126 648 THS LIBRARY Michigan State University MSU LIBRARIES SY — RETURNING MATERIALS: Place in book drop to remove this checkout from your record. FINES will be charged if book is returned after the date Stamped below. This tnesis was contributed by me Ge ve oprinser under the date indicated by the depzertment stam, to revlace the origsinal wnich was destroyed in the fire of iflarch 5, 1916. -THESTS-— Impormeability of Concrete, Untreated. (Heads of vater 19, 20, 30, 40, 50 feet.) Lf af " : Ge P. Springer. VY. Re VYalker. -1igll= THESIS INTRODUCTION. This thesis consists of the revort of tests made to determine the efficiency of concrete as regards its imper- meability. The general plan and the apparatus used vere. similar to those used by Messers Hartman and Sargent of the Class of 1909, and by HYeesers Piper and Jordan of the class of 1910; to whom acknowledgement is hereby made. | Tests vere made on samples of concrete, using nine different mixtures, three different brands of cement. The test pieces vere discs 6" in diameter and 3" thick; were tested in apnvaratus and under conditions as described in section VI. Each sample was given a thorough test. Water at low head was alloyed to come in contact with the discs, the head was increased by increments of 10 feet until a trace of moisture was visible, this head was then used to check another svecimen of the same concrete mixture; the head was then increased to a maximum point of 50 feet, vhich was the greatest head used in this series of tests. Finally compression and tension tests were made upon samples of the various mixtures to determine their relative ¢ merits. Following are treated; It. The kinds of materials of which the concreto was composed. ItI. The density of the mixtures. TV. Description of the test pieces and method of making. Ve Temperature at the time of test. 103530 VI. Description of testing anparatus and method of making tests. VEL. Strength of the various mixtures. VIItt.Comparative resuite of same cement in different mixtures. TX. Conclusions arrived at as result of tests. The problem resolves iteelf into this forn; Can concrete be made waterproof under all conditions of temperature and pressure and without any decrease in strength? If not, what are the limiting conditions? TI. MATERTALS. The materials used in this series of tests vere; Burt Cement, known as Sample No. l. Peninsular Cement, known as Sample No. 2. Wolverine Cement, known as Sarivle No. 3. The sand and gravel used wae a screened mixture of good sharp gravel aand put thru a one half inch mesh for Sample No. 1. The same gravel sand screened thru a one eight inch mesh for Samples No. 2 and No. 3. Gravel sand ecreened thru a one quarter inch mesh for the second tost on Sample No. 3. TtIt. DENSTTY. The density of the mixtures is given in Table No. l. The density vat’ing from 0.659 to 0.729. 248°0| £400 | oh/'0 geeo\cccolsseo\£e/0|\~\~| -| saee | 18944 | OF 7A | 5b\084 026 00¢, Tay, Qn TTR LAGU eal Le a ee ae ee a $420 £/00\282°0| 1020 | O62'0\ 9020 S/z'0| «| ~\912| 9f4 | 96462 | f'bS | L8leszlor/\00% ay, # PME a eee a AL te od ee 7) en ee 9 rr a 4 TTR ALLA ee CALE A ee ee ee a eee r, 182:0| 2800) J477| 4220 AbE0| 9220 4400\ || 42) £622 | an-ske | 40208 |99\00s\0¢ 00), 4/277 7 AE ERM LARA ca et dad ee eel ee OTP ATT LAP Aisa Le ue, 7 ae tt ee Ye r TA ee kd de io ee ld A 2 eA yt Tr) tte ie ee YY TTA A A oe ae AAA f+) v7 aa Re Ah Ae MELE Re AEA dL ACCA Ce ee eae ee Py, AT A) = Jh€0\ 99/70 \GLI'0 \8990| E9e0 | L02:0|\ 680 Ol LbzZmz IF) a9 a2 ET Tay a Tae SACLE rare, y ‘ OT) ee ode TIE Tae 7) Se pr pa ae “ = sro og ss bee Pace pad ca 29 Ry OT | vb] A TITY CA TEE IPT i N i a7/° | posnsooy TT) ry 5 a N ye rts ew eer- IT) EP err re OEY d i ae ae ek we we TV. TERT PISCES. The test pieces for the impermeability test were discs 6"® in diameter and 2" thick. For the compression test cubes 3° x 3" x 3". For the tension test the standard briquette. The concrete test pieces from Sample No. l, were made in three mixtures, 1:2:4, 1:3.5:5, and 1:3:6. Burt cement, sharp sand and gravel screened thru a 2" meah. The concrete test pieces or Sample No. 2 and No. 3 were of the same mixture, 1:2:4, 1:2.5:5, and 1:3:6, Pen- insular and Yolverine cements, sharp sand and gravel screened thru a 1/8" mesh. Another set of test pieces wore made from Yolverine cement, the nixtures being 1:3, 1:3, and 1:4, sand and gravel from pit screened thru $* mesh; the percentage of sand and gravel in pit run screening being 39.5% sand and 60.65% gravel. The various proportions of sand and gravel were placed on glass slab, thoroughly mixed; the cement was then added and the mass thoroughly mixed; water then added to the mixture and ‘vorked until of a consistancy to quake with slight agitation. The discs, cubes and briquettes were thoroughly rammed in molds, left in moist chamber for 24 hours. The briquettes were thon placed in water and left until day of test. The discs and cubes vere placed in a cool place to remain until time of testing. De V. TEMPERATURE. The temperature of the concrete at the time of test varied from 69 degrees Fahrenheit to 71 degrees Fahren- heit. The temperature of the water passing thru the disc was taken and we assumed that the concrete mass was of the same temperature as the vater. VI. APPARATUS. The apparatus uesi:med for testing the discs is shown in accompanying photograph and drawing. The head of water was obtained thru pressure tank and pine connections. Static head being used. The apparatus for holding the discs ccnsists essentially of two cast iron picces, ‘A! and 'R', tA! a circular plate with hole thru center for the passage of water. ‘'R', a disc plate connecting to the nine admitting the water. The two plates being connected with bolts. The holes thru the plates were two inches in dianeter. Retween the faces of these plates the specimens to be tested wore Clamped by means of boltea. Using gaskets and white k lead, the diec connections were made as nearly water tight as possible. Qn the outer face of plate 'A', a spout was soldered to convey all vwater vnassing thru the spocimen under test t: the measuring graduates. The compression tests wer proformed on a 100,0004 Riehle testing machine, shovn in photozranh. The tension tosts were performed on Richie vriquette testing machines, sho-m in photograph. ‘SISIO JO ALITIQGUINUId ONIYUNSYIW YOs SNLHYWOdIY ae yunzes + Se ae ed | 2 yal ' iN w a oe a a a LU. Vtt. STRENGTH CP NUXTURES. Compression tasts: Under tsst the 1:4:4 mixture of each ssriss gave tho greatcst crushing strength per square inch. The concretes of 1/8" screened gravel showing from 4007 to 5004 greater than those made from é" screened gravel. The concretes made from 1:2, 1:3, 1:4 mixtures, nit run sand and gravel screened thru $2 mesh, gave a crushing load from 20004 to 3000# higher than the mixtures of 1:2:4, 1:2.5:5, 1:3:6, vith gravoi thru 2" mesh, and from 1500# to 2500# greater than the 1:2:4, 1:3.5:6, 1:3:6 mixtures , with gravel screened thru 1/8" mesh. Tension tests: In tension the 1:2 mixture, sravel and sand thru 4" mesh gave & strength of 479# ver square inch, while 1:3:3 mixture with 1/2" gravel gave but 774 per square inch. The concretes from Sample No. 3, zrevel thru 1/8" mesh, gave the most uniform tests. VITtt. COMPARATIVE RESULTS. Comparative results of the tests of the different concretes under the different heads aré shown in the fodlowing tables and curves. yso+pats > GG - * a ee ba i fan * es ‘4 r OEY | -wsucozs | wimeo/s | -ujm es a Ce Te A AY ee Ae A oe — el wae PL AA A) eA A A hel le Ol Al eA ee Ge ee 4 13 we a 7 kaa OT) oA a pe PA ' * ” 7 Sad “ Oe eae ” ” rae ” ” ’ oy » A a ae TZ Ae ie Mo Le 2 2 od ei hd ed Yl a od ah Oe eas7ue7 ps0-+ yut' 7) : , en’ ASIA Saf ' ge . ae . oy / A re ee A ed A ee al, Ae OL Od A le ed eg CA Of/ |W | yo42uo7 ee ee Ln BA UL ale ye Ae ae Pee tA ce LA ae es ae a eT eae ” me ee ” . 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SH“ US “S Ge: BO ay ty 5 ny N baena Sone” ieee } } 1} ; rh ” a iM | . : : asl am Ok BY hoe) aaa oe eka a SBI ; ; t { : et Fr pe dae vase : eo eee : | SLA ee a EEE 2S eo at : PLE geek ep Gf Pad hey SAA AO - Tg, eee de Vet eet ee LL it: see we ‘} s \ : od ae rs ) 4 a same Vi a7 a8 og wv TABLE Wo. Ea : unt of water pe pa dat aT Tae be oe SESS" er oe 5 i A 1e B.S 7S~ 1/276 4! BLG SIRES » » TABLE Wo. Ea Amount of water passitig thru —Gises ta 4 hours. Wre ¥o dea ao Concrete, WoO pee 70ft. ase 4 oe = 4ort. | sofr Ese a wa oe _- = _ 6¥e0| g7¢-c. 25:5 | | &- | ere] goes! gree| 97 ed “9:6 | | ke L694 lean | or, (251 | 23 hk, tk Mae ek ee 4 a Se Aden a. 7 Wei 5 vy 455° | $10 | F&F | breke — 4BIY | Z a IZ ee 68 | Sz aA nc a ane a3 2 o 2) WS A, ee I a+] acoA TL aa ee om BA Ww | - = = a 2 Pde a vi a = ~ ca a ead EF Ww} - ea a Bs ay a : ; } hh ee) SAD ee ohn ear ES '. / : | SY re? ts ™ J > hd _ ® Heras | N BS 2 : ‘a } 3 ; 7 vw : : ~ os Teh an Se i R sosesere’ Fe S21 ie | a ee aer cu ys “SBE Ven es ar cette Gantt fir eeth . Beane st Sef j : 2 y . SapSER ie ) SOS al : egea- oan aesee SE | an Rae Shafter ease ee bass: y A | ie : a ae i 25 od OS ea ae PT ot gee Tees panes ifs eae tity tea | Te See whe ei | | | 3 i ee i oe geN = — - — > ——+ e | M4 ; : i H . / ’ | : ; - ias5a8e sesshetiessiiie i SX Sra oa : =. Are eat de aS MA a) =Y a ress/v treagth © Oo da la add ee ee eal RI/b5™ hd ae Tad a 4 soos. s* f= - TABLE Wo. /4. Cie tia IL ee 0 doys old, _ Wea ak. ‘phi - Cay MEM PEK Ps atk A ee Z h 199.0 at EY aie é a Pais Yat oe FA ; he eae hdd Ea Us PA Ie, ee 13 if a ¢ are fe ts ce & eee ee ae a 2 y 202.0 eam a 1565 Ray a ra cans hs Bs a LAE) #5 3. Ad PT ae ao bs hy ee) - me eee A ee ole TX. ' CONCLUSIONS, The resuits of the experiments and tests as shown by the data and curves shovj- Te The smaller the size of the gravel used, the less will be the amount of vater passing thru ina given time. Il. ith the same test specimens, as shown in Table No. 12 and Plate No. 7, wo find that ; Teste No. 1 and 11, no water passed thru until a 40 foot head was reached. Tests No. 10 and 12, passed no water under any > head used. Tests on all others but No. 9 show a decrease in the amount of water passing thru in a given tine as the head is increased by increments - increment of 10 feet used, time under each head 4 hours = up to the 40 foot head. At 50 foot each test shovs an increase cf water vassing. The decrease in amount of water passing as the head increases is due we believe to the filling of the voids with sediment from the water. Til. Under the same head with increase of time the flow decreases up to the head of forty feet, but at fifty fect each disc shovs an increase of flow. TV. Approximate ratio of floyv between concretes of each series} Sample No. i. 2" gravel at 450 foot. Sample Mixture Total Samples Ratio of NO flow compared. flow. 1 1:23:34 244 C.C. $6 1:3 a 1:3.5:5 $38 * 133 1:10 3 12336 oA04 ® 33d 1:7 Samole No. 2. 1/8" gravel at 30 feet. Sample Hixture Total Samples Ratio of Nc. flow. compared. flow. 1 1:3:4 490 c.c. 133 1:1.5 2 1:3.5:5 539 * 1:3 1:3 3 1:3:6 1330 " 238 1:2 Saniple No. 3. 1/8* gravel at 30 feet. Sample Mixture Total Samples Ratio of NO. f1lOW. conmare de flow. 1 1:33:34 L172 CeCe 132 1ecsl 2 1:3.53:5 150 * 3:33 1:5 3 1:3:6 836 " 2:3 1:6 Ve Coneretca in the proportions of 1:2, 1:3 and 134 vith 4" gravel are imvervious under all heads up to 50 feet at which preesure water bezan to vass thru. VI. The imrermeabllity increases vith tho incroase in the density of tho mixture, regardless of the size of the gravel in the concrete. The ise, da ta Vile 1:3 and 1:4 mixturos whicr frori the taken show inocrmeability, are scarcely practical for large onzineering projects and for ecneral purposes, out could bs vell used for facing at any point where seepage i3 to be exrectede VIII. Given a proper proportion of ingredients, with sufficient care in placing and in ramming; these tests shov that a concrete may be made which will oo innermeadloe for all practical purvoses, without the use of water-—croofing con- pounds. tIn practical work the head of vater on the concrete would very seldom exceed fifty feet, (the zroaztest head used in the above tests) and though the dumnness might pass thru the con- crete at first, the seepage woulu vecome less and under heads lower than fifty feet would cease altogether. For works such as foundations, cellare, basement walls, retaining walls, abutments, atc., we bslieve that given a proper selection and proportion of materials, proper forma, proper placing and tamning, and a thorough facing, there is but little need, if any, for a cormercial water-proofing comround in ths concrete.