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I~EPJm,I~ OF ~ ~ O R

BORF~UOF RECL4HATI~

Bcmr~= sm~z~ oi, mu~m~y ]~ms o~ m#mm ~A~om

I~Rou UND~jIC~ OR I=~PZN~

abemII~

Denver, Colo~do,

5eptemt~ 9, 1932

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. # j ~ l ~ ¸ ~ • . *

] aa a, edL w th varl inds of earth 'oaaaa o= , to ~he lencth of the Percolation path neoeemn~ ~o In.emm~ f~tX-

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When a masonry dam i s founded on e a r t h , ~ e o f t h e w ~ l ~ fZwR the r e s e r v o i r P a r e o l a t e s b e n e a t h i t and a p p e a r s ~ t h e ~mnurtawmm sidle Zf the veloeit-y of the flow Where it emerges im enafflelent, lla'tlcles of the foundation material will be ~Tiod ~ by the w a t e r , and t lnm d e c r e a s e the ~ e s i s t a n e e t o ~he p e r c o l a t i o n . The r ~ - cUlt la ~ Increased velocity and Beater erosion, ultlmately cauB-

t h e fore, na t i on o f a channel or " p i p e " b e n e a t h t h e ~em, wh ich may rapidly enlarge and cause the failure of the sl~ue%~u~. This pz~cess * is known as piping. To prevent piping it is neoesmx7 ~o so dasi~ the ~ ~hat the velocity of the seepage water as it emox~ee Qn the Oownst~eem side is insufficient to remove the founda+io~ material. This is accomplished by.maMin~ the route+ along which the water percolate of such a length that the velocity.of flow is reduced ~o a safe value. ~ne investigation ~escrlbed herein was ~ndertake~ + +o determine from data on actual d~ns the le,.~th of the pereolatlon path n e c e s s a r y t o i n s u r e s a f e t y f o r dens founded on v a r i o u s k i n d s o f matert~:Le

. T h e o r e t i c a l C o n e i d e r a t ~n~=

The law of flow of water through earth was detoz~nined many years ago in this country by Allen P~zen, ~ Am. Soc. C, E. and in India by Clibborn and Be~esford. Their experhnen1~ showed that (neglacti~E telperat1~e effects) the discharge ti~o~h a colmnn of sell of a give~ ecenpositlon varied directly with the head, directly wlththe cross seetlonal area and inversely with the length. This relatiom may be expa~soed

Q.K Ra -f-

where Q is the discharge in second feet, H is the head in feet, A is the cross sectional 8rea in square feet, L is the length in feet and K is a ooefficient which depends on the character of the material.

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~ l ~ J ~ fo~ ~ the v~lue AV, there may be obtained free equa- ~10~ (3.) ~ empressiee

L ~r -K~. (a)

a give= class o f n ~ t e r i a l there is a d e f i n i t e maximum v o l o c i t y , ~ n~ which t h e w a t e r can emerge below the d~n w i t h o u t carr~i~ aw~F i~mAati~ material and oausln~ the failure of the structure° Oa~-

biXMM~ t h l s v~Xue o f V m w i t h K, which a l s o depends on the m a t e r i a l , %0 f ~ a new c o e f f i c i e n t C equa l to r t he e x p r e s s i o n

La=os

$~ ~ where X~ i s the mln~nt~ s a f e l e n g t h o f t r a v e l p a t h and C G c o e f f i c i e n t depending on the f o u n d a t i o n m a t e r i a l .

t~q~O .:k~ l;heor~ seems to be generally nooeptedo ,Zn ap~lylng it, %WD dlffleml~ies arise: (I) How shall the lencth of the travel ~ ~ measured? a~d (2) What v~lue of C cam safely be used for

~o~ of ~terial? Before going further into .a discussion ~.~ points it may be well to give the history of the develol~mon% ~ a ~ - p h a s e o f dean d e s i g n .

m lcax

• ~ s t r a t i o n a l b a s i s f o r t he d e a t h o f n ~ s o n ~ drone on e a r t h • l l ~ B t D i ~ S m ~ n s tO have been developed in I n d i a , as a r e s u l t o f t h e ~ t 1 ~ : ~ 1 0 ~ o f 0o l . ~ l b b o r n and Mr. BeresfQrde Go~. Oltbborn was

~ ~ o U t i V e ]Ji~::Lneer in charge o f the R o l h i k h a n d Canal D i v t - ~ @he ~ a i t e d P r o v i n c e s , Xndia, where t h e r e were a number o f dmns

~ IJ4~ht sand which had often given trouble. After he becmne Of ~ .Col lege, t o g e t h e r .~ith Mr. B c r e s f o r d , he c a r r i e d

@ O~elc~. s e t of e~P_orlz,~mlts on ~ iGw of flow throu@h sand. ~ * ~ a e e ~ r ~ n e n t s ~ r e s f o r d concluded t h a t t he Narora wei r on the ~"~Ivea-was Is, maZe, because of e x c e s s i v e upward pr- -~urc on the qPBIBiB ~ made n r e p o r t 'to t h a t e f f e c t . At t h e t ime no special t r oub l k~ b~ ~ionos~ with the d~, but as a result of this report pree-

P~s wc~e p l a c e d in ~he apron t o i n d i c a t e t he upward p r e s s u r e be-. ~M, ~b~ ~ i n d i c a t e d in t h e s e pipes o o n f i r ~ e d B e r e e f o r d e s

and by eolneidenoo, t he n e x t d ~ a f t e r t h e readies were ~ ~ ] n l e ) ~ho ~'.pa'o~ a t a n o t h e r pen t of the d e s ~ bless

~a~ ~ ~ :Ln a bZe~oh of t h e w e i r , The f a i l u r e of au l n ~ a - t a u t ~ mo p~ptly after the declaration of its instability _~ned the em~ineers of ~e United Provinces; told the

, ~ £ e i~-o4.1.ont ~hom~r o f deeIGm b~e generally accepted there about

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~ edi~Ism o~ ~i~'e ~etioaX ~eslsm of Xrr~tiom Worms ~ ~ ~ ~m whloh the %"aeory ~ a~eed that the stability o f ~ ~ ~ ~ pOT~U~ f o u n d a t i o n depended upom the w s ~ h t o f the s t r u o -

~ ~ O~ I~ ~tio of %he pereolatio~ distance . to the head, ~m h i ~ ~ e~Litione .publlsh~ im 1910, ~ligh a~mits the fallacy of hle ~ r ~ eomtentions am~ e~laims his well kno~m theory that the safety

~ dams on e~th foundations depended on the length of the per- • ~l~iO~ patch, 11hloh was along the line of ~ontaot of the structure and ~s fow~m~i~m.

~.i~ ~ O~slo~ w~s also reached independently by Mr. W. ~ Grif- . .~%h a ~ ~he s~me t~. The author believes that his paper has not : Q

--~ ~ ~ t y Of Weir ~dations on Sand and Soil ~ ' b J e c t .to E t ~ - -

remelved %he recognition in this e o u n ~ ,~hich its value Justifiel. ~i~re it was published Bligh's second edition appeared, in which he ~s~ p~omed that idea. TPe s~me comclusion seems to have been roached about @hat ti~s by Mr. W. W. Tefft, L Am. See. C. E., but did not find its way i~ta~ print. The widespread use Of Bli~.hts book, together with ~e l~lAeatiom of other articl~:s ~md books==b~j him, has led engineers

-_ - - era4 Weirs, Biigh. . . . . ~O~Ta~os and Weirs on Porous Foundations - Bligh, Eng. News, Vol.

~ on Porous Foundations and with Pervious Floors - Eng. Ne~s, Vol.

Lessons ~ the Failure of a N~ir and Sluices on Porous Foundations - m.s. e.a. vo . p.

7.ZTi~ati~m ~adworXc~s Repair and Dsm Failure - Eng. News, Vol. 75, xo .

~ ~ to give the credit for the idea ~@ Bli~h.

In 1911 an article appeared by A. C. Y~nig *~* giving rules for the design of masonry dsms on earth foundations, Y~hlch contains a nmnber of veluable ideas.

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~ , 4m~ Soc. C.E., Vol. V~ 1911 p. 175.

Little appeared in literature for many years after these publica- tions to aid the engineer in the practical desicn of masonry dsms on earth foundations, but a arm:bar of measur~nonts of up.~rd pressure on • actual and model dsms have been published from tlm6 to time. R~cuntly, methods have been devised for de~crmLulng the up~.~rd pressure and path of percolation for various conditions. One of these is that used by

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Terzaghi ~, It seems Co have been first used for d~m fc~atlons by

Forchheimer** but Mr. Terzaghi's article a~ears to be ~he fi~t e~la- P

natiion of this use in EnGlish.

By means of a flo ~- no% '.,~* the direction of the currents of the

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l~ & lie Lab orate Practio e .Fz 'eo~n, ~, 6 0 5 . I I ,

-:ater and the ur~ssure throughout the ~material beneath the dam can com~utod for vari~.us assumed conditions~ Another interesting method of obtalnin~: %he same informatlnn has been devised by Prof. N. N. PavloTs~. He makes use of the similarity of the laws of flow of the oleel;rie ~ur- rent throu'~ a conductor and the flow of ..-a~er throuc_h soil. nearly as can be determined from the information available, his method is as foLlo.~s: A cross section of the ~orous foundation materiel im the vicin- ity of a dam is r6nrosented by a thin elate of metal, impervious mater- ial in the foundation soil, such as~ shoot piling, cutoff walls of the ds~ or imw:rvious soil layers, are introduced by cutting out the metal at that hart of the cross section which would rewresent their ~osltion. The uwnor od~c of the shoot corresnonding to the ~ortion of the fomm~a- tlon in contact -dth the hcad-ntcr, is connected to one nolo of an elec- tric b=ttcry andthat ronrosenting the contact ,~ith tail-at:r ~ith the other ~o!o. By observing the ~o.~tial at various ~oints in the emcee section ~nd alon: the edge corresponding to the base of the d~m, am~. dra-~ng lines of c~ual no~cntiol, the urossuro at cny noint -,ithin the material or bono .th the dnm tony bo dot reined. By dra-ing lines ro~re- scn~inc the dir.oction of flow in the same sumner as in the flo~: net, the direction and relative velocities may be determined. Layers of differ- ent nermeabillty ~ay be renresen~d by changing t.he thickness of wari- ous ~ortions of the nlate or by using metals of different frictional re- sistance. Yith either Teru~;:hi's or Puvlovsky's methods it is wossible to obtain a ri;id solution for the given assam~tions, and they arc very useful in obtalnln ~ a nicture of the flow of the -~at:r beneath the d~m. As ~ll bc ~iscussed latcr he'-over, the results obtained, if the ordi- nc~-y aeeumnti,~ns are used, must be ao-li0~ to actual cases ith c~utiom.

Throe intzr~stin.g and instructi.~o hewers have r~'contly awnearod, :'hlch thro-much light on the nroblom. T~'o of those arc honors of the PUnjab Zn'-Ino.rind: Congress 1930, by A. N. Khosla: No. 138, "Hydraulic Grcdlon~s In Subsoil Watar Flo-,. in Rclatlon to Stability of Structures RosSini: on Saturated Soils" and No. 14~,"Stablllty of ~.-olrs and Canal

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1~00~ks, ~ ~lication of the No~ Theory of l~ydraulzc Gradient." The third is a paper "On Percolation under i~prons of Irrigation Works" by S. Lollnvsk~.

Course of the Seop~e Beneath n D~.

The Path which the water takes in flo,~ing beneath a dmn might be de~ernline~ ~'ith reasonable accuracy by olthor the flou net or oloctrlc- 61 methods if all the conditions governing the flow uero ~.ccurately k~11. This is never the case however, and for purposes of design cer- t~ ass~m~tlons have to be made. In his second edition of the Practl- oal 1)esign of irri@ation Works, Blich proposes an analysis on the ass~p- riga ~hrt the uater follows a path alon~ the line of contact of the don foundation (including the sheet piling) ~ith the foundation material,

I~ '/ ~The ~e method w~s suggested by Griffith. ~ This contact between the do= and ~e foundation material is snmetimes called the line of creep, and the method may be called th~ line of creep me~hod. Luother method ~hich has been advocated to some extent, may be ~ called the short path method, and is based on the assmnption that the course taken by the permelatiz~ ~ater is the shortest path through the pervious material

O betv~en the headwater and the tail.~ater. Neither of these method~ gives a true picture of the actual conditions of flo~ b~neath dame, but they m~ u s e f u l me~hods of practical design~ The line of creep method has ~ined a wide acceptance, and most masonry dams on earth fo'~ndatlons huave bee~ designed ~ccordln~ to it. !It has be~n used in the irrigation wurks of t h e United States Bureau of Recle=nation for many years ~rith satisfactory results. The short path theory has been but little usede

X~ designing a masonry dam on an earth foundation it is customary to ~s~e that the path of the water flowing beneath it is alwuys nor- =u~ to the axis of the dam. Analyses are therefore made of cross seo- tlo~s of the d~m perpendicular to the axis. If the material on ~/hich the srtru¢ture is founded varies along its length, it may be necessary t1~ ~ti~ate more th~n one section. The assumption of normal flow is sufficiently accurate for most conditions. In unusual cases however, a more accurate analysis may be necessary. In analyzing the security of the d~ at the abutments, nommal flow cannot be ass=ned

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C~p~rleoz of Deslgn ~e.thods

~i~houch the line of creep method has been Ttldely used in dam de- sert, it has been s~bJect to so~e criticism. Part of this is believed to he due to 8~a improper presentation of the case in its favor. Bllgh s~ntes that the v.ater follows the llne of creep and not the path of least resistances This stat~ent is believed to be in error, for the

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~ ~ -vT ~ i~mmm a~omg ~he line of oz,s4~ :Lmrlms4 .u4~~h~ sbm or t,h t ¢oune Cliom ma, t t tm b u m m o t h e x'eeiartanee t ~ t~'avel e.).ond~ the ) . ice o f oz.eep i s l e e s ~t~mm 'tim c h e w e r l m l a . -~hat z ~ s ~ a n n e ~lem~ ~b~ ~ i u e o f o a ~ p me~ !~ l m m t~nnm ~ ~ the fowndatiom-=m~.-~4~ ..m!..~se~nm v~y reascosab.lm., em a e ~ o f t h e ~if~AouAty o f semuriz~ am ~nt~mate a :coatac~ be twNm t h e Or l@Im Plain mL-'Pfases ¢mA the f o u n d a t i o n ma1~wlal as beln~ee~ TJ~e ~B- divi~tml p~mtioles of the foundation material;

Zt ~hould be remembered that t~e line of Qreep zmCJ~ is imte~- ed ¢o give a dsm safe at ~ polmts. This requires that it ap~ly Im - the worst oondltion, tha~ ~wLll happen with any reasonable ca~e In oem- s t r u c t i o n ; The s e e p ~ e m0~ n o t f o l l o w t h e c r e e p l i n e a t n m n y . c ro~e seetioms of the dea~, b u t the polmts where there is mo~t d a ~ e r of fail- ure eme l i k e l y t o be t h o s e where c o n t a o t be tween t h e ~em ~-d t h e f c ~ - d a t i o n m a r t i a l i s n o t so c l o s e , ~ d t h e m e f o r e where t h e l ~ u e o f orewp method b e e t a p p l i e s ;

The principal weo~ess of the lime of creep theory is that~lt em- s t lnes t h e r e s i s t a n c e t o f l ow a l o n g e l l p o r t i o n s o f .the c o n t a c t b e t w e ~ the d~ and the foundation to be the ssme. lu practice the contact between vertical and steeply slopln~ surfaces is more likely to be in- timate thau that along horizontal or slightly slo~img s~ces~ lu a masonry dam on earth foundations _,there is likely to be unequal settle- meat which will cause less pressure at some points than at others, in places, even a slight lifting up of the masonry from its contact with the earth beneath. The earth beneath a dsm may not be compact, and mm~V settle after the dmm is b~ilt, leaving void sp~ces beneath the floor, especially where the den is founded om piles. This action is sometimes called "roofim@."

Another cause of roofin~ is given by Col ~. ft. C. Oakes*, MA ~. • t,

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~L~anS. Zla. Soc. C..E. Vol. ~ , 191_,,'61 pp~, 469 a~d 4'~Q.

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See. C. E. as follows: "If the bed of the foundation (of a dsm) is be- low the water level, sad pumping is recuired therewill be a smell space betnveen the base of the !~lason~y and the sand, caused by erosio~ by the flow of water from under one block of masonry while the next one is being placed. In other words the structure is ~rdlnarily sup- ported wholly by the piles, vtitix olmost a certainty that there will be a space between the sand and the masonry. Under such circumstances upward pressure that develops under the d~ will be uniform frc~ the sheet piling to the toe, and will depend on the tightness of the sheet" ing and the ease of escape bclow the dQm."---"The writer has ~:ctched the placil~ of concrete, and in no c~se has he found, on the vrorks un- der discussion (Ohio River D~ms, Nos. ~ and ~) that the concrete rested on the send after sufficient time had been given it to sot. Tile

~0 ~ l ~ u o K l ~ e m~a~s:"of %he .ma~rial~, there ,has alW~Vs been ~ ' _l~o~tZ~n~ which has resulted ~pi~,!~to kee~ ~ pit ~ ~ A ~ . e&e~r of v~t~r :~o enable ~ons%Tuotlon/%0 p~oceed~ The

@ walm~ eso~p~ fr~ under the oonerete already pl~c~, carries aw~7 f:k~e m~l~a~tn.l d t l w t t l y . : t m d e r the oono~ete~, leavlm~ a space between

~ ' ~ t ~ ~ ~;~oogh which the trmn~ssion of pressure will be dl- ~ . @O~0mequ~tl~y~ ~ y preseure'~ttich mc~. be. developed will be

e~erted over the whole b~se ~6f the struC%ure~ w A study of %h~ l'~ults mf upward pressure measurements on cct~l dems discloses mnoh ~rldenee supporting Col~ 0ekeS' concluslons~ ~-

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m s l ~ ~ ~ u o t ~ a ' b~s bee~ . a ~ r i ~ :'era ~Itmi~ ~r~r~m,

h ver t ical or steeply sloping faces~ rooflngi!wlll not occ-~ ms Che ~ spaces, i f they should be farmed, would! be f i l l e d ogain b y Cb~ tlmbJ.li%'y o f the e ~ t h to m a i n t a ~ the steep' e lope; the ear th

~l~aot of the foundation with such surfaces are close ~ud they offer" security 8galnst piping than contact beneath horizontal surfaceso

Z

Piping failure should therefore bo:-conslderod as'pos~i~io from ... .,,. tlm largely independent causes: (i) dLroct percolhtion through the fot~atlon material itself, and (2) porcol,~tion along the contact of the d~m and sheet piling with the foundation material. Considerable light on the first of those causes Ins been obtainc'd by expm-iment but the latter can only be evaluated by investigating a large number of stru@turee~ It is a weakness of the ordinary line of creep theory that it considers ~ly the second Of those causes.

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Lnother weakness of the line of creep theory, is that it is poesl- , ble to drive lines of sheet pi2.ing so close together that the short path may be so small that failure can occur by flow rrhich will not fol- low the path of creep at all. :.~

The weakness of the short path theory is that it takes no account .......... of the greater probability of percolation r~lonc the line of contact of the structure and its foundation. In Qeses where the lines of sheet piling are very close together hovlever, it may be more reliable than the creep theom~y~ The short p~.th principle would se~m to be obviously inferior to the llne of creep analysis as applied to clay or hardpan • foundation, since the foundation n~:terlal in this c~use uould be so .nearly ~mpermeable that the seepage c1ong the line of creep would be much greater: .'mother difficulty ",vith the short path analysis is that • it gives no method of estimating the magnitude or distribution of up- v~mrd pressure beneath the d~n. Ls some estimate of this presstn'e is necessary in order to determine the rer:uired thickness of the apron, • additional asst~nptions are necessary "if the d~m is to be designed by

e path theory throughout. the shox~

The flow net and electro-hydraulic ~aalogy metho~ awe ~ t l a ~ the s~e. Both should give the ~ne remL~te for the a~e:~tlo~JP*" In his article Terzaghi* does not take into comsiderntlo= ~ ~eater

~Qbn.i~l P~]~lier.tion ~i5~ p. \~.. Am'. ~_~-~Rt. ~ ~4~.~ - _ht~*~e:. , _

~ babillty of ~ercolatlon along the lineL~of contaotO' Whether P~o~ lovsky does or not is not known. It ~ould be possible .to do i t ~

either method, ~?wever, by assmnlng the relative penneability along thle llne as ec~ared ~ith that through the foundation materialJ

The veak~essii of both the flo~ net and electro-hydrm~lle methods is the necessity of a detailed knowledge of subsurface seC- tions and the lack of data relatin8 the results obtained ms sho~n by the flow net to thLe safe limits for the vurlous olaBees,of materi~. This .~lll be discussed more at length an p~e~6 ~o

• *i~L Nevertheless, the flow net and electro-h~d~aulie ~o~F me,hods //:

may prove to be useful tools in annlyzln~ ~uaual sondit~)ns, and foals-- ing a mental picture of ~hat takes place under certain sond~tion~ It is hoped that further studies along this line .~lll be made to clear ~ same of the problems of design. It is believed that there is a le~

Of ield for useful experlmen~atiom in this field, eap@cielly~in She de- termination of the u~r~rd pressure to ~e in design.

The results which ~ould be obtained by the flow met or eleetrlo~ analysis ~ould roughly correspond in a homogeneous medium to that ~k,- tained by the short p~ith method. They both are based on the eonaldem-- ation of flow dlrectlyll through the foundatio~ material. The short path n a y therefore be ~considered as a rou~ apprc~Imat.~on of ~he fla~ net or electrical analysis.

A ~eakness of all of the ::ethods, as ordinarily applied, is that the f l o ~ is considered as takin8 place only in a single plane. .~d.e is not necessarily the case ho.~ever, for as Griffith has pointed out, ~

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~ator ~ both sides flows torrard it, lee yell ~ . the plane of the incipient "pipe. ~ ~malyzing the stability of a den by means of its cross eectlom is a useful tool, but onei! is apt to be blinded to the true conditions by t~in g too rlgidly~!in terms of cross section onl~e

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Not ~ have t h e r e basin d i f f e s a a o e s o f o p i n i o n ~ e g a r d i n g t h e lm~h ~ whioh t h e p e r o o l n t i o n s h o u l d be Qeeuned t o oes t t r , b u t a l e ~ ~

r~ds ~h~ le~h of the path ~hioh is necessary ~o ~sure safe~y p i p i ~ failu~e~

Q r As ~he resu l ,~ o f h i s / s t u d y o f dome and d ~ n f a i l u r e s , B l ~ h arm IveA at v~u~s o f t h e o ree l~ ,he~ t ratio .ghioh .he believed g o u l d make

dme~ oa~e ~ plpl:~., failure, The desori~ion of the ;.various class- es of ~terla~ end the values of the rntlos ~iss scrae~at in differ- a n t p ~ l i e a t i o n s by B l i ~ The f o l l o w i n g t ~ b l e g i v e s t h e " v ~ r l o u s de - s c r i p t i o n s mad z~a~ioe: ~:

Safe Ore~-~ead R~t ios ~ v e n bY.. B I ~

_ _ l~blio~t ion ,, Yi ~ ~: II,: X ~ :: ~ ..:V

YmLT o f p u b l i o a t i o n : - ~ 9 1 C : _ '~9~5:.19~6:~ . "?

Rive~ beds of light silt and mud p as the .: Nile ,.~. :

Fine silt and sand as in the Nile River

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Vm.7 f i n e sand and sil~

R!'~ beAs of light silt nnd sand of whloh 60~ pQsses the lO0-mesh sieve, as %hose of the Nile or Mississippi

~n mud and s i l t p suoh as in t h e Nile

F i n e U$oaoeous sand as i n t h e Colorado and B ~ m l n y a n R i v e r s

Fine sand

F i n e EAeaoeous s~ad o f n h i c h 80~ pa~ses a q ~ m e s h s i e v e , as i n Rym~lnyun R i v e r s

t u suoh 8s t h e Color~do

I n f i n e ; e . ~ , j Pun3ab sand

~ w ~ - g ~ n e d sands~ as in C e n t r a l a n d S o u t h Xndia

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Coarse .and

Xn eoaxme san~ "(~hls Is the usual % ~ . 9

~ u l d e ~ s ca- shi~e and G r a v e l ~md sand /" mixed

Gravel end sand

Boulders,, ~;ravol and~snnd ~ ,

Bouldurs and gravol

In clay, shale or shingle

@

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': : $

: : :

: : :

: 5 % - o . ~ .: : :9 : :

~,i :

: 9 :

~, t o : :6 :

: ; :

: : "X~

: 5 .to:

O : : -:

-: t /

: "4 t o : : 6 :

:5 t o 9 _ ..':,., = • : : :

• . . , . .. , . - • .

~bli ation , 0 I S . . ~ ?

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IX D~s, B~rr~es and Weirs cm Porous .Foundations, ~ineerlng News, Vo!. ~4, December 29, 19~0 ~ p . 708. "

Ill ~sson~} from the Fuiltu~e of a Weir and Sluices on P6rous Youmdl~- tions, ~n~inoerin~ News, Vol. 69, February 6, 19i3, p. 266.

I~ Dams and Weirs, 1916, p. 155.

V Control of Watur, l~lrker, 1916, p. 679.{Tho orl~inal source by Bli~h is not given. )

@

The first three classifications ~ro fclrly ,consistent. 4 olassi- fic:.tion of silt by rivers, hor:overp is not a safe procedure as that

the upper touches is usucd/y '~uch coarser than in the loner. It is not known on what crounds BliGh iput the Colorado River in the class nith a ratio of 15, as the silt frQm the loner Colorado is much finer thou the slz~,s civen, in fact even finer them those given for e r~tio of 18. The classificatlon8 for boulders, shi~sle, cravol and sond dif- fer some:;bat, in one case us in C u minimum ratio of 4 and in auother

4 I0

0

@

k/.

~aR = i = ~ • to tf~ dr~ the =~=t uaet~L, , iaee i t g ~ , ~ a!~mC~.mtte vc lu , f~ ~ U~ = w i t h o u t ~ i a eo~mo~ fc~mda~i@nm~teri~ "

~1 i n t o t ~ l ~ a ~ ; t4p ~ote~ hove, that i~ his latest'~blication j does n o t Give e. rat_o lower ~ 5. Bllg~h aloe s~ated (!~blica

ttOtlX XX~) "tha~ 6 is ~ v ~ y mimlmmm for grnvelA" The classifleati0~ Eive~ by Pur.~.~.r r.ve entirely different far the 10wer ratios and soul ~

~ t be le~a~e~ Im iavailable publieatlons by Bligh~

how e=ten~Ive a study of d~ms was m~e by Bligh as a basis i~ his da~n is no~ known, b u t that ~ublished is quite meagre. Xt in- -, eludes ~ .%r~ ~ failures,* both on fine sand foundations, uud in

la~r. T~ublicc tion ~li~h allen{sees--t-he fail'ure of - ~he South'ern ~-Ibert~ X~nd and Irri~ation Co~=~e~:~ate~ The publishe~ data on this stru@tlur~ is~8onflicti~ as to thro~ .serious doubt on the reliability of his eonclusion~ See En~. Rec.,V~ 65, p.:589, V, 66, p, .~6, Eng. Ne~,a. V. ~9~ ~. ~66~ T~ 7 5 , ~ . l o v0~ ~ • . . . . ~ ~ - - _ _ . . _ a

@~e or ~oth::of these, as will be ~ho~n lcter, unsound conclusions v ere ~ra~n& There were no d~m fuilures::~ ~ silt~ coarse sand, ~ravel or boulders." ~-ese st,:t~uents rate'not ~de to disperse Blish~s .~ork, • Which hue form~ the basis~of the design of~ scores of safe d~-m, but m~rely to indicate that it apparently was based on meagre" data and that with m~eh more extensive data, and better ~ constraction materials, a re- dueti m of BliGht's vr_lues of C misht be made without conflicting~ with well est851iehed faets~

Griffith Gave in an abridged article~the follocin~ values of the ratio of cree~ distance to head vhich "hod been found sufficient to ensure stability" in the United PTovinces of India~

• ~ o e o a ~ , f~st. o.~ c-. ~.~ Vol. l ~ . ~ z z z , ~ , ~2~.. "' ~L~ '~

~teris~l

Fine micaceous s~nd -~

Fine q u a r t z sand

~arse quartz sand

Shinzle

L.i:miting Safe_ _Va!_ue o f C

<l~} to 16

l~ to l&~_

i0 to 12 -..:<

8 * * *

Boulde r s 4***

~"g~Y~Ith .~ates ~t '~the ~uestion of lobs by Z~1-a~e ~4 m~e hi<.he~ values o f L / ~ .a.dy.~..~.kl.e..ig_~hese c~es." . . . . . . . . . . . . .

Ii

®

In an unpublished Portion of this paper he eug~e~ted "a 20% re- duction in the values given where rellabie vertical staunching of I0 fOOt depth .~as u~ed.., ~

~' 'Irr~ati In the third edition of Bligh4s",practital Design of mm Wor~s, (Preface pete I/1) ~Thich was rev~s~'~ud bro~Eh~ up to date by F. F. Woods, Chief Engineer of Irrigation Works~ PunJab~ India, ~9 ~ oods contends that Bligh should have used a ratio of ii for ordlw~s sand instead of 15. It will thus be seen that both @riffith and advocste s~newhat lower values of C than Bligh. The author indepen- dently arr lved at the sterne conclusion from a study of the data on m o s t of the dams included in the tables of this paper.

I

A_ N _ ~ . ~ t h o d o f ~ y s i s

As has ~esdy been pointed ou~, the existing methods of'an~y - sls are open to serious objections. The ocranonly used method, ~. ad- /Q- roosted by Bli~h, does not consider the greaser resistance to flow along vertical contacts as cam~ared with horizontal ones4 The shox~t Dath method, and the more exact fl~ net and electrical methods do ~/~ not conslder the less~r resistance along the contact of the masonry ~nd foundation material as compared ~ith that directly throu@h She ~ foundation material..Lll these methods have elements of truth bus all have ~eakness-es. 4 ,method should be devised which ~ill cmmbine the virtues of both 7:ithout including their faults~ ~ ~-~

In the present state of our knowledge the only method of 'emalyz- >~., Ing the probability of failure from flo~ ~long the tree; ~ llne seems to be a study of the actlcm of actual dmns. No exac~ ~ts ~h~ yet been presented to sho~ the relative resistance to the ~or1:r..lo~alg the oontacSs as cc~npored with that t~ou~h the foundation material. IS will be very difficult to obtain th~'~, d~ta because points ~here danger

Ir

of flo~7 alerts the contsct is ~reat .will o n l y occasloncllF occur, sad ~ u l d probably ~ discovered only by vex~ extensive observaSions, ~ : j~ rAow through the foundation material o~F be obtained wish more ex~e~- .... mess by e x p e r i m e n t a l m e t h o d s , bu t even l ie re t h e unkmown c o n d i t i o m ~ o f

@ t h e f ot~dations and the difficulty in di+termimlng .~he safety of the S ~ . • .~rup~ur.e even i f the ve loc i t y o f f low !~s kno.n~z,~ke t h i s method d i f - ~IcUi~ ~0 ap.±y. It seems" obvious the~fore ~t~t ~hile research along t h i s llne s h o u l d be given e v e ~ - e n c o ~ ~ ; for 8 long time in t h e f u t u r e t h e main reliance in d~n design must be of a somewhat empirical basis.

@

4m the studies made in connection with this pape~ ludlcated fmllts of the existing methods of ~uelysls, as well as the imsufflciency of t h e f a c t o r s u s e d i n t h e o r d i n a r y m e t h o d s , t h e ~ u t h o r ha s a t t e m p t e d %0

~ a ~ ~ation~.l .-~et~d o f desire u ~ell an to establish m ~ ~ e eoe~fielentee X~ ~der ~ develop ~ ,~ethod ~hlch could ~m~Lt~ be rams by tbe deei~nlng engineer in plenuin8 aotu~l strue- ~ee, ~ ad41tlen to the ~easc~ givem above, the method developed

' ~ ~eeem~il~ a s~emhat empirical one.

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® altair7 la pa~sentlng the ~ata cm ~ich the author's oon- el~i~ ~ ba~, it le necmary here to briefly revie~ the basic ~e~a of I1~ n ~ method A m l o p e A ,

a et~ Of ~II the c w i l u b l e t a t ~ it cp~eared tha~ there • m~ 41e%~n~ i~ of p~pin~, one in ~hioh ~he ~ter p~ssed nlc~g

~he llz~ o~ eem~ae~ o~ tbe e~uc~ure and Its fotmdation, as nsm~ned am ~k~ ~3.:Lg~.'t,~eoe~j', ~ ~ o'tber i n ~h ieh i~ p a s s e d dlrec~17 t~ough

~i~ in ~ £camdatlom nateri~l. X~ the former path the Contact l~e E e ~ a % ~ . ~ vertleal or s teep ly i n c l i n e d stu-faces' onn be

• ~ e ~ ~ ~ ofTe~ more .x~e is~noe t o f l o ~ t h a n a l o z ~ hor imontn l or ~Xtly a~p~ ~ m t a e t ~ , 1~ e ~ t i ~ t h e a~et7 Of • structure ~ h ~ ~ ~hla type o f i~lu~e, ~ creep distances ~io~ bori- ~M~ ~ a l t c h t l ~ slopi1~C en~l~oes should be ~ive~ less ~'--~ei~ht the~ %Memo ~ vertical or e~eeply inollned a~rf~oes. This nethod of eet~a~tln~ the m~billt7 c~ a st~o~t~e my be ec~le~ the veighted

met~. ~ a ~ e a u l t o f these stuAies a ~ei@ht of she-third is Ei~ ~ the hc~i~o~al or slA~htly inclined creep as compared with ~he c~he~ pm-tlcm of the path.

e ~ , IT a ~ s u s t a i n s a head of I0 ft. and h~a a creep ~ h ~ m ~ cT slightly inclined surfaces of 60 f~. and

~a-tleml and ~teepl~ inclined surfaces of i0 ft., the ~eighted e ~ ~U~. ,me ~nl,~l.4 be ~0 x I/~ plu~ I0 or SO ft., ~nd t h e ~elghted ~ k a ~ ~ t i e ~mald b e ~0 ~ 10 • S.O.

~ l ~ y t ~ Che r ~ i n d e r o f t h i s o a p e r , c r e e p c l o n ~ v e r t ! o a l ~ ~ i n g more ~ m n 45 ° ~i~tb t h e h o r i z o n t a l ~ill be e~lled

~ I O O l ~ , t e d o~he~ s u r f a c e s ~s h o r i z o n t a l c r e e p . I t s h o u l d be t ~ t e ~ a ~ t i c a l o r e t e c ~ l y i n c l i n e d w r e f e r ~ t o t h e p o s i t i o n o f

m~ese ~Inat wlLloh Creep t~es place, and not ~o the direotio~ ~ ~ a ~ h i e h m m e t i m e s i s n o t "in t h e stone d i r e c t i o n a s t h e i n -

q~LiBil~iOB Of ~bm mD~faoee The ~ei~htud creep distonoe is t h e verti- O~ eemrp l~ c~e-l~alrd the hc~rlsontcl creep. The weighted creo~ dXart~noe ~ ~l~re )n~;cticcily ~l~e~8 less then the crecy distance.

Jt

As ~ ~x~e~ f o ~ t h e l i n e o f l e a s t r e s i s t a n c e , i f t h e r o s i s t - ~ o ~ ~ a l ~ ~he e~eep l i n e i s nmeh ~ r o a t e r thr.u d i r e c t l y t h r o u g h

v e ~ k ~ ~a the f e ~ d ~ t i c m mat~ri~l much more .~a te r may t - ~ e t h e l ~ t - tot esteem oa~ fed~Iz~e ~ plpin~ fZ, mn this o~ result. The short p~h I~ a x~mgh mo~mxre of the zoslstenoe ~lon~ this pcth. Both the

• ~ r ) *" - " . ' ~ / ' •

, - . .

@

' ~ t - t ]pe'ldz=~tioa mmrt ~ be ~ e ~ t ~ " - = ~ ~ z w e , ~ t t l o a l ' f ~ l ~ o fc~ the tF~e o f ~ a t m - l a l am

\\.

t h ~ of i of ' t m am i~t Stymie

I1~ t k t o s~uS~' I ~ ~ t e ~ l ~ e e ~ a u a d o 4 . ~ m L 1 A I 1 e a - ~ t m e e r l ~ 11~sws~ure end o ther mo~oe~ o f l m f m r m a t l ~ , A l l mammr:r

o ~ o ~ e t e @rams om ear~h foundat ions were antXymed w h ~ t ~ ~ t a m~f f le le~ t~V ~ l e t e . Zm ~ oases r isers i s s e a s i d e s mm-

eer~atm~l~. Where ~ r o than one d e ~ o r i p t i ~ ~ras found o f a mtm~Xe ~ t l m c t u ~ thoz~ ~as o f t en e. s u r p r i s i n g l ~ok o f a~reomont ~etwe~n t h e e

~o~e is fT~_~ly eonmid~blo ~ f~ ~ho m r o i m e ,of J u ~ - mos t ~ t o Just ~herm t h ~ travel p a t h s h o u l d be a~u~ned t o ~ . The ~ravel path o f the wal;er ~ ordinarily eaa~med t o end a t Its ~mne- tion ~Ith ~he ri~ap do.~nstremn f rom the ~ o r at e reverse filt~o IT ~d~n cribs or loose or ~tlmula~ed eon~ete hlo~k~ ~.~e :~m it ~.~ mssumed to end at the upstre~ edge o f these, ~ Li~hough it is true t h a t tiptop, cribbing or blocks may ~ssi~t in p r m n t i z ~ pipi=~ or a blov~ut I~ is believed that less uncertainty is i n t ~ e ~ u e ~ by c c~sldering that they do not ndd to the travel peth thn~ to asm~e that they did. t ,

@

@

Im checking over the data given by Bllgh ~ith that available frcR o~h~r sollrces m s~e dlscrepancles were found. Where the data on sc~e d~ne Indicated that a certain creels-head ratio had been used im de- sign, it -,~r: usually not possible to check this exactly from the dlmen- slomm o f the s~ruct~re. In order that all the data might be on the some basis, the sc~e r,~ethod T,~s used throughout, although thls might not zive the same ra~io u'hich the designer of the dam believed he wml using. In ~ cases the authorls best Jud~nent ~ used in determin- ing ~he most probable vulu~e fc~- use in this paper. He ~ould appre- ciate it if readers of this paper ::ould call his attention to any cases in which his ~ud~nenc n~ay have been in error.

At several polnts in the analysis of same of the dons it was neces- sary to make as~nnp~Ions. One of these ~u~ in the case of rc~s of sheet pilln~ close together. The unalysis in this case ~cs made ~ccordin~ to that outlined on pa~c 39.

In computing the TleIshtod creep distance it was necessary to de- tarmlne the division ).oint bet-een steeply slo- i:~ ,And slightly slc~in~ contacts. ~als dlvisioz should be Lt the steepest slope at ~hich a b~nk of earth '&uder rrcter trould be unquestionably unstable; i.e., a'. which the b~nk undoubtedly would slip. This ~as asstuued to b~ on c

14

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0

@

~ m l a l 'mmde4.

b

of t o f t a m .-t

m m = u ~ T : S o l e n t 3 ~ e ~ p l e t e e . . . . . * . - , .~=,ou - ,mz-~ ~;a~ ~ l m o e x ' t a l n ~ . - - Z~n ~ oases t b ~ . e i s o o a s l d ~ . a b Z e ~m-

" ~ ~ or~e~ a a l~rJ~ is ln8 l ~ c k o f agreement b e t w e e ~ t h ~ m e

meat e . . . . . . . . • - - ~ ;as ~aveA path e~uld be ummned to m ~ r ~be ~ r e : p e ~ o~ t h e ~ a t e r ~an o r d l n ~ r . i l y an~t~ed to end a t i t s J u n o - ~10~1 W i t h ~;he z'l]~z'e.]~ downstream L~nm ~ l e ~ o r G$ ~ l~ re l - lm f ~ t ~ . If r~oden cribs or loose or ~tiou.lated COhOS-sic blocks rml-e used~ i t rzas amsl~ned to end a t t h e u p s t r e r ~ edge o f ~ h e s e , £~thou@h i t i s t~ue t h a t r l p r u p , c r i b b i n g or b lock~ may a ~ s i e t i n Prevmnt lm~ p i p ~ or a bl~rr~ut It is believed that less u n c e r t a i n t y is i n l ~ o d u o e d b y eonslderlng that they do not add to the travel path than to asstnne that they did.

In check~Ln~ ove r t h e d a t a give~l by B l t g h ~ l t h t h a t a v a i l a b l e other s o u r c e s , s ~ e d l s c r e p a n c . i e s ~Tere f o u n d . Where t h e d a t e on scene d~ns indicated that a eertaln creep-head ratio had been u s e d J~ d e - sigxt t It Tin-. usually not possible to check this exactly frc~ the dlmmn- sicras of the structure. In order that all the data might be on the s~ne basis, the stone zmthod ~ms used th~'oughout, although this might not glve the s~ue ratio ~.'hlch the designer of '~he dam believed he ~.~as using, In all cases'the author, s best J~gment wus used in determin- lag t he most probable v~luus for use in this paper. He r~uld appre- ciate it if rcaders of this pa~cr ~.'ould call hls attentlon to any cases in '~ hlch his Judg~en: zlay have been in error.

At several poln~s in the anal s.s of some of the d~ns It ~ns neces- Wr 4

sary to make assumptions. 0~le of th~se va~ in the case of row..s of sheet Piling close togetlmr. The unalysis in this case w~s made according to that outlined on .oa~c 5__~_9. / /

In computing the rleIsht~d cr~,ep distance !t was n~cessary to de- termine the division point hot'con "Jteeply slo~ll~ and slightly sloping contacts. Th!s division should be c~ the steepest slope at which a bmuk of earth under ~uter "~ould be unque~tlonably unstable; i.e., at which %he bank undoubtedly. ~uld slip. This ~;as as,~muud to be on c

14

@

@

@

"r

l~l ~.~p~ :m~ comet Wltha sloe of Izl or eteepe~ was conslf~re~ to ~e ~ ~r~io~l e eo~tact and at a fl~tl~r slope a horlsonta~ con- tacts Tm a few caSN a puddle or earth fill n~aLust a dsm reete~ on ~p Of e p~i~i~ of ~he dam :aaeo~. Llthouch this ~ns a horlzomt~l c,~n%ao~ I% w~e ~ss~e~ 1;o be a "vertical" contact~ as the e~th woulf ~s~ ~ closely c~ %he ,.~asonry under these conditions as c~ a verti- o81 s%trfaoe, There is some ~vidence to indicate tha~ the contact of

@ ~.e with earth i~ @o close that it would be e¢:uivalant to vertical c r ~ q ) . X~ order to be conservative however, this as~mnption wns not ma~e 11~ c o m ~ t : L l ~ ~he ratios used in this paper.

I~ several caeca dams have been built with a fillin~ of dry or bro':~ stone bexleath th~n. This rrotuld offer much less resistance to • seel~e ~han W~he contact between solid masonry and foundation material. Where *he fl@@~ above this stone fillln~ has no~ been vented, ~o ~llo~ the IRr~er to escape, the reaist~uce of the creep llne along this sec- tion ~ms been ~sm=ne~ t o be half as c2eat c~ for solid masonry. This is ~ comsez, r.-tive estlza~e fr-m the standpoint of this study, ~/t would not be if used im design. The use of such filling se~mz to be oc~Ifi~e~ t~ old d~n ~md is probably a bad ~ractioe. I~ one o~se it is believed ~o have contributed to the fnilure of a s~ructure. In the case of a number of dane of ~he buttressed conc:-ete ~e, no floor ~as .pz~vi~ bet,-~m ~he buttresses ~nd ~ho water passing beneath the up- strenm cutoff could rise in this space ~nd escape ~hru vents provided in the downu~emm face of the alma. If these vents were closed, it woul~ have to pass benenth ~'~other section of the d~nto reach the ~ail- wc, ter'. For duns of this t~/pe, the dis~ances ~,md ra~,ios for LbO~h condi- tions have been computed nltho the shorter creep distcmce is probably ~ho effective one.

~onsidcrable uncertaln~y h~s been introduced it. the determination of ~he creep distance by ~he presence of wueo holes or ven~s. Ir de- ~ermininc the distances used in this report, weep holes have not been considered as reducin6 the creep distance, but a scp~_ra~e analysis of thum has been ~,mde.

There w~e som etlzlos uncertmln~y as ~o the head ~o use in cellos- zing the ratios. !m ordint/7 ovcrfall d~ns it wus m~surOd from the crust of the d~m ~o t~ilwu~cr cl~-~u~ion, or e if the lu:ter -r.~s not Given, to the Dtronmbed below the dun. If crust %,ateu or flaznboards were u~dp it nr- menst,l'~d ~ro~. ~holr top. The ordinary operating he~d was used e al~ho, in sumu cases, ecpecial]y mov[ble navIca~iom duma, the s~ructures were no doubt occnsional_ly subjected %0 6rester heads.

~oral ca~es hav~ boom found where d~.ms w~ru buil~ ~n a layer of porou~ ma~riel~ such as grnvul or s~nd, which was tuuderlaid by ~3~ Im- purvious layer of clay or hardpan, into which the cutoff w~l~Iz or ch~t pili~ ex~onded. Thesu u rc not ~n/bJoc% %o ~u~olv-~is iL %he ord!/lary w~y s/Id ~herofore the data on thutz is [sivun ,,71thuut a!~c_ly~is. Masonry

15

i "

~ ca e a r t h where t h e outo:L~ wnm e~-~:~ed to ~ 1 ~ r e e k ~ e n e t

Classification of F c n A m ~ t l ~ ~ a t e r i a ~

There is a great need of a more accurate and salentifi0 olalel- flsetion of foundation materials t~ham t h e c ~ fermi, gravel, eomree sand, etc. Several clamelfioations om the ba~le of grain sl~e hate been made, but none are entirely satisfmo~oa-~. One develepe~ by the United States ~uremu ef 8oils • ham been ez~en~ively used i~ ~be ela~ei- flcatiom of sells and of materials of earth de.=. For ~ foundation

B

and B e n n e t t U . S . e or~nen~ of t e u l t u r e Ci~omAer No 9

materlals however it is obJeetlomable me it's clameifloatlomJj el~, fine sand, coarse sand, "e~a,, arm mush finer material than the engi- neer ham in mind whez usi~ theme terms. ~chauleal analyses of foun- dation materials could be obtained for only a few 68me, Those avail- able ore plotted om Figure I, giving the gralm sizes in inches mmd millimeters, the Bureau of Soilu classlfioatiom, ~d the size of stan- dard sieves.

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Results of L--~ysis o f XXi,t1~z 8tructuru

The resul~s of the analysis of the weighted steep relations for all structures for which sufflciemt data could be obtained are given in Tnbles 1 to &. The flrBt column gives sash d~ • number which lJ useful in identifying it on the f~ures. The next three columns give the n~e of the d~., the Btrs~ ~ed and the state or country im whi0h it is located respectively: The fifth column Gives the cffee- tlve head on the dome, the sixth and s e v e n t h .oolumnn the vertical cmd horizontr~ creep respectively. The eighth gives the weighted om, eep distance, the horizontal creep h~rring a weight of one-third, ~nd the ninth column gives ~he r~i~hted creep ratio, or the weighted creep divided by the head. The three follov~ cohmuns glve respectively the nature of the fou~ation material, the source of the i~ormatioB fro~ whleh the data was secured, a~ the plate on which the sectlom of the ~ Is shown.

• or those who desire more complete data, Tables I to 4 inclusive of Appendix IX have been prepared, These give for each dram the ~laim creep d l e ~ a n c e and ratio, the reliability of the data om which the figures are based, *.he results mecure~ with the doe, usually in ~be natur~ of a state"~ent of abe po~.io~ of e e r v l c e or date of' cmmpletlom and mlmoellanoous r~.~rks which give other pertinent informatlc~ Lu regard to the ~al;a on WResultm r. it may be said that for the larger

18

i ~ ¸ •

, C , ~ j : ~ . . ~ " • . . . . . , . , .

8 ~ i l l s lz l~ea~d lu ~he United States, it ie very probable they a~l~i ~ x'e~|manb.~ sn t l s~ae tb :7 x'om~lte o r ree~d o f the f a i l * w ~ £ ~ V e been p u b l t ~ h e ~ ~n,allez' s ~ l s ' t u r e e in t h e U n i t e d ~ t a t o s

~d ~ in f ~ ee,~io| ~ ~-~)b~bly still in use, although

• n~'heUO a"efdA'~-, ~ the ~l~h~ed ~ep analysis are shown graphiO~lly °' O on ~ | | to ~ ~he~e .the weighted e~ee~ leith ie plotted against

h~a~ ~ l~$tknle p~pe~ a~d lines are ~a~ showin~ the various ~ i ~ ~ he~d yati~e. The fnilu1*es are In~ien~ed by solid dots '

'~hO ' : ~ wh ich , no f u r u kno~. d i d n o t f a i l by p i p i n g , a r e i n d i - e~e~ bF open otToleo,, ~IfTe~ent ssbti~s o f the same dean, ~ eondi- tlonm of the ~e ~ befs~e failure es~ ~er repair are- eho~ by do~s :)o ued a rlue !i

T~e ~ J ~ t y o f the i~lltt.-es nx~ ~ o'f v e r y po~r de~i~n, but i they ~e ~ ~ app~tely the l~nit8 of gobd design. We~l designed dram re~el.v fail~ but ~ lessons ee~ be le~arned ~ failures t~m e u o o e M e ~ , ~ m e w e l l k n o ~ f a i l u r e s a~e noti i n c l u d e d b e c a u s e t h e d a t a t 8 ' ~sufTielent ~r too oonfllotlng t~ permi~ reliable conclusions. ~

include the ~user Lake Dum, q Kis~uril!River, the Grand B~rr~ge on ~ l~ile e~d the Southern .41bert~ I~ r~ IzTi~atlo~ C~mpany head-

~ ~ e~ses were fo tmd w h e ~ t h e dnt~l i s e~ complex t h a t i t i s d l i ~ A ~ t ~ ~ , ~ h i s wn~ th~ onse inl t he~41cona and u p p e r A l a -

i[ Ox~ek I ~ ; t h e d~n in ~ 8 o l o t o Riverll a t O o l ~ b u ~ , Ohio; t h a t

~ Guada lupe Rive~ in ~ x n s n~d t h e ~ c r ~ e n t o w e i r .

'!~itionnl dn~ ~ .the relinbilit T of tl~e data on the various ~ u ~ s , ~he l e n ~ h o f t h e p e r i o d o f s e r v i c e nnd o t h e r p e r t i n e n t i n - f o 2 ~ n t t o ~ e i s g i ~ i n APpendix I I . ~ n e r e t h e c o n d i t i o n s c o u l d no~ nde - c . ~ e ~ be e ~ , ~ i n n t a h l e ~ a more e ~ n p l e t e s t a t ~ n e n t i s g i v e n in Ap~o~diT XI~ 0~o~ seetions o~ the dome ~ualymod ere given in P!ctoe Z t e ~ I I o f Appendix I~..

,~. ~t ~

@

O

~ ~ . . t ~Fn(rtB 8hc:~n b~ E x p e r i e n c e wi~h ~ l e t 4 ~ _ ~ -

~ ~ n ~ the ~ a b l e rooorde o f pe rco la t i on d i s t ~ e s o f ~ ' ~ t ~ ~ d a b ~ ~ r t h foundet ions, ~nd thoec which ~ f ~ l l e ~ f ~ W B l ~ , ~ b ~ l a g s ou t th~oe v e r y lmpc~-tnnt f a c t s . 'l'hese f ~ c t e ore (1) ~ l~ t ~ ~ hflve f a i l e d f r ~ n ~ i p i n g w i t h p 0 r e o l a t i o n d i e t n n c e s Wh~Oh ~ by the cn'~dinnr,y 8"t~deawln s h o u l d be 8 ~ e , (2) t h a t m~ny

~ a~ ~ e s ~ t t l . l y with peroolation dist~.uoee much lose thnu R ~ l~De~E~e~ (3) that the dam whieh failed had very little of thsi~ @a.eep p~hm ~long voa-tioul c~ steeply sloping surfaces, While tho~e ~hleh stood ~ith mush I~ller fi~tnncos had a considerable pro- pc~r,t:lon o f 8uoh e~eep.

lY

deeds wottld ~sider safe in ~ho ease otl~ ~i ~ , r ~ ~ ~

s~nd an~ f a i l e A w i t h s x ' e e ~ h e a ~ x ' ~ t i o s o f l ~ t~mmn 14 and 1 6 . F o r ~ sand BII~ z'ee~n:~endm a ~atlo o f 15 end G ~ t i ~ i t h 14~ t o 1 ~ f~r fine mieaoeous sand on~ :19~. t o 1 4 for fine q ~ :sand. The Dsoha on f i n e s~ud ~ u s t h r e a t e n e d w i t h a er~o)~,hoad ~ n t i ' o of 1 7 and f ~

o failed wi~h a pIpin8 path with:l~th at loant 26..6 times tho heado None o f t h e s e s t r u c t u r e s had v e r t i c a l o u t o f f a t : , -

• r , " , ' : ,

¢ ! = t . / " + ' : ' ' / > " , .

F a l l t w e . me oeewm, d w i t h 4 tmeN M s i e h + c r e a m 8tm - .

ln~ t a b l e , . ~blch sho~s t h a t muoh l o w e r l'lltiOl r e ~ n d ~ by Bll~h o r Q r i ~ i t h have been s u e o e e ~ f ~ l ~ umede £ s ~MiSh ~ G n A ~ i f f i t h d o n o t ' g i v e r n t i o e f o r m ~ t e r i ~ l o f : ' t h e e x a c t d o ' s o r i p t i ~ o f . , t h a t : e x i e t ~ a t , :.~ e~ne o f t M n e dome,, thm a u t h n r ha s u s e d : b . t e b e e t ~M~;mmmt :ira ~rt~mmt~lM~ i '~''i

< ~ 4 i

f r ~ n t h e classlfleatlons they d i d " ~ivo: what : t h e y w m t l d h ~ e ~ - ~ - " b l y ~e s o . t e n d e d % " ,

: r

U l i - - - - -

: : Creel)-: R e e e , ~ e n d e A ~mtioe : ' Astual I~io: i B

Dem : Material " .~a~to : - - - : Gr-_:_" _- : -._4=L : G r t i Dam No, 419 :Very fine : l~,~ : 18~'Ii.6 to ~,8: V~ :10S to llS ~ io River : sand : '" : : :

IB 75 No, 47 :Sand, very : 15,5 : Ohio River : fine to rood- :

: lure, o li~-: : tle fine : : ~rmvel : :

Barfs Mass ;Fine sand & : 8.0 : : silt +: :

Iron Moun~aln ;Fine sand : 8.6 : Rivordale :Coarse sand : 4.2 : Prairie du Sac :Coarse sand : 4°3 :

: : 6.2 : Columbia :Coarse sand : 4,0 : Dam No. i, Big :Sand ~ith a : Sunflower Riv. : little clay,: 6.6 :

: gravel and : : clayur sand:

Tunuyun Weir :Sand "a~ruvcl: 6.0 :

18

15 12 12 12 12

14

:11.6 t o 12.8:

:

:

•

:~1.6 to 1Z.8: 44

:10 to ll.2: 57 : 5 to 9.6: 35 : ~ to 9.6: 36 : 8 to 9.6: 52 : ~ to 9.6: 33

: 8 ~ 47 : : : :

• : :

: 6.4 : 66 : Grunitc Reef ~Oravol and

boulders Walktll N.Y. iGravel ~nd

• boulders 0swegutchle R. ~S~nd "nd

boulders Piedmont ;.Boulders

: Z.E :5 to 9 :

:~[~2.6:5 to 9 :

: 3.6:5 to 9 :

: 2.7 : 4 : : : :

C.8 : 36 to64: :

4.8 :30 to 52: :

6.~ :4~ to 72: :

U.2 : G8 :

:i~5 t o 116

: 6£ to89

: 7T to 8e

: 44 to 5S

• .: 45to 54

: 85 t o 77 :'; 41 t o 50

: :

"' "t'q~.esr: values include the reduction for vertidal stounchi~.

94 G6

56

54

85

i i

18

f .

i ! ~ , 7 " , ~ i ~ . , ~..~,. ~.,::, ~ t . . . . . . . . . . . . . . :.-. ~. . }" ",;, '," .~j~..;,~.. ...- ..>e'~ [, '~'" , . . . . . .

~ t ~ ~ _ _ _ ~ T - - - ~ e p u, r m n o e h o r i z o n t a l and ~ l a t t ~ r had ~ub~,

, .-av~A~s ~ e m . Xm ~aet, not a sla~e ease was found where

.~ . u ~ u w o ~ a ' , a D ~ , in whioh i t ms~ have. The "data o~ this fa:~l-"

~ m ~ z o e . ~ n ASS8 z~an ree~nded in t h i s Daper end cer- n waa eu. Al=es

were alrPmm.sntl# due to defeetlve oonstruotlom stud the l~ ;~ ;~ f i e l d Dun to a bl~fout d~etly througb~ the foundation mnteri~ ~ a ~ l ~ . r beneath the t ~ e l w i o u s l ~ r on whieh "the doe was

--~.u anu no~ along the llne of ormep.

@

The_l~ie~l e~olusiom i~ these facts is that in the design of Aams on ~ar~h foumda~ioms greater wei~h~ should be given to

the erlep along vertical or steeply slopim~ surfaces than along hori- ~n~ ~ slightly sloping ones. This has lead the author ~o the de- v e l ~ of ~he w~i~hted creep s~alysis of existing ds~s and dam failures.

~ hted CreQ ; Anal: sis

The authQrts attention was first directed ~- to the grea~cr value of. Tertlcal creep by the difficulty of explaining ~he stability of the l~A'alrio du Sac DQm with its extra,ely low plain creep ratio of 4.3 on a oomrse sand foundation. The evidence from one structure however was not J~Ifflclont to Justify c general conclusion.

I~requontly when one forms a correct Imprcsslon and thoroughly ~ studios the lltcrdture of t]:o subject hc finds the same idea expressed by others, There are few absolutely unique ideas In engineering. The idea apparently was first expressed by I:~. W. H. Griffith, who suggested in his abridged p,=por that a roductlon could be made in his suggested aroop head values for rellobl~ vortical staunchlnc. IIc cx- plains ~ho greater offcct!vencss of vortical creep as follows: "F~'st, the llno of creep is subject to a greater proselyte where carried to a greater depth; secondly, at the groa~cr depth larger and heavlcr sand will probably be mot; and thirdly. ~and crxried out must bc lifted up the curtain wall, prost~nably re~uirlnc greater velocity of percolations" Mr. Grlffith kindly gave the author data on the Kulll D~n ~nd Kulli Bye Namh and expressed his present conviction that the cro~p head ratios hc gave wore probably too low unless somo vortical strunching was used.

l0

@

@

The author, s explanation for the difference seems to have been inde- pendently reached by ]~r, i'~ 2., ~,tusto*.

, it . . . . . ,,,,

~unJab En~ineerlm&:Congress ig~O, paper ~o,. ~@2. p: ~lJ~i.

H . ~ . .

The effect of sheet pilih~ in reducing upward pressure ~nd cut- ting down the flow thrmu2~h the voids in the foundation rectorial ha~ been discussed at lenCth by Ehosla':and I~linvaky. Both seem to have reached the conclusion that such pilln~ reduces the pressure by a greater ~ount p~r unit of contact length tlmn ho~izomtal ~a-eep.

Relative. WeiGhts of Vp_rtioal and Horlmontal. Creep

The proper relative ~elght to give to vertical and horizontal creep can be determined only by nnalysis of actual dE~ns, although some light may be thrown on it by an analysis of obeervnt ion ,of upward pres- sure on actual dams. While the results of t~e analyses of all avail- able data on percolation distances of dens does shc~ conclusively that the horizontal creep distance is not as effective in resisting plpi~g as vortical creep distance, it does not indicate exactly what their relative effoctivenauses are. ~_Ithou~ several dmms without apprecia- ble vertical creep have failed with dlstnnces normally considered sound~ no failures wore found with considerable vortical creep except at r'etlos much loss than ordinarily considered safe and therefore the upper limit of weIcht must ramekin uncertaln~:

L careful study of the Up.~mrd pressure measurements on the 1 ~ r e h s ~ Island Park ~, Pinhook* and Narora~weire shows that ~he drop in.upward

~ s . ~ . Sea . C. E.' V o l . g~-,' I g 2 g , p',- l ? l ? . . . . . . . . . . . . * ~ l a o o z ' i ~ Cor~rea., Paper No. l ~ . ~Zate IZ.~! ;~"

. I I

pressure along horlzont.~1 concrete surfaces is almost zero, and along a puddle surface somewhat more, indicating that for horizontal concrete surfaces the ratio might be as low as zero. It does not necessarily follc~, however, that the s~'fe ratlo for horizontal creep in consider- ing piping failure is the s~uo as in considcrin~ up,-m_rd pressure. ~oro study alonz this line is very desirable.

In arriving at the decision to use a weight of one-third for hori- zontal creep the author listed all the e~ructt,~ss having creep dlstamces below or near ~dzat might be cousiderod the lowest. ~ safe llmi¢, together with the matorlal upon which they ~ere founded a~:: the weighted creeps for each, .~Ith ,~eiGhts for horizontal creep of 0,5 t:nd 0.5 , At: tke smme time a table .~as m~.de of the weighted creep ratios which the re- sults of analysis of actual d~ms indicated to be safe for the various creep r a t i o s . :,

20

| .~

~.:, .(.'~,.{:~'~.:;, ,, . ,

- =

,~ -. ~,~ . ,~,

i ~ , ~ ~ a t ~ h t o f o a s . ~ t h t ~ f a r t~e h o r ~ m ~ t ~ 1 e ~ u ~ , m / s ,u~w~ka.aTa~ &ate to l n ~ l e ~ t e tha~ u h l ~ J ~ ~ a t l o m ~ h t

SI.'I~ > lO*Udv i~b . l . e '~o be e ~ m ~ n s t £ u s ~

, " u m o ~ o~se~ratL3n~} Lt, :is un-. ,

~ j , ~ L',, ~ -

* ( " r .

• =

!.,: -

r .

):i70!:,£ S l

~ , ' ? ~ , . . ' - ; ' + - - ~ 3 . ~ . ~ 4 ~ ' , ! : ' ~ 3 " " ~ , ; C ~ , s f ' . ~ "~." ~" ' ' " . . . . " ' " ' • ' . . . . '

ml~,~.i'~.~. '~:~.~~" ,::'~:",, ~-,', ..... ..-","::: ,. . . , - ~ • , .-

~:"* x-~, .nno~amu~ a~n~n~ ~hs,ow ~ ~ am '~Iio ;Umnd.tm o~ auane'a~r o ~

! m t e r ~ , p ~ b ~ r 0.9

B

X~

~0

21

O

39 ~0

4~

]P~onoh ~7.,nd:t~

( ~ : t ~ ~ , o n ) ~ e Ko'l;'~l.e Creek Irai~iz~ Street

Ner~M DAversi~

~e~i~ePl~t

~mfc~'d Flant

Seoords Plan~ 8mallw~od Plant Tobaeeo Plant Burton D~n Black River Stor- age Dem

LaMe St. Francis Bttlkhe ad Section Spillway Sect ion

Baltic Side Em~n Logan, Utah New London, Conn. St . ~ u l , Minn.

ma~d bl~ elaT

blue ela~

l ~ m ola~V wlCh beuldex.m Wn'y ~n-d c lay Yery . e ~ a o t gravelly

hardpan CI~7 with cons ide rab le firmly ambedded gr~Tel* ly hnrdpnn

Clay, ~'nvel and very Im_,-d hardpan

CI~j, ~nve I and hsrd- pan

Clay, Gravel & hardpan Clay, gravel & hardpan Clay, gravel & hardpan Gravel & hardpan Clay

Stiff clay with small boulde~-s and gravel

Clay and gravel Clay and gravel Clay, sand and gravel Clay and gravel Clay with 50% sand and gravel

0.8 1.1 1.6 1.8

1.7 1.5

~.0

2.1 o

2.0 1.8 1.8 1,7 2.2

1.? 2.1 1.4 1o65 1.4 1.5 0.~

O 51 56 59

O

k

• [

~.i..:~i~!. ~' i

" .:, ~!~. '

| , , , . . r

)i L

~ ~ ~ . ~

W. Ya.

k~ Vea~.

L$ II~verda~e

18 B i s S u n f l o w e r Dram No. 1

IN): 1~ma~rie du ~ac Power house

Dsm (Ven~s open) DEn (Total creep)

m Colum:>ia 22 Cl'aw~ord ~$ Olouoeeter

H~mphreys

aa4 ~ . w e l rav~l., mm~13.~'1% or

~ i fine :gravel

~-avel and sand ~s~d . ~ gravel

~ A cobbles ~ A and glaelal bould- ers ~avel and bou.lAe~8

?.ImestQme L~B

and gravel gravel

.erB and gravel

on Coarse S ~ d

harp sand ~mpe do sand oarse sand ~:nd with a little clay and gravel a r e coarse sand

do do do

o e~'se s a n d

o a r s e sand oarse sand

oarse sand to gravel

.k

m ~

:a If,,6'V l.S

2".e

~.5

1.9

z;e

Z~B

1.9 8.5

3 . 4 2~5 B,o 6 . 6

P

6.5

4.8 ~'

2 . 5

5 . 5

Table tie

Tab

i Narora (Failed) Probable Fine sand Possible Fine sand Not over Fine sand

2 Ehankl (Failed) Fine sand 3 Corpus Christi Sand

(Failed) 4 Deoha (Failed) Fine sand

ii Nadral F~cape Light sandy soll Fall

12 Park D~m ~icksand & gravel

25 Islam WBir Send 25 Khanki (Reconstruc- Fine sand ~:

ted) 30 Narora (Reconstruc-

ted) 31 Nadral Escape Fall 37 Zifta 49 Iron llount ain 56 Mot~ville Plant 57 Village of Lowell 58 Village of Dellaire 5~ lkron, Ohio 6 r Anadarko, 0kla. 61 Barre, Mass 62 Mi~nl, Ohio 63 0kla. Diversion

Fine ~and

Light sandy soll Running sand and mud Fine sand Quicksand

Sand Fine, clean sand Sand and silt Sand Sand, fine sand & silt Sandy silt Sand and shale

4.7 2.8 5.9 4.2 2.1

6.9 2.9

1,5 .,. 1.9 7.6 "7.7

8 . 2

5=9 8.1 5.5 4.6 4.5 ~.0 4.~ 3.I

• 24

• y _

0 •

~ , , , " r ' - ' T " ~ l

~__~_!e 4 , l h~= on _ ~ d ~ F:Lne ~ . ~ n ~ S i l ~

11

12

25 25

30

l N,..m.,, :Probable Fine almd 4,9 P o n i b l e Fine s ~ me8 . Not over Fine sand 5.9

£ ~ Ch. l led) Fine -,-,,d 4 ,2 .... " Corpus Christi S~d 2:1 (h eal

4, :Deo)~, ( F a i l e ~ ) Fine ssnd 6.9 ~mdrel :Escape Li@ht sandy soil -- 2~9

I'WLz'M ~'~ ~icksan8 & gr:vel 1,5 1.9

Isls~ W e : ~ S e n d 9.8 Ebanki (Reconet'ruc- Fine sand 7,;7 ted)

Navora (Reoonstrue- Fine sand 8.2 ted)

Nn~al Escape Yell Light seedy soll 3o9 Z i f t n Runuin~ s a n d aud mud 8 . 1 I r o n l~ount~ln F i n e eahd 5.5 llottville Pl~nt QuicEsand 4,.6 Tlll~e of Lowell ~nnd " 4.5,

58 Village of ~elleire Fine, clean sand 2 . 0 5~ Ikron, Ohio Snnd ~nd silt 40~ -J er .~, ,~arko, Okla. Smud ':. S.I 61 R~rre, M~ss S~ud, fine sand & silt ~ '~ ~B Mie~i, Ohio Sandy silt ~: ~; ~ 0kla. Diversion ~ Snnd end shale 6.~

51 39

58 59

b

Bt~R~e|ted Wel~Ated Creep Ratios

Xm the fo~owln~ table are given the weighted creep ratios whioh

e ~ I m of all available data from existing structures and partic-

1~lRrly ~Moae Im the above tables indicate as necessary for safety

~Inst failure from piping along the contact of the structure and its

foundation. Xm crde~ to use these values with safety the cutoffs must

be of solid masonry built im contact with the earth sides of the trench

c~ of interloekln~ steel or concrete piling driven so that the inter-

l~ek is not br~1~en, and satlsfaotorily embedded at the top in the mason-

ry e t~ruoture. They also assume competent supervision during constructiom

end effieient maintenanee afterward. These values are for major struc-

tunis, BOmawhat smaller values may be used for less important struc-

~ m , ra~gi~ down to perhaps 80 per cent of those given for those of

m i n o r Jmportn,~og.

a re so many t y p e s o f f o u n d a t i o n m a t e r i a l t h a t i t i s i m p o s s i - b l e t o ~ive values for all, Only the usual types are therefore given

and the other conditions cam be determined by comparison with these•

Weight of Horizontal Creep I~3

@

Fine mend • . . . . • , • , • . , . ° . . •... , V,G

~ d i l ~ sand • • . • • • • • • • • • • • • . . , ~ 6.0

COe~SO sand , • • . • , . • • • • • . , • , , , 5.0

F i n e gravel . . • . • . • • , • • • • • • q • q 4.0

Hedi~ gravel • • , • • • • , • • • • • . .~. , 3.5

Coarse gravel including cobbles •. • • , , . . • , 3.0

~ulders with some cobbles and gravel • ~ . . . • • 2.5

Bolt clay • -, • , • • • • • • • • • • . • : • • • • . . , . 3.0

Msdi~ c~ . . • • . • • • • • • • • . . ~ . • . . • . • . 2.0

~ d ele~ " i. 8 • • • • • • • • • • • • . • . • • • • • @ @ • • •

Very hard clay or hardpan • • • • • • • • • • , . . . . ~.. 1.8

The ~alues for meditu and soft clay are somewhat uncertain as no

record was found of dams founded on these materials, If the re£uire-

meats of bearing pressures can be met, the values given would seem to be sufficiently conservative•

Reacemnended Vc~lues are Conservative

The reocmnended v a l u e s have i n t e n t i o n a l l y been made q u i t e ~ o n s e r - ~ a t l v e . " Not a s i n g l e f a i l u r e was found where . the dean had c reep head X~tios as large ~s those given• It is possible that 1~uture experience

2~

%

year, .and the ~routed riprap at the end of this anron was blown up and piping nroeeaded until the whole; structure collapsed. Consldering creep under the~uddle anron as vertical creep, the weighted creed dlstanco to the point of blow-out r/az 58 feet, giving a weightedcreen head rat~o of 2.9. The corresnond~ng plain creep end short-path distaHces and ratios arc 309, 84 and 5.5, 4.2 respectively.

Lea sburG Dam

The Lsasburg Dam ~ms built in 1907. It ".a2 Founded on sand, about i0 feet below the surface of ",hich there acre many boulders. There was a rot, of 20 ft. tri~nle lap ~.~ooden sheet oiling along beth upstream and dormstream edges. On account of the boulders, it was not possible to drive the sheet ~iling ~,Ith close joints throughout. Between the sheet oiling were round piles 4 feet on centers. A layer of 4" of broken stone ~ms placed bcno,:th the dam and a reverse filter was placed just unstresm from the

lower row of piling, and discharged thru the concrete, by passing the sheet pilln~, .~hru 2-inch nipes at about 4 ft. intervals. There was a flow of hot water un thru the foundatlon material.

The dam crossed the river channel and extended hart '::ay

across the hlghcr bottom land. When floods came the °'oter c~Lmo denn the river channel and then spread out to ~o over the c:'c:Nt of the dam. This gave a higher head near the river channel '"hich caused fla": alon~ the upstream face of the crest, causing dean Scour. Thi.s'uncovcred the ~aus in the sheet uiles and ncssibly scoured baler: them. Pinln~, developed but the dam. d~d not col-

lapse as it "'~,s su.nDorted on the piles, It r'as rcnairc~l by thro~,'ing riprap and brush on the upstro~ side "-here ~hc :rater had piped thru, -~hich stormed the leaks and allowed the b~s~n upstream, to silt un. The dee ,has boun in se.~z~c(:mncc 1906.

e

@

Da~:..~- o.- G'_a¢ Undcr~ald by Pervlous ~at0:ri~Is

Nathaura Escape Head~ Sarda Canal~ Unite,! =rovinces a india

The foundation of this s t r u c t u r e :vas excav;~tf~d i n ~ thick layer of clay underlaid -.'i~h sun.'], ":hich iiltul'r! -~li,~. probably underlain w~th a lo-.ur strattEn of clay. The floor lev~] .-as nearly to the bottom of tt,c clay layer. It scorns :o huvc been designed' for a creep head fusee of a;,t,1~t: 13 s.tnd had no sheet piling cutoff end very litth; vcrtlcul creep. The s3nd layer carried water under 9rcssurc, tL,~ zorln(- !ev~l being .'.:bout 5 foot above the ,!o.mst~eam escao¢ t'loo:'. A ~tron~..;-:rlnr "!c- velooed do-mstr~am ":hich ."uuctioz~ :::-on :h:~n thu caned "x,s

iA

~L

• o

.o:),@sed,~ ,,fl,F'~z' 4~l.,~o,:~,ng up e sand o~etor it a~ear~d I;o stop re- m@~ foundation material. A water oushion three feet deep .-.as ~aln1~mlned over it and later disappeared. ~ith a hmad of 7.5 foot, givlng a ex~op hoed ratio of about 17, the structure Tailed s~d- denly ,from undor~ining.

The t n ~ x l i a t o c a u s e o f t h i s f a i l u r e I s somo-,hat o b s c u r c . I t i s ~ r o b a b l o h0wovor 9 t h a t the Dro~.suro b u i l t up bon,~ath t h ~ slay layer do.'.~strea~ from the stxn~ctur~ ,until it suddenly raised 'a eQnmiderable area Of it, breaking the contact' ~iSh the do:m- ~ l al0roa o f t h e s t r u c t t t r o o n d ' ~ o r m l t t i n g th~ v, n t o r w i t h i n , f~o sand l s y o r t o o s c a r s . Wil~ th0' sudden r ~ l c e s o i n ~ r o s s u r e , ~hs eaud ohe0~ed ~o a d i ~ a t a n t s t a t ~ ( s a c page ) and ~as ra~ id ' -

~ 7 .qaehod o u t from b e n e a t h t h e s t r u c t u r e , u n t i l a c h a n n e l Termed b e n e a t h "the s t r u c t u r e and undermined i t .

f ~

?6

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AI~ENDIX IV

PLATES I TO XXII

~I~IONS OF 'MASONRY DAMSON FJARTH ~FOURD~TIONs . CJ

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APPENDIX I :

Maaonr ~ Damson Earth FoUndations

e e Irri~azion Works of India - Buckley - 2nd Edition, pp. iOV to E~7..

The Prac~ioel Deslgn of Irri~ation Works - Bli~h - ~nd Edition, pp.

16~ ~o 266. :

Dams and Weirs - Bligh - pp. 151 to 198.

The Control of Water - Parker - pp. 656 to ~06.

The Improvement of Rivers - Thomas and We~ - 2nd Edltlon, Part'II~, ~p. 5~9, 629, Plates 54, 67, 69,'72 and ~B.

Boor of Plans, New York State Barge Canal, Pla~e 55.

.•

Madras Xrri~atlonManual - Mulllns;

Irrigation Practice snd Engineerlng, Vol. ~IIl - Etcheverry.

: / ¢

On Percolation under Aprons of Irrigation Wozks - S. Leliavs~.

]~dba~echanik - Dr. In~. Kar! Terzaghl. ~'~ H :

Uplift PreSsUre on Dams - Warren ~eaver. " , ° •

~ou~al of Mathematics and Physics - Vol. XI, No. 2, Jttne,'. 193~i"

I

F.~ineering News-Recor~ - Through J t m e 1@54.

Vol. !i0 - 6-1B-~ - p. VSO -

108 - 1-28.-52 - p. IBO -

1Or - lO-8-Bl - p. B95 -

• 106 - ~.~31 - p. 409 - 106 - 2-1;:-31 - P. 286 f'- i~5 ° 1.2-18-~0 - P. 974 - i00 - i~-4-~0 - p. 897 -

105 - II-29-Y-' -p. 861 -

. r , . 6

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. i ~

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K . w : • "

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Co~crete ~ll'Replaces" Levee at Helen~, Arkansas. d Depr(:ssed Apron Checks Erosion ~below.

Hamilton I~ . . . .

up r cree min t ol. fraa .. c i s c o • W a t e r . Corp~..e Christi Dam Failure. The Corpus Christi Dam Failure;

Corpus Christi Dam Fallure... Cause o f . C o r p U s Christi Dam Fnilure"

Still Undetermined. Corpus Christi Dam Feils'wi~h L~s C~

N o r t h A"cutment W a l l .

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: , ' . , 1 0 ~ - 1 0 - 3 1 - 2 9 - p . ~ 8 5 W a ~ e r 8 u p p l p . ' ' - A~ton~atic Roof WelrsUsed for Reservoir ".

: ' ' ~ M ~ C o n t r o l on G ~ d a l u p e R i v e r . . : '~ . '/ ' - 8 - 1 5 - 2 9 - p . 242 . P l a n n i n g a ttuge D i v e r s i o n ; , ' e i r , ~-onnet : ,:.'i,: Carte Spill~y. ,

' ' : : i ~ 2 '- 2 - 1 4 - ~ - p. 284 , l~ogl , e s s of T e s t s . a n d Desfcn of Bonnet ,~.. Carre Spillway.

" ~ /.~ " I~?'26 - P. 12 Faill~re of Dam. in Wales Due to Washout u n d e r Foundation,

: '.. ~'~- 5-9-~5 - p. ?62 - Low •Head Power Plant Designed for "Typl- '" : cal Mid-West River. '•. 3

,, . . . . . 9 ~ ' - 1 P ~ - 1 8 - 2 4 - p , l O 0 2 - R e p a i r i n g , the Laguna Dam' on t h e C o l o r a d o . • ,..; . / . . . ,

~,,,:'~: ,. : : ' 9 0 ~ . B 4 - ~ - p. ])26 ~ . B ~ l d l ~ a G r a v e l Retaining Dam by ' " ' :, "" I~e@llne.

, " . . . . " ' 8 9 " ' ; 1 1 " . ] . 6 - ~ 2 - p . 8 P . ~ ] l ' l o s ~ i n g C o n e F e l ; e ~ B u i l t o n t h e G i l a

,. :.,. . ~ - B - 5 - 2 0 - p . 244 - Tmprov~men t Work on R i v e r , M ~ r r e y R i v e r . i - " '~ ~"" in South Australia. . . , .~-:..~

-, ".'v~, 85 - ~,19-SC - p~ 555 - Floods Wash Out Part of Apron of Granite

; ~ " ; ~ : t • ' 8 t - 4 - 1 5 - 2 0 - p , ? 8 2 - A n I n d i a n E n g i n e e r o n Dam D e s i g n • A ' " "L * *~ •

,~ "'.~,-: -,'. " ~ (Book Review) ~;:~,,-, " . 8 4 - 5-~-. ~0~ - p.lO14 - Measuring Upward, Pressure under a ' . " ? i " " " ~ ' , ~ . . , Masonry Dam,

~"' . . . . ' : 1 ~ : - 4~19 - B18 Panels "of Movable Weir Collapse Auto-;'

'' ~':~I~ - 6-12-19 -"p.I166 - Balanced Automatic Sluice Gate for ':;.:\ . L ' . " ' ~ " "

,~"" ." • Park D~m. ' :

'.':,.' " '" on Earth Foundation. ~*~ :: ..... ~ 80"-,4~-~-18- p . 831 -Uplift from H y d r a u ~ i c . Y u m p q ; e c ~ e c ~ e d in ' : -~.:', < Eem~ on Porous Foundation. .,. ,.

~:::~:',~, :?9 - 8-~'17 - p . 2L? - Island Lake Storage Dam ~ms l~znense Lo~ ".'~:;.:,?~". ; ,

I ~ , ~ : .:,.,,-.~ ~ Sluice.. :;

:I~ "., :-~'.~ . ,"

~,'~-,"~::;!~.. ,~I~...':?~- I"~;-10 - P. 106 .- Reservoir aM Concrete Dam in ~,laclal " , ' . ; . . ~ . - i ' ~ . " - ' "~

~:.~: 4~- :~-~16 - p. 974 - Failure of D{version-Dam on Salt Hiver .,:,....,., ., F r o : i e c t , :~ . , ~ $ - " 6-8-16 - p. i070 - Irri~lon Headworks Repair and Dam.

• . -, . ~ a l l u r ~ . - ~,::i~:,:., - " ~I~ ~-",e-l~.le -p. 11oe - £~tebu~g Dam Goes Out."

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Engineerin_~ N e w s

Voi. ?5 - 6-15-16 - p. IIIZ - Building Power House and Dam on Sand

Foundations.

74 !i-25 -'= - ~ - p. !032 - $i01,000 Hollow Concreze Dam, S%.

Franci~ River. ,.

72 - ~-16-14 - p. 118 - A Low Head %~ater Power Plan%.

72- 8-27-14 - p. 425- The Design and Construction of the

:Bas ss_no Dam.

72 - 9-b-14 - p. 484 - The Design and Cons~ruc'.ion of the

Bassano Dam. -~

71 - 2-5-!4 - p. ?~0 - Conscruc~ion ~ ?fork for East<St. Louis

' Flood Protection (Cahokia Creek Y~.n).

70 - !2L18-I? - p. 1258 - Reconstructing t2,e Foundation 0f the

Elwha River Dam.

69 - i-9-15 - p. 83 - The Sheet Pile Cutoff on ~he Por~

Angeles Dam.

60 - 2-6-i~ - P. 266 - Lessons from Zhe Failure of s Weir and

6811 -~ ~, ~. ,-, Sluices on Porous Foundations.

i~-u-l% - p. 1972 - Foundation Failure of a H/6h Concrete

Dam - Port Angeles, Washfngzon.

68 - 12-26-12 - ~. 1232- The Acciden~ %o ~he [~z at Port A/~.~les,

Washington.

67 - 4-4-'_2 - p . 621 - Irrigation on :he Royal t&u:'a~b Estate -

Turkestan, Russia.

67 - 6-20-12 - p. 1196 - Blowou~ of a Canal Retaining ~la!l a~

Ansonia, Conn.

6 5 - 4-i3-II - p . 444 - ~%'elrs on Porous Foundations and wi~h

Pervious Floors.

109 - Shee~ Piles as e Means of Decreasing_

Permeability of Porous Fqunda~ions.

611 - Movable Dams on ~he New York-S%a~e

Barge Ca ril.

708 - ~_ms, Barrages and Weirs on Porous Foun-

ds:ions. (See also Vol. ~, I~.IZ-Ii, p. 5~.)

393 - The Failure of ~he Fergus Falls, :,[iruue-

so~a, City Dam.

497 - The Faiiure of the Dam at ~'er~us F ~alls,

.Vi nneso~a.

" - The 9ranize Reef ~m and Oa:.e l.~ec::e~ism.

:~5 - !-26-11 - p.

64 ...... .-

64 ' " ^

62 - ].0'14-09 - p,

6~ - 11-4-09 - p.

6! - 4-1-09 - p,

61 - 6-10-09 - p.

345 - The Undermining o:" a Reinforced Concre,.e

Dam a~ Pi:tofie!d, ~assaehuse:t~.

6.., - Turning the Colorado ktver and C~mple~-

:ng :he Laguna [e~ Az~ona-~o~o~aao.

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• . , . .. . . . . . . ,, ~ !,':'~;~

. : OJ: ,~ ,O 10; . '1 -08 - p . ~ - ,The G'z~0~£e Reef'i , D i v e ~ ~ m ~ , D i m 'of.:'~.he ,?

, S ~ t River Pro~ee'% , o f '~]ie U . ~S. ~%a- :~ . ,fl , ma~iom Service ,. !Arlzon~. :,

Colozs~ ;River ," A r i z o n a . "

5 9 - I e , - S ? - O ~ - p . ~',

• - p .

58- Ii-14-0,? - p.

54 - I0-I~-05 - p.

54-

55-

55-

40 - V-?-98 - • p.

p .

B6 - 1B-31-.96 - p.

SS- [~-14A95- p .

:BI - ~-B4-~4"-

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507 - The Hauaer~lake Steel Dam ln Che MissQuri River near Helena, Montana.

574 - Water Power Plants on ~he Apple:River, W i s e o n k i n . .:.. •

- p. i00 - Pile• Fcamda$£on for Movable Weir. ~

~-9-05 - p., 146 - The L~una Dim, Yuma Irrlgatlon Project, California.

2 ~ 9 - 0 5 - p.. 147 - Grouted Rubble~Core'Wal.ls for the ~irs of ~he Delta;B~rmsge, ~4~ypt.

- The New U. S.Go~ernment Nee¢le Dam at

Louisa, Kentucky, on the Big Sandy River. 98 - Locks and Dams, Great ]~uuawha River.

4~6 - Movable Dams, Great Kanawha River.

166 - New,Masonry Demat(Lonsdalei Sho~e Island. ..

- The' Chena~,}~elr.

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24 - g-6-90 - p . 204 - ghltlngk,St ~ Dam, Holyoke, ~.[assachuset~s.

i.eeri Re ord , 1 i i " " Vol. 74 - 12-9-16 p. 71. - Diversion ~elr- Canal Type Used for

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Pioneer Hydroelectric Develo~nentin Sandy Soil.

71 - i-2-15 - p. 24 - Hindla Dam on Euphrates River.

69 - 1-!T-14 - p. 77 - Coon Rapids Hydroelectric Development.

69 - 3-28-14 - p. B72 - Heconstruction of the Elwha ~iver "Dam.

66 - 12-7-12 - p. 640 - Connectlng lake ~eshington Seattle with Puget.

66 - 10-5-12 - p. 576 - Failure oi" Intake a~ Bcw ~ivor Dan.

66 - ll-BO-12 - p. 600 - Washout of Base of Port Angeles Da~.

66 - 8-51-12 - p. 246 - t.ater Power from the Au Sable River. °

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e.it , B ' - ; .p . - S ak : in .the .Poller Canal Wall at aao a.

" " : ~ . 4 ~ l & ; l ~ - , p : .401 - ~ F a i l u r e Of/Dam at oswego, N. Y~ • 9 * . . . +

~@I - I0~21-11 - p. ',4~I - • Small Hydroelectric Plant on th6 OswO~tohie River.

V~I.~,- p. 141 - l~aablo-Rooky Ford Irrigation Project.

¢~- r>-29-ii~- p. 569 -BowRiver Dram, Southern Alberta Land-Co ~. T

'~i- 5-20-11- p. 560 -Grmmlte Reef DiversionDam, Arizona.

62 - 10-8-10 - p, 396 - The'las Vegas Irrigation Project, New

Mexl so. '. 61 - 4-.9-i0 -.D. 489 - Failure of Canal Headworks, EZypt.

61 - i-i-I0 - p. 24 - The Failure of a Sull Conorote Dau.~.

~i61 - 6-4-10. - p~ 726 -Compensotlon Weirs, Nepean River.

J~8 - ll-21-O~ - p. 572- The Hydro-Electric Plant of the Uncas • . Power C~Imany at Scotland, Connecticut.

58 - 12-5-08 - p. 645 - A Successful Low Timber Dam for Broad', Sandy River Channels.

58 - 12-26-08 - p. 928 - A I:ow Hea/~':Hydro-Electric Development at Berri~dn Springs, Michigan.

"56 - 9-20-09 - p. 75 - The U.r~'er Grays Dam, .Consolidated t/ater

Con~guy, Utica, New York.:

56 - i0-19-09 - p. 418 - Three Low Head Hydro-Electrlc Develop- ments in Michigan.

56- I0-~6~09 p. 462 - Three Low Head Hydro-El.ectric Develop- men¢s in Michigan.

5~- I0-14u05 - p..431 - The Rlverdale Plant of the Apple River

Power Company. 51 -. 4-15-05 - p. 428 - The Asyut Barrage Across the Nile.

En61neering and Contracting

Vol. 53 -

51-

4 -

2-11-20 - p. 14V - New StoraGe Dazs in Illinois (Decatur Dam) (See also Engineering News-Record,

Vol. 91, Augus~ 16, 1923, p. 264). 3-12-19 - p. 261 - Condltions. of Stability and Suc{ies~ed

Desig~n for Wooden Dam Built o,1 Sand.

9-8-15 - p. 193 - Consldorations of Sliding, Over~urnlng, Crushing and Blowouts in D~m Design by

the Ohio River Board. .

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F ~ i n e e . ~ i r ~ and Contracting

Vol. 41 - 5-20-14 - p. 584 - Structural Features an@Constructi0n i

Methods, Hydro-Electric Plan~ at Elf-

hart, Indiana. 39 - 3-19-13 - p. 315 - Unique Construction Methods snd DeviCes

Employed at Lock and ~ Dam No . .i , Mississ=

ippi River Improvement, 39. - 5-7-13 - p. 533 - Methods of Constructing a liydrd,Ele

Power House and Dam on ~.Sand Foundations.

37 - 6-5-12 - p. 639 - The Design and Methods ~..nployed .in Con-"

structlng the Cooke Water Power Plant on

the Au Sab[e River, M~chi&~an. 37 - 6-5-12 - p. 646 - Three Approved Desigms ifor ;Ieir l~ms for

• Irrigation, Canals. 35 - 3-8-11 - p. 290 - Dams on 8and Foundations'. '

33-

33-

2-2-10 - p. 117 - What Caused the Failure of theDansyille Dam? ....

3-2-i0 - p. 207 - The D~m Failure-at Dansville, New York.

25 - . 6 - 6 - 0 6 - p. 155 - Cost of a &mall Reinforced Conc:'ete'Dam

at Richmond, Indiana.

Water Works (Formerly Par~ of ~Fm~ineering and Contracting)

Vol. 6.5 - Feb~ '26 - p. 65 - Oliver Dam on the Southern Okan~;an

Irrigation 1>rojec ~. L

65 - ~une '2~ ~ p. 269 - A New Type of Spillway.

59 - !darch ;23 p. "605 - Concrete Barrier Dam for Intercepting

Driftin~ Gravel and Sand. :~

Roads and Streets (Formerly Part of Engineering and Contracting) ~

Vol. 62 - Aug. '24 - p: 321 - Frictional Resistance of Concrete on

Variou~ Sub-Bases. J

The Engineer (London) .Th.rou~h Vol. 156~ 19.33

Vol. 156 - 8-4-3:~ - p. 105 - The Flow of Water in Sand. ::

153 - 1-22-32- p. 105 - The Lloyd Barrage at Sukkur'on ~the

Indus. 151 - 1-30-31 - p. 123 - The Nag Pmmmadi Barrage.

2-6-.51 - p. I~:

146 ,- r 0 - 4 - ~ 9 - p . :Sd~ - The S u k k u r B a r r a g e .

i0 ,J.

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°

.• . °

Yol. i45 - 2-10-28 - p. 147'- Irrigation in Siam.

,)

144 - 9-2-29 - p. 251 -" The Nag PBm~adi ~PaTrage

• 142 - i~24-26 - p. ~80 - The Sukkur Barrage Irrigation,:ProJpct,

1920. ", 11-3-93 - p. 431 - Movable Waste Weirs, Mira Canal, india.

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.rS' •

len~Ingerin~ (London) Through 1933 ....

Vol. 156 - 10-13-33 - - A~tomatic Radial Sluice Gate on the River Ouse, ..

13@ - i-~9-32 - , - The Lloyd Barrage~r,a~ Sukkn/r.

i~i- 2-2-31- ,~. 20 - The •Nag Hamandi Barrage.

129 - 6-27-30 - p. 821 - Zuyder Zee Reclamation Works. ~ain • Enclosing Emban~ment and Sluices.

122 - 10-15-26 - p. 484 - The Dolgarrog Dam ~ailure.

119 - 3-20-25 - p. 371- The Regulntion of the Murray River.

* " "119 - 4 - 3 - 2 5 - p. 405 - " " " " " "

t9 N tt i! t, |! ~ . i 1 9 - 4 - 1 9 - 2 5 - p . 4 6 9 -

• [ 1 1 ~ 9 -- 5 - 1 - 2 5 - p . 5 3 2 - " " , j . . . . - -

ll9- 5-8-25- p. 565- " "

. ~ 1 4 - " 8 r 2 5 - 2 ~ - - S u k l a ~ r B a r r a g e .

! 1 ! ~ I t

t | 9! . t 9

11

/

. . . . . " ' : ~ . C .agadi_~ri iEnglneer.

IO~ :,VOI. 44 - 5-2-22 - p. 444 - Cons~rucgion of Kettle Creek Da~a,

: - S t , T h o m a s . Ii 38 - 6-3-20 - p. 51V - Dam That Withstood Unusual Severe Test.

• r •.

' - i0-30-08 - - Divers~Ion Weirs on Send.

• - '" "" " : 4 2 : : : : - : ' > . . ~ / ~ ' \ , ~ C ~ i ~ of .the Americe~ Society 'of .Civil Fm61neers- Through 1933

, j,.

¥01. 93 - 19~9 - p. 262 - H~dworks of the Imperial Canal.

93 - 1929 - p.1317 - ~ydrostatic Dplift in Pervious Soils.

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ons of the ~e~oan So~.t: or v ~ ~!/ Transac ti Ci ..(Continued) ~

Vol. 93- 1929- p. 1717- Upward Pressures under Dams. Ex~er'iments "

• by the United States Bureau of Reclamation. 92 - I928- p. i001 - Lake Washington Ship;Canal , Seattle.

TL

8 8 1 9 2 5 - p 12.57 Sherman Island Dam a n d P o w e r 2 . H o u s e . ~}:i 8 6 - 1 9 2 5 - p . 1 4 8 - L o c k s a n d M o v a b l e ,~ams o:~ O h i o R i v e r .

81 - 191V - p. 1 - Designing an/Earth Dam Having a Gravel " :. Foundation. . ...~...~

80- 1916 - p. 421 - Action of "~ater under Dams. • '.'-~':

" %;'i ",

7 7 - 1914 - p. i!i - Prewitt Reservoir Propo.sition; /~"/i • 77 - 1914 - p. 932 - Diversion Of Irrigating Water ~fr~n S~rsams.

.76 - 1913 - p. 121 - A Wosgcrn Type ~of Movable Weir Dam.

, 76 - i01~!- p ~ ~.2~4 - Irri~tlon ~,~, Ri,er Cont.-oX :in the Cole-: . i?i ', fade 'River Delta (Sharpe, s ~Head&~te). , , ~.~i 7H.- 1911- p. 175 &" o- ~i

p. 190 - Dams on Sand .Foundations. J:. " - ';f),I

B 2 - 1894 -'.p.. 3 8 9 -, The Dunnings.. Dam, ' -" : , .

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15 - 1886 - p. 887 The Southington Dam. " '~ ~

3' 2 - .,o. I - Jan. 1933 - p. 9 -Profile fox' a Low ~ b~termlned :' ~,~

~ tJ ti ~ J.lD ~w

C"o" • No. 6 - June 1933 - p. 322 - Temiscouata ~S~orageDam,;on Sand .-~

• ~ounaa tion. : , ,

Journal of Electr£cit- '.Power and Gas . . . . : " '

• [,

N~oi.'~35 - I0-16-15 -p. 297 - Port Angeles Dam." . . .... " " 4

Professional Memoirs Cor s of "" neers ~U'. 'S.:Ann . - -'" ,,'- %,

Vo!. 7 - '1915 - p. 32 -Percol~tion and Ulmard Pzessure ,of ~Water,

/

#21-~0 - Report o~ Construction of Leak a n d Dam No. 4, ohlO'River, 'i - ~.

J

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~ " ,; • " 7 7 ¸ + ' - I

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. . j, !~, '+' ~"~: VO1% ~ - S-lO-~£- p . iS7 - Rc~f - W e i r o n C ~ m ~ l u p e R i v e r , T e ~ s ~ . . . . '++

• + + l •

+ i , , 9 - 5 - 2 5 - 3 2 - p . 2 8 7 - - C o e h i t i D i v e r s i o n Dam +on t h e R i o ~ r a n d e . : '+

0 P ~ o o ~ i s of the Z n s t t C u t i o n of C i v i l i n s e t 8 - Tbro ' Vol . . * - :

V o l . 2"SS - 1 9 S 1 - S 2 - p . 1 4 0 - T h e D e s i g n a n d C o n s t r u c t i o n o f ~ h e L" S a r d a Canal . +"

232 - 1930-~i - p. ~40 - The Nag Hammadl Bml-rage, Upper RZYpZ. ~

19V - 1914 -p. 221 - The Stability of'Weir Foundations on

Sand and Soil Subject ¢o Hydros~at~[c ~/ + P r e s s u r e . "+ • -~

158 - 19Q4 - p. 26 - The Barrage Across the Nile +at Asyu%.

15V -1904 - p. 2V8 - The Jamrao Canal.

~6 - 1903 - P. ~P~ - The Zlfts Barrage and Subsld~al.v ~ .

113 - 1893 - p . ' 314 - The Chenab Weir.

• o % ~ r ~ a l of the Western, Society of F+n~ineer s ~ : •

Vol. 19 - 1914 - p. 979 - Coon Rapids Low Head Hydro-Electric Develop +_ m e n t . " "

L e G e n i e C i v i l ' "" ' I

ii

II

Vol. 92 - 5-5-28- p. 486- Canalization of the Meuse

81- 7-8-22 P. 40-~- ~' - Canalization of the Meuse in -{ollan~.

Jour~l of the Aasoc~.ineerinr" Societies

Vol. l~ - June '96 - p. 210 - 5e-_r Trap, Sandy Lake Reservoir.

16 - June '96 - p. 208 ~ea:. Tl~p, Davis Island Dam.

American Institute of Mining. and ' + i e t a ! l u ~

Technical l~t~lics~ion No. 215 - p. ~l.

Die Beutechnik

VOlo 37 - 8-7-26 - p. 526 - Die Kanaiisert~ng der Hollindschen [.~aas.

in HOllan~ ....

i +.

+ ,

+ .

0

• .- -|

T~i~,~D,- pp. VZZ,Vl~- Weirs of Canal f ied Meuse,

• , ineer 'com res., l g 3 0 .

l .{e~[tion • ~'~'~,~:~ to Stabill1~y,¢f Structures Resting on Saturated Soils.

Paper No. 142 - Stability of Weirs and Cunal Works. -' An App!ic~tion of'the New Theoz~J of Hydraulic Gradient.

p~z_tab I r r i ~ a t i o n ~esearch I n s t i t u t e

Research Publication Vol. II, ~an. 1953, No. 2 - Szudies on Subso~l Hydraulics. Investigation of Observational ,~ethods for L'odeis.

Reeesroh Publioation Vol. II, No. 3, 1934 - A S~udy of ~he Flo~ nf : Water under Workr bn Sand :Foundations by Means of F~odels - ,Z~rt I " %.

:i~ ReSearch Publ£cati0n Vol. I~, No. 4, 1934 - A Study of She F!dw of ', Water Under Works on Sand Foundations by ~i[eans of blode.~.s " Part II

• ?, . ~ ~ ,;" , n t .~Research Publi~ati;on Vol. II, .,o. 5, Feb I~Z4 - An In~e~,~-.. ion of ;~, the Pressures on Works pn Sand Foundb~ions.

~ ~eseazn~h~,Public~tion ~01. I~, No. 6, Feb. 1934- An Inv~s~i,li~tion of ,. ' ~ ithe Flow 'of ~Bater .Under Khanki '~'ieir and the Prezsuros o:: the :

,,: Floor.

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