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THE EFFECT OF S PUR DIKES
ON
FLOOD" FLOWS THROUGH BRIDGE CONSTRICr:IONS
by
John B. Herbich
Paper 'Presented to the
Amer.ican Society of Civil Engineers
at Boston,Massachusetts
on-October 14, 1960
Hydraulics Division
Fritz Engine~rtng"Laboratory
,'Department 'of Civil Engineeri'ng
Lehigh University
Be.thlehem, Penn'sylvania
FritzEngineerin~Laboratory· Report No. 280~M-16
THE EFFECT 'OF SPUR DIKES
ON
FLOOD FLOWS THROUGH BRIDGE CONSTRICTIONS
by
JohnB. Herbich
Paper 'Presented to the
American Society of Civil Engineers
at 'Boston, ,Massachusetts
on-October -14, 1960
Hydraulics 'Division
Fritz Engineering ':Laboratory
.'Departmentof Civil Engineering
Lehigh University
Bethlehem, Pennsylvania
Fritz, ,Engineering ':Laborator,y' Report No. 280 -M-16
Tmf':''1£FFECT OF SPUR .DIKES,! '. ',' ' , . ' ,;:::.wo
" .Q!FLOOD 'FLOWS TmtotrGH 'BRIDGE. CONSTRIOT'IONS, .= .-
: I 0 . ',I~'~,ODtJCTION
The h:1gh~ayengin~e~isoonfronted wi~h problems
of.·de.slgning bridges II 'culvef.t'S ~.. and other structures to .
,handle flood., flows 0
: ,', ·... -..4
no:rtheas'tern United Sta.tes caused by floods of' 1955 9 were
condu,(jlte~.8:nd people began t.owonder if washed=o?t bridges
an4 floode~ roadwaysll und~rm1nedou.lvert aprons ll and other
e~1denoes of flood damage were really unavoidable o It now
appears that much ,of the damage. could be p:revented by
pro oper, .' d~ s ign ~ . :'., ~
In the State." of 'Conneoticut alone the· damage in
4ugu!t and October' 1955 9 amounted to a.bout \$309000~OOOo
Fif'ty, ,per cent, of th:e dama.-ge was on Sta.t~ bttid-ges and• I.. ~. .... '
.'ro~d~.~. a~d fifty per ·cer;,t '.on Town and C'1ty bridges and
roads 0
9 - t:) -".c::J
* AS8oc~ate Professor' of Civil Englneering~Chairmang Hydraulics Division p
Department of Civil Engineer1ng g Lehigh University
" '-'.
2
Because a large percentage of the bridge damage
CQ11]~d. be attribtlted to failure of foundations caused by
scour, the present study was initiated in 1958. In the
past, the bridge superstructures were designed meticu=
lously from the structural point of vi'ew, while the hy
draulic design or piers and abutments was based on the,
nr111e of thumb". Und~rmining of structures beca~se of
scour is still very,~uch lof a problem, especially with
the present trend towards, high approach embankments to
bridges, with consequent deep flood plane flow o The
main difficulty with the existing structures which were
built 15~20 years ago, is the fact that these bridges,
in 'many ca.ses, contracted the ;'flowie.xcessively. !,' ,
Scour is also noticeable at the piers and abut
ments of bridges which are badly located, and espec~ally
at points of severe stream curvature, reSUlting in deep
scouring at the outside of the bend. Answers to all of
the. :trr~)bl,erns tn highway hydra.ulics are not at hand. In
perhaps no other field of hydraulic constru,ction is the
desi@1sr so handicapped by lack of knowledge of the 'basic
fa.ct'ors, involved. HOlaleVer, some progress has been made
during the past ~ew years in studying the problem of
scour around bridge piers and ~butments.
This paper deals with the efreet of spur dikes on
:Clood flows trlrOl1g"b, bridge c onstri'ct ions 0 A Sptlr dike may
be d,efine'd a.s a projection extending upstream from the
·COl 3,
., br~d.ge ab,utment' and .which serves to ohann~l ':t'he flow' of.
water smoothly .~t'hrough the openi~g between. the' abut~ents
(Figol)oThespur dike may allo pe. called a gUiding dike, '
"(.1 0 eo', .·to gU,id,e flow between bridge ,abutments) 0 ' The adC=t'
vantages of spur dikes are ~an,." .a:p.q PX'ope~ly ~eslgped
a,pur dlke~ would t ,"
(a) reduce the chanC'e1r',~"dr' 's'oour at 'b'r1dges',
(b) ,reduce excessive baok:wat~r,. '.
(c) all~w" a, greater const~ic·t~on 'than 'otherwise
poss ib'le,' or 'provide a more efficient
waterway 0
II 0" G:ENERAL C'OMMENTSi
The current practice in hydr'Qulio design of bridges
appears tO',be limited to, ·d,ete~m.,ining the width of constr1ot=
lon~ which wQuld assu~e mean veloci~y. below the soour~ng
velooityo 'The,constr1otiori of the stream causes conoentra~
. tlbn ,of flow' in' the vicinity of abutments,- resultin~g. in
'higher velocities, ,and eddyin'g caused 'by, discontinuities in
the shape or abutments~ The oonoe~tratlon or flow and eddy~
,ing 1norea's~s'with the iri.crease of, contraction (or i~ 'a'
function of peroent'age contraction',,: LolL' x 100%) 0 (Sketoh A) 0"
'In view of the format,ion of, zones of eddies ,adjacent'· .,"
,to the abutments,' the 'effec~i",~ bridge ope~ing ~s in fac·t.
!',e'duoed, and/'the actual 'velocity higher ,than the' ,desl~' v~lc=
'Qclt:r'~ In ,aqdition t'othe h'igher velocity n~ar the ~butmentsp
"... ~ "", ~. l .t. • •
!". - -MI"... ~ ~ "I- ,..
,....
"
tqe ,c,ombinatlon of' high veloc'1ty and e'~.dy 'veloc'1ty. oause's·
soour, u~derm1ning of abut~ent~.9 and eventual,' failure,o· ..
Thus· two' possible ,solut'l'ons ar~' apparent to.·
. proVide 8. more effioient ~a·terwayo
(,a) pr,Qvlde ~o:r,e uniform v,elocity p,istribut1on
through the bridge "opening g
(b,) eliminat,e·, e,ddying caused by· diseont,inui,ties
i~ shapeot abutments 0
III o PREVIOUS STUDIES
The -earliest laboratory study of the problem' of
scour around· ,abutments ~as a report. written in 1894 byEngels in Germany~ although reference was made to pre~
T10us work carried out ·in FrB:noe by 'Dur.and=Claye in 187.30
The Enge'~s study, was conr'ined' to' narrow limits , however,
and no attempt was made at generalization nor predictiqn
of scour patternso
Inve~tigation in this field, seems to hav~ lapsed
for some years 9 a.nd it, was ·'not until· ,1949 that, a th~-oret~
loal approaoh .was attem.pted 0 The ,U oS 0 D~·pa.rtment o:f
A·grioulture published a paper ent:ttied~ FLOW THROUGH
DIVERGING OPEN CHANNEL TRANSITIONS (l)-l~. Also~ Posey
studied briefly the so·our around a pier in the Rocky
Mountain Hydraulic Laboratory(2). This was followed by
an investigation by the Uo·S o Geological Su~vey· on COMPU-=::I
TATIONS OF PEAK DISCHARGES A'!' CONrRACTIONS, in 1953(3).Ct, c::;. c= c:=:t c:=lI = Ca' '.=0
* These numerals refer to listing in the Bibliography
A'fter the· disastrous floods in Iowa in 1954, the
State University or Iowa began ~nvestigations into SCOUR
AROUND BRIDGE P.t=ERS AND ABUTMENTS. This work, reported
by Laursen and Tach in 1956, was concerned solely with
scour(4)0
The first study on the effect of ~pur dikes on
the flow p~ttern in, this country, was sponsored by the
Georgia State Highway Department I) The model s'pur dikes
were made to simulate dikes constru.c'ted of timber cribs q,':
It was reported by Carter in 1955, that for spill~through
type abutments ~ 'a dike of length equal, too 0 08 Ce) (where
B = width of opening) at a distance of O.08(B) from the
beginning. of abutrnent curva.ture, and at an angle of 0°
to the flow, proved to be the mos t effie ient ( S) • No
other det~ils were given in the paper.
Following the August- 1955 flood in Connecticut»\
the Connecticut State Highway Department made careful, ")
measurements of maximum and average depths of scour and
obtained other ~ta relative to maximum high water 9 mode
of failure 9 debris, and channel characteristics~ A
formula was develope\~i relating the average deptl'l of scour
to the difference between the sediment load i~ the ~p~
. proach flow and the transport capacity under the bridge(6)o
t·· . . ~ j I
6
~."', .....
Some studies' were conduoted in Sweden by Hartzell
and Karemyr where dikes w,.er'e used to a11gnthe flow and
secure a uniform velocity.between the abutments(7)o It
appeared that a dike some'distance away from the abutment
and at a 10° angle 1'11 th t.,he direct ion of flow, gave bes't
results 0 However", the tests wt?re inconclusive 0
,Colorado State University and Lehigh University
commenced ~tudies of the effect of' spur dikes almost
simultaneously early ~n 19590 The studies at Colorado
were, conducted in a movab.le~bed mO'del, while at Lehigh
in a fixed~bed model. 'An elliptically-shaped dike with,
a ratio. ~f 2~1/2:1 appeared to be most efficient in the
Colorado tests o It was also reported(9).that t~ depth
of scour at the abutments .is inversely proportional to
the length,of dike; It was also noted that the scour,
depth 1s a funotion of the percentage or contraction~
The'design criteria were presented for spl11~~rough
type abutment,s 9 and tentative guide for determining the
length Qf S'~pur dike was giv·en. In addition, a limit':;d
investigati~n was made for 45°' skewed openings 0 In this
part..,.,.of_._t~e .study, the depth of scour decreased with inc:J'
crease- of . length of dike in'" caS'e of downstr~,am skew, but
for the upstream skew g the length of dike did not seem
to have any' efrect on the qepth of soour o
• ,.' 'tt'"
: ..~' ( , ,
" .....~> .
" \ ' ~ 1\ I. "
',4. I
t .~_, .. • • "_
,• :co,c,:,:7,'"" ..../ '. ."t • 'II.; • -=. } - ,,' t' ~ '.
1
-~,~.~~ 10./, _.- ,".>~,~', '.~"" :,.", ": '~'.'
, ~~.' :.,/' .,". "." '," >.'- 'J ',.' , '-,'
,"',~: .
' .....
, .~ ; • ~ - I, .~...
.. ,
IV,o '"Ex'EIUBtyw .., ., .... :,' '" ",','<',:
~ .:
~t ~ ••• ~+ ...,
• J~ • • • ~
• .'. rI' ' • ~ •• ~ • •
~ 14 .. '. ~ ~ '" ." ~ '" • ~
. .' Tbe ~bjeotlv, of the studT ,hali.b••ri' to'·.dete:r>.ine' ..:, ..-' -. ..,' ", . " _.". . " , .' '~';', " ','" . " . .' ,,: :, , ,. ~ '. ;."~ ..
, the. s1?-ape Iild' SUe' ot, dIkes. neo••sU7; t.oJ!lgener~'~lzed '
~~cU,tiOn.·9 conslatent' wlthflelci'c6ndlt1o~1o:The ' ~ajotec=> . ,. "'",' " '. . , . ,
.. ':1t7 ,ot: ~.~,ts w.~e'ovJ!lied 'outht,a ti~~d~bed '1110d~,l"and ., ;, .." " , ".' ' ';' ' '. "', • ',',' • ,'!' .: '::", : .
'.' . ',,' neo8s8ar7"" 'l1Ie,a_Ur~ment'l ot, 'd.pt~9·" "eloo·~t,.~ ~d ,d!_~,~,p,,',~ • ., • '.' • I
". I
" . :,'• to,
+.~ ,.' ~4o'
,. taken to permIt q.loulatlons 01' ·F'r'o~d.' :h••it andveloe:.·. "'.,' " "
,~lt,.dItJtrlb~tion in the vic biIt,. andb~tWeen abutments ~ '.
, The ]n'tnelpal l'ealon torc'oM~n~lrtg"the stucUe·s·· ,, ""f" " ""
on a'fixed=b.d model, wa,8 the tact,that 'th~problemor• • I ',t I. I ,-
.,," ...' ~ ..
.oourbetw.en bridge abutments ls.very. oomplloa1:;edone,• ~ ~ I • •• ..' I'
involving a great nuiuber' of variableso"In addition,
there is a quest~onOf "scale efrect," betw~en th~ 'm(}~ab1e.. , '. • It • •
• + •• • I
bed' model and' the prototype 0 Emplo'1"lent ~{,the' i'ued=bed '
. l11ode1reduoed the 'n1.lmber'ofvarlabies coiisiderably9
f"O'111tat.~· the stUd,.' 01' veJ.OQit7. dj,~tl'lb~'tlon'9'and' pri~~ .It ~. • f • ", • l..··
••nt.d,..~, ~uch' oleare~ "p1c',t~e of: the, :,etreo~'. o,r, Ip~:r-· dikes
"~ ot"
. - . . . .
(2~ Test Pacility
... :" '~!he ,tUk :..:hloh '''':8 available for' 'us~' in this ii!ltud'Y
. was' 35 teet .longs: 10 teet ,,14e I) and 2 feet 'leep, and selbved•• t't • • • I' • t .. ~ • •
.s the 'flood plam',acro,ul wh10h a, oonstrictioncould 'be', " . ',: "" '
plac.'d'o·',. ':Flows', up', to '4 ,cubic f •• t p~r s800Dd were ut1,11zed'~
, ,
.'~ .
" , ..;,
~ I'
Vert1.,al fet't7~t1Y.- d..~,.~ 1I:fi'I~.lIa,11 ._·.~.nt.• lItt-••• l ..ote.~ .f.. '·tal••, ••,. ~ .. lfiie' r." .:er '1''1...... ~~
.tera:tn." t'r0~." Ve.tur1 '.etep, ,.,l'.1t1•• 'tf!tretU'''llir.ci~'. '\ .
11.11.~1 .. nli.-!.~" .mar••t,· ••t.~ (Le\t~.1'4 Ve1p,.1 I: Se,), aitA
___.,eiler tuter (Ott) •.
. ".( 3) :r;,,1.l,t:!·t·'1.n,', ~4- 4_I_MlU,e•• ,,'
<a) The J.oon~.r7 Iffeat of~Da.kwat.~.wa.'~.&11~
1'1.1. 9 am•••••1Q!•••t·· er ·"11'''8~t.r '.tt••t-'~.
was net ptJ.~.l. in .1;•• er tb.. 'RGbrt 1.Jlltli~ ,
er the ta.k»
(It) ,!the v1.atll of tr_~· .....", ".ltarett cl1lr11t_ tl,e ".
,.t..iy,
(.) 1'18. upltr...m ef the lt~lil. • •• t'-U.,t1'1l ·W.'k.,t ••1ew .r1t~:.'-.'1·,
• .:: _ • , ,'. ' • +'+' ; , ..... ., • I 4. ..' ". ~ .'; _ " •. ' ~,' •
(i) & cenat.,ntQrate flood. fin v•••.•·.um••:o
(4) b~11!2ieHZ, !~f;41~~" ~
Early stud,i•• 1mllui•• Tariat,lea "'.1' 1••1"}]; er
a.ut"...ta (Qt' ,erc.nta~. open1nl) atal l;l'_1a.~'I.. V.l.~
cit,. anj fA.,th'. tI.~ta were obtainad tor 81'14'1. ~.~<1nll
,with an. without d.1k•• 0 lux-rae.' ,ar-tl,ole p...t'b. lin••
were .eDtarna. :rre. l'hePG~apb.(10) •
(a) _ •• 10 IQ.a~
The baaic 1.... avolT.' plaoin, the spur
dik.. alene th. .t~.amlin.. to ~lY.rt
the flow am8oth17 tow.!"•• the a'Dutmemt
open1ngt)
,9
It "lill be noted$ however, that the,· ,streamline
pattern varies with the. discharge 9 and consequently
'dikes would have to be constructed for' the h1'ghest. dis<=>
cha~ge» and assumption made that the dikes so placed'
would produce satisfactory flow. cond1'tions f'or lower
disohargeso The tests indicated that the dikes el1min~
ated the separation at p~int B but.at high rates of
flow g marked separation and 'e~dying occured at point Co
To avoid this oondition at point Q, very short
dikes ~ called Ustub" dikes ~ tangent to the line Be
were found to be very effectiv6 0
(5) General Studies
The basic study involved bridge crossings of
the flood plane at right angles 9 or 90~.degree approachlf
...~ c'<"'~~~e ,,~,1te~w. WJiilllln (F:i~ 4 2 ),rr",....•,,'~~!II'.~, ~_.
(a) Basic Ideas
(1) An improvement in the uni,rormity of the
velocity distribution across the opening,
a remo~al of flow separation, and a reduct~
ion of eddying~ reduo'es scour· a.t the abut<=)
mentso
(2) Spur dikes are designed so that~
(1) a more uniform velo~ity distribution is
achieved across the opening 9
(11) no hydraulic jump 1~ formed' a'long the
abutments~
(1'1'1) no sepa:ratlon of: flow oce,urs- at ·the
abutments·o
(b) The follo~1ngwere·th~ test v~labless
( 1) perce~tage openipg (L/Lo .x 100%') 0 Data
obtained tor ,the following ,L/Lo valuesg
90°" Approach 60° ,Approaoh
.2209
3406
,490'6
+ ~,
2209
3406
4301(2), Length of, dike' '( Ld ) ~ 1,8<" i 27 u ~ and 36" 0
'( 3) Dike angle (ot),~
90° Approach 60o,Approacb
00, lOo~ 200 00, 1$0,' 200
and 30°. and 25°
VoTES'!' RESttLTS
. (-1)900 Approach . __ ,. __
(a) Figure 3 presents ~eter:, _~~~. dat~ .. (0:':. vel,oc1t,.) versUs• 1'-.~... roo
the 41st81'loe between ~butments, obtained for anopening or 22 o9:'lJ'. Data, were obta,1ned across the
ope~~ng abutments, tor a b,r1dge without a dike, and
'with d:l.k~8 of various len,ths ,(Ld) lristallec;l at'
DiJicharge (Q) was' constant tor the majority 'of ~est,s 9
'aDd s,tra,1ght q,~;kes, were uS8'd to simplify- an~l,.sis 0 Addition~
&1 tests invotved C~88 in di.cAarBe and ourvedg ;rather than
atra,ight f dike S 0'
..'t
... -
-.• «,.
11
various angles (oe) to the a.butments 0 A ,oonsid~
erable improvement is observed in the velocity
distribution; particularly for d - 10°0
(b) Figure 4 presents data for opening of 3406%. Im~
provement is observed in the velocity distribu~
tion~ partio.ularly for DC :: 10° 0
(0) Figure 5 presents data for opening of 4306%0 Im~
provement is observed in the velocity distribu~·
t ion 'f O:J?..all ~ 9 S 0
(2) 60° Approach ~ Spur dike at downstream abut~
ment only 0
(a) Figure 6 presents data for opening of 2209%0
Velocity me,asurements were obtained, across the
opening between abutments along three lines~
A' (BF)". B (centerline)" and C (CG) (S'ketch C).
At 'Line A, a decrease in v~locity is observed
.near the downstream ab·utment.; but an increase
near the upstream ab~tmento A considerable im=
prov~~ent is observed near the downstream abut~
Iment ·$.t L-ins B fJ and a general improvement in
veloc.'ity, distribution across the abutment at
'Line .'0 i when a a,pur dike is employed 0 The
.pattern is simi,lar for dike a.ngles of 0 and
15 degrees 0 ' The length or dike do,es not a.ppea.r
,to be a.n important varia.ble in this case 0
r'
·' ~ , .'. .".~'
... t ; .....:> .,11.
Q'12'
(b) F1pr,. 7 ,pr••el1ta data for ope.ina or 3406~o
Improvem.ent is oDserved ..1'0211 th.' c1owaatr'eam
,aButment at Lines ,A'; :8', anti 0 r"or d.lk'. anll••
of 0 ana 1$ 4esr•• so
(0) .Figure e pre.ent. data. for opening of 4'.'~. ·Improvement is ob••r.e4 aorosl ~h. op.nins
betwe'•• the a\)u.tm.ents at Line, • .A and B 0
Inorease in velooities in· observed near the
'upst'ream ..outme..t at Line C. Th. dl·ke with
a '15~d.~ee _nile pro(uQea Ililbtly lower
velocit7 al.nl Lin•• A and B b
(3) Curved Dl~.8
The majority of teste ••re oenjaote' with etra1sht
. ilk.a, to simplify the e98.rvat1.D'~ while ful17 rea11zin!
that curve. dik•• would ~...~. d••~a~l. 1m p~ov1'1nl a
,••1'_ .rti~1etlt T.l.~1t., cll.tr1~utlon·ani ,in ,r.T.~t,1nI,
t0r1U.t1ena of .tt1•• at the ••11 itlcOIlt1n-uitl•• ~ lome,'h .
t ••t. were oa~ri.t out with c~V.i dik•• ~ ani Filo 9 shoWI
that a v.~,. uniform ... loe!t., -di••r-lbutien,·ma.,.' 'b~',,;obtaln.do
-The <11k- was tanlent to tn. v.~~10al wal.l ·a\tutm..nt~ and.
had a shape of a" .plralo (_ketoh D) 0
-j-': " 'j: ',t,
.!. J~i •.J • I .'.t\ ., i
: t/·, ( ..
,,'~'
~ 13
(a) _,Continuity 'equation o
VI 0 PRELIMINARY ANALYSIS OF DATA
(A) 90° Approach
(1)Q ~ V b Y
For a rectangular channel~ the continuity equation
may be written asg
whereg Q ~ 'discharge
V ::; velocity
b :: width
y == depth
By taking the natural logarithm of equation (1)
(2 )
and then 9 by dif~erentiatingEq. (2) the rollowing
equation is obtainedg
dQ _ dV + db + dy~ -. V- b· Y (3)
,As the discharge is constant, the steady flow exists,' and'
dViT"
Although in actual experiments~ the velo~ity and
depth were not constant' in the opening acr'os S, the abutments.9
surfloient data were taken to enable determination of aver~
age velocity and depth over Line B o
It was indicated in Sketch A that the effective
width of the opening is reduced~ and thus the efficiency
of transmission' of channel is -decreased o When spur dikes
are add~d, ,the effectiveness of ~Jle channel incr'eases a.s
the dikes guide the flow ,smoothly between the abutments (t
~ ,r
,.J, I._ ~ i'oj. .
Let us call" the effeetive.width.'of,the .ohannel. ,
without ,s,pur dikes bo; and the eff·ective w.idth" w,i~h .spur·
dikes b~ The differenoe betwe~n the two widths ,may be
written as~
(5)
where ,n == measure of effectiveness01',
of 'the channa 1
Equatio:p '(4) may als<? be written in a differential .f9i~'mg
1
1.:.--:
~ ,+ ,& = = ~bVa Yo b o
where ~V and 6y s~and for conditions
after and before installing
spur dikes
sUbscript 0 = origi~al conditions
'Equation (6) may' be written asg
~v 6y _ (n~l)bo =Vo of- yo - = bo n
or
(6 )
n := 1 = b.VV
6y=::1-
Y, (8)
In the analysis g the differenc~s in average velo=
city and depth were computed 0 Since inmost cases the
installation of spu~ dikes oaused a decrease in average
velocity and a decrease in depth (FigolO)~ n was found
to be greater than one~ which indicates an increase in
the efficiency o~ transmission of the channel o The values
of n were plotted against percentage opening in Fig o 11 9
whioh ,indicates the following~
'I'
(1) Fo~ the openings tested 9 the dike plaoe~ at
oC,:5: 20° yielded approximate'ly similar inQ
Grease in ef'feat,lveness ~
(2) Doubling the length of dike showed only a
s~all Incr~ase in value of n q
.(3) While for small percentage openings the'bene~
fits appear. to' be independent· of the angOl'e
and ~ength9 for large openings a dike placed.'
at ~~ 20~9 provide a more effioient 'channelo
In addltion p , veryh1gh velocities ,occ.ur at
the end ,of dike with etC ~ 0'0'
-(b) Velocity Parameter
One of the useful parameters in this study was
k' k° (V ~ V'S,' (vIJ,V) , '
found to b~ V J 8
where V ~ velooity in the channel
with: no dilces employed
Vs g ve lac i ty in the ch~nne'l
when dikes we~e used
k § exponen,t
It was found 'that useful plots may be obtaine'd with 'value
of'k 5: li2 g ' although other values could be. used. Figures
12 and 13 present th plots of' -V1],V/V' (named the velocity
parameter) voersus percentage opening and dike angle r'e~Q
peotivelyo It may be seen thatg"
( 1) The eff'e~t of 7d1ke length (Ld) is unimportant for
'values betw~en 18 inch~~·and 36 inches 0 As the
16
openings between abutm~~ts (La) were 27 d 5/8
ina 9 41 CJ 7/'8 9 and 52~1/2 in'o SI the followiTlgf
Ld/Lo ra.tios:? 00652~ .q~'",,43p and 0 0343 existed
:for "Ld, § 18 ino
'(2) A dike' with c£ § 0° has the great,est Inf,lnenee
for 220.9% opening" while 'a dike w1'th ~ § 10°
has the greatest value for ab'out ,35% 'openingS!
and a dike with d ~ 200 for 4306% opening~
The averageinfluenoe the angle" ot is also
indicated in F'igo'" 11 a:nd 120
(B ) 600 APPROACH
· -rmYJ(a) Figures 14 and 15 present the plots of ~ In
versus percentage opening and dike angle»
respe'cti,velyo The plots were made for,
It may be, seen that~
(1) At ,Lin'e A 9 the spur dike is moat e:rfective'
at 50% 6peningo
(2) At cen~erline (Line B), the spur dike ~~~ '~.~.;~!~\ ~
most effective at,'t between 30 .,ano. 35%'~\,. !,~ r
opening, depending on the dike, angle ~
(3) At Line 0 9 the dike is most effeotive at
the: 2209% opening o
(b)·, It was shown in Fig o 8 t:hat using a spur' dike a.t
the' dow,ns'tream abutment improved conditions
near the abutment~ while aotually increasing
17 ,(.~' .~ t
the velocities' near the ,upstream abutment (on
Line C) 0 Pilot studies ind1oa't'ed that oonsid~
arable il'l'lprovetnent ·16 obtained ita spur dike
, is .!l,lao pla,oed at the ups~ream abutm.ent 0
Vll o CONCLUSIONS
Spur dikes de,oreas·e the depth of water
. through the constriotions o
2 o' Pz80perly designed spur dik.es gut'de fl?w in
the opening betwaeh abutmehts~ redueing
the Gharioe of soour at the abutments 0
'30 Spur dikes 'o.an produoe un1fo~m flow be~
, tween ab'utments"
40 Lengtn. of ~l~e gt&eater than a minimum length
ls' not important '-n p~od~cing a'uniform, .
ve loo·tty ,dlstr ibut ion between the abutm.ents ~, ~.
, , '
$'~'" .. Shape'/ of .di\re is. af importance ~ the length of·• " ~ .• 1'1 ... •
,""':"d,'lk~" 'is ,:'tha',t' needed in",devel,opl'ttent of ths.t
. sh.ape.· ~he shape de.·P~ri.dsupari·the flow and.~ .,~... : 4".. • I • I
'., ',"":-', ':'•. f ~:p¢rcenta.,ge openingo" ·,Various, sh~pes" ms:y be
···-·use·:dg~;t:oga±>'~t·p.tnio~splral~ involute 9 etco'.;0;' ..';~~•.. '.".. " " \, ·i~'.~~·':', '.... ,'.";' '.' .". ,,:, ''':.":',.;~,':':<~;:i';.~;,, ' The shape o.f",:~·a~lke &hould b'e determined f'or'
,. ..' , . "':,:-~ ... ,<:' ~'~"';:,"'~~:~<.',.~, ... ;..... ". " .~,.'.",j.: '." .,,',' '. ' .
. <.~'" _ .. '. max1m.umflow expeotedoThis will provide
satisfaotory Gondit'ions ror lo'war' fl'Qws,u ,~
6 a Straight ~ stub=d1kes should b'a used on, the'
downst·ream s1d~ of the ,,'abutments to prevent
scrOU:[b at the aputment 0
.... ,
t;:) 18
ACKNOWLEDGMENT
The author would l'ike to aoknowledge aSl5istanoe
of Mr o So Mo,Al~g ,By'llesby'Fellow'" and Mr o R o Apmann 9
Instructor 9 in performing t~e experimental work and an~
alysis of the da,..~ao Professor W. J o Eney is the Head
of the Department or Civil Engineering o
Parts of the study were sponsored by Modjeski
and ~sters~ Consulting Englneerl~ Harrisburg 9 PennQ
sylvania 9 and' Lehigh Univers·~ty Institute of Researcho
.. , .'. "
BIB L lOG RAP' H Y
Kindsvater,9 CoE oCarter 9 RoW oTracy~ HoJ a
Laursen.9 EoMoTooh» Ao
Carter» RoWo
60 . Moulton g LoKoBelcher .9 CoButler» B oE 0
70 Hartzell, CoKaremyr~ I o
FLOW THROUGH DIVERGINGqPEN C~NNEL TRANSITIONS
U 0 So Dept aOr Agriculture
WHY BRIDGES, FAIL IN -FLOODSCivil Engineering Febo 194~
COMPUTATION OF PEAK DISCHARGEAT CONTRACTIONS
U;So Geological CircularNo o 283 1953
SCOUR AROUND BRIDGE PIERSAND ABUTMENTS
Iowa Highway Research Board. Bulletin Noo 4 1956
HIGHWAY HYDRAULI'CSProoeeding~ of the Fourth AnnualGeorgia Highway Conference .
Feb~ 1955REPORT ON INVESTIGATION OF SCOUR 'AT BRIDGES CAUSED BY FLOODSOF 1955
Higrlway Research Abstract'sVola 27, No. ,8, ppo 14~31
S,epo 1957
AWORDNINGAR FBR MINSKNING AV RISKENFOR EROSION UTANFOR VKGBANKAR(METHOD~ USED FOR REDUCTION OF
'SCOUR AT ABUTMENTS) , ,Chalmers Tekniske H:f3gskoloSweden - 1957
MODELLUNDERSOKNING AV EROSIONI -ETT BROLKGE (MODEL STUDIESOF EROSION AT A BRID~E SITE)
HYDRAULIC MODEL STUDY OF SPUR DIKESFOR HIGHWAY BRIDGE OPENINGS
Civil Engineering Section~
Report CER 59 SSK 36Colorado State University
Sapo 1959:'
B 10 11o'graphy "
'10'0.' Carl,e 9' . 'R'oJ 0
Kable.9 J 000
-~
THE EFFECT OF SPUR DIKESON FLOOD FLOWS' THROUGH
'. HIGHWAY BRIDGE ABUTMENTS, Hydraulios Divl~1on Report
,." Fritz 'Engineering' LaboratoryLehigh University June 1959
\THE DETERMINATION OF THE'LENGTH'OF SPUR,' DIKES FOR FLOOD FLOWS'THROUGH HIGHWAY '13R,IDGE ABUTMENTS
Hydraulics D1vision.Repo~t
Fritz Engineering Laboratory, ."Lehigh University JUly 1959
spurdike
D:1:es@t ionof Flow
stUQ, dl.ke
IDirectiontof Flow
L Bridge -.JI" Opening l
(Vo
) .
Sketoh A Sketoh B
c
~ ~reotlon O~Flow
Line A
Line B
k. Line CG
,,~
I DireCCltiontof Flow
curveddike
Sketch C
Sketch D
u~,
I..I
" "+ '\
DE-FINITfON SKETCH FOR SKEWED ABUTMENT
FIG. 2
-....-.."/
\ I
NO'DIKES I 130r \a =10°
I, J
. 1401- J I 120t-\ I
~ \. I, I~ ./
/
130L . ,. I I IlnJ-; ~ _L
-'~--I20f. \.. /- I
.' 11Ot- ~ I3611 Spur Dike2711 Spur Dike I
1001-- I 18" Spur Di ke I
J---- --- Without Dikes .........
J.. . \
J130 \ a=Oo II.
- 1401-,-
I120, ~/- a=20o I..... I
"\ I - " . - /1301- \ I 110
\\
-1201- ~\ I At I 100\
\
'i .~ I90,
80
~?~~
_.~?
. F1G.:3 VELOC.ITY . DISTRIBUTION 8.ETW'EEH ABUTMENTS·900 APPROACH, DIKE ON DOWNSTREAM ABUt_NT, PERCENTAGE OPENING:
DISCH,RGE -2!_~2 cf$. .
I I
I05t I \Q-= 20° I I liar I \ NO DIKES·
100 ~ \.II, I II I 100
\ I901- "'-.' ...............
//
."-..~- -Ie< z:7 I 90I
80I I
80
~CL0::
110
100
90
eo
I "J \I \
\
\\
\
a =100/
/.I
II
fI
J/
/./
36 11 Spur Dike2711 Spur Dike:18" Spur DikeWithout Dikes
n:w}-
w~
90
80
70
a= 0°
FIG. 4 VELOCITY DISTRIBUTION 8~~~T\,J\!FEN ABUTMENTS90° APPROACH, Dl KEON DOvtNSTREAM A3UTrv1ENT, PERCENTAGE OPENING 34.9
DISCHARGE' 2.92 cfs
(I =0°
a = IO~-..,. .......
r '.,J' ,f '\I \1 '\ /-",
J . --_ / ,
I~ -- _/I~~ .,---------<:~------...........
4
50
/ ..............
f "J .\,
70r I \//\' . 1'" '/' \'r< .~ \1 "-'" " ,<" \....60l- r 2:. -:._.---;..-30 A\
I
- 36' Spur Dike-- 27" Spur Dike-ISII Spur Dike--- Without Dikes'
NO .. DIKES
VA:; 64.7·
•. =. '200
'-:~..:'~
. ",:0.""a::
"-<~- 80/::~,l _.-.~.'« 70
... .:'.\;,Il:.··W:'-:.-1-
I
0::::_~ .
,,;:,,~,,:<:,I.IJ
,"::'-;':·',,-'_..'.'::2
FlG.··5 VELOCITY DiSTRIBUTION 'BETWEEN ABUTMENTSgoG APPROACH, DIKE ON DOWNSTREAM ABuTMENT, PERCENTAGE. OPENING 48..8.
DISCHARGE 2.92 - cfs . '.
.& ..... ..-.
a =1·5°
I~'e".
I-d
.,
\
110
80
'V.
.120'W .~ ~ ft J§ 7
100.'Ie' "-
. 110.
:E .. 120·'.LLa: 130"(E" 1&1: .t-III "90:i
'B' 110
3611 SPUR DIKE·90 '
2711
SPUR DIKE ••ISII SPUR DIKE IA 100
WITHOUT DI.KE. .
I.
\:
1$O:C
,- /\'J!'--'"\\
- f.
so
.............. , J/'. ' >.> .J20 l! ''C/> ' .... _ ....
IlO ,II".
-100BeS
(2=00
5 3 I. 3 5I I • f
80
- 90 ,J
.BA' . I
100 I
1
110 JI I-a
. ' .
FIG. .G. VELOCiTY·· OtSTRIBUT18{jflWEEN;.· AaUTfJAENTS .so0' 'APPROACH' ~"Ort:_f(jOWNS,TREAIVl ABUTMENT"- "PERCENTAGE' 0PEMN(J·,-'2ZS"·
_.' '.' .' ,,. ,.' . .." - ."'" _',' . ,.S" '. ' .. _' : ' . . .
~A·RGE- 2·~92""·cf$-
--. --. -:"~·_~~~?;::J1:~:~~"-~;-r~:~--.;.. __..... ':';-': ~.. ,-_" -. ",,--" . -: _.._~_.'_ -:,..- ~_. _.- . ~.____=___.:...::.:._=:_=___==_.~ . -~. :',---. .. ..,.._"~- "_' ••
:~.
.:'-..
.3ff Spur •..2-tt Spur .DikeISIlSpurDike·...
Wrthou~::'D,ikeS',- ...-...-.-.~ .......-....
fJ' --:·15Cf'
',3- i 3
60·'-
tfjJ' .
'-,
-------.----'\\\
«'_-:-00
-I
• I. , -
Fla 7 VELOOO'Y l1ISTRJBUnON BETWEEN~. . .....• .60° APPROACH, OfKEONOOWNSTREAM~~ PERCENTAGE ()PEN!NG~4S~DtSCHARG£ 2.92 cfs
, ':C,·'·
~''';-
Ci =.00
3 5 7' 8 9· 10
40
3611
SPUR D-IKE
27" SPUR DIKE
18" SPUR DIKE
WITHOUT DIKE
b,.~,·· -~. . "\\Sf;
50
70
tO~ ~.~~~ , '~.,':.,' ,'.
,Cl,.,-,-150~E,FF":E",,C,T,,:,',OFCHANGE,,":, '.Y;U-I'J OF LENGTH
40
'e'·
IA.•
~""',"5'O"" ''.'~ ..... _ .~,'a.' , r" " .', ".""... '.-cr ."" ' , ' , "._ ', .. ',' ", ',' ,',',' .lB' lr E)O •.••.~...•...•
W,' ,7'0'......LiJ'~'80·
~,..- ....... '. , ,/--,,.. ----~ \'/ ,
// , -
// ALONG', ~ '-':',/ "-- ,
"
50
60
80
"'-
60~ ,_:-~-- '. " ,'" " ,,':::::<,.. ' , .' .70~ ~~~~ . ~-G ~
A
~--------------~ \/~/// AlONG B~F ~
/,.~/EFFECT OF LENGTH 1I rvJ { /
/' a =v, constant,,,,,,80r- .__-/
50
70
Ie'
~a... 50cr
60lB" ffi 70Ledd .~·W~BO
'AI
SOr '
FIG~ 8 vaOCITY orSTRIB·UTIO'N' BETWEE'N"ABUTME.f\lTS60 0 APPROACH,- DIKE ON DOWNSTREAM ABUTMENT~. PERCENTAGEOPENIN.G4S.;6,. DISCH-ARGE 2 ..3,2 cfs
<)
. r .;:e 80 ~:"n.
,0: 70 ,I .
. ffiao. - L.-. -- ~-& ..-:, •.~ ~
'~>50 .. i
.......~.--.~;._ ...........
.tif;t/b"'---"."~."''--- ....~--
. . ·11~~_... ·36·- ··DIKE------ 27",:'- DIKE - ..---.,. WITHOUT DIKE
DISCHARGE· 2.92cfs
DISCHARGE ,2.5·-· cfs
DIS.CHARGE.. 2.0 c;fs·
~
FIG.' VELOCITY DlSTRI8UTIONI£TWEEN ,ABUTMENts .
FOR . CURVED DIKES.APPROACH 90°
-- ...:.<~. -·~_:_2_ . . . - :. . .::' ~~ '. ,..:. ~-':~.: •.-,.- ,...-' "":....._~_.~_._'.....-- ~:~_.......-..~ ........,._~_,.~
.. ' . .'.,
, . .~.~•..<. ,,:.lk;>e'" .,}~~
' .
...,..---...-.-- --_._;-.--------.",,----
..
----WITH·. DIKES .. .,·WITHOUT· ,DIKES··· ·
-.
.. . ·FIG.. 10 THE EFFECT ,. OF SPUR·· DIKES ..ON . WATER SURFACE PROFILE A.LONG CENTERLINE. .
. PERCENTAGE OPENING 22 ..9 DISCHARGE 2.92 cfs··
,1,.200 f _. "
"
tr",~l.
l.b-J.~ - - . . ~ .. - .- -.,;.
"n=-.:~:.··•... ..n '.G.measureof· effectiveness .
of-' 'tronsm.ission, of ch:ann'ef:, ,,"~ - .,' .."-
~i
, 1.0'0'0 '! _ _ [ d 1 _ . l' , T-
0·":- -']Cl,,: - 20 50,::' - 50" ' '60:,- ' ~:10:' .. 80:'."
%·OPENING... . ~ ~
FIG.lI INFLUENCE OF DIKES ON. EFFECTIVENESS OF THE CHANNEL
504,0
..: {a=20°J".360 ... .,.
. "'~~,~.. /18u~ ,
2711
30
O~4
.. ... "".,,'"-. --"""" . ... .
O~3 .~rJ1'..' ~X·<:200I'O',0..",..~. .
,'2fY - ~ '0°
,0.3
·0.41
·"50.. ' ,40'
... ···ICl=104 ...
~ ...36".~~2711
ISII
. ~ 30:
0.3'
0.4',
,.':',01$,
~ ", .. -- ,'~-~..~ ,0.3,
0-2 t JS ! . I '. . .a2l I I f
, ,20 . 30 '. . 40 50 20 30 . 40 50 .-#-
% OPENINGFIGo 12 EFFECT OF -DIKE LENGTH ON VELOCITY.PARAMETER FOR VARIOUS'
PERCENTAGE, QPE-N-INGSo 90Q· APPROACH, t DiSCH'ARGE' 2.95 cf's
.'
~~.
-fIilIIllrD. ....
~
20
" ',., .,.............................',.,
10
o
o·
IAverage Inffuencer-
23.0\ : of Angles,
.. 43.8c;t
0.4(23.0%1
.3611 0.3
2711
IS"
o .- 10 200.2
004
- 0.3
ID.VI. 0.2\/
0.4134.9%1
0.4 I·~
143.8%1
0.3IS
U
27 11 0.3
3611
36il
2711.
1811
, «02,0 10
\ __.......
o 10 20
FIG~ 13I
ANGLE 0
EFFECT OF DIKE LENGTH ON VELOCITY PARAMETER FOR VARIOUSDIKE ANGLES e 90 C APPROACH t DISCHARGE 2 e92 cfs
'18VIVo
020
0.4
0.2
020
,IIAn __
~IBEI···
30- , 40 .
0°
'~o-- IIBI'
:.[{l:0.4-
,·e"--~---
% OPENING-FIG-o 14 EFFECT OF DIKE ANGLE AND LOCATION ON VELOCITY- PARA'METER
FOR VARIOUS- PER.CENTAGE OPEN-lNGS-~ 6-00 APPROACH, _DISCHARGE 2.92 cfs
.,-~ - • - - - - &
.··cu<lcGl~<:c
,'~22"~,9:'O/o, .". 34~5·o/o········.
,,:.,.-;,,:I~:~:·~·-:'
, ," , 0" t. - I '." , , O'a i ' I , ,= ,i
", ',0 15- . .30 :,45 '0' --15 ,30·. ,'45," :
",
. ANGLE o·" '
FIG~,15 EFFECT OF PERCENTAGEOPEN-ING:" ,ONV·ELOCITY PA'RAPJlETER'" 'FORVARIOUS DiKE ANGLES" GOo APPROACH" DISCHARGE 2.92Cfs
.-f/):
"'-oZ' .. .: :'
·IL
'0.80
fO- 20'· 30:'" 40." '_ - ,I. .
Revolutions I·Minute.:': -"~ -
u
~,," .•'~'.'
REVOLUTIONS ' ,PER; '·,MINUTE. . .
_FlG•.16- .OTTCURRENT·,",.:METERCALI:B-RATfON 'CI:iART
..... ~ .•: .. ... ':. ........ -
LEHIGH UNIVERSITYDepartment of Civil Engineering
FRITZ ENGINEERING LABORATORY
HYDRAULICS DIVISION
STAFF RJBLICATIONS
McPherson, M. B. DESIGN OF DAM OUTIET.OUTIET TRASH-BACK VERIFIED BYMODEL TESTS
Civil Engineering
Herbich, J. B.
1950
Di:scussion on: TRANSLATIONS OF FOREIGN LITERATUREON HYDRAULICS
Froc. ASCE, Jour. of Hydr. Div. P.per 2349, HY 1 1900
Herbich, J. B.
Herbich, J. B.
1953
W-.rnock, R. G.Howe, J. W. 1960
AN ANALYSIS OF THE RALSTON CREEK HYDROLOGIC RECORIBulletin No. 16, Iowa Highway Rese~ch Boare
DIKES CURE SCOURING AT ABUTl'IE.KTSThe .4meric~n City I':agazine Vc,L 77, No. 12 o. 11 1"(-,::
EFJ:i'f;c.:T CiF- BSm: eN WAVE RUN-UP C-l~ COl-';PCSITH BEliCHFroc. ASel:., Jour. of ~'_terways .nc H;rbcrs Tiv.Paper 3526 1C,'(j
Discussion on: LATEST DnEDGING PF..ACTIC~
Proe. ASCE, Jour. of v.:..terways anc E;l,rcors l,iv.Paper 2914 1';'_1
SOME NOTES ON CONPARISON OF' BRITiSH MID AI\.t:RICANUNIVERSITIES
Edinburgh University EngineeringSociety Ye~r Book 1962Edinburgh, Scotland pp. 26-29 1.(,(.2
THE EFFECT OF SRJR DIKES ON FLeOD 1"1O'I'IS THROUGHBRIDGE CONSTRICTIONS
Paper presented at ASCE Nation.l Convention -.t,Basten, M.ass.. 1<·(,·'.:
EI'FI~CT Oli' D:i-ELI.£;H. IIi,SIGN ,::r;..AliGr:,S l:l; CEAHJ._CT~J{I':-:'l'l';~
OF .b. }~OI~L IJifr;nGE RHH..ASNE, raper No. 63-J..HGT-33 1'1(-:-
Herbich, J. B.
Herbich, J. B.
Herbich, J. B.
Herbich, J. B.Sorensen, R. 1',.Wi11enbrock, J. H.
1953
1954
1957
1957
1957
DISCUSSION OF SEVEN EXiJI,ORATORY STUDIES INHYDRAULICS
Froe. ASCE, Jour. of Hydr. Div • P~per 1230
BUTTERFLY VALViJ FLOW CHARACTERISTICSFroc. ASCE, Jour. of Hydr. Div..Paper 1167, HY 1 2d p-.ges
AN II~XFENSlVE DENONSTRATION FIUIL FDLARISCOFECivil Engineering
Discussion on P.per: DETERMINATION OF PRESSURECONTROllED PROFILES
AseE Proceedings, Sep~~te No. 491
A STUDY OF BUCr:ET-TYFE ENERGY DISSIPATEB.CHARACTERISTIC S
Froc. ASCE, Jour. of Hydr. Liv.Faper 1266, HY 3 12 p.gesCorrections: P.per 1348, HY 4 pp. 57-64
ACCIDENTAL AIR IN CONCRETEJour., ACI, Vol. 26, No.3Froc., Vol. 51, Title 51-13
ELBOW }JE,TER fERFORMANCEJour. AWWA, Vol. L6, No. 11 pp. 1087-1095
McPherson, r-1. B.
White, 'Il. M.l'~cJ:berE'on, N. B.
Macn~mghton, N.. F.Herbich, J. B.
T.ylor, D. C.l".c.fherson, I'Z. B.
1'lcfherson, }~. B.Str.usser, H. S.
NcFherson, N. B.Dittig, R. G.
HcPherson, E. B.Karr, 1'1. H.
Kcmerson, 1-:. B.I;'Jorel, A. R. R.
StrCiub, 1. G.Herbich, J. B.Bowers, C. E.
OUTLET FDRTAL PRESSURE DISTRIBUTIONP.per presented .t ASCE Convention at Chicago 1958
AN EXFEFill~NTAL STUDY OF HYDRAULIC BREAKHATERSCoastal Engineering Chap. 43; pp. 715-728 1958
W-.rnock, R. G. VIBRATICN 1"RhCLJENCIES OF' A CIRCULAR CYLINLdt eli'FINITE :lliNGTH IN AN INVISClIi FWID
P.rt 3 of fin.l report, Contr.ct Ne. 3271(01) (x) Institute of Hydraulic Rese.:o.rch,University of low. 19tj
Str...ub, L. G.Bowers, C. E.Herbich, J. B.
Herbich, J. B.
LABORATORY TESTS OF ffiR1'1EABIE WAVE ABSORBERSCo.astal Engineering Chap. 44; pp. 729-742 1958
Discussion on: SHIPBOARD HYDRAULIC BREAKWATER?roc. ASCE, Jour. of Waterways and H-.rbors Div. -P.per 17B5 1958
Herbich, J. B.Christopher, R. J.
Herbieh, J. B.
USE OF HIGH SFEED PHOTOGRAPHY TO ANALY& PARTICLEMOTION IN A NODEL DREDGE ruN?
Proceedings, I.A.H. R., Paper 4.12 Lancon,England
EFFECT OF LARGE-SCALE ROUGHNESS ELEMENTS ON FLOWIN OPEN CHANNELS
Dissertation Abstracts, Volume XXV, Number 2
19b3
1964
Herbich, J. B. Discussion on: WAVE FORCES ON SUBMERGED STRUCTURESProc. A8GE, Jour. of Hydr. Div. P.per 2076 1959
Herbieh, J. B.S~u1its, S ..
LARGE-SCALE ROUGHNESS IN OPEN-CHANNEL FLOWFroe. ASCE, Jour. of Hydr. Div., Pa per 4145 1964
Herbieh, J. B.Sorensen, A. M.Wi11enbrock, J. H.
EFFECT OF :BERM ON WAVE RUN-UP ON COMPOSITE BEACHESTrans. ASCE, Vol. 129 1964
LEHIGH UNIVERSITYDepartment of Civil Engineering
FRITZ ENGINEERING LABORATORY
HYDRAULIC DIVISION
PROJECT REPORTS
MODEL TESTS - NEW DIVERSION DAM(Sponsored by Pennsylvania Elec. Co.)Project Report No. 29 10 pages 1956
MODEL TESTS FOR SHAWVILLE DAM(Sponsored by Gilbert Associates,Reading, Pennsylvania)Project Report No. 1427 1953
6" BUTTERFLY VALVE BEAD LOSS TESTS(Sponsored by W. S. Rockwell Co.,Fairfield, Connecticut)Project Report No. 26 14 pages 1953
3 to 100 SCALE MODEL STUDY OF CHUTESPILLWAY PENN FOREST DAM
(Sponsored by Bethlehem Authority,Beth1ehem~ Pennsylvania)Project Report No. 28 10 pages 1956
1953
BUTTERFLY VALVE RESEARCH(Sponsored by CDC Control ServicesHatboro, Pennsylvania)Project Report No. 25 48 pages
MODEL TESTS FOR CONDENSING WATEROUTLET STRUCTURE - FRONT STREETSTATION, Erie, Pennsylvania
(Sponsored by Gilbert Associates,Reading, Pennsylvania)Project Report No. 1429 1953
MOVABLE BED MODEL STUDY OF GREENSBORO,NORTH CAROLINA DAM
(Sponsored byWilliam C. Olsen and Associates,Raleigh, North Carolina)Project Report No. 27 20 pages 1955
McPherson, M. B.Strausser, H. S.Mostert, J. G.eo1levi1le, P. J.
eo11evil1e, P. J.
Reid, A. W.
McPherson, .M. B.Strausser, H. S.
Reid:t A. W.
McPherson,. M. B.Strausser, H. S.
Reid, A. W.
1952
1952
1952
1952
1950
1951
1950
MODEL TESTS OF PROPOSED DESIGN OFANTIETAM (WAYNESBORO) DAM SHAFTSPILLWAY STRUCTURE (Sponsored by
Gannett, Fleming, Corddry andCarpenter, Inc., Harrisburg, Pa.)Project Report No. 21 76 pages
TESTS OF A 1:32 MODEL OF A PROPOSEDOUTLET STRUCTURE FOR FIRST FORKSINNEMAHONING, DAM (Sponsored by
Gannett, Fleming, Cordd£y andCarpenter, Inc., Harrisburg, Pa.)Project Report No. 22 16 pages
CONTINUATION OF MODEL STUDY OF HILLSCREEK DAM S·PILLWAY
Project Report No. 18 75 pages
TESTS OF A SIX-INCH BUTTERFLY VALVEDISCHARGING UNSUBMERGED (Sponsored
by Fluids Controls CompanyPhiladelphia, Pa.)Project Report No. 20 23 pages
STUDY OF MISALIGNMENTS IN AN OPENCHANNEL
Project Report No. 16 12 pages
MODEL STUDY OF A CORRECTIVE DESIGNFOR THE LITTLE PINE CREEK OUTLETSTRUCTURE (Sponsored by
Justin and Courtney, ConsultingEngineers, Philadelphia, Pa.)Project Report No. 19 41 pages
MODEL STUDY OF HILLS CREEK DAMSPILLWAY
Project Report No. 17 43 pages
McPherson, M. B.Strausser, H. S.
McPherson, M. B.
William., J. C.McPherson, M. B.
Eagleson, P. S.
McPherson, M. B.Straus-ser, H. S..Liebig, J. O.
McPherson, M. B.
~cPherson, M. B.
Williams, J. C.Herbich, J. B.
McPherson, M. B.Strausser, H. S.
REPORT ON TESTS OF BUTTERFLY VALVESDISCHARGING INTO A MODEL DISCHARGECHAMBER AND FLUME (Sponsored by
. Fluids Controls Company, Inc.:tPhiladelphia, Pa.)Project Report No. 23 39 pages
ADDITIONAL STILLING BASIN TESTS WITH A1:32 MODEL FOR FIRST PORK, SINNEMAHON-lNG, DAM (Sponsored by
Gannett, Fleming, Corddry andCarpenter, [nc., Harrisburg, Pa.)Project Report No. 24 46 pages
1952
1952
Dittig, R. G.Herbich, J. B..
Herbich,. J .. B.
TESTS OF A WIRE MESH FILTER(Sponsored by Purolator Products, Inc.Rahway,. New Jersey)Project Report No. 30 18 pages 1958
CHARACTERISTICS OF A MODEL DREDGE PUMP(Sponsored by U. S. Army Corps ofEngineers, Philadelphia District)Project Report No. 31 110 pages 1959
LEHIGH UNIVERSITYDepartment of Civil Engineering
FRITZ ENGINEERING LABORATORY
HYDRAULIC DIVISION
FROJECT REPORTS
Brach, p. L.Herbich, J ~ B.
Waddington, W. M.Herbich, J. B.
Herbich, J. B.Vallentine, H. R.
Patel, M. S.Herbich, J. B.
Herbich, J. B.Vallentine, H. B..
Herbich, J. B.
Aprr.ann, H• .p..Ali, S. I':.
Sorensen, 11. N.~~illenbrock, J. H.
SCAlE 'EFFECT ON 2700 FIFE BENDS FORBINGHAM BODY FllJID
(Sponsored by U. S• .ArlITY Corps of Engineers,Phil.delphia District) Fritz Lab. Report No.277-M-10 1960
ANALYSIS OF HIGH-SFEED MOVIES OF A MODEL RTMP(Sponsored by U. S. Army Corps of Engineers,Philadelphia District) Fritz Lab. Report No.277-M-ll 1960
CONTROL OF BRIDGE SCOUR BY SRJR DIKES(Sponsored by Modjeski :md Master, Harrisburg,Pennsylvania) Fritz Lab. Report No. 280-P.R. 32 1961
SCOUR CONTROL AT SKEW BRIDGE A.BUTHENTS BY USEOF' SRJR DIlffiS
(Sponsored by Hodjeski and Nasters, Ha.rrisburg,Pennsylv,mia) Fritz Lab. Report No. 280-M-30 1961
t;FF1CT OF IHlliLlliR DESIGN CHANGES ON CHARACTERISTICSUt' .A NOD.l!;L DrthDGE RJNP
(Sponsored by U. S. A:rmy Corps of hngineers,fhiladelphia District) Fritz L.b. Heport No.277-?R.33 1961
STAW S R8FDRTS ON ll£PROVING DESIGN OF A HOPFERDHEDGE .tUNP
(Sponsored by U. S.. Army Corps of Engineers,fhiladelphi. District) Fritz Lab. Report No.277.3h 1962
CONTrlOL OF BitIDGE SCOUR BY SRJR DIKES(Sponsored by Modjeski and }lasters, HCi.rrisburg,Pennsylvania) }'ritz Lab. Report No. 280.17 1962
A STUDY OF THE EFFECT OF HORIZONTAL BERM Vl!.RIATIONON WAVE RIJN-UP UPON A COMPOSITE BEACH SLOFE
(Fartially Sponsored by The Institute ofResearch) Fritz Lab. Report No. 293.35 1962
Warnock, R. G.Herbich, J. B.
Murphy, H. D.Herbich, ,J. B.
Isaacs, w. P.Mariani, V. R.Murphy, H. D.Talim, S. F.
Is.acs, W. P.
Murphy, H. D.
Isaacs, W. P.Herbich, J. B.
Herbich, J. B.Isaacs, W. P.
Shinda1a, A.Herbich, J. B.
EFFICIENCY OF RJMPING AND PIPING LAYOUT(Sponsored by National Bulk Carriers, Inc.)Fritz Lab. Report No. 294.1
SlCTION DREDGING LITERATURE SURVEY(Sponsored by Ellicott Machine Corporation,Baltimore, Maryland) Fritz Lab. Report No.301.1
FERFORMANCE STUDY OF A 1:6 MODEL DREDGE RJMP(Sponsored by Ellicott Nachine Corporation)Fritz Lab. Report No. 301.2
MEASJRENENT OF SIIJR:q,y FLOW BY USE OF 900 ELB01lil'lETER
(Sponsored by National Bulk Carriers) FritzLab. Report No. 299.1
SCOUR OF FLAT SANI.' BEAC1llib DUi!: TO WAV.t!; ACTION(tlponsored by the Institute of Research) FritzLab. Report No. 293.2
MODIFICATIONS IN A DREDGE PUMP AFFECT HIGH SPEEDAND CAVITATION CHARACTERISTICS
(Sponsored by Ellicott Machine Corporation)Fritz Lab. Report No. 301.3
GAS REMOVAL SYSTEMS PART I: LITERATURE SURVEYAND FORMULATION OF TEST PROGRAM
(Sponsored by U. S. Army Corps of Engineers,Phi lade 1phia District), Fritz Lab. ReportNo. 310.3
GAS REMOVAL SYSTEMS PART II: DEVELOPMENT OFFACILITY IAYOUT AND FORMULATION OF TEST PROGRAM
(Sponsored by U. S. Army Corps of Engineers,Philadelphia District), Fritz Lab. ReportNo. 310.7
1962
1963
1963
1964
196u
1964
1964
1965
Herbich, J. B. NOLIFICA'rIONS IN DESIGN IMPROVE DREDGE roMPEF'FICThNCY
(Sponsorec by U. S• .Army Corps of Engineers,Philadelphi. District) Fritz Lab. Report No ..277.35 1962
LEHIGH UNIVERSITYDep~tment of Civil Engineering
FRITZ ENGINEERING LABORATORY
HYDRAULICS DIVISION
SFECIAL REroRTS
Del:Any, A.. G. THB: FruSH VALVE UNDER LOW PRESSURE K.u-r, M. H. BllCKET-TYffi ENERGY DISSIPATORSUnpublished Thesis 45 pages 1940 Graduate Study Report 30 pages 1956
Dawson, J. H. Tllli EFFECT OF LATERAL CONTRACTIONS ON SUFER- Murthy, D. S. N. POTENTIAL FWW IN 90° BENDS BY EIECTRICALCRITICAL FLOW IN OlEN CHANNELS ANALOGY
M. S. Thesis 76 pages 1943 Graduate Study Report 23 pages 1956
Coles, D. EXFERIMENTAL RELATION BETWEEN SUDDEN WALL ANGIE Morel, A. R. R. EXIT PORTAL PRESSURE STUDY; SQUARE CONDUITShint~, T. CHANGES .AND STANDING WAVES IN SJFERCRITICAL FLOW Graduate Study Report 13 pages 195727 pages 1943
Glomb, J. W. INVESTIGATION BY EIECTRICAL .ANALOGY OF POTENTIALJacobsen, J. T. HYDRAULIC LABORATORY MANUAL FLOW IN A 900 ELBOW WITH A DIVIDING VANE
An Undergraduate Thesis1948
Undergraduate Study Report195743 pages 17 pages
Becker, H. L. INVESTIGATION OF PRESSJRE MAGNITUDES AT Brach, P. HYDRAULIC MODEL INVESTIGATION ON CHIEF JOSEPHMISALIGNMENTS IN AN OlEN CHANNEL Castro, V. A. DAM SP.ILLWAY12 pages 1949 Kable, J. C. Graduate study Report 41 pages 1959
Becker, H. L. DESIGN OF LONG-RADIU S, HIGH-RATIO FLOW NOZZLE ReiJner, P. DESIGN OF A CAVITATION UNIT6 pages 1949 Undergraduate Report 22 pages 1959WilliOilTlS, J. C. A STUDY OF MISALIGNMENT IN A CLOSED CONDUIT C-.rle, R. J. THE UBE OF SRJR DIKES WITH BRIDGE ABUTMENTS
22 pages 1951 Graduate Study Report 16 p~es 1959Nece, R. E. THE CONSTRUCTION AND TEsrING OF A SCAlE MODEL Carle, R. J. THE EFFECT OF SRJR DIKES ON FLOOD FLOWS
OF A DAM SPILlliAY AND STILLING BASIN (FALL RIVER Kable, J. C. THROUGH HIGHWAY BRIDGE ABUTMENTSDAM, KANSAS)Graduate Study Report 135 pages 195944 pages 1951
Kable, J. C. THE DETERMINATION OF THE IENGTH OF SRIR DIKES FORBrey, G. K. EXFERll1ENTAL DETERMINATION OF CIRCULAR WEIRFLOOD FlOWS THROUGH HIGHWAY BRIDGE ABUTMENTSCHARACTERISTICS
Graduate study Report 61 pages 195917 p~es 1951Weiss, W. L. SUGGEsrED DESIGN CHANGES FOR A CENTRIFUGAL RlMPWilli8lT1S, J. C. sruDY OF MISALIGNMENT IN AN OIEN CHANNEL AND A
lllPELLER HANDLING DREDGED MUDCLOSED CONDUITGraduate Study Report 20 pages 1959M. S. Thesis 61 pages 1952
Joshi, D. R. STUDY OF SWR DIKE SMcPherson, M. B. THE DESIGN OF BENDS FOR HYDRAULIC STRUCTURESM. S. Thesis 40 pages 1963C. E. Thesis 46 pages 1952
Patel, G. BEFORT ON STUDY OF GRAVITY WAVE REFLECTIONS FROMVanOmmeren, W. THE CHARACTERISTICS AND ACCURACY OF RECTANGULARFLOATING RECTANGULAR BODIESBENDS USED AS FLOW METERS
Graduate Study Report 22 pages 196318 pages 1953
Taylor, D. C. THE CALIBRATION AND ACCURACY OF ELBOW METERSUndergraduate Study Report 1953
Tali~, S. F.Vesilind, p. A.
Marimi, V. R.
Herbich, J. B.
VanWeele, B.
IEHIGH UNIVERSITYDepartment of Civil Engineering
FRITZ ENGINEERING LABORATORY
HYDRAULICS DIVISION
SFECIAL REffiRTS
A STUDY OF THE EFFECT OF HORIZONTAL BERM VARIATIONIN WAVE RUN-UP UPON A COMFOSITE BEACH SLOm WITHDEPrH OF WATER EQUAL TO BERM HEIGHT
Graduate Study Report 46 pages 1963
CAVITATION CHARACTERIsrICS OF A MODEL DREDGE RIMPGraduate Study Report 34 pages 1963
EFFECT OF LARGE-SCAlE ROUGHNESS EIEMENTS ON FLOWIN a fEN CHANNELS
Fh. D. Thesis, The Pennsylvania State University95 pages 1963
SCOUR OF FLAT SAND BEACHES DUE TO WAVE ACfION ONMILD SLOPED SEAWALLS
Graduate Study Report 1965
Armanet, L.
KrisaIDJ F.
LEHIGH UNIVERSITYDepartment of Civil Engineering
FRITZ ENGINEERING LABORATORY
HYDRAULIC DIVISION
TRANSLATIONS
TURBI~JE BUTTERFLY VALVES (VANNES - PAPILLON DESTURBINES)
Genissiat pp. 199-219La Houille BlancheTranslated by p. J. CallevilleFritz Engineering LaboratoryTranslation No. T-l. 1953
INFllJENCE OF VOLUTES ON CHARACTERISTIC CURVES OFCENTRIFUGAL roMPS(DER EINFWS DER LEITVORRICHTUNG AUF DIEKENNLINEN VON KRElSELRJMffiN)
Zeitschrift des Vereines Deutsch.erIngenieure, Vol. 94, No. 11/12
pp. 319~366 April 1952Translated by.A. Ostapenko and John B. Herbich,Fritz Engineering Laboratory Translation No.T-5. 1959
