCS .Q AIR .INST DIRECT FORCEFLOATING ELEMENT, .PRESTONTUBE, PTEZOMETERS,MANOMETER.

.AUTI{OR McLEAN S R, SMITH J D .PUB'N PASCE, J IIYD ...D, VOL112, HY4, .TITLE A MODEL FOR FIOW OVER TI{O DIMENSIONAL BED FORMS .APRIL' 1986

SIIEARSTRESS, BOUNDARYSITEAR STRESS, VELOCTTY .KEy I.IORDSBED FORMS, :DATA .CoMPUTATTONALMODEL, BOUNDARYSITEAR STRESS .CHANNELTypE TIlRy, EXp, PROT0, SIMP, RGI{

.FL . FI{ .FD

.cL .cl'I .cD

. FCS .a . INST .AUTHOR MIKKELSEN L, ENGELUNDF .PUB.N INST IIYDRODYN ...& HYDRAUTICENc., -TrrLE FLOWRESTSTANCE rN I.{EANDERTNGCnANNELS .TECll UNrV DENMARK, .REPORT43, tg77

CURVILINEARCOORDINATES, VEIOCITY DISTRIBUTION .KEY wORDsMEANDERS, :DATA . FLOI.IRESISTANCE

.CHANNEL TypE EXp, SIMP, RGII, MEANDER

.FL .FW .FD

.cL .cw .CD

. FCS .a . INST

.AUTHORMOORE D F .PUB'NWear, N0 13 ..L969 .TITLE A I{ISTORYOF RESEARCHON SURFACETEXTURE EFFECTS

.DATA VOrD WrDTIl, FRTCTTONCOEFF, BEARTNGAREA CURVE, .KEy I,iORDSSURFACE .sLrDrNG SPEED,BRAKE COEFF, ASpERrry DENSrry .TEXTURE,prpE FLOTI .....ROUctlNESS,FRICTION .CTIANNELTYPE .FACTOR

.FL .FW .FD

.cL .cw .cD

. FCS :a . INST

.AUTIIOR MOTAYED A K, KRISIINAMURTIIY M .PUB'N PASCE, J HYD .....D, VOL106, I1Y6, .TITLE COMPOSITEROUGIINESSOF NATUML CIIANNELS .JUNE, 1980

.DATA CROSSSECTION, DISCHARGE, FLOWVELOCITy .KEY WORDSCOI,TPOSITE .ROUGIINESS,MANNINGS n

.CI{ANNELTypE THRY, PROTO, SIMP, RGtt

.FL .FW .FD

.CL .ct,l .cD

. FCS .a . INST .AUTITORMYERS t{ R C

.TITLE VELOCITYAND DISCHARGEIN

.DATA RELATIVE DEPTI{, REYNOLDSNO. VEL DISTRIBUTION, .KEy WORDSCOMPOUND llill: ::::i::liill?: :T:T::1:::::::i:: :i:::. :;lflXil;,','l3iilloi,o*,: .CHANNEL TYPE EXp, TltRy, COMP, SMTII .SIIEAR STRESS

.FL 9 M .FW 0.76 14 .FD

.CL9M .cl.l 0.160 M .cD 0.08, 0.12 M

.Fcs 2.2122.8(-4) .a .INST K)INT GAUGE,MIN CURRENTMETER ., VENTURT .

.AUTIIORNAKAGAWA II, NEZU I .PUB.N J IIYDRAULIC

voL25' L, .;i;;' ,o;-;ffiil' ffiili.uiio*'il'il-il;il' ;;il;ffi;' .ffi}**' .OF BACKWARDFACING STEP FLOWIN AN OPEN CITANNEL

.DATA MEANVELOCITY, TURBULENCEINTENSITY, REYNOLDS .KEy WORDSTURBULENCE, .STRESS, ISOVELS, REATTACITMENTLENcTn, ENERGYBALANCE .STEP, SHEARSTRESS

.CIIANNELTYPE EXp, THRY, SMTII, SIMP

.FL8M .FW 30 CM .FD 20 CM

.cL 8 l.{ .cI,I 30 cM .CD 20 CM

. FCS . INST LASER DOPPLERANEMOMETER :a

.AUTIIOR NAKAGAWAT .PUB-N SEDIMENTOLoGY, .. .30' 19B3 .TITLE BOUNDARYEFFECTS ON STREAMMEANDERING AND RIVER .l{oRPHOLOGY

.DATA VELOCITY DISTRIBUTION, CHANNELWIDTIi, ELAPSED .KEy WORDSMEANDER, .TIME, CROSS SECTION DEVELOPMENT .SIIEAR STRESS, CHANNEL MORPIIOLOGY .CITANNELTYPE EXP, SIMP, RGII, MEANDER

.Ft 25 M .FW 2 M .FD

.cL 20 M .cw 0.035, 0.30 M .cD 0.05 M

. FCS .Q 0.34 - O.73 .INST MINIATURE CURRENTMETER, DYE, .LITRES PERSEC .POINT GAUGE .AUTHORNANSON G C, HICKIN E J .PUB'N PASCE, J HYD D, VOt 109, HY3, .TITLE CTTANNBLMIGRATION AND INCISION ON THE BEATTON .l'{ARCIt, 1gg3 .RIVER

.DATA CITANNELMIGRATION RATE, CHANNEL CURVATUREMTIO .KEY I.TORDSCHANNEL .MIGRATION

.CHANNELTypE PROTO,TItRy, SrMp, MEANDERS

.FL .FW .FD

.cL .cw .cD

. FCS .a . INST

.AUTHOR NATIONALPHYSICAL ' LABOMTORY ' .PUB.N NATIONAL :;;;;;' ;;' il;' ;il;;ffiffi ;;' ffi;;';;-;ffi ;il;iil' ;-';' :iflS;;$l"lt3'li;:l'' .FLAT PLATEBY MEANSOF PRESTONTUBES .NO 3185, UAy, 1958

.DATA REYNOLDS, SHEAR STRESS, PRESSUREDTFFERENCE, .KEy WORDSSIIEAR STRESS, .SURFACEFRICTION, VELOCITY, YAW SENSITIVITY .SURFACEFRICTION, .... .REYNOLDS,TURBULENCE .CIIANNEL TypE EXp, THRY, SMTII, DUCT

.FL .FW g, 13 FT .FD 7, 9 FT

.cL .cI.I 9, 13 FT .cD 7, 9 FT

. FCS .Q AIR .INST PRESTONTUBES, MANOMETER

.AUTHOR NIXON M .PUB'N PICE, VOL L2, FEBRUARY,T95g .TITLE A STUDY OF THE BANK FUIL DISCIIARGES OF RIVERS IN .ENGLAND AND WALES

.DATA DTSCIIARGE, DTSCHARGEFREQUENCY, CATCHMENT AREA, .KEy WORDSBANK FULL 'WIDTH' DEPTH' VEL0CITY' BANKFULLDISCIiARGE, AREA .DISCHARGE

.CHANNELTYPE PROTO, SIMP, RGII

.FL .FW .FD

.CL .cI{ 34, 257 FT .cD 3.12, 16.4 FT

. FCS .Q 300 - 18000 . INST . CUSECS .AUTIIORNOUIT M A, TOWNSENDR D .PUB'N PASCE, J I{YD ...D, VOL 105, HY10 .TTTLE SHEARSTRESS DTSTRTBUTTON rN STABLECIIANNEL BEND .OCTOBER,LgTg

.DATA SHEARSTRESS DISTRIBUTION, BED CONTOURS .KEY ITIORDSSITEAR STRESS' . .CHANNELBEND

.CIIANNELTypE TtIRy, EXp, SIMP, SUTtt, BEND

.FL 10 M .FW0.30 M .FD 0.15 M

.cL 10 M .cl.r0.30 M .cD 0.15 U

. FCS .INST LASER DOPPLERANEMOI'MTER :a

.AUTIIORNUTTALL H .PUB'N ENGINEERING, ...NO 3' SEPTEMBER' .TITLE FLOI{ OF A VISCOUS INCOMPRESSIBLE FLUID . ..L954 .EXPRESSIONS FOR A UNIFORM TRIANGULAR DUCT

.DATA DUCT PROPORTIONS,VELOCITY PROFILE .KEY WORDSLAMINAR FIOW, .vrscousFLow, TNC0MPRESSTBIEFLUTD, . .cttANNELTYPE THRY, SMTII, DUCT . DUCT

.FL .FW .FD

.CL .cw .cD

. FCS .a . INST

.AUTI{ORODGAARD A J .PUB'N PASCE,J HYD :;i;;;';;;'il*;;ilil;;'i;';ffiil'il-ffi';;,;; .l;,Hl,ll'in3l"' :

..:...... : .DATA RADIAL VELOCITYPROFILE, VEL PROFEXPONENT, REL .KEy I{ORDSALTUVIAL .DEPTH, SLIELDS PARAMETER,GRAIN SIZE . CI{ANNEL BENDS, BED CHAMCTERTSTTCS,GRArN .CHANNELTypE TttRy, PROTO, SIMP, RGII, BEND . SIZE

.FL .FW .FD

.cL .cI.I .CD

.FCS . INST :a .AUTHOR ODGMRD A J, KENNEDYJ F .PUB'N PASCE,J I{rD ....D, VOL 109, IlY8, .TITLE RIVER BEND BANK PROTECTION BY SUBMERGEDVANES .AUGUST, 1gg3

.DATA CROSSSECTTONS, BED TOPOGRAPIIY,DEprH, vELOCrry.KEy WORDSBEND, BANK .PROTECTTON,SUBMERGED . .. .VANES .CHANNELTypE TIlRy, Exp, sIMp, RGtt, BEND

.FL 265 FT .FW8.00 FT .FD 24 IN

.cL 265 FT .cw 4.75 FT .cD

. FCS .Q 5.45 CUSECS .INST MIN CURRENTMETER, SONIC . SOUNDER

.AUT}TORODGAARD A J .PUB'N PASCE,J HYD .. .D, VOL 110, trIT, . .TrrLE SIIEARTNDUCED SECONDARY CURRENTS rN CLANNELFLOWS .JUty, Lg84

.DATA MEANVEL, ROUGHNESSSTRrpE, REYNOLDSSTRESS, .KEy WORDSSECONDARY .TRANSVERSEVELOCITY COMPONENT .CURRENTS, SIIEAR, .. .. .CITANNELFLOW .CHANNEL TypE TttRy, EXp, slup, sMTIt

.FL .FW .FD

.cL .cw .CD

. FCS .a . INST

y, .AUTIIORONISHI JAIN S C, KENNEDYJ F .PUB'N PASCE, J IIYD .D, VOL102, IIY7, .TITLE EFFECTS OF MEANDERING IN ALLUVIAL STREAUS .JULY, tg76

.DATA SEDTMENTDTSCHARGE, FLOW VELOCrry, WrDTlt, .KEy I.IORDSMEANDBRS, 'IIYDRAULIC RADIUS' FRICTI0N FACTOR, FROUDENo .ALLUVIAL , FRICTION FACTORS, .CHANNELTYPE THRY' EXP' SIMP' RGH' MEANDER .SEDIMENT TRANSPORT

.FL 102 FT .FW 7.68 FT .FD 1.345 FT

.cL 102 FT .cw 3.84 FT .cD 1.345 FT

.FCS 3(-4) .a .INST SEDII.{ENTSAI'{PLERS, PITOT TUBE, . PEIZOMETERS .AUTIIORONSRUD c, PERSENL N, SAETRANL R .PUB.N EXPERIMENTSIN . ..FLUTDS,5, lggT .TITLE ON TIIE MEASUREMENTOF IIALL SITEARSTRESS

.DATA VELOCTTY,SHEAR STRESS, HOLE DIAMETER, PRESSURE .KEy WORDSSHEAR STRESS, . .DIFFERENCE .STATIC IIOLE PAIR

.CIIANNELTYPE EXP, TllRY, SI'fIII, DUCT

.Ft .FI.t 1000 MM FD 500 ltM

.cL .cw 1000Mu .cD 500 uM

. FCS .Q AIR .INST STATTC ITOLEPAIR, HOT WIRE .ANEMOMETER

.AUTTTORPARKER c .puB'N J FLUID MECII, ...vol, 76, Lg76 .TITLE ON TTTECAUSE AND CIIARACTERISTICSCALES OF .MEANDERINGAND BMIDING IN RIVERS

.DATA BEDFORMRESISTANCE COEFF, MEANDERLENGTII, .KEY I.IORDSMEANDERS, .ANDERSONRELATION, IIANSEN RELATION . BMIDS, CHANNEL INSTABILITY, BEDLOAD .CHANNELTypE THRY, PROTO, EXp, SIMP, RGH

.FL .FW .FD

.cL .cI'I .cD

. FCS .a . INST

.AUTITORPARKER G, DIPLAS P, AKIYAMA J . PUB'N PASCE, J IIYD . . .D, VOL 109, HY10, .TITLE MEANDERBENDS OF llIGII AMPLITUDE .ocToBER,1983

.DATA BEND EQUATION, FINITE AMPTITUDE BENDS, LINEAR .KEY WORDSMEANDER BEND, .STABILITY ANALYSIS .HIGIT AMPLITUDE MEANDER, ANALYTICAL SOLUTION .CHANNELTYPE THRY, PROTO, SIMP, RGIT, MEANDER

.FL .FW .FD

.cL .cw .cD

. FCS . INST :a .AUTIIOR PATEL V C .PUB.N AERONAUTICAL ...QUARTERLY, FEBRUARY, .TITLE A UNIFIED VIEI{ OF THE LAI{ OF TITEWALL USINC .L973 .MIXING LENGTI{THEORY

.DATA SIIEARSTRESS, VELOCTTY, SHEAR STRESS PROFILE KEy WORDS MrXrNc .PRESSUREGRADTENT, REYNOLDS NO, VELOCTTYMTIO .LENGTII,SHEAR STRESS, ...... REYNOLDSNO .CHANNELTypE THRY, EXp, Sl.(rH, RGIi, pIpE

.FL 0.4, 7.32 t4 .FW0.305, 38.1 MMRADTUS .FD

.cL 0.4, 7.32 t4 .cw 0.305, 39.1 MMRADIUS .CD

.FCS . INST :a

.AUTIIOR PENDERGASTD, COBBLE M, SMITII p . PUB'NINT J . . . MECHANICALSCIENCES, .TITLE LAMINAR FLOW TIIROUGHDUCTS OF ARBITRARY CROSS .VOL 12, Lg70 . SECTION

.DATA VELOCITY PROFILE, RELATM WIDTII, RELATIVE .KEY WORDSLAXINAR FLOI{, .DEPTH . DUCTS

.CHANNELTypE THRY, EXp, SIMP, DUCT

.FL 10 FT .FW2.00 rN .FD 1.502, 2.00 rN

.CL 10 FT .cI.]2.00 rN .cD 1.502, 2.00 rN

. FCS .Q GLYCERINE . rNsT cAl,tERA, TRACER

.AUTHORRASTOGI A K, RODI W .puB.N pAcsE, J HyD ...D, VOL104, HY3, .TITLE PREDICTIONSOF ITEATAND MASSTMNSFER IN OPEN .MARClt, L978 . CHANNELS

.DATA SECONDARYFLO[{, TEMPERATURE/CONCENTRATION& .KEY WORDSOPEN .VELOCITY PROFILE, ISOTI1ERMS .CTIANNELS, I1EAT & MASS .. .. .TRANSFER .CHANNELTYPE THRY, EXP, SIMP, RGII

.FL .FW .FD

.CL .cli .cD

. FCS .a . INST .AUTHOR REIIME K .PUB.N INT J HEAT . ..MASS TRANSFER, VOL .TITLE PRESSUREDROP PERFORI.{ANCE oF RoD BUNDIESIN .15, Lg12 . IIEXAGONALARRANGEMENTS

.DATA PRESSUREDROP COEFF, RODDrAM RATTO, REYNOLDS .KEy WORDSPRESSURE .NO, FRICTION FACTOR,EQUIVALENT ANNULAR ZONE .DROP, RODBUNDLES, .....REYNOLDS NO .CHANNELTYPE EXP, SIUP, RGH, DUCT

.FL .FI.I .FD

.cL . CII .cD

. FCS . INST :a

.AUTHOR RETTMEK . PUB'N INT J 1IEAT ...TRANSFER, VOL 15, .TITLE SIMPLE METTIODOF PREDICTING FRICTION FACTORSOF .L972 .TURBULENT FLOW IN NON CIRCULAR CIIANNELS

.DATA GEOMETRYFACTOR, DIAMETER RATIO, FRICTION .KEY WORDSFRICTION .FACTOR RATTO, REYNOLDSNO .FACTOR, TURBULENTFLOI.I, . . .. .NON CIRCUTAR CI1ANNELS .CHANNEL TypE TnRy, EXp, SIMP, RGlt, DUCT

.FL .FW .FD

.cL . cll .cD

.FCS .a . INST

.AUTHORSAMUELS P G . PUB.N IIYDRAULICS RESEARCHLTD, REPORT .TITLE EMBER- A NUMERTCALMODEL OF AN EMBANKEDRMR .NO. rT 183, DECEMBER ., rgTg

.DATA CONVEYANCE,HYDRAULIC RADIUS, MANNINGSn, .KEY WORDSFLOOD ROUTING .DROWNEDFLOW FACTOR EMBANKEDRIVERS, .... .COMPUTATIONALMODEL .CHANNEL TypE TItRy, PROTO, COMP, RGII

.FL .FW .FD

.CL .cI.I .CD

. FCS .a . INST .AUTTIOR SAMUELS P G .PUB.N HYDMULICS ...RESEARCHLTD., .TTTLE MODELLTNGOF RrVER AND FLOODpLArN FLOWUSrNG THE .REPORTNO SR 61, .FINITE ELEMENTMETHOD .NOVEMBER,1985

.DATA LATEML VEL, STREAI,{FUNCTION, CONVECTIONTERM, .KEy WORDSRIVER FLOW, .WATER SURFACEPROFILES, CONVERGENCEPARAMETER, UESH .FLOOD PLAIN FLOW, INTERACTION, FINITE .CHANNELTypE THRY, PROTO,COMP, RcIt . ELEI.{ENT METIIOD

.FL . FI.I .FD

.cL .cI.I .cD

. FCS .a . INST

.AUTHORSA]'{UELS P G . PUB'N 2ND INT CONF IIYDRAULICS OF FLOODS .TITLE UODELLING OPEN CHANNEL FIOW USING PRIESSMANN'S .& FLOODCONTROL, . scltEME .cAl'{BRrDcE, 1985

.DATA PRIESSMANN'S BOX SCIIEME, ENERGYMULTIPLIER, .KEY I.IORDSOPEN CHAI{NEL .STEADY FLOI.{ ENERGY ., PRTESSMANNN'SSCHEME, FOURIER ANAIYSIS, .CHANNEL TypE THRY, PROTO, COMP, RGH . VOLUI,IE CONSERVATION

.FL . FI,' .FD

.CL .cI^] .cD

. FCS . INST :a

.AUTHOR SCHUMMS A .PUB'N SCIENCE, VOL ..157, SEPTEMBER,tg67 .TITLE MEANDERT.TAVELENGTI{ OF ALTUVIAL RIVERS

. DATA MEANDERI^IAVELENGTTT, DISCHARGE .KEY I,ilORDSMEANDER . WAVELENGT!{,SEDIMENT LOAD .CHANNEL TYPE PROTO, SIMP, RGII, MEANDER

.FL .FW .FD

.cL .cI.{ .cD

. FCS . INST :a .AUTHOR SCHUMMS A, KHAN H R .PUB.N GEOLOCICAL ...SOCIETY OF AMERICA .TITLE EXPERIMENTALSTUDY OF CHANNELPATTERNS .BULLETTN,JUNE, L972

.DATA SLOPE, TIIALWEGSrNUOSrry, SEDTMENTLOAD, .KEy I{ORDSCIIANNEL 'VELOCITY' WIDTH DEPTHRATIO' SIIEAR' DISCHARGE .PATTERNS,SEDIUENT . ... .TRANSPORT .CHANNELTYPE EXP, SIMP, RGH, MEANDER,BRAID

.FL lOO FT .FW 24 FT .FD 3 FT

.cL 100 FT .cI{ 12 rN .CD 3 IN - .FCS 1 20(-3) .Q 0.15 CUSECS .rNST pOrNTcAUcE

.AUTIIORSERC I.IORKING PARTY . PUB'N SERC I{ORKING ...PARTY, NOVEMBER, .TITLE RESEARCIISTMTEGY ON FLOWS IN COMPOUNDCITANNELS .1985

.DATA OBJECTTVES,METIIODOLOGY, TMPLEMENTATTON, .KEy WORDSCOMPOUND .DrssEMrNATrONOF RESULTS,MEMBERSHTP, REFERENCES .CIIANNEL,RESEAR.CH, .....IITERATURE REVIEW .CHANNELTYPE EXP, COMP,SMTH, RGH

.FL .FW .FD

.cL .cw .CD

. FCS :a . INST

.AUTHORSttEN Il I{, KOMURAS .PUB'N PASCE, J HYD ..D, VOL 94, HY4, .TITLE MEANDERINGTENDENCIES IN STRAIGTITALLUVIAL .JULY,1968 .CHANNELS

.DATA FLO[{ DEpTtt, vELocITy, scouR DEpTIt, TIME .KEY WORDSALTWIAL .::f" .CHANNELS,MEANDERS,

.CHANNELTypE THRY, EXp, PROTO, SIMP, RGH

.FL 56 FT .FI4r8.0 FT .FD 2.OO FT

.ct 56 FT .cw 2.5, 5 FT .cD 1.25 FT - .FCS 2.8 20.6 ( -4) .Q 0. 242 - L.254 .INST POINT GAUGE,PITOT TUBE, . CUSECS . FLOATS .AUTHOR SILI B L .PUB'N PASCE, J HYD ..D, VOL 109, HYl, .TITLE NET.IFLAT PLATE TURBULENTVELOCITY PROFILES .JANUARY,1982

. DATA SIIEARSTRESS, DEpTIl, EDDYVTSCOSTTY, VELOCTTY .KEy woRDSVELOCITY .PROFILE .PR0FILE, SMOOTHPLATE, . ..ROUcn PLATE, TURBULENT .CHANNEL TYPE TIIRY, SIMP, SMTH, RGH .FLUID FLO[{

.FL .FW .FD

.cL .cI.I .cD

. FCS . INST :a

.AUTHOR SOKOLOV Y N . PUB.N .CIDROTEKHNICIIESKOE. .TITLE IIYDMULICS OF FLOODPLAINFLOWS .STROITEL'STVO,NO 5, . .MAY, 1986

.DATA ROUGHNESSCOEFFICIENT, VEGETATTON PARAMETER, .KEY I{ORDSFLOODPLAIN . FLOWCIIARTS .FLOtt, ROUGHNESS, ....VEGETATIONDENSITY .CHANNEI TypE EXp, PROTO, SIMP, COMP, RGII

.FL .FW .FD

.CL . chl .CD

. FCS .a . INST

.AUT}IORSTRUIKSMA N, OLESENK W, FLOKSTRAC, DE VRIENDIT.PUB'N J TIYDRAULIC ...RESEARCII,VOL 23, NO. 'TTTLE BED DEFORMATTONrN cURvEDALLUVTAL CHANNELS .1, 1985

.DATA RELATTVECRArN SrZE, WATERDEprH, WAVENOS, .KEy WORDSALLUVTAL .DrsrANcE WTDTIIRATTOT'BED & VELOCTTYPROFTLES .CrIAN, BED DEFORMATTON,...... SEDIMENTMOTION, FLOW .CIiANNELTYPE ExP, srMP, RGtl, BEND, I'{EANDER .DTSTRIBUTTON

.FL 6.6, 41.5 M .FW 1, 2.3 t4 .FD

.cL 6.6,41.5 M .c}l 1, 2.3 yl .cD

.Fcs1.28 - 4.LeG2) - 0.17 . INST :3r$;33 .AUTIIORTAGG A F, SAMUELSP c .PUB.N HYDRAULICS ...RESEARCIILTD., .TITLE NUI.{ERICAL MODELLING OF EI,TBANKEDRIVERS .REPORTNO IT 274

.DATA CHANNEL& FLOODPLAINCEILS, pRocRAI-{SENSTTIVTTY .KEy WORDSCOMPUTATIONAL ., HYSTERESISEFFECTS, DROWNED FLOW FACTOR .M0DEL, EI'{BANKEDRMR, .. ...COMPOUNDCHANNEL .CIIANNELTYPE TIlRy, PROTO, COMP,RcI{

.FL .FW .FD

.cL .c![ .cD

. FCS .a . INST

.AUTHORTANNER W F .PUB.N J GEOPHYSICAL .RESEARCII,VOL 65, NO . .TITIE HELICOIDAL FLOW, A POSSIBLECAUSE OF MEANDERING .3, 1960

..:...... : .DATA GMVITY VECTOR,FALLTNG & RISING CURRENT,TOTAL .KEy WORDSTTELICOIDAL .VELOCITY . FLO[{, MEANDER

.CHANNEL TYPE EXP, SIMP, SMTII, MEANDER

.FL .FW .FD

.cL .cI{ .cD

. FCS . INST :a

.AUTIIORTEMPLE D M .PUB'N PASCE, J ITYD ...D, VOL112r IIY3, .TITLE VELOCITYDISTRIBUTION COEFFICIENTS FOR GRASS .MARCH,1986 .LINED CIIANNELS

.DATA VELOCITY,DISTANCE, ENERcy COEFFICIENT .KEY I.IORDSMOMENTUM & .ENERGYCOEFFICTENTS, .. .. .VELOCTTYDTSTRTBUTTON, .CHANNELTYPE THRY, EXP, SIMP, RGH .GRASS CIIANNELS

.FL 96, 140 FT .FI^r3, 20 FT .FD 1, 2 FT

.cL 96, 140 FT .ct{ 1.5, 10 FT .cD 1, 2 FT

.Fcs 5 - 9G2) .Q 0.9 - 54 CUSECS .INST PITOT TUBE, MANOMETER .AUTLOR THE INSTITUTION OF ENGINEERS, AUSTRALIA .PUB'N 21ST CONGRESS, ...IAHR, MELBOURNE . .TITLEFUNDAMENTALs&coMPUTATIoNoF2D&3DFLows;.AUGuST,1985'voL2, .TMNSPORT & UIXING IN RIVERS & RESERVOIRS

'DATA FREEsuRFAcE FLow' 2D & 3D FLow, SEDTMENT .KEy woRDs . .TRANSPORT,MIXING, STRATIFIEDFtows

. CIIANNEL TYPE

.FL .FW .FD

.cL . ct{ ^n

. FCS .a . INST

.AUTIIORTIIE INSTITUTION OF ENGINEERS,AUSTRALIA .PUB'N 21ST CONCRESS, .. .IAIIR, MELBOURNE, .TrrLE FLooDFlolJs rN CIIANNELS& FLooDpLArNs; SEDTMENT.Aucusr, 1985 .TRANSPORT IN RIVERS; HYDRAULIO STRUCTURES .

.DATA CHANNEL TNTERACTION, FLOOD FLOWS, RAINFALL .KEY WORDS .RUNOFF, SEDIMENT TRANSPORT, IIYDRAULIC STRUCTURES

.CHANNEL TYPE

.FL .FW .FD

.cL .cI'] .cD

. FCS :a . INST

.AUTIIOR THORNE C R, HEY R D

.TITLE DIRECT MEASUREMENTOF SECONDARYCURRENTS AT A .RIVER INFLEXION POINT

.DATA PRIMARY ISOVELS, SECONDARYVELOCITIES .KEY WORDSSECONDARY .CURRENTS,BENDS

.CHANNELTypE pRoTo, sIMp, RGII, BEND

.FL . FI"l .FD

.cL .cw 27, 36 M .CD1M

. FCS - .Q 13 22 CUMECS . INST ELECTROMAGNETIC CURRENTMETER .AUTIIORTIFFANY J B .PUB*N TRANS' AI,{ER ...GEOPI{YSTCALUNTON, . .TTTLE STUDIESOF MEANDERINGOF MODELSTREAMS .REPORTS& PAPERS .IIYDROLOGY,1939

.DATA ,MEANDER AI'{?LITIIDE, DISCHARGE,SAND .KEy I{ORDSMEANDERS, .INJECTION RATE, TIME .MOBIIE BED

.CIIANNELTypE EXp, SIMP, RcH, MEANDER

.FL 50 FT .FW 15 FT .FD

.CL 50 FT .ctl .cD

.Fcs 3 - 6(-3) .a . INST

.AUTIIORTOWNSEND A A .PUB.N J FLUID . . . . MECHANTCS,1960 .TITLE EQUITIBRIUI'{ LAYERS AND WALL TURBULENCE .

.DATA WALL STRESS,REYNOTDS NO., BOUNDARYLAYER DEV'T .KEy WORDSTURBULENCE, ., LTNEARSTRESS, CONSTANT STRESS, EQUILIBRIUMLAYER .EQUILIBRTUMLAYER, WALL . STRESS .CHANNELTYPE THEORETICAL

.FL .FW .FD

.cL .cw .CD

. FCS . INST :a

.AUTLORURBAN C, ZIELKE W .PUB.N 2ND INT CONF ...HYDRAULICSOF FTOODS. .TITLE STEADYSTATE SOLUTIONFOR TWODII'IENSIONAL FLOWS .& FLOODCONTROL .IN RIVERS WITTI FLOOD PLAINS .cAuBRrDGE,1985

.DATA COORDINATESYSTEM, FINITE ELEMENTGRID, .KEY WORDSCO}TPUTATIONAL . .VEIOCITY DISTRIBUTION .MODEL, COMPOUNDCHANNEL .

.CHANNEL TypE TIlRy, PROTO, COMP, RGII

.FL . FI'I .FD

.cL .cl,r .CD

. FCS .a . INST .AUTHOR IdEBEL c, SCHATZMANNM .PUB'N PACSE, J IIYD .D, VOL 110, HY4, .TITLE TRANSVERSEMIXING IN OPEN CIIANNEL FLOW .APRrL, 1984

....: .DATA MrxrNG coEFFr I{rDTH/DEPTHMTro, Aspgcr RATro, .KEy woRDs TRANsvERsE . .EFFECTTVEROUGHNESS, FRTCTTON FACTOR, TURB rNTENSrry .MrXrNG, opEN CIIANNELS, ...... DIMENSIONALANALYSIS .CHANNELTypE EXp, TIIRY, SIMP, SUTII, RGII

.FL 20 l.{ .FI{ 1.82 M .FD

.cL 20 U .cw 0.496, 1.92 l'{ .cD

.FCs0.6 - 4(-4> .a .INST DYE

.AUTTIORWEBEL G, SCHATZMANN .PUB.N IATIR, SYMP .. .RIVER ENGINEERING, .TrrLE TtlE ROLEOF BED ROUGTTNESSrN TURBULENTDTFFUSTON .BELGRADE,MAy, 1gg0 .AND DISPERSION

.DATATRANSvERSE MrxrNG coEFFrcrENT, wrDTIt/onpru .KEY WORDSLATERAL .RATIO, FRICTION FACTOR, ISOTIIERMS .MIXING, MODEL SIMILARITY .CHANNELTypE pRoTo, EXp, THRY, SIMP, RGH

.FL .FW .FD

.cL .cl.t .CD

. FCS .a . INST

.AUTHOR WERNERP W .PUB'N TRANS, Al,tER ...GE0PHYSICAL UNION, .TITLE ON THE ORIGIN OF RIVER MEANDERS .vol, 32, N0 6, .DECEMBER,1951

.DATA TIME, CRITICAL VELOCIW, DISCIIARGE,MEANDER .KEY WORDSII{EANDERS .LENGTH,DEPTH, I.IIDTH

.CHANNELTypE TItRy, EXp, PROTO,SIMP, RcIt, MEANDER

.FL .FW .FD

.cL .cw .cD

. FCS .a . INST .AUTIIORI.IEST J R, KNICHT D W, SHIONOK .PUB*N PASCE, J HYD ...D, VOL 112, HY3 .TITLE TURBUTENCEMEASUREMENTS IN THE GREATOUSE ESTUARY .I'{ARCE, 1986

:...... :...... : .DATA TURBULENTINTENSITIES, REYNOLDSSTRESS, .KEY WORDSTURBULENT .VELOCITY, DEPTH, MACROSCALE,FREQUENCY, SPECTRA .FLUCTUATIONS,ESTUARY

.CHANNEL TYPE PROTO, TIIRY, SII'{P, RGtl

.FL .FW .FD

.cL .c!{ .cD

. FCS .a .INSTEMCURRENTMETER, CURRENT .METER, SALTNOMETER,SED SAI'IPtER

.AUTIIORWIIITE C M .PUB'N PROC. ROYAL : ...soc., vol, 123, 1929 .TITLE STREAMLINE FLOW TITROUGIICURVED PIPES

.DATA REYNOLDSNO., RESISTANCECOEFFICIENT, .KEY WORDSFRICTION .DIMENSIONLESSRESISTANCECOEFFICTENT .FACTOR,PrPES . . .STREAI'{IINE FLOI.I .CHANNELTYPE EXPERIMENTAL,THEORETICAL, pIpES, BENDS.

.FL 0.978, 5.5 M .FW 0.0032, 0.0103 M DIAI,{.FD

.cL 0.978, 3.3 M .cI^I0.0032, 0.0103M DrAM.CD

. FCS .Q AIR, WATER .rNsT PRESSURETAPPINGS, MANOMETER, .THERMOMETER

.AUTHOR WIIITE I4IR, BETTESS R, PARIS E .PUB-N PASCE, J IIYD ...D, VOL108, HY10 .TITIE ANALYTICAL APPROACIITO RIVER REGIME .ocroBER, L982 , : ::: :::: ::::: : : - ,hnrift:';*s:i'ril'"'' .CHANNEL TYPE TIIRY, EXp, PROTO, RGIi, SIMP .COMPUTATIONALMODEL

.FL .FW .FD

.cL .ct{ .cD

. FCS .a . INST .AUTIIORWIJBENGAJHA .PUB.N 2ND INT CONF ...HYDRAULTCSOF FLOODS. .TITLE STEADYDEPTI{ AVERAGED FIOW CALCULATIONSON .& FLOODCONTROL .CURVILINEARGRIDS . cAttBRIDGE,1985

.DATA GENERATEDGRrD, VELOCTTYFTELD, IdATERLEVELS, .KEy WORDSCOMPUTATTONAL . .VELOCrTrES,BED LEVELS .MODEL, FLOr{CALCULATION . , coMPouNDCHANNEL .CIIANNELTypE TI{RY, EXp, PROTO,SIMP, RGII

.FL .FW .FD

.ct .cI'I .cD

.FCS .a . INST

.AUTI{OR I.IILKIE D, COI{IN M, BURNETT p, BURGOYNET . PUB.N INT J TTEAT ...MASS TRANSFER,VOL .TITLE FRICTI0N FAcToR MEASUREMENTSIN A RECT. CIIANNEL .10, Lg67 .WITH I{ALIS OF IDENTICAL AND NON IDENTICAT ROUGI1NESS

-DATA VELOCTTY PROFTLE,STANTON NO., REYNOLDSNO., .KEy WORDSROUGHNESS , . .FRICTION FACTOR .FRICTION FACTOR,DUCT, .....REYNOLDS NO. .CHANNEL TypE EXp, THRY, SMTII, RGII, DUCT

.FL 5 FT .FW 6 IN .FD 0.54 IN

.CL 5 FT .cw 6 rN .cD 0.54 rN

. FCS .Q ArR, 0.6 tB/S .INST PRESSURETAPPINGS, PITOT TUBE, .THERUOCOUPLE

.AUTHOR WILSON I G .PUB'N NATURE,VOt ...241, FEBRUARY,Lg73 .TITLE EQUILIBRIUM CROSSSECTION OF MEANDERINGAND .BRAIDED RIVERS

.DATA SPTRAL FLOW MODELS, SLOPE, DTSCIIARGE, CROSS .KEy WORDSMEANDERS, .PROFILES, GRAIN SIZE .BRAIDS, EQUILIBRIUM

.CHANNEL TYPE THRY, SIMP, RGII, MEANDER, BRAID

.FL . FI^I .FD

.cL .cw .CD

. FCS .a . INST .AUTHORWINTER K G .PUB.N PROGRESSIN .AEROSPACESCIENCES, .TITLE AN OUTLINEoF THE TECHNTQUESAVAILABLE FOR TnE .VOt 18, Lg77 .MEASM'TOF SKIN FRICTION IN TURBULENTBOUNDARY LAYERS .

.DATA SKIN FRICTION ERROR, PRESSUREGRADIENT, CLAUSER.KEy WORDSTURBULENT .CHART, VEL. PROFILE, OIL FrLM TIIICKNESS, PRESTONCAL..BOUNDARY LAYERS, SKIN ..FRICTION .CHANNELTypE EXp, SMTH, RcIt, DUCT, CHANNEL

.FL .FW .FD

.cL .ct{ .cD

. FCS .rNST FORCEI'{EASU'T BALANCES, PITOT :a .TUBE, FENCES,STEPS, IIOT WIRE FILM

aaa.a

.AUTIIORI{OLMAN I,{ c, BRUSITL M .PUB'N GEOLOGICAL .. .SURVEYPROFESSIONAL .TITLE FACTORSCONTROLLING THE SIZE AND SIIAPEOF .PAPER 282-G . CIIANNELSIN COARSENONCOIIESIVE SANDS

'DATA DEPTIT'SLOPE' SEDIMENTLOAD & SIZE, VELOCITY, .KEY WORDSEQUILIBRIUU 'DISCHARGE'I{IDTHT TMCTIVE FORCE,TIME, SITEARSTRESS .CHANNEL, I"IOBILE BED, ....STIEAR STRESS .CHANNEL TypE EXp, PROTO, SIMP, RGII

.FL 52 FT .FW 4 FT .FD 8 IN

.CL 52 FT .cld 5, 10 rN .cD - .FCS 1.31 l_3.7(_3) .Q 0.011 - 0.28 .INST BUBBLERGAUGE, TRANSDUCER, .cusEcs .poINT cAUcE, SEDIMENTINJECTOR

.AUTIIOR WOLI'{ANM G, LEOPOLD L B .PUB'N GEOLOGICAL SURVEY .TITLE RIVER FLOODPLAINS : SoME;;;;-;;;il;';,'ilil-"':;il;l';;;lt' : . FORI.{ATION

.DATA CROSSSECTION, SEDIMENT SIZE DISTRIBUTION, .KEY {.IORDSFLOOD PLAIN, . .SEDIMENT CONCENTRATION,DISCITARGE, DEpTIt .OVERBANKDEPOSITS FLOODINGFREQUENCY, . .CHANNEL pRoro, TypE coMp, RGII .SEDTMENT CONCENTRATTON

.FL .FW .FD

.CL .${ .cD

. FCS .a . INST .AUTIIOR WOODYERK D .PUB'N J HYDROLOGY, vol, 6, 1968 .TITLE BANKFULL FREQUENCYIN RIVERS

'DATA ..a.. CIIANNELhIrDTIl' BENCHLEVEL, BANKFULL .KEy woRDSBANKFULL 'FREQUENCIES' RECURRENCEINTERVALS' STAGEEXCEEDANCE .DISCllARcE, REcIRRENCE INTERVAL .CTTANNELTYPE

.FL . FI{ FN

.cL . cll .cD .Fcs .a .rNST

.AUTHOR woRl'{LEAToNP R, ALLEN J, ItADJIpANos p .PUB.N IAIIR, SyMp ...RIVER ENGINEERING, .TrrLE APPARENT SIIEARSTRESSES rN COMPOUNDCHANNEL FLOW .BELGRADE,MAy, 1980

.DATA CALCULATED/OBSERVED DISCHARGERATIO, DEPTII .KEY WORDSCOMPO{'ND .RATIO . CHANNEL, APPARENT SIIEAR . ..STRESS .CHANNEL TYPE EXP, COMP, SMTH, RGII

.FL 10.75 M . FI.I 1 .2L M .FD .cL 10.75 M .cw 0.29 t4 .cD 0.L2 14 .FCS4.3(-4) .a .INST IIOT FILM ANEMOMETER,PRESTON .TUBE, POINT GAUGE

.AUTIIOR WU J .PUB-N PASCE, J HYD . . , . .D, VOL 111, HYl1 .TITLE HYDRODYNA].{ICALLYSMOOTH FLOWS OVER SURFACE .NOVEUBER,1gg5 .MATERIAL IN ALLUVIAL CITANNELS

.DATA FRICTION FACTOR, VELOCITY, SEDIMENTSIZE, .KEY WORDSSMOOTH FLOI{, .REYNOLDS NO. .TRANSITIONAL FLOW, ..ALLUVIAL CHANNEL .CHANNELTYPE PROTO, THRY, coMP, RGH

.FL .FW .FD

.CL .cw .cD

. FCS .a . INST .AUTT{ORYAGLOM A M 'ilil;il;';';;;;il;":iil'?,ll'**'cs'vol'.PUB.N ANN. REVIEW .TITLE SIMILARITY IAWS FOR CONSTANT .GRADIENTTURBULENT WALL FLOWS

.DATA TURBULENTIdALL FLOWS,CONSTANT PRESSURE, .KEY WORDSWALL FLOWS, . .PRESSUREGRADIENT, VEL PROFILES, SKIN FRICTION @EFF .TURBUIENCE, SIMILARTTY, PRESSURE .CIIANNEL TypE TIIRY, EXp, SI'flIt{, RGII, DUCT, CIIANNEL

.FL .FW .FD

.cL .ct^l .cD

. FCS .a . INST

.aaaa aaaaa aaaaaaaaa

.PUB'N J HYDROLOGY, ::::::::::.: : . vol 13, L'TL .TITLE ON RIVER MEANDERS

.DATA ENERGYEXPENDTTURE, SLOPE, WIDTII, DTSCHARGE, .KEy WORDSMEANDnRS, .SEDIMENTCONCENTRATION, MEANDER WAVELENGTn .ENERGYEXPENDITURE, .. . ..STABLE CTIANNELTTTEORY .CIIANNEL TYPE EXP, SIMP, RcIt

.FL .FW .FD

.cL .cw .cD

.FCS .a . INST

.AUTIIORYEN B C .PUB'N INST ITYDRAUTIC . . .RESEARCH,UNIVERSTTY .TITLE CIIAMCTERISTTCSOF SUBCRTTTCALFLOW rN A .OF IOWA, IOWACrTy, . I.,IEANDERING CHANNEL .L965

.DATA WATER SURFACEPROF, FLOW DIRECT, BOUNDARYSITEAR .KEY WORDSSUBCRITICAL .,vEL. DISTRIBUTION, TURB. INTENSITY, RADIAL DISCHARGE.FLOII, HEANDERING, SIIEAR , TURBULENCE .CI{ANNEL TYPE EXp, THRY, SIMP, SMTH, MEANDER, DUCT

.FL 116 FT .FI{ 6 FT .FD

.cL 116 FT .C}J 6 FT .CD

.Fcs 2.9 to 14.4(-4) .INST PITOT TUBE, PRESTONTUBE, HOT :a .WIRE PROBE .AUTTIOR YEN C L .PUB'N PASCE,J HYD .D, VOL96, HYl, .TITLE BED TOPOGRAPIIYEFFECT ON FLOII IN A MEANDER .JANUARY,1970

.DATA SEDTMENTSLZE, BED TOPOGRAPIIY,VELOCTTY, SIIEAR .KEy $IORDSMEANDER, .STRESS, FROUDE, FALL VELOCITY, REYNOLDSNO . BEDFOR.LI,SECONDARY .....FLOW, MOBILE BED .cltANNEL TypE TIIRY, PROTO, SIMP, MEANDER

.FL 116 FT .FW 7.667 FT .FD

.cL 116 FT .cI.I 7.667 FT .cD

. FCS .a .INST PRESTONTUBE, PITOT TUBE, HOT .WIRE ANEMOMETER,POINT GAUGE 3 PRECIS OF PAPERS The precis of papers relating to turbulence and flow characteristics in channels, ducts and pipes was conpiled on the Apricot Xi-10 micro computer using Wordstar 3.40 supplied by Micro Pro.

This file indicates the aims and conclusions as detailed in the papers as rrell as the channel types

investigated and instruments used in the experimental work.

The channel type detailed is described either as an experimental (flune), prototypical (river, irrigation

canal.) or theoretical (mathenatical, computational) channel.

Channel form is detailed as simple; rectangular f1ume,

channel or duct; or compound, a channel in which the geooetry of the cross-section changes significantly at one particular elevation, giving rise to the discontinuity in the shape of the channel.

Smooth , channels or ducts are considered to be formed of wood, steel floated concrete, glass or perspex. Rough channels are considered to be flumes

and ducts with artificial roughening elements attached to the channel surface or river channels whose boundaries are considered to be naturally rough.

The aims, conclusions and details of instrumentation used are self explanatory. ACKERS, CHARLTON1971

The geometry of small meandering streams

Experimental, simple, rough, meanders

To investigate the conditions necessary for the development and

maintenance of a regular sinuous chanoel in a homogeneous alluvium.

Meanderi:rg will begin in an initially straight channel in alluviun if instability in bed sediment transport leads to a series of relatively

large shoals on alternace sides of the stream. Two main dynanically stable channel patterns exist, straight r{ich mioor irregularities aad regular sinuous channels. Meander length correlates well with

discharge. Poor correlation between meander breadth and discharge. Multiple correlation of meander length with discharge and sediment

concentration does not prove any appreciable dependence on sediment concentration. pitch of the shoals increases by some 102 as the channel widens and as the shoals develop. rf the sediment injection

rate is above the threshold value, after the formation of meanders on an aggrading channel the meander length tends to decrease as lhe sediment load increases. Migration of meanders was confirmed. There is a threshold value of sediment charge below which channels of small

discharge tend to remain straight and above which they meander,

provided the available valley slope does not prevent the development of the hydraulic gradient necessary to transport the discharge and

sediment. When the valley slope is insufficient for the development of the hydraulic gradient necessary to transport the discharge and

sediment as a straight or meandering channel, depending on the sediment charge, then a braided develops.

' Point gauges, camera

ALFRINK, van RIJN 1983

Two equation turbulence model for flow in trenches I TheoreEical, experimental, compound, smooth

2 The turbulent flow in a steep sided trapezoidal trench placed perpendicular to Ehe main flow direction is treated using an advanced mathematical model.

3 Steady recirculating flow can be predicted reasonably well by means of a mathematical model based on the full Reynolds equations and a k-e model for turbulence closure. The constants of the k-e model are

related to the roughness conditions. Accurate data for the flow velocity profile at the inlet boundary are of minor importance.

Accurate turbulent eaergy and dissipation rate profiles at the inlet are of minor imporEance. Computational results are most sensitive to

changes in the kinetic energy constant in conbination with che k-e constants. Sensitivity to changes in the turbulent Prandtl numbers is mininal. t+

AMERICANSOCIETY OF CIVIL ENGINEERS1980

Sources of computer programs in hydraulics

1-

2ll To make available a list of bibliographies and publications that had already compiled computer programs and numerical models in various areas of hydraulics to serve hydraulic engineers.

4-

AI.{ERICANSOCIETY OF CIVIL ENGINEERS1983

River Meandering - Proceedings of the conference rivers f983 Coatains papers under the headings:

Geomorphology

Effects of man's activities

Engineering analysis

Numerical and physical modeling

Present knowledge and future directions

ANDERSON1967

On the development of stream meanders

1 Theoretical, experimental, sinple, rough, meanders

2 To describe the results of an analysis to relate the meanders length of alternate bars in straight alluvial channels and hence the meander length of meandering streams to the flow parameters.

3 Based upon a concepc of transverse oscillations, the relative meander length is related co the Froude number of the mean flow and through the Froude number to the discharge. Results are compared with experimental data for the meanders generaced in laboratory channels at constant

discharge with generally good agreement. Analysis suggests that there is no unique relationship between meander length and discharge.

4-

ANDREWS1980

Effective and bankfull discharges of streams in the yampa river basinrColorado and Wyoning

Prototypical, theoretical, simple, rough

Paper describes a study of effective discharges and their geornorphic significance in the Yampariver basin. Streamflow and sediment data were collected from gauging stations located in self forned alluvial reaches of stream channel to form the basis for this analysis.

Effective discharge is defined as the increment of discharge that transports the largest fraction of the annual total sediment load over a period of years.Effective discharge is a relatively frequent event, being equalled or exceeded 0.47 and 3.0% ot the tine respectively in the year. Effective discharge becomes less frequent as drainage area decreases. Bankful discharge vas equivalent to the effective discharge.

ANWAR,ATKTNS 1gg0

Turbulence measurements in simulated tidal flow

Experimental, theoretical, simple, smooth

To study the effects induced by the temporal variations in the velocity field on the turbulence characteristics of unst.eady flows.

Mean velocity distribution displayed the conventional logarithmic profile when the flow was acceleraLing or decelerating. When the flow is accelerating, the Reynolds stress varies linearly from a maximum

near the bed to a miniuum value near the surface. In decelerating flow the shear stress distribution is non linear and the location of the maximum shear sEress is away fron the bed. The turbulence intensicy,

turbulent energy, and the Reynolds shear stress are consistently higher in decelerating f low. l'laximum shear stress lags the mean velocity in

the decelerating phase of the flow. The distribution of the Reynolds shear stress and the turbulent energy during the half cycle display the hysteresis effect due to the time lag. Surface slope varies Linearly

with tine during the half cycle. The longitudinal and vertical energy psectra vary according to the five thirds law at the low frequency

range where the major energy content occurs.Measured data agree with field data, thus the laboraEory data obtained at low Reynolds

number can be used to predict the field phenomenon.

4 Electro magnetic current meter, hot film anemometer, twim wire probes, Preston tube.

ARNOLD, STEIN, PASCHE

First experience with an pn axis LDV System in special application to open channel flow

1 Experimental, theory, compound, smooth, rough

2 To describe a modified TSI single colour, tno frequency on axis LDV equipnent and several alternatives of signal processing.

3 Non intrusive simultaneous measuremeat of Lhe main and transverae

velocity component in compound open channel flow requires the applicatioo of a two cooponent on axis LDV system. A two frequency

single colour system seems to be the most economical solution of channel separation especially for the extension of'a conventional dual

beam LDV equipment. The first experiences with a special two frequency on axis LDV apparatus and the experimental results can be summarized as follows:

With each of the downmix output signals sufficient single to noise ratios can be obtained which permit counter type signal processing and

reliable measurement of. turbulent quantities.

For the evaluation of t.he main velocit.y component the Doppler signal created by the centre and 40 MHz outer beam should be preferred to the outer bean pair generated signal due to higher signal to noise ratios and output bpeak level. The specially developed on axis calibrat.or

turned out to be an effective instrument for the simulation of constant

fluid flow velocities which are needed for calibration and comparitive signal quality investigations.

Laser Doppler Velocimeter

BAGNOLD1960

Someaspects of the shape of river meanders

Theoretical, experimental, simple, rough, meanders

From consideration of the probable nature of flow resistance in curved channels, a simple dynamical model is proposed to relate resistance to a criterion of bend curvature applicable both to closed pipes and open channels.

Theory indicates that resistance should faIl to a minimrrm when the

radius of channel curvature bears a certain critical ratio and should have approximately the same value for both closed and open channels,

irrespective of scale or of boundary roughness. Resistances of pipe bends are known to fal1 to a sharply defined minimum when the curvature

raEio, mean radius to diameter, is between 2 and 3. Recently measured flow resistances of sinuous open channels disclose that Ehe same

ninimum occurs at approxinately the same curvature ratio. Theory therefore goes some $ray in explaining the mechanism tending to restrict the bends of rivers of all sizes to a curvature ratio between 2 and 3. BATIIURST1986

Slope area discharge gauging in mountain rivers

1 Prototypical, theoretical, simple, rough

2 Paper describes the results of field tests of the slope area method in mountain rivers in Bricain.

3 Slope area method of estimating discharge in mountain rivers indicates that the necessary surveying can be carried out with an accuracy which is unli.kely to lead to errors of more tlnar-9Z in the predicted discharge. These errors may be dominated by the possible error of 257" in the evaluatioa of flow resistance function. l,lethod requires detailed survey of the bed cross section and transverse nater surface profi 1e.

4 Engineers level, staff, tape measure

BETTESS, WIIITE 19B3

Meandering aad braiding of alluvial channels

1 Experimental, theoretical, simple, rough, meander, braid.

2ll PresenEation of a framework within which the problems of the meandering and braiding of channels in equi.librium can be considered.

4 Point gauges

BLTNCO, STMONS1974

Characteristics of turbulent boundarv shear stress

1 Experimental, theory, smooth, simple 2 To present sone experimental results obtained with a coomercially available flush surface, hot film anemoneter.

3 The relative turbulent intensity of the boundary shear stress decreased with increasing Reynolds number. The coefficients of skewness and kurtosis are dependent on the Reynolds number. The probability density function estimates of the boundary shear stress are Reynolds number dependent.The autocorrelation functions decreased rapidly from unity at zero delay time to a small value at delay time 0.3 sec. The area under the autocorrelation curve to zero crossing tended to decrease as the Reynolds number increased. The ratio of the turbulent macroscale of the boundary shear stress process to the thickness of the viscous sublayer was found to increase with increasing Reynolds number.

4 llot film anenometer

BROWNLIE1983

Flow depth in sand bed channels

1 Theoretical, experimental, simple, rough

2 Six methods for predicting friction fact.ors are evaluated and a nel{ method is presented.

3 Method predicts flow depth when discharge and slope are known. Proposed technique is based on dimensional analysis, a statistical analysis of a large body of laboratory and fi-eld data, and basic principles of hydraulics. Separate equations are developed for the lower and upper flow regimes. The technique solves for flow depths and mean velocities for che upper and low flow regimes and det.ermines linits of the mean velocicy for each regime. Neglect.ing viscous effects, the upper and. lower transitional velocities can be determined from the slope and median grain size. BROWNLIE1985

Compilation of alluvial channel data

2lZ Investigation undertaken to develop a ter based collection of alluvial channel data. The data are avail ble in a computer recognizable format through the Willian M Keck Laboratory of llydraulics and Hater Resources at the California Ins itute of Technology.

CALI.A.NDER1966

Construction of an experimental meander

Experimental, sinplel rough, meander

2ll An experimental study of the properties of a stable meandering channel is outlined.Details are given of the apparatus and techniques used to overcome dif ficulties arising from t,he small space available and from the resistance characteristics of a channel with loose boundaries.

CHANG1984

Analysis of river meanders

Theoretical, proEotypical, experimental, simple, rough, meanders An analysis is presented to explain quantitatively the geometric relation that exists between the radius of curvature of a meander bend and the channel widch.

l,leander geometry and it,s development are analysed using an energy approach. Geometric variables of meanders are obtained so that the inflow water discharge and sediment load from the watershed are transported with minimum polrer expenditure per unit channel length and equal power along the reach.Minirnum power also means minimum channel slope or energy gradient for the given conditions.

CHANG1983

Energy expendit.ure in curved open channels

Theoretical, procotypical, simple, smooth

The rate of energy expenditure in curved open channels is studied. The approach is based upon the established velocity distributions, from which the rate of work done by the fluid is obtained.

An analytical model has been developed to compute the rate of energy expenditure in curved open channels by calculating Ehe energy loss due to the transverse circulation associated with the channel curvature. The energy loss is evaluated using the velocity field which is inplicitly dependent on the turbulent shear and channel roughness. For a given channel configuration, energy expenditure due to transverse circulation is directly proportional to the Froude number, the depth radius ratio and the roughness. The ratio of transverse loss to total loss is directly related to the depth radius ratio but inversely proportional to the channel roughness. CHANG1984

Variation of flow resist.ance through curved channels

1 Theoretical, experimental, prototypical, simple, rough, smooth

2 L mathematical model which evaluates spatial variations of tranaverse velocity, flow resistance and other flow characteristics through curved channels is formulated and developed

3 The excess flow resistance due to transverse circulation is directly related to the circulation strength which varies along a curved channel. In the process of circulation growth and decay, the tranaverse velocity profile is assumed to remain sinilar. The growth and decay of transverse circulation is under the interaction of centrifugal force and internal turbulent shear. rn a long curve, transverse circulation will becomefully developed. In a short curve, chis circulation and its associated resistance reach the maximumat the curve exit and Ehey persist at. higher values for a considerable distance in the downstream tangent. The rate of circulation decay is directly related to internal turbulent shear and inversely related to flow depth.

4-

cnANc 1984

Modelling of river channel changes

1 Theoretical, protocypical, simplel rough

2 Paper describes computational oodel which simulates channel bed , degradation and nidth variatioo and its application to a case study

3 Model used to simulate flood and sediment routing and associated river channel changes in the San Dieguito river near the Via de Santa Fe bridge. Sinulated results using this nodel are supported by field observations and measurements.

4

CITANG19 8 5

River morphology and thresholds

1 Theoretical, prototypical, experimental, simple, rough

2lZ The regime geometry and channel patterns of alluvial rivers are analysed using an energy approach together with physical relationships of flow continuity, flow resistance and sediment transporc. Because of the discontinuity in flow resistance, and thus in power expenditure, between lower and upper flow regimes, che adjustment in river regime consists of sudden changes in channel geometry, channel patternr and sometimes silt clay content, when such a discontinuicy is crossed. Thresholds or discontinuities in river morphology ate obtained in the analysis. In accordance with such t.hresholds, rivers of distinct morphological features are classified into four regions based upon the bankfull discharge, channel slope, and median size of bed sediment. Their respective features are described, and certain regime relationships for channel \ridth and depth are established. The predicted channel georaetries are compared with river data.

!+

CIIANG 1986

River channel changes :adjustments of equilibriun

1 Theoretical, prototypical, simple, rough 2ll A nethod for predicting river channel's adjustments of equilibriun is presented and illustrated by examples. The rnethod is based upon the quantitative relationships among the variables of lrater discharge, bed material discharge, slope, sediment size, channel width and depth for sand bed rivers under dynamic equilibrium. In response to changes of certain variables, the directions and magnitudes of adjustoents for the others may be determined using this method.

4-

CHANG, STMONS,WOOLHTSER 1971

Flume experiments on alEernate bar formation

I Experimental, simple, rough

2 Study to obtain data on alternate bar geometry and to see how welL the data are represented by the formulas proposed for determining Ehe alternative bar length.

3 Based on experimental datarthe dimensionless wave length of the alternate bar formation has been found to be related to the Froude number of the channel flow.

4 Point gauge CHATLEY 1940

The theory of meandering

1 Theoretical, procotypical, simple, rough, ueanders

2ll Paper investigates the hydraulic and geometrical characteristics of a meandering channel.

4 COLEMAN, AT0NSO 1983

Two dimensional channel flows over rough surfaces

Theoretical, experimental, sinplel smooth, rough

Three computational modelsrtwo in respect of the inner region velocity profile and one for the velocity profile in the outer region beyond the inertial part of a bounded shear flow, provide a unified formulation qf the multiple zone structure of the velocity distribution in bounded shear flows, and also apply to flow over hydraulically snooth boundaries, and the transitional cases that lie between these two extreme cases.

Model presented for predicting the velocity profile rhroughout, the complete inner and outer regions of the channel or conduit flow by means of a single equation. Model predicts within q207" of. measured daEa in the logarithrnic zones of velocity profiles.

cRoRY, ELSAI.IY1980

An experimental investigation into the inLeraction between a rivers deep section and its flood plain.

Experimental, compound, rough

To investigate the effect of varying geometrical dimensions such as lridth to depth ratio and flood plain to main channel width ratios on velocity distribution, turbulence intensity fluctuation and shear

stress.

l.lain energy transfer is from deep channel to floodplain. Amount. of

energy transfered depends on the main channel/ftoodplain width ratio and on the depth ratio. If deep section is narrow, then ac high depths the floodplain transfers energy to the channel. As main channel to floodplain width ratio increases then channel velocity increases. For relative flow depths of 0.1 to 0.3 the flow interaction between channel and floodplain is at a maximum. Areas of low turbulence coincide with areas of high mean velocity. Maximumturbulence level increases with decreasing widch and depth ratios.

4 Laser Doppler Anemometer, Preston tube

DRACOS, TTARDEGGER1gB7

Steady uniform flow in prismatic channels with flood plains

1 Experimental, theory, compound, smooth, rough

2 A single channel method is proposed which will a1low the direct determination for the stage discharge relation in a channel with a flood plain

3 SeE of relations developed enpirically to allow one to determine the aPparenE roughness coefficient of a compound channel. Using this coefficient the stage discharge relation in coopound channels with

flood plains can be computed by the single channel method. For channels with roughness of the flood plains different from the

roughness of the main channel the effective roughness coefficient must first be computed by using the Einstein - llorton formula.

4-

ETNSTETN,SttEN

A study on meandering in straight alluvial channels 1 Experimental, simple, rough, meanders

2 Experimental study to define one particular type of channel irregularity, the meander pattern between solid banks, and to explain the reason for its occurrence.

3 Channel bed pat,tern is dependent upon the nature of bank roughness If the banks are coarse then formation of deep scour adjacent to the bankr due to differential shear stress at the bank will occur. Between unerodible banks no scour holes develop as the channel pattern travels rapidly downstrean with the flow. l+

ENGELUND,SKOVGAARD 1973 on the origin of meandering and braiding in alluvial streaos

1 Theoretical, simple, smooth, meanders, braids

2lZ The paper describes a hydrodynamic stability analysis of the flow in an alluvial channel in which dunes have developed along the bed. The purpose is to develop a mathematical model describing the three dimensional flow leading to instability of an originally straight channel. The nodel offers an explanation of the fact that sone channels tend to meander while others braid.

4

ESCUDIER, ACI{ARYA 19 g7

Critique of the computational Preston tube method

1 Theoretical, experimental

2 The general validity of the Computational Preston tube method proposed by Nitsche et al is disputed. The method involves the determination of both che skin friction coefficient and the von Karman constant from fitting two near wal1 mean velocity measurements to a generalized van Driest family of velocity profiles.

3 It is demonstrated by a detailed examination of measured mean velocity profiles that for the laminar turbulent. transition of a flat plate boundary layer the method fai-ls conpletely or leads to non unique resul ts.

4 Preston tubes, hot wire anemometer, floating element device.

EVERS, ROUVE1gg0

Basic model investigations on hydraulic effects of bank and flooil plain vegetation

I Experi-mental , compound, smooth, rough

2 To investigate Ehe flow characteristics of channels with vegetated flood plains in order to find a better theoretical basis for a calculation procedure.

3 Formation of vortices at boundary between the main channel and floodplain of a composite cross section leads to flow instability. Strength of the vortex street increases with discharge, flow velocity and also depends on the density of the roughness elements.

4 Laser Doppler Anemometer

FREDSOE1978

Meandering and braiding of rivers

1 Theoretical, simple, rough, meanders, braids

2 Paper describes flow pattens using a tr.ro dimensional linearized flow model. The linearized equations are solved numericaLly, the effect of the transverse slope of the bed is accounted for and t.he total amount of sediment is transported partly as bed load and partly in suspension.

3 Stability theory developed which predicts whether a river oeanders, braids or remains straight. By taking into account the effect of the transverse slope in a correct manoer and including a description of the behaviour of the suspended sediment, the theory gives results ia agreement with experimental findings. Indicates t,hat river will always remai.n straight if ics width is smaller than 8 tines its depth and it vill braid if its width is 60 times its depth.

4-

FUKUSI{rMA, FIJKUDA1986

Analysis of turbulent structure of open channel flow with suspended sediments

1 Theoretical, experimental, sinple, rough

2 Application of the k-e model for two dimensional uniforn flow with suspended sediuents.

3 The k-e model explains the change of the turbulent structure, mean velocity and sediment concentrations. Parameters included in the nodel

are functions of the overall Richardson number. t+

GUGANESHARAJAH,THORN, EVANS, ilARpIN 1985

Mathematical nodelling of the River Conon Theoretical, prototype, coopound, rough

Paper details use of a cooputational hydraulic model. Model first used to study the effects of channel improvements on unsteady flood flows.

Generalised hydraulic model has been used to study the effect,s of various design options for various flood events in the Iower conon river system. Steady state results used to provide the initial data for transient runs. Model features the ability to accomodate loops in the river system and to predict water levels, discharge and duration of flows for both the river reaches and complex flood plains. uajor advantage of the model is the ease with which the channel can be reconfigured.

4

HAGER1985

Equations for plane rmoderately curved open channel flows

Theoretical

Steady flows in open channels are usually computed by assuming uniform cross sectional velocity and hydrostatic pressure distributions. The present investigation incorporates effects of moderate streamline slope and curvature by relatively siarple formulation.'

Surface profiles nay be deterni.ned with a relatively simple relation, of which the first order approximation is well known as the Boussinesq equation. Formulae able to predict the surface profiles of cnoidal and solitary waves. Applications of the present formulation include steady and non steady flows over spillways, in distribution channels, and backwater profiles. HAQUE, MAIiMOOD1986

Analytical study on steepness of ripples and dunes

I Theoretical, experimental, siople, rough

2 Paper deals with the steepness of two dimensional ripples and dunes t which are in a liniting equilibrium state. The analytical results are compared with the data observed in laboratory flumes, canals and rivers.

3 If local sediment transport is taken proportional to the m th power of local velocity, the liniting equilibrium steepness of the ripples and dunes depends only on t.he geometry of the flow region and the value of rn. Bedforns tend to be steeper in deeper flows and the bedform steepness approaches rapidly the asymptotic values. For shallower flows the relative roughness rapidly atLains the asynpt,otic values.

4

HEY 1985

River mechanics

1 Procotypical, simple, compound

2 Paper reviews recent research on river mechanics and considers the application of these principles for river engineering practice.

3 The degree and extent of channel response to river engineering works depend on the nature of the imposed changes and the naEural characteristics of the river.

4 HOLTORFF L982

Steady flow in alluvial channels

1 Theoretical, simple, meander

2 To analyse the evolution of alluvial channels by means of classical mechanics in order to better understand the physical and morphological processes of channel foruation.

3 The flow channel system is a feedback system in which the effect (geometry of the channel) and cause(transported substances) are

interrelated and interdependent. The parameters of the geometry of the channel and those of the transported substances consist of seven variables that can be related to one another by six independent

relationships. If the channel rnorphology corresponds with the fluid

dynamics, the flow deforms the channel into a single meandering channel. If both are incompatible, the channel splits into several branches of a braided channel,. Alluvial channels are unstable because the stability criteria for the channel bottom and banks are different.

4

IIOLTORFF 1982

Resistance to flow in alluvial channels

1 Theoretical, sinple, rough

2 L theory is presented to predict the geometry of the bed patterns (ripples, dunes antidunes, and bars) and to evaluate the influence of the transport rate of sediment on the flow resist,ance.

3 For steady f1ow, the bed assumes a stable form. The friction factor due to the form resistance is related to the height, and t.o a minor degree, 'm' to the length of the bed form. The arnplification factor presented in the paper distinguishes between the patterns to be expected for a flow. Ripples and bars are bed forms that do not depend on the Froude

number but oo the friction factor. Drnes depend on both the Froude number and the friction factor. Antidunes depend only on the Froude numberr In some cases, ripples are superimposed on dunes, i.e.the flow can produce dunes and conjugate rippl es .

HUPPERT,BRITTER 1gg2

Separation of hydraulic flow over topography

Theoretical, experimental, simple, rough

Analytical demonstration that hydraulic flow of a single shallolr layer of fluid will separaEe on the lee face of a smooth topographic feature whenever the flow is subcritical everywhere, unless the height of rhe feature is very small. The analysis is extended to derive a simple criterion for separation in a two layer flow.

Conclusion from analysis and experimental investigation is that separation always occurs when a single shallov layer of fluid flows subcritically over smooth topography, unless it is very low. The flow will renain at,tached, however, if it is anywhere supercritical.

IKEDA, NISHIMTRA 1gg5

Bed topography in bends of silt bed rivers

Theoretical, prototypical, experimental, simple, rough

Paper presenrs a model for predicting the lateral bed profile in curved sand silt rivers. Model accounts for lateral bed load transport rate on side slopes, Ehe rate of lateral diffusion due to t,urbulence, the

rat.e of convect.ive transport of suspended sediment and secondary flow. 3 The najor agency deterrnining the lateral bed profile is the lateral force balance between fluid force exerting on bed materials and gravitational force, even for sand silt rivers. The lateral convective transport of suspended sedirnent induced by secondary flows considerably nodifies the bed profile at the outer region of bends, while the lateral diffusion has negligible effect on the profile everywhere. The sample calculation reveals that the lateral bed profile in actual sand silt rivers is considerably affected by suspendedsediment.

4

TNDLEKOFER, ROUVE 1gg0

On hydraulic capacity of rivers with vegetated banks and flood plains

I Theoretical, compound, rough

2 To investigate the flow interaction of compound cross sections, and the hydraulic effects of roughness elements varying over the wetted per ine t.er.

3 Three comput.ational procedures outlined.

4-

INTERNATIONAT ASSOCIATION FOR IIYDRAULIC RESEARCH, 1985

21 st CONGRESS. MELBOURNE

VOLIME 2

Various papers on t.he numerical computation of 2D and 3D flows, transport and mixing in rivers and reservoirs

Authors - ROGOUNOVICTI& SIINIPOV; TAMAI & IKEYA; CHIU & CHIOU; KALKI^IIJK & KOPPEL; MENDOZA& SIIEN; NEZU & RODI; PAVLOVIC& RODI; PRZEDilOJSKI;hIIJBENGA; ABEL-GAWAD & McCORQUODALE;ARNOLD,PASCT{E & ROUVE; II,IASA& AYA; SI{ARP& IIERAT.

VOLUME3

Various papers on the interaction of main channel and flood plain flows.

AIITIIORS- McKEE,EISAWY& McKEOGtt;MDOJKOVIC & DJ0RDJEVIC; ZIIELEZNYAKOV;NALLURI & JUDY; PASCHETROUVE& EVERS; APELTTLAWRENCETWELLINGTON& YOUNG; GABOS & MINQIN; RAJAGOPAI.AN,BELGAL& IIARDIKAR; TINGSANCITALI; VONGVISESSOMAJITTINGSANCIIALI& CIIAIWAT; YENt CAMACHOTKOHANE& I{ESTRICII; LAVIAN & CttU; CIIEE & RAY; YEN; CTIRISTENSEN;KLAASSEN & VAN TIRK; OGINK; REED; ROBERTS,PERNIK& BENKE;[{ONG.

rsHrKAwA1984

Water surface profile of stream with side overflow

1 Theoretical, experimental, simplee compound, smooth

2 Overflow depth on a levee crown is studied using oae dimensional analysis of a stream with side overflow.

3 Two typical profiles of a flow with gradual levee overtopping exist. Overflow depth of type 1 is not so great because the wacer stage is

controtled by a sma1l flow rate in the downstrean reach. Type 2 is caused by an obstacle such as bridge piers or weirs and gives a greater overflow depth on the levee crown.

4 JAMES I9B7

The distribution of fine sediment deposits in compound channel systems

1 Theoretical, compound, rough

2 Two numerical models are presented which can be use,d in conjunction to describe the suspended distributions as well as the distribution of deposits on the main channel and flood plain surfaces. One model

describes the vertical and transverae distributions over the flood plain and the other describes the vertical and longitudinal distribution along the main channel.

3 The complex problem of describing the three dimensional distribution of suspended sediment concentration in a compound channel can be solved by

decomposition. Two two dimensional models, based on the diffusion analogy can be used in conjunction to solve the three dimensional problem. Itypothetical application illustrates how the distribution pactern of the deposits of specific particles through a compound

channel can be predicted. Also demonstrates the effect of transfer to overbank sections on the longitudinal distribution of suspended sediment within the nain channel.

4

KALK!ilrJK, BOOrJ 19g6

Adaptation of secondary flow in nearly horizontal flow

1 Theoretical, experimental, simple, smooth

2 Method proposed which takes account of the convection of momentum of secondary flow in streamwise direction by implementing the generation and decay of secondary flow in steady or quasi steady nearly horizontal f low. Method is enployed for boch the effects of Coriolis acceleration and curvature. Both effects are shown to be almost equivalent. The method is verified by results obtained from flune experiments.

KITANDIS, KENNEDY19g4

Secondary current and river meander formation

Theoretical, sinple, smooth, meander

Development of snal1 perturbation stability analysis investigates the role of the secondary current in the initiation and early development of meaaders in alluvial and ice and rock incised channels.

An analytical model was developed to investigate the role of secondary flow in the initiation and early develop'ment of river meandering. The model shows that the amplitude of a small sinusoidal perturbation in the alignnent of an initially straight channel tends to increase exponentially with time. The dominant wavelength and the corresponding phase shift between the channel meander rdave and the strength of the spiral motion was calculated. Analytical expressions were also developed for the rate of anplitude increase and the celerity of meander migration. The model is linited to quasi steady flow in weakly meandering prisrnatic flow.

KOMURA1986

Method for computing bed profiles during floods I Theoretical, prototypical, simple, rough

2 Paper presents a simplified analytical nodel for computing transverse river bed profiles using aerial photographs.

3 Method presented is considered to be a reasonable first attempt for computing transverse river bed profiles during floods using aerial photographs. It should be emphasized that observed tranaverse river bed profiles are usually obtained by surveying after the frood Consequently some discrepancies exist between observed results during flood and post flood survey. Information during floods could be useful for river rectification works.

4-

LEOPOLD, WOLMAN1957

River channel patterns :braided rmeanderingrand straight

1 Prototypical, experimental, simple, rough

2 To study the interrelationship between channels of different patterns.

3 When streams of different pacterns are considered in tenns of hydraulic variables, braided patt,erns seem to be differentiated from meandering

patterns by certain combinations of slope, discharge, and width to

depth ratio. Straight channels have less diagnostic combinations of these variables. The regular spacing and alternation of shallows and deeps is characteristic of all three patterns.

4 Sediment injector, point gauge LEOPOLD,BAGNOLD, WOLMAN, BRUSH 1960

Flow resistance in sinuous or irregular channels

1 Experimental, simple, rough

2 Paper presents experimental tests made under controlled conditions Eo assess the relative magnitude of resistance due to boundary irregularities of large scale as compared with srnall roughness elements.

3 The resistance to fully developed turbulent flow at constant depth in an open channel increases as the square of che mean velocity as long as t.he boundary conditions remain completely unchanged. The presence of the free water surface allows che possibility of departure from the relationship of resistance to che square of the velocity. Condition under which this discontinuous increase in resistence occurs is definable by che mean Froude number for the whole flow which rnay be as soal1 as 0.4. At this initial state, the rate of resisEance increase wifh the square of the velocity may be nore than double.

4 Point gauge

LESCTIZINER,RODI 1979

Calculation of strongly curved open channel flow

I Theoretical, experimental, simple, smooth

2tl ?resentation of a model configuration exhibiting all the essential features of a natural meander, namely the formation, decay and reversal of the transverse surface slope and of transverse circulation, and the characteristic radial shift of the tangential velocity maximumeither towards the inner or towards the outer bank. 4

LEWANDOWSKI1985

The use of air photographs for estimating the value of roughness coeff ic ient

I Theoretical, prototypical, compound,rough

2 Paper presents the development of a nodified Cowan's procedure for estimating the value of roughness coefficient.

3 Results show that cowan's method of estinating the roughness coefficient, with a certain urodification of his table of values, may be used for medium rivers. Air photographs can be used to enable assessments of the channel and flood plain roughness.

4 LEWTN, rlUGnES1980

Welsh floodptain studies:application of a qualitative inundation model

1 Theoretical, protot.ypical, compound,rough

2 Paper proposes a qualitative model for floodplain inundation. Model applied to trdo specific study areas.

3 A general qualitative flood inuodation model is proposed enphasi.zir.g the systematic and sequential relationship between flood stage, flood inundation and floodplain norphology. This rnay involve hysteretic effects, and relationships which are contrasted in different floodplain environments" DeEailed consideration of individual flood events illustrates the complex nature of inundation processes, partly as a result of human floodplain modifications, ia relation to local relief features. NeverEheless the spatial and temporal incidence of components of the inundation model (such as bank spilling, breach flow and floodplain pondage) could be specified, and reasons for the variable and contrasting behaviour of the two rivers suggested.

4

McLEAN, SMITIT1986

A nodel for flow over two diuensional bed forms

1 Theoretical, experimental, prototypical, sinplel rough

2lg Paper describes a model that predicts the velocity and boundary shear stress fields associated with bed forus. Model solves a boundary layer equation beneath a wake t,ype velocity field thac is matched to an appropriate interior flow profile. Present model is based on the salient features of flow in wakes and accelerating internal boundary layers and it provides substantial insight into the processes that shape an erodible bed. Model appears to produce fairly accurate stress and velocity fields, even when linear wake theory is forced on the near field.llost significant outcome of this analysis is the prediction of the location and magnitude of the stress maximumthat arises frou the interaction between the accelerative effects of the wake and the retarding influence of the boundary layer.

4

MAUBACI{19 72

Rough annulus pressure drop - interpretation of experiments and recalculation for square ribs

1 Theory, experimental, rough, annuli

2 A method is presented which allows the interpretation of pressure drop measurementswith rough tubes, annuli and parallel plates. 3 Paper summarizes the results of the interpretation of data with rectangular cross section roughness given by numerous authors in the literature. Examples of the re calculation of the friction factor are shown given the flow Reynolds number, channel and roughness geometries. Results show method proposed enables calculation of friction factors of isotherrnal turbulent flow in concentric annuli with rough inner tubes with sufficient precision for design problems.

4-

McALLISTER,PIERCE, TENNANT1982

Preston tube calibrations and direct force floating element meaaurements in a two dimensional turbulent boundary layer.

1 Experimental, theory, smooth, duct

2 To present the results of an experimental study comparing a large number of direct force local wall shear scress aeasurements in a near zero pressure gradient two dimensional turbulent boundary layer.

3 Results indicate consistent and excellent agreement between the Patel intermediate calibration formula and the direct force measurements. Typical differences between the direct force measurements and several other proposed calibrations are shown.

4 Direct force floating element, Preston tube, piezometers, manometer.

MIKKELSEN, ENGELUNDL977

Flow resistance in meandering channels

1 Experimental, simple, rough, meander

2 Paper investigates the main stream in a meander and its relationship to the inflexion point of the channel and the flow resistance ac this point.

3 Resistance to flow was less et relatively suall depths and larger at relatively large depths compared to a straight channel with the same flow parameters. At small depths, the largest energy losses are located at the point of inflexion, while ac the larger depths the largest energy losses are located upstream of the bend.

4-

MOORE1959

A history of research on surface texture effects

1 Theory, experimental

2 L historical survey of survey texture effects ranging fron pi.pe flow roughness factors to molecular roughness concepts is presented.

3 tletallic and elasEomeric contact problems discussed and reviewed. Techniques for measuring surface features are classified and methods are tabulated. Evaluation of the profile resulting fron these techniques may be statistical or mathematical. One parameter modelling of surface features is reviewed and a surutrary of three parameter represent.ation given in tabular form. It is suggested that at least five paraoetera are required to uniquely and conpletely specify surface features in the general case.

4-

MOTAYED, KRISHNAMURTT{Y1980

Composite roughness of natural channels

1 Theoretical, prototypical, simple, rough Paper presents invest.igation to evaluate existing formulas used to compute conposite roughness using data from natural stream channels.

Where Manning's formula is applicable Co a natural channel LotEer's formula for compuLing the cooposite roughness in stream channels, with laterally varying roughness along its wetted perimeter, predicts the conposite roughness with leasE error.

MYERS1987

Velocity and discharge in compound channels

Experimental, theory, compound, smooth

To understand the distribution of velocity and discharge in compound channels

Theoretical considerations are presented, which predict thaC the ratios of velocity and discharge in a smooth compound channel are independent of bed slope and are influenced by depth and geooetry only.

Predictions are confirmed by experimental data obtained fron three

smooth compound channel geometries. The ratios of channel velocity and discharge to those of the flood plain, and the proportions of flow in channel and floodplain follow straight line relationships with depch; equations describing these relationships are presented. Conventional methods of discharge assessment overestimate channel and ful1 cross

sectional flow capacity at large depths. Flood plain flow capacity is underestimated at all depths of flow. Findings underline the need for

methods of compound channel analysis that accurately model proportions of flow in channels and floodplains, as well as full cross seccional

discharge capacity.

Point gauger'min current meter, venturi meter I{AKAGAI{A1983

Boundary effects on scream meandering and river morphology

1 Bxperimental, simplel rough, meandering

2 An examination is made of five experiments which have different boundary conditions at the rretted perimeter of the channel, in order to test the conjectured hypothesis of stream meandering.

J Tranaverse shear distribution at the wetted perimeter of the channel is intinately associated nith the origin of stream meandering. Proposed that a necessary condition for the formation of stream meandering is an appropriately snall ratio of total bank shear force co total bed shear force boEh per unit length downstream. Flow pattern, channel morphology and sand waves on the bed are dependenL upon the boundary conditions at the wetted perimeter.

4 Point gauge, miniature current meter.

NAKAGAWA,NEZU 1987

Experimental investigation on turbulent structure of backward facing step flow in an open channel.

I Experimental, theoreticalr simple, smooth

2 Turbulence measurements of the backward facing step flow, including the reverse flow region, in an open channel were conducted using a Llro cooponent Laser Doppler eneaometer.

3 The mean velocity deviates from the 1og law distribution immediately downstream of Ehe step. The reattachment length decreases with an increase of the Reynolds number. The turbulence intensities increase up to about 1.5 tines the initial values along the line y/tls = 1.0. The shear stress distribution can be reasonably evaluated from the momentumequation. The specific momentumis approximately conserved downstream of the step. The turbulent energy is generated along the dividing streamline by the shear layer, and its energy dissipated mostly in the recirculation region.

4 Laser Doppler anemometer.

NANSON,tlrCKrN 19g3

Channel migration and incision on the Beatton river

1 Prototypical, theoretical, sinple, meanders

2 To investigate bend radius to channel width ratio and the discontinuous nature of channel migration in meanders.

3 Relationship between bend migration and bend radius/channel width ratio confirms earlier work though greater degree of variance evident in the data than originally thought. Any predictions from a single reach of river should be seen in the context of a general laceral raigration mode1. This should include sEream por.rer, resistance of bank materials to lateral , the height of the convex bank, the degree of incision, the sediment, supply raterand the influence of bend plan f orm.

4

NATIONAL P1IYSICAL LABORATORY 1958

On the measurement of local surface friction on a flat plate by means of Preston tubes 1 Experinental, theory, smooth, duct

2 To establish the corresponding calibracion curve for surface friction and pressure head on a flat plate relative to rhe relationship for a pipe.

3 Relation for turbulent flow on a flat plate has same order of accuracy as for pipe relationship but not identical in form. Inner law of turbulent flow near a wall differs between a plate and a pipe.

4 Pitot tube, manometer

NrxoN 1959

A study of the bank full discharges of rivers in England and Wales.

1 Prototypical, simple, rough

2 Paper presents a study of the bank full discharges of rivers in England and Wales.

3 Concluded that a self formed river channel will remain stable if equations relating channel width, depth, velocity

and area to the bank full discharge are satisfied. The bank full discharge is that which is equalled or exceeded 0.67 of. the tiue.

4

NOUH, TOI,INSEND1g7g

Shear stress distribution in stable channel bends

1 Theoretical, experimental, simple, smoothrbend

2 To investigate the flow field in the vicinicy of an open channel bendl

the development of a mathematical rnodel to predict the corresponding boundary shear stress distributionl to validitate the model results by comparison with direct measurements obtained in a laboratory flume.

3 Strong secondary currents generated by stream curvature in chanael bends are primarily responsible for locaL asynmetry in the flow field and in the related boundary shear stress distribution. The logarithnic velocity distribution law could be applied to a vertical plane in the low field. Maximumscour in the bend section increased with increasing bend angle and moved further downstream with increasing bend angle. Cooputed steady state boundary sheer stress distribucions compare favorably with the experimental data.

4 Laser doppler anemometer

ODGAARD 1982

Bed characteristics in alluvial channel bends

1 Theoretical, proEotypical, simple, rough, bend

2 To present a neld approach to the description of the steady state flov and bed characteriscics in an alluvial channel bend.

3 The steady state transverse variation of depth, depth averaged velocity, and mean grain size in a river bend rrith fully developed bend flow can be described by conbining the principle of conservation of

moment of momentum flux with a critical shear stress analysis. The transverse bed slope was then found to vary linearly with the ratio of depth to the radius of curvature and almosE linearly lrith the bed surface particle Froude number. Specific relationship for variation in

depth averaged velocity across the channel section if the bed sediment is uniform and the grain size distribution is the same across the width

of the channel.

4- ODGAARD,KENNEDY 1983

River bend bank protection by subnerged vanes

1 Theoeretical, experimental, sirnple, rough, bend

2 Presentation of a new concept for a bank protection structure.

3 Vanes proved to be effect.ive in nullifying the secondary currents produced ia channel bendsrwhich often lead to undermining and accelerated erosion of river banks. Attenuation achieved with one set of vanes, further reduction could be achieved using a second set of vanes.

4 Miniature current meter, sonic sounder

ODGAARD1984

Shear induced secondary curreints in channel flows

1 Theoretical, experimental, simple, smooth

2 To propose a sinple analytical relationship between the strength of the secondary flow and the transverse variation of shear velocity; to evaluate the effecE of the secondary flow on the streamwise velocity prof i I e.

3 Theory developed explains the relationship between secondary motion and roughness variation. Flow and stress profiles developed compared favorably with experimental findings in which the bed stress varied by a factor of more than 2. 5 across the width of the channel.

4 NUTTALL1954

Flow of a viscous incompressible fluid - expressions for a uniform triangular duct.

1 Theory, smooth, duct

2ll Numerical results are obtained for the volume of a viscous incompressible fluid flowing in unit time past the cross section of a uniform triangular duct. The flow is assumed to be streamlined and end effects at entry and exit of the ducts are neglected.

4-

ONISHI, JAIN, KENNEDY1976

Effects of meandering in alluvial streams

I Theoretical, experimental, simple, rough, meander

2 To investigate the effects of meandering and width of sinuous channels on the friction factors and sediment transport capacities of alluvial streams.

3 For a given set of flow conditions, the sediment discharge per unit ltidth in the full width meandering channel was found to be greater than in the straight flume, which in turn lras greater than the unit sediment discharge in the half width meandering channel. Considered to be principally due to the effects of secondary circulation on the

entrainment and suspension of sediment, and to Lhe non unifornit.y of the distribution of the unit water discharge across the channel which

was produced by the point bars. The bend loss coefficient was found to

increase with the Froude number, the ratio of the bed hydraulic radius

to mean sand diameter, and the ratio of channel width to radius of curvature of channel.

4 Point gauges, ultrasonic distance rneter. 0NSRUD,PERSEN, SAETRAN 1987

On the ueasurement of rdall shear stress

1 Experimental, smooth, duct

2 To apply a method where the wall shear stress nay be determined from measurements of the wa11 static pressure.

3 The number of flow variables that could influence the static hole pressure readings were reduced as far as possible, i.e. a two dimensional zero pressure gradient flow. The calibration values for the local wall shear stress were determined from the universal scaling laws for the inner part of the

turbulent boundary layer which were measured by using hot wlre anemometry. The static hole pair is a device which can favourably be used to measure the local wall shear stress; any pair must be calibrated separately and the two constants dependent on hole diameter and inclination of hole must be experimentally established.

4 Static hole pair, hot wire anemometer.

PARKER1976

On the cause and characteristic scales of meandering and braiding in rivers

1 Theoretical, prototypical, experimental, simple, rough

2 Paper considers a tvro dimensional stability nodel due to llansen and Callander for determining channel characteristics.

3 Meandering and braiding are treated as different degrees of the same inscability phenomenon. Sediment transport and friction are indicated to be essential factors for the occurrence of instability, whereas helicity is not essential. A relation for meander wavelengthr a criterion for meandering and braided regiues, and an estimate of the number,of braids are obtained; all these results are esentially independent of the magnitude of the sediment transport. Most rivers have a tendency to fonn bars even though they are in a graded state. If slope and width/depth ratio are sufficiently low then meandering is favoured. If the slope and width/deprtr are high then braiding is favoured. Aggradation by increasing the slope can lead from a meandering to a braided state, or can increase the tendency for braitling. Existence of sediment transport is a dynamically necessary condition for the formation of instability leading to meandering.

4

PARKER,DTPLAS, AKTYAUA1gg3

Meander bends of high amplitude

Theoretical, procotypical, sinple, rough, meander

213 Meander bends of high amplitude in alluvial rivers ofren display a high degree of coherency. The only analytical equation to date to describe such bends is the siae generated curve, which has no rigorous

derivation in the linear bend equation, based on a dynamical description of flow in bends and a kinematical description of bank erosion is used to describe channel migration. This equation admits solutions of constant anplitude that migrate downstream with constant speed. The solution at high amplitude displays a prominent skewing

that reveals the direction of flow. At low amplitude, the solution reduces to the sine generated curve. PATEL 1972

A unified view of the law of the wall using mixing length cheory

1 Theory, experimental, smooth, rough, pipe

2 Conparisons have been nade with a wide variety of experimental data to demonstrate the general validity of the nixing length nodel in describing the flow close to a smooth wall.

3 An extension of the re laminarisation crirerion of Patel and Head, and some experimental evidence, suggest that the thick axysynmeEric boundary layer on a slender cylinder placed axially in a uniform stream cannot be maintained in a fully turbulent state for values of the Reynolds number, based on friction velocity and cylinder radius, below a certain critical va1ue.

4

PENDERGAST,COBBLE, SMITII 1970

Laminar flow through ducts of arbitrary cross section

1 Theory, experimental, sinple, duct

2 An analytical solution for the velocity of steady incompressible laminar flow through ducts of constant area, but having an arbitrery cross section, is developed. ExperimentaL verification of the theory was achieved by constructing a test duct with dinensions of a zero velocity surface predicted from the Lheory by an assumed wal1 velocity f unct.ion.

3 The experimentally determined velocity profiles agreed with the theoretical velocity profiles with a difference of less than the maximumexpected experimental error over the entire cross section of the duct. 4 Camera, tracer

MSTOcr, RODr1978

Predictions of heat and mass transfer in open channels

1 Theoretical, experimental, simple, rough

2lZ Two models are described for the prediction of velocity and pollutant distribution in rivers; a three dimensional rnodel andn as a depth averaged version of thisr a t!f,o dimensional nodel t.hat, however, cennot account for buoyancy effects.

4-

REHME1972

Pressure drop performance of rod bundles in hexagonal arrangements

1 Theory, experimental, simple, rough, duct

2 Litterature survey in respect of the pressure drop coefficient for turbulent flolr along parallel rods. Comparison of data froo survey wiLh new measured results in order to predict safely pressure drop in rod bundles.

3 Pressure drop coefficient for isothermal, incompressible, fully developed turbulent flow in rod bundles does not exceed an upper limit, i.e. annular zone solution.For rod bundles with channel walls, t,he Pressure drop coefficient is lower than with the annular zone solution, depending on the type and position of the channel walls. For rod buodles with uniform flow distribution the pressure drop coefficient is close to the upper limit.

4- REITME19 7 3

Simple method of predicting friction factors of turbulent flow in non circular channels

1 Experimental, simple, rough, duct

2 On the basis of friction factor relationships of a sinple model a method is developed which allows the prediction of friction factors for turbulent flow in non circular channels if only the geometry factor of the pressure drop relationship foJ lauinar flov is known. Proposed method of calculation is tested with numerous experimental results from the literature with respect to non circular channels such as triangular shaped ducts, eccentric annuli and rod bundles in hexagonal and square arreys in circular tubes, hexagonal and square channels.

3 Friction factors calculated by the method outlined for turbulent flow in channels with non circular cross sections provide a good description for the experimental data at hand.

4-

SAMUELS 1979

EMBER : a nunerical model of an embanked river

1 Theoretical, prototypical, compound, rough

2 The EI'{BERmodel consists of a set of programs developed to simulate flows which do not have a uniform lrat.er surface leve1 across a river valley at any one particular section, such as in the case of an

embanked river system.

3 The EMBERcomputer programs form the basis for constructing a computational model of flow in an embanked river. The programs analyse and check data from surveys of the river valley and compute flows either restricted to the main channel or freely passing between the nain channel and the flood plain.

4-

SMUELS 1985

l'lodelling of river and flood plain flow using the finite element method

I Theoretical, prototypical, compound, rough

2 Thesis examines several models of flow in a river and over its flood plain. Investigation has been linited to two dimensional nodels in plan. Models are based upon standard principles of fluid dynamics incorporating a variety of physically realistic sinplifications. The finite element method is used to generate numerical approxinations to the solution of the resulting flow equations.

3 Concluded that the integration of the convective accelerations through the depth of flow requires particular care. The effect of the turbulent stress terms on the lateral velocity distribution has been quantified through a new analytic solution for rectangular geometry. This leads to estimates of shear layer nidth at the boundary between the flood plain and an incised river channel. Further work is required to establish why the stream function formulation converges as slowly as it does. The first order variation form of the potential formulation converged rapidly when applied to flune data when the convection term ltas excluded. Model equations need to be extended to include the velocity distribution coefficient in the convecgion tera, and to include the turbulent stress terms.

4-

SAMUELS1985 l'lodelling open channel f low using preissmann's scheme Theoretical, prototypical, compound,rough

To present some observations on the conservation of volume during flow simulation using Priessmann's scheme and Newton iteration to solve the resultant non linear algebraic equations. Also to present new results in two areas of the analysis of Priessmann's scheme.

Preissmann's scheme applied to the linearised St Venant equations of open channel flow including the friction slope has been shown to be stable when weighted t.owards the forward time level in the case where ro11 waves can not exist. There is no restriction on the time step of the simulation on the Froude number of the flow. This aaalysis could be extended to look at other friction laws, the use of different weighting parameters and the accuracy of the nunerical phase speeds. Coarse section data has been identified as a possible cause of numerical instability when using Preissmann's scheme for steady frictionless flow.

SCIII]MM 196 7

Meander wavelength of alluvial rivers

Prototypical, sinple, rough, meander

213 Data on river channel and sedimeot characteristics nere collected at 36 cross sections of stable channels in Australia and rdestern United States. These d4ta demonstrate that the meander

wavelength of a river is dependenc not only on nater discharge, but also on the type of sediment load moved through the channel. The meander wavelength of rivers that are tranaporting a high proportion of their total sediment load as both sand and gravel will be greater than

the meander wavelengths of channels of similar discharge which are transporting mainly fine sediment loads.

4-

scllttMl.{, KIIaN 19 7 2

Experimental study of channel paEterns

1 Experimental, simple, rough, meanders, braids

2 Paper presents the series of experiments thac Lrere performed to det.ermine t,he effect of slope and sediment load on channel patterns.

3 Experiuents demonstrate that threshold values of slope and sediment load exist above which river patterns are significantly altered.

Effect of size of sediment. load has not beea investigated. Data collected does not allow an explanation of the thresholds but suggestion is that the lower threshold between straight and meandering

channels reflects the velocity at which secondary currenes become effective in distributing sediment in the channel. The upper threshold between meandering and braiding is most likely to be related to a high Froude number. Experiments have shown that a meandering thalweg

channel may not produce true meanders, these only forming when the bed load was decreased and the increased.

4 Point gauge

SCIENCE AND ENGINEERING RESEARCIICOUNCIL

FLOOD CIIANNEL FACILITY

Research srraregy submirred ro SERC by the SERC WORKINGPARTY oN FLooD CHANNELS.

Indicates objectiveslmethodology; implemenEationl dissemination of results, references, and members of the worki-ng party SHEN, KOMURA1968

Meandering tendencies in straight alluvial channels

Theoretical, experimental, prototypical, simplel rough

Paper considers tno types of meandering patterns exist in straight alluvial channels. Considered that alternating diagonal bar patterns result from surface wavea on t.he lrater. The alternating scour holes pattern possibly caused by the difference between shear stresses at the two sides of the flow cross section. Purpose of the paper is to consider the scour hole case.

Scour holes require unsteady non uniforn flow conditions in order to develop. Alternate scour holes disappeared when unsteady conditions reverted to steady and uniform flow conditions. Average maximumscour depth for the alternate scour holes increased with the increasing rate of drainage. Rough banks are required to develop alternate scour hole patt.eras within the hydraulic conditions tested. Maximumscour depths were much greater in alternate scour holes than in irregular bed patterns for the same mean flow conditions. No alternate scour hole pattern was found for flows between one smooth wall and one rough wall. Variation of flow depth did not produce alternate scour hole patterns within rough banks.

Pitot tube, point gauge, thermometer

SILL 1982

New flat plate turbulent velocity profiles

Theoretical, simple, smooth, rough

Purpose of the paper is to demonstrate the derivation of a new general velocity profile 3 The results are presented i.n the form of a relatively sinple equation which is explicit for velocity and which combines into a single expression the laminar sublayer, buffer region, and log region for both smooth and rough plates.

4

soKotov 1986

Ilydraulics of floodplain flows

1 Experimental, prototypical, simple, compound, rough

2 To devel.op a method of experimental investigations conbining the nain advantages of laboratory modeling and an on site experiment to refine the calculation method of determining the hydraulic roughness of individual plant species.

3 Relation between roughness coefficient and generalLzed vegetation parameter is presented.

lt-

STRUIKSMA, OLESEN, FLOKSTM, DE VRIEND 1985

Bed defornation in curved alluvial channels

I Experimental, simple, rough, bend, meander

2 Bed defornation in river bends is described by considering the results of experiments in some curved laboratory flurnes with fixed banks under well defined steady flow conditions.

3 Point bar and pool foroation in river bends cannot be described on t.he basis of local conditions alone. The lateral balance between the upslope force induced by the spiral flow and the downslope gravitational force acting on the grains moving along the bed. The lateral bed slope in a bend is also influenced by transitional effects due to the difference between the conditions upstream and those in the bend. The wave foru of the longitudinal bed profiles in long circular bends is explained with the aid of a linear analysis of the water and sediment motion for the steady state. A sinplified linear analysis, in which the influence of streamline curvature is totally neglected, clearly indicates which effects are the most imporCant for the bed deformation in alluvial rivers. The wavelength and danping are shown to depend nainly on the ratio between the adaptation lengths of the bed topography and the uain flow. This implies that the wave length and danping is primarily determined by a dynanic response of the bed to the changing distribution of the water and sediment motion at the bend entrances and exits.

TAGG, SAMUELS1984

Numerical modelling of embanked rivers

Theoretical, prototypical, compound, rough

Report describes the further development and application of the computational model EUBER,which is appropriate for studying flood flows within embanked river systeos. The model treats the channel and flood plains as three seperate flow paths, linked by lateral flow over the river banks. The report is essentially conceraed with the analysis of problems, both theoretical and practical, of calculating this bank flow and with che various improvements that have been inplemented in the model.

The El'lBERmodel may produce oscillatory predictions of stage and discharge, resulting fron the extreme sensitivity of the bank flow calculations to the water level either side of the embankment. The bank flow algorithn has been improved by providing an additional check on flow t.hrough breaches in the flood banks and by a re ordering of che algorithn to enaure that the flow does not exceed a global linit specified by the uaer. Model is sensitive to the couputer precision being used and hence to small data errors. Potential inprovements to the model include basing the flood plain calculations on stored volume and not plan area, calculating the flow over the flood embankmentswith an inplicit uethod, and using an iterat,ive numerical method to calculate the flow conditions at each time step.

4

TANNER 1960

Ilelicoidal flowra possible cause of meandering

1 Experimental, simple, smooth, meander

2ll Sediment free model streams, suspended from the lower sides of nearly horizontal glass platesr.meander in the same way as do alluvial rivers. Meandering cannot, therefore, be ascribed to granular bed load. It is suggested that an alternative causative mechanism is helicoidal flow, which, in turn, is the product of turbulence within

the stream. The sequence of events is, therefore suggested as turbulence, helicoidal flow, meandering, unless prevented by resistant

uaterials in channel wa11s.

4

TEMPLE1986

Velocity distribution coefficients for grass lined channels 1 Theoretical, experimental, simple, rough

2 Paper presents relationships developed to routinely estinate the coefficients necessary to compute the momentunor energy flux through a cross section of a grass lined channel.

3 Velocity profile distortion associated with low velocity flow through the vegetal cover of a grass lined channel results in comparatively large values of t.he momenturnand energy coefficients. If these values are not considered then errors in the computed values of the mooentum or energy flux through a cross section or in the computed value of the Froude number will result.

4 TITORNE,nEY 1979

Direct measurements of secondary currents at a river inflexion point

I Prototype, simple, rough

2 Presentation of data relating to the reach around the inflexion point between bends.

3 The secondary flow pattern at the exit from the upstream bend is dominated by the skew induced cell from the upstreau bend. At the entrance into che downstream bend the secondary flow has a skew induced cell of the opposite rotation to t.he upstream bend. Difference noted from prototype relat.ive to model work is that the skew induced cell at the downstream bend in the prototype was fully developed whilst in the model a remnant of the upstream circulation rilas present in the downstream bend. This is due to the asymmetrical profile of the bed not being represented in the flume model, instead the channel being represented as a channel with a rectangular profile.

4 Electro magnetic current meter.

TTFFANY,NELSON 1939 Studies of meandering of model screaus

I Experimental, simple, rough, meanders

2 Paper reports series of tests which rrere intended to throw light upon the meandering tendencies of alluvial streams.

3 Pools and crossings developed immediately after a test rdas started with cut offs occuring towards the end of a test. Channel developments resulted from a coobination of ideal conditions; a constant flow through a bed of uniform conposition and with no tribucaries discharging variabLe bed load into the channel. Tests furnished little information of direct mathematical appl.icability to fuLl scale problems. Tests provided generaL data on the natural meander tendencies of an uncontrolled fluvial channel.

4

TOI{NSEND1960

Equilibrium layers and wall turbulence

1 Theoretical

2ll The purpose of this paper is to set out the necessary conditions for the existence of an equilibrium layer and to derive a slightly more general relation between the velocity gradient and the shear stress than the rnixing length relation. With this, a unified description of the layers is possible and this description is applied to correct and extend the theory of the development of self preserving boundary layers in adverse pressure gradients.

I+ URBAN, ZTELKE 1_985

Steady state solution for two dimensional flows in rivers with flood plains

1 Theoretical, prototypical, compound, rough

2 Presentat,ion of a finite element method for the calculation of stationary flows for application to the two.'dimensional modelling of channel and flood plain flows.

3 Previous publications presented time dependent solution techniques with cime dependent boundaries for calculating quasi stationary velocity distributions. This paper proves that special algorithms for stationary flows can be significantly more economical. An attractive feature of the method lies in the linear approximation of velocities, flows and water levels within the finite element scheme. This contradiccs previous work Lhat indicates that quadratic approximations are needed for velocities and flows. t+

de VRIEND

Velocity redistribution in curved rectangular channels

I Theoretical, smooth, duct

2 The main velocity redistribution in steady flow through curved conduits of shallovr rectangular cross section is considered.

3 The transverse transport of nain flow momentumby the secondary circulation is shown to be the principal cause of this velocity redistribution. The importance of the side wal1 regions, even in shallow channels, is assessed and the neglect of the influence of the side walls in the commonly applied simplified models of flow through shallow curved channels is shown to be strongly limiting in the case of long bends with a rectangular cross section.

de VRIEND,GELDOF"1983

Main flow velocity in short river bends

Prototypical, theoretical, sinple, rough, bend

Paper deals with the velocity field in a curved stream, assuming the bed to be fixed and the discharge to be constant. The main velocity

distribution in this type of flow is analysed using field Eeasurements and a nathemat.ical model of steadv flow in shallow rivers.

Velocity distribution measured shows essentially the same features as

observed in other channels of sinilar geooetry. l.Iathenatical model sinulating channel bends works well if secondary flow convect.ion is ignored. The inward skewing tendency of the velocity distribution near

the entrance of a bend is due to main flow inertia conbined with the longitudinal pressure gradients arising fron the grovth of the transverse surface slope.The gradual outward shift of the nain velociEy uaximum further downstream in the bend is a matter of reEarded

adaptation of the flow to the bed configuration, rather than of secondary flow convection. Secondary flow convection is only important in the last part of each of the surveyed bends; there it seeus to

hamper the outward skewing of the flow instead of enhancing it. As the flow stage becomes higher, the main velocity maximum tends to shift fowards the inner bank.

Current meter, point gauge WEBEL, SCHATZMANN19g0

The role of bed roughness in turbulent diffusion and dispersion

Experimental, theoretical, prototypical, simple, rough

To present a state of the art review on the sinilarity laws to be satisfied in transverse mixing experiments, and the dependence of the tranaverse mixing coefficient on channel parameters.

Laboratory investigations on initial nixing should be carried out in undistorted Froude models. Due to low Reynolds number in models, the bocton roughness needs to be adjusted to obtain a channel resistance matching the prototype. Choice of a particular roughness structure which provides the required friction factor is difficult but solvable. Mechanisms cont.ributing to transverse mixing remain poorly

understood.

I.IEBEL, SCI{ATZMANN1984

Transverse uixing in open channel flow

Experimental, theoretical, simple, smooth, rough

An experimental study motivated by dimensional analysis was carried out to invesCigate the variation in the transverse uixing coefficient in straight, rectangular, smooth, and rough open channel flows. The study was aimed at determining the functional dependence of the transverse mixing coefficient on the governing dynamic and geometric paraoeters.

Experiments indicate that for low aspect ratio channels, turbulent diffusion is the main contributor to the roixing coefficient. l,lixing coefficient constant under hydraulically rough flow conditions for rivers with large width to depth ratios. For turbulent flows over a smooth channel bot.tom the transverse nixing coefficient increases with reducing friction factor. Turbulence measurements reveal that the increase in the tranaverse nixing coefficient can be explained by the fact that in hydraulically smooth turbulent flows, the scale of the energy containing eddies is larger than in hydraulically rough but otherwise identical channel flows.

WERNER19 51

On the origin of river meanders

Theory, experimental, prototypical, simple, rough, meander

Paper deals with the origin of meanders. Study aims at a clarification, in principle, of the origin of serpentines and meanders.

The main factors governing the initial formation of serpentines are correlated in a sinple formula. Aside from minor discrepancies, this formula agrees at least qualitatively with the general behaviour of meandering streams, so far known from observations in nature and in models.

WEST, KNrcIlT, SI{IONO19g6

Turbulence measurements in the Great Ouse est,uary 1 Prototypical, theoretical, simple, rough

2 Objectives are to determine the usefulness of an electromagnetic flowueter for measuring turbulent fluctuations of velocity in estuary flows; to compare the estuarine turbulence data wich other laboratory and field data; and to elucidate the nature of estuarine turbulence Processes .

3 A 5 cn diameter electrouagnetic flowmeter transducer nas found to be a suitable instrument for detecting turbulence structure in the stratified flows of the Great Ouse estuary. Dimensionless groups containing representative turbulence parameters were found to have siuilar values and distributions with relative depth as steady and neutrally stable flume and wind tunnel data. The effect of stable stratification was seen in the length scale. The energy spectra were found to behave in a similar manner to atmospheric data in the presence of stable straCification. A quadrant analysis showed that good agreement existed between the flume data and the Ouse estuary data. At higher values of Richardson number the contributions of each quadrant to the normalised Reynolds stress tended to iocrease.

4 Electrooagnetic flowmeter transducer.

wHrTE, BETTESS,PARrS 19g2

Analytical approach to river regime

1 Theoretical, experimental, prototypical, rough, sinple

2 Rational regime relationships for the width, depth and slope of a channel in equilibrium are developed using the Ackers White sediment transport formulas and the White, Paris and Bettess friction relationships, together wich the principle of maximumsediment transporting capacity. 3 A new oethod based on maximizing sediment transport rates, has been developed to predict the hydraulic and geometrical characteristics of alluvial channels. The method can be used withouc rnodification for both sand and gravel channels. The method uses the sedinent transport formula of Ackers and White and the frictional relationships of White, Paris and Bettess. rn addition, either the principle of uaximum sediment transporting capacity is used or minimum channel slope. These tvo variati.onal principles have been ehown to be equivalent. Comparisons with available data has shown that prediction of slopes show scatter when compared with observations with a slight. tendency to overestimate, prediction of vidth is excellent except for very large sand channels and for meandering laboratory channels where there is a tendency to underpredict.

4

I.rrlrrE 1929

Streamline flow through curved pipes

1 Experinental, theoretical, pipe, bends

2 General study of flow through curved pipes wittr initial intention of re examining early experimental work on curved pipes in order to provide infornation concerning the circumstances deterrnining the linits within which flow must be streaoline i.n character.

3 Develops a formula relating loss of head in a pipe to pipe length, pipe diameterr mean flow velocity, kinematic viscosity and a coefficient which is dependent upon both the flow and pipe curvature

4 Manometer, t.hermometer.

WIJBENGA 1985

Steady depth averaged flow calculations on curvilinear grids I Theoretical, experimental, prototypical, simple, rough

2 Paper describes a computer program for depth averaged flow calculations. The program is used with a reduced number of

computational points in which use is made of curvilinear coordinates.

3 Two dimensional depth averaged flow calculations on curvilinear coordinates yield results that have a similar accuracy as calculations on rectangular grids. The use of curvilinear grids together with a

specific method of grid geoeration has some advantage over the use of

Cartesian coordinates. In the case of flow calculations where flow separation occurs, advanced turbulence models may need to be enployed.

4

TIILKIE' COWIN, BURNETT, BURC,OYNE1967

Friction factor measurements in a rectangular channel with walls of identical and non identical roughness.

1 Experimental, theory, smooth, rough, duct

2 To investigate the influence of smooth and rough boundaries on the velocity profile and the friction fact,or associated with flow.

3 For non identically roughened walls a theory allows the the friction factor of each surface to be separated and applied to other passages

having ribs with the same ratios of pitch to height and height to

equivalent diameter. The experiments indicate that the application of the theory produces friction factors, which compared wieh those for

identically roughened plates for which no Eransformation is requiredt vary sinilarly with Reynolds number but differ in magnitude.

4 Pressure tappings, pitot tube, thermocouple wrLsoN1973

Equilibrium cross section of meanderingand braided rivers

1 Theoretical, sirnple, rough, meander,braids

2lZ Paper proposes two sinple models to describe the equilibrium state of a channel cross section with constant conditions; these being stat.ic and dynamic. The static model is said to hold when the bed grains are at the threshold of Eovenent, the dynamic model when fluid drag is actively moving the sediment. Using fluid drag and gravitational influence paper proposes reasons for the equilbrium characteristics of river channels.

4

IdINTER 19 7 7

An outline of the techniques available for the measurement of skin friction in turbulent boundary layers.

1 Experimental, smooth, rough, ducts, pipes

2 Review of the techniques available for the measurement of skin friction in turbulent boundary layers.

3 None of the techniques can be considered an absolute and reliable

standard. Direct measurement of surface shear stress by force balance

has many problems associated with it. The most reliable instrument at presentwou1daPpeartobethePrestontubeduetomostworkhaving

been undertaken on this instrument. Still room for further work on the effects of pressure gradient, of flow unsteadiness and of heat transfer

and of three dimensional flow in respect of the preston tube. Potentially sub layer fences most useful measuring technique, with heated element instrument mosf reliable. 4 Force measurement balances, pitot tubes, sub layer fence, steps, t^rot blader, hot wire anemometer, pulsed heated filrn.

wotMAN, BRUSH 1961

Factors controlling the size and shape of stream channels in coarse noncohesive sands

I Experimental, prototypical, sinple, rough

2 Ex'periments designed to study the size and shape of small self formed channels under ideal laboratory conditions in which discharge, slope, and both bed and bank material could be controlled.

3 In channels composed of uniforo coarse noncohesive sands, the channel size is a function of the discharge and the hydraulic roughness produced by the granular material. The shape is deternined primarily by the angle of repose of the noncohesive baok material and by the force required to move the particles in the banks. The force competent to initiate movement of the particles on the bed appears to be a

function of both the tractive force and che velocity, the influence of the latcer increasing as the size of the particles increase.

4 Point gauge, bubbler gauge, transducer woLl,IAN, LEOPOLD 1957

River flood plains:some observations on their formation

I Prototypical, compound, rough

2 Paper investigates formation of river flood plains, in particular the development from deposition on the inside of river curves and deposition from overbank flows.

3 Floodplains are composed of channel deposits, or point bars, and some . overbank deposits. Proportion of overbank material appears to be small. This conclusion is supported by the uniform frequency of flooding and by the small amount of deposition observed in greac floods. Lateral migration, and the decrease in sediment concentration at high flows contribute to this result. Point bars are extremely heterogeneousr and where overbank deposition does take place the small amount of material deposited and its irregular distribution nake it difficult to identify. Frequency studies indicate that many flood plains are subject to flooding at approxinately yearLy intervals. Study indicates that the flood plain is also related to the regime of the existiag river. A flood plain is distinguished from a terrace by the frequency with which it is overflowed.

4

I^IOODYER1968

Bankfull frequency in rivers

1 Prototypical, theoretical, compound, rough

2 Paper exaanines the possibilty of a common bankfulr frequency.

3 The frequencies with which the present flood plain level is exceeded for streams can be regarded as belonging to one frequency distribution with a reasonable degree of confidence.

I+

WoRMLEATON,ALLEN, IIADJTPANOS 1gg0

Apparent shear stresses in compound channel flow

1 Experimental, compound, rough, smooth

2 To quanEify the apparent shear stress for a range of flows in a compound channel with synmetrical flood plains. 3 Rational way of explaining the accuracy and properties of the different design methods in locating the shear interfaces between the sub

sections in compound channels is presented. At low flood plain depths

the momentum transfer from channel to flood plain is high, whilsr at higher depths there is a net transfer of momenlum from the over bank section to the channel.

4 Point gauge, hot film anemometer, Preston tube

t^Iu1985

Ilydrodynamically smooth flows over surface maeerial in alluvial channels

1 Experimental, sirnple, rough

2ll Generally flow in alluvial channels is treated in two scales: the micro scale over bed materials, and the macro scale over bed forms. Previously flow has been considered to be hydrodynamically rough. Assessment of existing data shows no cases belonging to the hydrodynanically rough flow regime. In general, the flow in a stream is seen to be hydrodynamically rougher than that in a laboratory channel; mosr of the laboratory studies being conducted in hydrodynanically smooth flows, whilsc most of the field cases dealt with the transition region. The boundary layer regimes over grains is noE hydrodynamically rough, this fact explaining why the roughness resistance coefficient of grains still varies with the Reynolds number.

4-

YAGLOM1979

Sirnilarity laws for constan! pressure and pressure gradient turbulent wal1 flows

I Theoretical, experimental, smooth, rough, duct, open channel 2ll Review devoted Eo Ehe sinilarity and dirnensional anaLysis of some types of turbulent wall flows and comparisbn of che results obrained with experimental data.

YANG1971

On river meanders

Theoretical, prototypical, sinple, meander

Study is restricted to the investigation of unbraided channels under the condition of dynamic equilibrium or during the evolution toward Eheir equilibrium conditions.

According to the law of least time rate of energy expenditure the smooth sinuous rneandering course is the only course that a natural

unbraided stable channel can take. The over all time rate of potential energy expenditure per unit mass of water should decrease in the

downstream direction causing an increase in channel width and a decrease in channel slope. The over all tine rate of potential energy expenditure per unit mass of water of a stream depends on \^rater discharge, sediment concentration, valley slope and geological

constraints. A natural stream always adjusts its channel slope and channel geometry in order to rninimize the energy expenditure. An

increase in sedimeat concentration or discharge brings about an increase in channel slope. An increase in channel width causes a decrease in energy expenditure. For a well developed meandering

channel, further decrease in its channel slope by meandering will cause a decrease in channel width such that the energy expenditure can be

maintained at a constaot determined by its environment. YEN 1965

Characteristics of subcritical flow in a meandering channel

1 Experimental, theoretical, simple, smooth, meander, duct

2 Presentation of attempt to study fhe meandering river problem systematically using a laboratory model with a fixed bed channel of

uniforn cross section of large sidth depth ratio wich clear water subcritical flow. To overcome the problems in measuring turbulence in water an air model of sinilar geometry for air

turbulence ltas considered and the results compared with the water channel results.

3 spiral uotion and superelevation are tno of the most evident characteristics of the flow and that the effect of the bend extends

both upstream and downstream. Itighest velocicy occurs very near the inner bank at Ehe entrance to a bend and gradually shifts outnards with

downstream direction. Non dimensional flow pattern is a function of che ltidth/depth rat.io but not of the Froude number, provided that t,he superelevation is small and the Froude number is appreciably less than

unity. Measured turbulence intensity of che flow ranges from 3 to 91L Air nodel results did not lead co a conclusion. Indicated that the

loss of energy of flow in an open channel meander is greater than that

of its air duct simulation and increases with Froude nuuber because of wave resistance.

4 PiEot tube, manometers, Preston tube, hot wire probe

YEN 1970

Bed topography effect on flow in a meander

I Theoretical, experimental, sinple, rough, meander

2 Paper presents information regarding bed topography, and mean flow characteristics in a mobile bed meander with fixed boundaries. 3 Transverse slope at a given point on the stabilized bed is direccly proportional to the parameter which characterizes t.he relative importance of fluid inertia against t,he graviCy acting on a particle,

moving along the bed. The fact of proportionality analgamates the effects of drag, 1ift, longitudinal bed slope, and friction between the particle and the bed.

4 Point gauge, Preston tube, Pitot tube, manometer, hot wire anemometer. GEOI.IETRIC PARAIIETERS This file detailing the dinensions of the channels studied in investigations relating to flow in open channels, ducts and pipes was compiled on the Apricot Xi-10 micro computer using Wordstar 3.40 supplied by Micro Pro.

A11 dinensions have been unified in S.1 units to enable comparison between individual research sork.

The data is presented in three lines representing the flume dimensions, the channel dimensions and three dimensionless paraneters that are considered to be representative of the channel form.

The flume dimensions enable an assessment of the size of research facility used in any particular work study and are essentially restricted to experimental facilities. Channel dimensions can relate to experimental, prototypical or theoretical investigations.

In respect of rectangular flumes or ducts the channel dimensions, vith the possible exception of the length, are the same as the flume dimensions.

In respect of compound channels, the channel dimensions with the possible exception of the length, will essentially be different than the flume dimensions, as the width and depth of channel refer to the incised channel within the berms or flood plains.

Data referable to prototype research will only be found in the lines relating to channel dimensions and dimensionless parameters .

The notation used in defining the dimensionless paraoeters is illustrated in the diagrans a, b and c.

7 (a) Rectangular f1ume, elnple channel

le B/b = 1; H-h/H nor appltcable; b/h dependent upon flow depth.

(b) Duct - rectangular

-t- --T h -t F-B L- o

B/b - 1; H-h/H not appl-lcable; b/h = constant. (c) Compoundchannel or duct

--r I I H L

B/b = constant; I{-h/u dependenr upon flow depth; b/h = congtant.

Asynrnetrlc compound channels or ducts are treated es lf representlng half a conplete compound channel or duct and consequently the same dlmenslonless paramet€rs apply.

In respect of all channels, b, represents half the base wldth of the channel whether it ls rectangular or trapezolda!. ln eectLon.

! c$ (d(,) EH ,U 14 F 'uc frl .aJ o B && E fr1 trl q{(J (t, ts Fs (J z f4 f&f Etl a 6tl t)z EEE ,c(d EO H 5 l-{ d. & o5 (rts 6l coo F] EEE*9 r., ot v O\ frl ts Fl trlZtseA trc ts o ()q) P{ {r6 e F O V< F .dooct oBg rr'ct ts tr1 !116 rdt6 ^Z -{d.c AE.C O <= o q' ilr.do Z c)dFl bOtr:t{ tq tq() O Fp{ HF]:l - ttt :tr c 1.. B H ^trr p{ oilllgl Fats!d OQ rr{ F a=!D f't F{ qtJ E Fl Fl frt f&f d l+(J a ON o F(9 ftl r{ >

al I c.t cft I cfl t\ \o I i'- (r) |r1 o d rt F.{ o @ o (.)o\ @ ur o d o ol

o\

(r) o .$ .$ \. oo F-l F{.,f,tnc)OO\Cn\O\t.rl \oor\N

| | | | | Cr c) N O O F.t I O \O I F{ \O

.if -f, (') \O o$6loo.$€ao rrr .$ (\t N 6r .S \61 _a | | | rn. r 6t O I O c) | 6| O | | c-l I

o O\C rn F{d F"{ U-\ \.$.Sc)O c.l Sl C.l | | tr] (\l | F.{ Cil F{ -,{ F.{ FiF{F4F{llFl

U) \o Fl & \o co o\ z El q) 14 Z\o z H Hcc} a CFl .$ ktFo @ >z tsFl Q av u)= Ez H C') 2.f, tIl(J z I{O V) >€ !f r\ XFr zb FO\ oo\ A2 < t-) z H Fl F{ d, F <() ':t hA, c)HCJ 04 Q F.l frl (,) (JE la fr] Z FO lEFl :t C) ?-l Ad a. < FrA El zu 2D Ze. prF-.rA Fr Pr s x< trl < td Ftca|.l o frl Fl O h< -(9 ^ !d Fr !dFr o H * z'E\ trl &z& &, d tsE a P XH p{ E4d h H< (/Jb (/) O{ frl f.l()CH fd F1 = < lt] ocnF-z P{ q) s) tsfr2 < Fl l-.1 < fil td H F1 :i F{

& & (ft & frl (') T4 I frl trl ts f'l frl ts v F1 @ 1r1() (n C, frl lrr P{D =D I D= T-. Ats @ v .o . F{() -$ ()Fr \o az \Oz F{& Flo co tr] fi \. FD \- &H \- &h rn z? o\ tl] uJ fi.r e < r-f 11 Z o (/lFl . DH . Of'l . <&l trr (J (/J N p{> SI F]A

c.) I

@ c.) c.,l .f .$ 6.) .s I \o I I H I

rt\ rrt c.) oo 6l Fl C.l r" 6t@ oo\ cfl H N d@6to\ .

O\ .S .$ \o oe{ rn l.- \o o\ 6t (n tn (Y) O\C}\\..$\ \\ \O Gt 6l \O F{ t-. F{ C.l @ @ \O@@.C^n \o o 6.r t\ .(n..$ .FlFr lcotr{F{ttF{tc).t a l.l

@ o\ o\ \o\o@@ rn o\ (f) a.) $ .i. rn |tt \\ F.r F{ .s a\ rnrnoo \ !l'{C.lcir-{tlr-{(r}(nts O\ O\ O.l t1(\l

o @ U) o, Fl r^ (f) ZFI ()lr :E> ;z !-tcd z r/]6l >!E * (/)t os, Fl Ftr] H H & frl Otrl B &Fl !r F & =F B C9 H f'l tuc) c) o, zzz &B () ftro o B au) o > l-{ ttl < (9Fl oz> FE> tazo Edt& () AE tuz =1FHf!!r,- ^Z O >7 ftl b oc)b oF, XO r) &t4 , FSOl) :EH Il {rl H Or frl () c,.J (/l F] < FF F ettd ()(Jfrl C, < t4 f-l (,dr.i ()f'rxoiFl oc a z&<) ZH>() zFlq) 45'z.) Od trl tat & () < frl (/) < &'d v) <.>cn < 9/ U) O FAF FZ< ()O, ()dP{ C) flf& A ()

.it I v r\ cr) (r) \o I I FI v \ (D c/) .d. \r{ ro 6.1 |

t^ .$ rn @ rr1 o\ rn rn e{ .i\ Hr \o \ \o ;oo,.'X (f) f\ Fl r{ co\ @ ?-.1 FI a.) lr1 llFlOO@OOF{ o ll.t rrntta

rr-\ :n .$ o<)o l'.) 'f cQ ao \\ .$\o nnOOcto\\O\o\ cocO@@OFl A;F-\06l .f-. O O I C) O I F{ O c) O I F{ r+ | O O I

tt\ tnrn(V)ao lF{tlF{(\.l 6l\0f\t\dHdF{(f)(Y)F{

o @ a I:] EO\ ca O'{ r H <\ >rn F{ ()F @ H@ H H [{ r\t trl a>Fl & frl cDO B F frl arl z () () E !tZrq F =td r-.{ Q14 F C' <;r u) Ci O vv H &F FE] Fl &9. H H.Q Z td< F.] €Fl HFl z& ttl o !tr O F1 frl Qt* c)Fr & F..r > pH @zta& vftl &F & EFd c t{ >Hfr z &g t{f&k:d O uJ-S z () &g Z Fl >\o & tn frf F1p{h -OF: HD" tr]nF{pr-.1 F.{ o a F:l F{ &<& o tst>o Q HO 04 coq)Q trl Ol (9 frl . .$ trrp

(n I .s .$ I cr) I cn o @ d Fl 6t ea rn 6l r\ (ft cl d (Y) 6l

\o rn o\ rat 1^ (fl @'F{ (\ 6loGl FlO 6l s,l .tn ao\-\ F.l \- \(\lf\$l \\-o\O @@.f,.$F{,-{o\ @\O|116l O 6.r O .$ \O \() .it .Ct O\OOO llot.HrtF{Octts tOOtC)F{

o\ \0 .if _t a (Y) c.) o \o\O.$\o|\r\ o\ \-\Fl@FiF{Ftl{ \O \O t\ rn l..'t u.l O\ (ft F{ (f) 'c) N o|\ O\ t'- ti Fl OOIC).tFiOtC)Al o ooo 6l .l

@ \O \O cr\ c|. rr-\ (\,1 .$ \.CO\6t(\tCO \- \ tnrnoooorn\+ (t) (\l(\lF4 u1 <) FtFtFtF{Ftr{llFl o\ o\ (n (\ 6l

a) t\ O(\l Fl c, rrr \ot4@ til zo\ Or(JC Z r'' HFI g' Fl nd, ei z@ r-,| oz zg Fl u) tqErdt4(g Fl O trl [t] iJ < ft{ (9 f& Fl HFa U) ctj o 6r) E(/JBC'] oA o l-{ tstt ts o&l B& ra () 4 frlQtrlbF ao ()P{ fll F7& F1 A Z tr, prc) Eq :lFH trl Od F -Ftts ft{O() (J AZrE>. F ts F COFIFIF1 oz> -ZF:F{ z(Jta U) t:l dFfrl Fl =H & &o lzFrC*tF !lh <>Flts nF.z4 OQF(D F'{trlFlD V)ZZ}-l 3ts 3 d> z r-{ F{ ttl Ff *@=ZA Fl UJoo OPQttl< !<tli z a< u) x frl Fr

rE B E &' a) = H frl z F Erl & trl Fl u) 2e A E] frl & trl = Fl frl FO <(/J & Fl zz @ ctn E<& A trl FO o a,l tr{ do FFD z? t, u) Zlel? O trl a trl =1 & tr :rl |f\ .* C) qi) trl =(5F{ (/ro & rn t{ HNO u) t caz |'r F] F.r zz Ofrlts H &< . lFl U) t{o frl H F.{ @l o =ca I ttO{Oi IrJ

.$ I 6r)

lfi .if <\l 6t.il\t.S('\@ rn f\ t_- t\ t\ . o\ . rr o A/] .$ r

\o \o (f) .$ O\ O\ @ (ft (n f-' sl \. \\ \.CC\ oo.f,.$ .Soo.$.S.$F (Y) (Y) F. r\ . (n or) .$ .if (') r{ o oot6lGtl lF{lC)Ol6tF{tc\tFtl

@cCF{r{

OOOOF{r-l llF-{r-lF{Fl@@r{CO(Y).i

Za Od H(/)td z FcDC) U) H () t+ fd l-{ Ol =\o t-{ HFO:I & {*- ilts O() Fl () zd a<|d F E{F{ o z trl H< O Fl aF o hO O tI]O oqE'r.lpa< D_ o\ DF{ ftl F{ ld(J-r H& !E F{ z F{CD3 g, Fl Fl' }4frl HF1 rTO }l - F..{ Fl H> - ZFf a& o tad, o (Jso trl }4 FlZFoFltn <q) E] zu Za4 hl> DdFo tr<61 OCNFA -F -< o < (.) lfvrA{frz 14 a <=F FE ts{ F{ ?az> hts b itr oc< A rqo frl ftl !d * f! it Zfrl(JFl tr]ts OZFI -c € zg) HT&(/J zta..no{ Ofrltrr & rrl Fr cdta Hri *E \o tr,AE ol

c! .,f, I I c.l o\ I \o d o(\ (\|o .$ @ o @ 6l

(\i FI

@@ |ft rn (Y) OOr\@ O.|'1 c)o.cJ \\-F{(\ClOr @C\.f,lorn-r\\ Ci fa tn F.{ t\ \ F-t @ F.l tn nlri OOt\O\c).$\Odl(fro,t f,o<\l lllC)OOc)c)coOO.ftr.$

&& @6 6l 6.1 a.) |r) OO @@ OOrntrr66\ (n 6.t ('l c.t rn tn F{ o c., \o oo OO

C9 U) z rJ F] H f.l v) (\l z UJ F- z v) 6.1 & r'. v) o\ F] F1 r\ z/ Fl o\ ttn & F: o\ &F{ Fi Fl . CJ€ F F frl QO\ u) 3 Frd rl --t 6<\t ?z F ttl t' & .-{ <= !E Ff &H ra !dd P{< Atr F F-t ft1 r\ ts Fl Hb v)F h z!E@ rEr! o Fl Y" Fl d(,) o, fr{ d tso $)z & O Fl c') zt e1 o€ H ZH Fr -f, Fl & frl F F{ &o flJ (,E H tsErd FI() () HFI Z() -lF{ t OF cop u) !tr>() crj() o frl Z& ZA tura& FO O F-t z v) H< afr1 t\ o:tr< Q& Fl zp& < trl rd F] Fi =) OF z F O Otrl 4t,H fr1 E ^ ZFI g-a s: lrl F)H g HtsFl a=az F; OF a 6F Lco(,r) >(r< Or'{< -dh v ZTE<(-) H p !io E, ,A €6tdEL< er'lE ft{(,< gz-z =Fa fE tal f'l lzFrfrld f E ol )Hz,z tazu)\ A2''d H &A Q tFi f4 rdzHo OHCD Efi,. zzz<) D> ,)tu FFXOd Z=OF{ !trPiO Fl<< F{FIq)H cD ftl () (/)>()pr uJ.opa h '& ()U) ts grl z H E A g' P' o\ ts frl $t Fl tr 4.1 r'1 z F&1 toOI lil td (9 &, &? . Ptrl & (rl Fr tsFt ET frl frl fd \\ E ts /?e. rr1 Er (J rn F=1 (\ q) z (\ otJ 6,1 \:t frt ts : 3AA o ?z r\ &Z fd . l{< (f) & {' zu) 6f d t'4 H d

(Y) !

6l (Y) I I o\ \o \o

ra\ (f,

Fl \o rn O@ t\

\ |/\\ F. 6l O rr\ 6l (Y) \, F{ a* . c., OllttF{tttl | \C) trN

rn 6t F{O @ F{ F{ d \O C.l \\\()t\le FIF\(f)F\ \o (f' C.) rff

rr'\ ct) 6(n

@@ O\ O\

u) a &\o ()@ (n z o\ F a -s dF{ z AH 3@ o frl =z z@ OO\ h & frl t-{ ttl F-{ c'\ >Fl z& Ol & Ff c, ..{ ztu ac{ o td> &\ 0\ H(f) t4 o:d >F{ tq Zo\ oai> Er () & r.. :tr OFF- F* .$ p ()Zo\ Eo(, oa trl O z Q cr, O trl H r-{ tq()Fl (, (\l F] GI cDo Oc) :E (,l o. Q{O F{ z& O-l ZFI f& ()_< O H Z-1 ^z oz.a zo > oH l{ Fl a oF HH;E AFI zH-] od> tso Fr F{ F, p F-l >O zo &zx fil frl frlts> < o> f'l f4 O=co Fr f-l C) >,2 >:tlFlO z<& Q NH 3(, &6 Q rdEr!@ -oa FXA tsFl !l Od Z c.l Id -t\ bFl Fl FA ZAI !l >> O d z az fr &<&o tqO (rJ&]F 14< fdf!> hOFroa A3 U) Lz>- n >E h ()E> Fr zoa -dF: t-{o Er C.) ('J(, H F (, td Fl ()bl OFlA4 trl H F]FgFl zt'l za) t'fza) tstrl(J e.;z a a& F tq D< pi H(/J @<(/) r-{do EIrltH< !trHF< F{tsgrrl ttlE< F>F-lAr L4 r^u e 'l]{, << !EFAd uo

c.) I .f, I t\ .s

Fl .f,

o o rf.t 6l l\ l\ (t) (n @ O\ c.l .f, @\ F{r-lOO o cloO\rn OO.(\ o, F{ Gt O, F{ H .\. OAdc) lF{ lotrt16lll'\

.ir tt\ 6 6l t\

61 (\l oll \- \ f\ l-' r^ rn F{ t\ Fl O\ ln -) d) (r) C.) F{ F{ o|1 6l (\1 61 6l@ooca(f) .F{ Fl OCIF{.1 F{O.F.tFtl6tstl

.$.$6lr\ rn tfl \O \O rn rn 616loooo r- F- f\ (f) (f' co (V) rn ln l{ t\ rn OCr.nrn6rn F{F{ddF{F4 dH.if(.lCQFl 6^(f)F{

d,

q) o Fl @ (,P OF{ r o\ ts rlz\o z Fl H Ei Z O< o\ z (J H Eq o olF F{ IEH i viQ & 3Z (J z cfrco r&O E="ifrfts' :EHHf.l FlZ U)Fl fq a & ZAH Z&s( fr(, DFl(/rO @z><) tsoF(JUl &O;& fr& ()<:l 3ts 5< cqdtrrp{ >o ()FOE H r-'l IE Q U2 Fr El fr F{()fqB AF e ()>HO >Fp{