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I I -I II I. .. u. . .u ....0. old . _ .I. ...I .....5II ..L. .I -...II. -. \. r.»« ....I “...-... WI- JI. . . . I . 5 . I c .. II 1 .I 0 ... I I I 4 HO 0 I . I-.I..rI.._ P ... . .. . .9 w I .00 41..-... «.I 33.50.365 .94 “I... .. 5081..» ..n ..?.~5I... . ..V I. . In? ..QIIIIw- . I II. a}. I t . . ..HI I _ I” I. .II. ...... . I.. u I.I .0. IIII. III II. I . I I I. . I I . . . II .‘pIIIIuI I . 0- .u. ...I. I. - .. -.. . IvQI .. I . . I I . . .. . . L . . h. . .. . I I 5H3-.- I.Il. I... .. . . . I. .. . ...0. .I . . . .. I .I -.. .. ,- . . 0 I III . . [a . . r .P . . . . . I. ‘ u I IS An Experimental Investigation of 8011~Cement as a Building Material _A Thesis Submitted to The Faculty of HICHIGAN STATE COLLEGE of AGRICULTURE AND APPLIED SCIENCE by G. A. Prusi Candidate for the Degreo of Bachelor of Science June 1942 THESIS 9-1-4 #2. / V ACKHOWLLDGL’ILN '1‘ The author desires to express appreciation to C. A. Allen,professor and head of the Civil Engineering Division, and to D. J. Hall, formerly a member of the Michigan State Highway Department's Soil ResearCD Division and at the present an instructor in Civil Engineering at Micnigen State College, for tneir helpful suggestions and criticisms offered during the running of this investigation. The study of soil-cement durability when subjected to alternate freezing and thawing was made possible in this investigation by the use of the refrigerator owned by the yicnigan scat. Highway Department. G. A. Prusi 143108 ISTAQDUCTICN LAPFRATORY INVESTIGATICH, Dirk, Test to Determine inoarent Hechnni¢2l AnalySis of the Blending of Soil 3emp1ea Specific Gravity _ 3011 _. ipparent Specific Gravity of the Soil Uix .fl_ Liouid Limit of Soil nix Plastic Limit of Soil xix Plasticity Index of Soil Mixture Shrinkage Ratio and Shrinkage Limit of Soil 31: Optimum Noieture Density Relations of "V 5011 fiix Determining of Foiature Density Relations of Sell-CCnent Freezing and TheW1n£ TeSt .......... wetting and Edging - .. .. ... ......... 03".13rc’3810n 7'33: ......... .5 — 1- - .- Y‘Igi'fih TBSt _ Hegting and Cooling Test ....... Outdoor Test 95 97 31 43 “3 no i 59 ------....-..-...__-....57 59 ’---—---—----‘-*~ comm-3%} J. Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table II III IV VI VII VIII IX XI XII XIII XIV xv XVI INDEX 9? TABLES Data and Results for Determining the Apparent Specific Gravity _ .. __ __ _. __ __ 5 Maximum Diameters of Grain Size in Suspension Under Assumed Conditions _,__8 Preprtionality Factor, 3, and Specific Gravity Correction Factor KG __ __ _, __ _, _ 9 Viscosity Correction Factor Kn __ __ __ __ __ 10 Hydrometer Correction KL _ .‘_ __ _ __ __ __ __ l2 Hydrometer and Sieve Analysis Data (A)_, 13 u n u n n (B)__ 14 u s n s n (c)_’ 15 ' " ” ' " Mix_. 16 Grading Curves _____________ l7 Triaxiul Chart___________-____-____ 18 Optimum Moisture Density Relations Date __BO Optimum Moisture Density Curve __ __ __ __ __ 30A Optimum Moisture Density Relations Data for be»? Soil‘Cement __ _ __ __ _____ _ 35 Optimum yoisture Densty Relatios Data for 12€ Soil-Cement _______ 3b Optimum Density Moisture Curves for 6 and l?% Soil-Cement _______ 37 m DATA (N infinZING Ate THAwaG TEeTs Table XVIIA 6'23 Cement Content Specimen .5. _ _ __ __ ”5A Table XVIIB “ ' " “ B _______ 453 Table xvnm 8?; u n " A _, _, __ __ not Table XVIIIB " " " " 5 _. _ __ __ 1th Table xvii 103;: " " " A. _, __ _ 47.; Table XIXB " " “ y " E __ _ _. _ 478 '1‘ able me 17?- " " " A __ __ _ __ use. T'sble us ' fl " " B __ _ _ _ use LNTi ON ‘MJTTINC A343.) THM’ING TeJSTS Table XXIA 6% Cement Content Specimen A _____ BIA Table XXI? " " " " B _ __ __ __ __ 51?. Table xxn i 8‘32 ~ W .. A ..... 5‘». Table XXIIR ” ” " " B _____ 598 Table XXIIIA 107?: '° " " A _____ 53;; Table XXIIIB " " “ " B __ __ __ __ __ 538 Table XILIVA 127:2 * " " A _____ 5% Table XXIVB “ " " fl 8 _____ 541 Table XXV Comparative Compression Data _____ 5b Table XXVI Wash Test Data ._ __________ - 58 st1e XXVII Heating; and Cooling Test Data __ _ ___ __ 60 .7”! EKRELRIIWEITAL INVESTIGATION OF SOIL‘CE.£ZN- A3 A BUILDING LIATERIAL in Experimental Investigation of Soil-Cement as a Building Raterial In recent years much attention has been given to soil- cement as an improvement to secondary roads. This increased interest in soil-cement as an all weather surfacing for highways has primarily been stimulated by the fact that soil-cement is proving itself economical. Now if a low cost, stable, all weather surface for highways can satis- factorily be constructed from soil-cement;,why is it not possible to use soil-cement as a building material? with priorities bearing down on a lot of the materials used in the construction of homes, and with the increased demand for inexpensive homes that can be constructed quickly has lead me to this investigation on the prOperties of the various soil-cement mixes made from looslly obtained soils, and through the following expriments and test draw some conclusions as to the advisablity of using soil-cement as a building material. Three samples of soil where obtained from the college prOperties. Samples A and B were taken from the college field south of the Pere mercuette Railroad and west of Farm Lane Road. Sample A was a representative sample of soil from the base of the sod to a depth of 1.5 feet. Soil B -1- was also a representative sample taken from the same place as sample A, but since the grain size of the soil particals seemed to change at the depth of 1.5 feet sample B was taken from 1.5 to 3.0 feet beloe the surface. These two samples, although taken from the same spot, were kept apart so that an accurate analysis for grain size of the soil perticals could be made on each of the samples. temple 0 W18 obtained from the college clay pit. The intention being to blend Sample C with Samples A and B if the grading curves of samples A and B fall very far from the ideal grading curves designed by ”eymouths Theory. However it was not intended to make a perfect blend or to approach the ideal curves too closely, becausethat would have been to defeat the purpose of this test.If the ideal curves, deter- mined by heymouths Theory of particel interference, were to be followed completly many more soil smples would be needed, and the cost would be increased. The raw soil samples obtained in the field were air dried in the lahretory. When the samples where dry they were screened. SimpIEB A and B being sandy soils passed the do. J 10 sieve 1007 upon drying. Samnle C, the clay, wee quite lumpy upon drying, so it was placed into the Bell Mill pulver- izer where the lumps were broken down, and then upon screen- ing through a NO. 10 sieve it was found 100% passing. with all the soil samples air dry and passing the NO. 10 sieve the follwing tests were for each sample. 1. The apparent Specific gravity of each sample was -9. determined. 2. By the mechanical analysis of the particil sizes the grain sizes contained in each sample was determined and with the aid of the Triaxial Chart the soils were placed into their preper groups. With the above facts abtained for each of the soil samples the blend or mix of raw soils was determined from the grading curves. Blending completed the above two tests were repeated upon the mix, and in addition the following tests were performed. 3. Plastic Limit Test h. Liquid limit Test 5. Plasticity Index Test b. Shrinkage Ratio Test 7. Shrinkage Limit Test 8. Optimum Moisture Density Relation Test When all the previously mentioned tests are known the next step was to determine the soil cemnt optimum moisture density relations for the various cement percentages by volume these percentages being arbitrarily chooaen, Knowing the soil-cements optimum moisture—density re- lations for the various cement contents that shall be taken the test samples can be molded. A total of nine (9( samples Will be used for each of the chosen cement contents. These nine samples shall be tested in a manner that will be simi- - lar to the actual conditions that the material would have to take if it were a part of a well. -3- Lisoaiinxz vassricielou IVSLUDIUG DATA, RESULTS , AWD SAKDLE CALCULATIONS. The purpose of this project is to take samples of easily obtainable local soils and through accurate.laboratory tests design soil-cement test cylinders containing Varying percent off cement by volume. To take these cylinders and subject them to tests similar to the actual conditions that a exterior wall of a building and similar structures would have to under- go. From these tests a determination of the practibility of using soil-cement as a building material shall be made. Test of raw soil to determine the apparent specific gravity. Approximately 40 gme of oven-dried soil shall be ground in a mortar with a pestle to a fine floury texture, being careful not to break the actual grain structure, only loosen- ing each partical from the next. Place about 30 gms or this material into a volumetric flask the weight of which is known and weigh on an analytical balance. Fill a burette with ker- csene; draining excess kerosene off at the bottom so that the kerosene level is exactly at the 10000 mark. Introduce about uOcc of kerosene from burette into FlaSK tsirled between the hands until the powdery material is completly in suspension. Subject the flask and contents to a vacuum to remove all en- trained air. Rotate flask gently while vacuum is being app- lied this further assuring that each partical of material is in suSpension. When all entrained a-r has been removed -h- fill the flask to the 100cc mark from of the remaining kerosene is recorded contained 3011. the burette. 3.8 The vol- the volume of the 3011 Sample A Flask No. 3 h 5 b 1 2 Wt of powdered “3 8011 & flask 78.09 7S.2? 75-53 77-75 79-79 7u.u9 Wt Wt of flask 46.40 ”8.35 ”5.81 “7.98 #2.80 nu.51 V?! :d Med Vs Vol or 8011 partiéles 11.6 11.6 11.4 11.38 1o.u 1o.us Apparent Specific GA GI‘CRVity 9058 p.582 2061 Debt?" p083 2086 GA Mean App. Sp. Cr. 9.58 P.61 9.88 TIXFLE I All the items in the above table are self explanatory. W3 and W! are the vilues obtained by weighing the respective items, and V8 is the amount of kerosene remaining in the burette after the fluek has been filled to the 10000 mark. The mean Specific gravity GA is equal to 35. a Mechanical Analysis Of The Soil Samples This is to determine the grudiné or the per centage of the Various particle sizes contained in the soil samples. dried material pas ing the No. 16 sieve. A represenative soil Sumplc was selected from oven- The weight of the ‘Bample shall be lflflgms for sandy soils and 50 gms for silt ~5- and clay soils. The soil was placed in a glass beaker and covered With about F0000 of distilled water to which was added POcc of sodium silicate solution by means of a pipette. The sodium silicate is to act as a defloculating agent. The soil solution Was then allowed to st nd for 18 hours to assure thnt cash particle is loosened from the next and also at the end of this period the clay will have softened enough to be eaiily broken down in the dispersion apparatus. After tempering the soil w.s poured into the diepersion cup all material wee carefully washed from the beaker into the cup. The diapreeion cup was filled to within 2 inches of the top With distilled water and placed into position on the milk shaker which W48 used as a mixer. The mixing time was 5 minutes for egndy soils and 9 minutes for clay and silt soils. _ At the conclusion of the mixing time the contents of the dispersion cup 1"tat-3 poured into a lJDOcc glass graduate again carefully washing all the soil particles from the cuo into the graduate, then the graduate-w a filled with addi- tional distilled water until the lOOOcc mark was reached. Covering the each end of the graduate with the palm of one hand, the graduate was then vigorously shaken for a period of one minute, quickly setting down graduate into a position where it wwill not be disturbed for the remainder of the test. -5- Place the hydrometer and thermometer into the solution and begin taking readings at the end of 1, 2, 5, 10, 15, 30, 60, 120 minutes. Will not be necessary to run the lHHO minute test. Due to the large particles settling on the hydrometer bulb the first few minutes; these readings are frequently low and may be discovered from the final grading curves. After the first two readings have been teken remove the hydrometer from the solution and rinse the bulb; placing back into the solution about 20 seconds previous to the next reading. Upon completion of all the readings through the 190 min reading pour the content of the graduate uoon a No. 900 sieve washing all the material from the graduate on to the sieve. Wash the material upon the sieve and then set sieve into an oven and allow to dry. When the material is dry plece it Upon a No. 10 sieve of a nest of sieves that are arranged in the follOWing order, Nos. 10, 20, NO, 60, 1&0, 200, and the pan. Place the nest and m terials into s.Ro- Tap and shake for ?0 minutes. Record the weight of the nat- erial retained upon each sieve. Corrections must be apylled in the hydrometer analysis for temperature of solution and the Specific grlvity of the soil since the hydronetere have been graduated or calibrated at 67 and 19.” degrees fahrenheit and centigrnde reenactive- ly, and for an apparent specific gr vity G; of the soil as being ?.65. -7- Table 31 gives the maximum grain diameters in ensuension under assumed conditions. 1. that tne apparent specific gravity of the soil is 2.65. w. That the specific gravity of the suSpending medium is constant and equal to 0.998” st 67°F or 19.qu. 3. That the coefficient of viscosity, n is equal to thut of Water 0.010? at 67°F or 19.2130. 4. Thet the distance, L, through which the particles in a given time period is constant and equal to 39.5 cm. The above listed standard conditions were not the conditions of the test, so corrections must be applied. Table II waximum Diameters of Grain Size In Suspension Under Assumed Conditions Time yinutes Maximum Grain Size in Suspension in gillimeters 1 0.078 9 0.055 5 0.035 15 0.020 30 0.01M 60 0.010 120 0.007 lush 0.002 The temperature correction of the hydrometer designated as Aka is taken 0.2 per degree change in Fahrenheit and as 0.36 per degree change in Centigrade. The correction is added to the original reading when the temperature of the solution is above the standard 67°F or 19.H°C and subtracted from the original hydrometer reading for temoerstures below the above mentioned standard. When the specific gravity of the soil varies from 9.65 the specific gratity of the solution will vary likewise so a soil with an apparent specific gravity of more than 2.65 will cause the hydrometer to float higher than if under 3 standard conditions, and will register a higher percentage Which must be reduced by a nroportionality factor, a, as given in Table III. Apparent Sgecific Correction Factors Gravity GA 3 KG 2.u§ ‘ 1.05 1.07 ?-50 1.0h .1.05 2-55 1.02 1.03 2.60 1.01 1.6? 2.65 1.00 1.00 2.70 0.99 0.98 2.75 0.98 0.97 2.30 . 0.97 0.96 9.85 0.96 0.95 ?.90 0.95 0.93 The correction factor for the variation in Specific grg. vity of the soil is designated as KG And it depends upon the net density of the euepended soil. computed by the formula Kcz/fi1.2§1 where 0A is the aooarent . U A The values of KG are Specific gravity of the soil being tested. Values of K0 have been tabulated in Table III. The correction factor for the coefficient of viscosity of water is designated as K and may be expressed in the n fQIIOWinr form. 6 Kn::@oefficient of viscosity. nI at g given temperature 0.0102 ‘The Veluee of Kn have been tubuleted into Table IV -10- Temyerature Temperature K K Degree F Degree 0 n hegree F Degree 0 n 69.8 16 1.09 77.0 95 0.93 62.6 17 1.03 75.8 96 0.92 64.h 18 1.32 30.6 97 0.91 66.9 19 1.00 82.4 96 0.30 63.0 20 0.99 3H.9 99 0.89 59.24 :‘1 3.19% gap-.0 30 0.515 71.6 99 0.97 87.8 31 0.35 73.4 ?3 0.96 59.6 39 0.57 75.? on 0.95 91.n‘ 33 0.36 Table IV The correction to correlate the particle size with the distance that the partiCIB falls within a given sedimentation period is designated as KL. L' is the distance from the sur- face of the gushension to the bottom of the hydrometer. By exocriment the equivalent distance of fall has been estab- lished as 0.4?L'. The correction EL is given by the formula l\ I; : O o ’4' ?L' ' “3' 2 5' j" In testing soil samples A, R, and 0 three hydrometers for eaCh were used and table V giving the correction KL hydrometer was compiled. The product of the three corrections KG' XL, and Kn times the nominal size of the particles will give the actual particle size at the given period. The combination of the sieve and hydrometer analysis shall be plotted on a grsoh having an arithmetic ordinate of total per cent passing and a logarithmetic abscissa of particle size. Tables VI, VII, and VIII are the mechanical analysis Qata sheets tabulated in full for soil samples A, B, and C respectively. The grading curves are all plotted on one graph as shown in table 1, which also contains the gr.ding curve for the blend or mix. Hydro- Hydro- Hydro- fiydro- hydro‘ Hydro- 32323; 3:52;. 11:53:. 202;. 532;..- 23:35 K1. KL KL KL KL KL -? 0.568 0.553 0.568 30 0.500 0.us3 0.500 0 0.565 0.523 0.56% 32 0.u96 0.h7s 0.h96 2 0.561 ‘ 0.5h5 0.560 3h 0.u92 0.473 '0.h91 H 0.557 0.5h0 0.556 36 0.2ee 0.269 0.257 6 0.55% 0.536 0.552 38 0.usu 0.u65 0.us3 e 0.5u9 0.532 0.545 #0 o.u79 0.u60 0.478 10 0.5u5 0.528 0.5u3 he 0.u75 0.u56 o.u73 12 0.521 0.523 0.“ 9 M4 0.u71 0.h52- 0.h69 in 0.536 0.519 0.535 he 0.u67 0.uus 0.u6u 16 0.531 0.514 0.531 he 0.h63 0.uu3 0.u59 16 0.r27 0.510 0.526 50 0.u5e 0.u38 o.h55 90 0.523 0.505 0.522 5? 0.455 0.u3h 0.250 P? 0.519 0.501 0.518 5n 0.u50 0.u30 0.uu5 2“ 0.513 _ 0.u96 0.51” 56 o.uu5 0.u25 0.hh1 26 0.509 0.h92 0.510 58 0.uu1 0.u20 0.u36 98 0.505 0.uee 0.505 .60' 0.u36 0.h15 0.u31 Values of KL Table V -1 2. b mm.~ mmoo.o Noc.o Ho. «mo.a 3mm. «mm.~ n.~ ~.u .: Nu XIONH eawm om.w omeo¢o oHo.o nae. mo.H mmma om.w¢ m-m N.w m.m nwa on daum oqda ocorqo :aoqo Ado. mo.a wmm; o.oa wio M.c H.~ ma an exam .HH mmco. cmo.o Hm. mc.H new. m.Hd\, ~.HH N.“ o.m +~a mw‘ mmnm m-m~ omraoc Kumc C 3% MG .. 7mm. wwwa mMH m0» No-5 mu ca Ammo o.mH maao.o mmo.o mm. mo.H mam. o.ma ~.:H N.m o.ma NN m mmmm coma shootc mmcwo, Hm. 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Hopmuo nbwuo dwwm uncm cnam on0h «Hum 0000 Daub. 00 .602 Dank hHOD 5 Panning Par Cont TRIAXIAL CHART 10 1. w . # f7 7 7 / / / / / ‘° 0 1o 20 an no 50- 60 70 an 90 100 ( Per cont in tho 0011) SILT Tabla XI S ample Calculations for the Hydrometer Analysis From Table VII giving the observed data and information taken on sample A in the test the temperature of the solu- tion when the one minute reading was recorded was P7" C and the hydrometer reading was 16 (using hydrometer No. 3hh272) the apparent specific gravity as found previously was 2.57. The first correction to be applied to the hydrometer reading will be.AR and since the temperature readings are centigrode the correction shall be 0.36 per degree change in temperature from the standard (19.u). With the temperature of the solution above the standard the correction is to be added. l‘fi = (0.35) (27- 19.3) 32.7 ’ Corrected Reading=:9= lé-r 2.7 3 18.7 The per cent of material passing at this point is equal to one hundred times the corrected hydrometer reading times the proportionality factor (obtained from Table III) divided by the weight of the sample being analyzed. Per cent Pueeing==1OORa+-w =100 x 18.7 x 1.0P‘+ 100 -19.1% The correction factors to correct the particle diameter at this point are obtained as folloes: KL 18 had form Table V. \The corrected hydrometer reading was found to be 18.7 then for hydrometer No. 3uu272 the correction KL for a hydrometor reading of -19.. 18.0 is 0.510 and for a hydrometer readiny of twenty (90) the correction is 0.505. The correction for a hydrometer reading of 18.7 is found by etraight line interpolation and ie equal to 0.508. The correction KG may be had from Table III. The apparent specific gravity of the soil being 9.57 and from the compiled table a correction of 1.03 is found for an apparent specific gravity of 2.55 and a correction factor of 1.02 for an apparent specific gravity of 2.60. Again the correction factor wanted can be had by straight line interpolation between the above mentioned points, and is found to be equal to 1.03. Correction Kn, the viscosity correction is obtained from Table IV. Kn is equal to 0.91 when the temperature of the suspending solution is equal to 27° C. The corrected particle diameter is acquired by multiply ing the maximum in euSpension at the time of the reading by the correction factors Kc, xL. and Kn‘. Corrected Diameter = (0.078) r KG x “L x Kn = 0.078 x 0.508'x 1.03 x 0.91 . 0.037? mm The material retained on the No. 200 sieve after the fines have been washed out through the sieve ie broken up into groups that are retained on the nest of sieve by eieve analysis. The weight retained on each sieve being recorded, and the per cent retained of the total weight was computed. -90- In. Knowing the weight of the material retained on any of the sieves and also knowing the total weight of the sample the per cent retained on any sieve is equal to the weight of material retained upon that sieve divided by the total weight of the sample and multiplied by 100. When 1.21 gme of a total of 100 gms are retained by a sieve the per cent retain- ed by that sieve is equal to 1.91 + 100 x 100==l.21%. The column head as Cumulative is the cumulated per cent passing or retained up to that point. It is the eddition of all per cents of material retained up to that point. To get the cumulative per cent passing at any point just take the cumulative retained to that point and subtract from one. From the data and results compiled in Tables VI, VII, and VIII can be drawn as shown in Table X. The grading curves can used to determine the percentage of clay, silt, and sand in the samples A, B, and 0. Referring to Tablex studying the grading curve for sample A it can readily be seen that 8% of the sample passed 0.005 mm mark or the division point between clay and silt. Likewise it can be seen that 20% of the sample passed the division point be- tween silt and sand giving 20% - 8fir=l2% silt, also since 100% passed the No. 10 slate the remainder of the Sample is 100% - 20t:=soe sand. 80, Sample A is 8% clay 12% silt 80% Band Sample 3 is 2% clay 2.5% silt 95.5% sand.. -21- Sample a is 18¢ clay use silt 31s Sand Locating these samples on the Triaxial Chart given in Table XI the classification of the samples can be secured. Sample A falls on the division point beteeen sand and a sandy loam. Soil sample B is unquestionably a sand. Soil sample 0 into a group known as loam. hixturs or Blend of Soil 5, E, 5nd_g To start of with an assumption was made that in practice the sample A and B would not be seperated, So equal amounts of 60113 A and B were combined. With the aid of the Ideal grading curves as given in Table XI 3 mixture Was designed to bring the grading curve closer to the Ideal curve. There are many ways in which a theoretical grading curve can be established. In designing the rixture used in this test the per cent of sand and silt and clay contained in the Ideal curve was determined from the graphs, and by combining sample A and B on the 50-50 basis the per cent of clay, silt, and sand containedin this part of the mix can readily be determined. This mixture nil contain 5% clay, 7.25% silt and 87.75% sand, whereas the Ideal curve contains 12% clay, 23% silt, and 65% sand. By combining the above mixture with 20% of sample a will give a final theoretical mixture of 7.6% clay, 15.6% silt, and 76.8% sand. This does not compare very clodly with the Ideal grading, but as stated previously by try to approach the Ideal curve too much would -22.. prove to be impractical because in pratioe such minute blend- ing could not be maintained without complete laboratory supervision. after the mix had been established the previous two tests were repeated on the blend or mixture. The apparent specific gravity was found to be 2.64 determined in the manner previously described. Below is given the data and results of the specific gravity determination. Aoparent Specific Gravity of hixture FlnSR No. H 5 W3 Wt of pOWdery Boil & flask 78.25 89.99 wt Wt of flask “8.38 45.79 ”8 Wt of powdery soil 29.87 “H.90 VS Vol of soil particles 11.30 16.80 GA Apparent Specific Gravity 2.6u 2.6” Mean App. Sp. Gr. 2.6” Then the mechanical analysis test of the mixture was Carried out and the data and results are compiled into Table IX. From this data the griding curve of the mix was plotted was actually found to be 9% clay, 14.5% silt, and 76.5% sand, which compares favorably with the theoretical values 7.6% Clay, 15.6% silt, and 76.31 sand. Plotting the actual values on the Triaxial Chart Table XI the soil mix is found to fell into the sandy loam group. Liquid Limit of the Soil mix This test is to determine the liquid limit of the soil .2}. nixture, which is the moisture content, expressed as a per- centege of oven~dried weight, at which the 8011 Will just begin to flow when jarred lightly ten times. A sample of about 30 gms shall be taken from a thor- oughly mixed portion of dried soil passing a No. no sieve. Place this soil into the brass dish of the liquid limit machine, and mix adding small amounts of water until it becomes a thick paste. Level wet soil into dish With a 8 Spatula, leaving a thickness of about 3/8”in the middle of the dish. The layer thus formed shall be seperated into two parts by means of i grooving tool, and the machine cranked, so that the dish will be Jarred lightly ten times. The rnte of cranking shall be two turns her second. If the two sections of the soil pet fail to flow together on the tenth jar, more water must be added. Reoeit process until a point is reached where on the tenth jer the soil pit just flows together for a distance of flooroxlmately é" 0n the tenth jar. .Ismediately after the soil has been found to be at the liquid limit place a ouinity of the soil put into a low form and cover securely and weigh. Remove cover and place low form and wet Boil into the oven and allow to dry then re- weigh. Data and Results on the next page. -Qh- Lute and Results for the Liquid Limit Test Low Form No. 74 9t W1 Wt Wet Soil & Low Form 40.8192 33.8660 W2 Wt of Low Form 18.8868 17.135“ w Wt of Wet Soil 21.932u 16.7506 W3 Wt Dry Soil & Low Form $5.1?l} 31.7796 Wt of Water is W1 - W3 9.6979 9.1134 no Wt of Dry Soil 19,?3u5 iu.b372 Liquid limit 1h.0 13.8 Liquid Limit 3 _:_:_En. 1;] 0 Plastic Limit Test of mix This test is mixture, which is 2.69 3 fig 2 lueo to estermine the plastic limit of the soil the soils lowest moisture content, express- ed us per cent of Weightof oven-dried soil, at which the soil can be rolled into a thread l/S " in diameter without break- ing up. The soil mixture being tested cauld not be rolled into a 1/8” diameter without breuxing regardless of the amount of water used, so the mixture has no plastic limit. Granu~ lar material generally does not have a plastic limit. -Qh- Plasticity Index The pleaticity index of a soil is the difference between the liauiu limit and the plastic limit. Plasticity index is one measure of the Capacity of a soil to absorb moisture Without becoming fluid and is one of the anproximete indexes to the potential cohesion which may be developed under certain conditions. But since the soil had no elastic limit no plasticity index for the same could be obtained. Shrinkgge Ratio_nnd Shrinkage Limit of Soil Eixture Annroximetely 30 gms of air dried material passing the to. 40 sieve shall be mixed with enough water to form a semi- fluid paSte. This paste shall be plefled into a small dish, which has previously been coated with a thin layer of vuse- line or other greise, in three equal layers, tanning the dish on a firm surface after each layer has been added. Filldish with paste level full. Determine the weight of dish and material contained immediately on ;n analytical balance, and place dish and content into an oven and allow to dry to a Constant weight. Reweigh after drying, and remove soil not from dish, and weigh dish alone. The volume of the dish Shill be determined by filling it With mercury and preQSing a glass olate firmly over its top to remove the mercury meniscus. The volume of the mercury may be computed from the weight, assuming the specific gravity of mercury as 13.6. f the soil ) 11‘. , " . .ue V‘); Artie ' ( 4 .1. ..",,. 1‘. ‘- " . at mg] no rjlnd 0f tne diapllce— l 0 ment of mercur the soil pat. Hercury 61:11 be poured C I" into 1 large glues dish nested within a larger dish. A glass plate With prongs shall be pressed over the top of the dish coatuining the mercury to squeeze out all the excess mercury. 7199 both dishes so thit no excess mercury remains on either of the dishes. Flice put on the mercury surface ard press down With the gloss plate having the prongs forc- ing out all excess mercury that is displaced by the soil pat this excess mercury is caught in the outer dish. Weigh the mercury that is forced out and using specific gravity of mercury a8 13.6 the volume of tne soil pet can be computed. Data and Results of the Shrinkage Test Dish N3. 16 91 v1 Wt of Dish & wet soil 37°56’8 35'9”?9 ’2 wt of dish 11.2900 12.9Hys W Wt of wet soil W1 - W9 26'0560 23‘6942 w3 Wt of disc & dry soil ' 3u'0180 3°-6633 W0 Wt of dry Soil fig - W2 PQ-7950 90.4905 W0 % Water in soil paste, dry basis 14-9 15°9 V Volume of dish 2'86 11°89 V0 Volume of soil oat (dry) 1?.25 11.01 Volume of shrinkage V - V0 0.61 ”.86 Shrinkage in % weight of dry soil 2.68 4.30 Shrinkage Limit 1?.2 11.70 3hrinkege Ratio 1.86 1.86 f‘ -,r 6- - f‘! " ample 13110 .11 .1319113 Shrinkage in fl weight of dry soil: V - V: Shrinkage Limit: so - _X_%.Ea.x 100 ‘o Shrinxage datio: —+a Qgtimum yoisture Density Relations of Soil Fixture This test is to deterrine the relationshic in cohesive Soil nixture between the moisture content, dry density, and and theoretiCal maximum density at a given moisture Content. he prosecure is intended to dualicate the standaro compac- tion method, which by other test has been shown to give the best results. 3 ”000 gm representative sample of the soil mixture was selected. This s;mple shell be sir-dried and prepared for connection by pulverizing all lumps tgking sire not to break down tne individual particles. Water shall he udued to the sample in Varying amounts over a range of sufficient exnanse to incluue the optimum moisture Content which Will produce a maximum density. The moisture content is exvreseed in per cent of oven-dry weight of the mixture and the usual rings may be taken from 5 to ?O§ . The Water must be thoroughly mixed into the samole by vigorous trowelins or by suitable clay mixer. When it is possible the Water should be applied by means of an air spray similar to a regular paint Spraying machine this method -37- rill LSSUIG an even distribution of noieture through the mix. Enough of the moist soil slnll be pieced into the tompinp mold to fill it e.little more thgt one-third full when the soil is compacted. Compaction shall be obtained by cropping a standard temper (5% pounds) ?5 times through a distance of 1?" using Care in directing blors so .hst they will be even- ly distributed over the corolete surface of the Sample. Two more layers shall be sound and oomoaoted in the some manner, so that the mold Will be filled Slightly above the top of the sold one into the collur after compaction. Remove the collar and strike off the too even with the top of the tomping mold; remove the base plate and Weigh to the nearest gram. By use of a counter weight equal to the actual weight of the empty mold the weight of the compact- ed soil in the mold can he arrived at quickly. Record the net weight of the compacted Specimen. The moist soil mix shall be imnediitely reooved from the mold and a sannle taken for moisture determination. Place this sample into a sample can and cover to prevent loss of moisture. The weight of tne Can must he known; weigh the can and sample to the nearest 0.1 gm and record this weight. ’ The eemole and Can shall then be placed into the oven- end dried, reweigh and record the weight. The same procedure shall be followed for each succeeding trial; adding water equal to about ?§ of the original oven- -95- dried 9311 Sample. Table XII gives a complete tabulation of Data and Results for the test. Sample Calculations in Determination of Optimum Hoisture Density Relations. Determination of Voisture Content W1 is the weight of wet soil and sample can. E? is the weight of the can. ¢ W3 is the weight of dry soil and can. W5 is equal to W} -W? and is the weight of dry soil. The loss in weight is equal to the weight of the water contained in the sample at this point and is equal to W1 — W3 "0 is the per cent of water in the Bamgle based on weight of oven-dried soil, and is equal to the fOIIOWing: ‘9‘ ~'.':' '0 *;~WT~3' x 100 c Determinatian of dry density in pounds per cubic foot. W is the weight of wet soil in mold. to is the weight of dry soil in mold. 31v T" ' n . 3 i0 1» equal to 100 w x 10$ 0 V is the volume of the mold and was determined to be equal to llOQcc. G‘ is the dry bulk Specific gravity of the soil 0 and is equal to——;9— Compaction Characteristics of Cohesive 3311 Kixture firiginal noiazure Content 0.24 Wt of 51: Dry 8011 “030 gms. \DU-‘Brent twp. G:- 9061* Volume of mold 1100 cc Trial Ho. 1 2 3 16; 5 3 "" “at" am 200 120 120 190 120 t; 3:: ”hater i1*;er 3011 5 3 3 3 3 wt wot 901d gm w 1h56~ 9137 227? $972 2250 Sue-a so in .1 .1 .1 .25 .5 q-O “War. 8 . ,9 “gain 11150 1350 1070 760 blo Cam Flo 1 2 3 14 5 gsm m gm 9:? 1:169 110,230 am 110.65 M295 +0. . ' t C 11 fl .- $0.52.. "’1 1.93.6 151.7 176.5 16111 16a; diry .3011 .. . 3. Can m ":3 1,1,- 1M1 16115 150.1 150,2. .97.: Loss gm this 7.6 12.0 13.3 15.7 it” .3011 gm “‘6 79,6 103,3 1:931 109,11 10.35 m + C". . . 332031 we 5.53 7.35 9.7LL 12.96 M7 Dry 3011 gm ’0 1hos 1991 9070 sown 1966 En Den. 1),, 719,37 1199 117.3 1111a 111.7 gOtal 7; , - , oida “c 51.5 31.5 25.3 30.3 32.1 ..4 gate: gm 7s 1% P02 plus 25:4 0 apw-ter . by $01. 7.1 13.3 1s.u 92.5 95.5 % Air Voids nu,u 18.? 1o.u 7.5 7.3 TABLE 111 1ty or Dry Weight per cubic foot in pounds Dena w-I 119 1, Max Density 11V'31’”¢L‘F-~11 117 Moist con? 9.7%% 1.5 P / \>. / \ 113 + 111 ///' \\\\\fF 109 * /7 ...: O N \ H 0 \1'1 \- H O u y Rafi 8011 Spe¢1men 101 99 f 97 95 93 91 89 87 35 83 81 79 xx 4 b: u) ox c> Ff a: N\ 2- xx . ,4 p. F4 :4 a4 '4 Moisture Content i of Dry Weight TABLE XIII -30A. D0 is the dry density in pounds ner cubic foot and is equal to GO x 6?.M Determination of Per Bent of Voids 0c is the designation anolied to the total per cent of voids in the compacted state and is equal to (1- 43?):(100 Per cent of water by volume is canal to the Weight of water per Specimen divided by the volume of of tne Specimen. ‘Per cent of air voids is equal to the total per cent of voids minus the per cent of water by volume. From the data obtained thus far in this test a curve can be drawn showing the relationship of Moisture Content by per cent of dry weight to the Density or dry weight per cubic foot (pounds). *able XIII shows the optimum Hoiéture Density Curve for tne soil sample tested. Before deterwining the moisture-density relations of soil—cement mixtures it is first necessary to chonee cement contents by volume to be used with the 8311 at maxiwum density to give satisfactory durability. By arbitrary means the cement content to be used were taken as 6%, 8‘, 10¢,and 1?% by volume It is first neceseary to estimate, by comparison with previaua work, what the densities of the Boil-cement mixtures -31- will be at Optimum moisture content. Basing the judgment of these densities on the moisture-density relations for the raw soil, estimate the maximum density Which Will be obtained with the raw soil-cement mixture containing the cement cont- ent to be used and investigated. This estimate will provide the oven-dry weight, in pounds per cubic foot, for tne mixture or soil and cement compacted at optimum moisture content. The cement content by volume at maximum density and optimum moisture content must be converted to a Weight basis to permit the design of the mixtures in the laboratory with ease and accuracy. Knowing the cement content by volume, this is converted to pounds of cement to be used oer cubic foot of oven-dry soil by considering that a cubic foot of cement weighs 94 pounds. Ry dividing the number of pounds of cement per cubic foot by the munber of wounds of oven- ury soil in a cubic foot of compacted mixture, the per cent of cement by weight of the oven-dry soil is obtained. From previous experiments it is known that the maximum density of 3 Sandy soil-cement is usually two to four pounds greater than the raw send maximum density; whereas the maximum density of silty and clayey soilaccment mixtures is about equal to the raw 8011 density. The Optimum moisture content will usually Very only about 1 or 9% on either side of the raw Boil optimum. It no! becomes necessary to estimate by comparison with previous work, what the densities of the soil-cement mixtures shall be at Optimum moisture Content. The above information as a basis base estimate of .2 ’7... ”I - the moisture-density relations of soil-cement noon the moisture—density relations of the raw soil. The raw soil in this test fell into the groun known as loam so no incre~ sse in the maximum density shall be allowed for in the calculations. yoisture-density relations are uaunlly obtained for two cement contents. 'In this test shall determine the moist ure-density relations for soil-cement mixes containing 6 and l?% cement by volune. Design of a mixture of soil-cement containing 6% cement by volume converted into terms of weight is shown in the folching calculations. 6? cement by volume is equal to 0.06 x 94 3 b.bu pounds per cubic foot. Assuming thet oven-dry soil cement meighs 117.0 pounds per cubic foot. (64 cement by volume) Weight of oven-dry soil in a one cubic foot volume is 117.0 - 5.54 3 111.36 pounds per cubic foot. Per cent of cement by “Right of oven—iry soil is R.b& - - - a ----*"---~--- 1: 130 -— 5.07% 111.36 Assuming from previous test that about ”000 gms of material is neeced for determining moisture density relation. Material needed for the test are: 3500 gms of oven-dry soil 193 gms of cement or 5.07% The design of the soil-cement nix ure containing 19% cement by volume is carried on in the above manner but in this design the assumption W18 made that the oven-dry Weight of the Soil cement mixture Would be 113.0 pounds oer cubic foot. 1?? cement by volume is equal to 11.28 bounds of cement per cubic foot of mix. Weight of the oven-dry soil per cubic foot is 106.79 oounde. (I % of cement by oven-dry soil is 10.575. The amounts needed to run the test are: 3600 gms of even-dry soil 550 gme of cement Using the above two mixes the Optimum moisture-density relations shall be determined in the manner previously oescribed. Tne results of the test have been tabulated into Tables XIV and XV, and also in Table XVI the moisture density relationonip curves have been plotted for the 6 and 1?; cement content soil-cements. From the curves given in Table XVI the following information was established: 1. The soil-cement that was designed to contain 6? cement by volume or 5.07% by weight has a maximum density, DO, equal to 117.4 pounds per cubic foot and a moisture content of 10.6% Calculated on oven-dry basis. I 1"? I Gomnaction Characteristics of e 6? Cement goil-Cement Original Voiature Content 0.?fi loperent Soecific Cr. ?.07 weight of Air Dry Soil 3800 gms Voluwe of bold 1026 cc Weight of Cement 193 gms. 1:161 No. 1 2 3 h 5 6 7 e Jwt Water gm 11110 160 80 30 60 so so 80 3 Water Dry . , n a 3011 l]. 1+ c 2 c 9 c 2 Wt Wet 161a gm 0 2027 2067 2152 2199 2952 2292 2292 2270 .{1rea Sq In '0.1 0.1 0.1 0.1 0.1 0.1 0.5 0.5 m r026 . $111157 3”; in 1380 1210 1165 1111-3 1000 7110 in? 570 Can No. 2 U 5 6 7 a 9 10 :5 Can Wt 09 1'12 40.3 00.7 14.9.3. 11.1.1 L11.6 111.3 91.5 119.1 .3 Vet 8011 ‘ (:49 r" , 9 9 p :3 I g & sz gm 1:1 1737 1,6 1711.5 153;) 179,- 17.3 .-113 16,, Dr? 3011 .4 16734 151.1 165.0 1411.3 1672 1596 1931 1953 3 Can gm 3 ‘ 3 1t Loss gm 6.5 7.1 3.9 8.7 19.0 19.6 18.3 21.0 ‘ry 8911 09 W5 1966 1109 193} 1033 1956 1155 1516 1552 W t r m 1 . . . a Dr; :01? ‘0 5.0 6.4 .9 5.4 9.6 10.6 ..1 13.7 D‘Y 3011 am To 193; 1943 1939 2029 9055 207? 9095 1997 Dr Bulk , . - , 389’ Gr. 00 1.76 1.771.151 1.34 1.87 1.88 1.236 1.32 ‘ry Den. 00 1100.1105 1150 115p 1170 1179 116p 1135 m 1 Total g P. h.5 . 9. . . . .1 p Voids cc 3* 1 3 1 33 7 36 2 31 0 29 9 29 5 30 . Ig Water gm 96 199 143 170 197 920 £07 973 (it 3"th81' b a - 9 fioljme ’ 0.7 11.3 15.0 15.5 17.9 20.0 99.5 9L.8 5 11: Voids 95.4 29.9 19.2 155 19.0 9.5 7.5 7.0 T able XIV Original moist. Content 0.9? Comaactian Sharnteristic~ (1 of 1 195~ie .10» great .3? o .v 71" “L163; U Soil-Cement Pa. .44.. .9. 70 Tcignt of air Ery 3011 1650 gm Volume of Hold 10‘6 cc Toifiht of Cement 380 gm. Trial 06. 1 2 3 4 5 6 7 8 ..Wt Water gm “00 1?0 120 120 120 80 80 30 Q) a , .p;2-?ute: Dry . 9 g 8611 10 3 3 3 9 - 2 2 Wt Wet Mold gm W 2005 POPS 9075 2159 2215 2265 231? ??92 .3 Area sq in 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 ID 3 ““98" 1960 1.090 910 870 .0110 .510 7.30 62.0 g: #/ 89 in 0111 ~19. 11 12 13 11+ 15 16 17 18 *5 0-6 .11: gm 11:9 1171.1 9-1.1 111.2 141.3 141.9 40.9 3.0.5: L11.5 0 9 Wet Soil , ~ , . . a- ." 1 J, ‘5, , 8 & 000 gm 11 179B 1015 107$ 17F; 1013 5909 Lynn 213p O “1“ S311 - . .. 1 h 1. 1 . g f; 0.111 gm 143 10:9 1511.9 159:. 16.1] 1773 104.4 176,1 195.2 1;; wt L088 gm 0.0 6.6 7.13 9.5 12.4 111.1 15.1 1233‘L ..4 gory 0611 gm '35 1293 113,5 116.6 19134 1'55.“ 153.5 1373 1.5 7 Water % r g z r 7 o 2 Dry 3011 W0 ”'00 1.1. 0' 3 708 10? 100’ 1100 1900 Dry 0611 gm to 1917 1919 1947 2003 9023 9059 9053 9005 0 Dry Bulk A 1.51 . 21 -. 7 . o .111 .0! «.4 . / '3 3p. Gr. ”0 7 1 7 1 7. 1 8- 1 c 1 u? 1 09 1 80 g Dry Den. 130 108.5 105.5 1105 1135 115.0 117,0 1160 116.0 1‘ 13.. 4 .- E, 533%; 06 35.5 35. 311.5 39. 31.9 30.7 30.0 31.9 .9 water cm 88 111 924 156 1257 .911 999 9‘96 % Water by e.0 10.1 11.6 10.2 17.0 19.9 90.3 99.5 Volume . 1 Air Voids 27.5 25.4 92.9 10.4 19.9 11.5 9.2 8.8 Table X? -35.‘ 11 8 ,jEIHmF Denfity 118 ‘ \ at t i. Max; Density 117.“ I/ \M0 can ll 0% M01 t. Cont. 10.6%}‘2’:jfik \ / ‘1 \ /,V \ \ 117 +/ " \ \ ’ \ /’ 1 / \ I I 116 / t m o I o. I I «‘3 1 ., +,115 +/ 1 8 6% Dement / I V #1 Specimen 2” 7 o I *‘ I '3 Z I 01114 r .. / 7 \ 8. I S 2;,125 Oement Specimen + ‘” I I '3 1 :11} l a I, I c: .. / ,' ° I “112 4 p 1: I I a I o r ‘3 1‘ I 111 7 l. I x 110 é J\ ~o r~ «1 0‘ <3 .4 cu «x .3 H .-| H H H Moisture Content % of Dry Weight TABLE XVI -37... 15 3. The soil-cessnt nix that was desifined to contain 192 cement by volume or 10.57? by weight has a maximum density, 00, equal to 115.0 sounds per cubic foot and a moisture content of 11.0% celculsted on oven- dry h¢813o Since the actual firures vary slightly from the ~s=umed values taken for the maximum density, the cement content by volume Will vary a small amount and can be corrected in the folching wanner. ' D D"‘5 _§K- x 10 Per cent of cement by volume is ecual to where: D is equal to oven-dry density of the soil- cement in pounds per cubic foot. C is equal to 100 plus he per cent of cement by weight of oven-dry soil.civiued by a 100. C: I cum is the pounds of cement used per cubic foot of compacted soil-cement with 94 pounds ecusling the weight per cubic foot of loose cement. In wuflt was designed to he 1 6? mix the quinum Gensity DO Was 117.4 pounce per cubic foot. so: c2: 117,u # / cu. it. c 100 + 5.07-+ 100 =~1.0507 < J 11 .4 a 7%??? " 111.73 iii/cu. ft. ”Biff“? of Oven-01W an: soil in the mix. 0' -1 117.4 - 111.73 3 5.67 t/Cu. ft. weight of cement in the mix. ‘ . - V ‘ c 5.62 . =2 = (3.7}? ' nt 94 p4 ., % cemeu in the mixture by \L volume. In the design of the 1?? mixture the assumgtion that the maximum density would be canal to 118.0 pounds per cubic foot w.s correct so no ch ages need be wide in the cement content. When the cenent content at the waxinun densities has been calculated for the two mites and the moisture-density curves established the anti thus obtained ”ill be used for oilculiting the densities f0: sail-cewent mixtures contain- ing the cement contents to he invest gated. Tue maximum- 1 moisture density rslitions for tne S and 10 Q mixes may be and by strsignt line interpolation between tne points given inst concluueu Ior tne b and 1? by the actual itlverstiéjzutiin 0 per cent mixes. Ike maisture-uensit] relaticns for the cement contents to be investigated in this renort 312: b fl cement by volume - Gvfl?1t¥ 117-u ontimum moist. 10.b s i n 4 -. a 117.5 a '1 10.73 I y 10 a w '1 1 ‘1 117.51 1 '1 13.87 1? i Cement by V01.- density 11$.O optimum moist.1l.0§ The soil-cement mixture can be most accurately control- led in the laboratory by mixiny by Weight 4nd therefore the volumeteric cement content will be converted to an eouivalent weight of cement. The canvession of cement by volume to cement content by Weight of oven-dried soil at optimum mois- ture content of the soil—cement mixture is as folloWS. It is desired to mold test Specie-n3 containing 65 cenent by volume. From the moisture-density tests the foll- OWing diti is available for 1 soil-cement mixture contzin- in; 64 cement by volume at wiximum density. Feximum density of COmpJCted soil-cement ecumls 117.4 lb./ Cu. ft. ovendry Y”eight. Qntimum moisture of comiacted soil—cement equals 10.6? by oven dry weight. Cement per cubic foot of connected soil-cement contain- ing 6t cement by volume equals 03 X 0.06 or 5.6” uounds. 5011 per cubic foot of comoucted sail-cement ecuals 117.4 - 5.64 or 111.76 pounds. Per cent cement by weight oven dry soil eeu1ls 93.514 111.70 Oven dry weight of soil oer Snecimen ( Volume of mold X 100 or 5.05i . - 11 I inoroximitely 1/30 or 1 cu. ft.) equies—;§lLZi. r .2‘ 0 d 3.73 pounds. L 3.8 pounds of even dry r,w soil for I- one specimen rs the giditionil amount will be needed -uo- Ea for manigulgtion enu for moisture determination. Weights of Materials Neeued for kolcing One Test Spec. Cement equals 3.8 x _%5%i_.or 0.1919 pounds. One oounc is equal to 454 grams. 3.1919 x 454 or 37.1? gm. Soil (oven dry) is ecual to 3.8 c uncs or 1795 gm. . 1006‘) '. ~ - tater equals ( 3.8 0.19 ) 1*T§fi*~ x “5“ or 19? gm. In line mdnner the weights of the materials needed per soecimen for the other cement contents may be calculsted. Relovis listed the materials needed oer test Specimen. of Cement by vol. - €7.19 gms cement- 17?5 gm of soil and 199 ans of Water. 8% Cement by vol. - 115.0 gms cement - 1690 gms of soil unc 199.5 ens or cc .f mgter. 10% Cement by vol. - luc.0 Ems cement - leO gas ox soil and 193.“ gms of veter. 1?? Cement by vol. - 173.0 gns cement - 1635 yrs of soil 4- ’1: and 1?9.0 gms or cc. of we 91'. 7'11 me number of Specimens needed for a complete investi- gation of the properties of the soil-cement mixtures designed in previous tests shall be nine (Q). 2 samoles or snecimens shall be used in running of he Freezing and ThAWing Test. 9 samples or specimens shall be used in running of tne ‘etting and Drying Test. -u1_ 2 samples or Specimens shill be used in the determination of the compressive strenght of the material. one Specimen shall be used in running of the mesh or sprinkling test which will be fully described later in the report. The test was designed to determine the loss of soil- cement caused by continued notion of water. (J ne apeciren shall be used in running of the heat test. This test was designed to determine the behavior of Soil- cement when it is subjected to heot. fine specimen shall be sliced out-cf-doors to aetermine the weathering properties of the soil-cement mixture. This test should be carried on over a long length of time for accurate resultS. After the required number Specimens have been molded and properly identified they shall he placed into the moist room for a seven d1] curing oeriod. The molding of the noecimens shall he carried out 43 has been nreviously described. Durability Tests and Results Freezing#und Thnwing Test This test is designed for determining the soil-cement losses, moisture changes, and volume chnnges (swell and shrinkage) produced by repeated freezing and thaWing of compacted Specimens of Boil-cement mixtures of known compo- sition and of known uniform density and moisture content. Two Samples of each trial mix shall be used in this test, Specimens shall be designated as A and D. After the 7 may curing period the A and 9 Specimen of each trial nix shall be subjected to cycles of alternate freezing and thawing. The Specimens and carriers shall be placed into a refrigerator having a Constant temperature of ?0’ F below zero for a period of ?? hours and removed. The A Specimen (volume and moisture change Specimen) shall be weighed and measured and both A and B specimens placed into the moist room. Free Water shall be ivailable to the obsorbent pads under the specimens to permit absorbtion of water by the Specimens by Capillarity. After 99 hficurs in the moist room, both soecirens shall be weighed and A Specimen measured. Specinen R shall then be given two firm strokes on all areas with a Wire scratch brush to remove all naterinl loosened during freezing and thawing. The Specimens Shall egain be weighed after quSh- ing. The moisture content of the material brushed from the .u;. Specimens shall be aetcrmined or it mny be assumed equal to the moisture content of the corrcsnonding A Specimen. The oven-cry (113' 3., 230° F.) weight of material brushed from tnc Specimen shall be calculated. The proceoure oescribcn above Constitutca one cycle (48 hrs.) of freezing and tnaWinT. The Specimens shall then oo placed back into the refrigerator and the process repeated. This test varies from the standard A. 3. T. P. method in that the standaro test C1118 for a COflStlnt tomoorature of 33° C. or a minus 100 E. for a period of ?? hourS, and‘ a series of 1? cycles to the test. This test shall only be carried through ; series of 7 cyclfis. Cglculntions The moisture content of Specimen A at the time of molding and subsequent moisture contents shall be Cwlculatcd as a percenttge of the original oven-dry weight of the Specimffl. The soil—cement loss of Specimen R shall be Calculated a8 a pe;centuge of the original oven—dry weight of the Specimen. Sec Tables XVII, XVIII, XIX, and XX for comolete data and tabulateo results. -uu- q HH>x 1_q.‘a a a.“ ..3 a. ow.:HoH m.mH mwm m:am m:\mm\n mm.:HoH m.:H com mmam N m:\:m\m mm.:HoH w.:H o~m mmam m:\mm\m mw.maoa ~.ma :mm :Ham m m:\mm\m mw.m~oa H.:H mom mmam m:\am\m mw.waoa ~.ma 0mm omom a m:\om\n mm.:HoH H.m~ mim moam m:\ma\m mm.:floa m.HH cam o~om z m:\wa\n mw.:floa w.HH omm omom m:\~H\m mw.oHoH :.oH mma mmom m N:\ofl\m mm.:aoa w.oH r mom ,mmom m:\ma\m ow.:HoH o.m 5mm ~mom ow m:\:a\m mw.:HoH mm.o NNH pmom m:\ma\m mm.:aoa o.w cod omom H m:\ma\m .oo Em as .oo . 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Two samples of each trial cement content shall be used in carrying out of this test. One Specimen shall be desig- nated as the A series and Shall be used obtain data on moisture and volume cngnges during the test. The second syecinen sLall be identified as the 3 series, and Shall be used to obtain d;t3 on s O il-cenent losses during the test. After the seven {7) any curing period the soecimens shall be Gunmerfru in Water at room tenocrlture for a period of five hours and removed. The A eoecimcns shall be weighed and measured. Both SneCimeno shall then be placed in an oven with a constant temnernture of 71° C. ( 160° F.) for a period of u? hours and removed. Then, both specimens A and ? of each cement content shall be weighed and the A Specimens measured. The 3 Specimens shall then be given two firw strokes on all arenB With a Wire scratch brush to remove all material loosened during the wetting and drying process. The Speci- mens shall iguin be Neitheu after brushing. The waisture content of the material brusheu from the Specimen nay be tuken as equal to the moisture content of the Corresponuing -49- A Specimen. The oven—dry (110' 0., ?30° F.) weignt of the material bIUSudQ from the Specimen shall be calculated. The procedure described above constitutes one cycle m (“5 hours) of wetting and drying. Tne stnncird a. S. i. F. Specifiestions Call for the running of 1? cycles for a com- cf plete test, bu since the report must be turned in before N the total of 1 cycles could be completed shall base conclu— sions on a 7 cycle test. In all other respects the test was as Specified by A. 3. T. 1'.". The volume ind moisture cbrnges and the soil-cement losSes of the Specimens shill be calculated as follows: The moisture content of the i specimens at the time of molding and subccaucnt moisture contents 8h311 be Calculated us a pcrccntgge of the Ofigiflil oven—dry weight of tne cocci- sen. Tue soil-cement losses of Specimens P shill be calcu- lited n3 percent g8 of the original ovenacry rei&bt of the snecimen. See Tables XXI, XXII, XiIII, and XIV for comblfite data and tibulatcd results. 4 HM” mqm waspmfioz mmouc mEzaov mudpmfiOE mmonc maoxo weaznm umpm< cofipmqnpmm pmpy< 4 mqmzun Hw.H zpwpduo oflmfiomum Masm xquHm¢mDQ oszmm Qz< czHBBm3 pcmEmOIHHon $0 —51A- m 53 mafia. Jam .m mm .m3 4.: o." 3 .3: «NSF mm? 3 ..H 91mm d: .m 2...? .moa :3 m a .sm: am: an am . 4. mimm mm; 3?? Q S jfllllafl 83 am; NE 03.: mm‘mm aw ow mqm-wl, coma omwa Hm.” m:\mawm Awfi 3.2. i. NH v.3: 33 ..me 2.4 mahQN d1m $13 3 MA @631 ~me mama 9.4 Emma} L“ m:.m [om.~: «i m: :qwowam mmua \mwwa mawa mmwmqwn. m» illuawltdoullruawllleuawllufiwlleufiw 4 "Gnu c * .cowoounoo uncapoum .ouo»o .unmdot .wcanunnn .mcdn-nun Bonn hum noun non had capo hound ououop * came 3T . was an an. 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