xt7fbg2h9x2f https://exploreuk.uky.edu/dips/xt7fbg2h9x2f/data/mets.xml  United States. Federal Highway Administration United States. Bureau of Public Roads United States. Federal Highway Administration. Offices of Research, Development, and Technology United States. Federal Highway Administration. Offices of Research and Development 1939 v.: ill., ports.; 30 cm. UK holds archival copy for ASERL Collaborative Federal Depository Program libraries. Call Number FW 2.7: 20/7 journals English Washington: U.S. Federal Highway Administration etc. Contact the Special Collections Research Center for information regarding rights and use of this collection. Works Progress Administration Transportation Publications Roads -- United States -- Periodicals Highway research -- United States -- Periodicals Public roads: a Journal of Highway Research September 1939 text Public roads: a Journal of Highway Research September 1939 1939 2019 true xt7fbg2h9x2f section xt7fbg2h9x2f ‘i ’ . ...... -.. .. . _._. ,, '1" I
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3% A JOURNAL OF HIGHWAY RESEARCH I I
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_ FEDERAL WORKS AGENCY iii;
. PUBLIC ROADS ADMINISTRATION F'I
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XE; VOL..2o, NO.7 v SEPTEMBER 1939
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‘ STABILITY DETERMINATION IN THE LABORATORY ia
_ » ______. I
F" “'9 by the Superintendent of Documents, Washington, D. c. - - - - — - - - - - - sue page 2 of cover for prlces a!
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 1 1 l 1
1
1 l
1 1 ——————-—-—-————‘——‘——_—'—_—\______—_—____————————-————\
1 1 K
11 1‘ ‘ E55
1 111 P B 1C R0 D D > > A journal Of
, l ' 7
1 11 1 U L I h S Hzgnway Research
1 1
1 1
1 1 1 Issued by the
1 1 1 FEDERAL WORKS AGENCY N THI
1 I earth I
. 1 1 PUBLIC ROADS ADMINISTRATION Witl
1’ g D. M. BEACH, Editor the walls
. 1 1 Volume 20, No. 7 September 1939 pressures
1 1 1 ‘- ______._.__——————-——————'—-—‘——§ expresse<
1 11 1 1 The reports of research published in this magazine are necessarily qualified by the conditions of the tests from which the data are obtained.
1.1, ‘1 1: Whenever it is deemed possible to do so, generalizations are drawn from the results of the tests; and, unless this is done, the conclusion; In which
11 1 formulated must be considered as specifically pertinent only to described conditions.
11 1 . Howe‘
.1 11 1 . roduees
1 311; In This Issue firmed,
11 .11“ Page of the a}
11’ 1‘11 . . . Wedgi
11 1‘ Essential Features of Thermal Shear Tests , . . . . . . . . . . . . . l33 1
1- 1 walls gfi,
11 c the 5011
11 1 Safety Promotion Activities of the State Highway Commission of Wisconsin . . . l45 light): I“;
1‘1 1 1 angle a
1_ 1 Foromg
1‘; % passwe r
:13 THE PUBLIC ROADS ADMINISTRATION — - - - - - Willard Building, Washington, D. C. anfffilglg
,‘ 1 ‘ REGIONAL HEADQUARTERS - - — - - - - - - - - — - — Federal Budding, CIVIC Center, San Franc15co, Calif, load, 00‘
11 11 . v ROADS
1; 1 1 Bones
1:- DISTRICT OFFICES 3132311111;
1 1 DISTRICT No. 1. Oregon, Washington, and Montana. DISTRICT No. 8. Alabama, Georgia, Florida, Mississippi, and Tennessee. ShOWIl 1]
1 11 ' ‘ 1 Post Office Building. Portland. Oreg. Post Office Building. Montgomery. Ala. ea’if’h bbe
1 1 i . . . an su
1 ' ; DISTRICT NO- 2- California, Arizona, and Nevada. DISTRICT No. 9. Connecticut, Maine, Massachusetts, New Hampshire, New retaining
. Federal Building, Civic Center, San Francisco, Calif. Jersey, New York. Rhode Island, and Vermont. t0 the a
11 1 DISTRICT No. 3. Colorado. New Mexico, and Wyoming. 5'05 13°51; Office Building‘ Albany' N'Y' passive
1 1 ' 254 NW cummhwsev Dame“ C°1°' DISTRICT No. 10. Delaware, Maryland, Ohio. Pennsylvania, and Distrid figure 1':
1 DISTRICT No. 4. Minnesota, North Dakota, South Dakota, and Wisconsin. Of Columbia. _ SUPPPTU
1 ' 907 Post Office Building. St. Paul, Minn. W‘lla'd Building-Washingtan1D-C- and 1&8 (
1 DISTRICT No. 5. Iowa, Kansas, Missouri, and Nebraska. DISTRICT No. 11' Alaska. _ 1 1 . geSte f
. . . . ' Room 419. Federal and Territorial Building. Juneau, Alaska. merits (
1 \ , Masonic Temple Building. Nineteenth and Douglas Sts.. Omaha. Nebr. flefible t
. 1 .
1 1 , 1 DISTRICT No. 6. Arkansas. Louisiana. Oklahoma, and Texas. DISTRICT No. 12' Idaho and Utah. Federal Building, osdcmmah The (
1 11 ' Room SDZ'UnMd States courthouse'Fon worth-Tex. DISTRICT No. 14. North Carolina, South Carolina, Virginia, and Wes! depends
1 1 1 DISTRICT No. 7. Illinois, Indiana, Kentucky, and Michigan. Virginia. .TGSIS'DW
1 1 1 South Chicago Post Office Building, Chicago. Ill. Montgomery Building, Spartanburg. 5-0 In COntr
'1 1 1 angle of
1 1 1 Because of the necessarily limited edition of this publication it is impossible to distribute it free to any person or institution othCI '
1 * 1 than State and county officials actually engaged in planning or constructing public highways, instructors in highway engineering, 113.3517?
__ 1 and periodicals upon an exchange basis. At the present time additions to the free mailing list can be made only as vacancies occur. Egalcfil
1 Those desiring to obtain PUBLIC ROADS can do so by sending $1 per year (foreign subscription $l .50), or l0 cents per single ccp)’. In 183
1 to the Superintendent of Documents, United States Government Printing Office, Washington, D. C. Utilized
.‘ ________________—___—————————d"—————-———————————’ bOth lat
1 CERTIFICATE: By direction of the Commissioner of Public Roads, the matter contained herein is published as administrative information m
and is required for the proper transaction of the public business. rlTTijalAiiileggli
.1 1 1713
1 1 1‘ .
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135515;er L FE TURES OF TRIAXIAL SHEAR
TESTS ‘ Ii
arch‘il “I i;
‘ ff, BY THE DIVISION OF TESTS, U. S. PUBLIC ROADS ADMINISTRATION i I
' Reported by c. A. HOGENTOGLER, Senior Highway Engineer and E. s. BARBER, Junior Highway Engineer Ii
: . . 1!".
i. N THE DESIGN of retaining walls, three types of bins. About the same time, E. P. Goodrich, investi- Lil”
:5 learth pressure may be cons1dered. gating pressures against retaining walls, utilized the Iii
if. Without movement of the earth, pressures against ‘ apparatus shown in figure 3, and his findings published ’ I il
the walls, figure 1—A and l—B, become the f‘earth in 1904 (10) are substantiated by later work in this Il: i
)er 1939:; pressures at rest” which depend upon the coefficient K, country (11 ,. 12) and qulte recently by extensive in- I'
‘2 expressed by the relatlon vestlgatlons n1 Germany (13). z! I
<2 K—l— On January 18, 1933, F. N. Hveem filed an applica— I l
)btaincdfi *2) tion for letters patent on a stabilometer, figures 4 and if
lclusioyfi‘, In which 5, to test various sorts of reasonably stiff plastic ma-
_ l=lateral pressure, D Ii;
7 v=vertical pressure. III!
‘. H
, However, soil must deform to fail. The pressures it a \ l
i produces at maximum deformation Without failure are , /7 IiI
I" termed active or passive, depending on the directions ' 9. / / i I
L of the applied forces responsible. 3,; // / . . i
:, Wedges (1, 2V assumed in the design of retaining / :0} / / I«l
‘ walls (fig. 1) have lower boundaries, D—D, on which I:-' / / I l I
I i the soil slips when it shears. Weight of the earth in ' 53° / l I
I. figure l—A produces the active earth pressure which “*3 / - l
' forces walls outward and causes D—D to incline at an {I II I
“ angle a. with the horizontal and b With the vertical. II I
.i Forcing walls backward as in figure 1——B, produces the D l’l'
' passive earth pressure which causes D—D to incline at A - ‘t l-
I D. C an angle b with the horizontal and a with the vertical. . ll
’ I . The diagram of supporting value of soil under a strip f l I
=o.Ca1t: load, considered in a formula published in PUBLIC I;
ROADS (3), is shown in figure l—C. D E l!
. Beneath each half of the load, which acts like an Ill
embankment breaking in the middle, is a triangular , I. I-lI
diagram of active earth pressure similar to the one b / =in e I‘
mmmJ shown in figure l—A. It is assumed that wedges of \ .': I“
gamma: , earth beneath the surface adjacent to the loaded area \ I‘-I (ll
. and'subjected to passive earth pressure function like 3:: l «I
shire: NW4} retaining walls to prevent failure of the wedges subjected / \ FIJI I lI
nt- to the active earth pressure. Therefore, diagrams of \‘1 9;? illl
.lbdny.N.Y- passwe earth pressure similar to the one shown in \32: iilI‘
Id DIM; figure lf—B are used to complete the diagram of the // 2'1:
. supporting value of the soil (fig. 1—0). The angle a (I, i II
ingron.D.C§_ and its complement b are utilized also in theories sug- ' § If
1; gested for the determination of stresses in embank— B D III
neoddbdei ments (4), soil foundations for rigid loads (5), and ' IEI
gf flelnble type pavements (6’, 7). - l ll;
ogdenIUnt The coefficient of earth pressure at rest, K, (8) lzll
and W ”I depends upon the soil’s elasticity rather than its ‘ Ill!
res1stance to shear. Active and passive earth pressures ‘3: I
modest, In contrast depend upon the soil’s cohesion c, and its “I ‘5
. \angle of internal friction qS. I D m ‘ IgIl
i, EARTH PRESSURES STUD , ll
Iion other . ' IED EXTENSIVELY / / / I III I
gineeringi Tests to determme relations of the Iaterial to applied 1III
ies o'cculi Vertical Pressures on soil and their use to furnish design , / o II
lgle In)”; data have become accepted practice. , " III
' '_ III} 1900 J. A. Jamieson (9) a Canadian engineer, 1 -I
utlhzed manometers as shown in figure 2 to measure /// ' HII
: WM and vertical pressures of grain in model ' ll
1, riilijaliiiogiigeé‘ffg 33“}? gflgaésmfggéng of the American Society for Testing Mate- C III
-, IItalic figuresin parenthesis rere'l- to bibliography, p. 153. FIGURE I1.—SURFACES 0F SLIP ILLUSTRATED. j 353;
T3. 171367—39—1 133 f III
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 E E‘ E 1 ; ~
..IEE . 134 P U B L 1 C R 0.4 D S Vol 20,Nn.7f September
‘ ‘ EE 7 . .f CYLINDER FOR DETERMINATION OF RATIO .
"E E E : 0F LATERAL AND VERTICAL PRESSURE
‘ I E 50 POUND so POUND c -
E “El. E WEIGHT WEIGHT 3 f
:I ' E ' ~ .../—
E1 ‘ _- 15:. ! W
E E E -:-:?:-z ' -' Ed):
_ EE E ' '. ' HE
.E f‘ ff . BUZZE .
E E .E . . . . a . . R\E .
E. "E E: ' ’ r ‘ FIGURE 3.——APPARATUS DEVISED BY GOODRICH FOR DETERMIN.
_‘: I E EEE : ING RATIO OF LATERAL TO VERTICAL PRESSURES.
' EEEEEESENEEEEEE b A E / 1 » . I - I
EEEI I g E WHEN EMPTVING BIN - -. , __, _ _. _ . ’ ' §
If E E \ ' 1‘ , , ~~ i A E
‘I‘: E ’ \ E ‘ * . \.
EE EELI ‘Ef . E \ / ‘ . a” E
E ‘E‘ E r":\~~e , ‘f A .«f .f
I . h E 1 - "A’H %% ‘
E E E. , \ / I ~“VA A M
E E E b E 1 ' ~ * ‘ ' ~ . . ...:-A
EE ES E \ \ , If“ \ \ZI "
if: EE 1E f ’1 f . 3 f I’l'm‘" z
ffE E E f H 3 ’ \ \ E ‘ . I (’fg . «515‘ _ng
II “I I '3 I D I, I I . . . ' ' gn‘
EE E _E 5 E h \ E $3: E ‘ . I E . A ‘3' \Efi%” “‘
EE E E 7 E . 5% “WEE? _ II i I . _ *_ \‘gflgé _ f 7E
I; E E . 2I I 2» VELJ '~ . , «A’ .,
E. ELE .3 A ‘ 2% puRESHEETRUBBER \& ._ , ,, . ., V. , . _ , ,, f , . I» A
EE \E E ' 2 EE Bria}, WATER ES FIGURE 4.-—-STABIL0METER DEVELOPED BY HVEEM.
E El E El EE 6%; ___ ________\ ::.
E I' "I 0 I . HEAD OF
E EEE E ' E %/\/>>////////zE////////////////////I/)I/I\ ream, MACHINE
,. E; § E . &\\\‘\\\\\\
IE E: E , ‘-‘\- § ‘ \‘ § .
E E: E H \ \ PISTON roe E
‘E ' E E} E § § APPLYING LOAD E
E E f E f, A PLATFORM SCALE 7 \ \ TO SPECIMEN FIGURE 6
E‘ I E E ___—___— ’
EI ‘1 'f PRESSURE GAGE / / VBI‘ u
E EE‘ EE FIGURE 2.—MANOMETER USED BY JAMIESON. POUNZECSEEISE INC ¢$k§é% - gested ‘
f E . H I v ,_
. I I . . . . E L. g|¢ E shell.
EE EE‘ E terlals, such as clay, s011 (to determine bearing values), 2 “ 'SF’FSENE" ‘ g EE/ESEETZEAGM Since
E E I E etc. The apparatus had essentlal features as follows: gm‘m a have be
EE HE E 1. Flexib e cyhnder arranged concentrically w1thm a ¢0§§W g LIQUID UNDER W. S.H
E‘E IEE E cylindrical shell, a pressure chamber belng formed 'I' g § é SMALL INITIAL John D.
E EEI . between the two2 f . . —/ N g PRESSURE States}.
EE EEE‘ E 2. Spec1mens 111 the flexlble cyllnder loaded axially f, ADJUSTABLE E/ istratiox
E E.‘ EE and means to measure accompanymg changes 1n the % ' STAGE % 0f Reels
E!‘ E E’ chamber pressures. _ _ . Z I Purp(
E; f I E 3. Means to measure deformatlonsf of the spec1mens laboratc
f‘» I 1 ‘I - in the directlon of load and perpendlcular to It. The ‘ ‘ ment w]
‘E , E. 3 _l PLATEN OF TESTING MACHINE
E E . EE ' patent was’granted API‘1 23’ 1935 (14) . - FIGURE 5.—DIAGRAM 0F STABILOMETER DEVELOPED BY HVEEM- (mongh
E E E .‘ In Hveem s apparatus the fleXIble rubber cyhnder IS paratus
‘II E' attached at both ends to the pressulre chamber, Whlch In 1934, Leo Jiirgenson (15) described apparatus in requiren
I EE ?E m turn 15 0f metal and filled Wlt’h a Iquld‘ which the rubber was fixed at but one end to the chain}- system '
E EE EE 3U_s.]33tent0fiice No.1998722. her, and Whlch utilized compressed air to maintain an 0P6
E f E -
if 5'1
E ‘
E‘ ‘Edlf EE f
-l\ li‘ Eh *

 I <'<-1rr., mm" 7““ bay-«I In FY V'..r"_.- - _ .V, II” II V. ,I. ,. ‘7 .fi, 'n-t »,- . M .'r-,.<~v- . F. r, — ,-,— - W. ”whale" ”3., I- .— «w . .m. I. If

I I

. 135 11

M“ $me 1939 P U B L 1 C R 0A D S _ 1 I;

11711?“ 11””15'“ 121%” 1 1.

1%” 1““ 21 0 ' 2 3

. 1 a» /‘ SCALE IN INCHES 1

‘ ' . é ' 52* I 1 1

1,1 I I. _ I *‘Mgfi 5‘ j I I II

, _f.‘\== . 1 11

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M 1 .l 1 J

1’1‘ERMIN- 1 g ,1 I 3.1
Is. " ’ 1 II
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I; I ,I I I 'I

_I _ PLAN 11
I I. :1 {1,1 ,, I? RUBBER CASING I1 I

a : I23I:2:{II:::=/ 1I‘.

E ' I? % 11

t -’ m I A ”nil/i SPLIT CYLINDER MI

4, . ", 1‘1

' 1 ‘ i?>:§§fz§3§;§;tfi‘/—BOTTOM DISK l 1 11

, I 11

* 5:1: ‘ 1'
IEM. e _ “We - é: '
, “MW . «I ' i? 7 “1“???“

II —WI/W%

f ‘1 in '1 I; ’MW; FIGURE 7.—MOLD USED FOR COMPACTING SAMPLES FOR 1.11

FOR -.._ ' STABILOMETER TESTS. 1 I I

16 LOAD 1 ,
'IMEN FIGURE 6.—RUBBER SLEEVE AND CLAMPS USED TO ENCASE . . . . - ‘1
’ sohdatlon during test. An 1mperv10us. encasement I I
I SAMPLES FOR STABILOMETER TESTS. WhiICh prevenlts entrfimcf 03 esclzpe of dlrl and vzfiter 111

constant pressure in the chamber. In the same year 9110 0595 samp es 1n 1" e c ose 'sys em, an P acmg em

Keverling Buisman of Delft, Netherlands, (16) sug- betweenf p_orou(si stotnes piflwdes for stthrfi entrance or 111

_ gested the use of transparent material for the outer egress 0 all“ an W34 er m e open sy e - I
“131—5 Shésl’ll' f h b _ t. PRESSURE CHAMBER SUGGESTED FOR USEIN PREPARING SAMPLES 1: 1
>HRA6M 1nce then modifications 0 t ese as1c concep Ions . . . ‘,I
have been reported by: Delft Laboratories, 1936 (17); , Fobitabllometerfesm,EYhhldrlcilasfigfifgeaiZi:68105181231‘"

“D UNDER W. S. Housel, 1936 (18); Seibert and Palmer, 1938 (_19); 1n Fuh er ieevestgilanipe a outon s are laced afthe '31
ILINITIII John D.Watson, 1938 (20);Cerps ofEngmeers,Un1ted whlc ,Wlt orWI 1ou gown? s f6 It bflip d soil and
551195 States Army, 1939 (21); and the Public Roads Admm— ends 0f the 5911113951 9311?) es 0 S at dzfi th a- III
13ft1§tion, Levi Muir, the Shell Oil Co., and the Bureau efibanimggtiglggfiz ; may 8 compac e m e app I II
0 eclamation in 1939 (22). ra us 3 0 . ‘ :I
Purposes of the tests, types of soil investigated, and For tests_us1ng the CIOSQd iYStemgtiomPaCteFl Sglglr’slfiz If I
laboratory facilities necessitated procedures and equlp- are placed 111 the rubberiJacf 8135 W1 “Ingerwotllll S lit ‘- I
—— ment which varied Widely in some respects and yet had at the 13019130111 PDdS, 3:11 7 5511?: remoicra {01nd 2 tliJeir I i 11
y HVEEM. enough in common to suggest use of simpllfied ap- cyhnder mold, 1mperv10us 15 S age 8:91 P 3313 tliireaded jI'I
paratus With interchangeab 6 parts to sat1sfy all the upper ends. The clamps are d1 1Jius e han _ fi 1:

Iratus in requ1rements. Methods employed include a “closed” studs screwed mto the bottom b8 s asisf 0V? 1th gure 1
16 cham- system which prevents volume change of samples, and 8MB. This assembly can also eluse _ or es 111:; utn In
maintain an “open” system which permits their swell or con- disturbed samples at their natura mo1sture con en 3. II
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L1? L 136 P U B L I C R 0 A D 5 Vol. 20, NM September]
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L1 L L PLAN 3* ’ _ 1‘.—;E’" - L
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L L E L 91L -4 J
L . LL 1
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LL 1 L L FIGURE 8.-—ASSEMBLIES SHOWING POROUS STONES AND Drsxs PLACED AT ENDS or SAMPLES.
LL'VL “ . . .. :2
LL L1 LL Studs afford means to fasten sample assembhes 1n “the the chamber. A Similar nut on the threaded stud, ts-
LLL LL L stabilometers, and threaded recesses in the top disks sembly B_, serves a sumlar purpose. _ 11
IL L L afford means for attachment to plungers of the stabilom- Attaching one end only of sample assemblies to t 9
L L L eterg pressure chamber distinguishes tilebstafflometer, 1%qu
L L‘ I H ' ' ' ' ' bb t e use firgenson 6 FIGURE 1
1 11 h cr1t1cal den51t of sands ma 10 as the free ru er yp . y ,_
L .555 L begztsgiflfigns’fifietcfitical density his been defined Laboratories, Harvard Universnay, Corps of Engmeers,
L Li. L by Arthur Casagrande (23) as that density at which a United States Army, and the Bureau offfieclamatlon. conmcx.
L l L soil can undergo deformation or actual flow Without Harvard _Un1vers1ty and the-Corps o fngineers SL5:
11“ L! L L volume change (see also (24)). For this purpose gest glycerine as a liquid sat1sfactory or use. in .; .
1L1 L L assembly 0 is suggested. cylinder. To prevent leakage, Harvard Universe; 19150
LL L L Assembly G (fig. 8) is suggested for use in determin- ut111zed the stuffing b0); (fig. 11) and the Corps of Engl- dev1ces
LL L L L ing permeabilities and capillarities of samples by appli- neers, the bronze bushing (fig. 10). _ . J hn prevent
EL» 1‘ L L ~ cation of water through the porous stone and tu‘fie 111D DRVLLLaiwe Lgotixpoergence at Harvard Un1vers1ty, 0 111025518?
LL L 'L ' . . . u . _
11 L the bottom disk Wthh furnishes a connection Wit t e . a son s a es. . par 1cu
L LLL L burette At times, tests on samples at the pore pres- It is absolutely essential thlat grliction beiweiilttilis pfltifiintlllll: clompres
=11 .11 ‘ ' v . . . ' _ e S
1 L LL LL sures of the pressure chamber may be required. Assem— 101131311 Illiialldbgeplggsiilglidtgo $555315: t liealrgzfildstatic pressure in the t uBough
LL KLi L bly F is SU‘ggeSted for this purpose. - compression chamber constant while a test is in progress. A s lglur
L L L L The apparatus Shown ”1 figure 9 IS usable 1n the pre- highly viscous fluid in the compression chamber would be it! amp 9-
L L LL testing of samples for consolidation and swell (see also better tharil an; lbeiause aiélunder pressulrle is 51:23; nibfiiiciuiil (LL 125B1)2a
L- 1 L‘ L ’ ' fi W't ou ea a e. cerme wasc osen e ' an _
Li? L l" L (1.5! 25)) R136 Of water In the burette’ assembly 0% :iblh ii: alhighLviscosigy it isysoluble in water and easy to will a ShOWI
L L L L dlscloses the speed and amount 0f consohdatlon 0 off and clean up, and it does not attack rubber. The piston rqd T
L 1H] 1 samples at the applied air pressures; and drop of water is jacketed with graphite steam packing but the packing glandl‘ ests
L LL in the burette indicates their swell. Metal1 gmdes screwed doyvlrlltso little that the piston rod W111 fall slowly undel Erodie‘ilm
L L ‘ attached to the to disks are to revent t1 ting 0 its own weig . _ . g0
LL LLLL samples during suchptests. p Relative to the use of the bronze bushing, a reporl Prlfir to
L LL L I At the conclusion of the preliminary tests, all spaces by the Corps of Engmeers (21) states: i edu1
LL LL L- l in porous stones, disks and tubes at the bottoms of The hemp packing box has been eliminated and a brunt: sacresltse
LL :: 1 assemblies 0 and G are filled With water. Disconnect— bushing substituted in its. place. Experience has shown thiL thIIlp es
L a L L ing the burettes and capping the tubes and, for assem— friction is eliminated thereby and that. leakage of glycerme eve elr (11;
L L L L bly G replacing the perforated top disk with an im— at high hydrostatic pressures Is negligible. Analy
LL “ L ‘L pervioiis one completes the change to assembly D Relative to the closed system, a report (22) on LL“ stress h
LL. ‘1 L L (fig. 8). ’ Bureau of Reclamation’s apparatus states: 001?ch
L L LL Figure 10 is a diagram Of a pliessure Chamber and The specimens are encased in thin-wall rubber tubes wllicl (legged?
L I L sample assembly which is usable in the closed system clamp to metal end p1'ates,_thus keepingttohe vzfiter which 00'“ Barn 1: .
Lu L‘L ;L of test. A nut on the tube fastens the assembly D to pletely fills the pressure cylinder from we mg em. p .
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SCALE IN INCHES 0 l 2 3 :l
SCALE IN INCHES E
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CYLINDER“ E, riffs” 3., T-. i E ”IIII{%WP:;<_% per square foot, and makes its radius equivalent to E
IE‘ I .3 (we *7— Pounds Per Square f00t- 9
El IE E ‘ kisawyii ‘I . ‘va . As the next step, the relations 0f 0 and 4’ ‘50 deformu- E 4
IE EE E _ “13.1w”, f1}; tions_ of the samples may be shown as previously >
EE‘. L. i .f ' I. * ' ...;_j'..:{I:;;;{1.4-513.5;?" ‘ descrlbed (8, 27).
‘E 2 EE ‘1 . ‘ . '1’? 2” ‘ Use of sample assembly C with the special manom- 2
ET. 3- IE E Mm” - , eter, figure 16, permits the determination of pore
E" If! E ‘ ~ . . ~ A rm‘ 2. ‘ ,, pressures within samples during test. The special
‘I EE E, . . ff ' f_ . m #‘M manometer has been d1scussed elsewhere (25, 28).
“I “E‘ E f, . ' . I . ‘ f ' . ‘ In the determination of coefficients of earth pressure 0
‘I “E‘ E. " '- ' ' ' ~j . ' at rest, lateral deformation of samples is confined III
EI I; E . '. ' 2 . a minimum. For this purpose, the stabilometer, \
'3? I Er: 7 " , figure 17, is suggested. By the use of sample assembly . . .
.. I I. I . . I‘IGURL
IE. .1. I II. : j , G and at the discretion of the operator, water may be
I E, E ' applied directly to the sample’s top and by the 0011- in the
E‘E ‘IEEE E‘ FIGURE 13.—DEFORMATION OF A CLAY SAMPLE. THE LIGHT nectlon through the lower dISk’ to It’s bOttOm' for shi]
”I IEE E E ‘AND DARK BANDS WERE OF EQUAL AND UNIFORM THICK— The rubber sleeve 0f the sample assembly attached The
I :E‘ I: wmssns BEFORE TESTING. at both ends to the pressure chamber, dlstinguishes the pl‘ovidI
I . stabilometer, figure 17 , as the fixed rubber type which a time
.‘ I E .I To illustrate, let the stress-strain relations, figure 14, has been USGd by Hveem, Buisman, Housel, 891me ing she
EI f I represent data furnished by two tests. The cylinder. and Palmer, MUEI‘, the Shell 011 Company_and the Its uni
E. I, E‘: tested at a lateral pressure, l, of 100 pounds per square Delft Laboratories (9?) Figure 18 shows stabflometefi obtain
E IE I: foot, falled ata vertical pressure, 2), of 1,046 pounds per 0f. the free and fixed rubber types. . natura‘
I‘ ‘: El square foot. The cylinder tested at l equals 500 pounds In making the E13517 for K, the chamber 15 completely soil at
IE E. '“E E per square foot failed atv equals 1,900 pounds per square filled w1th water and both outlet and Inlet valves are solidatI
E‘; I" I I foot. closed to prevent escape of the water during test. The
I EEE I Figure 15 shows the graphical analysis. The full line Vertical pressure is then applied through the plungeII
I: II E E at the top shows the relation between shear stress and and the gradually increasing lateral pressures are read
E‘ E ‘ I normal pressure at failure of the cylinders. The from th? gage. . 2 The
E; I : E straight broken lines show similar relations for strains Relations 0f K to moisture content Of a 50.11 are: adv1sa]
E: I . EE less than the ultimate. Obtained from samples compacted at or consohdated chambI
I‘: . II The arcs have centers on the abscissa at a distance of to different moisture contents and tested at pressure The
‘;I E E 0+; . . .. ”___; within the range for which information 1s des1red. WOUld
E ‘E f E —2— from the orlgin, and radu to the same scale of ——2-—- The stabilometer, figure 17, with confinement oE perfora
EI' IE - . . liquid in the pressure chamber, typifies also the cell SElPPed
, EE I E This places the center of the smaller full llne circular apparatus, figure 19’ used at the present time to tesI showH
E'- E - . - 1I046+ 100 the soft undersoils for which Holland is noted. Thirty The
E E E E are at the pomt corI esponding to 2 p0unds eight of the devices were in use at the Delft Laboratorlei prlmar
‘Ii. I “It f ,

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l. 20,1101 September 1939 . P U B L I C R 0 A D S 139 1 1?
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g CCZNFINED TEST LATERAL PRESSURE 1 NORMAL sméssm , :unnnrngor 90mins Prwasoumegrom '0 '1 1211 1
= 8 :500 POUNDS PER SQUARE FOOT FIGURE 15x~GRAPHICAL ANALYSIS OF STRESSES IN CYLINDER. 111
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lometer, VERTICAL DEFORMATION — PERCENTAGE or ULTIMATE 1 1 ' ‘ . 11
Sight]; FIGURE 14.——STREss-STRAIN RELATIONS FOR Two SAMPLES. 1 1111,
_ __:;M;M'/ 111:
the 0011 In the. summer of 1938,. and 25 more had been prepared ‘ FIGURE 16.—STABILOMETER ASSEMBLY WITH SPECIAL 1 ‘
attached for shlpment to the Unlversity of Ghent, Belgium; - MANOMETER- 1.
. h S the The testing procedure, described elsewhere (22) . , , _ 1.
Is ehih prov1des for escape of the liquid, in small amounts at pressures to be used during, test, laboratory facflitles, 1
168111113111 a time, from the chamber. This in turn causes in creas- and personal preferences as to the use of air or liquid m V 1
31 the lug shear resistance to be developed as the soil deforms. the Press“? Chamber‘ . ‘1
Ian t Its unique feature is the testing of but one sample to . Sample dimmswm‘#T0 msure that 1319363 Of rupture
ome ers obtain values of c and 4, of an undisturbed soil at its Intersect the Sides of_ samples, their helghts should be 111
61 natural moisture content. For shear tests of the same at least tw10e thelr diameters. A diameter of 2'1nches :1 1
mplet .1 soil at lower moisture contents samples are first con- ' ls satlsfactory for 3011 Whlph 1351536915116 NO' 1.0 s1eve. 111
alves are solidated in the stabilometers ’ Samples 'w1th larger s1zed particles requIre larger gj
Istl. The ‘ diameters. fH. N .vaeem has found a diameter of 4 ‘1
p ungeII VARIOUS FEATURES or A inches satis actory or certain types of bituminous road 1
are read _ . ' PPARATUS DISCUSSED surfacings; and the Bureau of Reclamation apparatus ‘1
. V The long period of tune required for this makes it is suitable for testing samples up to 6 inches in diameter 1
5911 are: aldwsable to preconsohdatc the samples in the separate by 16 inches long. 111,
sohdated 0 21meI‘, figure 9. . Chamber walla—Apparatus of the size illustrated in {1
pressure The imperVIous top dlsk of the sample, assembly C, figures 9, 10, 17, 20, and 21, provides for the testing of I1
red. 1 Would then .be repla