“<03JU’.‘ ‘ - i. _‘ . g 1 .' g . SOIL-STABILIZATION RIVER ROAD. MICHIGAN STATE COLLEGE Thesis for the Degree of B. S. MICHIGAN STATE COLLEGE Raymond ]. Cully I 944 rHESJs ’ ‘11. '“WWW'W '5 ‘ PLACE IN RETURN Box to remove this checkout from your record. To AVOID FINES return on or before date due. MAY BE RECALLED with earlier due date if requested. 6/07 p2IC|RClDateDue.indd-p.1 A thoeil Bubultted to The Faculty of MICHIGAN BIATE COLLEGE of AGRICULTURE ANDIAPPLIED SCIENCE by Raymond J. 22;}: Candidate for the Degree 0! Bachelor of Science Jun. 1944 THESIC PHEFA In thie theeie, the euthor'hee undertehen to present in logieel end teeehehle tore.the heeio theory end principlee cf eoil etebilieeticn on one common type of eoil round in the Stete of Iichigen. It hee long been recognized by call ex- perte to mete e comperieon of the three fundelentel beeee of eoil etebilizetion-cPortlend cement, ter produete, end e bi- tnldneue omtheek, ell with one eoil. Since there ere eeny typee or eoile, it ie not poeeible e mete e eoil etnd: ueing e different eoil eeeh time. Therefore the chief purpoee or the paper ie to preeent e method or pre- cednre thet cen he need to teet en: other typioel eoil thet ie under investigation. rhne, on en: eonetruction project, e mixture of the eoil ie teken and teeted in the procedure pre- eented in thie theeie. . The euthor ie indebted to Ieny colleaguee, friende, end eeeocietee for their encouregeeent end critieieee during the time the etudy wee mede. Among the-e, epeoiel ecknowledge- ment ie due to Hr. Devid 33 Bell for Ieking men! velueble critioieme and euggeetione: and to Profeeeor Cheeter L. Allen for>helpfn1 edviee in the preparetion of the writing of thie inveetigetion. Alec to the Niohigen Btete Eighvey Reeeerdh Deperteent for the uee of their fully equipped leboretory end for their cooperetion. Hey-end J. Gully I )I‘J \ v J you. 5‘. ‘ n (J L I 'E“ Z ' SOIL STABILIZAI'IOI 0" m RIVER hOAD a. acumen w 12mm x win In \l :3 = MICHIGAA/ ——fi (—3 0‘ 9‘0” \‘0\ I_J§[_J Q / Dime/Mfg X 57:15:57 Wnoo a 3...: m: z” , E mm? 3mm” “a“: M? n_ M “E M awe“ w WWW. Ewwuzmmm mmmwmmm mm; ”a” a W; M wig“ _/.W_£- _C_/]_'X 91‘ £99; LAMS/1V6 MM lob EJ/ EEK j % _ __ \q WLT L w /t. § gw.%0/\ TNT Q\ w {$3.0 I X %I. w” Ourft&e VINW‘ 2 >8. 1 N a. m I69 .fle\»§uv\:\ m0 . Vs . ”sex 1: w? #7 _ 3 DE _ w a? uh. aye z o - £ . .v. .INN. . . ex. I u 4 t x l ','_IL7;___ HAW” — vac? .1 3.. £19716: AAA/u SOIL BIABILIZATIOI OF THE hIVEB,hOAD OF HICHIGAB STATE COLLEGE The purpoee of thie report ie to investigate thoroughly the conditions end ieprovemente of the River Road on the cel- pue of Michigen Btete College. fhie survey is for the poet- war plane to improve the beauty of thie beeutiful drive. River Reed ie looeted on the eouth bent of the Red Oeder River, running parallel with it for nine-tenthe of e mile. It begine et Fern Lene Bridge, continuee for three-tenthe of e mile. croseee e reilroed aiding and terminatee et the inter- eeotion of Dee Hell Drive end Fieidnouee Drive. At the preeent time thie roed ie merely e cinder cover top which ie eoraped and rolled every epring. freffio ie very light einoe the reed ie need hy few core end trucke. There ie no dreinege eyeten for thie reed: therefore, efter e heavy rein there ere weehoute in numeroue plecee. \ Another problem encountered ie the feet thet the roed ie too nerrow'et the reilroed croeeing intereeetion. At the preeent time, the reed ie only 16 feet wide which elloee treffic to trevel with extreme difficulty. In conclueion, the proble- eoneiete of (l) e generel eurvey of exieting conditione. (2) eotuel oonetruetion of e poet-wer reed. end (a) e propoeed drn lnege eyetel. (1) STABILIZATION WITH POETLAND GEM!!! In 1952 experimente with coil-cement nixturee for eeoondery roede end for etebilizing eubgredee under pavemente were firet underteken in South Ceroline. Leter, the Portlend decent Aeeccieticn begen en inveetigetion to develop effective methode of conetruction end to determine the effect of cement on eubgrede cell. In 1940 e report wee ieeued by thie eeeooiation on the reeulte of the teete of e lergc number of coil-cement mixturee. The procedure of experimente conducted in thie problem ere beeed upon theee reporte. The eoilocenent etebilieetion ie beeed upon the prin- ciple of cement binding the individuel pertielee of coil with proper moieture content. The moieture oontente ere determined by the "Ientetive Hethod of i‘eet for Moieture-Deneity heleticne of Soil-Oeunt IIixturee.‘ The eethod of teet for determining the optimum moieture ie found by the Proctor method. thie nethod coneiete of acting cylindricel molde of coil end finding the neximm den- eity et the minim moieture. A cylinder heving e dieneter of “SS inchee end e height of S inohee end having e moveble beee end coller ie need for thie teet. Ueing e 6 per cent. 8 per cent, lo per cent end 12 per cent eixturee of coil-cement, the (2) individuel Iolde ere peeked in each of three equel leyere um e reamer weighing ebout five pounde and heving e two inch cir» culer fece. Fifteen blcee of the rem-er dropped free froe e height of 12 inchee ere dietributed.unifornly over eech layer during pecking. the ncieture content of the coil-cement ie determined end the unit dry weight recorded end plotted egeinet deneity. The meximum point of thie curve ie known ee the optimu- moieture. In other worde, optimum moieture ie the proper eeount of noieture in the coil yielding the mexinum deneity. thie Ioieture deneity relation for the coil-cement mixturee ie need for the remaining experimente to cone end in the field. In the etudy of the River Reed, experimente were made to find which eoilcoement retio ie to be need with the exieting coil. fhie vee done by acting eamplee, weighing them, end eubJecting them to the Proctor conpeoticn teet, e wetting end drying teet, and e freezing end theming teet. If time permite, e compreeeion teet ie mede. £133 Egon-Thee ‘l'eet four epeoinene ere molded for'eeoh eoil-oenent mixture eoleoted for teet. fhet ie, 6%, 8%, 10%, end 12%. ere need in thie experilent. After molding, eemplee ere removed from the mold and numbered and weighed. (3) They ere then pleeed in the moicture roce end the cement ellom- ed to hydrete for eeven deye. Beuplee ere egein weighed end ere reedy for*the elternete freezing end thewing. The four epeoimenc ere then pieced in e refrigerator et‘e tempereture of -21 deg. F. or below for 22 houre end removed. Eech epeoimen ic weighed end meeeured. Pour leyere of blotting peper’end placed beneeth eech eemple end the cemple pleoed in chellcw peme in the mcict room to thew for ebcut 20 houre. weter ic pieced in the conteinere end brought up over>the blot- ting peper co the epeoimene can ebecrb enter by cepillerity during thewing. After thewing, the cpecimen ie weighed end then vigorcuely wire~bruchod to remove eny meteriel lcoeened by the firet cycle of freezing and thawing and again weighed. Thin oompletee the firet cycle of the freezeothew tcet which ie continued for 12 cyclee. Durebility end herdneee ere chown by low coil lceeec et the end of 12 oyclee. Altemtg Wetting 29.9. m Cycle Four cemplee cimiler to thoee of the freeze-thew tect ere mede. 'with proper cement percentage end optimum moicture. Theee eemplee. after being molded, end then weighed, ere pleced in the moiet room to hydrate for eeven deye. Specimenc ere egein weighed end are reedy for elternete wetting end drying. Samplee ere cubmerged in weteriet room tempereture forIfive I4) houre end then recoved. Bemplee ere weighed end then pleoed in en oven et 160 deg. F. for 19 houre, then removed end weighed. the entire eree cf the eemplee ie vigorouely wire-bruehed to reeove eny locee eoil. i'hie compietee the firet cycle of the wet-dry teet end ie repeeted for 12 core oyclee. Samplee chewing minimum coil loee end mini- herdneee end durebility ere thoee Ioet fevcreble for eotuel field oonditicne. Comggct iog fee! specimene were mede of reepective eoilocenent retio by the cane method ee thoee ueed for wet-dry oyclee. After being Iolded end weighed, they were pleoed in e moiet roon for e eeven dey cure. After curing, they were compreeeed under e loed until feilure occurred. Ii‘hie dete wee tebuleted end the ultilete etrength p.e.i. wee computed for eech eenple. Sample having the nexim com- preeeive strength ee compered with cement retio provee to be moet fevoreble for field conditione. (5) '.. , Q .' 4 -. gFig. 5. Wet-dry test Fig. 6. Forty-two hours’ Fig. 7- First half 0‘ specimens are immersed drying at 160 deg. F. com- freeze-thaw test eye“ in water for 5 hours on pletes a cycle of wet-dry consists 0f 22 hours pach cycle. test. freezing at —10 deg. F _,., ‘— Condition aftcr 12 cydcs - ; Alternate Wetting and Dryinq’ -' If ‘V a (“k ' “ ‘ C ..‘ ‘0’.“ I ‘ ‘ ' Q ‘ ‘ - ‘Q ' - w . _‘ ' . § W' ”finished. .ucmw' Nebraska], 0min . 07. "5757. 19:. .' . 10.27.; Ian. :5 Cant Cmct y Cement Cam! ! I. v , , O __...,n __ _ _, , ,, _, ”Fig. 8. Condition of specimens at conclusion ogyej-dgx test_.- . , Condition after 1? cycles .“ x. . , . . '. . Alternate Freezing and ThawmQ ; ' A. Faded‘ , v m a ~ e .2 *1 ' s .' ‘ ’ ' ', 5,11. ."' '; ...— . l g i i . i : .,. ‘ 1 7 j M '. .5; ‘ ' ‘ , , .~«' - ru- . t ‘ ‘7' 9 . . i -1. e ,‘ brushed Brushed MM . 5mm 01. 3 5.51. 137. 102$. 07. 5.51 g 1n. ! 10.2w. Cogent 1 Client Contact Ctltl'li Cement C-ent Cant Cant _ , .. I Fig. 12. Condition of specimens at conclusion of freeze-thaw test. BOIL STABILIZATION WITH TAB. the eecond method of eoil etebilieetion ie the mixing of the coil with e. .m ter. rm- teet ie beeed on the experimente conductld by E. O. Hhodoe end A. C. Eavene of the Koppere Com- peny. At the present time, eoil etebilizetion in generel with respect to ter ie very new. Therefore. reeulte of tar projecte ell over’the country have not been publiehed. The ueuel procedure to determine whether e roed ehould be made by the ter wtebilizetion proceee ie to take eoil eemplee end eubJect them to verioue tere of different viecoeitiee which ere euiteble for thie purpoee. Experimente have been cerricd on with coil of two typee-eend end cley. If the coil ie of e sendy type, low in eilt end clay, e ter binder ie needed which will provide etebility. 'Tere that ere viecoue et roed temperaturee euch ee TM-l end ru.2 ere euitebie for thie purpcee. A viecoue ter cen be eesily mixed with e candy eoib.‘1 If the eoil ie high in cley, no ter ie needed for etebi- lity. provided thet the weter content of the eoil remeine below the pleetic limit beceuee etebility ie provided by the clay. The coil, however, must be waterproof to keep the coil below pleet ic limit. l. Ehodee, E. 0. end Hevene A. 0., “Soil Btebilizetion With Coel Ter', Proceedinge oi the Sixteenth Annual Meeting of the Highwey Reeeerch Boerd, Nov. 1936. (7) If oley reechee the pleetic limit, it ie no longer eelf- etebilieed end therefore muet be waterproof. fere. therefore, of low vieooeity (euch ee tool or ro-z) ere need for thie purb poee. 'lf, on the other’hnnd, the coil ie high in eilt but low in oley (and, therefore, highly capillery) ter ie needed both for weterproofing end for etebility. were heving vieooeitiee intermediete between the two mentioned ebove ere indioeted (IO-5 or’IO-d). Soile of thie type mey require eo much ter thet it ie economicel to edd eend or other euiteble eggregete to the coil before adding the ter. The emount of ter can be decreeeed in proportion to the eggregate edded.°1 The quentity of ter need in thie report veriee from one per cent to three per cent. The ter wee mixed with eoil con- teining moieture below thet of the optimum moieture. Speci- none were mede ueing the eeme procedure ee in the Portlend cement triele. Theee epeoimene were weighed end directly cub- Jeoted to the three eete of cyclee: wetting end drying, freez- ing and thewing, end compreeeion. Comparieon of eemplee moet euiteble with respect to dure- bility end eetiefectory herdneee determinee ite uee in ectuel ccnetruotion. 1e n43. " DD. 356 (e) BOIL-CEIIENT ROAD CONSTRUCTIOI After running the leboretory teete, plene, eetimetee, end epecificetione of the roed ere mede end the project ie reedy for ccnetruotion. Deteile cf conetruction for the River Reed will cover mixed-in-plece proceduree, eince it hee been eete- bliehed thet eecondery roede heve been eetiefectorily built et e reeeoneble eoet by thie method. Boilacement roede ere conetructed by e etep~by-etep pro- cedure with the ccnetruotion euperintendent, chief engineer, end eoile engineer. The roed ie checked ee to the exieting crown, grede, profile with the plane and epecificetione. It hee been proven thet e eecondery roed of the River Eoed type ehould be 20 feet wide with.e two inch crown throughout the entire length of the roed. The River Reed et the preeent time hee e crown ccneieting of cindere for e depth_cf four inchee. Thie meteriel muet be removed ee it will interfere with the eucoeeeful completion of ccnetruotion. flhecke ehould be mede elcng the reed to lccete the poeitione of recurrent weehoute. At theee pleoee culverte ehould be conetructed to provide edequete dreinege. Alec during thie inepection ereee of muck end froet-heeve ehould be loceted. Equipment, weter eupply. end other deteile muet eleo be teken cere of. After the grede and the depth of treetment heve been etched out, ell lccee meteriele euch ee llrge etonee end cindere ere ecreped from the roed. The roed ie then (9) ecerified for e depth of ebout five end e helf inchee end for- the specified width. Scerifying ehould be cerried on for ebout 1,6000 lineel feet of roedwey which will equel the firet two deye' processing. Offset disc herrowe ere then used to pulveriee the eoil to e eix inch depfih. All large stonee, tree etumpe and roots ere removed from the soil et thie etsge of ccnetruotion. The coil is now reedy for epreeding of Portlend cement. As soon ee the'firet section hes been pulverized, the operetion of spreading cement, mixing soil and cement, edding end mixing weter, compaction and curing ie begun. Criterion of soil etebilizetion with cement ie thet ell theee operetione per section must be completed in one day. Once the cement hes been epreed, the remeining operetione must be cerried out un- til the finel operetion of curing. Portland cement ie spread out by hand eccording to e system of “spotting.“ Thie coneiete of spotting begs of cement et equel transfers and longitudinel intervele to produce the specified coil-cement retio. Calculations for cement spotting oen eeeily be determined. For exemple, with e cement content of 10 per cent by volume specified flhe requirement per equere yerd for e eix inch.compscted depth will be Xe bxaxcxlo . 0.46 begs of cement per equere IE‘IUO yerd. For the River heed, 20 feet wide, six inchee in depth, (10) the requirements per lineel foot will be ZOmcxlo IZ'IUO or l.00 bag of cement per lineal foot. After the cement has been spotted and spread, the cement end soil ere thoroughly mixed for e depth of six inches, according to adopted standards of construction. Water is then edded to the mixture to bring it up to optimum moisture. The mixture is then compacted from the bottom with sheepe foot rollere to uniform density. This process is carried out until four inches of mixture is compacted. The road is then graded and crowned to its preliminary specifications. Moisture samples: ere taken throughout the entire shaping operation to check moisture contents. ' The next step is to scerify the surface compaction Planes and then finish the rolling using tendem smooth rol- lere to give a hard dense crown and grade when the soil-cement is rolled et optimum moisture. The road is then ready for the curing process end efter lo days of cure the road is open to'treffic. (11) VIEWS _O_lf'_ ACTUAL FIELD CONSTRI’CTION ! -‘ C I \ q i % Fig. 17. Adjustment of teeth on subgrade rootcr determines depth of roadway scarifying. Excess depth must be avoided. _————— _ v _ _—_ '— ~ —- .1'. 7 'I h- 9 .6: than. .g-. V 4:- * p x we": Fig. 18. Offset barrows with 22 to 24-in. discs are inexpensive and efficient pulverizing tools. ____, *_ ,._,k __. _ (12) - 2 ‘ ' _ .W. '3 ' . 8 n- 7' 'Fig. 19. Cement bags spotted at required spacing in preparation for opening and spreading in transverse rows. Note simple, movable station markers and line guides. 00th harrow completes centent spread. Fig. 20. A properly adjusted spike-t ‘ Fig. 21. Springqtooth field cultivator mixing soil and cement. Note efl'ectiveness of side guards. f (13) \ Fig. 22. Rotary tillers are (-flicit-nt znixin :2 tools and may be used to assist in pulvenzulg operations. Fig. 23. A three or four-bottom gang plow turns up bottom material, speeds up all mixing operations and keeps outside edges clear. Fig. 30. Spray bars of roadway width are efficient. ~‘— ((14);, .r i I'- I Fig. 32. Ofiset disc barrows also assist with moist mix. They must be equipped with sturdy cleaners to prevent clogging. Fig. 34. Transverse rolling with sheeps foot at header. Fig. 37. Pneumatic-tire rolling prior to smooth rolling is helpful on some soils. | Fig. 38. Tandem smooth rollers knit t0] down to give smooth, dense surface. ———.— (16) SOILPTAR AND SOILaASPHALE CONSTRUCTION Secondary roads of tar and asphalt stabilization are con- structed identically to soil-cement up to the process of spot- ting the cement. At this point either tar or asphalt is ap- plied by means of a pressure distributor until specified con- ditions are reached. Soil and binder are then mixed with off- set disc barrows at the proper moisture content. Construction is then carried out by the same method as that of soil-oeaent. After final rolling the road is allowed to stand to permit the 'volatile constituents of the bitu- minous material to evaporate and leave the surface course fully hardened.'1 PROTECTION OF WEAEING SURFACE It has been proven by a study of completed roads of soil- cement that a wearing coat should be applied. This coat is used to resist the abrasive action of traffic and it is usually applied after final curing. A bituminous seal coat or carpet coat is applied using mineral aggregate one half or three eighths inches to the road. Soil-tar and soil-asphalt roads do not require a seal con as the binder itself resists traffic wear. However. it is ad- visable to apply a coat after a year of use. 1. Bateaan, John H., Highwaz En inee in , pp. 168 “~— (17) SOIL TEST PROCEDURES .noauoon nacho a.“ .5 .9. 3” no sausage a Mo dawn—mans 0530.358 no copes mm .ca .3 H no .m\a .m\a .OH\H .om\H mo nuance: hopes—c.3289 So» on» and: awn—Heme.” 0053 Mo omdaofiw on» .3530 on has communamom Jouoze u». s\\ Eh\ Rm \ \u.\ the... s \\.8\...\ \.&.\ up. u L8. \\. WVNH§ at. u KW.“ k\\ \l\\ he. PsNN \sm..h.\u\.\u.h§. u\ at» o\. \N v\ out \o s\.o\\\ \\\ \h\\ L..\\ the. M.N.\.~.u.. uVLoNRM. M. \nVN Lu. KN \\ uv.\ \ \u\\ M\.\ -p\\\ \.n\ stl %.N. \V\ MW u. u 2%. .1»qu _ .N.\ Q3... m, l N\\\ \\\ uh...\\ svwx c\.\u\ c.a\\x\\.\. \\\ WV é Lu.\§~. u\ cam. N. m M\s\ VNV whk\ 3.... hares. Wk sufiamhtxm. N. §\\ L...1.\\ i. saw. \ oz»: 03.: so on so “WWW” o: Ham“: on. a: a: a: w: 3 ago» “MW“.E swam» my...“ ”MM HM...“ ”Mm mum hum: are“ use” .wsm .oz essays: «.5 .SE WNW .msw “a. .. EL 3.. a”... m. g a. m... .3. g. m. .w... .. ..... .... m“. a. a”. gem 398m 38. osoosoo £533: 185332 :5 SEE nope: u A + V .. u A>+ov m o .032 33> massaged. A :83 x u Truooda u o moot > . .ooulldYuVlu > So: do 2.33 .5 magpie: do Emma: .5». u Sow P5 mo. 33...: 34.0 huazfic ”5.30QO unopened ml: 11! .‘\\WW. 38 v, hr .I \\\“‘ML38 - x... some. call /: 1-. 6: min—Han .qun e l, /.:;l I I I %.vvsb . n V hafauounca K Vol? c0338.: . Won man—mom can." .9 .93de54 .«o peso hem . l1 Smém Beaglooeosocos a; flow M53880 so 8335350 2892.28 fell a qudwlucmucoo oaspmfiom Hmcfiwaao . .lllllll H .02 emonm omihw .02 Show me N00 ST-ZO Sheet No. 2 SOIL TEST PROCEDURES COMPACTION CILARACTERISTICS (Reference—-Method ST—20) Project BIIEIE EQAD-}JICEIQA£Y 331ng 001'} EGE Lab. Sample No. Location S. RANK-BED CEDAR RIVFR- " n " Field Sample No. Tested by B, .1. CHILI Date 4-14-44. Plotted byWDate $14-44 De scription or Remarks: Compaction Requirements Optimum Moisture 15.2 Per Cent Penetration Resistance______1bs. per in.2 Field Density_lifl§séa_1bs. per ft.3 Izar in. in. A20 [/5‘ no = Density or Dry Weight in lbs. per cu. ft. Penetration Resistance in lbs. per sq. Compressive Strength in lbs. per sq. 170 Ice‘ (‘00 t ‘ Mois Content - Cent of Dry t n ’6 10 12 14 16 18 20 22 (19) no.mn nH.ow nH.¢bN em.¢nm mm.mm¢m noodmm vboanm Ob.n DH.OH NH.HHH .mNoHH w.ma $.0H «.mmH “NH ne.amm oa.nH mm.moem mm.on «H.0w nb.abm om.¢mN moommem Hoova mooommm hb.n Nn.m 00.nHH o¢.m m.NH 0.0a $.NNH Rod as.ema «N.HH ms.omem 3 .8 S .8 oo.oo no.oo on «mm mm .mmm mm.enm os.esm 8.3.3 8 .23 en.sva ne.oHH on .onmm 2. dams no.n mm.n «o.o no.e mm.¢HH os.eHH mo.s eo.n o.NH e.mH o.oa .o.oH mmmma wmmma on H: 2. .03 passes so.» no.H sous: mc.o¢om oo.osnm ”dam moves beams Houses hours «0 coaumaoomom .Souufiom 5.5 .54 meatless: scams maootadom ham had .cawntoomo unease A.smv caspmao: mafia Haom moonwaoa A.»u on\Hv Haom unease nun soao Haom hum co>o .ps an aaosoo m paoaoo Huom venomosoo no .pH .50 Leo Huom unease adom no .pH .50 Leo unosoo «0 .vs m Adom hum oddnuopapmaofi oaooouheahm uruchnpmuo: sandpoo .3 .aoilucosoo Homoaoo no hpamcoo .Nm: unoaoo no R OHm7" ; __ 62' “mm“ (ran I fag/Ia». x/Iza-W' or #444 _- MIA a" face?- A AMI" 6?“ 4»: I In / 6% _ / cr/fld' VfV/vf’ _ ‘jj 4/911“--- ..-..., % If". / M M I a "3‘ OOSPRESSIOR TEST RESULTS or SOIL-CEMENT SOIL.TAR, AND SOIL-ASPHALT STABILIZED SAMPLES IAEZLE Egéfl. Qéfllflslfiufiiflfiflfilflf lbao 1301' 3‘10' 1nd PORTLAND CEMENT-6% 914 64.41 PORTLAND CEMENT-BX 3056 216.32 PORTLAND cmmnmfl .3440 242.60 PORTLAND cmsmazfi .3542 265.8? samurai 262 18. 42 ASPHALT.2% 479 33.60 ASPHALT-3% 862 61.09 COAL TARA} .326 22,9 COAL TAR-2% 596 41.8 GROSS-SEo'rIOR AREA OF SASPLRS = 14.2 Iq. 1n. ULT. STRENGTH 3 A CROSS SECTION AREA (24) ZEBQENIAGE ma COALnTAR (gram) 1 1980 20 2 m1960 4O Ccal Tar 3-2 CCEOiQtenFV 1. '7 N 1 J 4n 11.31“ D5“. 1-0r‘fif 4Lvr ‘ . C H00 C "-1? C ' + “ O n j : T“ 7'? 1 f‘ "‘ ._. ‘ “3- J- \_.,‘f \l l." r: I. 1 j: {1‘} r71”; r‘w" (J4. . I-v r L— I u “ a ‘7 V01 n l ' O .J '- ". . ‘51!- fit ]1;.. - V‘ v J1; Tdt. t I“; (1 K I I O 17 V .7“) #70 “C“ p. 4 . '4 Vrn . : » .va . Solfen vaifif c” d16t11151 r=PL u? ;’_nn I ____ 7 __ M (25) CUT-BACK ASPHALT RATIO Spoo1tioationa: W 801119“) AMM ( an) 16‘ 119%!) 1!) 2% 1960 40 3S 1940 60 Cat 330” Asufifilt KC - 3 H 7‘ 4. A 1 " [1 1 ; L V: ’ e -C L l? 1 S QC \ J “’¢e% soJ«* c? 17O V 90“" t" -11<1 3 19’9” liLr A"? 5‘4 1 — t 1' 1. 1 - I." F — O \ c 1.1” a .v x01 - ‘7” O .» .v' CCC 15.0 CR0 ?1.0 ‘h a g71+1 1't‘)“ :3““Ha Pp rtr'if": " 7 O H »- '- . . A. ~ .- C r a o f -.‘.1(‘t:“tf~' 1'“ " 1“"l 8’1131— 1O ”firh“h metTCC1FT. r “F L O (26) genus g; LABORATORI near Boil-oenent samples...arter weathering cycles were con- pleted and data tabulated, the soil loss per'cycle relation- ehip was determined; This relationship was plotted for each sample for each of the three tests. at this stage or the pro- Ject, the soil engineer indicates that material is to be used as a soil binder. In the running of the wetting and drying test, (eeven cy- cles) the sample most favorable was the 12% since it contained the scat cement. The next sample eith.the least ecil lose per cycle is the 8% vhile the 16% which should have been lower than this was very high. Since this fact remains. the 10% ratio will be eliminated as the loee is toe great. The sale can be said of the 6%. So far too percentagea‘have been clin— inated, leaving the 8% and 12% percentages to be considered. To choose beteeen theee, the other teete (i.e., freezing and thawing, and compression) and the cost of construction lust be compared. At the present time, the reader lust keep in mind that the 8% or 12% cement may be used. Results of the soil loss due to the treerinp-thaeing test shoe that very little loss for all soil stabilized samples made in this experiment vere noted. This lose is below that or the wetting and drying test for each respective sample and since time did not pernit, no computations ehcving the actual coil (27) loss were nsde. The deciding factor to deter-ine proper ceaent mixture is a comparison between vetting-drying test, compres- sion test, and cost. The final decision can readily be seen by comparing the data of the above: 885210 Portland cement 8% 216.32 p.s.i. (compressive A strength) Portland °.Ient 125 255.87 pelvic This is a difference of 40.65 p.~s.i. of the two oeaent ratios but both will support the light traffic of the River Head. However, the 8% ratio will be more economical and sill have the sale results as that of the 12%.- 8011.m eamgleg. e e Soil-asphalt gamglel... All samples of the tar and asphalt failed at the end of the first cycle of both vetting-drying and freezing-thawing tests. These binders did not have the favorable affinity for the particular soil of the River Road. This is due to the fact that the soil is very high in silt and low in clay. Either more binder by volune lust be used or a tar of lower viscosity. Therefore, tests prove that soil-tar and soil-asphalt stabili- sation aust not be used for the River Road project. ”(23) gORcwg 1g The results of the lab tests indicate that either the 18% or 12% sciloceaent ratio is lost favorable for the River .Road project. It has been decided that 8% will be used as it is core economical. Final specifications of the road are: l. 8% soil-cement stabilization 2. all construction according to Portland Cement Association specifications-«1940 3. road with of 20 feet minimum 4. adequate drainage systen for entire length 6. a seal coat of bituainous material applied four acnths after final curing (29) BIBLIOGRAP 'Hoad Surface stabilization“. Bulletin 1, The solvay Process 00., New Icrk Rhodes, E. 0., and Havens, A. 6., 'Soil Stabilization with Coal Tar“, Proo. Highway Research Board, Vol. 15. Pp. 360 (1836) McKee-on, C. L., 'Soil Stabilization with Emulsified Asphalt,“ Proc. Highway Research Board, Vol. 16, Pp. 322 (1935) Portland Cenent Assocation, Boil-Cement m, Construction.Handbcck, Second Edition Bate-an, Jchn 8., Highway Engineering, pp. 171-175 (50) HICHIGQN STQTE UNIV. LIBRQR I I III III I I II II III III! 00235233