THE UNIVERSITY 
 OF ILLINOIS 
 LIBRARY 
 
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Digitized by the Internet Archive 
 
 in 2015 
 
 https://archive.org/details/relationofwatercOObrow 
 
THE RELATION OF WATER CONTENT AND 
 CONSISTENCY OF MIX TO THE 
 PROPERTIES OF CONCRETE 
 
 BY 
 
 REX LENOI BROWN 
 
 B. S. in C. E. University of Kansas, 1919 
 
 THESIS 
 
 Submitted in Partial Fulfillment of the Requirements for the 
 
 Degree of 
 
 MASTER OF SCIENCE 
 IN THEORETICAL AND APPLIED MECHANICS 
 
 IN 
 
 THE GRADUATE SCHOOL 
 
 OF THE 
 
 UNIVERSITY OF ILLINOIS 
 
 1921 
 
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UNIVERSITY OF ILLINOIS 
 
 THE GRADUATE SCHOOL 
 
 
 I HEREBY RECOMMEND THAT THE THESIS PREPARED UNDER MY 
 
 SUPERVISION BY REX B.tOJE 
 
 ENTITLED _THE RELiTIOM OF V/iTER COR gEE T ilO ) COE3I3TEECY ___ 
 
 n-p TO THE PROPERTIES OF CQlj CRETE. 
 
 BE ACCEPTED AS FULFILLING THIS PART OF THE REQUIREMENTS FOR 
 
 THE DEGREE OF M-VSTER 
 MECHANICS 
 
 UE SCIEECS r u TTISQR ET[CAL Am APPLim 
 
 
 
 ^ In Charge of Thesis 
 
 
 
 ' Head of Department 
 
 Recommendation concurred in* 
 
 Committee 
 
 on 
 
 Final Examination* 
 
 *Required for doctor’s degree but not for master’s 
 
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 TiBLE OF COUTEUTS 
 
 
 I 
 
 Introduction 
 
 page 
 
 
 1. 
 
 Preliminary 
 
 1 i 
 
 
 2. 
 
 Scope of Investigations 
 
 1 
 
 
 3. 
 
 iicknowledgments 
 
 1 
 
 II 
 
 i^na lysis and Theory 
 
 
 
 4. 
 
 Rotation and Definitions 
 
 3 
 
 
 6 . 
 
 Theory of Design of Mixes 
 
 5 
 
 
 6 • 
 
 Voids-Mortar Tests 
 
 7 
 
 
 7. 
 
 Design of Concrete Mixes 
 
 8 
 
 III 
 
 Materials Used 
 
 
 
 8. 
 
 Methods Used to Determine Properties 
 
 12 
 
 
 9. 
 
 Materials 
 
 
 
 
 a. Cement 
 
 14 
 
 
 
 b. Sand 
 
 15 
 
 
 
 c. Gravel 
 
 17 
 
 
 
 d. Y/ater 
 
 17 
 
 IV 
 
 Methods 
 
 
 
 H 
 
 o 
 
 • 
 
 Mortar Tests 
 
 17 
 
 
 11. 
 
 Concrete Tests 
 
 20 
 
 
 
 a. Selection of Materials 
 
 20 
 
 
 
 b. ’Weighing out of Materials 
 
 20 
 
 
 
 c. Mixing of Materials 
 
 21 
 
 
 
 d. plow Table Test 
 
 21 
 
 
 
 e. Making of Specimens 
 
 22 
 
 
 
 f. Care and Storage of Specimens 
 
 24 
 
 
 
 g. Testing of Specimens 
 
 25 
 
page 
 
 V Experimental Data 
 
 12. Explanations of Diagrams E6 
 
 13. Explanations of Photographs 27 
 
 14. Mortar Data 29 
 
 15. Concrete Data 42 
 
 VI Discussion of Concretes 
 
 16. The Relation of Water Content to the Properties 
 
 of Concrete (absolute amount of water, at one 
 consistency, used with sands compared with the 
 accompanying properties of concrete.) 66 
 
 17. The Relation of Consistency to the Properties 
 
 of Concrete. (Relative amount of water used in 
 different mixes of the same sand compared with 
 the accompanying properties of the concrete.) 67 
 
 18. Discussion of the theory of Design 71 
 
 Conclusions 73 
 
 List of Curves 
 
 Per Cent of Voids Pilled with Water 74 
 
 Change in Strength with Variations in the 
 
 Water Cement Ratio 79 
 
 Relation ietween Strength and Water Cement Ratio 88 
 
 Relation Between Strength and Cement Space Ratio 131 
 
 Photographs 150 
 
I. INTRODUCTION 
 

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1 
 
 1. Pre liminary •- The design of concrete mixtures has 
 been more or less a matter of approximation* It has not been 
 possible with any given materials to determine readily what 
 proportions should be used to obtain a concrete of predetermined 
 strength* in order to use the materials economically, it is 
 desirable to be able to so design concrete mixtures. A study 
 of the properties of concrete has been carried on for some time 
 by the department of Theoretical and Applied Mechanics* During 
 December, 1920, a new set of tests was laid out, following a 
 new method of attack, and a part of the work was assigned for 
 two theses* The relation of water content and consis:tency 
 of mix to the properties of concrete will be considered in 
 this thesis* Mr* M. C. Hichols' thesis deals with the relation 
 of fine aggregate to the properties of concrete. 
 
 2* Scope of Investigations *- This thesis deals with the 
 concretes made from three artificially graded sands. With a 
 given sand the mix was varied by changing the amounts of cement, 
 sand, gravel, and water used* The mortar data and the descrip- 
 tion of ten natural sands are also given* The data for the 
 concretes made from these natural sands can be found in the 
 thesis by Mr. M. C. Michols on "Relation of pine Aggregate to 
 the Properties of Concrete"* They were mixed with an amount 
 of water which gave the minimum volume of concrete. The 
 natural sands had one standard of water content* 
 
 3* Acknowledgments* - The work was carried on under the 
 direction of Professor A. R. Talbot, Mr* P. E. Richart and 
 
1 
 
2 
 
 1 
 
 tir, H. J. Grilkey, both of the Engineering Experiment station, 
 gave considerable time to the work of the investigation. I»ir. 
 M. C. Michols, graduate student in Theoretical and Applied 
 Mechanics, worked on his thesis at the same time. 
 
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II. AMLYSIS iHD THEORY 
 
4. notation and Def initions« - 
 
 c = alDsolute volume of cement per unit volume of 
 concrete, 
 
 c* = absolute volume of cement in the mix used. 
 
 a = absolute volume of sand per unit volume of con- 
 crete 
 
 a* = absolute volume of sand in the mix used. 
 
 b = absolute volume of coarse aggregate per unit 
 volume of concrete. 
 
 b' = absolute volume of coarse aggregate in the mix 
 used, 
 
 V = per cent of voids in the concrete mix. 
 
 VQj=per cent of voids in the mortar mix. 
 
 1 - b= volume of mortar in concrete. 
 
 3. + C 
 
 = Volume of mortar. 
 
 ~ m 
 
 w = absolute volume of water per unit volume of 
 mo 
 
 mortar at basic water content. 
 
 = absolute volume of water per unit volume of 
 mo rtar. 
 
 w 
 
 = Water Content Ratio. 
 
 w 
 
 mo 
 
 Wqx = absolute volume of water per unit volume of 
 concrete. 
 
 Wq = absolute volume of water per unit volume of 
 
 concrete after absorption of water by the aggre 
 gate has taken place 
 
4 
 
 c 
 
 Wq 
 
 w 
 
 = Water-cement Ratio relation. 
 
 ■ = Per cent of voids filled with water. 
 
 - = Ratio of water used in the mix to the water in the 
 
 w 
 mo 
 
 mix at basic v/ater content. This value was only used 
 on the curves as a symbol. 
 
 The Basic Water Content of a mortar is that amount of water 
 which will give the minimum voids in the mortar. 
 
 Water Content Ratio is the ratio of the volume of water 
 which was used per unit volume of mortar to tiae volume of water 
 per volume of mortar at basic water content. 
 
 water Cement Ratio is the ratio of volume of water per 
 unit volume concrete to the absolute volume of the cement per unit 
 volume of concrete. 
 
 Cement -Space Rati o is the ratio of the absolute volume of 
 the cement to the sum of the volume of the voids and the absolute 
 volume of the cement. 
 
5 
 
 6* Theory of Design of Mixe s » « The method of design, upon 
 which the work in these theses is based, was developed by Professor 
 A* Talbot, It commences with a study of the mortar used in the 
 concrete. It is assumed that the ratio of the absolute volume 
 of the sand to the absolute volume of the cement is some function 
 of the voids in the mortar. 
 
 c= 0 (Vm)- 
 
 ( 1 ) 
 
 With the values of sand, cement, and voids used in the mortar, 
 the properties of the mortar will be known. The amount of water 
 used will be taken care of in the voids since this value will be 
 determined by experiment using different amounts of water. The 
 volume of the mortar will equal the sum of the absolute volumes 
 of sand and cement divided by the density or 
 
 y = Vol, of mortar 
 
 With the amounts of coarse aggregate ordinarily used in concrete, 
 the volume of the concrete will equal the bulk of the mortar plus 
 the absolute volume of the coarse aggregate or 
 
 a + c 
 
 r - V 
 
 ■+ b = 1 - 
 
 m 
 
 ( 2 ) 
 
 also the density will equal the sum of absolute volumes of the 
 sand, cement, and coarse aggregate or 
 
 a+b-*-c = d-- - - - - - (3) 
 
 The s trength o£ the resulting concrete may be a function of some 
 property of the concrete, then 
 
 S = ^ (v,c,a,b) ------ (4) 
 
 It is seen that there are seven unknowns and only four relations. 
 
res 
 
6 
 
 The two arbitrary functions 6 and i are determined by experiment 
 while the third unknown may be varied to suit the particular condi- 
 tion, it is not unreasonable to have more unknowns than equations 
 since the strength of the concrete may be a function of the density 
 using the same amount of cement or it may be a function of tlie 
 cement using the same density and possibly some other relations. 
 
 The method given assumed that the function ©would be determined 
 by experiment for the sand used. It is undesirable, however, to 
 determine the function ^ by experiment for a particular sand because 
 it would require considerable equipment and time. It is possible 
 that such a function will be found which will apply to all concretes 
 It is desirable that i be as simple a relation as possible. In 
 this thesis an attempt will be made to show some of these relations. 
 
 This method does not consider directly the question of workability. 
 This will undoubtedly enter in the amounts of cement, coarse 
 aggregate, and water used and give one more equation reducing the 
 unknown to two. The values obtained from the use of the formulas 
 must be considered to make sure that they are reasonable. The 
 absolute volume of the cement might vary from ,06 to ,15 cu. ft, 
 per cu, ft, of concrete. The absolute volume of the coarse aggre- 
 gate might have a value around ,50 cu, ft, per cu, ft, oL concrete 
 for a maximum value, depending upon the materials used. The more 
 
 t 
 
 workable mixes are obtained with the larger values of cement 
 and smaller values of coarse material and with wet mixes. The 
 water content to be used will d e pend upon the conditions of plac- 
 ing the concrete and is independent of the computations of the 
 quantities in the mix if the mortar curve for this water content 
 
7 
 
 is used in the calculations. 
 
 6. Yoids - Mortar Tests .- In order to find the properties 
 
 of a mortar used in a concrete mix it is necessary to make a test 
 
 with the mortar. Knowing the voids in the mortar with different 
 
 amounts of cement and water will determine the properties which are 
 
 desired. To make up a mortar a value was assumed for fa + c) and 
 
 — which determined the amount of sand and cement to use. To get 
 c 
 
 the v/eights of the sand and cement to use, the specific gravity 
 
 of the sand and cement must be known. To get the bulk volume of 
 
 the materials the weights per unit volume would have to be known. 
 
 por this thesis the proportioning was done by v/eights. Generally 
 
 a + c was taken as 200 cubic centimeters and ~ as 1, 2, 3 1 / 2 , 
 
 c 
 
 and 6. With a given mix the water v/as varied so that the mortar 
 varied from a very dry mix to a very wet one. Prom these data 
 curves are plotted showing the relation between the voids and 
 water in the mortar. The function 4 is also determined by experiment 
 but it is desirable to obtain a function that will apply to all 
 concretes. The function is determined by plotting past tests and 
 using the function which actually fits all of the cases. This 
 value is the only one to be questioned in the method of design since 
 the success of the method depends upon the closeness with which this 
 function is determined, ^s stated before one of the objects of this 
 thesis is to check up on this relation so it was not used in the de- 
 signing of the mixes. In its place one of the other unknowns had to 
 be arbitrarily fixed. The method that follows was used to design 
 the mixtures. 
 
8 
 
 7. Design of Concrete Mixes * - In designing the mixes to 
 
 he used it was thought best to assume a value for b and c and to 
 
 compute the amount of sand necessary. . The method used to do this 
 
 was devised by Mr. Uichols and Mr. Riehart. From the mortar 
 
 voids data, curves were plotted for the bulk of the mortar with 
 
 the values of c to be used in the concrete, against ^values of 
 
 — • The values of cement (c) used were .06, .10, and .15. Since 
 c 
 
 b equals one minus the bulk volume of mortar, this graph gave an 
 
 easy method for determining the ^ necessary and 'from that the 
 
 value of a to be used. On this same sheet was plotted the weight 
 
 of water, at the basic water content, per cu. ft. of mortar against 
 
 the values of — . This value was taken from the void mortar curves 
 c 
 
 Absorption by the aggregate was not allowed for in this curve. 
 
 For an example a mix which was used will be given, which will 
 
 show the method of design. Figure 1 was plotted from the mortar 
 
 data for the sand used. Figure 2 was obtained from Figure 1. 
 
 Figure 3 was obtained from Figure 2. The water curve, for basic 
 
 water content, in Figure 3 was obtained from Figure 1. 
 
 Given sand Mo. 4, design a mix for c = .15 and b » .35 at basic 
 
 water content. The specific gravity of the sand is 2.63 and the 
 
 absorption 0.16 per cent by weight. The coarse aggregate is the 
 
 same as that used in this thesis. From Figure 3' for c = .15 and 
 
 b = .35, it is found necessary to use an £ of 2.1 which gives 
 
 c 
 
 for a, C.315. The volume of the mold used was about l/5 of a 
 cubic foot. All mixes at basic water content were designed to 
 make 2/9 of a cubic foot of concrete. The weight of the materials 
 to use were determined from the equation 
 
-H*. 
 
 ! j 
 
 
 ' r ^ 
 
11 
 
 2 
 
 w = sp.gr. X 6E.4 x ^ x (a, b, or e) 
 which gives the following weights: 
 
 Cement = 6.45 pounds 
 Sand s 11.50 ” 
 
 Gravel = 13.15 ” 
 
 Prom the water curve, it is found that the mortar requires 
 14.7 pounds of water per cu. ft. of mortar. The mortar in 
 this mix would then require 
 
 2 
 
 Water = 14.7 x 0.65 x = 2*12 pounds, 
 iibsorption of water by the sand will require 0.02 pounds and 
 by the coarse aggregate 0.13 pounds making the total amount 
 of water necessary to use 2.27 pounds. 
 
 it is important to note that the water contents above 
 the basic water content as used in this thesis were not used 
 as explained in the theory of design. Instead, 120, 140, and 160 
 per cent of the water required by the mortar v/ere added to the 
 mix as figured for the basic water content. The absorption of 
 the fine and coarse aggregate was added to this quantity to get 
 the total amount of water required. By adding water in this 
 manner, the quantities of materials in a unit volume of concrete 
 were not known, but from the amount of v/ater added, the volume 
 of the resulting mix and the quantities of material in it could 
 
 be determined 
 
Ill 
 
 MATERUL3 
 
12 
 
 8* Methods Used to Determine Properties * - Before giving 
 the properties of the materials used, the method of determining 
 these properties will be described as follows; 
 
 a. 7/eight per cubic foot 
 
 b. Sieve Analysis 
 
 c. Specific gravity 
 
 d. Absorption 
 
 a. ffe ight per Cubic Foot . - The weight per cubic foot was 
 obtained by filling a steel mold of known volume and weighing 
 its contents. The mold was approximately 8 3/I6 inches in 
 diameter and 6 9/I6 inches high. The volume of the mold deter- 
 mined from careful measurements was .202 cu. ft. The mold was 
 filled in three layers. Each layer was tamped in with about 
 thirty strokes of a wooden tamp about one and one-half inches 
 square. This value was not used in any calculations. It is 
 given only as information on the sand. 
 
 The value given is the average of three trials. 
 
 b. Sieve Ana lysis . - Before making the sieve analysis 
 of the natural sands, the material v;as placed in an oven for 
 one day where the temperature was 212 degrees Fahrenheit. The 
 material for the artificially graded sands was placed on the 
 steam racks for a day before separating. 
 
 The material for the three artificially graded sands was 
 separated into desired sizes with a Combs Gyratory Riddle which 
 used eighteen inch screens. The material was then remixed in the 
 desired proportions. The mechanical analysis of the natural sands 
 
13 
 
 was made on a Ro-Tap macliine using eight inch screens. The sample 
 of 500 grams was placed in the machine and run for fifteen minutes 
 The sample was then weighed up. The sieve analysis of the arti- 
 ficially graded sands was also run in thismanner. The values 
 given in the table are these values rather than the ones from 
 which the mix was made up. This put the natural and artificially 
 graded sands on the same basis. The sample of the natural sands 
 was taken at the time the sand was remixed. A sampler was used. 
 
 c. Specific Gravity . - The Le Chatelier flask was used 
 to determine the specific gravity of the sands. The standard 
 method of procedure as given by the American Society for Testing 
 Materials for testing cement was followed except that water was 
 substituted for kerosene and a 54 gram sample was used. 
 
 The specific gravity of the coarse aggregate was determined 
 from the formula 
 
 <3 _ w d 
 
 (wd + a) » w 
 
 in which 
 
 S = apparent specific gravity 
 wd= dry weight of stone in air 
 w a weight of stone suspended in water, 
 a = total weight of water absorbed. 
 
 A sample of about 2 l/s kilograms dried to a constant weight was 
 used. A wire bucket and metric scales which are a part of the 
 regular equipment of the laboratory were used. 
 
 The specific gravity given in the table is the result of at 
 

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14 
 
 least three trials. 
 
 Absorption. - The test for absorption as given in the 
 preprint for "Recoiomended Practice for Making Compression Tests 
 of Concrete” by the American Society for Testing Materials was 
 followed. This preprint was published in the Proceedings of 
 the American Society for Testing Materials Committee Reports, 
 19E0, p. E94 as ’’Outline of Compression Test of Concrete for 
 Investigation of Properties of Concrete Mixtures." 
 
 The values given are the average of at least three trials 
 and are by weight. 
 
 9. Materials . - 
 
 a. Cement . - Universal Portland Cement was used. The 
 department had had this cement for 4 i/e years. Before using 
 it was screened over a Ho. E8 screen. It had a specific gravi 
 ty of 3.10 and weighed 94 pounds per cubic foot. The cement 
 was tested by the Department of Highway Engineering. The tests 
 of the concrete cylinders also showed good strength as compared 
 v/ith the series EG of 1919 so there was no reason to question 
 the quality of the cement. 
 
 The results of the tension tests of 1:3 mortar by weight 
 using standard Ottawa sand, are given below. The values given 
 are the average of three tests made from four samples. 
 
 7 day 
 
 E8 day 
 
 170 
 
 E70 
 
 155 
 
 E85 
 
 160 
 
 S60 
 
 E15 
 
 315 
 
 Average strength 175 
 
 E8E 
 
15 
 
 The cement passed the soundness test • The per cent of water at 
 normal consistency was 24. 
 
 h. Sand. - The colormetric test was made on all the sands 
 used and they were found to pass satisfactorily with nearly 
 
 clear solution. 
 
 For the three artificially graded sands, Attica sand which the 
 department had on hand was used. They were made up in batches of 
 three hundred pounds each. Each batch was mixed in a large pan 
 
 and turned with shovels till it was of a uniform mixture. It 
 
 was then placed in a can for use. The properties of the Attica 
 
 sands are given in a table, (see page 18) 
 
 The natural sands used were sent to the department by Professor 
 D. A. Abrams of Lewis Institute, Chicago. Twenty-two sands were 
 received. Ten of them are described and the mortar tests given 
 in this thesis. The others may be found in the thesis on, "The 
 Relation of Pine Aggregate to the Properties of Concrete”, by 
 M. C. Richols. As received sand Ro. 9 contained considerable 
 coarse material. To make this sand comparable v/ith the other sands 
 it was screened over a Ro. 4 screen. The material retained on 
 this screen was not used. 
 
 Sand Ho. 4 came from the Eaw River at Kansas City. 
 
 It is mostly quartz with a little granite. It does not 
 glisten, is dull yellow in color, and the particles are 
 very uniformly round. 
 
rriseiM 
 
16 
 
 Sand no. 9 is limestone screenings from Chicago, 
 Illinois. It is nearly white in color. The particles 
 are very angular. 94 per cent of this sand passed 
 the Eo. 4 screen and was retained on the Eo. 8 screen. 
 
 Sand Ko. 10 is a Dune sand from Gary, Indiana. 
 
 The main part is quartz, a little granite, some signs 
 of vegetation, and a fine black substance. It glistens 
 in the sim and is ordinary sand color. 
 
 Sand Do. IE is a crushed granite from Berlin, Wiscon- 
 sin. It is dark red. The larger particles are very 
 angular and rough. The finer particles are whiter and 
 resemble dust. 
 
 Sand Do. 13 is Platte River gravel from Fremont, 
 Debraska. The sand is nearly all quartz . The gravel 
 is a granite. It is dull grey in color. The larger 
 particles are very angular while the small ones are 
 nearly round. 
 
 Sand Dio. 14 is a glass sand from Mapleton, Pennsyl- 
 vania. It is nearly white in color. The particles 
 are round but the surf aces seemed to be rough. 
 
 Sand Do. 15 is a slag from Lorain, Ohio. The 
 particles are very angular and porous. It is light 
 grey in color. 
 
 Sand Do. 17 is a sea sand from iitlantic City, Dew Jersey 
 
17 
 
 The major part Is a quartz. There is also some granite 
 a Quantity 
 
 and^ considerable^ of a fine black powder. It glistens 
 in the sun. 
 
 Sand Eo. 20 came from Elgin, Illinois. It is 
 trap rock with fairly round grains. It is washed. The 
 color is dull yellow. 
 
 Sand Eo. 22 is the s^me as sand Eo. 20 except, 
 that it is not washed. This sand contained enough clay 
 to make it very visible . 
 
 c. Grravel . - The gravel used came from ittica, Indiana 
 and had been in the laboratory for some time. It was screened 
 out into sizes ordinarily kept on hand in the concrete labora- 
 tory. It was remixed in the ratio of 60 per cent of s/s to 
 3/4 in. and 40 per cent of s/4 to 1 inch size. The mixed 
 material as used had a specific gravity of 2.71, voids of 39.3 
 per cent and weighed 102.5 pounds per cu. ft. The absorption 
 was 1.0 per cent by weight. 
 
 d. Water .- Tap water from the University water supply 
 was used. There was no reason to question the use of this 
 water for making concrete. 
 
 10. Mortar Tests .- These tests followed the method 
 explained in the Jinalysis and Theory. The details of the 
 methods of making the tests are given in the thesis on, ’’The 
 Relation of the pine iiggregate to the Properties of Concrete” 
 by M. C.Eichols. 
 

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18 
 
 PROPEHTISS OP 3Am USED 
 
 Ro. Abrams Sand Location Properties 
 
 
 1st no. 
 
 
 
 Wt .per 
 cu.f £. 
 
 opea 
 
 Gra'^s 
 
 Abso]:p 
 
 tion 
 
 4 
 
 3785 
 
 River Sand 
 
 Kaw River K.C, Mo. 
 
 109.5 
 
 2.63 
 
 0.16 
 
 9 
 
 3967 
 
 Limestone Screenings 
 
 Chicago, Illinois 
 
 96.9 
 
 2.77 
 
 0.16 
 
 10 
 
 4014 
 
 Dune Sand 
 
 Gary, Indiana 
 
 101.1 
 
 2.68 
 
 0.80 
 
 1£ 
 
 4081 
 
 Crushed Granite 
 
 Berlin, Wisconsin 
 
 114.1 
 
 2.61 
 
 0.20 
 
 13 
 
 4147 
 
 Platte River Gravel 
 
 Fremont, nebraska 
 
 121.0 
 
 2 . 63 
 
 0.10 
 
 14 
 
 4189 
 
 Glass Sand 
 
 Mapleton, Pa. 
 
 95.1 
 
 2.64 
 
 a 40 
 
 15 
 
 4238 
 
 Slag 
 
 Lorain, Ohio 
 
 91.3 
 
 2.64 
 
 0.94 
 
 17 
 
 4598 
 
 Sea Sand 
 
 Atlantic City, n.J 
 
 .107.4 
 
 £..75 
 
 0.84 
 
 20 
 
 5067 
 
 Sand Washed 
 
 Elgin, Illinois 
 
 114.0 
 
 2;.72 
 
 0.52 
 
 22 
 
 5198 
 
 Sand Unwashed 
 
 Elgin, Illinois 
 
 116.0 
 
 2.72 
 
 0.36 
 
 26 
 
 
 neat Cement 
 
 
 94.0 
 
 3.10 
 
 
 31 
 
 
 Artificial Grading 
 
 iixi/ica , Indiana 
 
 116.7 
 
 2.69 
 
 1.12 
 
 32 
 
 
 Artificial Grading 
 
 Attica, Indiana 
 
 108.5 
 
 2.69 
 
 1.12 
 
 36 
 
 
 Artificial Grading 
 
 Attica, Indiana 
 
 103.7 
 
 2.69 
 
 1. 32 
 
 
 
SIEVE ^MLYSIS 
 
 PER CERT S3 IRC- SIS^'/E RUIffiER 
 
 Ro. 200 160 100 48 28 14 8 4 3/8" 
 
 4 
 
 
 
 0.3 
 
 3.3 
 
 39.5 
 
 75.4 
 
 91.3 
 
 98.3 
 
 9 
 
 
 
 2.6 
 
 2.9 
 
 3.2 
 
 3.3 
 
 6.8 
 
 100 
 
 10 
 
 0.3 
 
 0.5 
 
 6.1 
 
 94.6 
 
 99.6 
 
 100 
 
 
 
 12 
 
 
 
 14.8 
 
 20.9 
 
 28.0 
 
 39.1 
 
 60.9 
 
 95.8 
 
 13 
 
 
 
 2.7 
 
 18.7 
 
 41.6 
 
 56.8 
 
 70.9 
 
 87.9 
 
 14 
 
 0.5 
 
 0.7 
 
 2.6 
 
 31.8 
 
 93.2 
 
 99.1 
 
 
 
 15 
 
 
 
 8.6 
 
 15.0 
 
 24.4 
 
 34.4 
 
 64.7 
 
 92.7 
 
 17 
 
 0.2 
 
 2.2 
 
 9.3 
 
 95.0 
 
 
 
 
 
 20 
 
 
 
 1.5 
 
 11.6 
 
 50.6 
 
 71.1 
 
 85.7 
 
 98.3 
 
 22 
 
 
 
 1.4 
 
 6.5 
 
 36.7 
 
 57.4 
 
 92.6 
 
 94.7 
 
 26 
 
 
 
 
 
 
 
 
 
 31 
 
 
 
 3.3 
 
 14.2 
 
 28.9 
 
 55.0 
 
 77.8 
 
 99.0 
 
 32 
 
 2.7 
 
 3.5 
 
 6.6 
 
 42.8 
 
 77.7 
 
 99.1 
 
 
 
 36 
 
 0 
 
 0 
 
 0.4 
 
 0.6 
 
 2.9 
 
 63.0 
 
 87.8 
 
 100 
 
 Tyler Standard Sieves Used. 
 

 
 
 
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 I^THODS 
 
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20 
 
 11, Concrete , - The party making the eoncre;te specimens 
 had never less than five men. The division of labor was as 
 follows, one man recording, two men mixing, one man weighing out 
 materials, and one man keeping pans, flow table, and tables 
 clean. 
 
 a. Selection of Materials ,- The artificially graded sands 
 were made up and stored in cans. The sand was taken out as 
 needed with a hand scoop. This method seemed to give a fair 
 sample. The two sacks of each natural sand v/ere emptied into 
 
 a large pan and thoroughly mixed. They were then resacked until 
 used. When using a sand, a bucket was filled with the sand and 
 it was weighed out from the bucket as needed. 
 
 The cement was screened and then stored in large cans from 
 which it was taken to make the mixes. 
 
 The coarse aggregate was separated and stored in large cans. 
 The quantities for the mix were taken from these cans. This 
 seemed better than to mix up the materials in large batches 
 because of the possibility of separation of the material of 
 different sizes, 
 
 b. Weighing out of Materials , - Each mix had its own 
 data sheet. Prom this sheet, a card was made out giving the 
 weights of the various materials used in the mix. This card was 
 kept with the data sheet which reduced the chances of error in 
 getting the wrong weights in the mix. One man did nothing but 
 weigh out materials. The cement was weighed out first, then 
 the sum of the cement plus the sand was set off and the sand 
 added. This was then placed in the dry pan. next the coarse 
 
El 
 
 material was weighed out, the amount of 3/8 inch to s/4 inch 
 first and then the 3/4 inch to 1 inch added to it. This v/as 
 placed in the dry pan with the sand and cement and thoroughly 
 mixed. 
 
 c. Mixing of Ifeterials . -- Before placing the materials in the 
 wet pan, the pan was dampened with a wet cloth. Uo faee water 
 
 was left in the pan. The dry materials were then emptied into 
 the wet pan and so arranged as to form a hollow place in the cents:. 
 The predetermined amount of water was added to the mix. A large 
 burette, calibrated in pounds was used to measure out the water. 
 
 A tube was attached to it so that the water could be run into 
 the hollow place found in the pile of the materials. The recorders 
 attempted to check the reading of the water admitted each time 
 in order to eliminate error. The dry material was worked in 
 until the water was taken up. The batch was then mixed until it 
 was a uniform mixture throughout. This generally required from 
 one to three minutes depending upon the amount of water used and 
 the particular materials. 
 
 d. plow Table Test . - After the batch was mixed, it was 
 placed on the flow table for the flow table test. This test is 
 the one developed by Mr. G. M. Williams while he was with the 
 Bureau of Standards. The mold used was eleven inches in 
 diameter at the bottom and six inches at the top. Its height was 
 about six inches. The height was used which gave a volume of 
 0.200 cu. ft. The concrete was placed in the mold with a small 
 hand scoop and tamped in with a one and one-half inch square wooden 
 tamp. The concrete was worked into the mold as well as possible, 
 
22 
 
 but due to the shape of the mold there ’werealways more air voids 
 than would be found in the cylinder made of the same mix. This 
 undoubtedly affected the flow but it entered into all mixes so 
 that the results might be used for comparison without serious 
 error. The mold was removed and the table given fifteen one -half 
 inch drops. The time required to give the fifteen drops varied 
 from eight to twelve seconds. The increase in diameter of the 
 mass at the base was measured in two or three directions depend- 
 ing upon the condition of the concrete after the drops. The 
 loose rocks, which fell down on the table from the top of the 
 mold, were removed and the diameter measured to the edge of the 
 mortar. In some cases where the mix was very wet it was not 
 placed on the flow table. In other cases of wet mixes it was 
 placed on the flow table but was given ten drops instead of fif- 
 teen. This data is not reported in this thesis. The original 
 data is fil ed in the permanent records of the department. 
 
 The flow table and method used was similar to that described 
 by Gr. M. Williams in Engineering Hews -Re cord, June 12, 1919, 
 page 1143. 
 
 Making of Specimens . - i^fter taking the material off 
 the flow table it was remixed and placed in a 6 x 12 inch cylinder 
 mold. The molds used were those in the concrete laboratory. The 
 mold number, the diameter, height, and volume of the mold were 
 painted on the molds. The record of the cylinders was kept by 
 
 means of these data until the cylinder number could be painted 
 on the cylinder, which was done when the mold was removed. This 
 
23 
 
 record was also used to get the cylinders out for testing. The 
 mold together with its base plate were weighed before it was filled. 
 A three to four inch layer of concrete was placed in the mold and 
 rodded with a one-half inch pointed steel rod about thirty times. 
 
 The outside of the mold was then pounded with a wooden mallet till 
 water flushed to the surface of the contents. Another layer was 
 then added and the same process repeated. The amount of labor 
 required to fill the mold varied considerably. In a few cases 
 with a dry mix, a large amount of coarse aggregate, and a small 
 amount of cement it took about thirty minutes to fill the mold. 
 Ordinarily it took from four to eight minutes to fill the mold. 
 
 7/hen it was filled, the top of the concrete was smoothed up v/ith a 
 trowel in order to make the volume of the concrete as nearly equal 
 to the volume of the mold as possible. The reason for this care 
 was that the volume of the concrete was used in later calculations. 
 Mortar on the outside of the mold was then cleaned off and the fill- 
 ed mold weighed. The difference between the weights of the empty 
 mold and the filled one gave the weight of the concrete in the mold. 
 Two workmen, Mr. Slade and Mr. Kirby, made all of these cylinders. 
 
 In a few cases the batch was so hard to place that both men worked 
 on one cylinder, hammering the sides of the mold and rodding the 
 concrete. Both men had a little experience in the laboratory making 
 test specimens before starting on this series. The closeness with 
 which the companion cylinders checked out seemed to indicate that 
 their work was entirely satisfactory. 
 
24 
 
 f. Care and Storage of Specimens *- After the filled mold 
 
 was weighed, it was placed on a table for the concrete to harden. 
 
 At the end of the day on which the cylinders were made, a neat 
 
 cement cap was placed on each of them to insure a uniform hearing 
 
 surface in the testing machine. The cylinder was capped hy placing 
 
 just stiff enough to stand up 
 
 a small amount of neat cement paste, made^ under its own weight, 
 on top of the cylinder. This cement paste was then covered with a 
 piece of waxed paper. A pie ce of plate glass was placed on this 
 and forced down on the mortar till the glass was bearing uniformly 
 over the surface of the cylinder. The cylinders were allowed to 
 set for at least a couple of hours before the cap was put on in 
 order that the cylinder would not shrink: up and break off the cap. 
 The next morning, before the mold was removed, the cylinder 
 numbers which were obtained from the mold numbers were painted on 
 top of the cylinder. The molds were removed with as much care as 
 possible. Only a few cylinders were broken in handling. A few of 
 the cylinders, which were made at the end of the run on the pre- 
 ceding day, were usually left until later in the day before remov- 
 ing the mold, in order that they might have more time to harden. 
 After the molds were removed, the number of the cylinder was paint- 
 ed on the side of the cylinder in order to be sure that the cylindo: 
 would not be lost in case the cap was accidentally knocked off. 
 
 The cylinders were then placed in the dannp room. The tempera- 
 ture in the room was nearly constant at about seventy degrees. The 
 
 100 
 
 humidity gage showed a humidity o:^all of the time. The cylinders 
 were set on the floor of the room. There was no covering. No 
 

water was allowed to drip or run on the specimens. Moisture 
 collected on the cylinders, however, iiccompanying photographs 
 will show views of the cylinders in the damp room. 
 
 S* Testing of Specimens . - The cylinder, at the age of 
 twenty-seven days, was removed from the damp room to the main 
 laboratory where it was allowed to dry out for one day before 
 being tested. The cylinder was weighed and its diameter and 
 height measured before it was tested at twenty-eight days of 
 age. The 300,000 pound Olsen machine in the concrete labora- 
 tory was used for this purpose. The cylinder was set on a 
 machined cast iron bearing block. The extensometer was then 
 placed in position on the cylinder. Another bearing plate 
 was placed on top of the cylinder. A spherical bearing block 
 was placed on this plate and the specimen slid into position 
 in the machine. All possible care was used in placing the 
 
 specimen in the machine. A crosshead speed of 1/2 inch per 
 minute was used for the testing. The semi -autographic stress 
 strain recorder was used. The maximum load was determined by 
 the drop of the beam. 
 
 The gage length of the extensometer used was six ^nches. 
 The stress strain curves are filed with the original data. 
 
26 
 
 IE. Explanation of Diagrams . - 
 
 Mortar Data . -• This data is given by curves which were 
 plotted from the original data. The following notation was 
 used. 
 
 V-jj^ = voids in the mortar 
 
 c = absolute volume of cement per unit voluiifie of mortar. 
 
 ~ — = cement-space ratio for mortar, 
 v+c 
 
 volume of water per unit volume of mortar. 
 
 All of the above quantities are plotted for basic water content 
 The amount of water absorbed by the sand has been sub tracted 
 
 3 . 
 
 from the amount given in the — curves. As the curves was 
 
 e mo 
 
 obtained from these curves the absorption of v/ater by the sand 
 
 and not included in the curve. The absorption for each sand 
 
 is given in a table with the description of the sands. 
 
 Concrete Data .- The concrete data is given under the 
 
 sand number of which the concrete was made. In some cases where 
 
 it was evident that there had been a mistake made in weighing 
 
 out the mix the results of that cylinder were omitted from this 
 
 table. A few cylinders were accidently broken in handling. The 
 
 measured quantities of materials in these cylinders v/ere omitted 
 
 cent 
 
 also. Diagrams showing per^of voids filled with water at various 
 water content ratios. These data were plotted from the average 
 values of the concrete data. The per cent of voids filled with 
 water was obtained from the column headed . The water con- 
 
 V 
 
 tent ratio, , 
 
E7 
 
 Diagram show ing Change in Strength with Variations in the 
 Water Content Ratios. - The average value of the cylinders made 
 at basic water content was taken as the maximum strength. Where 
 there were no cylinders made at the basic water content the 
 average of the cylinders with the lowest water content ratio was 
 taken as the maximum value. This spread the curves out and also 
 changed the slope of that set. It was thought best to plot them in 
 this way rather than assume a value for the strength of the 
 concrete at basic water content. 
 
 Diagram showing the Relation between Strength and the Water 
 cement Ratio . - This relation was plotted for all the concretes mads 
 of natural sands and those made with artificially graded sands. 
 
 The concretes are referred to by the sand number of which the 
 concrete was made. 
 
 Diagrams showing the Relation Be tween Strength and Cemen t- 
 Space Ratio . - One diagram was plotted showing the average results 
 of all the concretes made from natural sands and the concretes 
 made from the artificially graded sands at basic water content. 
 
 The other diagrams give the average results ofthe concretes made 
 from the three artif icic-lly graded sands Ro. 31, 32 and 36. 
 
 13. Explanation of Photographs . - The photographs are self 
 explanatory except possibly in the case of the photographs of the 
 sands. With each natural sand there is a sand called an artificial 
 sand. This sand was made of iittica sand to the same grading as the 
 natural sand. This artifical sand was used to compare the strength 
 of the various sands. This set of tests were called adhesion 
 
28 
 
 tests. These tests were made as a part of this investigation 
 hut are not reported in this thesis. 
 
 On the diagram for cement-sapce ratio and water-cement 
 
 ratio the expression was used in the symbols. The expression 
 
 ^mo 
 
 is the ratio of the water used in the mix to the water in the 
 mix at basic water content and does not refer to water per cu. 
 ft. of concrete. The actual water content ratio varied so it 
 could not be used as a symbol. The water content ratio can be 
 found from the concrete data. 
 
 
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VI. Discussion OF COnCREIES 
 
“= ^ 
 
 16. Water Content . - The water at basic water content required 
 
 by different sands is not the same. In the same sand it varies 
 
 with the ratio -q. The water required at basic water content, by 
 
 the sands used in tais set of tests is shown by a cui*ve on the 
 
 diagram which gives the voids-mortar data. Part of these data 
 
 are in the thesis by Mr. M. G. Hichols . These water content 
 
 curves for the various sands have the same general shape. They 
 
 differ in the low values of c or the high values of a some of them 
 
 c ' 
 
 sloping up and others down, iit the high values of a the point at 
 
 c 
 
 which minimum volume in the mortar occurs is very hard to determine 
 with accuracy. The volume of the mortar does not change much with 
 addit ional water. In sands in which the amount of water at large 
 values of ^ is herd to determine, the voids in the mortar are 
 large and they do not become filled v/ith water until the water 
 content ratio is very high. A comparison of the mortar curves 
 shows that the water curve is very similar in shape to the voids 
 curve. In the fine sand the voids are not so nearly filled with 
 water as they are in the coarse sand. This tends to make the 
 amount of water required by the two sands more nearly equal than 
 the voids would indicate. 
 
 The effect of this difference in amount of water on the 
 strength of the concrete can be shown either on the cement-space 
 ratio curves or the water-cement ratio curves. The cement-space 
 ratio curves for the m tural sands are in Mr. llichols' thesis. The 
 v/ater-cement ratio for the natural sands are in this thesis. 
 
 The water-cementratio will be used in the discussion of the 
 effect of water. If two sands are used in the making of concretes, 
 one fine and one coarse, the ratio of the fine aggregate to the 
 
67 
 
 coarse aggregate ‘being the same in the two cases, and also 
 the cement content, then that made with the fine sand will re- 
 quire more water per unit volume of concrete than the other 
 and its strength will decrease an amount indicated by the water- 
 cement ratio curve. The decrease would be the greatest with 
 higher values of cement and the least with the lower values of 
 cement as is seen from the curve. If less water is used with 
 the fine sand, the strength values will fall off of the curve 
 and will not show the increase expected from the curve. The 
 same thing can be shown from the cement -space ratio curve, in 
 this case, however, in the fine sand when not enough water is 
 used, the strength is still indicated by the curve, although the 
 position on the curve may be changed. On this account the 
 cement-space ratio appears to give a closer relation with the 
 strength than the water cement ratio. 
 
 No data were taken to show whether the basic water content 
 the 
 
 gave/^ maximum strength. It is very probable that the maximum 
 strength comes at a somewhat smaller water content ratio. The 
 point of minimum volume is easy to determine and possible to 
 duplicate, which gives it a great advantage as a point of reference 
 17, Consistency of Mix , - The concrete of a given mix which 
 has that amount of water that produces the maximum strength is 
 generally a stiff and very unworkable mixture, in order to place 
 concrete in reinforced members, more water must be added to give I 
 the concrete the requisite workability so that it may be worked 
 around the reinforcement and into every part of the forms. The 
 
68 
 
 additional water brings with it a decrease in the strength of 
 the concrete. This decrease in strength has long been an ob- 
 served fact, but the amount and cause of the decrease is still 
 a much debated question. The addition of water to a mix does 
 not change the materials in a unit volume of concrete very 
 much. In sand No, 3£ for c = .10 and b = .30, the addition of 
 EO per cent more water changed the density of the concrete from 
 ,75E to. 743, while the average strength of the second concrete 
 was only 87 per cent of the first. For c = .10 and b = .50, 
 fusing the same sand) the density changed from .814 to .810 
 with the addition of 20 per cent more water, and the strength 
 of the second was 64 per cent of the first, in sand No. 31 for 
 c = .10 and b = .30 the addition of 20 per cent more water chang- 
 ed the density from ,792 to .775, while the strength of the 
 second was 63.7 per cent of the first. For c = .10 and b = ,50 
 and the same sand, the density changed from ,854 to .826, and the 
 strength of the second was 65.4 per cent of the first. The 
 variation in strength with the addition of water does not follow 
 any simple law. Neither do different sands act the same. 
 
 Several functions have been plotted to show the relation 
 between the function and the strength of the concrete. The 
 best two are the cement-space ratio and the 'mtex cement ratio. 
 The cement-space ratio equals the absolute volume of the cement 
 divided by the sum of the voids and the absolute volume of the 
 cement. The average result of each set of test specimens has 
 been plotted with both of these functions. 
 

 
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69 
 
 For the specimens having water contents near the basic 
 water content the resulting points fit both curves well. Ap- 
 parently they come a little closer to the water-cement ratio 
 curve but this is due more to the shape of the curve and the 
 scale to which it is plotted. In using the curves to design 
 mixes this apparent advantage would become a disadvantage be- 
 cause the strength could not be predetermined as accurately 
 as the curve indicates. 
 
 In the wet mixes the points do not follow the cement-space 
 ratio curve so closely. This happens especially with rich 
 mixes and large values of b . The rich mixes with large values 
 of b have the greater strength and therefore the points come 
 where the curve is steepest. 
 
 7/hen a concrete is made with a small amount of water, there 
 must be a film of water around the particles which probably 
 acts as a lubricant in mixing and placing concrete. V/hen the 
 concrete is placed and begins to set, some of this water must 
 be taken up in the hydration of the cement and in the absorption 
 by the aggregate, the latter bringing the cement and aggregate 
 into closer contact, thus probably helping the adhesive action. 
 
 It may be that the particles of cement swell somev/hat in setting 
 and thus help to bring this about. Concrete generally shrinks 
 somewhat in setting and it may be that this action is enough 
 to bring the particles into very close contact. 
 
 'Hith concrete made with a high water-content ratio, there 
 must be more water in the mix than can be taken care of by 
 absorption and hydration of cement. There is more shrinkage 
 in the wet mix, but even after tiis shrinkage has taken place 
 
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70 
 
 the mix is still very wet. A film of water must remain around 
 the particle for some time which prohibits a close contact be- 
 tween the aggregate particles and cement particles. It may be 
 that the basic water content as used is a little wetter than 
 is the practice for normal consistency in some laboratories. 
 
 The water-cement ratio relation seems to fit the wet mixes 
 very well. The points come in a very close band bordering the 
 curve. The place in which the points fit this curve better than 
 the cement-space ratio curve is on a steep part of the curve. 
 
 This partly explains why the values fit the curve better. Even 
 here the wet mixes are in close agreement with the curve for dry 
 mixes. 
 
 On comparing this curve for the water-cement ratio with the 
 curve given in Bulletin 1 of Lewis Institute, it is seen that the 
 curve given here is much lower. This seems to indicate that 
 possibly the same function of water-cement ratio will not apply 1 d 
 all tests. The cement-space ratio curve given is one that was 
 chosen to fit the results of other tests. It does not exactly 
 fit the results in this thesis but the disagreement is small. 
 
 It may be found desirable to change the constants in one or 
 both of the equations for the two curves. The results with the 
 artificially graded sands seem to be a little low throughout 
 the whole range. This sand had considerable fine material in it. 
 In order to get enough of the fine material the larger sizes were 
 ground in a ball mill. The ground material was then screened to 
 get the desired sizes of small particles. This sand may have 
 been weakened by the grinding. 
 
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71 
 
 18. Method £f Design. - The method used in ddsigning the test 
 
 specimens gave satisfactory results. The mix was not intended to 
 give any particular strength. The quantities were calculated so 
 as to give a known volume of concrete at basic water content 
 only, por mixes with higher v/ater contents the same quantities 
 of materials v/ere used as in the basic water content mix except 
 that the water was increased by a certain per cent of that used 
 before. This decreased the amount of materials (including the 
 cement) in a unit volume of concrete somewhat, due to the bulking 
 with the increased water used. The method could have been used 
 to determine the necessary amount of materials to give a certain 
 volume of concrete at the higher water-content ratio. For the 
 same cem*ent~e ntenb, the amount of fine or coarse aggregate per 
 unit volume of concrete would have been changed from that used 
 at basic water content, por this set of tests there seemed to 
 be no especial advantage in keeping the volume of concrete the 
 same . 
 
 For the specimens intended to have basic water content, the 
 variation of the water content from the value desired was greater 
 than the variation in the quantities of the other in^’redients . 
 
 The value for the basic water content was obtained from the 
 mortar tests. The mortar test of the concretes, which are re- 
 ported in this thesis, were made among the first mortar tests. 
 
 The increments of water used did notiocate the basic water content 
 accurately, in the last mortar tests this trouble was eliminated. 
 The voids in the mortar seemed to be much easier to determine th n 
 the basin water content. 
 
 Using either the cernent-spaee ratio relation or the water- 
 
72 
 
 cement ratio relation this method could he used to design mixes 
 of predetermined strength. 
 
73 
 
 Conclusions * - From the study of these tests the following 
 conclusions seem to he justifiable . 
 
 1. yy.ater Content . - Different sands require different 
 amounts of water at basic water content but this amount does 
 not vary so much as the voids in the sand vary. The sands 
 which require more water generally give lower strength but this is 
 probably due to the voids in the sand rather than to the amount 
 of water used. This variation in amount of water is not large 
 in the majority of cases. 
 
 Consistency of mix .- The concrete falls off in strength 
 with an increase in the amount of water used. The amount of this 
 decrease is best measured by the cement-space ratio function up 
 to a water content ratio of 1.4. This function also agrees with 
 other tests. The water-cement ratio function also shows up well 
 especially with the wet mixes. It is not certain that tie relation 
 obtained with this function as shown in the plotted results will 
 agree with other tests, ^yith a given sand it can be used to pre- 
 determine the strength of wet mixes. 
 
 3. Method of Design . - The method of design used gives a 
 satisfactory method of predetermining the amount of materials 
 in a concrete mix. The same method could be used to design 
 mixes of predetermined strength. It is especially useful in 
 estimating the probable strengths of concretes made with different 
 sands, in the absence of compression tests. 
 


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