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 ON THE 
 
 Compressive Resistance 
 
 OF 
 
 Freestone, Brick Piers, 
 Hydraulic Cements, 
 Mortars and Concretes. 
 
 \/ 
 
 BY 
 
 Q. A. GILLMORE, Ph.D., 
 
 "Colonel Corps of Engineers, Brevet Major-General, U. S. A.; Author of 
 
 " IVeatise on Limes, Cements, etc.;" ''Treatise on Coignet Beton and 
 
 Artificial Stones;" "■ Report on Compj'essive Strength, etc., 
 
 of the Building Stones in the U. S.f ''Treatise 
 
 on Roads, Streets and Pavements ^^ 
 
 etc. etc. etc. 
 
 NEW YORK: 
 
 JOHN WILEY & SONS, 
 
 15 AsTOR Place. 
 1888. 
 
.IT' 
 
 Copyright, i8G3, 
 By John Wiley c: Sons. 
 
 Drummont) & Neu, Febris Bros., 
 
 Electrotypers, Printers, 
 
 1 to 7 Hague Street, . 326 Pearl Street, 
 
 New York. New York. 
 
PREFATORY NOTE. 
 
 The tests of the several kinds of building materials dis- 
 cussed in the following pages were obtained mostly by a ma- 
 chine of extreme delicacy, having a maximum working pressure 
 of 800,000 pounds. It was erected at the Watertown Arsenal, 
 near Boston, some years ago, by Mr. Albert H. Emery, under 
 the direction of the Board on Iron and Steel appointed by the 
 President in accordance with the Act of Congress of March 3, 
 
 1875. 
 
 I desire to acknowledge my obligations to Lieut.-Colonel 
 F. H. Parker, Ordnance Department U. S. Army, command- 
 ing Watertown Arsenal, for the active interest taken by him in 
 the tests, and his ever-ready assistance in promoting the work ; 
 and to Mr. J. E. Howard, the engineer of the testing-machine, 
 whose acknowledged ability in operating the ponderous instru- 
 ment was most skilfully applied in carrying the experiments 
 to a successful conclusion. 
 
 My principal professional indebtedness is due to Mr. John 
 L. Suess. Senior Assistant Engineer in my office. To him 
 is due in very large rheasure that untiring energy, unflag- 
 ging patience, and scientific discussion of the various problems 
 involved which so greatly contributed to final success. 
 
 It is not too much to assert, that without his zealous coop- 
 eration the work would have been suspended at a stage far 
 short of completion. 
 
 Q. A. G. 
 
CONTENTS. 
 
 CHAPTER I. 
 
 History of tests for ascertaining compressive strength of building-stone. — 
 Chief object of earlier investigations.— Effect of changing nature of pressing- 
 surfaces between which specimens were tested. — Summary of results obtained 
 from previous experiments. — Relative resisting power of stone prisms of 
 various heights. — Theoretical law of compressive resistance of stone cubes. — 
 Need of further investigations. Pages i-6. 
 
 CHAPTER 11. 
 
 Extension of previous experiments. — Selection of material and preparation 
 of specimens for testing. — Age of specimens. Pages 7-10. 
 
 CHAPTER HI. 
 
 Description of tests. — Method of finishing specimens to insure smoothness 
 and parallelism of end-faces. — Description of micrometer used. — Initial pres- 
 sure assumed. — Measurement of compression and set. Pages 11-15. 
 
 CHAPTER IV. 
 
 Description of Haverstraw freestone. — Manner of failure of amorphous 
 stone under compressive strain. — Illustrated by Haverstraw freestone. — Method 
 of finishing bed-faces of specimens. — Law of increase of strength with increase 
 of size of stone cubes. — Probable causes of partial failures of law when applied 
 to large blocks. — Necessity of perfect homogeneity of structure to develop full 
 strength of material. — Comparative compressive strength of stone and cement 
 prisms of various heights. — Law expressing compressive strength of prismatic 
 slabs. — Strength of prisms divided in courses. — Compression, set, elasticity, and 
 resilience of Haverstraw freestone — Determination of elastic limit. — Law ex- 
 pressing absolute resilience of cubes of a rigid material. — Capacity of a rigid 
 material to resist live and dead loads. Pages 16-62. 
 
VI CONTENTS. 
 
 CHAPTER V. 
 
 ^ 
 
 Description of specimens of neat cement. — Phenomena attending breakage. 
 — Compressive strength of Dyckerhoff cement cubes and prisms. — Strength of 
 piers. — Compression, set, elasticity, and resilience of Dyckerhoff cement. — Re- 
 silience of piers of cement prisms. — Effect on, of a compressible binding sub- 
 stance. — Law expressing ultimate resilience of a rigid material applied to cement 
 cubes. Pages 63-79. 
 
 CHAPTER VI. 
 
 Description of specimens of mortars and concretes. — Mortars and concretes 
 of the Newark Company's Rosendale cement. — Compression, set, elasticity, and 
 resilience of same. — Comparative resilience of cubes of the Newark Company's 
 Rosendale cement concrete, of neat Dyckerhoff cement and of freestone. — 
 Mortars and concretes of Norton's cement. — Compressive strength of mortars 
 and concretes of varying dimensions and composition. — Compression, set, 
 elasticity, and resilience of mortars and concretes of Norton's cement. — Com- 
 parative resilience of mortars and concretes. — Mortars and concretes of Na- 
 tional Portland cement. — Influence of quality of cement on compressive strength 
 of mortars and concretes. — Compression, set, elasticity, and resilience of mor- 
 tars and concretes of National Portland cement. — Phenomena attending break- 
 age of specimens resisting the first application of the maximum load of the 
 testing-machine. — Wohler's experiments. — Extension of similar researches to 
 cements, mortars, and concretes recommended. Pages 80-106. 
 
 CHAPTER VII. 
 
 Description of brick piers tested, — Phenomena attending breakage. — Com- 
 parative strength of brick piers and cubes of mortars and concretes. — Resilience 
 of brick piers. — Variation in strength of brickwork. Pages 107-110. 
 
 CHAPTER VIII. 
 
 Summary of results and conclusions. — Effect of wooden cushions on tests, — 
 Preparation of bed-faces of specimens. — Law expressing compressive resistance 
 of various-sized cubes of a rigid material.— Large-sized test-pieces needed. — 
 Law expressing compressive resistance of prisms of varying height. — Informa- 
 tion concerning the elasticity and resilience of building materials needed. —Fur- 
 ther experiments recommended. Pages 111-114. 
 
 APPENDIX. 
 
 General Tables I. to VI.; giving detailed compressive tests of rfiaterials ex- 
 perimented upon. — Special Tables I. to X., showing amount of compression 
 and set of materials tested. — Strain-sheets I. to VIII. Pages 1 15-192. 
 
COMPRESSIVE RESISTANCE 
 
 OF 
 
 FREESTONE, BRICK PIERS, HYDRAULIC 
 
 CEMENTS, ETC 
 
 CHAPTER I. 
 INTRODUCTION. 
 
 Certain tests for ascertaining the compressive strength of 
 building material were carried on under my direction about 
 twelve years ago, and a preliminary report, dated August lo, 
 1875, was printed as Appendix 11. of the Annual Report of the 
 Chief of Engineers for 1875. A new series of experiments was 
 made toward the close of the year 1883, for the purpose of 
 obtaining further information in regard to the resistance and 
 behavior under compressive strains, of hydraulic cement, of 
 mortars and concretes made with cement, of brick piers, and of 
 freestone, either in the form of cubes of various sizes, or of 
 prisms square in cross-section, but of less height than corre- 
 sponding cubes. 
 
 The earlier tests were made with a hydraulic press whose 
 indicated pressure did not exceed 100,000 pounds. The dimen- 
 sions of the specimens that were tested were therefore neces- 
 sarily restricted. A few ii-inch cubes of Berea sandstone were 
 crushed by means of a 2000-ton press at the Brooklyn Navy 
 Yard, but the results were not thought to have much weight, as 
 the accuracy of the testing-machine was doubted. 
 
 The chief object of these earlier investigations was to deter- 
 
2 INTRODUCTION. 
 
 mine the compressive strength, specific gravity, and ratio of 
 absorption of the most commonly used building-stones of the 
 United States. The average results obtained from specimens 
 of 216 different kinds of granite, marble, limestone, and sand- 
 stone were given in a general table appended to my report of 
 August 10, 1875. The specimens were 2-inch cubes, and were 
 crushed between cushions or disks of soft pine-wood three 
 eighths of an inch thick. One of these cushions was placed 
 under the bottom face of the cube, the other on top. 
 
 A number of special tests were also reported. 
 
 They were made to determine the effects of changing the 
 nature of the pressing-surfaces between which the speci- 
 mens were tested; of varying the relation between the 
 heights of specimens and the areas of their bed-faces ; and 
 of changing the absolute dimensions of cubes of the same 
 material. 
 
 It was found that when steel or wood formed the pressing- 
 surfaces the phenomena of breakage were nearly the same. 
 Generally there were two characteristic fragments more or less 
 pyramidal in form, with a portion of the bed-faces as bases, and 
 with lateral angles of about 45 degrees ; with steel plates there 
 sometimes appeared to be a tendency to form but one pyramid, 
 with lateral angles of approximately 60 degrees. With wood, 
 the end-pieces seemed to be slightly more prismoidal; with 
 steel, more wedge-shaped. The final destruction of a specimen 
 was generally accompanied by a loud report. 
 
 Different results were obtained when lead or lace-leather 
 was interposed between the specimens and the pressing sur- 
 faces. At the moment of fracture numerous cracks, parallel to 
 the direction of pressure and perpendicular to the compressed 
 bed-faces, appeared upon the sides of the specimen, and its 
 cohesion was destroyed almost instantaneously. The fragments 
 were prismatic, their greatest dimension or length being paral- 
 lel to the direction of the pressure. A comparatively large 
 amount of stone-dust was produced at the same time. The 
 action of the lead cushions was ascribed to the capacity of that 
 metal to flow when under sufficient pressure. The side of the 
 lead cushion next to the steel plate of the testing-machine is 
 
INTRODUCTION. 3 
 
 made smooth, the other side is driven by the pressure into the 
 minute interstices and depressions of the stone, forming in- 
 numerable wedges which tend to spHt it, while the normal 
 pressure acts powerfully to open it in the middle. At the mo- 
 ment of fracture a faint dull report could generally be heard ; 
 occasionally no audible sign was given announcing the destruc- 
 tion of the sample. 
 
 Three different series of tests were made to ascertain the 
 effect of applying cushions of various materials. In the first 
 two series, all stones crushed were in the form of 2-inch cubes; 
 in the third series, one set consisted of i J-inch cubes, the other 
 of 2-inch cubes. 
 
 The results obtained may be briefly recapitulated as fol- 
 lows: 
 
 First Series, — With notably tough and first-class building- 
 stones, such as Millstone Point granite. East Chester marble, 
 and blue Berea sandstone, the average crushing resistances 
 were found to be in the following proportion, the leather hav- 
 ing been tried with sandstone only: steel, lOO; wood, 94; lead, 
 65 ; leather, 60. 
 
 Second Series. — The second series of tests was made upon 
 stones having nearly or quite as compact and close a texture on 
 the ground surface as those of the first series, but which were 
 more triable upon the surface of fracture, and evidently pos- 
 sessed less cohesive and tensile strength. These were samples 
 of Keene granite, and of a Vermont marble — a clear, smooth, 
 delicate-looking stone. The following ratios were obtained: 
 steel, 100; wood, 82; lead, 65; leather, 63.5. 
 
 Third Series. — The third series of tests was made with stone 
 which was so soft that wood did not sensibly spread, nor lead 
 or leather flow under such comparatively low pressures as were 
 sufficient to crush the specimens ; in other words, it was 
 expected that steel, wood, lead, and leather would, at some 
 low point of crushing pressure, give approximately identical 
 results. 
 
 For this purpose, Sebastopol limestone (a species of chalk), 
 a soft kind of sandstone, and two sets of cubes of Massillon 
 sandstone were tried. 
 
IN TROD UCTION. 
 
 The following ratios were obtained with them 
 
 Kind of Stone. 
 
 Ratio of Resistance with 
 Cushions of 
 
 Remarks. 
 
 
 Steel. 
 
 Wood. 
 
 Lead. 
 
 Leather. 
 
 
 Sebastopol limestone 
 
 Drab-colored sandstone. . 
 Massillon sandstone 
 
 lOO 
 lOO 
 lOO 
 lOO 
 
 lOO 
 lOO 
 
 no 
 
 103 
 
 100 
 
 100 
 
 90 
 
 85 
 
 100 
 59-4 
 
 Mean of fourteen 2-inch cubes. 
 Mean of three iHnch cubes. 
 Mean of sixteen 2-inch cubes. 
 Mean of five 2-inch cubes. 
 
 This table shows about equal crushing resistance with steel 
 and wood, but the actual compressive strength of the stones of 
 the third series was much below that of the granite and marble 
 of the first and second series. 
 
 From these experiments it was inferred that with stones 
 combining considerable hardness with toughness, steel and 
 wood give approximately equal results ; that with stones which, 
 though hard, are yet deficient in toughness, the peculiar action 
 of wood cushions, which spread sideways and thus produce 
 strains requiring tensile resistance, causes the stone to be 
 crushed under a smaller load than with steel, which tends to 
 bind the stone together by its rigidity and frictional resistance 
 to lateral yielding; and that in decidedly soft stones the ability 
 of a specimen to resist crushing is overcome before sufficient 
 pressure is developed to spread the wood fibres, or to make the 
 lead flow. 
 
 The relative resisting power of stone prisms, square in cross- 
 section, but of various heights, was investigated at about the 
 same time, blue Berea sandstone being used for this purpose. 
 
 Broken between steel plates, the ultimate strength of a 
 i-inch cube averaged 9500 pounds; four isolated cubes of the 
 same size and kind would therefore have yielded under an ag- 
 gregate load of 38,000 pounds. The same amount of material 
 formed as a solid slab, 2 inches square and i inch high, de- 
 veloped an average crushing resistance of nearly 76,000 pounds 
 (more precisely, 75,888 pounds), or twice as much as the set of 
 four I -inch cubes having an aggregate bed-area exactly equal 
 to that of the single slab. 
 
IN TROD UCTION. 5 
 
 Two-inch cubes broke under an average load of nearly 
 50,000 pounds. Samples with the same bed-area or cross- 
 section, but with twice the height of a cube, sustained a mean 
 pressure of not quite 44,000 pounds. 
 
 Similar results were obtained with specimens i|- inches 
 square in cross-section. When | of an inch high, the samples 
 were crushed under an average load of 34,643 pounds ; in the 
 form of cubes, under a load of 25,350 pounds; and when 4 
 inches high, under a load of 22,432 pounds. 
 
 When similar samples were broken between wooden cush- 
 ions, the difference of strength in favor of slabs was much less 
 marked than when the crushing was done between steel plates, 
 for reasons already suggested. 
 
 The results of the tests seemed to indicate not only that 
 slabs increase in resistance, per square inch, as their surfaces 
 increase, but also that the strength per square inch of cross- 
 section of cubes increases with their size, although in a lesser 
 ratio. To investigate this latter question, a series of experi- 
 ments was made upon various-sized cubes composed of two 
 kinds of Berea stone. In one set, made of a yellowish-gray stone, 
 the sides of the cubes increased from one quarter of an inch to 
 four inches; in the other set, of bluestone, the sides of the 
 cubes varied from one inch to two inches and three quarters. 
 The sides of the cubes increased successively by quarter inches. 
 The first set was broken between wooden cushions ; the second 
 set, a harder variety of stone, between steel plates. 
 
 A curve was constructed for each set, the sides of the cubes 
 in inches being the abscissas, and the crushing load of each 
 specimen, in pounds per square inch of bed-surface, the ordi- 
 nates. In other words, the ordinate for any specimen was the 
 quotient of the total compressive resistance of the cube divided 
 by the number of square inches in one of its faces. It was 
 found that the approximate form of the theoretical curve was 
 that of a cubic parabola, with the equation 
 
 y ■=^ a Vx, 
 
 in which a is the pressure in pounds required to crush a i-inch 
 
O INTRODUCTION. 
 
 cube, X the side of any cube expressed in inches, and y the 
 pressure in pounds per square inch of bed-surface needed to 
 crush it. ^ 
 
 These experiments seemed to indicate that with cubes of the 
 same material the crushing resistance per square inch of coin- 
 pressed surface increases^ approximately, in the ratio of the cube 
 roots of the sides of the respective cubes. 
 
 Since it was unsafe to work the press then used beyond 
 100,000 pounds, the size of the specimens of the harder or blue 
 Berea stone was restricted to 2j-inch cubes ; of the softer kind 
 to 4-inch cubes. The range of the experiments was therefore 
 too Hmited to justify the assumption that the formula deduced 
 from them would prove sufficiently correct when applied to 
 larger cubes. It was noted at the time that the formula was 
 not borne out by the results obtained with five ii-inch cubes of 
 Berea stone that were crushed at the Brooklyn Navy Yard. 
 They gave way at somewhat less recorded pressure per square 
 inch of bed-surface than 2-inch cubes of the same stone. 
 
 The question whether there is a gradual increase or decrease 
 of compressive strength per square inch of pressed surface, as 
 the size of cubes of the same kind and quality of stone or simi- 
 lar building material increases, was therefore still unsettled, and 
 had to remain so until a more powerful testing-machine became 
 available. 
 
CHAPTER II. 
 
 OBJECT OF EXPERIMENTS. AND CHARACTER AND FORM 
 OF SPECIMENS TESTED. 
 
 In 1875, the President of the United States, under an Act 
 of Congress approved March 3, 1875, appointed a Board com- 
 posed of Army and Navy officers and civil engineers, who were 
 authorized to secure a testing-machine with which to make 
 tests of " iron, steel, and other metals." This board in the 
 same year entered into a contract with Mr. A. H. Emery to 
 construct and erect at the Watertown Arsenal, near Boston, 
 Mass., a 400-ton testing-machine, to be used for determining 
 the tensile and compressive strength of material entering into 
 engineering and architectural structures. 
 
 The machine was completed in February, 1879, ^^^ soon 
 became known as the most perfect and reliable machine of its 
 kind in existence, as it combined great power with extraordi- 
 nary delicacy of weighing apparatus. 
 
 It was decided to extend the former experiments with this 
 new and more powerful machine. 
 
 It was thought best to select materials possessing as uni- 
 form texture as practicable, in order to exclude, if possible, dis- 
 turbing influences resulting from the different nature, size, and 
 unequal distribution of individual grains. 
 
 In addition to uniformity of texture or grain, the degree of 
 hardness and toughness was considered. The cubes of each 
 kind of material were to increase, by certain increments, from 
 one, two, or four inches on a side, as the case might be, to as 
 large a size as would presumably resist nearly the entire power 
 of the machine. It was obviously desirable to vary the sizes 
 of the cubes between as wide limits as possible. 
 
 It was therefore unwise to employ cubes of the harder 
 classes of natural building stone, such as granite, syenite, etc., 
 
8 OBJECT OF EXPERIMENTS; 
 
 as the capacity of the machine would be exceeded by cubes of 
 comparatively small size. 
 
 Former examinations and tests of the softer varieties of 
 building material suggested a variety of red sandstone known 
 as Have'rstraw freestone. This kind of stone, in the form of 
 2-inch cubes, had been found to yield under an average load of 
 4350 pounds per square inch of bed-surface, and the grain, 
 though somewhat coarse, appeared to be rather uniform. 
 
 Cubes of this material varying, by increments of an inch, 
 from one inch to twelve inches on a side were prepared, four 
 cubes of each size being made. Two sets of prisms, square in 
 cross-section and with varying heights less than that of corre- 
 sponding cubes, were also prepared. One set measured ^' X 
 4'^ on the bed-surface, the other 8'^ X 8'^ Each sample of 
 sandstone was wrought to its proper form by a skilled stone- 
 cutter and the bed-faces were rubbed plane. 
 
 Cubes and prisms of neat cement were prepared, in order 
 that a material presumably of as nearly homogeneous texture 
 as practicable might be tested. A quantity of Dyckerhoff's 
 Portland cement (from Amoeneburg on the Rhine, Germany) 
 being on hand, this brand was employed. The sides of the 
 cubes made of this cement varied by increments of an inch 
 from one inch to twelve inches. There were six samples of 
 each size. To these were added three sets of square prisms 
 of less height than corresponding cubes ; their bed-faces meas- 
 uring A^' X 4' ■> '^" X 8'' and \2" X ^2" respectively. 
 
 As little water as practicable was used in preparing the 
 cement for the moulds. The moulds were boxes of pine 
 wood, without top or bottom, smooth inside and held together 
 by bolts passing through opposite sides beyond the ends. 
 The bottom was formed by placing the mould upon a smooth 
 bluestone flag, and the interior of the box was well greased 
 to prevent adhesion of the damp material. The moistened 
 cement was put into the box and gradually consolidated by 
 tamping, using a hammer of about four pounds weight, and a 
 follower consisting of a short stick of hard wood. 
 
 The blocks were taken from the moulds as soon as they 
 could be safely handled, the smallest a short time after being 
 
CHARACTER AND FORM OF SPECIMENS TESTED. 9 
 
 formed, the largest in about twelve hours. They were then 
 buried in sand on the floor of one of the casemates of Fort 
 Tompkins, not only to keep them moist, but as a precaution 
 against frost and changes of temperature generally. They re- 
 mained there until taken to the Watertown Arsenal to be 
 tested. 
 
 A number of mortar and concrete cubes of various sizes 
 were made, using different brands of American cements. 
 
 Of the brand known as Norton's cement, four different sets 
 of cubes were made. Each set comprised duplicate cubes of the 
 dimensions generally of 4 inches, 6 inches, 8 inches, 12 inches, 
 and 16 inches on the edge. Their composition was as follows: 
 
 First Set. — Cubes of mortar: proportion, i vol. cement 
 paste, i-J vols. sand. 
 
 Second Set. — Cubes of concrete : proportion, i vol. cement 
 paste, i^ vols, sand, and 6 vols, broken stone. 
 
 Third Set. — Cubes of mortar: proportion, i vol. cement 
 paste, 3 vols. sand. 
 
 Fourth Set. — Cubes of concrete : proportion, i vol. cement 
 paste, 3 vols, sand, and 6 vols, broken stone. 
 
 Two sets of mortar and concrete cubes, corresponding as to 
 sizes and numbers of blocks to those of Norton's cement, were 
 made of the brand known as National Portland cement. 
 
 First Set. — Cubes of mortar: proportion, i vol. cement 
 paste, and 3 Vols. sand. 
 
 Second Set. — Cubes of concrete : proportion, i vol. cement 
 paste, 3 vols, sand, and 6 vols, broken stone. 
 
 Two sets of mortar and concrete cubes were prepared with 
 the cement known in market as the Newark Company's Rosen- 
 dale cement. 
 
 The first set was formed of mortar, in the proportion of i 
 vol. cement, dry measure, to 3 vols. sand. It comprised dupli- 
 cate cubes, varying by increments of 2 inches from 2 inches to 
 16 inches on a side. 
 
 The second set was made of concrete, in the proportion of 
 I vol. cement, dry measure, 3 vols, sand, 2 vols, gravel, and 4 
 vols, broken stone. It comprised duplicate cubes, varying 
 by increments of 2 inches from 4 inches to 18 inches on a side. 
 
lO OBJECT OF EXPERIMENTS, 
 
 In preparing the mortar, the cement paste was first made 
 with as little water as practicable ; to this the sand was added, 
 thus forming a stiff mortar. For concrete blocks, gravel and 
 broken stone were added in the requisite proportions, and the 
 whole mass was thoroughly worked and mixed. In some in- 
 stances when needed, the broken stone and gravel were first 
 dampened by slightly sprinkling with water. The moulds were 
 of the same kind as used for the cubes of neat cement. The 
 material in the larger moulds was consolidated by ramming 
 with a conical-pointed iron rammer of about eight pounds 
 weight, two feet in length, and one inch in diameter. A lighter 
 rammer was used for the smaller blocks. 
 
 Silicious, fresh-water sand was used in making the mortars. 
 The broken stone for the concretes was of nut size, angular 
 and sharp-edged, and consisted of a gray variety of hard and 
 tough limestone. 
 
 All of the mortar and concrete blocks were kept buried in 
 sand in a casemate of Fort Tompkins until they were shipped 
 to the place of testing. 
 
 Incidentally it was thought desirable to make a few tests of 
 the crushing strength of brick in the form of short piers. Six 
 piers were built, each about 12 inches (i-J brick) square in cross- 
 section, and six courses in height, with a strong bluestone flag 
 at either end. Common hard North River bricks were used, 
 averaging about 8 inches in length, 3I- inches in width, and 2\ 
 inches in thickness. The mortar was made of one part of the 
 Newark Company's Rosendale cement and two parts of sand. 
 No special care was taken in building the piers, as it was in- 
 tended that they should represent ordinary, average brick- 
 work. The mortar joints averaged about fths of an inch in 
 thickness. 
 
 The blocks made of Dyckerhoff's and of the Newark Com- 
 pany's Rosendale cement were from i year 10 months to i 
 year 1 1 months old when crushed ; the brick piers had nearly 
 the same age ; the cubes made with Norton's and National 
 Portland cement were about 3 years 10 months old. The 
 exact age of each sample when broken is given in the accom- 
 panying general tables. 
 
CHAPTER III. 
 DESCRIPTION OF TESTS. 
 
 In ascertaining the compressive strength of columns or 
 prisms with flat, square ends, it is necessary that the two end- 
 surfaces should be parallel to each other, and that these sur- 
 faces should be smooth and plane. It is extremely difficult, if 
 not practically impossible, to dress and finish natural stone or 
 to mould artificial stone so accurately as to fulfil strictly these 
 conditions, and the difficulty increases with the size of the 
 specimen. 
 
 The pressing-surfaces of the heads of both the stationary 
 and the movable holder of the Watertown machine, one 
 of them being of gun-iron, the other of cast steel, are as 
 truly plane and smooth as the best mechanical skill can make 
 them ; they are finished to a degree which cannot be attained 
 with relatively coarse-grained material such as freestone, cem- 
 ent, mortars, and concrete. The movable holder of the 
 straining-press had a strong adjustable head-plate, by means of 
 which the bed-surfaces of those test-pieces whose ends were 
 not truly parallel could be brought into close contact with the 
 faces of the holder-plates. 
 
 Another difficulty became manifest soon after beginning 
 the testing operations. The cubes of neat cement which were 
 first subjected to testing had been prepared with great care, 
 but in a number of instances it was noticed that their beds 
 were not in contact with the holder-plates at all points, in con- 
 sequence of their being either slightly warped, rounded, or 
 otherwise deficient. These irregularities were in reality very 
 slight, and would not have been of any importance in practical 
 work, but it was decided that they could not be ignored when 
 comparing the strength of various-sized samples of the same 
 material. Since similar irregularities were observed in a num- 
 
12 DESCRIPTION OF TESTS. 
 
 ber of samples of freestone, and in the mortar and concrete 
 blocks, some method of finishing off the upper and lower bed- 
 faces, so as to secure plane and parallel surfaces, had to be de- 
 vised. 
 
 A preliminary trial was made with a 3-inch cube of neat 
 cement, one bed of which was somewhat deficient. It was put 
 in a lathe and faced with a steel cutter. The result was satis- 
 factory; but it became apparent that this method of treating 
 many samples, especially the larger ones, would be objection- 
 ably slow, inasmuch as the cutter wore out very rapidly. 
 
 The use of an emery-wheel was then suggested, and experi- 
 ments were made with one small sample of each kind of ma- 
 terial. Satisfactory results were obtained with the cement 
 blocks, but the surface was glazed ; the freestone was tolerably 
 well finished, but when tried on mortar and concrete the pro- 
 cess failed. 
 
 The experiments having been partially successful, it seemed 
 desirable to rig up a large lathe at the arsenal with the neces- 
 sary machinery for mounting a 14-inch emery-wheel to face 
 deficient cubes of freestone and cement measuring as much as 
 12 inches on a side, although the mortars and concretes would 
 have to be treated differently. The plan had to be abandoned, 
 however, as the lathe was otherwise employed, and could not 
 be spared for this purpose. 
 
 The method previously followed at the Watertown Arsenal 
 when testing the crushing strength of brick piers, under direc- 
 tion of Colonel T. T. S. Laidley, late commanding officer at 
 the arsenal, was next tried. Those piers were hoisted into 
 position between the pressure-heads of the testing-machine, 
 which just touched their end-faces. The joints of the bottom 
 and of the two vertical sides (the pier lying horizontally, as re- 
 quired by the construction of the testing-machine) were first 
 closed with a stiff paste of plaster of Paris ; when the plaster 
 joints were dry and hard, semi-fluid plaster paste was poured 
 in at the top joints until every cavity between the pier-head 
 and iron plate was thought to be filled. The plaster was al- 
 lowed to harden for 24 or 36 hours, and the pressure then put 
 on. 
 
DESCRIPTION OF TESTS. 13 
 
 This process would of course have been too tedious where 
 many cubes and prisms had to be tested, but the advantage of 
 finishing off the beds with a thin coating of plaster paste, which 
 gave them a smooth surface corresponding to that of the press- 
 ing-plates of the machine, was obvious. 
 
 The addition of a plaster coating of such minute thickness 
 could not, in any appreciable degree, modify the behavior of 
 the specimen while being compressed. 
 
 The actual method adopted was as follows : Some large, 
 heavy, smoothly-planed cast-iron plates were procured, and 
 placed horizontally upon low supports resting upon the floor 
 of one of the shops of the arsenal. The upper surface of each 
 plate was oiled, and a thin layer of rather stiff paste of plaster 
 of Paris poured upon it. The face of the cube or prism to be 
 plastered was next washed with diluted paste ; the piece was 
 then carefully placed upon the iron plate, pressing it firmly 
 into the plaster bed. It remained there undisturbed for about 
 half an hour, and was then lifted off ; a thin layer or skin of 
 plaster adhered to the face of the piece, presenting a smooth, 
 plane, and marble-like surface. The opposite face was then 
 similarly treated. The length of the piece, from bed to bed, 
 was carefully measured to the nearest one-hundredth of an 
 inch, both with and without plaster. The dimensions of its 
 cross-section were taken in like manner. The plaster was al- 
 lowed to harden for about 36 or 48 hours before the sample 
 was tested. 
 
 In the case of all of the mortar cubes and of half of the 
 concrete cubes made with the Newark Company's Rosendale 
 cement, cushions of pine-wood were interposed between the 
 plastered heads of the specimen and the machine-heads. The 
 use of such cushions was dispensed with while testing the 
 other kinds of material. 
 
 While ascertaining the crushing strength of specimens, the 
 rate of compression as the load was gradually increased was 
 also measured in a number of cases. 
 
 The amount of compression or extension of the specimen 
 was measured by a micrometer designed by Mr. J. E. Howard, 
 the engineer of the testing-machine. This instrument consists 
 
14 DESCRIPTION OF TESTS. 
 
 essentially of two flat bars, holding between them a little arbor 
 upon which a graduated circle or limb is mounted. One end 
 of one bar is clamped to the movable holder of the straining- 
 press, and the farther end of the other bar to the stationary 
 holder of the machine. As soon as compression begins, the 
 movable holder moves towards the stationary holder, carrying 
 the bar which is clamped to it in the same direction ; the arbor 
 being held tightly between the two bars is made by friction to 
 rotate, carrying with it the circular limb. The graduation 
 reads to one-thousandth of an inch ; but a practised eye can 
 estimate ten-thousandths of an inch with considerable accu- 
 racy. 
 
 This micrometer was used in all tests of samples of eight 
 inches in height and upwards. 
 
 Since the testing-machine is so constructed that the mov- 
 ing force, whether applied for tension or for compression, acts 
 in a horizontal direction, some pressure must be applied for 
 the purpose of holding the specimen in its proper position 
 between the machine-heads. An initial pressure of 5000 
 pounds was put on for holding the larger cubes, and a less 
 pressure for the smaller or weaker samples. At this initial 
 pressure the graduated limb was set at zero. 
 
 As the load was gradually increased, the amount of com- 
 pression was read off and noted. At certain intervals the 
 strain was relaxed, returning to the initial pressure. The set, 
 if any, was noted, and the straining-press again put to work. 
 
 The results of these micrometer measurements for com- 
 pression and set are given in Special Tables I. to X., and in the 
 diagram sheets I. to VIII. accompanying this report. 
 
 To facilitate comparison of the curves of compression they 
 are all drawn to tlie same scale ; the ordinates representing the 
 pressure in pounds, and the abscissas the amount of compres- 
 sion in inches. With few exceptions the diagrams show that 
 during the first stages of applying the pressure the compression 
 of the piece takes place at a comparatively rapid and uneven 
 rate. The curve is -irregular, and more or less convex toward 
 the axis of abscissas. As the load increases the curve gradu- 
 ally straightens, and later on becomes concave, inclining to- 
 
DESCRIPTION OF TESTS. I 5 
 
 ward the horizontal axis. This concavity is much more 
 marked with the mortars and concretes than with the cements 
 and freestone. In discussing the results obtained with the 
 several kinds of material tested, the phenomena attending 
 compression and set will be briefly considered. 
 
CHAPTER TY. 
 
 TESTS OF HAVERSTRAW FREESTONE. 
 
 This stone belongs to the class known as brownstone, its 
 color being a warm and somewhat dark reddish-brown. It is 
 of moderate fineness of grain, and apparently rather homoge- 
 neous in texture. In some instances, however, samples after 
 fracture showed distinct traces of lamination, thin seams or 
 strata of coarser grain parallel to the bed being visible. The 
 average weight of this material was about 136.5 pounds per 
 cubic foot, the specific gravity being 2.184. 
 
 PHENOMENA ATTENDING FAILURE OF SPECIMENS. 
 
 The usual manner in which cubes of amorphous stone fail 
 under a crushing load was again illustrated by this ' material. 
 The principal fragments generally consisted of two irregular 
 pyramids, more or less fully developed, with the bed-faces, or 
 rather the larger portion of the same, as bases. The lateral 
 parts of the cubes were forced off the sides of the pyramidal 
 core, forming occasionally comparatively large slabs. One or 
 two of the sides of a cube sometimes split off nearly entire ; 
 but as a rule they broke off in smaller fragments. The ma- 
 terial remaining between these fragments and the pyramids 
 was well disintegrated, and partially ground to powder of vari- 
 ous degrees of fineness. In several cases but one pyramid was 
 fairly developed — apparently at the expense of the opposite 
 one. In numerous instances the two pyramids remained 
 loosely connected after fracture, having the appearance of 
 sliding past each other, instead of abutting with their apexes. 
 This condition was occasionally modified by one pyramid 
 seeming to pierce the other, leaving in the latter, when the. 
 
TESTS OF HA VERSTRA W FREESTONE. 1/ 
 
 former was detached from it, a crater-like recess, as shown in 
 sketch, the dotted areas in which repre- 
 sent the lateral pieces and ground mate- 
 rial broken off at the moment of frac- 
 ture. It seems as if the cube had 
 yielded before sufficient pressure could be 
 brought to bear on pyramid a to shear off 
 the fragment c still adhering to pyramid b. f^^ 
 
 When only one pyramid was formed ^-^^ 
 it was generally well developed, and in some cases its apex 
 reached nearly to the opposite bed-face. 
 
 The production of but one pyramid is perhaps an indica- 
 tion of a peculiar structural condition of the stone, combined 
 with approximate parallelism of the end-faces of the cube and 
 a proper uniform bearing of the latter against the pressing- 
 plates of the testing-machine. If the substance cementing 
 together the quartz particles of the material is rather more in- 
 durated at one end of the specimen than at the other, the 
 molecular motion induced by the pressure will be more pro- 
 nounced at the latter end, and the formation of an opposing 
 pyramid be prevented. Mr. Rennie mentions as "a curious, 
 fact in the rupture of amorphous stones, that pyramids are 
 formed, having for their base the upper side of the cube next 
 the l^ver, the action of which displaces the sides of the cubes,, 
 precisely as if a wedge had operated between them." Mr., 
 Clark says, concerning sandstones, that *' after fracture the 
 upper portion generally retained the form of an inverted 
 square pyramid, very symmetrical, the sides bulging away in 
 pieces all round." 
 
 The conclusion derived from the above quotations, that the 
 base of a solitary pyramid is generally found next the moving 
 or driving head of the press, was not entirely corroborated in 
 the Watertown experiments, although the phenomenon seems 
 to occur more frequently at that end than at the opposite one. 
 The assumption of a slight decrease or increase in the strength 
 of the cementing material from one end of the cube to the 
 other would go far to explain the matter. There exist also 
 many gradations from the formation of a large isolated pyramid 
 
1 8 TESTS OF HA VEJiSTRA W FREESTONE. 
 
 to that of two smaller but well-developed pyramids. Frequent- 
 ly one of the two pyramids preponderated in size and regularity 
 of form, while the other was only rudimentary. 
 
 Without exception, the Haverstraw freestone yielded either 
 suddenly, without previous warning, or the first crack or other 
 evidences of destructive strain appeared only when the ultimate 
 load had been nearly reached. All cubes, and more especially 
 those from six inches on a side upwards, burst with a dull explo- 
 sive sound. 
 
 Of the several varieties of material experimented upon at 
 the Watertown Arsenal, the samples of freestone were the last 
 to be tested, as they were considered to be the most important. 
 They represented the only. species of natural stone provided; 
 and in crushing them and drawing deductions from the results 
 it was thought advisable to utilize the information obtained in 
 testing samples of artificial building material. With the latter 
 there is always more or less doubt as to the relative condition 
 of large and small cubes of the same kind. It is quite probable 
 that a i-inch or 2-inch cube of such material will season sooner 
 than an 8-inch or 1 2-inch cube. "With every additional inch 
 of a cube it is reasonable to assume that its age ought to be 
 increased to render its actual condition similar to that of a 
 smaller cube. Moreover, the amount of labor to be expended 
 in moulding different sizes of cubes or prisms to consolidate 
 them equally requires a nicety of adjustment not attainable in 
 practice. 
 
 This difficulty does not exist with quarried natural stone. 
 If all of the samples are taken from the same part of the quarry, 
 and treated exactly alike, it is to be presumed that the results 
 of the tests are fairly comparable. 
 
 PREPARATION OF BED-FACES OF SPECIMENS. 
 
 In order to develop the full strength of the stone it was 
 necessary to decide upon a method of finishing the beds of the 
 samples, so as to insure a uniform bearing against the smooth 
 holder-plates of the machine. 
 
 The cubes ranged by increments of an inch from one inch 
 
TESTS OF HA VERSTRA W FREESTONE. 
 
 19 
 
 to twelve inches on a side. There were four samples of each 
 set, except the i-inch set, of which there were only two. 
 
 The 2-inch, 3-inch, 4-inch, and 5-inch sets were selected for 
 making preliminary comparative tests. Two samples of each 
 of these sizes were once more carefully rubbed with water and 
 fine sand upon a smooth iron plate until their beds were as 
 smooth and plane as it was possible to make them. The 
 other four pairs were simply plastered, the slight unevenness 
 of their faces being covered and smoothed off by a film of 
 plaster of Paris. 
 
 The following table, corrected from General Table I. for 
 observed pressure per square inch of bed-surface, shows the re- 
 sults of these comparative tests : 
 
 TABLE A. 
 
 Crushing Resistance of Cubes of Haverstraw Freestone with their 
 Bed-faces finished by Extra Rubbing and by Plastering. 
 
 
 Rubbed Beds. 
 
 Plastered Beds. 
 
 Size. 
 
 Strength of 
 Cube. 
 
 Average 
 Strength. 
 
 Strength of 
 Cube. 
 
 Average 
 Strength. 
 
 2-inch Cube 
 
 23,816 lbs. 
 
 22,988 lbs. 
 
 55,638 lbs. 
 
 52,191 lbs. 
 101,456 lbs, 
 
 85,440 lbs. 
 141,450 lbs. 
 132,525 lbs. 
 
 j. 23,402 lbs. 
 (. 53,914 lbs. 
 l 93,448 lbs. 
 C 136,987 lbs. 
 
 26,856 lbs. 
 
 22,348 lbs. 
 
 64,818 lbs. 
 
 52,155 lbs. 
 
 95,200 lbs. 
 
 99,408 lbs. 
 201,300 lbs. 
 170,700 lbs. 
 
 \ 
 
 2-inch Cube 
 
 \ 24,602 lbs. 
 
 3-inch Cube 
 
 3-inch Cube 
 
 I 58,486 lbs. 
 
 4-inch Cube 
 
 ) 
 
 4_inch Cube 
 
 I 97.304 lbs. 
 
 5-inch Cube 
 
 ) 
 
 5-inch Cube 
 
 I 186,000 lbs. 
 
 
 
 The results exhibited in this table indicated that it would 
 be safe to plaster the bed-faces of the remaining cubes as well 
 as those of the prismatic slabs of freestone. This economical 
 and convenient mode of preparing stone samples for compres- 
 sive tests appears to be trustworthy when the beds have been 
 previously rendered as smooth and true as possible by ham- 
 mer, chisel, and by rubbing, and when the film of plaster is as 
 thin as possible. 
 
 The tests were carried as far as the capacity of the machine 
 permitted. Three of the 12-inch cubes resisted the maximum 
 
20 TESTS OF HA VERSTRA W FREESTONE. 
 
 load of 800,000 pounds ; they were subsequently tested com- 
 bined as a pier. One of the lo-inch cubes exhibited unex- 
 pected strength as compared with other cubes of the same 
 size ; it was not broken under the maximum load, while the 
 weakest stone of that set failed under a pressure of 521,000 
 pounds. 
 
 The average resistance of 9-inch cubes per square inch of 
 surface under pressure varied from 5494 to 7886 pounds. 
 There was not much difference in strength between the indi- 
 vidual samples in the sets of 6-inch, 7-inch, and 8-inch cubes, 
 respectively ; but the average strength of the 6-inch cubes con- 
 siderably exceeded that of the other two sets named. The 
 highest average resistance per square inch of bed-surf ace. was 
 obtained with the i-inch, 5-inch, and 6-inch cubes, being over 
 7000 pounds ; the mean strength per square inch of bed-surface 
 of the 2-inch, 3-inch, and 4-inch cubes was 6150, 6498, and 6081 
 pounds, respectively. These data refer to cubes whose beds 
 had been plastered for uniformity of comparison. 
 
 The variations in the amount of resistance per square inchi 
 of bed-surface developed by individual cubes of each set, and 
 what is more important, between the various sets themselves, 
 show the necessity of a great number of tests to secure a suffi- 
 ciently reliable estimate of the average strength of freestone^ 
 and probably of any other variety of building stone. 
 
 COMPRESSIVE RESISTANCE OF VARIOUS-SIZED CUBES. 
 
 The experiments which form the subject of this report af- 
 ford data for a further study of the question of the truth of the 
 empirical law derived from former tests made on a small scale, 
 according to which the resistance per square inch of bed-surface 
 of cubes increases in a certain ratio with an increase of their 
 sides. 
 
 In that part of my report of August 10, 1875, in which I 
 discussed the subject of apparent increase of strength of cubes 
 per square inch of bed-surface as the cubes increase in size, it 
 was stated that for cubes of the small size tested it appears 
 that, " if certain cubes of unit dimensions are built together. 
 
TESTS OF HA VERSTRA IV FREESTONE. 21 
 
 with cement equal to their own substance, into a cube of larger 
 dimensions and of homogeneous strength, the resistance to com- 
 pression per square inch of bed-surface increases as the half- 
 ordinates of a cubic parabola." 
 
 The equation given for the curve was 
 
 in which a = average pressure in pounds required to crush a 
 i-inch cube; 
 ^ = pressure in pounds per square inch of bed that 
 would crush a cube the side of which measures 
 X inches. 
 
 This empirical law was based upon two series of tests. One 
 series comprised cubes of yellowish-gray Berea stone, increas- 
 ing by increments of ^ of an inch, from J of an inch to 3 inches 
 on a side, with the addition of a single 4-inch cube, ail crushed 
 between wooden cushion-blocks. The other series consisted 
 of cubes of bluish Berea stone from i inch to 2f inches on a 
 side, broken between steel plates. 
 
 The curve-diagrams constructed from the average results of 
 these tests show a very close approximation to the require- 
 ments of the law, excepting only the 2j-inch cubes of the 
 second series. 
 
 It was further stated, that it is doubtful whether this law 
 continues up to the ordinary dimensions of building blocks, 
 and that it was not borne out by experiments made in the 
 Brooklyn Navy Yard with a 2000-ton press, by which five i i-inch 
 cubes of Berea stone were crushed. The report went on to say, 
 " Whether the action of these stones [the i i-inch Berea cubes] 
 was anomalous from specific causes, or whether from general 
 causes the law of the increase of strength per square inch fails 
 at a particular value of .r, it is impossible to say positively with- 
 out additional trials. But these large stones broke invariably 
 by splitting vertically in large flakes or sheets, varying from 2 
 inches to J of an inch in thickness, and quite regular over the 
 greatest part of their surfaces of fracture, especially the thinner 
 ones. It is by no means impossible that all rocks have, more 
 
22 
 
 TESTS OF HA VERSTRA W FREESTONE. 
 
 or less, a series of joints, somewhat resembling slaty cleavage, 
 along which they open more easily than in any other direc- 
 tion. . . . They [the ii-inch cubes] crushed at somewhat less 
 recorded resistance per square inch of bed than 2-inch cubes of 
 the same stone." 
 
 The recent tests at the Watertown Arsenal also failed to show 
 the continuance of this law beyond small cubes. 
 
 There is not much information in published works on the 
 compressive strength of stone cubes of various sizes. The fol- 
 lowing table gives some results obtained by foreign experiment- 
 ers: 
 
 TABLE B. 
 
 Compressive Strength of Cubes of British Building-stone. 
 
 Kind of Stone. 
 
 Length 
 of Side 
 of Cube. 
 
 Inches. 
 
 Crushing 
 Weight per 
 square inch. 
 
 Gross Tons. 
 
 Authority. 
 
 Aberdeen blue granite 
 
 Aberdeen blue granite 
 
 Peterhead granite 
 
 I 
 
 li 
 I 
 
 li 
 I 
 
 li 
 I 
 
 2 
 I 
 
 2 
 
 I 
 2 
 2 
 I 
 2 
 
 3-47 
 4.87 
 2.80 
 3.70 
 2.50 
 2.70 
 1.40 
 2.45 
 3-50 
 
 1-43 
 2.70 
 2.03 
 1.66 
 1. 17 
 1.50 
 1.74 
 
 0.54 ^ 
 0.66 
 
 Vicat. 
 
 Rennie. 
 
 Vicat, 
 
 Peterhead granite 
 
 Rennie. 
 
 Bramley Fall sandstone. . . . 
 Bramley Fall sandstone. . . . 
 
 Craigleith sandstone 
 
 Craigleith sandstone 
 
 Craigleith sandstone 
 
 White statuary marble 
 
 White statuary marble ..... 
 
 Portland limestone 
 
 Portland limestone 
 
 Vicat. 
 
 Rennie. 
 
 Vicat. 
 
 Rennie. 
 j Commissioners on stone 
 \ for Houses of Parliament. 
 
 Rennie. 
 
 Rennie. 
 Rennie. 
 Rennie. 
 
 Portland limestone 
 
 Vicat. 
 
 Portland limestone.. . . ..... 
 
 Institute British Architects, 
 
 Portland limestone 
 
 j Commissioners on stone 
 ( for Houses of Parliament, 
 
 Vicat. 
 j Commissioners on stone 
 \ for Houses of Parliament. 
 
 Bath (Box) limestone 
 
 Bath (Box) limestone 
 
 This table shows that the experiments were confined to 
 
TESTS OF HA VERSTRA W FREESTONE. 23 
 
 small cubes ; that except in one case the strength of different 
 sizes of cubes of apparently the same kind of stone was deter- 
 mined by different parties ; and that in all cases but one (Port- 
 land limestone by Rennie) the larger cube is decidedly stronger 
 per square inch of surface under compression than the smaller 
 one of the same kind. The ratio of increase of strength varies, 
 however, with the several classes of stone. With some varie- 
 ties, viz., Bramley Fall sandstone, statuary marble, Portland 
 limestone (referring to the tests by Vicat and by the Commis- 
 sioners on stone for the Houses of Parliament, respectively), 
 and Bath limestone, the increase is approximately in conform- 
 ity to the cubic formula given in my former report. The ob- 
 served strength of Aberdeen granite is about 10 per cent lower 
 than required by the formula, while that of Peterhead granite 
 is 13.3 per cent greater. The actual strength of the i^-inch 
 and 2-inch cubes of Craigleith sandstone, as compared with that 
 of the i-inch cube, is about 35 and 50 per cent, respectively, in 
 excess of their computed strengths. 
 
 Againj according to Barlow, Portland stone crushes at from 
 1384 to 4000 pounds per square inch ; but in the experiments 
 by the Royal Institute of British Architects (1864) the mean 
 resistance to crushing, per square inch, was, for 2-inch cubes, 
 2576 pounds; for 4-inch cubes, 4099 pounds; and for 6-inch 
 cubes, 4300 pounds. These experiments show an increase in 
 strength of the 4-inch over the 2-inch cubes, in the ratio of the 
 cube root of the square of the side instead of the cube root of 
 the side, as in the Staten Island formula; the strength of the 
 6-inch cube, compared with that of the 2-inch cube, increased 
 about in the proportion of the square root of the side. 
 
 Rondelet, according to Hodgkinson, found that cubes of 
 malleable iron and prisms of various kinds of stone were crushed 
 under loads which varied directly as their areas. Rennie's 
 experiments with cast-iron and wood make it appear that the 
 resistance, particularly in wood, increases in a higher ratio than 
 the area. 
 
 In an article in The Builder, 1872, the writer says that, 
 ^* with regard to the supposition that the crushing strength of 
 stone increases with the size of blocks, there has yet been too 
 
24 TESTS OF II A VERSTRA W FREESTONE. 
 
 little proof put forward on which to lay down any law. In 
 fact, the few experiments made by Mr. Kirkaldy bearing on 
 this subject, some of the results of which have been placed at 
 my disposal, go to prove that there is no increase in the resist- 
 ance to crushing, consequent upon increase in the size of the 
 blocks." 
 
 The average strength of i-inch cubes of Haverstraw free- 
 stone tested at the Watertown Arsenal was 7030 pounds per 
 square inch. This was exceeded by the 5-inch and 6-inch cubes, 
 which yielded under average pressures of 7440 and 7354 pounds, 
 respectively. According to the law deduced from the Staten 
 Island experiments, we have 
 
 y — a Vx = a X ^°-''' ; 
 
 but actually we have for 5-inch freestone cubes, j/ = a X ^°*°^^ ; 
 for 6-inch cubes, jj/ = a X ^''*''^*; a being = 7030 pounds. 
 
 On the supposition that the two i-inch cubes were of excep- 
 tional strength, and taking the 2-inch cubes, the average strength 
 of which was 6150 pounds per square inch, as a basis for com- 
 parison, we obtain results approaching more nearly to the for- 
 mula. The value of a would then, of course, be reduced. In 
 this case we have for the average of the 5-inch cubes j/ = a X ^'^'^\ 
 and for the strongest of the two (8052 pounds per square inch) 
 as much as jj/ = <^ X •^*'■^ or a Vx. For the 6-inch cubes (aver- 
 age 7354 pounds) we get j/ z= a X x^''- The strongest of the 
 lO-inch cubes could not be crushed under the maximum load 
 of 800,000 pounds, but a slight seam was opened along one 
 corner. Assuming that the piece might have yielded under a 
 pressure of 840,000 pounds, its crushing load would have been 
 8400 pounds per square inch, which, as compared with the 
 2-inch cube, would be equivalent to 
 
 J/ z=z a X Vic = a . x°'^. 
 
 When it is considered that the experiments at Staten Isl- 
 and, on which the law of increasing resistance with increasing 
 size of cubes is based, were conducted with the greatest care, 
 it may well be asked why the rule which has been proved to 
 
TESTS OF HAVERSTRAW FREESTONE. 2$ 
 
 be applicable to a series of small cubes of Berea sandstone 
 either actually fails or only partially and incompletely applies 
 to the larger cubes. The answer to this question is implied in 
 the quotation already made from the former report. 
 
 In preparing small cubes for the tests, the soundest pieces 
 are necessarily selected ; any material in which flaws, hair 
 cracks, or any other deficiencies can be detected on careful 
 examination, is rejected. The test-piece is naturally designed 
 to be a perfectly sound specimen of its class. Within rather 
 narrow limits, it is possible that, owing to such careful selection, 
 pieces of the same kind of material but of varying sizes are 
 uniform as to texture and identical in homogeneity, and under 
 such conditions it may be taken for granted that some law ap- 
 proximately applies. 
 
 The difficulty of close examination and proper selection in- 
 creases with the greater size of cubes. The stone appears, 
 perhaps, on the outside, quite sound and of uniform texture, 
 but through its mass it may want homogeneity of structure ; the 
 material cementing together the grains may be weak in parts, 
 and the grains themselves of varying strength ; and there may 
 be cavities, cracks, and soft patches inside of the mass. These 
 defects can be discovered when a large block is split to cut it 
 into smaller cubes, for which the soundest parts are chosen ; 
 but 'the probability that the specimen contains unsound parts 
 increases with' the size. This will also explain the fact that 
 cubes of the same size and kind occasionally vary greatly in 
 strength. The weakest of the 9-inch freestone cubes had 35 
 per cent less resistance than the strongest ; and the weakest of 
 the lo-inch cubes probably fully 60 percent less than the strong- 
 est of that kind. 
 
 In practice, a comparatively large cube ceases to be a unit, 
 but is rather a conglomerate of smaller irregular pieces, joined 
 together by a cementing substance of varied strength, and per- 
 haps partially separated by minute cracks, cavities, or pores. 
 Under such conditions the stone cannot develop the same 
 strength as if it were a true unit. 
 
 In other words, according to the quotation referred to, 
 cubes of certain unit dimensions may be conceived to be built 
 
26 l^ESTS OF HA VERSTRA W FREESTONE. 
 
 together with cement equal in strength to their own substance, 
 into a cube of greater size, producing a true monoHth of homo- 
 geneous structure and corresponding strength. 
 
 Judging from the tests made with small cubes of Berea 
 stone, we should expect the resistance to compression per square 
 inch of bed-surface of a true monolith to materially increase 
 with its size. Even assuming the masses of which an actual 
 specimen is built up to be of uniform strength, especially when 
 of the quartzose variety, it is probable that the cementing sub- 
 stance, whether silica, carbonate of lime or magnesia, oxide of 
 iron, alumina, or mixtures of one or more of them, is of variable 
 strength and density in different parts of the stone ; its adhesion 
 to the parts it binds together maybe less perfect at some places 
 than at others ; and the actual ultimate resistance of an appar- 
 ent monolith will then be less than the calculated one. As the 
 loading progresses, incipient cracks, quite imperceptible to the 
 observer, will be formed where the cementing substance is 
 weakest, and seams of more or less extent will open, much as 
 in brickwork under pressure. With brittle material like free- 
 stone, the very jar of sudden internal yielding will act like a 
 blow on adjacent parts, weaken the cohesion of the cement in 
 the vicinity and its adhesion to the unit particles it binds to- 
 gether, and further yielding will ensue. If these initial, though 
 inappreciable, cracks run about parallel to the bed, the aggre- 
 gate cube ceases to be a monolith ; and it is known and has 
 been again proved by tests made in that direction at the Water- 
 town Arsenal, that a cube built up in several courses is inferior 
 in strength to a solid cube. The conditions are more unfavor- 
 able when, owing to defective strength of the cementing sub- 
 stance, initial cracks open approximately parallel to the line of 
 pressure ; the stone will then be divided into irregular columns, 
 the heights of which may considerably exceed the least dimen- 
 sion of their cross-section, inducing transverse bending or bulg- 
 ing, and premature separation of parts by cleavage and splintering 
 off. It is more probable, however, that early partial yielding 
 occurs in a more complicated manner, or in various oblique 
 directions through the mass, which will still more favor disin- 
 tegration under a comparatively moderate pressure. In former 
 
TESTS OF HA VERSTRA W FREESTONE. 2/ 
 
 experiments at Staten Island several samples of sandstone, in 
 the form of 2-inch cubes, displayed greater strength when broken 
 on edge than when crushed on bed. It may be inferred from 
 this that the cubes broken on bed had weak cement joints in a 
 direction normal to the bed, favoring lateral cleavage ; and that 
 this kind of defect either did not exist, or was at all events of 
 much less consequence, when the cube was broken on edge. It 
 is possible that the clamping action of the holder-plates between 
 which the test-piece is held is reduced in its effect as the dis- 
 tance between them increases. A flaw in a 2-inch cube favor- 
 ing an incipient crack through its central part will not affect 
 the strength to such an extent (from the nearness of the friction- 
 plates) as cracks tending to separate laterally pieces of similar 
 or even greater thickness from a larger cube. 
 
 Perfect homogeneity of structure is necessary to develop the 
 full strength of stone or similar material. That Haverstraw 
 freestone is deficient therein, is shown in the strain-diagram to 
 be referred to hereafter. 
 
 We may safely conclude that those cubes which exhibited 
 the greatest resistance in their class approached most nearly 
 the state^of comparatively perfect condition. We further be 
 lieve that the law, perhaps more or less modified, would be cor- 
 roborated if it were possible to provide a series of cubes of 
 varying sizes, each of which was truly homogeneous through- 
 out. 
 
 Berea sandstone evidently possesses a remarkable degree of 
 homogeneity of structure, at least up to cubes of 3 or 4 inches 
 on a side ; and it is quite possible that if it had been tried in 
 larger pieces, the results would have been approximately in 
 conformity to the empirical law. It failed, however, with 11- 
 inch cubes, as already stated : and might have done so with 
 somewhat inferior sizes. 
 
 With artificial stone, like cement, mortar, and concrete, all 
 of which were consolidated by ramming or tamping in moulds, 
 another element enters the question which influences the 
 strength of the piece. A certain amount of labor in ramming 
 or beating is performed in making, for instance, a i-inch cube. 
 How much work should be applied in consolidating a 2-inch, 
 
2« TESTS OF HAVERSTRAW FREESTONE. 
 
 6-inch, or 12-inch cube? It is known that, within certain limits, 
 repeated rolHng of a wrought-iron bar with accompanying re- 
 duction of cross-section increases its homogeneity and strength, 
 while it also renders it more brittle. It is probable that a cer- 
 tain amount of ramming, with a corresponding weight of the 
 ramming tool, may render a large cube as homogeneous through 
 its entire mass as a reduced amount of work usually expended 
 upon a smaller cube, but the law of this proportion is not known. 
 
 The faces of some of the larger cubes of neat cement, pre- 
 vious to being tested, exhibited numerous minute hair-cracks, 
 crossing each other in all directions, but distinguishable only 
 after moistening the surface. This sort of examination was 
 limited to a few samples; it was presumed that the rest would 
 not differ in that respect. The cracks were evidently due to 
 irregular shrinkage while the cement was setting and hardening. 
 This process naturally went on quicker in the outer crust than 
 in the core of the cube ; in hardening, the contraction of the 
 outer portions was more or less obstructed by the inner mass 
 which had not so far advanced in setting and change of volume. 
 To all appearances the cubes of neat cement were entirely 
 sound and in good condition ; but it is not doubted that these 
 incipient cracks, which must have extended for some depth into 
 the mass of the cube, impaired its strength. In this respect, 
 therefore, the small cubes ought to have been — as they really 
 were — proportionally stronger than the larger ones, since the 
 hardening or seasoning from the shell to the centre must have 
 been quicker, more complete, and more uniform. 
 
 There is no reason to doubt that the cubes of mortar or 
 concrete, which had been moulded in precisely the same manner 
 as the samples of neat cement, would have shown similar hair- 
 cracks caused by shrinkage if their rough exterior had not pre- 
 vented their being distinguished. 
 
 The fact that the cubes of cement, etc., were not kept im- 
 mersed in water, but only covered up with sand, may to some 
 extent account for irregularities in the results. Mr. Whitaker, 
 who conducted numerous experiments for Mr. Grant on behalf 
 of the British Government, found that 12-inch concrete cubes, 
 rammed into moulds by hand-beating with a mallet, reii'.ted 
 
TES7^S OF HAVERSTRAW FREESTONE. 29 
 
 under compression an average of 30 per cent more than concrete 
 cubes of the same size made in the ordinary way ; he also found 
 that 1 2-inch cubes set in water for one year stood a greater 
 weight than those set in air during the same period, while 6-inch 
 cubes were stronp-er set in air than in water. 
 
 We infer from the Watertown experiments that with mate- 
 rial lacking homogeneity of structure the strength of cubes is 
 not as great as required under the law, although significant 
 traces of its applicability may be discovered with pieces which 
 exhibited superior resistance. The question still remains un- 
 settled whether stone, approximately homogeneous, when in 
 the form of larger blocks or cubes exhibits greater compressive 
 strength per square inch of bed-surface than smaller cubes. It 
 would seem to be desirable to continue experiments with the 
 same kind of Berea stone that furnished the data on which 
 the law was founded, and to try other species of building-stone 
 which, from preliminary tests, may promise to possess a high 
 degree of-homogeneity of structure. 
 
 STRENGTH OF SIMPLE AND COMBINED PRISMS OF VARYING 
 
 HEIGHT. 
 
 A number of tests were also made at the Watertown Ar- 
 senal in order to ascertain the behavior and relative compres- 
 sive' strength of square prisms of less height than cubes of the 
 same cross-section. Some of the prisms were made of Haver- 
 straw freestone, and others of neat Dyckerhoff cement. 
 
 On examining and comparing the results obtained with 
 prisms of varying height, it seemed to be possible to express 
 the law connecting strength and form of specimens by some 
 formula. 
 
 Some unit of strength was evidently required to be intro- 
 duced into such a formula. The law referring to the strength 
 of cubes of varying size having been found to be inapplicable 
 to the specimens, the usual method of assuming a unit pressure 
 per square inch of bed-surface, represented by the arithmetical 
 mean of the average crushing resistances of the several sizes of 
 cubes tested, naturally suggested itself. The series of freestone 
 samples actually broken on the first application of the ultimate 
 
30 
 
 TESTS OF HA VERSTRA W FREESTONE. 
 
 pressure within the maximum load of 800,000 pounds embraced 
 cubes from i inch to 1 1 inches on a side, excepting one lo-inch 
 cube. The column of observed loads in the following Table C 
 shows that the arithmetical mean of all the average loads would 
 be 6600 pounds per square inch of bed-surface. But the ob- 
 served crushing strength of the i-inch cubes greatly exceeds 
 that of all other sizes, with the exception of the 5-inch and 
 6-inch cubes ; the cubic contents of the individual prisms are, 
 moreover, from sixteen to several hundred times greater than 
 that of a i-inch cube ; and it seems to be, therefore, justi- 
 
 TABLE C. 
 Compressive Strength of Cubes of Haverstraw Freestone, 
 
 
 Observed Ultimate Loads, in Pounds. 
 
 Computed 
 
 Load of Cube, 
 
 in pounds, on 
 
 the basis of 
 
 6550 pounds 
 
 per square 
 
 inch. 
 
 Excess or 
 
 Deticiency of 
 
 Computed 
 
 Side of 
 Cube. 
 
 Of Cubes, Singly. 
 
 Averages. 
 
 
 Per Square 
 Inch. 
 
 Of Whole 
 Cube. 
 
 Per Square 
 Inch. 
 
 For Whole 
 Cube. 
 
 Load. 
 
 I inch 
 
 1 inch 
 
 2 inch ,. 
 
 2 inch 
 
 3 inch 
 
 3 inch 
 
 4 inch 
 
 4 inch 
 
 5 inch 
 
 5 inch 
 
 6 inch 
 
 6 inch 
 
 6 inch 
 
 6 inch 
 
 7 inch 
 
 7 inch 
 
 7 inch 
 
 7 inch 
 
 8 inch 
 
 8 inch ... 
 
 8 inch 
 
 8 inch 
 
 9 inch 
 
 9 inch 
 
 9 inch 
 
 9 inch 
 
 10 inch 
 
 10 inch 
 
 10 inch 
 
 ID inch 
 
 11 inch 
 
 II inch 
 
 II inch 
 
 II inch 
 
 6,959 
 7,102 
 6,714 
 
 5-587 
 7,202 
 
 5,795 
 5-950 
 6,213 
 8,052 
 6,828 
 
 7,179 
 7,048 
 
 7,471 
 7,719 
 6,115 
 5,728 
 6,590 
 6,190 
 6,219 
 6,674 
 6,040 
 6,152 
 5,769 
 6,989 
 7,836 
 
 5-494 
 
 5,210 
 
 6.638 
 
 8,400* 
 
 6,446 
 
 6,508 
 
 6,453 
 6,440 
 6,270 
 
 6,959 
 
 7,102 
 
 26,856 
 
 22,348 
 
 64,818 
 
 52,155 
 94,200 
 99,408 
 201.300 
 170,700 
 258,444 
 253,728 
 268,956 
 277,884 
 319-635 
 280,673 
 322,910 
 303,310 
 398.016 
 427,136 
 386.560 
 393,728 
 467.289 
 566,109 
 638,766 
 445,014 
 521.000 
 663.800 
 840,000 
 644,600 
 787-468 
 780,813 
 779,240 
 758,670 
 
 1 
 
 \ 7,030 
 
 j 6,150 
 
 \ 6,498 
 
 ■ 6,081 
 
 j- 7,440 
 
 1 
 
 \ 7,354 
 
 1 
 
 !^ 6,156 
 
 J 
 
 1 
 
 1^ 6,271 
 
 J 
 
 j- 6,534 
 
 J 
 
 1 
 
 j- 6,673 
 
 1 
 
 - 6,418 
 
 7,030 
 
 24,600 
 
 58,482 
 
 97,296 
 
 186,000 
 
 264,744 
 301,644 
 
 401,344 
 529,254 
 667,350 
 776,578 
 
 6,550 
 
 26,200 
 
 58,950 
 
 104,800 
 
 163,750 
 
 235,800 
 320,950 
 419,200 
 530,550 
 655,000 
 792,555 
 
 - 7-3^ 
 4- 6.1^ 
 -1- 0.8^ 
 
 + 7-2^ 
 
 -13-6^ 
 
 - 12.3^ 
 
 -1- 6,0^ 
 
 + 4.3^ 
 -j- 0.-2% 
 
 - 1.9^ 
 
 * This lo-inch cube was not crushed under the available maximum load of 8o©,ooo pounds. 
 In the table it is assumed that it might have yielded under 40,000 pounds of additional pres- 
 sure. 
 
TESTS OF HAVERSTRAW FREESTONE. 3 1 
 
 fiable to omit the smallest set of cubes from the calculation. 
 The average crushing load of the several cubes from 2 to 1 1 
 inches on a side is found to be 6550 pounds per square inch, 
 which the following table shows to give quite satisfactory re- 
 sults when the loads thus computed are compared with those 
 actually observed. It should be stated that these observed 
 loads are those only of cubes the beds of which had been plas- 
 tered so as to render the conditions of fracture uniform. 
 
 The greatest differences between computed loads and aver- 
 ages of observed loads are found in the sets of 5-inch and 6- 
 inch cubes, and even there the difference does not reach 14 per 
 cent. It is thought that 6550 pounds, the general average 
 crushing stress per square inch of bed-surface for cubes of 
 Haverstraw freestone, may be considered fairly applicable to 
 prisms of the same kind of material, obtained at the same time 
 from the same part of the quarry, and wrought and tested 
 under precisely the same conditions. 
 
 Prisms of Haverstraw Freestone. — Two series of square 
 prisms of less height than cubes of the same cross-section were 
 tested. 
 
 One series contained prisms 4'' X ^' on bed, and i, 2, and 
 3 inches in height, respectively. The other series measured 
 '^" X '^" on bed, with heights of 2, 3, 4, 5, 6, and 7 inches, re- 
 spectively. There were two prisms to each set. 
 
 It was noticed that the prisms generally gave earlier warn- 
 ing of approaching destruction than the cubes, crackling noises 
 being audible during the later stages of loading. This is 
 probably due to the frictional resistance of the pressing-plates, 
 which, from being nearer together, hold the prisms in a firmer 
 grasp than the cubes, and therefore permit disintegration to 
 proceed without ultimate fracture for a longer period. 
 
 The testing-machine did not prove powerful enough to 
 crush either of the two 8^' X 8'^ X ^" prisms : one of them 
 was apparently almost intact when removed, some small 
 spawls only having cracked off from the edges ; the other had 
 suffered a little more, but both samples would evidently have 
 resisted considerably more pressure. 
 
 In prisms of half the height of corresponding cubes the 
 formation of pyramidal fragments began to be fairly developed, 
 
32 TESTS OF HA VERSTRA W FREESTONE. 
 
 becoming more complete as the height increased. The thinner 
 prisms were simply broken up into numerous small, irregular 
 pieces, besides being to some little extent ground to powder ;^ 
 what core remained could easily be broken up by hand. There 
 were only faint traces of pyramid formation. 
 
 It has long been known to close observers that the com- 
 pressive strength of prisms increases as their height diminishes. 
 Mr. Navier, however, was of the opinion that the force neces- 
 sary to produce crushing is greatest when the piece has the 
 form of a cube, and diminishes when the piece is lower or 
 higher. Mr. Hodgkinson says on this subject : " Shorter speci- 
 mens generally bear more than larger ones of the same di- 
 ameter or dimensions of base. In the shortest specimens frac- 
 ture takes place by the middle becoming flattened and in- 
 creased in breadth (bulged), so as to burst the surrounding 
 parts and cause them to be crumbled and broken in pieces. 
 This is usually the case when the lateral dimensions of the 
 prism are large compared with the height." 
 
 That such spreading out across the middle part of the 
 prism takes place is shown by the chips and spawls that grad- 
 ually fly or drop off from the exposed sides of the piece, 
 leaving a rough, irregularly triangular groove around the 
 prism, or merely a rough, slightly concave indentation, as in the 
 case of the Z" X ^" X '2," freestone prisms which could not be 
 broken. 
 
 A case slightly analogous to that of short prisms under 
 compressive stress occurs in testing the tensile strength of 
 iron, steel, and other metals. A bar of certain cross-section 
 will develop far more tensile resistance when its exposed 
 length is very small compared to its diameter than when it is 
 several times that dimension. Or, as Mr. Kirkaldy deduced 
 from his experiments, '' the breaking strain is materially af- 
 fected by the shape of the specimen. The amount borne was 
 much less when the diameter was uniform for some inches of 
 the length than when confined to a small portion — a peculiar- 
 ity previously unascertained, and not even suspected. It is 
 necessary to know correctly the exact conditions under which 
 any tests are made before we can equitably compare results 
 obtained from different quarters." 
 
2'ESTS OF HAVERSTRAW FREESTONE. 33 
 
 Professor Weyrauch, referring to the above observations, 
 says that the stress for compression should show a similar dif- 
 ference, and that this, according to Bauschinger and others, is 
 found to be the case. 
 
 While the fact of an increase of compressive resistance 
 with a diminution of the height of prism was more or less 
 known, no attempt seems to have been made to determine the 
 probable ratio of such increase when the height of the prism, 
 becomes less than that of a cube. 
 
 In endeavoring to arrive at an empirical law expressing 
 the compressive strength of a prismatic slab, it was considered 
 that as the height of the piece is decreased, the area of bed- 
 surface remaining unchanged, the exposed lateral area becomes, 
 smaller, and the Hability of the material to be forced out side- 
 ways under the internal strain becomes less ; due weight must 
 therefore be given in a formula to this relation. Besides as- 
 suming some general or uniform crushing load per square inch 
 of bed-surface, representing the average obtained from a series 
 of actual tests, it seemed necessary to introduce into the for- 
 mula an expression of the relation between areas of bed and 
 sides ; of the difference between the heights of cube and cor- 
 responding prism ; and of the strength of a cube, the area of 
 whose bed is equal to that of the prism. 
 
 The following formula is given : 
 
 in which W =^ crushing load of prism, in pounds; 
 
 (7— crushing load of a cube having the same area of 
 
 bed as the prism ; 
 m = crushing load of material per square inch ; an 
 average derived from testing a series of cubes 
 of various sizes, and of the same material as 
 the prism ; 
 / = quotient obtained by dividing the area of the 
 bed by the sum of the areas of the sides of 
 the prism ; 
 k =: height of cube of crushing strength C, in inches ; 
 /i^ = height of prism, in inches. 
 3 
 
34 
 
 TESTS OF HAVERSTRAW FREESTONE, 
 
 For Haverstraw freestone, the value of m would be 6550 
 pounds, in accordance with preceding explanations and table. 
 
 The crushing loads obtained by this formula are compared 
 with the results actually obtained with freestone prisms in 
 Table D, in which the beds of prisms are assumed to be true 
 squares. As such, their bed-areas are very slightly different 
 from those of the prisms actually tested ; for which reason the 
 total crushing loads, which are in the table stated to be de- 
 rived from experiment, necessarily vary a little from those 
 given in General Table I. 
 
 TABLE D. 
 
 Compressive Strength of Prisms of Haverstraw Freestone. 
 
 Size and Mark of Prism. 
 
 4" X 
 4" X 
 4"x 
 4"x 
 a" X 
 4" x 
 S" x 
 8" X 
 Z" X 
 8" X 
 .8" X 
 .8" X 
 ,8" X 
 
 8" X 
 S" X 
 S"x 
 
 X 3", a 
 
 X 3", b 
 
 X 2", a 
 
 X 2", b 
 
 X i", a 
 
 X i", b 
 
 X 7", a 
 
 X 7", b 
 
 X 6", a 
 
 X 6", b 
 
 X 5", a 
 
 X 5", b 
 
 X 4", a 
 
 X 4", b 
 
 X 3", a 
 
 X 3", 3 
 
 X 2", « 
 
 X 2", llJ 
 
 Observed Ultimate or 
 Crushing Load in Pounds. 
 
 Of Sample. 
 
 98,256 
 115^456 
 13^5536 
 125,360 
 
 300*544 
 225,136 
 428,096 
 418,368 
 401,984 
 434,432 
 444,268 
 549,804 
 
 597.504 
 497,024 
 656,064 \ 
 
 564,672 ^ 
 
 Not broken by ) 
 maximum load V 
 of 800,000 lbs. ) 
 
 Average. 
 
 106,856 
 128,448 
 262,840 
 423,232 
 418,208 
 
 497,036 
 547,264 
 
 610,368 
 8oo,ooo-|- 
 
 Computed 
 
 Crushing 
 
 Load in 
 
 pounds, 
 
 ni = 6,550 lbs. 
 
 112,363 
 141,852 
 222,700 
 426,200 
 449,452 
 
 493,765 
 567,408 
 
 686,600 
 890,800 
 
 Excess or 
 
 Deficiency of 
 
 Computed 
 
 Load. 
 
 -j- 10.4^ 
 -15-3^ 
 + 0.7^ 
 4-_7-4^ 
 
 — o.^% 
 
 -I- 3-6^ 
 + 12.5^ 
 
 Examining the table, it is seen that material divergence 
 between observed and computed loads occurs only in the case 
 of the A^' X 4'^ X i'' prisms, the difference being 15.3 per cent. 
 This may perhaps be accounted for by the difficulty of determin- 
 ing with precision when a very thin prism has really given way, 
 because with such specimens the moment of absolute yielding 
 is by no means as distinctly marked as with thicker prisms. 
 
TESTS OF HAVERSTRAW FREESTONE. 35 
 
 The falling off in observed average strength of the Z" X 8'^ 
 X 6^' prisms, when compared with the preceding set of / 
 inches in height, is probably due to some structural defect in 
 the block from which these prisms were cut. 
 
 On the first pages of this report it is stated that from pre- 
 vious tests the average strength of a prism of blue Berea sand- 
 stone, 2 inches square and i inch in height, crushed between 
 steel, had been found to be 75,888 pounds. In the report of 
 August 10, 1875, on the compressive strength, etc., of building- 
 stone, Table IV. gives the strength of eight 2-inch cubes of 
 that material. Excluding one specimen on account of exces- 
 sive weakness, — -it being about 40 per cent less in strength than 
 the average of the others, — the mean resistance of the seven 
 remaining cubes is 51,671 pounds, or 12,918 pounds per square 
 inch. 
 
 For nearly homogeneous stone, as blue Berea stone as far 
 as tested appears to be, the prismatic formula would have to 
 be modified, inasmuch as the value of m becomes variable, i.e., 
 m will be = <^ X V/^, in which a =: pressure in pounds needed 
 to crush an inch cube and h = side or height of cube in inches. 
 The load (7, of a cube having the same area of bed as the 
 prism, would be 
 
 6' = // X « V^ = « X h' 
 
 '2.333 
 
 and the formula in its modified form, 
 
 W = aJe-''' -f 2a W7i X {h - h^f X ^ 
 
 = aX \k'''''+ 2\/7i X {Ji - h:f X Sfp\. 
 
 Referring to the 2" X 2" X i'^ prisms of Berea stone, we 
 
 have 
 
 / I2,9i8\ 
 a=^ 10,252 ( = 3 - I pounds; 
 
 ^ = 2 inches ; 
 ^1 = I inch ; 
 
 therefore 
 
 W-=z 10,252 X l2^-^" X 2^1^ X I'X 1^5 f = 69,937 pounds, 
 
36 TESTS OF HAVERSTRAW FREESTONE. 
 
 or 7.8 per cent less than the average of the observed loads of 
 seven prisms, but higher than two of the latter. The record of 
 another set of four tests of blue Berea sandstone prisms, each 
 2" X 2" X i", crushed under steel, likewise given in Table IV. 
 of the former report, shows an average resistance of 69,550' 
 pounds per sample — almost identical with the computed load. 
 
 Prisms of Neat Portland Cement. — The greater portion 
 of the cement cubes were broken directly between the steel 
 and gun-iron plates of the machine, while the balance of the 
 cubes, and all of the prisms, had their beds previously plas- 
 tered. This, and the fact that there was more or less diverg- 
 ence of ultimate resistance among samples of the same set of 
 cubes and among the various sets of different sizes, renders it 
 somewhat difficult to fix upon a suitable value of an average 
 crushing resistance per square inch, to be introduced as co- 
 efficient in in the prismatic formula. 
 
 The average ultimate crushing strength of six i-inch cem- 
 ent cubes was 5896 pounds per square inch. The average 
 resistance of the six 2-inch cubes was 7094 pounds per square 
 inch : nearly the proportion, as compared with the i-inch 
 cube, required under the cubic formula. The resistance per 
 square inch of the following sizes is not in conformity to that 
 law, however. The 3-inch cubes broke under an average load 
 of but a few pounds more than the i-inch cubes, and the 
 averages of all the larger cubes, from 4 to 1 1 inches on a side^ 
 varied from 4283 to 5374 pounds. To decide upon a general 
 average compressive resistance per square inch, corresponding 
 to m in the prismatic formula, the aggregate ultimate resist- 
 ance of all of the cubes from i inch to 1 1 inches on a side (the 
 1 2-inch cubes being excluded, as some of them were not 
 broken under the first application of the maximum load), 
 amounting to 15,065,604 pounds, was divided by 3036, the 
 aggregate area ifi square inches of the bed-surfaces of these 
 cubes, giving a quotient of 4962 pounds. As there was some 
 uncertainty as to the accuracy of this value, the round number 
 5000 pounds was adopted as representing approximately the 
 average strength per square inch of Dyckerhoff cement, that is^ 
 the new value of in in. the prismatic formula. A comparative 
 
TESl'S OF HA VERSTRA W FREESTONE, 
 
 37 
 
 table of ultimate resistances of cubes, giving the loads com- 
 puted on the basis of 5000 pounds per square inch and the 
 several observed loads and their averages, is found in the part 
 of this report relating to cement ; it will be seen that there is 
 a tolerably fair agreement among them, except with the small- 
 est sizes of cubes. The samples when tested were from 22 to 
 23 months old. 
 
 Applying the prismatic formula to cement, Table E results, 
 in which the usual correction is made, from General Table II. 
 
 TABLE E. 
 
 Compressive Strength of Prisms of Neat Dyckerhoff's 
 Portland Cement. 
 
 Size and Mark of Prism. 
 
 4" X 
 4" X 
 
 4" X 
 
 4" X 
 
 4" X 
 4" X 
 4" X 
 
 4" X 
 4"x 
 8" x 
 8" X 
 8" X 
 8" X 
 8" X 
 8" X 
 8" X 
 8" X 
 S" X 
 8" X 
 8" X 
 8' X 
 8" X 
 S" X 
 8" X 
 12" X 
 12" X 
 12" X 
 12" X 
 
 12" 
 
 X 3", a. 
 X 3", b. 
 X 3", c. 
 X 2", a. 
 X 2", b. 
 X 2", c. 
 X i", a. 
 X i", ^. 
 X i", c. 
 X 6", a. 
 X 6", 3 
 X 6". c. 
 
 X 5", «• 
 X 5", b. 
 
 X 5", <r. 
 
 X 4", « 
 
 X 4", b. 
 
 X 4", c. 
 
 X 3", rt 
 
 X 3", ^. 
 X 3". <r. 
 X 2", a. 
 X 2". 3, 
 76 X 2" . 
 X 8", ... 
 X 6", . . . 
 
 X 4" 
 
 X 2'', . . . 
 
 Observed Ultimate 
 
 OR Crushing Load, 
 
 IN Pounds, 
 
 Of Samples. Average 
 
 85,712 
 96.080 
 106,336 
 101,760 
 101.344 
 102,656 
 242,112 
 268,912 
 272,312 
 341,056 
 392,192 
 
 374,784 
 419,968 
 374,016 
 361,828 
 389,888 
 387,200 
 365.690 
 566.824 
 413,888 
 400,000 
 642,688 
 722,304 
 317,500 
 
 96,043 
 101,920 
 261,104 
 369.344 
 385,271 
 380,928 
 
 460,237 
 
 682,496 
 3^7)500 
 
 Computed 
 Crushing Load 
 
 in Pounds. 
 m =5,000 lbs. 
 
 85,775 
 
 108.284 
 
 170,000 
 
 343,100 
 
 376,925 
 
 433,136 
 
 524,125 
 
 340,000 
 
 r 818,000 
 J 974,556 
 1,274.772 
 1,044,750 
 
 Excess or 
 
 Deficiency of 
 
 Computed 
 
 Load. 
 
 - 10.69^ 
 
 -I- 6.2IJ{ 
 
 - 34-89?f 
 
 - 7-i$i 
 + 2.2^ 
 
 + 13-7^ 
 
 4- 13.9^ 
 
 - 0.36^ 
 
 -f 7-2^ 
 
38 TESTS OF HA VERSTRA W FREESTONE. 
 
 of Cement Tests, for fixing the total observed pressure on 
 prisms with truly square beds. 
 
 In the foregoing table the greatest divergence between ob- 
 served and computed loads is again found in the thinnest set, 
 or the 4'^ X A^' X i'^ prisms, most probably for the same reason 
 as suggested in the case of freestone prisms of similar size. 
 Numerous slight crackling sounds were heard while testing 
 these thin slabs long before the moment when it was concluded 
 that the ultimate load had been reached ; when removed, the 
 piece was found to be well disintegrated. The large straining- 
 plates of the machine being for such samples only one inch 
 apart, a close observation of their behavior under stress is not 
 practicable, and in assuming a certain load as the actual crush- 
 ing strength large allowance must be made for personal equa- 
 tion. In Mr. Grant's tests of the crushing resistance of cement 
 bricks, it is reported that each specimen showed signs of giving 
 way with considerably less pressure than that which finally 
 destroyed it, the ratio of the weight which produced the first 
 crack to that which finally crushed it being nearly 5 to 8. 
 While testing the 4'^ X ^' X ^" cement prisms of the preceding 
 table, crackling sounds began to be heard under a load of 
 140,000 pounds in piece a^ of 40,000 pounds in piece b, and of 
 100,000 pounds in piece c. The 8^^ X 8^' X 2" prisms (for 
 which/ has the same value as for the smaller prisms just re- 
 ferred to) exhibit a remarkable coincidence of observed and 
 computed loads. The straining-plates being twice as far apart 
 for the larger prisms, better facilities for observation existed. 
 
 The table shows that the prismatic formula was also tried 
 with a slab not square, but rectangular in cross-section ; it 
 measured 8'^ X ^' -7^ on bed, with 2 inches height. The piece 
 had originally been an 8^^ X 8'^ X 2" prism, but while being 
 put into the press it was accidentally dropped, breaking into 
 three fragments. The largest of these was then carefully 
 trimmed into the form stated, in a shaping-machine at the 
 arsenal. The area of its bed was now 38.08 square inches ; the 
 side of a corresponding cube would therefore be 6.17 inches. 
 With an average strength of, 5000 pounds per square inch, 
 adopted for the cement cubes from 3 inches upwards, the total 
 
TESTS OF HA VERSTRA W FREESTONE. 39 
 
 crushing strength of a 6.17-inch cube wduld average 190,400 
 pounds. The value of / is 0.7461 I =^ — '■ — j ; and h— h^=^ 
 4.I7(= 6.17 — 2) ; therefore 
 
 W= 190,400 + 2 X 5000 X v. 74.6 1 X 4.17' = 340,000 pounds. 
 
 This computed load is found to be only 7.2 per cent in ex- 
 cess of the observed load. 
 
 Mr. Reid, in his treatise on cement, says that a brick made 
 of neat Portland cement, nine months old, measuring g" X 4i'^ 
 X 2f , and therefore of an area of bed equal to 38.25 square 
 inches, was crushed under a load of 7027 pounds per square 
 inch. According to the empirical rule, the cube corresponding 
 to such a prism would have a length of side of 6.18 inches; p 
 = 0.5239 ; h — >^i = 3.43 ; and the value of coefficient m would 
 in this case be 4871 pounds. 
 
 The resistance of a prism increasing as its height diminishes, 
 it may therefore be conceived that it is finally reduced to a 
 film of infinite tenuity, in which condition it can undergo no 
 further deformation even under an immeasurably great pres- 
 sure. This hypothetical condition is fulfilled by the formula, 
 
 because h, will then be = o, and ;) = — = 00 ; therefore 
 
 W— C-\-2m X h'' X 00 = CO . 
 
 To what extent the formula may stand the test of further 
 experiments, especially with other forms of prisms than those 
 described, remains to be seen. It would be desirable to make 
 further investigations for that purpose. 
 
 It is possible that with certain modifications the formula 
 can be made to express the average resistance of prisms exceed- 
 ing the height of a cube. Its applicability in that direction 
 will most probably be limited, however, since the tendency to 
 lateral flexure will have to be considered when the prism at- 
 tains a certain height. One or another of existing formulas 
 for calculating the strength of cast-iron pillars, suitably modified 
 for stone, may perhaps be arranged to answer in such cases. 
 
 Remarks on Prisms higher than a Cube. — There was 
 
40 
 
 TESTS OF HA VERSTRA W FREESTONE. 
 
 but one experiment made in that direction, with a small prism- 
 of freestone, i inch square in cross-section and 2 inches high. 
 It broke under a load of 4550 pounds — about JJ per cent of the 
 average crushing load (5896 pounds) of a i-inch cube. The 
 fracture revealed a little pyramid at one end which had appar- 
 ently acted as a wedge, forcing out the bulk of the piece in 
 the form of three longitudinal fragments, each nearly of the 
 whole length of the prism. 
 
 Tests of blue Berea sandstone, made in 1875, show the aver- 
 age proportion of compressive strength between a 2-inch cube 
 and a prism of twice the height of a cube to be as 100 to 89.5. 
 
 Mr. Navier gives data from Rondelet to show diminution of 
 strength when the height is greater than side of base. The 
 cross-section of the prisms was square, measuring 5 centime- 
 tres or 1.968 inches on a side, equal to 3.875 square inches of 
 bed-surface. The prisms of each set were one, two, and three 
 cubes in height, respectively. The results are shown in the 
 following table, the crushing loads being expressed in pounds : 
 
 TABLE F. 
 
 Compressive Strength of French Building-stone. Cross-section of 
 Prism, Square; Height, Variable; Area of Bed, 3875 Square 
 -Inches. (From Rondelet.) 
 
 Kind of Stone. 
 
 a. Lias limestone, very hard. 
 
 b. Hard Stone, Fond de Bagneux . 
 
 c. Hard Rock, De Chatillon. 
 
 d. Hard Rock, De Chatillon. 
 
 e. Hard Rock, De Chatillon. 
 
 Height of 
 Prism. 
 
 1 cube 
 
 2 cubes 
 
 3 cubes 
 
 1 cube 
 
 2 cubes 
 
 3 cubes 
 
 1 cube 
 
 2 cubes 
 
 3 cubes 
 I cube 
 
 ' cubes 
 3 cubes 
 
 1 cube 
 
 2 cubes 
 
 3 cubes 
 
 Specific 
 Gravity. 
 
 Crushing 
 
 Load, 
 in Pounds. 
 
 2.388 
 
 19,512 
 
 2 
 
 388 
 
 11,930 
 
 2 
 
 38B 
 
 10,538 
 
 2 
 
 255 
 
 14,661 
 
 2 
 
 255 
 
 9,315 
 
 2 
 
 255 
 
 8,576 
 
 2 
 
 342 
 
 11,328 
 
 2 
 
 342 
 
 8,841 
 
 2 
 
 342 
 
 8,495 
 
 2 
 
 199 
 
 8,203 
 
 2 
 
 199 
 
 6,563 
 
 2 
 
 199 
 
 6,372 
 
 2 
 
 162 
 
 7,798 
 
 2 
 
 162 
 
 6,237 
 
 2 
 
 162 
 
 6,067 
 
 Percent- 
 age of 
 Strength. 
 Cube=ioo 
 
 100 . o 
 61.0 
 54-0 
 
 100 . o- 
 63-5 
 58.5 
 
 100. o 
 78 . o- 
 75-0 
 
 100. o 
 80.0 
 
 77-7 
 
 100 . o 
 
 So.o 
 
 77.8 
 
TESTS OF HAVERSTRAW FREESTONE. 4 1 
 
 With the two lightest and softest sets of prisms the relative 
 diminution of strength as the height of the piece increases is 
 the same, and is less than in the other three sets. The hardest 
 and at the same time'the heaviest stone ia) suffers the greatest 
 reduction of strength by increasing the height of prism, and 
 the next strongest {b) very nearly the same. Set c, of medium 
 strength per cube, shows also a medium decline of resistance 
 with increasing height, compared with the softer and harder 
 varieties. 
 
 Further experiments on an extensive scale are required to 
 formulate even an approximate law on this subject, — a law 
 which apparently must consider for different kinds of stone, 
 their relative hardness or specific gravity^ or both. 
 
 Remarks on Prisms Divided in Courses.^Some com- 
 pound prisms formed of pieces that could not be broken singly 
 were tested. 
 
 The three 12-inch freestone cubes- which had, each, resisted 
 the maximum load of 800,000 pounds were combined as a pier 
 with dry joints, and were tested in that form. 
 
 When this pile had been clamped in the press it was found 
 that the plastered beds which had previously undergone pres- 
 sure with the single pieces were slightly convex in their mid- 
 dle parts, which prevented a perfectly close joint at the corners, 
 although the gaps at these joints did not exceed the thickness 
 of a sheet of paper. This convexity may possibly be ascribed 
 to the elasticity of the material, which had recovered somewhat 
 more of its original length through the central portion of the 
 cube than at the corners. 
 
 The first crack appeared when the load had reached 
 700,000 pounds, and the pier yielded with a reverberating ex- 
 plosion under an ultimate pressure of 748,000 pounds. It was 
 well shattered, especially the cube next to the straining-press. 
 
 Four piers formed of cement prisms 12 inches square on 
 the bed-surfaces were tested, each pier composed of three 
 prisms of the same size. 
 
 The pile formed of prisms each only two inches high re- 
 sisted the maximum load of 800,000 pounds. Each of the 
 other piers, consisting of prisms 4, 6, and 8 inches high, re- 
 
42 TESTS OF HA VERSTRA W FREESTONE. 
 
 spectively, failed under stresses below the maximum load of 
 the testing-machine. 
 
 One of the lo-inch freestone cubes which had proved re- 
 fractory under the available maximum load, once applied, was 
 subsequently combined into a pier with the three equally re- 
 fractory cement prisms, each of which measured \2" X 12^' X 
 2" . This compound, dry-jointed pier yielded under a stress of 
 654,000 pounds. At 550,000 pounds the first cracking sound 
 was heard ; at 580,000 pounds the prism representing the base 
 of the pier began to flake off at the corners. The pier failed 
 with a loud report, the sides flying ofl in small pieces ; the re- 
 maining principal fragments formed two pyramids, that of the 
 freestone being rather sharp-pointed, and reaching nearly to 
 the opposite bed of the cube. 
 
 But few records are met with in scientific works on the sub- 
 ject of the strength of building-stone built up in courses. 
 
 In Rondelet's '^ L'Art de batir," the strength of prisms of 
 Chatillon rock (specific gravity 2.346), square in cross-section, 
 of 3.875 square inches bed-area, and 3.937 inches height, is 
 given when solid and when divided in courses, as follows : 
 
 Prism, in form of a solid body, strength =: 11,385 pounds. 
 Same prism, divided in four courses, " = 9,769 '' 
 
 ''eight '' '' — 8,153 
 
 In Stoney's '' Theory of Strains" it is said that '' Vicat 
 found, from experiments on plaster prisms, that the strength 
 of a monolithic prism whose height is Ji being represented by 
 unity, we have the strength of prisms : 
 
 of 2 courses and of the height, h = 0.930; 
 " 4 " " " 2h — 0.861 ; 
 
 " 8 '' " " 4/2 = 0.834; 
 
 even without the interposition of mortar. He concludes that 
 the division of a column into courses, each of which is a mono- 
 lith, with carefully dressed joints and properly bedded in mor- 
 tar, does not sensibly diminish its resistance to crushing ; but 
 he intimates that this does not hold good when the courses 
 are divided by vertical joints." 
 
TESTS OF HA VERSTRA W FREESTONE. 43 
 
 The curve which can be constructed from the data given by 
 Vicat indicates that there would be Httle reduction of strength 
 as the number and height of courses increase, which is prob- 
 ably not the case. At all events, there will be a change in the 
 form of the curve when the pie-r or column is high enough for 
 a development of a tendency to bend transversely, since the 
 ratio of the decrease of strength will then be modified. 
 
 The experiments with combined prisms made at the 
 Watertown Arsenal, and by some other investigators, show that 
 stone blocks when arranged or built up in courses have less 
 strength than individual pieces ; but while these results are of 
 more or less interest, and will be of use in connection with 
 future similar tests, it is not deemed proper to attempt at pres- 
 ent to draw conclusions from a few isolated observations. 
 
 It can hardly be said that the cause of loss of compressive 
 strength by dividing a pier into layers or courses without verti- 
 cal joints is fully understood. 
 
 Dupuit is of the opinion that when several prisms bear 
 upon one another, the pressure is unlikely to be transmitted 
 uniformly over the whole surface, and that it may happen, 
 therefore, that some parts will be strained beyond their re- 
 sistance before a pressure is exerted, which, if uniformly dis- 
 tributed, would have been safely sustained. 
 
 This is undoubtedly frequently the case. The bed-faces 
 adjoining each other are never mathematically true and 
 smooth ; there are numerous little elevations and depressions 
 distributed all over the surface, which are differently located 
 in the several courses. In some joints the bulk of actual bear- 
 ing-surface may be in the central portion, in others perhaps 
 rather more toward the margins, and the stress will not pass 
 normally through the mass from top to base. Some courses 
 are ako likely to be of less strength than others ; when these 
 begin to give way — especially with brittle material — the vibra- 
 tion caused by the sudden destruction of cohesion between 
 parts of one block will react on adjoining courses, intensifying 
 the internal strain to which they are already subjected. By 
 interposing a somewhat elastic cushion in th^ form of a suit- 
 able mortar of sufficient strength, it is probable that the crush- 
 
44 TESTS OF HA VERSTRA W FREESTONE. 
 
 ing strength of such a pier may be made to exceed that of a 
 dry-jointed pier. The mortar would improve the defective 
 bearing of adjoining beds, and its elasticity weaken the effect 
 of possibly destructive shocks transmitted from one block to 
 another. 
 
 COMPRESSION, SET, ELASTICITY, AND RESILIENCE OF HAVER- 
 STRAW FREESTONE. 
 
 [Special Table I. and Strain-sheets I. and II.] 
 
 Compression and Set. — Those freestone cubes that meas- 
 ured from 8 inches to 12 inches on a side were tested not only 
 as to their ultimate crushing strength, but also as to rate of 
 compression and amount of set while being loaded. The re- 
 sults are given numerically in Special Table I., and graphically 
 in Strain-sheets I. and II. 
 
 The compression as read off from the micrometer is laid 
 off on the horizontal lines of the sheet. The length of each 
 large division is equivalent to yio" ^^ ^^ \ViQ\\. ; each small divi- 
 sion therefore represents joVu ^^ ^^ inch. The successive 
 loads applied, as indicated by the scale, are laid off vertically. 
 The height of a large division represents 100,000 pounds ; that 
 of a small one, 10,000 pounds. 
 
 In the diagrams, the increments of compression and set 
 are therefore the abscissas, and the weights the ordinates. 
 
 The observed points of the curve of compression are 
 marked by small black circles. Where two such circular dots 
 are seen near each other on the same horizontal line, it is un- 
 derstood that the process of loading was here interrupted by 
 relieving the cube from the accumulated pressure, which was 
 then reduced to that initially applied to hold the piece firmly 
 in the machine. The second dot being to the right of the 
 first shows that some further compression occurred when tht 
 load reached the same figure for the second time. 
 
 A star at the upper end of a certain curve indicates that 
 the piece yielded and burst while a micrometer observation 
 was being made. 
 
 When no star marks the upper end of a curve, it indicates 
 
TESTS OF HA VERSTRA W FREESTONE. 45 
 
 that the micrometer was there appHed for the last time, but 
 that loading was continued until the piece was fractured. 
 
 The several small black circles near and parallel to the 
 axis of abscissas show by their distance from the axis of ordi- 
 nates the amount of set when the load was reduced to the 
 initial pressure. The dotted or broken black lines running 
 from these points up to circular dots of the full-lined curve 
 represent the probable curve of compression under reloading 
 until the pressure before attained is again reached. No obser- 
 vations were taken to determine points of this curve except in 
 the case of a concrete cube, as it would have consumed too 
 much time. It was assumed that renewed compression after 
 the first permanent set had been obtained would proceed more 
 uniformly than at first, because the test-piece had then been 
 more or less relieved from originally existing internal strain. 
 
 The initial part of the strain-curve is seen to be always 
 more or less convex toward the horizontal axis, and compres- 
 sion at first proceeds rapidly. Some particles, or molecules of 
 the material, either from comparative inherent weakness, or 
 from not being normally located in reference to others, or from 
 being already overstrained from natural, elementary causes, 
 give way under comparatively small loads. In consequence 
 of this partial yielding, the permanent set observed when the 
 first' load of 100,000 pounds is gradually reduced to 5000 
 pounds is always greater than succeeding increments of set 
 produced by equal increments of load. 
 
 The next portion of the curve is approximately straight, or 
 rather is formed of a succession of nearly straight lines of ap- 
 proximately the same angle of inchnation, connected by small 
 offsets which mark additional compression sustained between 
 a first and second application of the same load, with an inter- 
 vening reduction to the initial pressure. 
 
 This comparatively straight part of the figure is more or 
 less inclined towards the axis of abscissas ; the greater the 
 angle, or the closer the straight part approaches the axis of 
 ordinates, the greater is the rigidity or stiffness of the speci- 
 men. The approximate straightness of the line shows that 
 equal increments of load produce nearly equal amounts of 
 
46 TESTS OF HA VERSTRA W FREESTONE. 
 
 compression, which proves that the material possesses elastic- 
 ity, although only in an imperfect degree, since nearly every 
 release of pressure shows some additional set. The piece does 
 not recover its primitive length when first released from its 
 load, and this shortening, or set, increases as the process of 
 loading and releasing is carried on. 
 
 Owing to the brittleness, or rather deficiency in toughness, 
 of freestone, it is difficult to tell precisely at what stage of the 
 process the elastic limit is passed. It is here understood that 
 elastic limit means that stress at which the compression ceases 
 to be substantially proportional to the applied load, and in- 
 creases at a greater ratio. It has sometimes been defined to 
 be that point at which the first permanent set takes place, 
 meaning the extension or compression, as the case may be, 
 which remains after the stress that caused the lengthening or 
 shortening of the piece has been removed. Stoney says: 
 " The limit of elasticity may be defined to be the greatest 
 strain that does not produce a permanent set." Hodgkinson 
 and Clark have found permanent set from very small loads ; 
 and this fact was corroborated by the experiments at Water- 
 town. It is true that false permanent set occurs with some 
 material, meaning a permanent set that seems to be caused by 
 a load within the elastic limit, but which disappears upon 
 leaving the specimen unloaded for a short time, when the 
 piece returns to its original length ; this generally happens 
 only with material more perfectly elastic than that under dis- 
 cussion. A slight indication of false permanent set was ob- 
 served, in the case of a 1 6-inch concrete cube of superior 
 strength. In " Notes on Building Construction," published by 
 Rivingtons, London, Oxford, and Cambridge, it is said : '' When 
 such loads" — within the elastic limit — " are constantly repeated, 
 though they may produce an mappreciable set as regards the 
 original length of the bar, yet it is not an increasing set, does 
 not lead to rupture, and may therefore practically be ignored. 
 When, however, the load is greater than the limit of elasticity, 
 an increasing set takes place upon each application, which 
 eventually leads to rupture." 
 
 These views are quite pertinent to the subject under con- 
 
TESTS OF HA VERSTRA W FREESTONE. 4/ 
 
 sideration. With rigid and imperfectly elastic material like 
 freestone, useful aid for determining the elastic limit is fur- 
 nished by comparing the successive increments of set during 
 the progress of operations. After passing the primary set, 
 which is always relatively considerable, the gradually increased 
 load alternating with releases produces small but nearly equal 
 increments of set as long as the total compression proceeds at 
 a tolerably uniform rate. This fact is rather conspicuous in 
 the larger cubes, where, due to the prolonged resistance, a con- 
 siderable number of sets could be observed. During a certain 
 period of straining and releasing, the sets continue at a com- 
 paratively regular rate ; then a set of greater magnitude en- 
 sues, indicating that the limit of elasticity is passed. Profes- 
 sor Weyrauch, in " Strength and Determination of Dimensions 
 of Structures of Iron and Steel," says : " The experiments of 
 Bauschinger upon tension, compression, flexure, and torsion in 
 every case indicated very precisely the elastic limit ; for ex- 
 ample, for tension, where for the same increment of load all 
 at once a disproportionate extension occurred, the maximum 
 of which was only obtained after some time. This sudden ex- 
 pansion is to be attributed almost entirely to permanent 
 change of form (set) ; the transitory or non-permanent changes 
 remain proportional to the stress until very nearly the limit of 
 rupture, and the coefficient of elasticity is found to be always 
 almost entirely independent of the stress." 
 
 The three largest sets of cubes were used to determine the 
 modulus of elasticity of Haverstraw freestone, but in conse- 
 quence of the difficulty of deciding upon the probable elastic 
 limit, the results are simply approximate. The accompanying 
 Table G gives the successive increments of compression and 
 set of the several lo-inch, ii-inch, and 1 2-inch cubes, condensed 
 from Special Table II. These data, in conjunction with the 
 strain-diagrams, serve as the basis of an estimate of the modu- 
 lus of elasticity. 
 
48 
 
 TESTS OF II A VERSTRA W FREESTONE, 
 
 TABLE G. 
 
 Showing Gradual Compression and Set of Ten-inch, Eleven-inch, 
 AND Twelve-inch Freestone Cubes. 
 
 
 Compres- 
 sion at 
 100,000 lbs 
 
 Additional Compression, from— 
 
 Size and 
 
 Mark 
 OF Cube. 
 
 100,000 
 
 to 
 
 200,000 
 
 lbs. 
 
 200.000 
 
 to 
 
 300.000 
 
 lbs. 
 
 300,000 
 
 to 
 
 400,000 
 
 ibs. 
 
 400,000 
 
 10 
 500,000 
 
 lbs. 
 
 500,000 
 
 to 
 
 600.000 
 
 lbs. 
 
 600,000 
 
 to 
 
 700,000 
 
 lbs. 
 
 700,000 
 
 to 
 800,000 
 
 lbs. 
 
 To-inch, a. . 
 lo-inch, b.. 
 lo-inch. c. . 
 lo-inch, d. . 
 
 .0220" 
 .0145" 
 .0132" 
 •0157" 
 
 .0170" 
 .0085" 
 .0088" 
 .0093" 
 
 .0120" 
 .0075" 
 .0080" 
 .0075" 
 
 .0090" 
 .0075" 
 .oogo" 
 .0087" 
 
 .0085'- 
 .0105' 
 .0085" 
 .0108'- 
 
 '.0083''' 
 
 
 
 Mean . . . 
 
 .0163" 
 
 .0109" 
 
 .0087" 
 
 .0085" 
 
 .0096" 
 
 
 
 
 ii-inch, a. . 
 11-inch, b.. 
 ii-inch, c. 
 ii-inch, d. . 
 
 .0152" 
 
 .0145" 
 .0170" 
 .0140" 
 
 .0108" 
 .0095" 
 .0100" 
 .0088" 
 
 .0080" 
 .0064" 
 .0080" 
 .0072" 
 
 .0072" 
 .0072" 
 .0070" 
 .0088" 
 
 .0073" 
 .0070" 
 .0080" 
 .0112" 
 
 .0077" 
 .0080" 
 .0075" 
 .0100" 
 
 
 
 Mean — 
 
 0152" 
 
 .0098'' 
 
 .0074" 
 
 .0075'- 
 
 .0084" 
 
 .0083" 
 
 
 
 i2-inch, a. . 
 12-inch, b. . 
 12-inch, c. . 
 12-inch, d. . 
 
 .0185' 
 .0130" 
 .0192" 
 .0110" 
 
 .0097" 
 .0075" 
 .0096'' 
 .0075" 
 
 .0073" 
 .0060" 
 .0067" 
 .0063'' 
 
 .0075" 
 •0055" 
 .006=;"' 
 .0052" 
 
 .0067" 
 .0050" 
 .0065" 
 •0055" 
 
 .0068" 
 .0060" 
 •007s" 
 .0065" 
 
 .0065" 
 .0070" 
 .0098" 
 .0075" 
 
 .0070" 
 .0085" 
 
 .0070" 
 
 Mean ... 
 
 .0154" 
 
 .0086" 
 
 .0066" 
 
 .0062''' 
 
 ■ 0059'' 
 
 .0067" 
 
 .0077" 
 
 .0075" 
 
 
 Set at 
 
 100,000 
 
 ibs. 
 
 Additional Set, from — 
 
 Total 
 Crushing 
 Strength. 
 Pounds. 
 
 Size and 
 
 Mark 
 OF Cube. 
 
 100,000 
 
 to 
 200,000 
 
 lbs. 
 
 200,000 
 
 to 
 
 300,000 
 
 lbs. 
 
 300,000 
 
 to 
 400,000 
 
 lbs. 
 
 400,000 
 
 to 
 500,000 
 
 lbs. 
 
 500,000 
 
 to 
 600,000 
 
 lbs. 
 
 600,000 
 
 to 
 700,000 
 
 lbs. 
 
 700,000 
 
 to 
 800,000 
 
 lbs. 
 
 10-inch, a . . 
 
 .0130' 
 .0062' 
 .0049'' 
 .0052" 
 
 .oioo'' 
 
 .0018" 
 
 .0022" 
 
 .0026" 
 
 .0045" 
 .0020 
 .0019" 
 .0021" 
 
 .0025" 
 .0017" 
 .0025" 
 .0033" 
 
 
 
 
 
 520,000 
 650,500 
 800,000 -\- 
 644,000 
 
 jo-inch, b. . 
 
 .0025" 
 .0022" 
 .0048" 
 
 
 
 
 10-inch, c. 
 10-inch, d. . 
 
 
 
 
 
 
 
 
 
 Mean 
 
 .0073" 
 
 .0041" 
 
 .0026" 
 
 .0025" 
 
 .0032" 
 
 
 
 
 
 
 
 
 
 
 11-inch, a. . 
 
 .0075" 
 .0060" 
 .0080" 
 .0052" 
 
 .0045" 
 
 .0022'' 
 
 .0038" 
 
 .0026'' 
 
 .0032" 
 .0023'' 
 .0022'' 
 .0021''' 
 
 .0027" 
 .0015" 
 .0020'' 
 .0033" 
 
 .0018" 
 .0020" 
 .0018" 
 .0048" 
 
 .0027" 
 .0015" 
 .0032" 
 .0040" 
 
 
 
 791,000 
 785,000 
 779.200 
 769.000 
 
 ii-inch, b. . 
 
 
 
 ii-inch, c. 
 11-inch, d. . 
 
 
 
 
 
 
 
 Mean .... 
 
 .0067" 
 
 .0033" 
 
 .0024'' 
 
 .0024" 
 
 .0026" 
 
 .0029" 
 
 
 
 
 
 
 
 
 12-inch, a. . 
 12-inch, b. . 
 12-inch, c. 
 12-inch, d. . 
 
 .0085" 
 .0050" 
 .oogo" 
 .0035" 
 
 .0030'' 
 .0020''' 
 .0030'' 
 .0017'' 
 
 .0020" 
 .0012" 
 .0022" 
 .0013" 
 
 .0015" 
 .0016" 
 .0018" 
 .0013" 
 
 .0020" 
 .0012" 
 .0020" 
 .0007" 
 
 .0018" 
 .0018''' 
 .0020" 
 .0013" 
 
 .0014" 
 .0022" 
 .0025" 
 .0017" 
 
 .0023" 
 .0030'' 
 
 .0025" 
 
 800.000 -|- 
 800,000 -|- 
 764,000 
 800,000 -|- 
 
 Mean ... 
 
 .0065" 
 
 .0024" 
 
 .0017" 
 
 .0015^' 
 
 .0015" 
 
 .0017" 
 
 .0019" 
 
 .0026" 
 
 
 
 
TESTS OF HA VERSTRA W FREESTONE. 49 
 
 The weakest of the lo-inch cubes {a) shows from the begin- 
 ning much greater compression and set than any of the other 
 pieces. Considerable internal strain, causing rapid change of 
 form, is revealed by the amount of permanent set as loading 
 progresses: the set is about three times greater than for the 
 other samples ; the total compression also is much more con- 
 siderable. The strongest cube ic), which did not fail under the 
 maximum load of 800,000 pounds, exhibited quite a uniform 
 rate of compression from 100,000 to 500,000 pounds, when the 
 micrometer was taken away : it probably maintained a similar 
 rate to a much greater pressure ; it evidently possessed in a. 
 remarkable degree the quality of being " homogeneous as to 
 strain," as termed by Professor Thurston. 
 
 The other two cubes, b and d, which were of medium strength, 
 kept rather close together as regards rate of shrinkage under 
 pressure, up to about 400,000 pounds ; within that range they 
 suffered about equal amounts of compression and set. 
 
 Cubes a and c represent, therefore, the minimum and maxi- 
 mum strength of the lo-inch freestone cubes ; b and d, which 
 are of medium strength, are well suited to decide, approximate- 
 ly, where the elastic limit may be located. Their successive 
 increments of compression from 200,000 to 400,000 pounds do 
 not vary sensibly from a uniform rate ; but each shrinks more 
 rapidly between the latter load and 500,000 pounds. The same 
 relation is observed with the permanent sets. Examining also 
 the average amounts of compression and set of the four cubes, 
 an evident increase of both is found from 400,000 to 500,000 
 pounds ; and we conclude that the limit of elasticity is probably 
 at 400,000 pounds, or at a pressure of 4000 pounds per square 
 inch, with an aggregate compression of 0^^0494. 
 
 The four i i-inch cubes do not differ much from each other 
 in ultimate strength, which varies from 760,000 pounds (cube d^ 
 to 791,000 pounds (cube a). They keep fairly abreast of each 
 other in the progress of compression and set ; at 600,000 pounds 
 the weakest cube had shrunk 0.06 inch, or 12 per cent more 
 than cube b^ which had suffered the least amount of compres- 
 sion under that load. An inspection of the averages shows 
 compression to progress about equally from 200,000 to 400,000 
 4. 
 
so 7'ESTS OF HA VERSTRA W FREESTONE. 
 
 pounds ; thence up to 600,000 pounds it also progresses regu- 
 larly, but at a somewhat increased rate. The micrometer ob- 
 servations were not carried beyond the last-named load. 
 
 Elasticity. — The elastic limit of these cubes cannot be 
 stated with any great degree of confidence. 
 
 For the four 12-inch cubes, also, the average gradual com- 
 pressions furnish no distinct indication of the elastic limit, but 
 there is an increase of set from 600,000 to 700,000 pounds, and 
 still more so from 700,000 to 800,000 pounds. The limit may 
 therefore be placed at 600,000 pounds, or at a load of 4166 
 pounds per square inch. The average total compression corre- 
 sponding to that load is 0.0494 inch. 
 
 For computing the compressive modulus of elasticity of 
 freestone, the data furnished by the lo-inch and 12-inch cubes 
 are used. 
 
 The loads, within the elastic limit per square inch of bed, 
 were 4000 pounds for a lo-inch cube, and 4166 pounds for a 
 1 2-inch cube, with aggregate amounts of compression of 0.0444 
 inch and 0.0494 inch, respectively. 
 
 Let L = original length of cube in inches ; 
 
 / = compression within the elastic limit, by a force, 
 y, in pounds per square inch of bed of cube; 
 and E = modulus of elasticity of compression : 
 
 then I : L :: f : Ey 
 
 Z7 ^ ^ 
 
 E = jXf. 
 
 We therefore have : 
 
 Modulus of elasticity for lo-inch cubes, 900,900 pounds. 
 
 Modulus of elasticity for 12-inch cubes, 1,012,000 " 
 
 Average modulus of elasticity of compression, 956,450 " 
 
 With a modulus of 956,450 pounds the elastic limit of 11- 
 inch cubes would be near 500,000 pounds. 
 
 As a general result of these investigations, it may be stated 
 that the elastic limit of freestone cubes averages about 65 per 
 cent of their ultimate resistance. According to Weyrauch, K. 
 StyfTe found that Avith the most different varieties of iron and 
 
TESTS OF HA VERSTRA W FREESTONE. 5 I 
 
 steel the ratio of elastic limit to ultimate strength lies ordinar- 
 
 iiv between — and —7;, and even under the most unfavorable 
 
 ^ 1.4 1.8 
 
 circumstances rarely falls below — . 
 
 Little information on the modulus of elasticity of stones is 
 found in works on the strength of materials. In Stoney's 
 '' Theory of Strains " the modulus of white marble is given at 
 2,520,000 pounds (by Tredgold) ; of Holyhead quartz-rock on 
 bed, 4,598,000; on edge, 545,000 (by Mallet) ; and that of Port- 
 land stone, a freestone of the oolitic variety of limestone, at 
 1,533,000 (by Tredgold). 
 
 After passing the elastic limit, equal additions of load pro- 
 duce constantly increasing amounts of compression and set, and 
 with certain materials the curve becomes more or less concave 
 towards the axis of abscissas. This terminal part of the diagram 
 is well defined in mortars, concretes, and brickwork, where it 
 gradually becomes approximately parallel to the base-line as 
 the point of fracture is approached. With neat cement it is 
 not so well developed ; and with freestone it is almost imper- 
 ceptible, except in a few instances. 
 
 The increasing rate of compression, after passing the elastic 
 limit, is perhaps due to a loss of cohesion among the particles 
 of the outer shell of the cube, especially of that part about mid- 
 way between the two bed-faces, which yields by bulging or 
 buckling on the line of least resistance ; the available area of 
 resistance in the cross-section, under continued and accumulat- 
 ing pressure, becomes, therefore, more and more reduced until 
 fracture ensues. 
 
 The upper portions of the compression-diagrams of freestone 
 cubes are generally rather straight, or are formed of an irregular 
 broken line not greatly differing from a straight line, w^ith the 
 final part in several instances exhibiting a steeper ascent than 
 the preceding portion. Jn some few cases a tendency to the 
 formation of a final curve, concave toward the axis of abscissas, 
 is traceable, as may be seen in the diagrams of 8-inch cubes c 
 and dy and 9-inch cube d. The first-named piece broke under 
 
52 TESTS OF HAVERSTRAW FREESTONE. 
 
 a load of 388,000 pounds, and the micrometer observations were 
 carried up to that point. From 280,000 pounds to 360,000 
 pounds the diagram is almost a straight line ; it then declines 
 at 370,000 pounds, whence it slightly rises to 380,000 pounds, 
 to incline again towards the axis of abscissas as fracture is ap- 
 proached. A similar formation of the terminal part of the 
 diagram is noticed in 8-inch cube d\ the final bending of the 
 curve toward the base-line would probably have been still more 
 marked if observations, which ceased at 387,000 pounds, had 
 been continued to 395^700 pounds, the ultimate load. In the 
 case of 9-inch cube d, micrometer observations were continued 
 to the moment of fracture, which occurred under a pressure of 
 445,000 pounds. Here the terminal part of the diagram is con- 
 vex toward the axis of abscissas from 400,000 to 420,000 pounds ; 
 the curve is then reversed, and becomes concave up to the 
 breaking-point. 
 
 Three of the 12-inch cubes {a, b, and d) resisted the maxi- 
 mum pressure of 800,000 pounds, once applied. Their diagrams 
 are practically straight lines up to that point, while cube ^, 
 which yielded under a load of 764,000 pounds, began to develop 
 a slightly concave curve at 600,000 pounds, increasing its in- 
 clination toward the axis of abscissas from 700,000 to 740,000 
 pounds, when the last observation was taken. 
 
 The shortness of the concave bends where they exist, and 
 their nearly complete absence in most other samples of free- 
 stone, indicates the rigidity and brittle character of that mate- 
 rial, and the advisability, in building, of imposing upon it but 
 moderate loads. During the process of loading there are 
 scarcely any audible or visible indications of the effects of pres- 
 sure, except what may be inferred from the readings of the 
 micrometer. In every instance the piece failed suddenly ; there- 
 fore the micrometer was removed as a matter of precaution at 
 a comparatively early stage, except in a few cases, in which the 
 fracture took place sooner than was anticipated. 
 
 According to the rules given by Professor Thurston (Report 
 of the United States Board on testing iron, steel, and other 
 metals), " a perfectly straight line beneath the elastic limit, 
 perfectly parallel with the elastic line, shows the material to be 
 
TESTS OF HAVEKSTRAVV FREESTONE. 53 
 
 homogeneous as to strain, i.e., to be free from internal strains 
 such as are produced (in metals) by irregular or rapid cooling, 
 or by working too cold. Any variation from this line indicates 
 the existence and measures the amount of strain. A line con- 
 siderably curved exhibits the existence of such strain." 
 
 With woods which Professor Thurston tested in regard to 
 their resistance to torsion, the autographic line of the diagram, 
 up to the elastic limit, is almost perfectly straight. With free- 
 stone, and to a less degree with mortars and concretes, the por- 
 tion of the diagram referred to, and more especially its initial 
 part, shows by its convexity and by other irregularities the 
 defects of the material as regards homogeneity as to strain. 
 
 It is further stated as a rule, that " a line rising from the 
 elastic limit regularly and smoothly, approximately parabolic 
 in form, and concave toward the base-line, indicates homo- 
 geneity in structure, and the absence of such imperfections as 
 are produced in wrought-iron by cinder, or in cast metals which 
 have been worked from ingots, by porosity of the ingots. A 
 line turning the corner sharply when passing the elastic limit, 
 and then running nearly or quite horizontal, as in irons usually, 
 and in low steel, or actually becoming convex toward the base- 
 line, as with some of the woods, and then after a time resuming 
 upward movement by taking its proper parabolic path, indicates 
 a decided want of this kind of homogeneity." 
 
 The few instances in which the freestone diagrams beyond 
 the apparent elastic limit show a terminal curve which is more 
 or less concave toward the axis of abscissas sufficiently prove 
 that the material is deficient in homogeneity of structure. The 
 terminal curve of 9-inch cube d is at first convex, and then 
 bends over toward the axis of abscissas. Such irregularities, in 
 a less marked degree, are seen in 8-inch cube c. Indeed, vary- 
 ing capacity of resistance beyond the limit of elasticity, alter- 
 nately diminishing and increasing, are indicated by the irregular 
 form of the upper part of the diagram of nearly every freestone 
 cube. 
 
 Resilience. — The strain-diagrams of freestone and other 
 material also serve to estimate their resilience, or the capacity 
 to resist suddenly applied loads or blows. 
 
54 TESTS OF HA VERSTRA W FREESTONE. 
 
 The resilience is measured by the continued product of a 
 selected maximum resistance — either the crushing load, or the 
 pressure at the elastic limit, or at some other point — by the 
 corresponding amount of compression, and this by some co- 
 efficient which varies from -J to f , according to the degree of 
 toughness or ductility of the material. With strain-diagrams, 
 resilience is represented by the area included between the curve, 
 the ordinate of maximum pressure, and the axis of abscissas 
 from the origin of the curve to the foot of the ordinate. 
 
 When a specimen is tested by gradually but continuously 
 increasing the load until fracture takes place, the strain-diagram 
 will be a continuous line from beginning to end. To compute 
 the total resilience, the length of the axis of abscissas from the 
 foot of the curve to the foot of the ordinate of ultimate pres- 
 sure, the number of pounds of the latter and the value of the 
 fractional coefficient are required. 
 
 Owing to the convexity of the initial or lowest part of the 
 freestone diagram, some slight modification in the method of 
 computation was thought justifiable. The extent of the area 
 representing the resilience was considered to depend upon and 
 to be restricted by the permanent set produced after applying 
 a load about sufficient to relieve the material of that internal 
 strain which is manifested by the aforesaid convexity, and by 
 incidental irregularities seen in the lower portion of the diagram. 
 That load may be regarded as of a preliminary character, caus- 
 ing the material to adjust itself for sustaining additional stress 
 by rendering it more homogeneous as to strain, as far as its 
 peculiar structure may permit. This preliminary pressure may 
 be regarded as about equivalent in its effect to the practice of 
 preparing railway girders for actual use by stretching under a 
 heavy load, as mentioned by Stoney ; to the relieving of metals 
 from internal strain by annealing, heating, etc. ; or in the case 
 of very ductile metals, according to Professor Thurston, by 
 " straining them while cold to the elastic limit and thus drag- 
 ging all their particles into extreme tension, from which, when 
 released from strain, they may all spring back into their natural 
 and unstrained position of equilibrium." 
 
 The preparatory load required for freestone is much bdow 
 
TESTS OF HAVERSTKAW FREESTONE. 55 
 
 the elastic limit. It is simply the stress, after the application 
 of which the initial convex curve begins to merge into a com- 
 paratively straight line. In conformity with the preceding re- 
 marks, we may assume that by the gradual application of pres- 
 sure those particles or groups of particles, under more or less 
 excessive tension or internal strain of some kind, are in a great 
 measure relieved from the same ; and on removing the stress 
 and returning to the clamping load, i.e., the pressure necessary 
 to hold the piece securely suspended in the testing-machine, 
 those particles may be considered to be in a much more un- 
 strained and natural relation with respect to each other. In 
 resuming the operation of loading we deal in fact with a some- 
 what modified specimen, the original length of which has been 
 slightly diminished by the amount of permanent set caused by 
 the preliminary stress. 
 
 To compute the resilience of a specimen, we have to exam- 
 ine the strain-diagram and determine the point where it begins 
 to assume the form of a straight line, or nearly so. For free- 
 stone cubes, 8 inches on a side and upwards, an initial load of 
 100,000 pounds was taken as the average pressure necessary to 
 bring the unbalanced particles of the stone into proper adjust- 
 ment. The area representing the resilience is therefore con- 
 sidered to begin at a point on the axis of abscissas distant by 
 the length of permanent set produced by 100,000 pounds from 
 the foot of the curve. This method may be illustrated by re- 
 ferring more especially to 8-inch cube <:, one of the two freestone 
 cubes the progress of compression in which was observed to the 
 final moment of fracture. 
 
 For this cube. Strain-sheet I. and Special Table I. show that 
 upon the second application of the load of 100,000 pounds, at 
 which moment the total reduction of its original length amounted 
 to 0.017 inch, with a permanent set equal to 0.0065 inch, the 
 convex curve begins to change to an approximately straight 
 line. The area of resilience is therefore measured from the 
 point on the axis of abscissas at a distance of 0.0065 inch from 
 the foot of the convex curve. The first part of this area is a 
 right-angled triangle, the altitude of which is the ordinate rep- 
 resenting 100,000 pounds, and its base that portion of the 
 
$6 TESTS OF HAVERSTRAW FREESTONE. 
 
 axis of abscissas extending from the foot of said ordinate to 
 the point of first permanent set, equal in this case to o''.oio^ 
 = {p" .oi"] — o'^oo65). The remainder of the area consists of 
 trapezoids, the widths of which are the successive amounts of 
 compression, and the heights the means of each successive pair 
 of ordinates. The compression being given in parts of an inch, 
 and the pressure in pounds, the resihence is expressed in inch- 
 pounds. 
 
 An examination of the freestone diagrams shows that they 
 generally become somewhat steeper as the cubes tested in- 
 crease in size. Under equal loads, an 8-inch cube suffers 
 more compression than a lo-inch or 1 2-inch cube, as may be 
 expected from the fact that under such circumstances each 
 unit of the smaller cube is subject to a greater strain than a 
 unit of the larger one. In other words, under equal loads the 
 larger cubes undergo less change of form and exhibit more 
 stiffness. The following table (H) affords a comparison of 
 the amount of resilience, under gradually increasing loads, of 
 freestone cubes from 8 to 12 inches on a side, and of a pier 
 composed of three 12-inch cubes with dry joints. 
 
 Some discrepancies will be noticed in the following table 
 which are evidently due to variations in structure and strength 
 of individual specimens, but on the whole the principle that 
 the stiffness of the cubes increases with their size is sufficiently 
 borne out. 
 
TESTS OF HAVER STRAW FREESTONE. 
 
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58 TESl^S OF HA VERSTRA W FREESTONE. 
 
 Another Table (I) is submitted, which embodies the aver- 
 age results obtained with freestone, under gradually increased 
 loads, with regard to its resilience per cube, per square inch of 
 bed-surface, and per cubic inch of entire mass. 
 
 This table shows rather more strikingly the increased stiff- 
 ness of cubes as they increase in size. , It also shows to what 
 extent cubes are deficient in elasticity, and under which loads 
 their behavior approaches to some extent the condition of 
 perfect elasticity. A body, perfectly elastic, with a certain 
 area of resilience under a given load, should develop four times 
 that area when the load is doubled, since the compression 
 would have progressed uniformly, and the areas are therefore 
 proportional to the squares of the loads. We find, for in- 
 stan(;;e, in the columns of resilience per square inch, that for 
 an 8-inch cube under 100,000 pounds pressure the average 
 resilience is 8.59 inch-pounds. If the stone were perfectly 
 elastic, its resilience at 200,000 pounds should be 34.36 (8.59 X 
 4) inch-pounds; at 300,000 pounds it should be 77.31 (8.59 X 
 9) inch-pounds; and at 350,000 pounds, 105.37 (8-59 X 12.25) 
 inch^pounds. The table gives, at the loads named, 33.56, 
 79.24, and 109.80 inch-pounds, respectively. 
 
 Adopting the resilience of freestone cubes at a pressure of 
 ioo,(t)00 pounds as a basis for comparison, Table H shows that 
 the resilience actually developed at the progressive stages of 
 loading is generally below^ that due to a perfectly elastic con- 
 dition, especially towards the closing part of the operation in 
 each case, and with the larger cubes; another proof of the 
 want of homogeneity of structure in this material. 
 
 In a number of cases it was not practicable to define the 
 elastic limit, and consequently the resilience at that point. 
 The, total resilience at the crushing moment could, as already 
 stated, be determined only for two of the freestone cubes. In 
 sevetal instances, the measurements for resilience were only 
 carried up to a pressure considerably below the ultimate load. 
 
 Information of some importance in this matter is embodied in 
 Table J. In introducing this table it must be remarked that the 
 elastic limits given therein are merely approximations, and the 
 
TESTS OF- HA VERSTRA W FREESTONE. 
 
 59 
 
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 TESTS OF HA VEKSTRA W FREESTONE. 
 
 figures in the column of total or absolute resilience are, except 
 in two cases previously mentioned, derived from calculatipns 
 deduced from the area of resilience found at the presslire 
 when the last micrometer observation was made, by assuming 
 that this area in the case of a rigid body like freestone ; in- 
 creases approximately with the square of the load. j 
 
 TABLE J. : 
 
 Resilience of Cubes of Haverstraw Freestone at Elastic Limit, lJast 
 Micrometer Observation, and at Crushing Load. 
 
 Size and 
 
 Mark 
 OF Cube. 
 
 Within 
 
 Elastic Limit. 
 
 At Last 
 Observation. 
 
 At Crushing Load; 
 
 1 
 
 Load, 
 Pounds. 
 
 Inch-pounds. 
 
 Load, 
 
 Pounds, 
 
 Inch- 
 Pounds. 
 
 Load, 
 pounds. 
 
 Inch-pounds. 
 
 In- 
 dividual. 
 
 Mean. 
 
 In- 
 dividual. 
 
 Mean. 
 
 Z" - a.... 
 
 240,000 
 
 3.146 
 
 
 330,000 
 
 7,''75 
 
 397,000 
 
 10,309 
 
 1 
 
 Z" - b.... 
 Z" - c... 
 
 280,000 
 260,000 
 
 4,325 
 3.505 
 
 h,38i 
 
 370,000 
 388,000 
 
 8,631 
 9,516 
 
 438.400 
 388.000 
 
 12,096 
 9,516 
 
 1 
 
 \ 10,518 
 
 8" -d.... 
 
 220,000 
 
 2,548 
 
 J 
 
 387,000 
 
 9,698 
 
 395-700 
 
 10,150 
 
 J . 
 
 1 
 
 9"- b.... 
 
 400,000 
 
 7,920 
 
 1 
 1 
 
 536,000 
 
 13,103 
 
 568,000 
 
 14,835 
 
 1 i 
 
 9"- c... 
 
 > 
 
 ? 
 
 1- ? 
 
 550,000 
 
 12,691 
 
 643.000 
 
 17,344 
 
 \ 141,872 
 
 g"-d.... 
 
 ? 
 
 ? 
 
 J 
 
 445,000 
 
 12,438 
 
 445.000 
 
 12,438 
 
 J : 
 
 lo" - b.... 
 
 440,000 
 
 7,810 
 
 1 
 
 640,000 
 
 19,335 
 
 650,500 
 
 20,396 
 
 1 i 
 
 lo" - c... 
 
 ? 
 
 ? 
 
 [-7,395 
 
 500,000 
 
 10,570 
 
 Soo.ooo-j- 
 
 ? 
 
 [. 19,801 
 
 lo" - d.... 
 
 400,000 
 
 6,980 
 
 J 
 
 550,000 
 
 11,570 
 
 644,000 
 
 19 206 
 
 J 1 
 
 ii" - a.... 
 
 500,000 
 
 10,055 
 
 
 600,000 
 
 14,685 
 
 791,000 
 
 25,538 
 
 1 
 
 ii" - b... 
 Jl" — c... 
 
 500,000 
 600,000 
 
 9,390 
 14,300 
 
 f 10,121 
 
 600,000 
 600,000 
 
 14,665 
 14,300 
 
 785,000 
 779,200 
 
 25,094 
 24,111 
 
 ■ 2^,053 
 
 ii" -d.... 
 
 400,000 
 
 6,740 
 
 
 600,000 
 
 17,950 
 
 769,000 
 
 29,468 
 
 ; 
 
 12" - a 
 
 ? 
 
 > 
 
 
 800,000 
 
 22,025 
 
 800,000 -l- 
 
 > 
 
 1 
 
 12" - b.... 
 
 > 
 
 > 
 
 \ ? 
 
 800,000 
 
 21.275 
 
 8oo,ooo4- 
 
 ? 
 
 ' > 
 
 12" - c... 
 
 600,000 
 
 13,435 
 
 740,000 
 
 24,089 
 
 764,000 
 
 25,671 
 
 ' 
 
 Ji" —d.... 
 
 ? 
 
 ? 
 
 
 800,000 
 
 22,025 
 
 8oo,ooo-(- 
 
 ? 
 
 . 
 
 3-12" cubes 
 
 > 
 
 ? 
 
 
 700,000 
 
 40,030 
 
 748,000 
 
 45,705 
 
 i 
 
 Sufificient power was lacking to crush three of the 12-inch 
 cubes and one of the lo-inch cubes. 
 
 9-inch cube a and lo-inch cube a, the diagrams of which 
 are very irregular, are omitted from the table. 
 
 Table J indicates that the capacity to resist blows safely,, 
 augments with the size of cubes. The mean resilience of fdur 
 8-inch cubes within the elastic limit — sometimes termed the 
 proof-resilience — was found to be 3381 inch-pounds. The 
 elastic resilience of 9-inch cubes was ascertained for only one 
 
TESTS OF HA VERSTRA W FREESTONE. 
 
 6i 
 
 specimen, for which it amounted to 7920 inch-pounds. This 
 was, however, a rather strong sample of its kind. 
 
 The mean elastic resilience of two lo-inch cubes is 7395 
 inch-pounds. The mean proof-resilience of the four ii-inch 
 cubes is 10,121 inch-pounds. 
 
 In Table K, expressing the absolute resilience in inch- 
 pounds of freestone cubes of various sizes, the first line gives the 
 number of inch-pounds, taken from Table J, the second the num- 
 ber that would result if the resilience were in proportion to the 
 area of bed-surface ; and the third the number that would result 
 if the resilience were proportional to the mass, taking for the 
 second and third cases the average absolute resilience of an. 
 8-inch cube as a basis for comparison. 
 
 TABLE K. 
 Comparative Table of Absolute Resilience of Freestone Cubes. 
 
 11" Cube, 
 
 1. Resilience, as given in Table J 
 
 2. Resilience, if proportional to area of bed-surface 
 
 3. Resilience, if proportional to mass of cube 
 
 8" Cube. 
 
 9" Cube. 
 
 10" Cube. 
 
 10.518 
 10,518 
 10,518 
 
 14,872 
 13,312 
 14,976 
 
 23,146 
 16,434 
 20,543 
 
 26,053 
 19,886 
 27,342 
 
 It will be seen from this table that the inch-pounds in the 
 first and third lines agree so nearly as to suggest that the abso- 
 lute resilience of cubes of freestone and of kindred material may 
 be approximately proportional to the mass of the cubes. 
 
 The pier composed of three 12-inch freestone cubes, a, b, and 
 d, further illustrates this matter. This pier was crushed under 
 a load of 748,000 pounds ; the last micrometer observation was 
 taken at 700,000 pounds, at which pressure the resilience was 
 40,030 pounds. Each of the three cubes had previously been 
 subjected to the maximum stress of 800,000 pounds without 
 fracture. 
 
 The effect of this preliminary compression is well illustrated 
 by the diagram of the pier on Strain-sheet VIII. Its initial or 
 lower part is but slightly concave, showing that whatever in- 
 ternal strain had existed in the cubes had been »^early removed 
 by previous loading ; it then rises regularly with a gentle 
 curve to near the point of fracture. The resilience developed 
 
62 TESTS OF HA VERSTRA W FREESTONE. 
 
 by these cubes, singly as well as combined, at various stages of 
 pressure from 100,000 pounds upwards, is found in Table H. It 
 is seen that up to 200,000 pounds the area of resilience of the 
 pier more or less exceeds the combined area of individual cubes 
 a, <^, and </; beyond this point the aggregate resilience of the 
 three single cubes gradually grows larger than that of their com- 
 bination. Under a stress of 700,000 pounds, this aggregate resili- 
 ence amounts to 50,475 (17,675-!- 15,650+ 17,150) inch-pounds, 
 against 40,030 inch-pounds of the pier. The resilience of the 
 pier of three cubes is therefore about 2\ times as great as that 
 of a single cube of the same kind. It seems reasonable to sup- 
 pose that if no preliminary load had been applied to the cubes, 
 and they had been well joined with a cementing substance, — in 
 other words, if the pier had been a true monolith, — it would have 
 shown a resilience equal to the aggregate resilience of three in- 
 dividual cubes, although its ultimate resistance to a dead crush- 
 ing load would fall short of that of a single cube. 10,445 inch- 
 pounds (50,475 — 40,030) expresses most probably the absolute 
 loss of working strength of the cubes resulting from their hav- 
 ing been already strained beyond their elastic limit, and from 
 the absence of a binding or cementing substance in the joints. 
 
 These few observations would seem to indicate that when 
 the area of impact is equal to the area of bed-surface., the resili- 
 ence of hard and rigid material like stone., when i?t the shape of 
 prisms of the same form and area of cross-section but of varying 
 heights., becomes greater as the height of the prisms increases, 
 probably zvithin limits depeiiding on liability to flexure. On the 
 other hand, the capacity to resist dead loads decreases with in- 
 creasing height of the specimen, but increases when the height or 
 thickness is reduced, this increase being especially rapid when 
 the height of the prism is less than one half that t)f a cube of the 
 same cross-section. 
 
 The results would be entirely different if but a portion ojf 
 the bed of the specimen were struck. A valuable series of ex- 
 periments might be made to determine the comparative live 
 and dead loads needed to fracture exactly similar specimens of 
 stone, and also to show the effect produced by exposing only a 
 part of the bed to the blow. 
 
CHAPTER V. 
 
 TESTS OF CEMENTS. 
 
 The phenomena attending the fracture of specimens of neat 
 cement, and of mortars and concretes made with hydrauHc 
 cement, were in all essential features similar to those exhibited 
 by Haverstraw freestone. 
 
 NEAT CEMENT. 
 
 The series of cubes and prisms of neat cement were formed 
 of Dyckerhoff Portland cement. The specific gravity at the 
 time of testing varied from 2.024 to 2.1 15, and averaged 2.068, 
 assuming the weight of a cubic foot of water to be 62.5 pounds.* 
 The weight of each piece is given in General Table II., but 
 only the prisms and the cubes from 7 inches on a side upwards 
 were actually weighed, the weight of the smaller cubes being 
 computed. The age of the specimens when tested varied from 
 I yeaf 10 months and 3 days, to i year 1 1 months and i day ; 
 average, i year 10 months and 16 days. 
 
 The table gives the nominal and actual size of each piece, 
 the method of testing (beds plastered or bare), age when 
 crushed, compressive strength of specimen in pounds per square 
 inch of bed-surface and per cubic inch of mass, with remarks 
 relating to the behavior of the piece while being compressed. 
 The actual dimensions of a cube or prism generally varied by 
 small fractions of an inch from the nominal size. The compu- 
 tations of crushing load per square inch of bed-surface and per 
 
 * As the memorandum-book of the late Mr. Cocroft, who had charge of 
 the manufacture of the specimens, could not be found, it is not known what the 
 raw cement which was used for the cubes weighed. Subsequently, a cask of 
 Dyckerhoff cement was weighed at Fort Tompkins. The gross weight was 394 75 
 pounds; the cement weighed 371 pounds, with a volume of 3.42 cubic feet. The 
 weight of a struck bushel would therefore be 135 pounds. 
 
64 TESTS OF CEMENTS. 
 
 cubic inch of mass are based upon the actual dimensions of 
 each piece. 
 
 Inspection of the fragments showed the mass to contain 
 numerous globular cavities like blow-holes or air-bubbles, from 
 the size of a small pin-head to those having a diameter of -J, or 
 even -f^ of an inch. As these cubes and prisms were made 
 with great care, the formation of such cavities was probably 
 unavoidable. 
 
 The faces of the larger cement cubes, previous to being 
 tested, exhibited an infinite number of minute hair-cracks, visi- 
 ble only on moistening the piece. During the latter stages of 
 the tests, signs of approaching destruction were given by the 
 appearance of many irregular cracks upon the surface of the 
 exposed sides, followed by a scaling or blistering off of thin 
 sheets or slabs, occasionally of quite considerable area. These 
 phenomena are not only indicative of the outward pressure on 
 the line of least resistance, but also of the probability that the 
 outer skin of the artificial stone had during the process of set- 
 ting acquired a higher degree of density, hardness, and rigidity 
 than the interior mass. The harder outer crust did not com- 
 press as readily and rapidly as the core, and therefore cracked,, 
 and under the strain which it suffered from the bulging m.ass 
 of the interior was detached and forced away from the body 
 of the piece. The hair-cracks upon the surface more or less 
 facilitated the separation of scales. 
 
 Cubes of Neat Cement. — The cubes varied by increments 
 of an inch from one inch to twelve inches on a side. There 
 were six samples of each size. The six i-inch cubes, one 2-inch 
 and one 3-inch cube, five of the ii-inch cubes and the six 12- 
 inch cubes, were tested with their bed-faces plastered. The 
 other cubes were crushed without plaster finish, because the 
 2-inch cubes were the first tested, the i-inch cubes as well as 
 one 2-inch and one 3-inch cube having been temporarily set 
 aside on account of slight irregularities of form. When the 
 set of I I-inch cubes was reached, the discrepancies between the 
 amounts of pressure required to crush the individual samples 
 of the preceding sets gave rise to the suspicion that the bed- 
 faces of the specimens might not have a sufficiently uniform. 
 
TESTS OF CEMENTS. 
 
 65 
 
 bearing against the pressing head-plates of the testing-machine. 
 To remedy this supposed evil the beds of the remaining cubes, 
 atld of all the cement prisms, were plastered. 
 
 The average crushing load per square inch of bed-surface 
 was 5000 pounds. 
 
 From General Table II., which contains the essential details 
 noted while testing Dyckerhoff cement, Table L is con- 
 densed. It gives the observed crushing loads per square incb 
 
 TABLE L. 
 Compressive Strength of Cubes of Dyckerhoff Cement. 
 
 The cubes marked * had their beds plastered. 
 
 Side of Cube. 
 
 inch. 
 
 2 inches. 
 
 3 inches. 
 3 " . 
 3 " . 
 3 " . 
 3 " • 
 
 3 " - 
 
 4 inches. 
 
 4 " . 
 
 4 " . 
 
 4 ■" ■ 
 
 4 " . 
 
 4 " • 
 
 5 inches. 
 5 " . 
 5 " . 
 5 " . 
 5 " . 
 5 " . 
 
 Mark. 
 
 e 
 
 f 
 a 
 b 
 c 
 d 
 e 
 
 f 
 a 
 
 b 
 c 
 d 
 e 
 
 f 
 a 
 b 
 c 
 d 
 e 
 
 f 
 a 
 b 
 c 
 d 
 e 
 f 
 
 Crushing Load pkr Square Inch. 
 
 Of Specimen. 
 
 Average. 
 
 *S,657 pounds 
 
 *5,93i " 
 *5,go2 
 *5,652 " 
 *6,o59 " 
 *6,i76 *' 
 8,121 pounds 
 
 6,5-^5 " 
 6,130 " 
 7,261 " 
 
 6,307 
 *8,2i8 
 
 5,997 pounds 
 
 5,578 " 
 
 5,772 
 
 5,634 " 
 
 5,840 
 *6,795 " 
 
 5,138 pounds 
 
 5,395 " 
 4,335 
 5,481 
 
 4,612 " 
 
 4,123 " 
 4,145 pounds 
 
 4,594 " 
 4,927 
 
 4.786 " 
 
 5,040 " 
 4,170 " 
 
 f 5,896 pounds. 
 
 K, 
 
 094 pounds. 
 
 1^ 5,937 pounds. 
 
 J 
 
 1 
 
 K, 
 
 847 pounds. 
 
 \ 4,610 pounds. 
 
 Excess or Deficiency of 
 
 observed load in relation to 
 
 5,000 pounds. 
 
 Excess, 15.2 percent. 
 
 Excess, 29.5 per cent. 
 
 Excess, 15.8 per cent. 
 
 Deficiency, 3.13 percent. 
 
 Deficiency, 8.5 per cent. 
 
66 
 
 TESTS OF CEMENTS. 
 
 TABLE U— {Continued.) 
 Compressive Strength of Cubes of Dyckerhoff Cement. 
 
 Side of Cube. 
 
 6 inches. 
 6 '' . 
 6 " . 
 6 " . 
 6 " . 
 
 6 '• 
 
 7 inches. 
 7 " . 
 7 " - 
 7 " - 
 7 " 
 
 7 " 
 
 8 inches. 
 8 " 
 
 8 " . 
 8 " 
 8 " 
 
 8 " . 
 
 9 inchas. 
 
 9 " 
 
 9 " . 
 
 9 " • 
 
 9 " . 
 
 9 " . 
 lo inches. 
 
 lO " . 
 
 lO " . 
 
 TO " 
 
 lO " . 
 
 10 " . 
 
 11 inches. 
 II " . 
 II " . 
 II '' . 
 11 " . 
 
 11 " . 
 
 12 inches. 
 
 12 " 
 
 12 " 
 
 12 " 
 
 12 " . 
 
 Mark. 
 
 d 
 e 
 
 f 
 a 
 b 
 c 
 d 
 e 
 f 
 
 f 
 a 
 b 
 c 
 d 
 e 
 
 f 
 a 
 b 
 c 
 d 
 e 
 
 f 
 a 
 b 
 c 
 d 
 e 
 
 / 
 a 
 b 
 c 
 e 
 f 
 
 Crushing Load per Square Inch. 
 
 Of Specimen. 
 
 3,972 pounds 
 3,582 
 
 4,401 " 
 4,975 " 
 3,762 
 
 5,003 " 
 4,554 pounds 
 
 3,849 
 5,134 
 5,774 
 5,180 " 
 
 5,429 " 
 
 4,488 pounds 
 
 4,629 " 
 
 4,540 
 
 5,597 
 
 5,533 
 
 5,255 
 
 4,574 pounds 
 
 4,594 
 4,889 
 
 4,783 " 
 5,736 " 
 3,946 " 
 3,902 pounds 
 
 5,859 
 
 5,T23 " 
 
 4,225 " 
 4,710 " 
 
 4-747 " 
 4,820 pounds 
 *5,2o8 " 
 *5,895 
 *5,45i " 
 *5,585 " 
 *S,287 " 
 *4,9io pounds 
 
 *5,379 
 > 
 
 *5,532(?) " 
 *5,343 
 
 Average. 
 
 Excess or Deficiency of 
 
 observed load in relation to 
 
 5,000 pounds. 
 
 I 4,283 pounds. 
 
 4,987 pounds. 
 
 5,007 pounds. 
 
 L 4.754 pounds. 
 
 !- 4,761 pounds. 
 
 5,374 pounds. 
 
 Deficiency, 16.7 percent. 
 
 Deficiency, 0.26 per cent. 
 
 Excess, 0.14 per cent. 
 
 Deficiency, 5.18 per cent. 
 
 Deficiency, 5.02 per cent. 
 
 Excess, 6.96 per cent. 
 
 The nominal 12-inch cube d is omitted, because in mouldincr it an error occurred, causing 
 its bed to measure 12" x ii."3, instead of 12" x 12". The cubes marked * had iheir beds 
 plastered. 
 
TESTS OF CEMENTS. 6/ 
 
 of bed-surface of the individual cubes ; the average for the 
 several sets ; and the percentage of excess or deficiency of 
 the latter when compared with the average crushing load of 
 5000 pounds per square inch of bed-surface. 
 
 The individual crushing loads of the i-inch cubes vary but 
 little from their average ; the same is true of the five plastered 
 ii-inch cubes, and probably also of the five 12-inch cubes il 
 sufficient machine power had been available to break cubes c 
 and e at the first application of pressure. This indicates the 
 good effect of plastering the bed-faces. 
 
 The average resistance per square inch of bed-surface of the 
 i-inch cubes is nearly 1200 pounds less than that of the 2-inch 
 cubes, while the average strength of the 3-inch cubes is 1157 
 pounds less, or about the same as that of the i-inch cubes. The 
 only plastered 3-inch cube (/) showed the greatest strength in 
 its set, being about 14.^ per cent stronger than the average, and 
 about 10 per cent stronger than the strongest of the five un- 
 plastered cubes of the same set. 
 
 From the 2-inch cubes to the 6-inch cubes the average 
 strength per square inch decreases ; it then rises in the 7-inch 
 and 8-inch cubes, again decreases in the 9-inch and lo-inch sets, 
 and increases for the ii-inch and 12-inch cubes, but without 
 developing the resistance offered by the i-inch cubes. 
 
 1 2-inch cube e was not immediately broken on reaching the 
 ultimate available load of 800,000 pounds, although pieces 
 began to fly off at 770,000 pounds ; it rapidly failed, however, 
 and was destroyed when the maximum load had been sustained 
 for about thirty seconds. Two other cubes, c and d, of the 12- 
 inch series, did not yield when the maximum load was first 
 reached, although cracks became visible at about 700,000 
 pounds. In these cases fracture was caused by reducing the 
 load to the initial pressure of 5000 pounds and then gradually 
 raising the pressure to 800,000 pounds. 
 
 From Table L it is seen that the average crushing load of 
 the five unplastered 2-inch cubes is 6869 pounds per square 
 inch, while the one 2-inch cube (/) that had been plastered 
 only failed under a load of 8218 pounds; the rates being as 100 
 to 1 19.6. Unplastered cube {a) showed, however, a strength of 
 8121 pounds. 
 
6$ TESTS OF CEMENTS. 
 
 The five unplastered 3-inch cubes developed an average 
 strength of 5764 pounds per square inch of bed-surface, while 
 one plastered cube (/") broke under a load of 6795 pounds ; the 
 ratio being 100 to 11 7.9. 
 
 The five plastered ii-inch cubes vary about 13 per cent 
 from one another in strength ; their average is nearly 14 per 
 cent greater than unplastered cube a of this set. 
 
 Finishing the beds of cement specimens with a thin layer of 
 plaster seems to have brought out their strength as fully as any 
 amount of machine-finishing would have done. 
 
 Prisms of Neat Cement. — The smallest of the cement 
 prisms, 4'' X \' X i ', yielded under an average pressure of 
 261,104 pounds, equivalent to 16,320 pounds per square inch of 
 bed-surface (Table E). When removed from the press, the 
 sides of the prisms were found to have been forced out all 
 round in the shape of irregular but approximately triangular 
 bodies, leaving an apparently solid core formed of two short 
 truncated pyramids, firmly adhering to each other. On^ remov- 
 ing the shattered lateral fragments the edges of the beds broke 
 away, leaving the bases of the pyramids with less area than the 
 original prisms. 
 
 Comparing the mean resistance per square inch of bed- 
 surface of these 4" X aJ' X i^' prisms with that of the i-inch 
 cement cubes, the average strength of which was 5896 pounds 
 (Table L), the prisms are found to be 2.76 times as strong as 
 the cubes. 
 
 This ratio is different when the 4'' X ^' X 2" prisms are 
 compared with the 2-inch cement cubes. The prisms yielded 
 under an average aggregate load of 101,920 pounds, or 6370 
 pounds per square inch, while the 2-inch cubes show an average 
 ultimate resistance of 7094 pounds per square inch. The cubes 
 are therefore over 10 per cent stronger than the prisms. The 
 exceptional strength of the 2-inch cement cubes has already 
 been noted. It is not impossible that with a greater number of 
 specimens of either form the ratio would have been different. 
 
 The average strength of the three 4'^ X 4'' X Z" prisms is 
 6003 pounds per square inch of bed-surface, while that of the 
 4-inch cubes is only 4847 pounds. But the latter were crushed 
 
TESTS OF CEMENTS. 
 
 69 
 
 without plastered heads, while this preliminary treatment had 
 been applied to the prisms. It has been shown that by plaster- 
 ing the beds the strength of the cubes is more fully brought 
 out ; and in order to make as fair a comparison as practicable, 
 we therefore select the strongest of the unplastered 4-inch 
 cubes d^ which had a crushing resistance of 5481 pounds per 
 square inch. On this basis the prisms show 9I- per cent, more 
 strength than the cubes. 
 
 Table M exhibits in condensed form the strength of the 
 different ^' X 4'^ prisms when compared with the strongest of 
 the 4-inch cement cubes, the strength of the latter being taken 
 as unity. 
 
 TABLE M. 
 
 Size of Prism. y 
 
 Crushing Strength. 
 
 Per Square Inch. 
 
 Relative. 
 
 4" X4" X I". 
 
 4" X 4" X 2" 
 
 16,320 pounds 
 6,370 
 6,003 " 
 
 5,481 - 
 
 2,978 
 1,162 
 
 1,095 
 1,000 
 
 4" X 4" X V 
 
 4" X 4" X 4" (strongest). 
 
 Table N gives a similar comparison of the strength of the 
 %" X 8'^ prisms with that of the strongest of the unplastered 8- 
 inch cubes (<^), the strength of the latter being taken as unity. 
 
 TABLE N. 
 
 Size ok Prism. 
 
 Crushing Strength. 
 
 Per Square Inch. 
 
 Relative. 
 
 8"X8" X2" 
 
 8" X 8" X 3" 
 
 10,664 pounds 
 
 7. 191 
 
 5952 
 6,020 " 
 
 5,771 
 5.597 
 
 1.923 
 1,285 
 1,064 
 1,075 
 1,031 
 r.ooo 
 
 8" X 8" X 4" 
 
 8" X 8" X 5" 
 
 8"X8"X6" 
 
 8" X 8" X8" 
 
 
70 TESTS OF CEMENTS, 
 
 Both the 8-inch and 4-inch prisms show a striking increase 
 of strength only when their height is reduced to one fourth of 
 the cube of equal cross-section. 
 
 Four sets of prisms of neat cement, 12 inches square on bed, 
 of heights of 2, 4, 6, and 8 inches respectively, had been pre- 
 pared, there being three specimens of each set. The great 
 resistance offered by some of the 12-inch cement cubes pre- 
 viously tested, rendered it improbable that any of these prisms 
 could be crushed by the machine. 
 
 One of these large prisms of 2 inches thickness was tried and 
 withstood the load of 800,000 pounds apparently without being 
 affected by it in the least. The same occurred with one of the 
 prisms 4 inches in thickness. It was then decided not to con- 
 tinue tests in that direction, but to ascertain the resistance of 
 each set of three prisms formed as a dry-jointed pier. 
 
 The set of the three 12'^ X 12'^ X 2^' prisms resisted the 
 maximum pressure of 800,000 pounds. The set of 12^^ X 12'' X 
 4^' prisms (aggregating a little over 12 inches in height in the 
 pier) failed under a load of 662,000 pounds. It is supposed 
 that one of these prisms was in some manner defective, since 
 the next larger pier of three 12^^ X 12'' X 6^' prisms withstood 
 a greater load. In this case the load was carried up to 700,000 
 pounds and then reduced to 5000 pounds. The driving-head 
 of the machine was again put in motion, and the pier broke at 
 690,000 pounds, it evidently having been weakened by the first 
 application of the pressure. The pier of 12^' X 12^' X 8'' prisms 
 was crushed under a load of 654,800 pounds. 
 
 None of these last three piers showed as much resistance as 
 the 12-inch cement cubes, while the 12'^ X 12'' X 2'' pier of the 
 same kind of material manifested superior strength, and only 
 failed under a stress below the available maximum pressure 
 when subsequently tested in conjunction with a lo-inch free- 
 stone cube. 
 
TESTS OF CEMENTS. 7\ 
 
 COMPRESSION, SET, ELASTICITY, AND RESILIENCE OF DYCKER- 
 
 HOFF CEMENT. 
 
 [Special Table 11. , and Strain-sheets III. and IV.] 
 
 Compression and Set. — This cement is less subject to 
 sudden fracture than freestone, and its general behavior during 
 the last stages of the testing process, especially the unmistak- 
 able, visible and audible signs of impending disintegration^ 
 permitted a more prolonged use of the micrometer, which was 
 in some instances kept on till fracture occurred. 
 
 The amount of set and compression generally with Portland 
 cement is much less than with freestone. This cement is 
 therefore decidedly stiffer than Haverstraw freestone. Under 
 a load of 500,000 pounds the ii-inch freestone cubes show an 
 average of over 71 per cent more compression than cement 
 cubes of the same size; at 600,000 pounds, 57 per cent less. 
 The 1 2-inch freestone cubes under pressures of 500,000, 600,000^ 
 and 700,000 pounds were compressed, in round numbers, 79,63, 
 and 46 per cent, respectively, more than similar cement cubes. 
 Similar differences may be traced through the several sets of 
 cubes of the two materials. 
 
 In the strain-curves of cement cubes the initial or lower 
 parts are found to be much less convex toward the axis of 
 abscissas than in the case of freestone. Especially is this true 
 with the larger (ii-inch and 12-inch) cubes. 
 
 The cement diagrams further disclose by their general form 
 a more gradual yielding ; the upper parts being better developed 
 as regards concavity toward the axis of abscissas than in the 
 case of freestone. In homogeneity as to strain as well as to 
 structure, Dyckerhoff cement is superior to Haverstraw free- 
 stone, although inferior to it in absolute crushing strength. The 
 irregularities of some of the cement diagrams, however, notably 
 of 8-inch cube d, 9-inch cube a, lo-inch cube d, and ii-inch 
 cubes b and c, prove that the material by no means possesses 
 either kind of homogeneity in a superior degree. 
 
 Some of the cement diagrams are of especial interest. 
 
 8-inch cube d, broken by 360,000 pounds pressure, had the 
 micrometer kept on until within 2000 pounds of that load, and 
 
72 TESTS OF CEMENTS. 
 
 therefore offers an opportunity to examine the strain-curve 
 almost to the last moment. The irregularities of the upper or 
 final branch of the curve, as it tends to take a direction nearly 
 parallel to the axis of abscissas, exhibit both the destructive 
 strain in progress and the deficiency of the piece in evenness of 
 structure. 
 
 9-inch cube c gave decided indications of yielding after 
 the load of 300,000 pounds had been exceeded. At 330,000 
 pounds one corner flew off ; at 350,000 pounds a crack appeared 
 and the curve began to assume a direction approximately paral- 
 lel to the axis of abscissas ; the cube did not yield, however, 
 until a load of 396,000 pounds was reached. 
 
 9-inch cube d behaved differently. 
 
 The initial part of the diagram is nearly straight, from which 
 it is concluded that the particles of the specimen were normally 
 aggregated. Under higher pressure no indication was seen of 
 approaching destruction ; some parts of the cube must have 
 suddenly failed, and the ensuing jar probably caused a general 
 giving way of the rest. 
 
 In the weakest of the 9-inch cubes {f) a lack of elasticity 
 is noted, which is also indicated by the considerable amount 
 of permanent set. The specimen failed under a pressure of 
 325,000 pounds, but began to crack at 130,000 pounds. 
 
 The strongest of the lo-inch cubes {b) broke under 587,200 
 pounds. It appears very rigid at the beginning, and somewhat 
 abnormal in behavior. From 400,000 pounds up, however, the 
 curve gradually bends downward, showing a proper successive 
 yielding under increasing load. 
 
 lO-inch cube c, the next strongest sample of its class, is 
 quite different from the preceding piece. The diagram shows 
 that it yielded rapidly at first, but that later on it displayed 
 considerable stiffness. 
 
 The diagram of lo-inch cube d shows peculiar irregulari- 
 ties. 
 
 In some of the ii-inch cubes the initial part of the diagram 
 is quite straight — a sign of homogeneity. 
 
 In 1 2-inch cube a set and elastic compression are regularly 
 developed up to 500,000 pounds. The micrometer was kept on 
 
TESTS OF CEMENTS. 
 
 73 
 
 TABLE O. 
 
 Cube. 
 
 Elastic Limit. 
 
 Size. 
 
 Mark. 
 
 Load. 
 
 Compression. 
 
 Averag^e. 
 
 Load. 
 
 Compression. 
 
 8-inch 
 
 8 " 
 
 8 " 
 
 8 " 
 
 8 " 
 
 9-inch 
 
 9 " 
 
 9 " 
 
 9 " 
 
 lo-inch 
 
 lO " 
 
 ID '• 
 
 10 " 
 
 ii-inch 
 
 11 " 
 
 II " 
 
 II " 
 
 11 " 
 
 11 •' 
 
 i2-inch 
 
 12 " 
 
 12 " 
 
 12 " 
 
 12 *' 
 
 c 
 d 
 
 / 
 a 
 d 
 e 
 
 f 
 a 
 b 
 c 
 
 / 
 a 
 
 b 
 c 
 d 
 e 
 
 f 
 
 a 
 b 
 c 
 e 
 / 
 
 220,000 lbs. 
 200,000 " 
 260,000 " 
 200,000 " 
 180,000 " 
 280,000 lbs. 
 280,000 " 
 300,000 " 
 240,000 " 
 280,000 lbs. 
 300,000 " 
 300,000 " 
 280,000 " 
 280,000 lbs. 
 400,000 " 
 450,000 " 
 500,000 " 
 500,000 " 
 400,000 " 
 500,000 lbs. 
 400,000 " 
 500,000 " 
 600,000 " 
 600,000 " 
 
 •0255" 
 .0182" 
 .0203" 
 .0180" 
 
 •0153" 
 .0244" 
 .0182" 
 .0215" 
 .0220" 
 .0221" 
 .0145" 
 .0220" 
 .0180" 
 .0160" 
 .0222" 
 .0255" 
 .0250" 
 .0250" 
 .0212" 
 .0248" 
 .0260" 
 .0220" 
 .0275" 
 .0320" 
 
 1 
 
 1 
 1 
 \ 212,000 lbs. 
 
 J 
 " 275,000 lbs. 
 
 - 290,000 lbs. 
 \ 421,666 lbs. 
 
 J 
 
 - 520,000 lbs. 
 J 
 
 .0195"' 
 
 .0215" 
 .0192" 
 
 .0225" 
 .0265" 
 
 until the moment of fracture (710,000 pounds); and the diagram 
 is interesting, as it fairly illustrates the gradual yielding of the 
 material while approaching the ultimate load by bending down 
 toward the axis of abscissas. 
 
 • The 12-inch cubes c and e, and the nominal 12-inch cube d,"^ 
 were not broken at the first application of the maximum load 
 of 800,000 pounds, but only by repeating the process after re- 
 turning to the initial load of 5000 pounds. Cube c exhibits 
 irregular set up to 200,000 pounds, becoming more regular as 
 the load increased to 400,000 pounds. 
 
 * This cube measured only 12" X ii"-3 in cross-section, probably due to mis- 
 placement of one of the sides of the mould while inserting it. 
 
74 
 
 TESTS OF CEMENTS. 
 
 TABLE 
 
 Resilience of Neat Dyckerhoff 
 
 
 Size of Cubes. 
 
 Amount of 
 Load in 
 Pounds, 
 
 8'' X 8'' X 8" 
 
 9" X 9" X 9" 
 
 10" X 10" X 10" 
 
 
 b 
 
 460 
 1027 
 
 1973 
 3108 
 
 c 
 
 450 
 
 966 
 
 1834 
 2933 
 
 d 
 
 410 
 
 820 
 1438 
 2257 
 
 3744 
 5697 
 
 e 
 
 425 
 
 888 
 
 1651 
 
 2702 
 
 / 
 
 440 
 861 
 
 1545 
 22931 
 
 3833 
 
 a 
 
 515 
 
 963 
 
 1505 
 
 2234 
 
 3367 
 4798 
 
 b 
 
 650 
 1172 
 
 1754 
 2409 
 3216 
 4287 
 
 c 
 
 525 
 1021 
 
 1564 
 2283 
 
 3374 
 
 d 
 
 305 
 675 
 1 185 
 1917 
 3127 
 4204 
 
 e 
 
 380 
 748 
 1267 
 1908 
 2693 
 3358 
 4761 
 
 / 
 
 450 
 
 943 
 
 1696 
 
 2545 
 4770 
 
 a 
 
 490 
 881 
 1380 
 1949 
 2862 
 4306 
 
 b 
 
 210 
 
 508 
 
 916 
 
 1372 
 
 2087 
 
 2739 
 3755 
 4862 
 
 c 
 
 515 
 
 817 
 
 1218 
 
 1670 
 
 2358 
 
 3170 
 4308 
 
 5^43 
 
 d 
 
 500 
 
 872 
 
 1414 
 
 2035 
 2869 
 
 e 
 
 400 
 
 799 
 1286 
 
 1954 
 3074 
 4037 
 5960 
 
 / 
 
 lOO ooo 
 1 50 000 
 200 000 
 250 000 
 300 000 
 350 000 
 400 000 
 450 000 
 500 000 
 550 000 
 
 350 
 
 715 
 
 1252 
 
 1814 
 
 2589 
 
 3659 
 4928 
 6484 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 650 000 
 700 000 
 750 000 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 The piece was crushed only under the sixth application of 
 the maximum load of the testing-machine, the diagram presents 
 practically a straight elastic line from 100,000 to 500,000 pounds. 
 
 Cube d (defective in size) required for its fracture four repe- 
 titions of the maximum load. 
 
 Cube e resisted a load of 800,000 pounds once, and showed 
 great stiffness while it was again reloaded up to 800,000 pounds. 
 It sustained that pressure for half a minute, and then yielded. 
 
 Elasticity. — Dyckerhoff Portland cement being stiffer than 
 Haverstraw freestone, has a higher modulus of elasticity. Its 
 elastic limit is somewhat less difficult to determine than that 
 of freestone, although some cubes ran so irregularly as to ren- 
 der it unadvisable to consider them. 
 
 Table O gives the elastic limits of individual cubes, and the 
 averages of sets of cubes. 
 
TESTS OF CEMENTS. 
 
 75 
 
 p. 
 
 Portland Cement. 
 
 
 
 
 
 Size 
 
 OF C 
 
 UBES. 
 
 
 
 
 
 Pier I. 
 
 Pier II. 
 
 PiekIII. 
 
 
 Of 
 
 3 Prisms 
 each. 
 
 Of 
 
 3 Prisms 
 each. 
 
 Of 
 
 3 Prisms 
 each. 
 
 Il" X II" X II" 
 
 12" X 12" X 12" 
 
 a 
 
 b 
 
 c 
 
 d 
 
 e 
 
 f 
 
 a 
 
 b 
 
 c 
 
 e 
 
 200 
 
 450 
 800 
 1272 
 1850 
 2549 
 3455 
 4624 
 
 5930 
 
 7552 
 
 9340 
 
 12166 
 
 16418 
 
 12" X 12" 
 X4" 
 
 12" X 12" 
 x6" 
 
 I2"X12" 
 
 x8" 
 
 310 
 
 639 
 1092 
 1626 
 2439 
 3411 
 4744 
 5918 
 8102 
 
 265 
 
 S41 
 
 979 
 
 1479 
 
 2107 
 
 3027 
 
 4099 
 
 5436 
 
 7285 
 
 9265 
 
 12084 
 
 260 
 572 
 
 lOIO 
 
 1550 
 
 2260 
 3262 
 
 4350 
 5825 
 7250 
 9057 
 
 II722 
 
 14868 
 18789 
 
 200 
 450 
 
 80b 
 
 1306 
 
 1925 
 2730 
 
 3550 
 4862 
 
 6145 
 
 8783 
 
 10905 
 14506 
 
 250 
 424 
 
 775 
 1299 
 1890 
 2702 
 3640 
 
 4915 
 
 6340 
 
 8724 
 
 11216 
 
 14660 
 
 245 
 
 439 
 610 
 1190 
 1850 
 2662 
 3600 
 491.2 
 6290 
 8239 
 io6go 
 
 190 
 
 440 
 
 790 
 
 1262 
 
 1880 
 
 2734 
 
 3615 
 
 4847 
 
 6225 
 
 8515 
 
 10585 
 
 14558 
 
 21013 
 
 265 
 546 
 940 
 
 1435 
 2040 
 
 2706 
 3475 
 4750 
 6175 
 8065 
 
 180 
 
 442 
 
 810 
 
 1260 
 
 1810 
 
 2460 
 
 3210 
 
 4060 
 
 5010 
 
 6322 
 
 7760 
 
 10084 
 
 12615 
 
 15876 
 
 250 
 
 531 
 
 92s 
 
 1375 
 
 1925 
 
 2656 
 
 3450 
 
 4512 
 
 5700 
 
 7144 
 
 8725 
 
 "745 
 
 13983 
 
 16452 
 
 20647 
 
 260 
 641 
 
 1175 
 1946 
 2840 
 4010 
 5260 
 7280 
 9180 
 11847 
 15970 
 
 3'5 
 773 
 1402 
 2200 
 3346 
 4904 
 7164 
 10074 
 
 13364 
 14045 
 22246 
 27677 
 33938 
 
 450 
 
 936 
 
 1 701 
 
 2678 
 
 3822 
 
 5445 
 7320 
 
 9844 . 
 12705 
 
 16551 
 21447 
 28576 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 From the averages in Table O the average modulus of 
 elasticity of Dyckerhoff Portland cement is found to be about 
 1,500,000, or, more correctly, 1,525,857. 
 
 Average modulus of elasticity for ^" cubes, 1,358,774 
 
 " (^" " 1,421,111 
 
 U jq// U 1^510,416 
 
 '' 12'' " 1,635,107 
 
 Mean modulus of elasticity, 1,525,857 
 
 The modulus of elasticity of this kind of cement exceeds 
 
 that of Haverstraw freestone by more than 50 per cent, and is 
 
 practically identical with that of natural Portland stone 
 
 (1,533,000), as determined by Tredgold. 
 
 Resilience. — Although the lower portions of cement 
 
 strain-curves are less convex toward the axis of abscissas than 
 
76 TESTS OF CEMENTS. 
 
 those of freestone, it is probably better to consider the process 
 of loading up to 100,000 pounds as merely preparatory, serving 
 to relieve the specimen of the greater part of existing internal 
 strain. The area of resilience is therefore reckoned from that 
 point on the axis of abscissas representing the permanent set 
 when the first load of 100,000 pounds was reduced to 5000 
 pounds. 
 
 Table P exhibits the resilience in inch-pounds, under grad- 
 ually increasing loads, of cement cubes from 8 to 12 inches on 
 a side, and of piers of cement prisms eacli 12 inches square on 
 bed, and of heights already described. 
 
 Owing to the imperfect elasticity of the material, no regu- 
 lar increase of the area of resilience proportional to the squares 
 of loads was found, but occasionally the actual development of 
 the area is nearly the same as it should be according to theory. 
 For instance, 8-inch cube c shows at 100,000 pounds a resili- 
 ence of 450 inch-pounds; at 200,000 pounds, 1834, which by 
 theory should be 1800. Eleven-inch cube <:, with an area of 
 260 inch-pounds at 100,000 pounds, develops areas of loio and 
 2260 for loads of 200,000 and 300,000 pounds, respectively ; 
 theoretically, these areas should be 1040 and 2340. 
 
 Table Q gives interesting comparisons between the aver- 
 ages of the 1 2-inch cement cubes and the three piers of prisms. 
 The numbers of inch-pounds are given up to 600,000 pounds 
 for increments of 100,000 pounds. For the two piers com- 
 posed of 6-inch and 8-inch prisms respectively, two columns 
 appear in the table, one showing the observed resilience as de- 
 veloped under pressure, and the other the corresponding theo- 
 retical resilience, on the assumption that the resilience of speci- 
 mens of the same cross-section but different heights varies as 
 the masses of the specimens. 
 
 It is seen that the shortest pier, composed of 3 prisms each 
 4!^ in height, has larger areas of resilience than the corre- 
 sponding average 12-inch solid cube; in fact, from 200,000 
 pounds upwards they are more than i^ times as large. The 
 pier composed of the next larger prisms shows a similar excess 
 of actually observed resilience over that computed ; while with 
 the highest pier, representing in volume two 12-inch cubes 
 
TESTS OF CEMENTS. 
 
 77 
 
 placed one on top of the other, the observed resilience is 
 fairly comparable with that computed, except under the high- 
 est loads, and even then the difference is not considerable, and 
 might have been less if an average could have been taken of 
 several piers of that kind. 
 
 TABLE Q. 
 
 Neat Dyckerhoff Portland Cement. 
 
 RESILIENCE OF 12" CUBES AND PIERS. 
 
 Pier I., composed of 3 prisms, each 12" X 12" X 4". 
 " II., " *' " " 12" X 12" X 6". 
 
 '' III., '♦ " " " 12" X 12" X 8". 
 
 
 12" Cubes. 
 
 Observed 
 
 Average. 
 
 Resilience in Inch-pounds of — 
 
 Load in 
 Pounds. 
 
 Pier I. 
 Observed. 
 
 Pier II. 
 
 Pier III. 
 
 
 Observed. 
 
 Computed. 
 
 Observed. 
 
 Computed. 
 
 100,000 
 200,000 
 300,000 
 400,000 
 500,000 
 600,000 
 
 217 
 
 853 
 1,901 
 
 3,441 
 5,808 
 9,102 
 
 260 
 
 1,175 
 2,840 
 5,260 
 9,180 
 15-970 
 
 315 
 1,402 
 3,346 
 7,164 
 
 13,364 
 22,246 
 
 325 
 1,279 
 2,851 
 5,161 
 8,712 
 13,653 
 
 450 
 
 1,701 
 
 3,822 
 
 7,320 
 
 12,705 
 
 21,447 
 
 434 
 
 1,706 
 
 3,802 
 
 6,882 
 
 11,616 
 
 18,204 
 
 It is thought that the plastering of the bed-faces of all of 
 these prisms had some influence on the results. Without 
 going into details, it is obvious that a pier of three 12^' X ^2" 
 X A-" prisms, coated in the aggregate with six thin layers of 
 comparatively soft plaster, will compress more rapidly and 
 show apparently more resilience than a solid 12-inch cube with 
 two cushions only, or a pier of three 12'' X 12" X 8^^ prisms. 
 The latter had also six layers of plaster, but their aggregate 
 thickness necessarily bore a lesser ratio to the collective height 
 of the cement prisms than in the thinner pier, and compression 
 proceeded therefore more slowly. 
 
 It was shown that at 700,000 pounds a dry pier of three 
 12-inch cubes of Haverstraw freestone exhibited about 2J 
 times the resilience of a single 12-inch cube, instead of three 
 times ; and the reason assigned for the difference was that the 
 
78 TESTS OF CEMENTS. 
 
 cubes had each previously been strained by a load of 800,000 
 pounds, which increased the stiffness, and that the pier was not 
 a true monolith. The several cement prisms, with the ex- 
 ception of one measuring 12" X ^2" X 6'^, had not previously 
 been strained. Dyckerhoff cement is also less compressible 
 than freestone ; and the interposition of cushions of a more 
 yielding substance, such as plaster of Paris from 36 to 48 
 hours old, will cause the combination of cement and plaster to 
 develop more compressibility, and consequently more resili- 
 ence, than without plaster. 
 
 It seems probable that with rigid material, divided into 
 courses and subjected to compression, the interposition of a 
 pliant and compressible binding substance essentially increases 
 the capacity to resist concussions, or suddenly applied heavy 
 loads. 
 
 With regard to the resilience of cubes of Haverstraw free- 
 stone, within the elastic limit, it was seen that there were in- 
 dications that this property may increase with the size of the 
 cube. This suggestion is to a certain extent corroborated by 
 the results furnished by the cement cubes, as may be seen 
 from Table R, which gives the resilience of the several cubes 
 up to the elastic limit, the averages of the same for each class, 
 both for the whole cube and per cubic inch of the mass. 
 
 A notable falling off in the amount of resilience is exhibited 
 by the lo-inch cubes, which may perhaps be explained by the 
 difficulty in many cases of determining the elastic limit. For 
 this reason, several of the cubes are not recorded in the table. 
 The 1 2-inch cubes evidently possess more of the property of 
 resilience than the smaller ones, but their superiority in that 
 respect is by no means marked. 
 
 It appears that for equal-sized cubes of Dyckerhoff cement 
 and Haverstraw freestone, with equal striking weights, the 
 safe height of fall is, for cements, on the average, a little more 
 than one half that of freestone. 
 
 The fact that some of the cement cubes were plastered and 
 some not, and that the micrometer was of necessity removed 
 in most cases before the crushing load was reached, renders it 
 unwise to try to deduce any conclusions as to the relative 
 
TESTS OF CEMENTS, 
 
 79 
 
 values of ultimate resilience of cement cubes of different sizes. 
 With Haverstraw freestone cubes some evidence was shown 
 that the ultimate resilience of cubes is proportional to their 
 mass. The evidence with cement cubes is not sufficiently re- 
 liable to either prove or disprove this law. 
 
 TABLE R. 
 
 Resilience of Cubes of Dyckerhoff Portland Cement within the 
 
 Elastic Limit. 
 
 Cube. 
 
 Size. 
 
 8-inch. 
 
 8 " , 
 
 Q-inch. 
 
 9 " • 
 
 9 " . 
 
 9 " • 
 lo-inch. 
 lo " . 
 lo " . 
 lo " . 
 
 -inch. 
 
 T 
 
 I 
 
 I 
 
 I 
 
 I 
 
 I 
 
 i2-inch. 
 
 12 " 
 
 12 " . 
 
 12 " . 
 
 12 •• , 
 
 Mark. 
 
 b 
 c 
 
 d 
 
 e 
 
 f 
 
 a 
 
 d 
 e 
 
 f 
 a 
 b 
 c 
 
 f 
 a 
 
 b 
 
 c 
 
 d 
 
 e 
 
 f 
 
 a 
 
 b 
 
 c 
 
 e 
 
 f 
 
 Resilience in Inch-pounds. * 
 
 Load. 
 
 220,000 lbs. 
 
 200,000 
 
 260,000 
 
 200,000 
 
 180,000 
 
 280,000 lbs. 
 
 280,000 
 300,000 
 240,000 
 
 280,000 lbs. 
 
 300,000 
 
 300,000 
 
 280,000 
 
 280,000 lbs. 
 
 400,000 
 
 450,000 
 
 500,000 
 
 500,000 
 
 400,000 
 
 500,000 lbs. 
 
 400,000 
 
 500,000 
 
 600,000 
 
 600,000 
 
 Of Cube. 
 
 2,288 
 1,834 
 2,423 
 r;65i 
 
 1,183 
 2,753 
 2,307 
 2,783 
 2,312 
 2,366 
 2,087 
 2,358 
 2,212 
 2,004 
 4,009 
 7,250 
 6,145 
 6,340 
 3,600 
 6,225 
 
 3,475 
 5,010 
 
 8,725 
 9,340 
 
 Average. 
 
 1^ 1,876 
 
 r 2,539 
 
 )■ 2,256 
 
 . 4,891 
 
 \ 6,555 
 
 Per Cube In. 
 
 3-66 
 
 3-48 
 
 2.26 
 
 3.67 
 
 3-79 
 
CHAPTER VI. 
 TESTS OF CEMENT MORTARS AND CONCRETES. 
 
 The experiments . made with these materials embraced 
 tests of cubes of mortar and concrete of different sizes, and of 
 different proportions of ingredients. 
 
 The following table gives the proportions of material that 
 entered into the composition of the several mortars and con- 
 cretes : 
 
 TABLE S. 
 Composition of Mortars and Concretes. 
 
 Marks 
 
 Sizes of 
 
 Kind of 
 Cubes. 
 
 
 Proportions by Volume. 
 
 Propor- 
 tion of 
 
 
 Cubes in 
 
 Kind of Cement. 
 
 
 
 Cement 
 
 OF 
 
 
 
 
 
 Cubes. 
 
 Inches. 
 
 
 Cement. 
 
 Sand. 
 
 Grav- 
 el. 
 
 Broken 
 Stone. 
 
 other In- 
 gredients. 
 
 Fm 
 
 2,4,6,8,10. 
 12, 14, 16 
 
 Mortar 
 
 New'rkCo Ros- 
 endale Cement 
 
 I 
 (dry measure) 
 
 3 
 
 
 
 I to 3 
 
 Fc 
 
 4,6,8,10,12, 
 14, 16, 18 
 
 Concrete 
 
 New'rk Co.'s Ros- 
 endale Cement 
 
 I 
 (dry measure) 
 
 3 
 
 2 
 
 4 
 
 r to 9 
 
 Am ... . 
 
 4, 6, 8, 12, 
 16 
 
 Mortar 
 
 Norton's Cement 
 
 I 
 (paste) 
 
 i^ 
 
 
 
 I to \\ 
 
 Ac 
 
 4, 6, 8, 12, 
 16 
 
 Concrete 
 
 Norton's Cement 
 
 (paste) 
 
 li 
 
 
 
 it0 7i 
 
 Bm .... 
 
 4, 6, 8, 12, 
 16 
 
 Mortar 
 
 Norton's Cement 
 
 I 
 (paste) 
 
 3 
 
 
 
 I to 3 
 
 Be 
 
 4, 6, 8, 12, 
 16 
 
 Concrete 
 
 Norton's Cement 
 
 T 
 
 (paste) 
 
 3 
 
 
 6 
 
 I to 9 
 
 Cm .... 
 
 4, 6. 8, 12, 
 16 
 
 Mortar 
 
 National Portland 
 Cement 
 
 I 
 (paste) 
 
 3 
 
 
 
 I to 3 
 
 Cc 
 
 4, 6, 8, 12, 
 16 
 
 Concrete 
 
 National Portland 
 Cement 
 
 I 
 (paste) 
 
 3 
 
 
 6 
 
 I to 9 
 
 Two specimens of each kind and size of cubes had been 
 prepared. 
 
 The age of the mortars and concretes marked F was 
 about 22 months. The cubes of the combinations marked A, 
 B, and C were older, and among themselves practically of 
 equal age, varying only from 3 years 10 months and 4 days to 
 3 years 10 months and 14 days. 
 
TESTS OF CEMENT MORTARS AND CONCRETES. 8 1 
 
 The beds of all of the cubes in Table S were plastered 
 before being tested. 
 
 MORTARS AND CONCRETES OF NEWARK COMPANY'S ROSEN- 
 DALE CEMENT. 
 
 In testing the mortar cubes of this cement, wooden pine 
 cushions were placed between the plastered beds and the 
 machine-heads, although former experiments indicated that 
 the full strength of the material might not be brought out by 
 this arrangement. The comparative roughness of the surfaces 
 of mortar and concrete seemed, however, to call for the inter- 
 position of some comparatively soft material to secure a better 
 equalization or distribution of the load over the pressed sur- 
 face. 
 
 The thickness of the cushion-plates varied from \ inch to i 
 inch, according to the size of the mortar cubes, which varied 
 by increments of 2 inches from 2 to i6 inches on a side. The 
 plates were square, and the length of their sides exceeded that 
 of the sides of the cubes by about twice the thickness of the 
 plate. The average weight per cubic foot was about ii6 
 pounds for the mortar and 132 pounds for the concrete. 
 
 The crushing resistance of the individual specimens of each 
 pair or set of mortar cubes was nearly the same, with the ex- 
 ception of the 2-inch and lo-inch cubes, the first differing from 
 one another in strength per square inch about 27 per cent ; 
 the second, about 22 per cent. For the other sets, the great- 
 est difference was not quite 5 per cent. 
 
 This satisfactory result with mortars suggested a change in 
 the method of testing the series of concrete cubes of Newark 
 Co.'s Rosendale cement. 
 
 One sample of each set was crushed with pine cushions, 
 and the other directly between the machine-heads, it being 
 thought that by the latter method superior compressive 
 strength would be shown. 
 
 An opportunity for measuring the gradual compression and 
 resilience of the concrete was thus afforded. The sides of 
 these cubes were 4", 6", W\ 10'', 12", 14", i&\ and 18'', re- 
 6 
 
82 TESTS OF CEMENT MORTARS AND CONCRETES. 
 
 spectively. The cubes of the smallest set were both tested 
 between wooden plates to see whether concretes crushed in 
 this manner would give as uniform results as mortars. One 
 cube broke under a pressure of 1074 pounds per square inch, 
 the other at 991 pounds — a difference of y.y per cent. 
 
 When testing the other sets of concrete cubes, those 
 crushed directly between the machine-heads proved in every 
 instance stronger than their mates, which were broken between 
 wooden cushions. On the average they exceeded them in 
 strength nearly 19 per cent. 
 
 In testing one of the lo-inch, 12-inch, 14-inch, and 16-inch 
 mortar cubes, respectively, the cushions were so placed that 
 the directions of the grains crossed each other ; in the other 
 cases they were parallel. 
 
 In several instances, cleavage occurred on lines parallel to , 
 the grain whether the latter, in the two opposite plates, ran 
 parallel or crosswise with respect to each other. The indenta- 
 tion of the wood cushions varied considerably in depth and 
 uniformity. The stronger concretes caused deeper impressions 
 in the wood than the mortars, the greatest observed depth 
 being over -f^^" (lO-inch concrete cube a) ; the maximum im- 
 pression by mortar cubes {-f^-^") occurred with lo-inch cube b. 
 The observed cleavage of the material parallel to the grain of 
 the wood indicates that wood cushions exercise a weakening 
 influence upon the strength of stone. The fibre being forced 
 sideways under pressure, undoubtedly reacts on the particles 
 of stone with which it is in close contact, and favors their 
 tendency to move laterally, in the direction of least resistance. 
 
 COMPRESSION, SET, ELASTICITY, AND RESILIENCE OF MOR- 
 TARS AND CONCRETES MADE WITH THE NEWARK COM- 
 PANY'S ROSENDALE CEMENT. 
 
 Compression and Set. — The relative crushing resistance 
 of cubes of mortar and concrete prepared with the Newark 
 Company's Rosendale cement is shown in Table T, which 
 gives ultimate pressures per square inch on bed-surface. The 
 data are based on the figures in General Table III. 
 
TESTS OF CEMENT MORTARS AND CONCRETES. 
 
 83 
 
 TABLE T. 
 
 Compressive Strength per Square Inch of Bed-surface of Cubes of 
 Mortar and C ncrete, prepared with Newark Company's Rosen- 
 dale Cement. 
 
 Composition of mortar: i vol. cement (dry measure), 5 vols. sand. 
 
 Composition of concrete: i vol. cement (dry measure), 3 vols, sand, 2 vols, gravel, 4 vols. 
 stone. 
 
 
 
 Mortars. 
 
 Marks 
 AND Sizes 
 OF Cubes. 
 
 Concretes. 
 
 Marks 
 AND Sizes 
 OF Cubes. 
 
 Strength in 
 
 pounds per 
 
 square inch. 
 
 How crushed — with 
 
 with Wooden Plates or 
 
 Directly. 
 
 Strength in 
 lbs. per sq. 
 in. of piece. 
 
 How crushed — 
 with Wooden Plates or 
 Directly. 
 
 
 Of 
 Piece 
 
 Aver- 
 age. 
 
 Fm -z" a.. 
 
 1,653 
 
 1,429 
 
 W. 
 
 p., grain parallel. 
 
 
 
 
 
 " 2"^.. 
 
 1,203 
 
 1,429 
 
 ' 
 
 
 
 
 
 
 
 - 4"«-. 
 
 752 
 
 758 
 
 ' 
 
 
 Fc 4" 
 
 a. . . 
 
 1,074 
 
 W. P., grain parallel. 
 
 
 " ^" b.. 
 
 765 
 
 758 
 
 ( 
 
 
 i " 4'' 
 
 b... 
 
 991 
 
 '■ 
 
 
 " 6" a.. 
 
 818 
 
 800 
 
 ' 
 
 ■.i 1 
 
 " 6" 
 
 a. . . 
 
 1,025 
 
 ;. U 
 
 
 " 6" I'.. 
 
 782 
 
 800 
 
 ' 
 
 
 .. g,/ 
 
 b... 
 
 1,230 
 
 Directly. 
 
 
 " %"a.. 
 
 701 
 
 707 
 
 , ' 
 
 
 " 8" 
 
 a. . . 
 
 876- 
 
 W. P.. grain parallel 
 
 
 " 8"^.. 
 
 713 
 
 707 
 
 
 
 •" 8" 
 
 b... 
 
 i,i94« 
 
 Directly. 
 
 
 ' 10" a. . 
 
 828 
 
 945 
 
 ( 
 
 
 '■ 10' 
 
 a. . . 
 
 ii^Siv 
 
 W. P . grain parallel. 
 
 
 ' jo" b.. 
 
 1,063 
 
 945 
 
 W. 1 
 
 ^, gram crosswise. 
 
 '' 10'' 
 
 b... 
 
 1,182. 
 
 Directly. 
 
 
 " I2"«.. 
 
 699 
 
 685 
 
 " 
 
 grain parallel. 
 
 " 12" 
 
 a. . . 
 
 831 
 
 ' W. P , grain parallel. 
 
 
 ' 12" b.. 
 
 671 
 
 685 
 
 u 
 
 grain crosswise. 
 
 "■ 12" 
 
 b... 
 
 1,113 
 
 ■ Directly. 
 
 
 ' 14" rt . 
 
 697 
 
 715 
 
 " 
 
 grain parallel. 
 
 " 14" 
 
 a. . . 
 
 698 
 
 W. P.. grain parallel. 
 
 
 ' 14" b. . 
 
 733 
 
 715 
 
 " 
 
 gram crosswise. 
 
 " 14''' 
 
 b... 
 
 748 
 
 Directly. 
 
 
 • 16" a.. 
 
 6.3 
 
 612 
 
 " 
 
 grain parallel. 
 
 " i6'- 
 
 n. . . 
 
 674 
 
 W. P., grain parallel. 
 
 ♦' 16" d.. 
 
 611 
 
 612 
 
 " 
 
 grain parallel. 
 
 '■' 16'' 
 '■ v8''' 
 
 b... 
 
 0. . . . 
 
 1.039 
 8^0 
 
 Directly. 
 
 W. P., grain parallel. 
 
 Directly. 
 
 
 
 
 
 '' 18" 
 
 b... 
 
 1,04.^ 
 
 
 
 
 
 Among the mortars of the foregoing table, the 2-inch cubes 
 have by far the greatest strength per square mch, about twice 
 as much as the 8-inch, i2-inch, 14-inch, and i6-inch cubes; the 
 last-named size is the weakest in the series. 
 
 Of the concretes the table shows that the cubes crushed 
 without interposition of wooden plates are invariably stronger 
 than those crushed between cushions, the average ratio being 
 as 1080 to 871 — a difference of about 19 per cent. When the 
 series of mortar cubes from 4 inches to 16 inches on a side are 
 compared with the corresponding concrete cubes which had' 
 been broken between wooden cushions like the mortars, the 
 
64 TESTS OF CEMENT MORTARS AND CONCRETES. 
 
 strength of the concretes is superior to that of the mortars by 
 about 15 per cent. 
 
 The average strength per square inch of the F mortar cubes, 
 excluding the 2-inch cubes as being exceptionally strong, is 746 
 pounds. If no cushions had been used it might possibly have 
 been about 19 per cent greater (the increase of strength found 
 with the F concretes under such circumstances), or 888 pounds. 
 The average strength of these concretes, crushed without cush- 
 ions, was 1080 pounds; they are therefore about 18 per cent 
 stronger than the mortars. 
 
 The comparison may be tabulated as follows : 
 
 Compressive strength per square inch of bed-surface of — 
 
 F mortar cubes, crushed between wooden cushions, 746 pounds; 
 
 F mortar cubes, crushed without cushions (esti- 
 mated) 888 
 
 F concrete cubes, crushed between wooden cush- 
 ions 871 " 
 
 F concrete cubes, crushed without cushions. .... 1080 " 
 
 The use of wooden cushions in testing the /^mortars, and 
 one half of the F concretes, prevented the measuring of the 
 gradual reduction of the length of the cubes under progressive 
 compression. The micrometer was applied only in testing those 
 /^concretes that were crushed without interposition of wooden 
 plates; i.e., one of the lo-inch, i2-inch, 14-inch, 16-inch, and 
 18-inch concrete cubes, respectively. 
 
 The strain-curves of the F concretes, and of the mortars 
 and concretes marked A and B, made with Norton's cement, 
 represented on Strain-sheets V. and VI., are characterized by 
 the direction and form of the curve after passing the point 
 where the elastic limit is located. The upper part of the curve 
 here forms a decided bend, becomes concave toward the axis 
 of abscissas, and then with a long sweep runs nearly straight 
 and approximately parallel to that line until fracture takes 
 place. With the material just named, micrometer observations 
 could in most cases be continued until the end, or close to it, 
 as no violent separation of parts took place, and cracks, if ap- 
 pearing at all, did so only just previous to disintegration. The 
 
TESl'S OF CEMENT MORTARS AND CONCRETES. 85 
 
 final part of the curves proves that with these mortars and con- 
 cretes the rate of compression augments rapidly under slight 
 increments of pressure near the end of the operation. In this 
 respect the curves are materially different from those of the 
 cubes of freestone and neat cement (Strain-sheets I. to IV.), 
 which indicate a considerable amount of rigidity as the ultimate 
 load is approached. 
 
 An examination of the strain-curves of the F concretes ren- 
 ders it again apparent that during the initial stages of loading 
 the compression of the smaller cubes progresses faster than that 
 of the larger cubes. The marked breaks in the initial part of 
 the diagram, especially of the 14'', 16", and 18'' cubes, show 
 that internal strains of some kind existed in the mass, caused 
 probably by irregular setting after moulding. The groups of 
 particles under abnormal internal strain were weakened and 
 more or less disintegrated when a moderate pressure was ap- 
 plied from the outside. 
 
 Elasticity. — The data in Special Table III. and Strain- 
 sheet V. approximately fix the modulus of elasticity of F con- 
 cretes ; the 14-inch cube was ignored, its diagram being too 
 irregular. 
 
 Making proper allowance for the actual area of bed-surface 
 and' for the length of the cubes, we have for the formula, 
 
 ^ = 7- X /. 
 
 For lo-inch /^concrete cube, Z = 10". 22; /=.oii''; /= 501 lbs. I — '- 1 
 
 ' ■" ^^ \ 101.5 / 
 
 For 12-inch /" concrete cube, Z = I2".02; /=.oi6", /=6iqlbs. | — ^ 1 
 
 \ 145-2 / 
 
 For 16-inch /" concrete cube, Z = 16 '. 16; / = .017';"; /= 6iq lbs. | '- — — i 
 
 ■^ ^ \ 258.4 ; 
 
 For 18-inch i^ concrete cube, Z = 18". ig: /= .0240"; /= 749 lbs. I '■ 1 
 
 Therefore, 
 
 Modulus of elasticity for 10 inch cube F. 549,093 lbs. 
 
 Modulus of elasticity for 12-inch cube F. 465,024 lbs. 
 
 Modulus of elasticity for 16-inch cui:)e F. 571,600 lbs. 
 
 Modulus of elasticity for 18-inch cube F. 567,397 lbs. 
 
 Average modulus of elasticity of Newark Co.'s Rosendale cement 
 
 concretes, approximately 538,349 lbs. 
 
86 
 
 TESTS OF CEMENT MO Ji TARS AND CONCRETES. 
 
 As might be expected, concrete compresses more rapidly 
 than freestone or neat Portland cement. Comparing the lo- 
 inch and 1 2-inch cubes of these materials, we have : 
 
 Material. 
 
 Compression in Inches under Pressure of— 
 
 50,000 lbs. 
 
 100,000 lbs. 
 
 150,000 lbs. 
 
 200,000 lbs. 
 
 lo-inch Freestone Cube 
 
 0.0092 
 
 0.0167 
 
 0.0207 
 
 0.0277 
 
 lo-inch Cement Cube 
 
 0.0056 
 
 . 0098 
 
 0.0127 
 
 0.0138 
 
 lo-inch F Concrete Cube 
 
 0.0088 
 
 0.0320 
 
 Exhausted. 
 
 
 12-inch Freestone Cube 
 
 . 0090 
 
 0.0183 
 
 0.0199 
 
 0.0244 
 
 i2-inch Cement Cube 
 
 . 0034 
 
 0.0057 
 
 0074 
 
 0.0098 
 
 i2-inch F Concrete Cube 
 
 0.0082 
 
 0.0210 
 
 0.0560 
 
 Exhausted. 
 
 In every case the rate of compression is much more rapid 
 with concrete than with cement. Under 50,000 pounds pres- 
 sure the length of the concrete cube is reduced about as much 
 as that of freestone, but under greater loads the latter material 
 shows greater resistance to compression. 
 
 Resilience. — The total resilience of cubes of concrete made 
 with Newark Company's Rosendale cement is about half that 
 of corresponding cubes of neat Dyckerhoff Portland cement. 
 Their resilience within the elastic limit is small in comparison 
 with their total resilience ; the material differs in that respect 
 from Dyckerhoff cement and freestone. This is shown in Table 
 U, which gives the loads and resilience, both within the elastic 
 limit and at the moment of fracture; also similar data for those 
 cubes of neat cement and freestone whose ultimate resilience 
 was directly measured. With the 12-inch and 16-inch concrete 
 cubes the ultimate resilience was not directly measured. The 
 i2-inch cube broke under a load of 161,600 pounds ; the microm- 
 eter was removed at 160,000 pounds, when the resilience 
 amounted to 11,862 inch-pounds. The 16-inch cube broke 
 under a load of 268,000 pounds, but the micrometer was taken 
 off when the pressure had reached 260,000 pounds with an 
 accumulated resilience of 18,219 inch-pounds. These differences 
 of pressure being quite small, the final amounts of resilience 
 were estimated, assuming the curve of the strain-diagram be- 
 yond the last measurement to be a true parabola. 
 
TESTS OF CEMENT MORTALS AND CONCRETES. 
 
 87 
 
 The computed total resilience of the 12-inch concrete cube 
 is 12,221 inch-pounds; that of the 16-inch cube, 19,586 inch- 
 pounds. 
 
 TABLE U. 
 
 Elastic and Ultimate Resilience of Cubes of Concrete made with 
 Newark Company's Rosendale Cement, of Neat Dyckerhoff Port- 
 land Cement, and of Freestone, 
 
 Size of Cubes. 
 
 ID-inch 
 
 12 " 
 
 16 " .... 
 j8 " .... 
 g-inch, d. 
 II " d. 
 II " e. 
 " " /■ 
 
 Material. 
 
 i^ concrete. 
 
 Dyckerhoff Portland Cement 
 
 Haverstraw Freestone. 
 
 Elastic 
 Resilience, 
 
 Ultimate 
 Resilience. 
 
 
 Load in 
 Pounds. 
 
 Inch- 
 pounds. 
 
 Load in 
 Pounds. 
 
 Inch- 
 pounds. 
 
 t 
 
 60,000 
 
 3" 
 
 120,000 
 
 9,663 
 
 
 90,000 
 
 754 
 
 161,600 
 
 12,221 
 
 
 160,000 
 
 1,586 
 
 268,000 
 
 19,586 
 
 
 230,000 
 
 2,860 
 
 331,000 
 
 23,811 
 
 
 280,000 
 
 2,307 
 
 390,000 
 
 5,760 
 
 
 500,000 
 
 6,14s 
 
 674,000 
 
 18,157 
 
 
 500,000 
 
 6,340 
 
 690,200 
 
 19,123 
 
 
 400,000 
 
 3,600 
 
 645,600 
 
 15,198 
 
 
 500,000 
 
 6,225 
 
 710,000 
 
 24,185 
 
 
 260,000 
 
 3,505 
 
 388,000 
 
 9,516 
 
 
 Ratio of 
 
 Elastic 
 
 Resilience 
 
 to Ultimate 
 
 Resilience. 
 
 I to 31 .0 
 I to 16.2 
 I to 12.4 
 I to 8.3 
 I to 2.5 
 I to 3.0 
 I to 3.0 
 I to 4.2 
 1 to 3.9 
 I to 2.7 
 
 This table shows that cubes of freestone or Portland cement 
 will probably safely resist for an indefinite number of times 
 blows of a certain energy which represents a much larger frac- 
 tion of their ultimate resilience (varying between -g-J-g- and J) than 
 concrete cubes of Newark Co.'s Rosendale cement. It would 
 also appear that with these concrete cubes the ratio of elastic 
 to ultimate resilience becomes greater as the size of cube in- 
 creases ; it must, however, be remembered that only one cube 
 of each size was available for tests of this kind. 
 
 MORTARS AND CONCRETES OF NORTON'S CEMENT. 
 
 As shown in a preceding table (S) of this report, there were 
 two kinds of mortar a^d concrete made with this cement, 
 differing from each other in the proportion of sand used in 
 making the mortar. The kind marked A was richer in cem- 
 ent, the proportion being i volume of cement paste to ij 
 
88 TESTS OF CEMENT MORTARS AND CONCRETES. 
 
 volumes of sand ; for B mortar the proportion was i volume of 
 cement paste to 3 volumes of sand. Six volumes of broken- 
 stone were added for concrete. 
 
 The following are the average weights and specific gravities 
 of this material : 
 
 Specific Gravity, Weight per cubic foot. 
 
 A mortar 1.916 1 19-75 pounds. 
 
 A concrete 2.283 142.68 " 
 
 B mortar 1.871 116.94 " 
 
 B concrete 2.217 138.56 " 
 
 The age of these mortars and concretes when tested was a 
 few days over 3 years and 10 months ; they were therefore 
 more than twice as old as those made of Newark Co.'s Rosen- 
 dale cement. They were broken without interposition of 
 wooden cushions. The cubes tested measured 4, 6, 8, 12, and 
 16 inches on a side, respectively ; there were two cubes of each- 
 size in every set of mortars and concretes. 
 
 The tests show that — 
 
 1. Mortars are generally not as strong as concretes made 
 with those mortars. 
 
 2. The sets of mortars and concretes richest in cement 
 proved stronger than the others. 
 
 3. The smallest (4-inch) cubes in each of the four sets were 
 decidedly the strongest of the lot. 
 
 4. There is no apparent law of increase or decrease of 
 strength per square inch of bed-area, as the size of cubes in- 
 creases. 
 
 The foregoing statements are based on Table V, opposite. 
 
 Comparing the richer mortars and concretes {A) of Table V 
 with each' other, the average strength of all of the cubes of 
 each material is about the same, but the concretes are stronger 
 than the mortars in the 4-inch, 12-inch, and 16-inch cubes. In 
 Class j5, with a smaller proportion of cement, the concretes are 
 on the average about 16 per cent stronger than the mortars. 
 The richer A mortars show an average of nearly 45 per cent 
 more strength than the B mortars ; the A concretes 34 per cent 
 more strength than the B concretes. 
 
TESTS OF CEMENT MORTARS AND CONCRETES. 
 
 89 
 
 TABLE V. 
 
 Compressive Strength of Cubes of Mortar and Concrete made with 
 
 Norton's Cement. 
 
 A7n Mortar. 
 Composition- i vol. 
 Cement and i^ vols. 
 Sand. 
 
 Strength in Pounds. 
 
 Ac Concrete. 
 Composition: i vol. 
 1 Cement, i^- vols. 
 
 Sand, and 6 vols. 
 
 Broken Stone. 
 
 Strength in Pounds. 
 
 Per square 
 inch ot bed. 
 
 Average. 
 
 Per square 
 inch of bed. 
 
 Average. 
 
 4-inch Cube, a 
 
 4 " " b 
 
 6 " " a 
 
 6 " *' b 
 
 8 " '• a 
 
 8 " " b 
 
 12 " " a 
 
 12 " " b 
 
 16 " " a 
 
 16 " " b 
 
 2,032 
 
 2,053 
 1,378 
 1,303 
 t.640 
 1,853 
 1,326 
 1,366 
 1,254 
 1,240 
 
 V. 2,042 
 • 1,340 
 i 1,746 . 
 j- 1,346 ^ 
 (• 1,247 
 
 4-inch Cube, a 
 
 4 " " b 
 
 6 " " a 
 
 6 " " b 
 
 8 " " a 
 
 8 " " b 
 
 12 " " a 
 
 12 '' " b 
 
 16 " " a 
 
 16 " " b 
 
 2,320 
 
 2,323 
 909 
 1,016 
 1,352 
 1,516 
 
 1,503 
 1,617 
 1,466 
 1,429 
 
 (. 2,322 
 \ 963 
 - 1,434 ' 
 '- 1,560 - 
 (• 1,447 
 
 Bm Mortar. 
 Composition: i vol. 
 Cement, and 3 vols. 
 Sand. 
 
 
 
 Be Concrete. 
 Composition: i vol 
 Cement, 3 vols. Sand, 
 and 6 vols. Broken 
 Stone. 
 
 
 
 4-inch Cube, a 
 
 4 •• " b 
 
 6 " " a. 
 
 6 '■■ '• b 
 
 8 " " a 
 
 8 " " b.... 
 12 " " a 
 
 T2 " " b 
 
 16 " " a 
 
 16 " " 3 
 
 1,483 
 1,166 
 780 
 721 
 848 
 732 
 679 
 696 
 
 749 
 687 
 
 V ^,324 
 j- 750 
 j- 790 
 
 - 688 
 j- 718 
 
 4-inch Cube, a 
 
 4 " " b 
 
 6 " " a 
 
 : 6 " '• b 
 
 : 8 " " a 
 
 : 8 " " b 
 
 12 " " a 
 
 12 " " b 
 
 16 " " a 
 
 16 " " b 
 
 1,551 
 1,715 
 1,009 
 
 991 
 879 
 
 844 
 744 
 756 
 858 
 828 
 
 t 1,000 
 j. 86r . 
 j- 765 . 
 \ 843 
 
 COMPRESSION, SET, ELASTICITY, AND RESILIENCE OF MOR- 
 TARS AND CONCRETES MADE WITH NORTON'S CEMENT. 
 
 [Special Tables IV., V., VL, and VII., and Strain-sheets V. and VI.] 
 
 Compression and Set. — As samples of this class failed 
 without explosive disruptions of spawls from the surface, the 
 micrometer was used in most instances until the end of the op- 
 eration. 
 
 The diagrams resemble those obtained with the concrete 
 cubes of Rosendale cement. The initial part of the strain '^urve 
 
90 7'ESTS OF CEMENT MORTARS AND CONCREITES. 
 
 again discloses defective homogeneity in regard to strain — more 
 strikingly so in th'e larger cubes than in the smaller ones. The 
 fact that all of the cubes were practically of the same age when 
 broken may account for this result ; the seasoning of the smaller 
 cubes was perhaps further advanced. 
 
 In nearly all of these diagrams the curve is at first convex 
 toward the axis of abscissas ; it then ascends for a short length 
 about tangentially to the convex curve, then bends over, form- 
 ing a concave curve, and thus continues in nearly a straight 
 course to the end, diverging but slightly from a direction paral- 
 lel to the axis of abscissas. 
 
 The diagram of 12-inch mortar cube a^ Class A^ presents an 
 exceptional appearance, quite different from its mate, 12'' cube 
 b, and from the other samples generally. It is from the begin- 
 ning distinguished by a very rapid rate of compression with 
 corresponding large sets. When the load had risen to 50,000 
 pounds, the permanent set was 0.052 inch, or about 17 times as 
 much as that shown by the companion cube under the same 
 circumstances. On reaching 100,000 pounds the set had in- 
 creased to 0.076 inch — about 13 times the amount of set of the 
 other cube. From this point forward the curve, which thus far 
 had been rather convex toward the axis of abscissas, is reversed 
 and becomes concave, gradually changing to a nearly straight 
 line when approaching the point of fracture. Despite the un- 
 common rate of compression and set of this specimen, its ulti- 
 mate strength was only about 3 per cent less than that of the 
 other cube of the same size and class. A part of the general 
 giving way of the piece under pressure, especially during the 
 first half of the operation, may possibly be ascribed to the fact 
 that the plaster which coated the bed-faces was slightly thicker 
 than in other cases. The plaster at the close of the operation 
 was found to be somewhat soft and yielding. It is believed, 
 however, that there must have been some more important cause : 
 the cement may have been in a somewhat softer condition than 
 in the other mortar cubes. 
 
 Elasticity. — The elastic limit is more distinctly marked in 
 the diagrams of the larger A and B cubes than in those of the 
 
TESl'S, OF CEMENT MORTAR^ AND. CONCRETES. 9 1 
 
 smaller ones. It must be borne in mind that the elasticity of 
 mortar and concrete is far from being perfect ; the irregularities 
 of the diagrams, the numerous deviations from a straight line 
 below the limiting point, and the considerable amount of per- 
 manent set observable at an early stage of the operation of 
 testing, show that the term elasticity can be used here only in 
 a restricted sense. For the limit of such imperfect elasticity as 
 is peculiar to the artificial compounds in question, that point is 
 taken at which the line of the diagram decidedly changes its 
 former direction, with a tendency to incline toward the axis of 
 abscissas. 
 
 In the 8-inch mortar and concrete cubes this change of 
 direction occurs so gradually that it is difificult or impossible 
 to fix upon any point as the elastic limit. A glance at the dia- 
 grams shows that this point is much more easily recognized in 
 the 1 6-inch cubes, or even in the 1 2-inch cubes. These two 
 kinds of cubes were therefore selected for determining the 
 modulus of elasticity, omitting two cubes of Class A, viz., 12- 
 inch mortar cube a on account of its abnormal behavior, and 
 1 2-inch concrete cube b, for which the point corresponding to 
 the elastic limit cannot be recognized. 
 
 In Table W the approximate moduli of elasticity are ob- 
 tained. 
 
 In each class the modulus of compressive elasticity of the 
 concretes is higher than that of the mortars ; within the elastic 
 limit the concretes are therefore stiffen The mortars and con- 
 cretes of Class A, which contain a larger proportion of cement, 
 are within that limit more rigid, or less compressible than those 
 of Class B. 
 
 Resilience. — The total resilience of cubes of classes A and 
 B could be directly observed and computed from actual meas- 
 urement in twenty cases out of twenty-four. In the remaining 
 four cases the micrometer observations were continued to 
 within from \\ to 4 per cent of the ultimate load. For these 
 cubes the probable area of resilience from the last point of 
 direct observation to the final moment was computed by the 
 method already explained. 
 
92 TESTS OF CEMENT MORTARS AND CONCRETES. 
 
 TABLE W. 
 
 
 
 Values of— 
 
 
 Modulus of 
 
 • 
 
 L 
 
 / 
 
 / 
 
 Elasticity. 
 
 A Mortar: 
 
 
 
 
 
 For i2-inch Cube, b 
 
 12". 11 
 
 0.0150" 
 
 110,000 
 
 = 761 
 
 144-5 
 
 614,381 pounds. 
 
 " i6 " " a. 
 
 16". 13 
 
 0.0192'' 
 
 200,000 
 
 656,121 " 
 
 256.2 
 
 " i6 " " b 
 
 16". 17 
 
 0.0182" 
 
 200.000 
 
 653,908 " 
 
 258 
 
 Average 
 
 641,470 pounds: 
 
 A Concrete : 
 
 
 
 
 For i2-inch Cube, a 
 
 12". 12 
 
 0.0130" 
 
 1 10.000 
 143 
 
 707,621 pounds: 
 
 " i6 " " a 
 
 16". 20 
 
 0.0160" 
 
 200,000 
 
 782,662 " 
 
 " 16 " " b 
 
 i8".27 
 
 0.0180" 
 
 220.000 
 
 = 855 
 257-4 
 
 772,825 " 
 
 Average 
 
 754,369 pounds. 
 
 B Mortar: 
 
 
 
 
 For 12-inch Cube, a 
 
 I2",o8 
 
 0.0083" 
 
 60.000 
 
 = 414 
 145 
 
 60.000 
 
 602,545 pounds. 
 
 " 12 *' " b.^ 
 
 12" 14 
 
 0.0090" 
 
 — 410 
 146.2 
 
 553-044 " 
 
 " 16 " " a....... 
 
 16''. 10 
 
 0.0140" 
 
 120,000 
 
 - 463 
 259-4 
 
 532,450 " 
 
 " 16 " " b 
 
 16''. 09 
 
 0.0172" 
 
 120.000 
 
 436,862 " 
 
 Average 
 
 531,225 pounds; 
 
 B Concrete: 
 
 
 
 
 For i2*inch Cube, a 
 
 I2".I7 
 
 0.0080" 
 
 60,000 
 
 - - = 413 
 
 145-44 
 
 628,276 pounds. 
 
 " 12 " " b 
 
 I2".I4 
 
 0.0075" 
 
 70.000 
 
 = 482 
 
 145-3 
 
 780,197 " 
 
 " 16 " " a 
 
 i6".2r 
 
 0.0200" 
 
 160,000 , „ 
 
 7. = 618 
 
 258,7 
 
 500,889 " 
 
 " 16 " " b 
 
 16". 24 
 
 0.0180" 
 
 160,000 
 
 = 620 
 
 259-5 
 
 559,378 " 
 
 Average 
 
 616,935 pound.s: 
 
 
 
 
 
 Table X shows the resilience of the several kinds of cubes 
 made with Norton*s cement. 
 
TMSTS OF CEMENT MORTARS AMD CONCRETES. 93 
 
 TABLE X. 
 
 Resilience in Inch-pounds of Cubes of Mortar and Concrete made 
 
 WITH Norton's Cement. 
 
 Kind of Material, 
 
 Size and Makk of 
 
 Cubes. 
 
 ^ Mortar: 
 
 ,j vo]. Cement Paste, 
 \\ vols. Sand. 
 
 ■.8-iach Cube, a 
 
 .^6 " 
 
 A Concrete: 
 
 1 vol. Cement Paste, 
 i^ vols. Sand, 6 
 vols. Broken Stone. 
 
 8-inch Cube, a 
 
 b 
 
 i6 
 i6 
 
 B Mortar : 
 
 ,1 vol. Cement Paste, 
 3 vols. Sand. 
 
 •S-inch Cube, a 
 
 8 " " b 
 
 i6 " " a 
 
 i6 " " b 
 
 B Concrete : 
 
 1 vol. Cement Paste, 
 3 vols. Sand. 6 vols 
 Broken Stone. 
 
 Srinch Cube, « 
 
 8 " " b 
 
 i6 
 i6 
 
 Load when 
 
 Micrometer 
 
 was removed. 
 
 106,000 pounds 
 120,000 " 
 192,000 " 
 190,000 " 
 321,200 " 
 320,000 " 
 
 87,600 pounds 
 97,900 " 
 215,400 " 
 228,300 " 
 379,200 •' 
 368,000 " 
 
 54,250 pounds 
 
 47,250 
 
 98,500 " 
 101,600 " 
 194,200 " 
 176,750 " 
 
 54,300 pounds 
 
 55,000 
 112,650 
 109,900 
 222,100 
 215,000 
 
 Resilience 
 when Mi- 
 crometer was 
 removed. 
 
 1,913 
 
 2,663 
 10,844 
 
 6,173 
 13,820 
 11,366 
 
 4,962 
 
 7,242 
 
 14,700 
 
 19,381 
 
 61,523 
 34,660 
 
 1,026 
 1,225 
 3,197 
 3,175 
 8,233 
 6,943 
 
 1,678 
 1,812 
 7,101 
 4,657 
 13,234 
 14,974 
 
 Ultimate Load. 
 
 106,000 pounds 
 120,000 *' 
 192,000 " 
 197,400 " 
 321,200 " 
 320,000 " 
 
 87,600 pounds 
 97,900 
 
 .2lS,IOO 
 
 232,900 
 379,200 
 368,000 
 
 54,250 pounds 
 
 47,250 " 
 
 98,500 " 
 
 101,600 " 
 
 194,200 " 
 
 176,750 
 
 56,400 pounds 
 
 55,000 
 112,650 
 109,900 
 222,100 
 215,000 
 
 Ultimate 
 Resilience. 
 
 1-913 
 2,663 
 10,844 
 *6,923 
 13,820 
 11,366 
 
 4,962 
 
 7,242 
 
 *i5,26o 
 
 *2o,576 
 
 61,523 
 34,660 
 
 1,026 
 1,225 
 3,197 
 3,175 
 8,233 
 6,943 
 
 1,812 
 
 7,101 
 
 4,657 
 
 13,234 
 
 14,974 
 
 Average 
 Ultimate 
 Resilience. 
 
 [ 8, 
 
 12,593 
 
 j- 6, 102 
 [ 17,918 
 [ 48,' 
 
 ,092 
 
 I" 1,125 
 [ 3,186 
 j- 7,588 
 
 \ ..^ 
 
 \ 4,657 
 ) 14,104 
 
 In the foregoing table the figures denoting ultimate resili- 
 ence marked ^ are estimated for the final part, the micrometer 
 observations having in these cases not been carried quite up to 
 the breaking-point. 
 
94 
 
 TESTS OF CEMENT MORTARS AND CONCRETES. 
 
 The table proves clearly the superior resilience of concretes 
 over the mortars which form their matrix ; also, that this capac- 
 ity of resisting concussion, etc., is much increased in mortars 
 and concretes by increasing the amount of cement entering in- 
 to their composition. 
 
 In Table Y the first line of numbers of inch-pounds of resili- 
 ence, for each set or class, are the averages taken from Table X. 
 The second and third lines give the figures which would obtain 
 if the resilience were exactly proportional to the mass, as sug- 
 gested in former parts of this report. The figures of the sec- 
 ond line are based on the observed average resilience of the 
 8-inch cubes, and in the third line on the observed average 
 resilience of the 1 2-inch cubes. A fourth line is added, which 
 gives the averages of the second and third lines. 
 
 TABLE Y. 
 
 Relating to the Question whether the Resilience of certain Build- 
 ing Material is proportional to its Mass, applied to Cubes of 
 Mortar and Concrete made with Norton's Cement. 
 
 Kind of Material, etc. 
 
 A Mortar (i vol. Cement, i^^, vols. Sand): 
 
 1. Resilience according' to Table X 
 
 2. Resilience, if proportional to mass, 8" cube as basis 
 
 3. Resilience, if proportional to mass, 12" cube as basis 
 
 4. Resilience, means of 2 and 3. 
 
 A Concrete (i vol. Cement, i}^ vols. Sand, 6 vols. Broken Stone): 
 
 1. Resilience according to Table X 
 
 2. Resilience, if proportional to mass, 8" cube as basis 
 
 3. Resilience, if proportional to mass, 12" cube as basis 
 
 4. Resilience, means of 2 and 3 
 
 B Mortar (i vol. Cement, 3 vols. Sand): 
 
 1. Resilience according to Table X 
 
 2. Resilience, if proportional to mass, 8" cube as basis 
 
 3. Resilience, if proportional to mass, 12" cube as basis 
 
 4. Resilience, means of 2 and 3 
 
 B Concrete (i vol. Cement, 3 vols. Sand, 6 vols. Broken Stone): 
 
 1. Resilience according to Table X 
 
 2. Resilience, if proportional to mass, 8" cube as basis 
 
 3. Resilience, if proportional to mass, 12" cube as basis 
 
 4. Resilience, means of 2 and 3 
 
 Resilience in Inch 
 
 8-inch 
 Cube, 
 
 12-inch 
 Cube. 
 
 2,288 
 
 8,883 
 
 2,288 
 
 7,722 
 
 2,632 
 
 8,883 
 
 2,460 
 
 8,302 
 
 6,102 
 
 17,918 
 
 6,102 
 
 20,594 
 
 5^309 
 
 17,918 
 
 5,705 
 
 19,256 
 
 I,T25 
 
 3,186 
 
 1,152 
 
 3,880 
 
 944 
 
 3,186 
 
 1,048 
 
 3.533 
 
 1,846 
 
 4,657 
 
 1,864 
 
 4,660 
 
 1,742 
 
 5,879 
 
 1,803 
 
 5,269 
 
 16-inch 
 Cube. 
 
 12,593 
 18,304 
 21,056 
 19,680 
 
 48,092 
 48,816 
 42,472 
 45,644 
 
 7,588 
 9,216 
 
 7,552 
 
 14,104 
 14,912 
 13.955 
 14,433 
 
TESTS OF CEMENT MORTARS AND CONCRETES. 95 
 
 Material deviations from the supposed law are seen only in 
 the i6-inch cubes of A mortar. They are partially explained, 
 as far as the figures of the first line of that series are concerned, 
 by the high average of observed resilience of the 12-inch cubes 
 (due to the great amount of resilience developed by 12-inch 
 cube a, the abnormal behavior of which has already been com- 
 mented on). 
 
 In the other three series of Table Y, considering the fact 
 that in each class only two specimens of the same size of cube 
 were available, the computed figures approach those derived 
 from direct observation sufficiently near to increase the possi- 
 bility of the truth of the law that resilience of cubes is propor- 
 tional to the mass. 
 
 The concretes are greatly superior in resilience to the mor- 
 tars which enter into their composition. The A concretes pos- 
 sess on the average about three times as much resilience as the 
 A mortars ; the B concretes about twice as much as the B mor- 
 tars. 
 
 The advantage of a liberal proportion of cement in the 
 composition of mortars is also clearly demonstrated. The 
 richer mortars {A) possess about twice the resilience of the 
 B mortars ; and the richer {A) concretes an average of about 
 3.3 times that of the B concretes. 
 
 MORTARS AND CONCRETES OF NATIONAL PORTLAND CEMENT. 
 
 This cement was used in preparing one set of mortar cubes 
 and one set of concrete cubes. Each set embraced 4-inch, 6-inch, 
 8-inch, 12-inch, and 16-inch cubes, respectively, there being two 
 cubes of each size. 
 
 The mortar consisted of i volume of cement paste and 3 
 volumes of sand. To this mixture were added 6 volumes of 
 broken stone for the concrete. 
 
 Specific gravity of mortar = 1.92. weight per cubic foot = iig pounds. 
 Specific gravity of concrete = 2.249, weight per cubic foot = 140 5 " 
 
 The age of these cubes when broken was about 3 years 10 
 months and 5 days: identical, within a few days, with the age 
 
96 
 
 TESTS OF CEMENT M 01^ TARS AND CONCRETES. 
 
 of the mortars and cements made with Norton's cement. They 
 were tested without interposing wooden cushions. 
 
 The mortars and concretes of this cement are marked Cm 
 and Cc, respectively, in the tables accompanying this report. 
 
 Table Z gives the observed crushing loads of the cubes, and 
 the resulting averages, per square inch of bed-surface. 
 
 TABLE Z. 
 
 Compressive Strength of Cubes of Mortar and Concrete made with 
 National Portland Cement. 
 
 Cm Mortar. 
 Composition: i vol. 
 Cement, 3 vols. 
 Sand. 
 
 4-inch Cube, a. 
 
 16 
 16 
 
 b.. 
 a., 
 b.. 
 
 Strength in Pounds. 
 
 Per square 
 inch of bed. 
 
 3,612 
 3,288 
 2,768 
 2,542 
 2,586 
 
 2,35^ 
 2,472 
 
 2,396 
 2,501 
 
 2,537 
 
 Average. 
 
 3,450 
 
 2,655 
 2,469 
 
 2,434 
 2,519 
 
 Cc Cement. 
 
 Composition: 1 vol. 
 
 Cement, 3 vols. Sand, 
 
 6 vols. Broken 
 
 Stone. 
 
 4-inch Cube, a 
 
 4 
 6 
 6 
 
 Strength in Pounds. 
 
 Per square 
 inch of bed. 
 
 3,923 
 4,105 
 2,436 
 2,823 
 3,058 
 2,993 
 2,540 
 2,840 
 2,880 
 3,077 
 
 Average. 
 
 (. 4,014 
 
 C 2,629 
 
 )r 3,025 
 
 V 2,690 
 
 [ 
 
 2,978 
 
 The concretes carry a heavier dead load than corresponding 
 mortars by about 13.5 per cent. The smallest cubes are again 
 the strongest, relatively, in their set ; the 4-inch mortar cubes 
 exceed by 27 per cent the average strength per square inch of 
 the other cubes of their set; the 4-inch concrete cubes exceed 
 the average of the other concrete cubes by 29 per cent. 
 
 An opportunity is here afforded to note the influence of the 
 quality of the cement upon the compressive strength of mortars 
 and concretes. Cla.ss B of mortars and concretes prepared with 
 Norton's cement is in every respect, including age, identical 
 with Class C, for which National Portland cement was used. 
 Comparing the average crushing loads per square inch of bed- 
 surface of the latter class of samples (Table Z) with those of 
 Class B (Table V), we find that the National Portland cement 
 
TESTS OF CEMENT MORTARS AND CONCRETES. 97 
 
 mortars are fully three times as strong as the Norton mortars, 
 and the same ratio exists between the concretes. The 6^ mor- 
 tars and concretes are also stronger than those of the A class 
 of Norton's cement, although the latter contain twice as much 
 cement. The C mortars exceed the average strength of the 
 A mortars by 75 per cent ; the C concretes surpass the A con- 
 cretes fully 100 per cent. 
 
 As Norton's cement enjoys a good reputation in the market, 
 these results speak well for the brand known as National Port- 
 land cement. 
 
 COMPRESSION, SET, ELASTICITY, AND RESILIENCE OF MORTAR 
 AND CONCRETE MADE WITH NATIONAL PORTLAND CEMENT. 
 
 [Special Tables VIII. and IX., and Strain-sheets VI. and VII ] 
 
 Compression and Set. — The rate of compression was meas- 
 ured for the 8-inch, 1 2-inch, and 16-inch cubes, both mortars 
 and concretes. In every instance the micrometer observations 
 were continued to the moment of fracture. The superior com- 
 pressive strength and stiffness of National Portland cement 
 mortars and concretes, compared with the corresponding cubes 
 of the two classes of mortars and concretes of Norton's cement, 
 are quite apparent when the strain-sheets are inspected. The 
 National cement shrinks less under equal loads than the cubes, 
 of the Norton cement classes, and after passing the elastic limit, 
 which, however, can be but roughly located, the final sweep of 
 the strain-curve to the terminal point is much shorter and more 
 curved than with the A and B specimens. 
 
 The existence of internal, unbalanced strain, successively 
 overcome in the first stages of loading, is indicated in the C 
 mortars by the irregular broken line presented by the diagrams 
 in rising up from the axis of abscissas. There are slight traces 
 of convexity toward the axis of abscissas, excepting with 8-inch 
 cube b. Deficiencies in homogeneity of structure, nearly up 
 to the point of fracture, are especially noted in 12-inch mortar 
 cube a. 
 7 
 
98 TESTS OF CEMENT MORTARS AND CONCRETES 
 
 The C concrete cubes are also defective in homogeneity, 
 both as to strain and as to structure, but in a lesser degree than 
 the mortars. The final sweep of the strain-curves toward the 
 breaking-point is comparatively much longer than with the 
 mortars — an indication of greater tenacity. 1 2-inch cube a^ 
 Strain-sheet VII., is remarkable for the sudden change of direc- 
 tion of the line at 160,000 pounds; the elastic limit is here 
 clearly defined. 
 
 Both in strength and in general configuration of diagrams, 
 the National Portland cement mortars and concretes form a 
 sort of medium between those made with Norton's cement on 
 one side, and neat Dyckerhoff Portland cement on the other. 
 The data of gradual compression contained in the Special Tables 
 (Table II. for the neat cement, and Tables VIII. and IX. for 
 the C cubes) from which the strain-diagrams were constructed 
 show that in the 8-inch C cubes compression proceeds at about 
 the same rate as in the 8-inch cement cubes up to 100,000 
 pounds ; but when this load was reduced to 1000 pounds the 
 permanent set of the C mortars averaged about \\ times that 
 of the cements, that of the concretes 2^ times. ■ The C com- 
 pounds suffer, therefore, more permanent change of form than 
 the cements. Beyond 100,000 pounds the compression and set 
 of the mortars, and still more that of the concretes, proceed at 
 a faster rate than that of the cements. 
 
 For the 12-inch cubes, neat cement and 6^ mortars compress 
 at about equal rates up to 200,000 pounds ; further on, the 
 superior rigidity of the Dyckerhoff cement asserts itself. The 
 1 2-inch concretes compress throughout more rapidly than the 
 1 2-inch cement cubes. At 200,000 pounds their average per- 
 manent set is 0^^0075 against o'^oo22 for neat cement ; at 
 300,000 pounds the average set of the concretes is o''.0248, or 
 just eight times as much as that of the cements. 
 
 Elasticity. — It is with difficulty, and with considerable doubt 
 as to the correctness of the results, that the modulus of elas- 
 ticity of the C cubes is determined. From the Special Tables 
 and Strain-sheets the following table is prepared : 
 
TESTS OF CEMENT MORTARS AND CONCRETES. 
 
 99 
 
 TABLE A,. 
 
 Moduli of Elasticity of Cubes of Mortar and Concrete made with 
 
 National Portland Cement. 
 
 £=- xy. 
 
 Kind and Size of 
 Cubes. 
 
 C Mortar : 
 
 8-inch cube, a. 
 b. 
 
 i6 
 i6 
 
 Average 
 
 C Concrete : 
 
 8-inch cube, a. 
 
 16 
 16 
 
 Average 
 
 Breaking 
 
 Load. 
 Pounds. 
 
 16a, 000 
 150,000 
 357,000 
 345,600 
 650,000 
 654)500 
 
 196,500 
 193,500 
 367,000 
 410,000 
 747,000 
 800,000 -|- 
 
 Limit of Area of 
 Elasticity Bed. 
 Pounds. Sq. ins. 
 
 130,000 
 110,000 
 240,000 
 240,000 
 460,000 
 480,000 
 
 110,000 
 70,000 
 160,000 
 240,000 
 440,000 
 480,000 
 
 64.96 
 
 63.76 
 
 144.60 
 
 144.24 
 
 259-85 
 257.90 
 
 64.24 
 64.64 
 144.48 
 144.36 
 259.40 
 260.00 
 
 •13 
 .12 
 
 •15 
 •15 
 .24 
 .20 
 
 .0122 
 .0165' 
 .0125' 
 .0132' 
 .0140' 
 .0180' 
 
 .0132' 
 .0082' 
 .0100' 
 .0150' 
 .0170' 
 .0162' 
 
 Pounds. 
 
 2,001 
 
 I1725 
 1,729 
 
 1,664 
 1,770 
 
 1,712 
 1,083 
 1,107 
 1,663 
 1,695 
 1,846 
 
 Modulus 
 
 of 
 
 Elasticity 
 
 Pounds. 
 
 i»333i453 
 862,500 
 1,680,590 
 1,531,636 
 2,053,500 
 1,674,900 
 
 1,522,665 
 
 1,068,700 
 1,084,200 
 
 1,349,433 
 1,350,360 
 1,614,238 
 1,850,558 
 
 1,386,248 
 
 If we compare the averages of this table with the average 
 modulus of elasticity of Dyckerhoff cement, we find that the 
 C mortars are in that respect identical with the cement, while 
 the modulus of the concretes is about 10 per cent lower. 
 
 With regard to Norton's cement mortars and concretes of 
 Class B, which have in composition the same proportions as the 
 C cubes, it is found that, within the elastic limit, the B mortars 
 compress three times as much as the C mortars, and the B con- 
 cretes about twice as much as the C concretes. 
 
 There is some doubt as to whether these average moduli 
 express exactly the elastic status of the material. The last 
 table shows a gradual rise of the modulus as the sizes of cubes 
 increase. The same occuns, though in a much less marked 
 
lOO TESTS OF CEMENT MORTARS AND CONCRETES. 
 
 degree, in the A mortars and concretes, but the reverse occurs 
 in those of Class B. With the Dyckerhoff cement cubes, 8-inch, 
 9-inch, and lo-inch cubes have the lowest moduli, and the ii- 
 inch and 1 2-inch cubes the highest. The modulus of the lo- 
 inch freestone cubes is about 12 per cent lower than that of 
 the 12-inch cubes. 
 
 The diagrams show distinctly that in every case the initial 
 or lower part of the strain-curves of the lesser cubes is more 
 inclined toward the axis of abscissas than that of the larger 
 cubes, or that their rate of compression under equal loads is 
 greater. When the limit of (imperfect) elasticity is reached 
 with the larger cubes, their compression has not advanced as 
 much in proportion to their size as that of the smaller specimens 
 at the same point, and this circumstance may account for the 
 difference in the moduli. 
 
 Resilience. —The micrometer having been kept on to the 
 end of the operation for every piece prepared with National 
 Portland cement, the ultimate resilience could be directly 
 measured. Two of the twelve cases under consideration are 
 rather exceptional. 8-inch mortar cube b broke when the load 
 of 150,000 pounds had been put on a second time. From 
 100,000 to 150,000 pounds the set was 0^^0045, or as much as 
 from 1000 pounds to 100,000 pounds. When the pressure of 
 150,000 pounds was reached the first time the micrometer 
 showed a compression of 0.025 inch ; on the second application 
 of the same load the compression increased to 0.031 inch, and 
 the piece failed. The other case is 16-inch concrete cube by 
 which proved quite refractory. 
 
 When the available maximum load of 800,000 pounds had 
 been put on there were no signs of impending fracture. 
 
 The piece was only broken upon a fifth application of the 
 maximum load. The details connected with this experiment 
 are discussed farther on. 
 
 The following Table B shows the approximate amounts of 
 resilience of mortar and concrete cubes C at the elastic limit 
 and at the crushing load : 
 
TESTS OF CEMENT MORTARS AND CONCRETES. lOI 
 
 TABLE Bi. 
 
 Resilience at Elastic Limit and at Crushing Load of Cubes of Mor- 
 tar AND Concrete made with National Portland Cement. 
 
 Composition: Mortar C-= i vol. Cement Paste, 3 vols. Sand. 
 
 " Concrete C = I vol. Cement Paste, 3 vols. Sand, 6 vols, broken Stone. 
 
 
 Resilience of Elastic Limit. 
 
 Resilience at Crushing Load. 
 
 Material and Size 
 OF Cubes. 
 
 Load. 
 Pounds. 
 
 Inch-pounds. 
 
 Load. 
 Pounds. 
 
 Inch-pounds. 
 
 
 Of Cube. 
 
 Average. 
 
 Of Cube. 
 
 Average. 
 
 C Mortar: 
 
 8-inch cube, rt 
 
 8 " " b 
 
 12 " " a 
 
 12 " " b 
 
 16 " " a 
 
 16 " " b 
 
 C Concrete: 
 
 8-inch cube, a 
 
 8 " " b 
 
 12 " " a 
 
 12 " " b 
 
 16 " " a 
 
 16 " '' ' b 
 
 130,000 
 110,000 
 240,000 
 240,000 
 460,000 
 480,000 
 
 110,000 
 70,000 
 160,000 
 240,000 
 440,000 
 480,000 
 
 803 
 
 702 
 
 1,422 
 
 1,603 
 
 3,515 
 4,660 
 
 472 
 
 252 
 
 644 
 
 1,546 
 
 4,012 
 
 3,934 
 
 \ 752 
 \ 1,512 
 \ 4,087 
 
 1 362 
 j- 1,095 
 \ 3,973 
 
 168,000 
 150,000 
 357.400 
 345,600 
 650,000 
 654,500 
 
 196,500 
 193,500 
 367,000 
 410,000 
 747,000 
 8oo,ooo-|- 
 
 2,154 
 1,832 
 
 5,957 
 
 6,457 
 
 10,451 
 
 14,803 
 
 6,548 
 6,297 
 18,505 
 14,082 
 47,316 
 83,130 
 
 \ 1,993 
 \ 6,207 
 r 12,627 
 
 r 6,422 
 [ 16,293 
 j- 65,223 
 
 The absolute resilience of the concretes is again far superior 
 to that of the corresponding mortars. The 6^ mortars are about 
 twice as resilient as the B mortars, which have the same pro- 
 portion of sand ; and the C concretes are about four times as 
 resilient as the B concretes. In absolute resilience, classes A 
 and C are about equal ; A having twice the amount of cement 
 (Norton's) in its composition that C has. 
 
 With respect to resilience at the elastic limit, the National 
 Portland cement cubes are decidedly superior to those of 
 Norton cement : but the C mortars possess somewhat more 
 resilience than the C concretes, while with Norton cement the 
 reverse is the case. It is possible that if more samples had 
 been available these relations might have been changed. 
 
 Using the averages of total resilience, as given in Table B^, 
 
102 TESTS OF CEMENT MORTARS AND CONCRETES. 
 
 Table C^ is formed, to investigate whether the C class of cubes 
 conform to the problematic rule that the resilience of cubes is 
 about proportional to their mass. 
 
 TABLE Ci. 
 
 Relating to the Question whether the Resilience of certain Build- 
 ing Material is Proportional to its Mass. Applied to Cubes of 
 Mortar and Concrete made with National Portland Cement. 
 
 Kind of Material, etc. 
 
 C Mortar (i vol. Cement, 3 vols. Sand) : 
 
 1. Resilience according to Table Cj , 
 
 2. Resilience, if proportional to mass, 8" cube as basis 
 
 3. Resilience, if proportional to mass, 12" cube as basis. . . 
 
 4. Resilience, means of 2 and 3 
 
 C Concrete (t\o\. Cement, 3 vols. Sand, 6 vols. Broken Stone) 
 
 1. Resilience according to Table Cj 
 
 2. Resilience, if proportional to mass, 8" cube as basis 
 
 3. Resilience, if proportional to mass, 12" cube as basis. . , 
 
 4. Resilience, means of 2 and 3 
 
 Resilience in Inch-pounds. 
 
 8-inch 
 Cube. 
 
 1-993 
 15993 
 ^,839 
 1,916 
 
 6,422 
 6,422 
 4,828 
 5,625 
 
 12-inch 
 Cube. 
 
 6,207 
 6,726 
 6,207 
 6,466 
 
 16.293 
 21,674 
 16,293 
 18,983 
 
 16-inch 
 Cube. 
 
 12,627 
 15,944 
 14,713 
 15,32s 
 
 65,223 
 51,376 
 38,620 
 44,998 
 
 There is a notable divergence in the i6-inch cubes, both in 
 mortars and concretes. For the mortars, the highest calculated 
 amount of resilience, line 2, exceeds the observed one by 
 nearly 21 per cent ; the lowest, line 3, by about 14 per cent. 
 For the concretes, the highest calculated resilience, line 2, is 
 about 21 per cent less than the observed one, while the lowest 
 figure, line 3, falls short by 41 per cent. With the mortars, 
 the discrepancies are not generally very great ; with the con- 
 cretes it should be noted that the high average of observed 
 resiliences of 16-inch cubes is due to the extraordinary resist- 
 ance of 16-inch cube b, which developed nearly twice as much 
 resilience as 16-inch concrete cube a. If the computed amount 
 of resilience of the 16-inch concrete cubes, lines 2, 3, and 4, are 
 compared with the observed resilience of 16-inch cube a 
 (47,316 inch-pounds : see Table B^), we find the agreement be- 
 tween the several figures quite close. 
 
TESTS OF CEMENT MORTARS AND CONCRETES. IO3 
 
 The peculiar features of the breakage of 16-inch concrete 
 cube b were as follows : The diagram plainly shows that when 
 the maximum load had been reached the first time the elastic 
 limit had already been passed. The total compression at that 
 time was 0^^053. Returning to the initial load of 5000 pounds, 
 a permanent set of o^'.027 was noted ; it had therefore recovered 
 but one half of the loss of length caused by the first maximum 
 load. Putting pressure on again, the compression was meas- 
 ured at intervals of 100,000 pounds. The lower part of this 
 second diagram is slightly concave toward the axis of abscissas, 
 showing some internal strain, still existing ; thence it rises in a 
 nearly straight line of less inclination than presented by the 
 first diagram up to 700,000 pounds ; the stiffness and elasticity 
 had evidently increased. At 700,000 pounds the first crack 
 appeared in sight, and up to 800,000 pounds the diagram bends 
 downward, though but slightly. The power of resistance was 
 evidently not exhausted ; this was also shown by the very 
 moderate increase of compression (0^^007) at 800,000 pounds, 
 and of permanent set (o''.oo5) on returning again to 5000 
 pounds. 
 
 During the third loading observations were made only at 
 400,000, 600,000, 700,000, and 800,000 pounds. The rather 
 more pronounced concavity of the upper branch of the diagram 
 shows that the cube had begun to yield, though slowly. The 
 total compression when the maximum load was put on a third 
 time was 0^^0665 ; the piece was allowed to rest under that 
 load for 10 minutes, at the end of which time the reduction of 
 its length had progressed to 0^^0752, an increase of o''.oo87. 
 
 Reducing the load to 5000 pounds, the permanent set now 
 amounted to 0^^0415 ; it was visibly increasing. The piece 
 was now allowed to rest under this minimum load for 6 
 minutes, during which time it actually recuperated slightly, 
 recovering o'^ooi of its length, the total set at the end of the 
 period being 0^^0405. 
 
 When loading was resumed, compression was again meas- 
 ured at every 100,000 pounds. The augmented inclination of 
 the diagram toward the axis of abscissas generally, the increas- 
 ing convexity of the lower pa^t and more decided concavity of 
 
I04 TESTS OF CEMENT MORTARS AND CONCRETES. 
 
 the Upper, indicate approaching destruction. The cube was 
 again left for lo minutes exposed to the maximum stress of 
 800,000 pounds ; the compression increased from o^'.oSl at the 
 beginning to 0^^,093 at the end of that time. 
 
 When the pressure was reduced for the last time to 5000 
 pounds, the piece was left under this minimum stress for 6 
 minutes. At first the permanent set was 0^^055 ; this, after 4 
 minutes, was reduced to o^' .0532, which was still recorded at the 
 6th minute. 
 
 Pressure was once more put on, and measurements taken at 
 every 100,000 pounds. Decided convexity at the lower end, a 
 rather straight line for the middle portion, and concavity at the 
 upper end characterize the last diagram. When 800,000 pounds 
 was reached a fifth time a total compression of 0^^102 was 
 recorded. After remaining under the maximum pressure for 
 2 minutes the cube yielded quite rapidly and broke to pieces. 
 The whole operation had lasted one hour and twenty minutes. 
 
 The question naturally arises what the ultimate load of this 
 cube, once applied, might have been if the testing-machine had 
 possessed sufficient power to determine it. It seems that an 
 approximate estimate can be formed by knowing how much 
 resilience was developed by the piece, and assuming that as 
 much would have been shown by it if loading had steadily 
 progressed up to the point of fracture. The terminal parts of 
 the strain-diagrams of the other five concrete cubes made with 
 National Portland cement are all similar to each other, and it is 
 entirely probable that if sufficient power had been applied the 
 diagram of 16-inch cube b would not have been materially 
 different from the others, especially not from that of 16-inch 
 cube a. A rough computation made with these premises 
 shows that the actual crushing load would probably have been 
 about 900,000 pounds, corresponding to a strain-curve which 
 would represent about the same area of resilience as was 
 developed by repeating the maximum load of the machine four 
 times. 
 
 The series of operations necessary to break the concrete 
 cube just described suggests another more important line of 
 
TESTS OF CEMENT MORTARS AND CONCRETES. I05 
 
 tests. Wohler's experiments, made under the auspices of the 
 Prussian Government in the years from 1858 to 1870, and then 
 continued by Spangenberg, have shown that iron and steel can 
 be ruptured under pressures considerably below their ordinary 
 breaking loads, by repeating the pressure a sufficient number of 
 times. 
 
 In calculating the dimensions of different parts of a structure 
 the usual method is to adopt some factor of safety, so that each 
 piece is strained only a fractional part of its ultimate strength. 
 This fraction is made smaller for live loads than for steady 
 stresses. Wohler's experiments were designed to ascertain the 
 maximum stress, with various amounts of minimum load, which 
 could be repeated an indefinitely great number of times without 
 injuring the piece. By using a fraction of this limit, a new and 
 apparently more scientific and rational factor of safety would 
 be obtained. The conclusion based upon the experiments 
 referred to, known as Wohler's laws, have since been formulated 
 by Launhardt, Weyrauch, and others; also in Appleton's Cy- 
 clopaedia of Applied Mechanics. It has been remarked, how- 
 ever, by authors writing on the subject, that Wohler's experi- 
 ments, although extensive, do not furnish decisive results. It 
 is quite certain that the extension of researches of this kind to 
 cements, mortars, concretes, etc., has not yet been thought of. 
 
 An obvious reason for the incomplete condition of these 
 investigations is the tediousness of loading and unloading a 
 single test-piece a great number of times, as was done by 
 Wohler. To use the testing-machine at the Watertown Arsenal 
 for such purposes would be out of the question. A practical 
 alternative would seem to consist in preparing a liberal number 
 of samples of some material which should be divided into 
 several sets. One set should be used to find the average 
 ultimate strength, once applied, noting general behavior, limits 
 of elasticity, resilience, and any other points of interest. The 
 samples forming the second set should each be subjected to a 
 stress a certain percentage less than the ultimate strength, 
 recording the number of times such stress had to be repeated 
 to produce fracture. The pieces of the other sets would be 
 
I06 TESTS OF CEMENT MORTARS AND CONCRETES. 
 
 treated similarly, reducing for each consecutive set the terminal 
 load in a certain ratio. By such a system of approximation it 
 might be possible to determine both graphically and by formulae 
 the average compressive load which might be safely repeated 
 a very great number of times; such tests would occupy but a 
 moderate length of time. 
 
CHAPTER VII. 
 TESTS OF BRICK PIERS. 
 
 The sets of brick piers tested comprised six piers, all of the 
 same size, i|- brick in cross-section and six courses high. They 
 were built up of common hard, North River brick, laid in 
 hydraulic mortar made of i part of Newark Co.'s Rosendale 
 cement, and 2 parts of sand. The mortar-joint averaged about 
 f of an inch thick. Each pier had a base and cap of North 
 River bluestone, of the same cross-section as the pier, with their 
 bed-faces rubbed smooth and plane. The height of the brick- 
 work between the bluestone varied from 16 to 16^ inches; the 
 length of the piers varied from 22 to 23^ inches, including the 
 end stones. 
 
 The age of the piers when broken w^as i year g^ months. 
 
 The results of the tests are found in General Table VI. and 
 in Compression or Special Table X.; they are graphically repre- 
 sented on Strain-sheet VIII. 
 
 The first indications of destructive strain were sharp, snap- 
 ping sounds at a comparatively early part of the operations. 
 Longitudinal cracks appeared later, at loads averaging about 80 
 per cent of the crushing load. The cracks would generally 
 follow the line of joints, first on one side and then on the other. 
 On approaching the ultimate load, cracks were also formed at 
 other places. During the later stages of the operation an 
 almost continuous grinding, crackling noise was heard, sounding 
 as if fire was raging in the pier. 
 
 The diagrams of the brick piers resemble those of the mor- 
 tars and concretes of the Norton cement classes, except that 
 the curves of the brickwork are somewhat more regular. It is 
 not thought that the interposition of the bluestone flags had 
 an appreciable influence upon the form of the brick strain- 
 curves, since bluestone is far superior in strength to brickwork, 
 and would in the form of prisms of only a few inches in thick- 
 ness experience but little change of form at the load which 
 
io8 
 
 TESTS OF BRICK PIERS. 
 
 destroyed the pier. All of the bluestone flags were perfectly 
 sound when the broken piers were removed from the machine. 
 The crushing strength of the piers varied from 250,000 to 
 291,000 pounds, and averaged 266,587 pounds, equivalent to 
 185 1 pounds per square inch, or 119 gross tons per square foot. 
 The following table gives a comparison of the breaking strength 
 of the piers and the 12-inch cubes of the several mortars and 
 concretes, tested without wooden cushions; the 12-inch cubes 
 being selected as being nearest in size to the brick piers : 
 
 TABLE Di. 
 
 Compressive Strength of Brick Piers and of Cubes of Mortar and 
 
 Concrete. 
 
 Brickwork : 12" X 12" in cross-section, 6 courses high. 
 
 Cubes of mortar and concrete : 12 inches on a side. 
 
 Note. — C = Cement, 5" — Sand, Gr — Gravel, Bk = Broken Stone. 
 
 Material. 
 
 Composition. 
 
 Strength in lbs. 
 per square inch. 
 
 C 
 
 s 
 
 Gr 
 
 BJi: 
 
 Of 
 Piece. 
 
 Compared 
 
 with 
 brick pier 
 
 Brick pier 
 
 
 
 
 
 1,851 
 1,113 
 
 1,346 
 
 1,560 
 
 688 
 
 765 
 
 2,434 
 2,6go 
 
 
 Concrete cube /^. 
 
 I 
 
 I 
 
 I 
 1 
 
 I 
 
 I 
 I 
 
 3 
 
 i^ 
 
 3 
 
 3 
 
 3 
 3 
 
 2 
 
 4 
 
 60 
 
 (Made with Newark Co.'s Rosendale cement.) 
 Mortar cube Am 
 
 72.7 
 84-3 
 37-2 
 41-3 
 
 131-5 
 145-3 
 
 Concrete cube Ac 
 
 
 6 
 
 Mortar cube £m 
 
 Concrete cube £c 
 
 
 6 
 
 (Made with Norton's cement.) 
 Mortar cube C7n 
 
 Concrete cube Cc 
 
 
 6 
 
 (Made with National Portland cement.) 
 
 The brick piers were stronger than concretes made with 
 Newark Co.'s Rosendale cement, and the mortars and concretes 
 made with Norton's cement, but weaker than those made with 
 National Portland cement. 
 
 The micrometer was kept in use to the crushing-point, 
 except for pier No. i, from which it was removed at 280,000 
 pounds, while the pier broke at 291,000 pounds. Table E^ 
 gives the data of resilience at the elastic limit and at the crush- 
 
 ing load. 
 
7'ES7'S OF BRICK PIERS. 
 
 109 
 
 TABLE El. 
 Resilience of Brick Piers. 
 Piers: 12 inches square, 6 courses (16" to 16-^") high; bluestonecap and base. 
 Common hard North River brick. Mortar: i vol. Newark Co.'s Rosendale 
 Cement; 2 vols. Sand. 
 
 
 Resilience at Elastic Limit. 
 
 Resilience at Crushing Load. 
 
 Number of Pier. 
 
 Load, 
 Pounds. 
 
 Com- 
 pression. 
 
 Inch- 
 pounds. 
 
 Load, 
 Pounds. 
 
 Com- 
 pression. 
 
 Inch- 
 pounds. 
 
 No. I 
 
 170,000 
 170,000 
 130,000 
 180,000 
 140,000 
 120,000 
 
 .0370" 
 .0430" 
 .0278" 
 .0350" 
 
 •0435" 
 .0253" 
 
 3,092 
 
 3,537 
 1,803 
 
 3-495 
 2,617 
 1,580 
 
 291,000 
 260,000 
 260,000 
 280,000 
 250,000 
 251,000 
 
 ? 
 .0940" 
 .1030" 
 .0990" 
 • 1130" 
 .1090" 
 
 ? 
 
 " 2 
 
 15,097 
 16,867 
 18,612 
 
 17,349 
 18,761 
 
 
 " 4 
 
 " e 
 
 " 6 
 
 
 Average 
 
 151,670 
 
 .0353" 
 
 2,687 
 
 260,000 
 
 .1036" 
 
 17-337 
 
 Note. — The average resilience within the elastic limit of these piers was therefore about 
 15 per cent of their ultimate resilience. 
 
 The strength of brickwork varies considerably, according" 
 to the quahty of brick and mortar used. Trautwine says that 
 in some EngHsh experiments small cubical masses only 9 inches 
 on each edge, laid in cement, crushed under from 27 to 40 tons 
 per square foot. Some piers 9 inches square, 2' ^" high, set in 
 cement and broken only two days after being built, required 44 
 to 62 tons per square foot to crush them. Another pier of 
 pressed brick, in best Portland cement, was said to have with- 
 stood 202 tons per square foot, and with common lime mortar 
 only one fourth as much. 
 
 In an article in Engineerings 1872, it is said that many 
 hand-made, ill-burnt bricks will not stand more than a pressure 
 of 14 tons per square foot, while an uncommonly strong 
 machine-made brick by Clayton & Co. was found by Kirkaldy 
 to sustain a pressure equal to 323 tons per square foot. 
 
 According to Robertson, piers Z^" square, 2' 6" high, sustain 
 50 tons per square foot, when set in gray stone lime, 
 and 200 tons per square foot, when set in Portland cement. 
 
 Clarke found that the resistance to crushing of rather soft 
 brick set in cement averaged 34 tons ; this seems to be consid- 
 ered by the writer of the article referred to to represent fairly 
 
no 
 
 TESTS OF BRICK PIERS. 
 
 the average resistance of ordinary stock bricks set in ordinary 
 good mortar. 
 
 The Aide-Memoire, Royal Engineers, gives also low figures 
 for compressive strength of brickwork. For bricks set in 
 mortar (meaning probably lime mortar), 20 tons per square foot 
 is given ; when set in cement, 30 tons. 
 
 In " Notes on Building Construction" we find for brick 
 piers having a height of less than twelve times their least thick- 
 ness : 
 
 Weight per square 
 
 foot at which 
 crushing commences. 
 Tons. 
 
 Bricks, hard stock, best quality, set in Portland cement and sand, 
 
 I to 1,3 months old 40 
 
 Bricks, ordinary well-burnt, London stock, 3 months old 30 
 
 Bricks, hard stock, Roman cement and sand, i to i, 3 months old. . 28 
 
 Bricks, hard stock, Lias lime and sand, i to 2, 6 months old 24 
 
 Bricks, hard stock, gray chalk lime and sand, i to 2, 6 months old.. 12 
 
 Some tests with piers of brickwork had been made at the 
 Watertown Arsenal by direction of Colonel T. T. S. Laidley, 
 Ordnance Department, United States Army, some time previous 
 to those described in this report. The following table gives 
 the results of those tests, from data obtained from the records 
 at the arsenal. It is believed that these piers were about one 
 year old when broken. 
 
 TABLE Fi. 
 
 Compressive Strength of Brick Piers. 
 
 [From experiments made by direction of Col. T. T. S. Laidley, Ordnance Department, U.S.A.] 
 
 Cross-Section. 
 
 8" sq. 
 
 16' 
 
 Actual. 
 
 7-9 X 7-9 
 
 7 -55x7 -55 
 7". 8 X 7". 8 
 
 12".! X 12". I 
 
 11". 5 X 11". 5 
 
 4".25X4".35 
 
 15". 9 X is". 9 
 
 Area. 
 Square 
 inches. 
 
 62.4 
 57.8 
 57-0 
 
 60.84 
 146.41 
 ■ 113-76 
 252.8 
 
 Length. 
 
 80.05 
 
 16.125 
 16.48 
 
 24.1 
 23.04 
 
 U 
 
 03 
 
 be 
 
 74 
 73 
 
 78.5 
 > 
 
 > 
 
 Solid 
 
 or 
 
 Hollow 
 
 Solid 
 
 Hollow 
 Solid 
 
 Kind of 
 Brick. 
 
 Eastern 
 
 Face — d 
 
 ? 
 
 j New i 
 j Eastern j 
 
 j Old Bay ) 
 1 State f 
 
 Face — b 
 
 j New I 
 I Eastern f 
 
 Mor- 
 tar. 
 
 en 
 
 -a 
 
 C/2 
 
 6 
 
 e 
 
 I 
 
 c 
 
 a 
 
 U 
 
 c 
 CO 
 
 
 3 
 
 96,100 
 
 
 I 
 
 2 
 
 218,100 
 
 I 
 
 
 3 
 
 143,600 
 
 I 
 
 
 3 
 
 148,400 
 
 I 
 
 
 3 
 
 201,000 
 
 I 
 
 
 3 
 
 226,100 
 
 
 I 
 
 2 
 
 696,000 
 
 
 •5 " 
 
 tUOHH 
 
 CO 
 
 99.0 
 
 242.6 
 162.0 
 
 156.8 
 
 88.25 
 127.8 
 177.0 
 
CHAPTER VIII. 
 SUMMARY. 
 
 In making the experiments which form the subject of these 
 notes, it was not the intention to decide upon the relative 
 merits, for building purposes, of the several kinds of material 
 employed, but to obtain some further information (which 
 could be secured only through the aid of the powerful testing- 
 machine at the Watertown Arsenal) regarding the behavior 
 under compressive stress of both natural and artificial stone in 
 various gradations of size, from cubes of one or two inches on 
 a side up to as' large cubes as the machine was able to break. 
 As stated in the opening remarks, the tests were practically a 
 continuation of those made about twelve years ago, described 
 in my report of August lo, 1875. 
 
 The results and conclusions may be summed up as follows : 
 
 1. As indicated by previous experiments, the interposition 
 of wooden cushions in testing any material does not allow the 
 full development of its compressive strength ; the wood seems 
 to induce or favor cleavage of the test-piece in a direction par- 
 allel to its fibres. 
 
 2. To secure uniformity of results, any material which can- 
 not be brought to a satisfactorily smooth and plane surface on 
 its bed-faces should receive a thin coating of some suitable 
 substance : a film made with paste of plaster of Paris was 
 found to answer very well. 
 
 3. The law of increase of compressive strength per square 
 inch of bed-surface, with increasing size of cubes, which was 
 based upon experiments made some ten years ago with various 
 but limited sizes of Berea sandstone, was not confirmed when 
 larger cubes of Haverstraw sandstone, cement, mortars, and 
 concretes were tested. That some such law exists for cubes 
 within certain limits cannot be doubted, not only in view of 
 the Staten Island experiments, but of experiments made by 
 
112 SUMMARY. 
 
 foreign investigators referred to in this report. The failure of 
 the law with larger cubes seems to be due to the lack of homo- 
 geneity throughout the mass of such pieces ; this is indicated by 
 the strain-diagrams. It is only possible to discover defects in 
 a large piece by dividing it into smaller pieces ; and when the 
 most perfect of these fragments are selected to prepare small 
 test-samples, approximately true units in regard to homo- 
 geneity of structure may be obtained. It is thought that 
 large cubes are not such units, or true monoliths ; that they 
 represent a species of conglomerate of smaller irregular pieces, 
 bound together by a cementing substance of varying strength, 
 and perhaps partially separated by minute cracks and cavities. 
 With cements, mortars, and concretes, the relative amount of 
 work expended in consolidating the material in the moulds 
 cannot well be evenly distributed or proportioned, for all sizes 
 of cubes; the amount of set developed in small and large 
 cubes of the same age is undoubtedly different. This is prob- 
 ably the reason why in all of the cements, mortars, and con- 
 cretes the smallest sizes of each series of cubes proved the 
 strongest per square inch of surface pressed. 
 
 4. Since small cubes exhibited relatively the greatest com- 
 pressive strength, while the material actually employed in 
 structures has much larger dimensions, the test-pieces should 
 preferably be made of larger-sized cubes in order to obtain 
 results of direct practical value. 
 
 5. That prisms of the same cross-section as cubes, but of 
 less height, are superior in strength to such cubes, has been 
 known before ; the tests made at the Watertown Arsenal have 
 led to the construction of an empirical formula, expressing 
 the probable ratio of an increase of static strength as the 
 height of the prism is diminished. 
 
 6. The observations of compression, elasticity, and resili- 
 ence are believed to form a contribution of some value toward 
 a better knowledge of the qualities and intrinsic merits of the 
 kinds of material tested. Little or nothing is found in print 
 on this subject. Information concerning the elasticity ot 
 building material, especially of cement, and of concretes of 
 which such cement combined with sand forms the matrix, 
 
SUMMARY. 113 
 
 cannot be otherwise than useful. Generally it is deemed suf- 
 ficient to test the tensile strength of briquettes of cement, and 
 when these can carry a certain load after a certain number of 
 days, the cement is accepted. But there is not much known 
 about its relative value when used in combination with sand, 
 gravel, and broken stone. A large amount of scientific knowl- 
 edge and skill has for many years past been applied to ascer- 
 tain the properties of iron and steel, but very little attention 
 has been paid to the subject of mortars and concretes. The 
 importance of knowing whether such material possesses elas- 
 ticity and resilience, and if so, to what extent, is very great, 
 because structures are not merely subject to dead loads or 
 statical strains ; but also, in many cases, to live loads or dy- 
 namical strains. Masonry laid in cement or cement mortar, 
 brickwork, and concrete, especially when used in foundations 
 to support heavy moving machinery, are exposed to almost 
 constant but ever-varying jar, vibration, and concussion. 
 
 In many instances such foundations have ultimately failed. 
 
 In an article in The Ejigineer of 1871 it was pointed 
 out that the repeated failure of large engineering works, such 
 as breakwaters, docks, walls, etc., is due, indirectly, to the 
 want of elasticity of the cement used, and that for that reason 
 it w^as necessary to know the extent to which cements, mor- 
 tars, and concretes, possess the necessary quality of elasticity 
 and resilience. This matter is of great importance in works 
 of fortification where structures built of similar material, 
 although covered with earth and sand, are exposed to violent, 
 concussion from the impact of heavy projectiles. 
 
 7. Further experiments in various directions seem to be 
 desirable. Berea sandstone being, as far as tested upon a. 
 small scale, of exceptionally homogeneous structure, several 
 sets of cubes might be procured, beginning with, say, i-inch 
 cubes, increasing very gradually in size to as large a cube as 
 will call for the full strength of the most powerful available 
 testing-machine. 
 
 Prisms of various material, both of less and greater height 
 than corresponding cubes, and of various forms and sizes of 
 
114 SUMMARY, 
 
 cross-sections, should be tested, singly as well as combined, 
 both as dry-jointed and as cemented piers. 
 
 Experiments should be made to ascertain the ultimate 
 compressive strength, elasticity, resilience, etc., of the best 
 known and marketable cements, and of the mortars and con- 
 cretes made with them. The same cements and mortars 
 should simultaneously be tested as to their tensile strength. 
 
 Parallel tests should be carried on by repetition of loads 
 below the crushing load in order to ascertain the existence of 
 a law by which it may be possible to discover the maximum 
 load which can alternately be put and taken off without in- 
 juring any given piece. 
 
 Finally, it would be well to try the effect of weights falling 
 from certain heights upon material whose resistance, both 
 under steady pressure carried to the crushing-point, and also 
 under repeated loads, is known. In one series of tests the 
 weight might be arranged to strike the entire surface of the 
 bed, in another to strike a knife-edge blow, corresponding to 
 the cutting edge of the face-hammer used in quarries. 
 
APPENDIX. 
 
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I30 
 
 APPENDIX. 
 
 ^s 
 
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 Numerous light crackling 
 sounds, beginning with a 
 load of 140,000 lbs,, were 
 heard during the process. 
 At 250,000 lbs. pressure the 
 piece was removed; the four 
 sides of the prisms could 
 easily be removed, but the 
 remaining mass appeared 
 sound. An initial crack was 
 seen on one of the com- 
 pressed surfaces; a slight 
 blow with a hammer sepa- 
 rated the prism in two pieces. 
 
 The sides of the prism began 
 to crack from 40,000 lbs. up- 
 wards; crackling sounds 
 \yere heard from time to 
 time. At 275,000 lbs. the 
 piece was taken from the» 
 press; the sides and ground 
 fragments being removed, 
 about one half of the mass 
 remained as a core, the sub- 
 stance of which appeared 
 well disintegrated. 
 
 Crackling soundsheard at loads 
 of 100,000 lbs. and 125,000 lbs. 
 respectively. When removed 
 the prism was found to be 
 well disintegrated, leaving 
 only a core about 2%" x 2^" 
 in cross-section, as a whofe, 
 cracked at several places. 
 
 1 
 
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 ,8 8 8, 
 
 en 0^ . 0^ 5 
 ^ >o 10 
 
 N M (N 
 
 
 Weight 
 
 of 
 Sample. 
 
 ^- '^K* r^ H« 
 
 N er> ro en 
 
 en M M M 
 
 
 Age 
 
 when 
 
 Crushed. 
 
 "O IN N N 
 
 d 2 2 2' 
 
 
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APPENDIX. 
 
 I^I 
 
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132 
 
 APPENDIX. 
 
 
 < 
 
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APPENDIX. 
 
 133 
 
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 in 
 
 
134 
 
 APPENDIX. 
 
 
 
 ^ 
 
 
 
 < 
 
 
 
 
 
 
 ^ 
 
 
 
 r< 
 
 
 
 W 
 
 
 
 o 
 
 
 
 H 
 
 
 
 Z 
 
 
 
 W 
 
 /-^ 
 
 
 S 
 
 "^ 
 
 
 w 
 
 
 
 U 
 
 5i 
 
 
 Q 
 
 ■»s. 
 
 
 J^, 
 
 ^ 
 
 e 
 
 
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 -1 
 
 1 
 
 k' 
 
 Pi 
 
 1 
 
 1— 1 
 
 ^ 
 
 s 
 
 O 
 Oh 
 
 H-» 
 
 
 
 ^ 
 
 m 
 
 t3 
 
 "^ 
 
 tt, 
 
 H-1 
 
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 Pi 
 
 n 
 
 W 
 
 fv, 
 
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 < 
 
 
 < 
 
 
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 oi 
 
 
 
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 :z; 
 
 
 
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 o 
 
 
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 in 
 
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 S 
 u 
 
 Cracking at 326,000 lbs. For- 
 mation of two pyramids, re- 
 sembling in development 
 those of a full cube. 
 
 Cracking at 365,800 lbs. A 
 comparatively tough sample. 
 The angular mass adhering 
 to the slanting sides of the 
 pyramids, separated but in- 
 completely from them under 
 repeated blows of a hammer. 
 The pyramids were not well 
 developed. It seemed as if 
 a greater pressure should 
 have been applied to disinte- 
 grate the piece to such a de- 
 gree as to produce the usual 
 phenomena. 
 
 Cracked at 373,000 lbs. 
 
 
 
 1 
 
 X 
 h 
 O 
 z 
 
 a 
 
 K 
 
 h 
 
 CO 
 
 g 
 
 D 
 
 K 
 
 u 
 
 
 tn 00 - 00 
 
 _£} 00 0__ o\ 
 
 • — ' w 
 
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 0\ 00 »o 
 
 XI *? "., °°, 
 
 in 
 
 OS 
 
 C/5 
 
 00 Q 
 . 00 Q 
 c/5 "^ ", ° 
 
 X) IT! VD 
 
 — in On t^ 
 en fT) en 
 
 
 Weight 
 
 of 
 Sample. 
 
 M 
 
 CO 0\ 00 CO 
 
 
 Age 
 
 when 
 
 Crushed. 
 
 y. m. d. 
 
 1 10 28 
 
 I 10 28 
 I 10 28 
 
 
 c 
 <u 
 
 O 
 
 ■m 
 
 o 
 
 T3 
 
 In 
 
 "a 
 
 en 
 
 •a - - 
 
 4; - 
 
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 td 
 
 N 
 
 < 
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 < 
 
 ■ffi 
 
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 q q q> 
 
 
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 M 0* . 
 
 00 00 t^ 
 XX X 
 
 M q 1 
 00 00 «*> 
 
 
 u 
 
 « <i ^ 
 
 
 
 12; 
 
 2 X X X h 
 
 OS X X X > 
 CO 00 00 
 
 ) 
 
APPENDIX. 
 
 135 
 
 j5 X 55 
 
 Si can 
 
 •o- o 
 ^ >- o 
 
 •a ^^ o 
 
 3 C^ 
 O— oj 
 (fl ID O 
 
 .s ^-s 
 
 ^ ^ 3 
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 t) O to i. 
 
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 ^- <" w . ^ S a 
 
 s --lei's 
 
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 •a - > o.£^ rt 
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 ■» ■» u ^ . 
 
 /-N »^ f-^ *- O 
 
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 t< c ad" 
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 head, 
 head, 
 heard 
 
 ay 
 
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 aj f 
 
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 wo ii'^ 
 
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 — ^^ c 
 
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 • S .i-a'rt i2 bco; «; - 
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 1J§ 
 
 </3 </3 
 
 aS 
 
 03 
 
 03 
 
 a 
 
 to 
 V 
 
 03 
 
 be 
 be 
 
135 
 
 APPENDIX, 
 
 
 'o 
 
 1 
 
 ^* 
 
 
 ^ 
 
 HH 
 
 H 
 
 
 ^ 
 
 w 
 
 I*) 
 
 hJ 
 
 L> 
 
 m 
 
 F^ 
 
 < 
 
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 ^ 
 
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 w 
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 ^. 
 
 w 
 
 w 
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 < 
 
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 O 
 
 X 
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 M 
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 Q 
 
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 H 
 
 w 
 > 
 
 w 
 
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 c^ 
 
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 <3 C ~<h'JS 
 
 « yo5i2 
 
 5 rt - O m 
 
 Oj ^ « D g 
 
 o— .js 1- 6 
 > Z^ °^ 
 
 CO "'O'- u 
 
 tuoS c rty= 
 
 ■°-"^ S ^^ 
 
 •S tU)P o 
 
 .» -, C^ CQ ;_ 
 
 & rt ^ ecu 
 
 re 6 err c uj2 ^ h 3 
 
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148 
 
 APPENDIX, 
 
 SPECIAL TABLE L 
 
 Showing Amount of Compression and Set of Cubes of Haverstraw 
 
 Freestone (N. Y.). 
 
 8-Inch Freestone Cube, marked a ; Beds Plastered. 
 Actual size: Bed = 7". 99 x 7".99; Height = 7". 99 (or 8". 15 including plaster); Weight, 39 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set, 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 10,000 
 20,000 
 30,000 
 40,000 
 50,000 
 
 5,000 
 50,000 
 60,000 
 70,000 
 8o,oco 
 go,ooo 
 
 .0021 
 .0062 
 .0093 
 .0112 
 .0132 
 
 .0138 
 .0150 
 .0165 
 .0179 
 .0192 
 
 •0055 
 
 100,000 
 5,000 
 100,000 
 110,000 
 120,000 
 130,000 
 140,000 
 150,000 
 5,000 
 150,000 
 160,000 
 180,000 
 
 .0205 
 
 .0210 
 .0220 
 .0230 
 .0240 
 .0250 
 .0260 
 
 .0260 
 .0270 
 .0290 
 
 .0078 
 • oogo 
 
 200,000 
 5,000 
 200,000 
 220,000 
 240,000 
 260,000 
 280,000 
 300,000 
 310,000 
 320,000 
 330,000 
 307,000 
 
 .0310 
 
 •0315 
 .0332 
 
 .0355 
 .0380 
 .0410 
 .0442 
 .0460 
 .0480 
 
 •0495 
 broken 
 
 .0105 
 
 
 8-Inch Freestone Cube, marked b ; Beds Plastered. 
 Actual size : Bed = 8".o5 x 8". 1 6; H eight= 8".oo (or 8". 14 including plaster) jWeight, 41M pounds. 
 
 Load. 
 
 Inch. . 
 
 Load. 
 Pounds. 
 
 Inci^. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 
 10,000 
 
 20,000 
 
 40,000 
 
 60,000 
 
 80,000 
 
 100,000 
 
 5,000 
 
 100,000 
 
 120,000 
 
 .0015 
 .0045 
 .0092 
 .0103 
 
 •0155 
 .0180 
 
 .0182 
 .0205 
 
 .0078 
 
 140,000 
 160,000 
 180.000 
 200,000 
 5,000 
 200,000 
 220,000 
 240,000 
 260,000 
 280,000 
 
 
 0225 
 0250 
 0268 
 0287 
 
 .0110 
 
 300,000 
 310,000 
 320.000 
 330,000 
 340,000 
 350,000 
 360,000 
 370,000 
 438,400 
 
 .0408 
 .0420 
 
 •0435 
 .0450 
 .0465 
 .0480 
 .0500 
 .0512 
 broken 
 
 
 
 0290 
 0305 
 0330 
 0355 
 0380 
 
 
 
APPENDIX. 
 
 149 
 
 SPECIAL TABLE \.— {Continued.) 
 
 8-Inch Freestone Cube, marked c ; Beds Plastered. 
 
 Actual size: Bed=B".oo x 8".o3; Height = 8".oo (or 8".o7 including plaster); Weight, 39% pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 1 
 
 Load. 
 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5, 000 
 10,000 
 20,000 
 40,000 
 60,000 
 80,000 
 100,000 
 5,oco 
 
 .0022 
 .0050 
 .0090 
 ..0120 
 .0148 
 .0165 
 
 .0170 
 
 
 
 
 
 120,000 
 140,000 
 160,000 
 180,000 
 200,000 
 5, 000 
 200,000 
 220,000 
 240,000 
 
 .0190 
 .0210 
 .0230 
 .0250 
 .0270 
 
 .0275 
 .0295 
 •0315 
 
 .0098 
 
 260,000 
 280,000 
 300 000 
 320,000 
 340,000 
 360,000 
 370,000 
 380,000 
 388,000 
 
 
 0335 
 0360 
 0380 
 0402 
 0425 
 0450 
 0472 
 0488 
 05x5 
 
 
 
 
 
 
 
 
 
 0065 
 
 broken 
 
 
 
 
 
 
 
 8-Inch Freestone Cube, mARKEorf; Beds Plastered. 
 Actual size: Bed — 8". 02 x 8". 02; Height=7".96 (or 8". 04 including plaster); Weight, 39!^ pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set, 
 
 5,000 
 
 10,000 
 
 20,000 
 
 40,000 
 
 60,000 
 
 8o,oc)o 
 
 100,000 
 
 5,000 
 
 100,000 
 
 120,000 
 
 
 .0070 
 
 140,000 
 160,000 
 180,000 
 200,000 
 5,000 
 200,000 
 220,000 
 240,000 
 260.000 
 270,000 
 
 .0215 
 .0240 
 .0260 
 .0280 
 
 .0280 
 .0300 
 .0325 
 .0348 
 .0360 
 
 .0110 
 
 280,000 
 300,000 
 320,000 
 340,000 
 350,000 
 360,000 
 370,000 
 380,000 
 387,000 
 395,700 
 
 ,0372 
 
 •0395 
 .0425 
 .0450 
 .0462 
 .0480 
 
 •0495 
 .0510 
 
 •0530 j 
 broken 
 
 
 
 0012 
 0042 
 0082 
 0115 
 
 0145 
 0170 
 
 
 
 0172 
 0190 
 
 sudden 
 yielding 
 
 9-Inch Freestone Cube, marked a ; Beds Plastered, 
 Actual size: Bed = 9". 07 x 8", 99; Height = 8". 96 (or 9". 05 including plaster); Weight, 56 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds, 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compre.s- 
 sion. 
 
 Set, 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 
 40,000 
 
 80,000 
 
 100,000 
 
 5,000 
 
 100,000 
 
 140,000 
 
 
 .0110 
 
 180,000 
 200,000 
 5, 000 
 200,000 
 240,000 
 280,000 
 300,000 
 
 •0375 
 .0400 
 
 .0410 
 .0460 
 .0510 
 .0532 
 
 .0220 
 
 5,000 
 300,000 
 340,000 
 380,000 
 400.000 
 470,400 
 
 .0542 
 .0582 
 .0625 
 .0642 
 broken 
 
 .0270 
 
 
 0095 
 0172 
 0220 
 
 
 0222 
 0330 
 
 
ISO 
 
 APPENDIX. 
 
 SPECIAL TABLE \. —{Continued.') 
 
 9'-Inch Freestone Cube, marked b\ Beds Plastered. 
 Actual size: Bed= 9".o3X9".oo; Height=8".97 (or 9".o5 including plaster); Weight, 57^ pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 
 20,000 
 
 40,000 
 
 80,000 
 
 100,000 
 
 5,000 
 
 100,000 
 
 140,000 
 
 180,000 
 
 200,000 
 
 ■ 0045 
 .0080 
 .0138 
 .0160 
 
 .0162 
 . 0200 
 .0240 
 .0262 
 
 .0070 
 
 5,000 
 200,000 
 240,000 
 280,000 
 300,000 
 
 5,000 
 300,000 
 340,000 
 380,000 
 400,000 
 
 
 .0100 
 .0130 
 
 5,000 
 400,000 
 420,000 
 440,000 
 460,000 
 480,000 
 490,000 
 536,000 
 568,000 
 
 
 .0160 
 
 
 0265 
 0300 
 0338 
 0360 
 
 •0475 
 .0490 
 .0510 
 .0530 
 
 •0552 
 .0562 
 
 •0577 
 broken 
 
 
 0365 
 0400 
 0440 
 0460 
 
 
 q-Inch Freestone Cube, marked c\ Beds Plastered. 
 Actual size: Bed = 9".o2 x 9". 04; Height=9".oi (or 9".o5 including plaster); Weight, 57% pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 
 20,000 
 
 40,000 
 
 80,000 
 
 100,000 
 
 5,000 
 
 100,000 
 
 200,000 
 
 5,000 
 
 
 0052 
 0088 
 0150 
 0175 
 
 .0090 
 .01.22 
 
 200,000 
 300,000 
 
 5,000 
 300,000 
 340,000 
 380,000 
 400,000 
 
 5,000 
 400,000 
 
 
 0285 
 0380 
 
 .0150 
 .0182 
 
 420,000 
 440,000 
 460,000 
 480,000 
 500,000 
 520,000 
 540,000 
 550,000 
 643,000 
 
 .0500 
 
 ■0515 : 
 •0530 \ 
 .0548 
 .0560 
 .0580 ; 
 •0592 , 
 .0605 1 
 
 broken ' 
 
 
 
 0385 
 0420 
 0460 
 0475 
 
 0488 
 
 ....... 
 
 
 0178 
 0280 
 
 ....... 
 
 
 
 
 9-Inch Freestone Cube, marked d ; Beds Plastered. 
 Actual size: Bed = 8".99X9".o4;Height= 8".92(or 8^.99 including plaster); Weight, 56^^ pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 20,000 
 40,000 
 80,000 
 
 lOO^OOO 
 
 5,000 
 
 100,000 
 200,000 
 
 
 0050 
 0100 
 0170 
 0200 
 
 .0099 
 
 5,000 
 200,000 
 300,000 : 
 
 5, 000 
 300,000 
 320,000 
 340,000 
 360,000 
 
 •0350 
 .0472 
 
 .0480 
 .0500 
 .0520 
 .0540 
 
 .0165 
 .0218 
 
 380,000 
 
 400,000 
 
 5,000 
 
 400,000 
 
 410,000 
 1 
 420,000 
 
 440,000 ; 
 
 445,000 
 
 
 0567 : 
 0588 
 
 .0253 
 
 
 0595 
 0610 
 0615 
 0635 
 0650 
 
 
 0205 
 0345 
 
 broken 
 
APPENDIX. 
 SPECIAL TABLE \.— {Continued.)' 
 
 151 
 
 io-Inch Freestone Cube, marked a ; Beds Plastered, 
 
 Actual size: Bed = io".o2X9".96; Height = 10". 01 (or io".o7 including plaster); Weight, 79% 
 
 pounds. 
 
 Load. 
 
 Inch, 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load, 
 Pounds. 
 
 Inch, 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set, 
 
 Compres- 
 sion, 
 
 Set. 
 
 5,000 
 
 
 0055 
 0100 
 0180 
 0220 
 
 .0130 
 
 
 200,000 
 5,000 
 200,000 
 300,000 
 5,000 
 300,000 
 400,000 
 
 
 0390 
 
 .0230 
 .0275 
 
 5,000 
 400,000 
 440,000 
 480,000 
 500,000 
 520,000 
 
 .0610 
 •0635 
 .0665 
 .0685 
 broken 
 
 .0300 
 
 40,000 
 80,000 
 
 
 0400 
 0510 
 
 
 5,000 
 100,000 
 
 
 0520 
 0600 
 
 
 
 0222 
 
 
 io-Inch Freestone Cube, marked b ; Beds Plastered. 
 
 Actual size: Bed = io".oo x 9'^8o; Height — 10". 01 (or 10". 12 including plaster); Weight, ^i\^ 
 
 pounds. 
 
 Load, 
 
 Inch, 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch, 
 
 Pounds, 
 
 Compres- 
 sion. 
 
 Set. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion, 
 
 Set, 
 
 5,000 
 
 20,000 
 
 40,000 
 
 80,000 
 
 100,000 
 
 5,000 
 
 100,000 
 
 200,000 
 
 5,000 
 
 200,000 
 
 .0038 
 .0070 
 .0120 
 .0145 
 
 .0148 
 .0230 
 
 .0232 
 
 .0062 
 .0080 
 
 300,000 
 
 5,000 
 
 300,000 
 
 400,000 
 
 5,000 
 
 400,000 
 
 440,000 
 
 480,000 
 
 500,000 
 
 5,000 
 
 .0305 
 
 .0310 
 .0382 
 
 .0390 
 .0420 
 
 •045'7 
 .0478 
 
 .0100 
 .0117 
 
 .0142 
 
 500,000 
 540,000 
 580,000 
 600,000 
 5,000 
 600,000 
 620,000 
 640,000 
 650,500 
 
 .0485 
 .0520 
 .0560 
 .0570 
 
 .0592 
 
 .0615 
 
 .0632 
 failed su 
 without \ 
 
 .0178 
 
 ddenly, 
 varning 
 
 io-Inch Freestone Cube, marked c ; Beds Plastered, 
 Actual size: Bed = 10". 00 x 9^.96 ; Height = io".oi (thickness of plaster not noted); Weight 
 
 7834 pounds. 
 
 Load. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 5, 000 
 20,000 
 
 
 
 0030 
 
 40,000 
 
 
 0062 
 
 80,000 
 
 
 0115 
 
 100,000 
 
 
 0132 
 
 5,000 
 100,000 
 
 
 
 
 0137 
 
 200,000 
 
 
 0220 
 
 Set. 
 
 .0049 
 
 Load. 
 Pounds. 
 
 5,000 
 200,000 
 300,000 
 
 5,000 
 300,000 
 406,000 
 
 5,000 
 400,000 
 
 Inch, 
 
 Compres- 
 sion. 
 
 .0225 
 .0300 
 
 .0305 
 .0390 
 
 .0390 
 
 Set. 
 
 .0071 
 
 .0090 
 
 .0115 
 
 Load. 
 Pounds. 
 
 Inch, 
 
 Compres- 
 sion. 
 
 Set. 
 
 500,000 -0475 
 
 5,000 
 
 Not broken under maximum 
 load of 800,000 pounds. 
 
152 
 
 APPENDIX. 
 
 SPECIAL TABLE \.— {Continued:) 
 io-Inch Freestone Cube, marked d: Beds Plastered. 
 
 Actual size: Bed = io".oo x 9". 98; Height = 10". 00 (or io".o9 including plaster); Weight, 78J4 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 
 20,000 
 
 40,000 
 
 80,000 
 
 100,000 
 
 5,000 
 
 .0040 
 .0078 
 • 0135 
 .0157 
 
 .0160 
 
 .0062 
 
 200,000 
 5,000 
 200,000 
 300,000 
 5,000 
 300,000 
 400,000 
 
 .0250 
 
 .0250 
 •0325 
 
 .0329 
 .0412 
 
 .0085 
 .0110 
 
 5,000 
 400,000 
 500,000 
 
 5,000 
 644,000 
 
 .0418 
 .0520 
 
 broken 
 
 .0132 
 .0170 
 
 
 
 
 ii-Inch Freestone Cube, marked a ; Beds Plastered. 
 
 Actual size: Bed — 11", 05 x ii".oo; Height = 10". 92 (or ii^.og including plaster); Weight, 105 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 
 40,000 
 
 80,000 
 
 100,000 
 
 5,000 
 
 100,000 
 
 200,000 
 
 5,000 
 
 .0072 
 .0125 
 .0152 
 
 .0154 
 .0260 
 
 .0075 
 .0120 
 
 200,000 
 300,000 
 
 5,000 
 300,000 
 400,000 
 
 5,000 
 400,000 
 500,000 
 
 .0262 
 .0340 
 
 •0350 
 0412 
 
 .0417 
 .0485 
 
 .0152 
 ■ 0175 
 
 5,000 
 500,000 
 600,000 
 
 5,000 
 600,000 
 770,000 
 791,000 
 
 .0492 
 .0562 
 
 •0575 
 cracked 
 broken 
 
 .0193 
 
 .0220 
 
 ii-Inch Freestone Cube, marked b\ Beds Plastered. 
 
 Actual size: Bed = ii".io x 10". 96; Height — ii".oi (or ii".o8 including plaster); Weight, 
 
 106^ pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 1 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 40,000 
 
 
 .0060 
 .0082 
 
 200,000 
 300,000 
 
 5,000 
 300,000 
 400,000 
 
 5,000 
 400,000 
 500,000 
 
 
 .0105 
 .0120 
 
 5,000 
 500,000 
 600,000 
 
 5,000 
 600,000 
 770,000 
 785,000 
 
 •0455 
 .0530 
 
 .0540 
 cracked 
 broken 
 
 .0140 
 
 
 0072 
 0122 
 0145 
 
 0150 
 0240 
 
 
 0308 
 
 100,000 
 
 5,000 
 
 100,000 
 
 200,000 
 
 5,000 
 
 
 0312 
 0380 
 
 0380 
 0450 
 
 •0155 
 
 
 
 
APPENDIX. 
 
 153 
 
 SPECIAL TABLE \.— {Continued.) 
 
 11-Inch Freestone Cube, marked c ; Beds Plastered. 
 
 Actual size: Bed = ii''.oox ii".oo; Height = 10". 97 (or ii".oi including plaster); Weight, 104^^ 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch, 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- c„f 
 sion. ^^'^• 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 
 40,000 
 
 80,000 
 
 100,000 
 
 5,000 
 
 100,000 
 
 200,000 
 
 5,000 
 
 
 0081 
 
 0145 
 0170 
 
 .0080 
 .0118 
 
 200,000 
 300,000 
 
 5,000 
 300,000 
 400,000 
 
 5,000 
 400,000 
 500,000 
 
 .0272 
 
 .0350 
 
 .0350 
 .0420 
 
 .0425 
 .0500 
 
 .0140 
 .0160 
 
 5.000 
 500,000 
 600,000 
 
 5,000 
 600,000 
 778,000 
 775,000 
 
 .0507 
 •0575 
 
 .0580 
 cracked 
 broken 
 
 .0178 
 .0210 
 
 
 0175 
 0270 
 
 
 
 
 ii-Inch Freestone Cube, marked d; Beds Plastered. 
 
 Actual size: Bed = 11". 10 x ii".o5; Height = n". 02 (or 11". 16 including plaster); Weight, 
 
 io6jr^ pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set, 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 
 40,000 
 
 80,000 
 
 100,000 
 
 5,000 
 
 100,000 
 
 200,000 
 
 5,000 
 
 .0065 
 .0120 
 .0140 
 
 .0140 
 .0228 
 
 .0052 
 .0078 
 
 200,000 
 300,000 
 
 5,000 
 300,000 
 400,000 
 
 5,000 
 400,000 
 500,000 
 
 .0230 
 
 .0300 
 
 
 
 .0310 
 
 .0388 
 
 .0392 
 .0500 
 
 .0099 
 .0132 
 
 5,000 
 500,000 
 600,000 
 
 5,000 
 600,000 
 769,000 
 
 .0510 
 .060c 
 
 .0615 
 broken 
 
 .0180 
 .0220 
 
 12-IN9H Freestone Cube, marked a \ Beds Plastered. 
 Actual size: Bed = i2".oo x 11". 95; Height = 12". 01 (or 12". 05 including plaster); Weight, 
 
 139}^ pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 
 40,000 
 
 80,000 
 
 100,000 
 
 5,000 
 
 100,000 
 
 200,000 
 
 5,000 
 
 200,000 
 
 .0095 
 .0160 
 .0185 
 
 .0192 
 .0282 
 
 .0288 
 
 .0085 
 .0115 
 
 300,000 
 
 5,000 
 
 300,000 
 
 400,000 
 
 5,000 
 
 400,000 
 
 500,000 
 
 5,000 
 
 500,000 
 
 ■0355 
 
 .0360 
 .0420 
 
 .0425 
 .0487 
 
 .0492 
 
 •0135 
 .0150 
 .0170 
 
 6co.ooo 
 
 5,000 
 
 600.000 
 
 700,000 
 
 5,000 
 
 700,000 
 
 800,000 
 
 5,000 
 
 ■0555 
 
 .0560 
 .0620 
 
 .0632 
 .0690 
 
 Cube re 
 from the 
 
 .0188 
 
 .0302 
 
 .0225 
 
 moved 
 ; press. 
 
154 
 
 APPENDIX. 
 
 SPECIAL TABLE I.— {Continued.) 
 
 ■ i2-Inch Freestone Cube, marked b ; Beds Plastered. 
 
 Actual size: Bed = i2".oo x 12". oo; Height — 12". 04 (or 12". 23 including plaster); Weight, 138 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 40,000 
 
 8o,OOD 
 
 100,000 
 5,ooo' 
 
 100,000 
 
 200,000: 
 5,000' 
 
 200,000 
 
 .0060 
 .0110 
 .0130 
 
 .0130 
 .0205 
 
 .0210 
 
 .0050 
 .0070 
 
 300,000 
 
 5,000 
 
 300,000 
 
 400,000 
 
 5,000 
 
 400,000 
 
 500,000 
 
 5,000 
 
 500,000 
 
 .0265 
 
 .0270 
 .0320 
 
 .0320 
 .0370 
 
 .0370 
 
 .0082 
 .0098 
 .0110 
 
 600,000 . 0430 
 
 5,000 0128 
 
 600,000 . 0440 
 
 700,000 . 0500 
 
 5,000 0150 
 
 700,000 . 0510 
 
 800,000 -0585 
 
 5,000 0180 
 
 5,000 reduced to .0172 
 after i hour's rest. 
 Cube removed from the press. 
 
 i2-Inch Freestone Cube, marked <:; Beds Plastered. 
 
 Actual size: Bed = ii".96x 12". 00; Height = i2".oo (or 12". 20 including plaster); Weight, 135^/^ 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 
 40,000 
 
 80,000 
 
 100,000 
 
 5,000 
 
 100,000 
 
 200,000 
 
 5,000 
 
 200,000 
 
 .0102 
 .0170 
 .0192 
 
 .0200 
 
 .0288 
 
 .0290 
 
 .0090 
 .0120 
 
 300,000 
 
 5,000 
 
 300,000 
 
 400,000 
 
 5,000 
 
 400,000 
 
 500,000 
 
 5,000 
 
 500,000 
 
 •0355 
 
 •0355 
 .0420 
 
 .0420 
 .0485 
 
 .0490 
 
 .0142 
 .0160 
 .0180 
 
 600,000 
 5,000 
 600,000 
 700,000 
 5,000 
 700,000 
 740,000 
 764,000 
 
 .0560 
 
 .0570 
 .0658 
 
 .0675 
 
 .0727 
 
 broken 
 
 .0200 
 
 .0225 
 cracked 
 
 i2-Inch Freestone Cube, marked d ; Beds Plastered. 
 Actual size: Bed = ii".96x 11". 90; Height = 12". 01 (or 12". 14 including plaster); Weight, 135% 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 
 40,000 
 
 80,000 
 
 100,000 
 
 5,OOQ 
 
 100,000 
 
 200,000 
 
 5,000 
 
 200,000 
 
 .0050 
 .oogo 
 .0110 
 
 .0112 
 .0185 
 
 .0188 
 
 .0035 
 .0050 
 
 300,000 
 
 5,000 
 
 300,000 
 
 400,000 
 
 5,000 
 
 400,000 
 
 500,000 
 
 5,000 
 
 500,000 
 
 .0248 
 
 .0250 
 .0300 
 
 • 0305 
 •0355 
 
 .0360 
 
 .0065 
 .0078 
 .0085 
 
 600,000 
 
 5,000 
 
 600,000 
 
 700,000 
 
 5,000 
 
 700,000 
 
 800,000 
 
 5,000 
 
 .0420 
 
 .0425 
 .0495 
 
 .0500 
 •0565 
 
 Cube re 
 from th( 
 
 .0098 
 .0115 
 
 .0140 
 
 moved 
 5 press. 
 
APPENDIX. 
 
 155 
 
 SPECIAL TABLE \.— {Concluded.) 
 Pier of Cubes of Haverstraw Freestone; Dry Joints. 
 
 Three i2-Inch Cubes, marked a, ^, and d, respectively ; Beds Plastered. 
 Each of these cubes had been previously tested up to the maximum load of Zoo,ooo pounds 
 without breaking it. 
 
 Actual size: Cube «— Bed = i2".oo x n".9s; Height = i2".oi (or i2".o5 including piaster); 
 
 Weight, 139}^ pounds. 
 Cube 3— Bed = i2".oo X 12". 00; Height = i2".04 (or 12". 23 including plaster); 
 
 Weight, 138 pounds. 
 Cube ^— Bed = ii".96 x 11". 90; Height = i2".oi (or 12". 14 including plaster) ; 
 Weight, 135M pounds. 
 
 Load. 
 
 Lnch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 
 40,000 
 
 80,000 
 
 100,000 
 
 5,000 
 
 100,000 
 
 200,000 
 
 5,000 
 
 200,000 
 
 
 0210 
 0350 
 0415 
 
 .0025 
 .0042 
 
 300,000 
 
 5,000 
 
 300,000 
 
 400,000 
 
 5,000 
 
 500,000 
 
 5,000 
 
 500,000 
 
 600,000 
 
 .0805 
 
 .0805 
 .0942 
 
 •1075 
 
 .1080 
 .1210 
 
 .0060 
 
 .0080 
 .0095 
 
 5,000 
 600,000 
 700,000 
 
 5,000 
 700,000 
 748,000 
 
 . 1220 
 •1370 
 
 ( 
 .I400-K ^ 
 
 .0112 
 
 .0150 
 crack at 
 
 
 0422 
 0638 
 
 failed suddenly 
 with loud report. 
 
 
 0638 
 
 
 
 SPECIAL TABLE II. 
 
 Showing Amount of Compression and Set of Specimens of Neat Port- 
 land (Dyckerhoff) Cement. 
 
 8-Inch Cube, marked Db ; Beds not Plastered. 
 Actual size: Bed = 8'".oi x 8". 03; Height — 7". 99; Weight, 37^^ pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 10,000 
 20,000 
 30,000 
 40,000 
 50,000 
 60,000 
 70,000 
 80,000 
 
 .0020 
 .0040 
 .0060 
 .0075 
 .0090 
 .0102 
 .0110 
 .0122 
 
 
 ! 90,000 
 100,000 
 5,000 
 100,000 
 120,000 
 140,000 
 160,000 
 180,000 
 200,000 
 
 • CI 30 
 .0141 
 
 .0142 
 .0160 
 .0180 
 .0195 
 .0210 
 .0230 
 
 .0050 
 
 5,000 
 200,000 
 220,000 
 238,000 
 240,000 
 260,000 
 280,000 
 286,800 
 301,100 
 
 .0240 
 • 0255 
 first era 
 .0280 
 .0300 
 .0330 
 
 •0350 j 
 broken 
 
 .0070 
 ck. 
 
 snappi'g 
 sound. 
 
IS6 
 
 APPENDIX. 
 
 SPECIAL TABLE \\.— {Continued.) 
 
 8-Inch Cube, marked Dc ; Beds not Plastered. 
 
 Actual size: Bed = 8^.03 x 8". 07; Height = 8". 00; Weight, 37^^ pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 10,000 
 20,000 
 40,000 
 60,000 
 80,000 
 100,000 
 5,000 
 
 
 .0010 
 
 100,000 
 120,000 
 140,000 
 160,000 
 180,000 
 200,000 
 5,000 
 180,000 
 
 .OIOO 
 
 .0118 
 
 •0133 
 .0150 
 .0166 
 .0182 
 
 a corn< 
 
 .0025 
 tx off 
 
 200.000 
 220,000 
 240,000 
 260,000 
 280,000 
 285,000 
 294,100 
 
 .0190 
 .0207 
 .0227 
 .0250 
 .0282 
 .0296 
 broken 
 
 
 
 0010 
 0020 
 0045 
 0065 
 0082 
 
 OIOO 
 
 
 
 
 
 
 ....... 
 
 8-Inch Cube, marked Dd \ Beds not Plastered. 
 Actual size: Bed = 8". 04 x8".oo; Height = 8". 04; Weight, 39 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 j Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 
 10,000 
 
 20,000 
 
 40,000 
 
 60,000 
 
 80,000 
 
 100,000 
 
 5,000 
 
 100,000 
 
 120,000 
 
 140,000 
 
 160,000 
 
 .0005 
 .0020 
 .0040 
 .0062 
 .0077 
 .0090 
 
 .0092 
 .0105 
 .0120 
 ■ 0130 
 
 .0010 
 
 180,000 
 200,000 
 5,000 
 200,000 
 220,000 
 240,000 
 260,000 
 280,000 
 285,000 
 290,000 
 295,000 
 300,000 
 
 .0145 
 .0160 
 
 .0160 
 
 •0175 
 .oigo 
 .0203 
 •0223 
 .0230 
 .0239 
 .0244 
 .0250 
 
 .0020 
 
 1 
 1 
 
 310,000 
 
 315,000 
 
 320.000 
 
 325,000 
 
 330,000 
 
 335,000 
 
 340,000 
 
 345,000 
 
 350,000 
 
 355,000 
 
 358,000 
 
 360,000 
 
 bi 
 
 0260 
 
 0264 
 
 0270 
 
 0280 
 
 0288 
 
 0292 
 
 0300 
 
 0305 
 
 0310 -j 
 
 0323 
 
 0335 
 
 -oken 
 
 
 
 beginsto 
 scale off. 
 
 8-Inch Cube, marked De ; Beds not Plastered. 
 Actual size: Bed — 7".g8 x 8".o3; Height = 8". 02; Weight, 38 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 10,000 
 20,000 
 40,000 
 60,000 
 80,000 
 100,000 
 
 5,000 
 
 
 .0015 
 
 100,000 
 120,000 
 140,000 
 160,000 
 180,000 
 200.000 
 5,000 
 200,000 
 
 .0100 
 .0114 
 .0130 
 
 .0144 
 .0160 
 .0178 
 
 .oiSo 
 
 
 
 .0027 
 1 
 
 220,000 
 240,000 
 260,000 
 280,000 
 296,000 
 299,200 
 
 .0193 
 .0213 
 .0239 
 .0260 
 corne 
 broken 
 
 
 
 0010 
 0025 
 0048 
 0065 
 0080 
 0099 
 
 r off 
 
 
 
APPENDIX. 
 
 157 
 
 SPECIAL TABLE \\.— {Continued:) 
 
 8-Inch Cube, m.\rked D/ \ Beds not Plastered. 
 
 Actual size: Bed = 8". 00 x 8". 04; Height = 8".oo; Weight, 39 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. j 
 
 Compres- 
 sion. 
 
 0189 
 .0205 
 .0224 
 .0242 
 .0270 
 
 cracked 
 .0290 
 
 broken 
 
 Set. 
 
 5,000 
 10,000 
 20,000 
 40,000 
 60,000 
 80,000 
 100,000 
 5,000 
 
 
 .0012 
 
 100,000 
 120,000 
 140,000 
 160,000 
 180,000 
 200,000 
 5,000 
 
 200,000 
 
 1 
 
 OTOO 
 
 .0112 
 .0127 
 .0140 
 
 • 0153 
 .0171 
 
 .0172 
 
 .0021 
 
 220,000 
 240,000 
 260,000 
 280,000 
 300,000 
 304,000 
 310,000 
 338,000 
 
 
 
 0010 
 0028 
 0050 
 0067 
 0082 
 0098 
 
 
 9-Inch Cement Cube, marked Da \ Beds not Plastered. 
 Actual size: Bed = 9". 05 x 9^.01 ; Height = 9".o4; Weight, 56 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 
 10,000 
 
 20,000 
 
 40,000 
 
 60,000 
 
 80,000 
 
 100,000 
 
 5,000 
 
 100,000 
 
 120,000 
 
 .0012 
 .0032 
 .0063 
 .0090 
 .0110 
 .0122 
 
 .0125 
 .0140 
 
 .0022 
 
 140,000 
 160,000 
 i8o,oco 
 200,000 
 5.000 
 200.000 
 220, OuC 
 240,000 
 260,000 
 280,000 
 
 .0154 
 .0168 
 .0180 
 .0191 
 
 .0192 
 .0205 
 .0219 
 .0230 
 .0244 
 
 .0032 
 
 300,000 
 5,000 
 300,000 
 320,000 
 340,000 
 345,000 
 360,000 
 373)000 
 
 .0260 
 
 .0265 
 
 .0280 
 
 .0292 
 
 begins to 
 
 •0325 
 broken 
 
 .0050 
 crack 
 
 9-Inch Cement Cube, marked Db ; Beds not Plastered. 
 Actual size: Bed = 9". 02 x 9^.12; Height = 9".o5; Weight, 56 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 
 10,000 
 
 20,000 
 
 40,000 
 
 60,000 
 
 80,000 
 
 100,000 
 
 5,oco 
 
 100,000 
 
 .0017 
 .003 8 
 .0072 
 .0102 
 .0125 
 .0145 
 
 .0150 
 
 .0020 
 
 140,000 
 180,000 
 200,000 
 
 5,000 
 200,000 
 240,000 
 280,000 
 300,000 
 
 5,000 
 
 .0181 
 .0210 
 .0222 
 
 .0224 
 •0245 
 .0270 
 .0280 
 
 
 .0030 
 .0045 
 
 300,000 
 320,000 
 327,000 
 330,000 
 340,000 
 350,000 
 360,000 
 373,000 
 
 .0282 
 
 .0295 
 
 corner 
 
 .0302 
 
 .0309 
 
 •0315 
 
 .0320 
 
 broken 
 
 off 
 
158 
 
 APPENDIX. 
 
 SPECIAL TABLE \\.— {Continued.) 
 
 9-Inch Cement Cube, marked Dc ; Beds not Plastered. 
 
 Actual size: Bed = 9",o6 >< 9".oo; Height = 8". 99; Weight, 55 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 1 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 10,000 
 20,000 
 40,000 
 60,000 
 80,000 
 100,000 
 
 5,000 
 
 
 .0015 
 
 100,000 
 
 140,000 
 180,000 
 200,000 
 5,000 
 200,000 
 240,000 
 280,000 
 
 .0120 
 
 • 015s 
 
 • 0177 
 .0190 
 
 .0191 
 .0215 
 .0243 
 
 .0030 
 
 300,000 
 5,000 
 300,000 
 330,000 
 350,000 
 395,400 
 396,000 
 
 .0259 
 
 .0262 
 
 .0285 
 
 .0330 
 
 yielding s 
 
 broken 
 
 
 
 0012 
 0035 
 0063 
 0082 
 0100 
 0117 
 
 .0050 
 uddenly 
 
 
 
 
 9-Inch Cement Cube, marked Dd \ Beds not Plastered. 
 Actual size: Bed = g''.o2 x 9".o4; Height — 9". 05; Weight, 56^^ pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 10,000 
 20,000 
 40,000 
 60,00c 
 80,000 
 100,000 
 
 5,000 
 
 
 .0010 
 
 100,000 
 140,000 
 180,000 
 200,000 
 5,000 
 200,000 
 240,000 
 280,000 
 
 .0071 
 .0094 
 .0120 
 .0132 
 
 • 0135 
 .0160 
 .0182 
 
 .0015 
 
 300,000 
 5,000 
 300,000 
 340,000 
 370,000 
 380,000 
 390,000 
 
 .0202 
 
 .0210 
 .0240 
 .0278 
 .0288 
 ■ 0295 
 burst su 
 
 
 
 0005 
 001 1 
 0030 
 0041 
 
 005s 
 0070 
 
 .0030 
 
 ( sliofht 
 r cracks 
 
 ddenlv 
 
 
 
 
 9-Inch Cement Cube, marked De ; Beds not Plasteped. 
 Actual size: Bed = 9". 07 x 9". 00; Height — 9". 03; Weight, 56 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch, 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 10,000 
 20,000 
 40,000 
 60,000 
 80,000 
 100,000 
 
 5,000 
 
 .C020 
 .0030 
 .0052 
 .0070 
 .0081 
 .0095 
 
 .0096 
 
 ! 
 
 
 .0020 
 
 140,000 
 180,000 
 200,000 
 
 5,000 
 200,000 
 240,000 
 280,000 
 300,000 
 
 5, 000 
 
 
 0120 
 0142 
 0155 
 
 0155 
 0178 
 0200 
 0212 
 
 .0030 
 .0040 
 
 300,000 
 340,000 
 370,000 
 380,000 
 390,000 
 400,000 
 458,600 
 468,200 
 
 .0215 
 .0240 
 .0260 
 .0270 
 .0275 
 .0284 
 begins to 
 broken 
 
 crack 
 
 
 
 
 
APPENDIX. 
 
 159 
 
 SPECIAL TABLE \\.— {Continued.) 
 
 q-Inch Cement Cube, marked Df\ Beds not Plastered, 
 Actual size: Bed = 9". 05 x 9". 10; Height = 8". 98; Weight, 551^3 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 10,000 
 20,000 
 40,000 
 60,000 
 80,000 
 100,000 
 5,000 
 
 
 .0020 
 
 100,000 
 130,000 
 140,000 
 180,000 
 200,000 
 5,000 
 200,000 
 240,000 
 
 .0110 
 cracked 
 .0142 
 .0172 
 .0190 
 
 .0192 
 .0220 
 
 .0045 
 
 280,000 
 300,000 
 5,000 
 300,000 
 310,000 
 325,000 
 
 .0258 
 .0288 
 
 .0308 
 
 .0328 
 
 broken 
 
 
 
 0010 
 0030 
 0052 
 0071 
 0090 
 0108 
 
 .0081 
 
 
 
 io-Inch Cement Cube, marked Da ; Beds not Plastered. 
 Actual size: Bed = io".o3 x 10". 05; Height = 9". 97; Weight, 75}^ pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 10,000 
 20,000 
 40,000 
 60,000 
 80,000 
 100,000 
 5,000 
 
 
 .0022 
 
 100,000 
 140,000 
 180,000 
 200,000 
 5,000 
 200,000 
 240,000 
 280,000 
 
 .0120 
 .0145 
 .0170 
 .0180 
 
 .0180 
 .0200 
 .0221 
 
 .0040 
 
 300,000 
 5,000 
 300,000 
 318,000 
 320,000 
 340,000 
 351,000 
 395-300 
 
 .0235 
 
 .0238 
 cracked 
 .0253 
 .0267 
 .0292 
 broken 
 
 
 
 0018 
 0040 
 0070 
 0090 
 
 Olio 
 
 0120 
 
 .0060 
 cracking 
 
 
 
 
 lo-LxcH Cement Cube, marked Db \ Beds not Plastered. 
 Actual size : Bed = io".o2 x 10". 00; Height x io".oo; Weight, 76^^ pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 
 ! 
 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5, 000 
 
 10,000 
 
 20,000 
 
 40,000 
 
 60,000 
 
 80,000 
 
 100,000 
 
 5,000 
 
 100,000 
 
 140,000 
 
 .0003 
 .0010 
 .0022 
 .0031 
 .0040 
 .0050 
 
 .0052 
 .0072 
 
 .0010 
 
 180,000 
 200,000 
 
 5,000 
 200,000 
 240,000 
 280,000 
 300,000 
 
 5,000 
 300,000 
 340,000 
 
 
 0088 
 0098 
 
 0099 
 0115 
 0132 
 0145 
 
 014s 
 0160 
 
 .0010 
 .0015 
 
 380,000 
 400,000 
 5.000 
 400,000 
 440,000 
 460,000 
 470,000 
 480,000 
 540,000 
 587,100 
 
 .0180 
 .0192 
 
 .0192 
 .0218 
 .0230 
 .0240 
 .0250 
 cracked 
 broken 
 
 .0020 
 
i6o 
 
 APPENDIX. 
 
 SPECIAL TABLE \\.— {Continued:) 
 
 io-Inch Cement Cube, marked Dc ; Beds not Plastered. 
 
 Actual size : Bed = io".o9 x io".o4*, Heig^ht = io".oo; Weight, 76^^ pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch, 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 10,000 
 
 20j000 
 40,000 
 60,000 
 80,000 
 
 100,000 
 5,000 
 
 100,000 
 
 
 .0025 
 
 140,000 
 180,000 
 200,000 
 
 5,000 
 200,000 
 240,000 
 280,000 
 300,000 
 
 5,000 
 
 .0148 
 .0165 
 .0174 
 
 •0175 
 .0190 
 .0210 
 .0220 
 
 •0035 
 .0048 
 
 300,000 
 340,000 
 380,000 
 400,000 
 5,000 
 400,000 
 440,000 
 460,000 
 519,000 
 
 .0220 
 .0240 
 .0260 
 .0270 
 
 .0275 
 
 .0288 
 
 .0301 
 
 broken 
 
 
 
 0008 
 0042 
 0075 
 0100 
 0115 
 0128 
 
 0128 
 
 .0071 
 
 io-Inch Cement Cube, marked Dd \ Beds not Plastered. 
 Actual size: Bed = io".o8 x 10". 10; Height = 10". 00; Weight, 77 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 10,000 
 20,000 
 40,000 
 60,000 
 80,000 
 100,000 
 
 
 
 5,000 
 100,000 
 140,000 
 180,000 
 200,000 
 
 5,000 
 200,000 
 
 .0120 
 .0148 
 .0158 
 .0180 
 
 .0182 
 
 1 
 .0010 
 
 .0020 
 1 
 
 240,000 
 280,000 
 300,000 
 5,000 
 300,000 
 320,000 
 430,100 
 
 .0202 
 .0225 
 .0238 
 
 .0352 
 
 .0273 
 
 broken 
 
 
 
 0012 
 0030 
 0062 
 0084 
 0102 
 0120 
 
 
 
 
 
 .0041 
 
 10 Inch Cement Cube, marked De ; Beds not Plastered. 
 Actual size: Bed = 10". 00 x 10". 05; Height = io".o8; Weight, 76 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 
 10,000 
 
 20,000 
 
 40,000 
 
 60,000 
 
 80,000 
 
 100,000 
 
 5,000 
 
 100,000 
 
 
 .0010 
 
 140,000 
 180,000 
 200,000 
 
 5,000 
 240,000 
 242,000 
 s 80, 000 
 300,000 
 
 5,000 
 
 .0116 
 .0140 
 .0150 
 
 .0172 
 
 side crac 
 
 .0202 
 
 .0218 
 
 .0020 
 ked 
 
 .0032 
 
 300,000 
 340,000 
 380,000 
 400,000 
 5,000 
 400,000 
 473,400 
 
 .0220 
 .0242 
 .0272 
 .0290 
 
 .0300 
 broken 
 
 
 
 0008 
 0020 
 0042 
 0062 
 007s 
 oogo 
 
 .0060 
 
 
 0090 
 
 
APPENDIX. 
 
 SPECIAL TABLE \\. -{Continued.) 
 
 io-Inch Cement Cube, marked Df\ Beds not Plastered, 
 Actual size: Bed = io".oi x io".o5; Height = 9".99; Weight, 7614 pounds. 
 
 161 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 
 10.000 
 
 20,000 
 
 40,000 
 
 60,000 
 
 80,000 
 
 100,000 
 
 5,000 
 
 100,000 
 
 140,000 
 
 .0010 
 .0020 
 .0040 
 .0053 
 .0065 
 .0078 
 
 .0078 
 .0102 
 
 .0010 
 
 180,000 
 200,000 
 
 5,000 
 200,000 
 240,000 
 280,000 
 300,000 
 
 5,000 
 300,000 
 340,000 
 
 .0130 
 .0140 
 
 .0140 
 .0160 
 .0180 
 .0193 
 
 .0198 
 .0220 
 
 .0015 
 .0025 
 
 380,000 
 400,000 
 5,000 
 400,000 
 420,000 
 440,000 
 460,000 
 472,000 
 477,600 
 
 
 
 .0245 
 .0260 
 
 .0265 
 .0280 
 .0290 
 .0304 
 .0320 
 broken 
 
 .0042 
 
 ii-Inch Cement Cube, marked Da ; Beds not Plastered. 
 Actual size: Bed = ii".oo x ii".i5; Height = ii".oo; Weight, loi pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 
 10,000 
 
 20,000 
 
 40,000 
 
 60,000 
 
 80,000 
 
 100,000 
 
 S,ooo 
 
 100,000 
 
 140,000 
 
 180,000 
 
 200,000 
 
 
 0005 
 0020 
 0035 
 0048 
 0060 
 0070 
 
 .0008 
 
 5,000 
 200,000 
 240,000 
 280,000 
 300,000 
 
 5,000 
 300,000 
 340,000 
 380,000 
 400,000 
 
 5,000 
 
 .012? 
 .0141 
 .0160 
 •0175 
 
 •0175 
 .0200 
 .0220 
 •0235 
 
 .0012 
 .0020 
 .0032 
 
 400,000 
 440,000 
 480,000 
 500,000 
 5,000 
 500,000 
 510,000 
 520,000 
 530,000 
 540,000 
 591,200 
 
 .0240 
 .0260 
 .0290 
 .0302 
 
 •0313 
 .0324 
 
 • 0332 
 
 .0340 
 
 .0350 
 
 broken 
 
 .0052 
 
 
 0070 
 0092 
 OHIO 
 0120 
 
 cracks 
 
 
 II 
 
1 62 
 
 APPENDIX. 
 
 SPECIAL TABLE \l.— {Continued.) 
 
 ii-Inch Cement Cube, marked Db ; Beds Plastered. 
 
 Actual size: Bed = ii".o5 x ii".oo; Height = ii".oo (or ii".o3 including plaster); Weight, 
 
 loo pounds. 
 
 Load. 
 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 
 10,000 
 
 20,000 
 
 40,000 
 
 80,000 
 
 100,000 
 
 5,000 
 
 100,000 
 
 140,000 
 
 180,000 
 
 200,000 
 
 5,000 
 
 200,000 
 
 240,000 
 
 
 .0020 
 .0031 
 
 280,000 
 300,000 
 
 5,000 
 300,000 
 340,000 
 380,000 
 400,000 
 
 5,000 
 400,000 
 440,000 
 480,000 
 500,000 
 
 5,000 
 500,000 
 
 •0155 
 
 -0165 
 
 
 
 .0168 
 .0188 
 .0210 
 .0220 
 
 .0222 
 .0248 
 .0270 
 .0288 
 
 .0292 
 
 .0040 
 .0058 
 .0078 
 
 510.000 
 520,000 
 530,000 
 540,000 
 550,000 
 560,000 
 570,000 
 580,000 
 590,000 
 600,000 
 610,000 
 620,000 
 630,000 
 633,000 
 
 .0302 
 .0312 
 .0320 
 -0325 
 .0330 
 .0338 
 •0350 -j 
 .0358 
 •0375 
 •0379 
 .0390 
 .0402 
 • 0415 
 .0430 
 
 
 
 0008 
 0022 
 0042 
 0065 
 0073 
 
 corner 
 cracked 
 
 
 
 
 0073 
 0090 
 
 Olio 
 
 0120 
 
 
 0120 
 
 0138 
 
 broken 
 
 ii-Inch Cement Cube, marked Dc \ Beds Plastered. 
 
 Actual size: Bed = ii".oo x ii".i8; Height = 11". 00 (or ii".o2 including plaster); Weight, 
 
 101I4 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds- 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 
 10,000 
 
 20,000 
 
 40,000 
 
 8o,oco 
 
 1:00,000 
 
 5,000 
 
 100,000 
 
 200,000 
 
 5,000 
 
 200,000 
 
 300,000 
 
 5, 000 
 
 .0005 
 .0015 
 .0030 
 .0050 
 .0062 
 
 .0062 
 .0112 
 
 .0110 
 .0160 
 
 .0010 
 .0019 
 .0025 
 
 300,000 
 400,000 
 
 5,000 
 400,000 
 500,000 
 
 5.000 
 500,000 
 520,000 
 540,000 
 560,000 
 570,000 
 580,000 
 590,000 
 
 .0162 
 .0220 
 
 .0225 
 .0285 
 
 .0290 
 .0302 
 .0320 
 .0332 
 .0342 
 .0352 
 .0362 
 
 .0037 
 .0050 
 
 600,000 
 610,000 
 620,000 
 630,000 
 640,000 
 650,000 
 660,000 
 670,000 
 680,000 
 690,000 
 700,000 
 725,100 
 
 .0372 
 .0380 
 .0387 
 
 • 0395 
 .0405 
 .0422 
 .0428 
 .0440 
 .0460 
 .0470 
 .0480 
 broken 
 
 
APPENDIX. 
 
 163 
 
 SPECIAL TABLE II.— {Continued.) 
 
 it-Inch Cement Cube, marked Dd \ Beds Plastered. 
 
 Actual size: Bed = ii".o3 X ii".2i; Height = ii".oo (or ii".o2 including plaster); Weight, loi}^ 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Founds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 
 
 i 
 
 .0010 
 
 .0018 
 1 
 
 300,000 
 
 5,000 
 
 300,000 
 
 400,000 
 
 5,000 
 
 400,000 
 
 500,000 
 
 5,000 
 
 500,000 
 
 520,000 
 
 530,000 
 
 .oi^i; 
 
 .0020 
 .0030 
 .0040 
 
 540,000 
 550,000 
 560,000 
 570,000 
 580,000 
 590,000 
 600,000 
 620,000 
 640,000 
 660,000 
 674,000 
 
 .0282 
 .0290 
 .0292 
 .0300 
 .0308 
 
 •0315 
 • 0320 
 .0340 
 .0365 
 .0390 
 broken 
 
 
 
 0002 
 0010 
 0020 
 0040 
 0048 
 
 0050 
 0090 
 
 
 
 
 20,000 
 40,000 
 
 
 0138 
 0182 
 
 
 100,000 
 
 S,ooc 
 
 
 0186 
 0240 
 
 
 200,000 
 
 5,000 
 
 200,000 
 
 
 0250 
 0265 
 0272 
 
 
 
 0090 
 
 
 ii-Inch Cement Cube, marked De ; Beds Plastered. 
 
 Actual size: Bed = 11". 02 X ii".2i; Heights 10". 99 (or ii".o2 including plaster); Weight, 101 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 10,000 
 20,000 
 40,000 
 
 
 .0010 
 .0018 
 
 300,000 
 
 5,000 
 
 300,000 
 
 400,000 
 
 5,000 
 
 400,000 
 
 500,000 
 
 5,000 
 
 500,000 
 
 510,000 
 
 520,000 
 
 
 .0025 
 .0032 
 .0049 
 
 540,000 
 560,000 
 580,000 
 600,000 
 620,000 
 640,000 
 660,000 
 680,000 
 690,200 
 
 0202 
 
 
 
 0008 
 0018 
 0028 
 004s 
 0052 
 
 
 0140 
 0190 
 
 
 0310 
 
 0325 
 0340 
 0360 
 0382 
 0408 
 
 
 100,000 
 5,000 
 
 
 0190 
 0250 
 
 
 
 0060 
 0095 
 
 cracks 
 
 200,000 
 
 5,000 
 
 200,000 
 
 
 0268 
 0273 
 
 broken 
 
 in sight 
 
 
 oonT 
 
 
 
 
 
 
 
 
164 
 
 APPENDIX. 
 
 SPECIAL TABLE \\.— {Continued.) 
 
 ii-Inch Cement Cube, marked Df\ Beds Plastered. 
 
 Actual size: Bed = ii".o5 x ii".o5; Height = ii".o2 (or ii".o4 including plaster); Weight, loa 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Siooo 
 10,000 
 20,000 
 40,000 
 80,000 
 100,000 
 
 .0008 
 .0019 
 
 .0035 
 .0058 
 .0069 
 
 .0069 
 
 .OHO 
 
 
 
 .0020 
 .0028 
 
 200,000 
 300,000 
 
 5,000 
 300,000 
 400,000 
 
 5,000 
 400,000 
 500,000 
 
 5,000 
 500,000 
 
 
 0112 
 0160 
 
 0160 
 0210 
 
 .0038 
 .0050 
 .0069 
 
 520,000 
 540,000 
 560,000 
 580,000 
 600,000 
 620,000 
 630,000 
 640,000 
 645,600 
 
 .0290 
 .0300 
 •0315 
 .0330 
 •0350 
 .0372 
 , .0390 
 0410 
 .0422 
 
 
 5,000 
 100,000 
 200,000 
 
 
 0212 
 0270 
 
 cracks 
 broken 
 
 5,000 
 
 
 0280 
 
 
 12-Inch Cement Cube, marked Da\ Beds Plastered. 
 Actual size: Bed = i2".o5 x la'^.oo; Height = i2".oo, exclusive of plaster; Weight, 129 pounds. 
 
 Load, 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 
 40,000 
 
 80,000 
 
 100,000 
 
 5,000 
 
 100,000 
 
 200,000 
 
 5,000 
 
 200,000 
 
 300,000 
 
 
 0022 
 0040 
 0048 
 
 0048 
 0088 
 
 .0010 
 .0020 
 
 5,000 
 300,000 
 400,000 
 
 5,000 
 400,000 
 500,000 
 
 5,000 
 500,000 
 600,000 
 
 5,000 
 
 •0135 
 .0182 
 
 .0182 
 .0240 
 
 .0248 
 .0320 
 
 .0028 
 .0038 
 .0050 
 .0080 
 
 600,000 
 620,000 
 640,000 
 660,000 
 680,000 
 690,000 
 700,000 
 710,000 
 
 • 0330 
 
 •0352 
 
 .0370 
 
 .0390-J 
 
 .0422 
 
 •0450 
 
 •0475 
 
 .0520 
 
 cracks 
 in sight 
 
 broken 
 
 
 0090 
 0132 
 
 
APPENDTX. 
 SPECIAL TABLE \\.— {Continued.) 
 
 165 
 
 12-Inch Cement Cube, marked Db ; Beds Plastered. 
 Actual size: Bed = 12". 08 x 12". 05; Height = ii".97, exclusive of plaster; Weight, 129 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 
 40,000 
 
 80,000 
 
 100,000 
 
 5,000 
 
 200,000 
 
 5,000 
 
 .0039 
 .0060 
 .0070 
 
 .0115 
 
 .0017 
 .0022 
 
 300,000 
 5,000 
 
 400,000 
 5,000 
 
 500,000 
 5,000 
 
 600,000 
 
 .0159 
 .0200 
 .0260 
 .0320 
 
 .0030 
 
 .0039 
 
 .0050 
 
 
 
 5,000 
 600,000 
 640,000 
 
 673,000 
 783,000 
 
 • 0330 
 
 .0366 
 
 . 0402 \ 
 
 broken 
 
 
 
 .0071 
 
 cracks 
 in sight 
 
 i2-Inch Cement Cube, marked Dc \ Beds Plastered. 
 Actual size: Bed = 12". 00 x 12". 03; Height = i2".o3, exclusive of plaster ; Weight, 130}^ pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 
 40,000 
 
 80,000 
 
 100,000 
 
 S,ooo 
 200,000 
 
 5,000 
 300,000 
 
 5,000 
 400,000 
 
 5,000 
 500,000 
 
 .0030 
 .0049 
 .0058 
 
 .0100 
 
 .0140 
 
 .0180 
 
 .0220 
 
 .0022 
 .0030 
 .0035 
 .0040 
 
 5,000 
 600,000 
 
 5,000 
 600,000 
 640,000 
 660,000 
 680,000 
 700,000 
 710,000 
 720,000 
 730,000 
 
 740,000 
 
 i 
 i 
 
 .0270 
 
 .0280 
 
 .0300 
 
 •0315 
 
 ■ 0330 
 
 •0345 -j 
 
 •0352 
 
 -0365 
 
 .0372 
 
 .0382 
 
 .0050 
 .0060 
 
 cracks 
 in sight 
 
 750,000 
 760,000 
 800,000 
 
 5,000 
 800,000 
 
 5,000 
 800,000 
 
 5,000 
 800,000 
 
 5,000 
 800,000 
 
 5,000 
 800,000 
 
 .0390 
 .0400 
 
 j Remain 
 ( minut 
 
 J Remain 
 1 minut 
 
 j Remain 
 1 minut 
 
 j Remain 
 j minut 
 
 j Failed r 
 \ and br 
 
 ng eight 
 es. 
 
 ng eight 
 es. 
 
 ng eight 
 es. 
 
 ng eight 
 
 2S. 
 
 apidly 
 oke 
 
1 66 
 
 APPENDIX. 
 
 SPECIAL TABLE \\— {Continued.) 
 
 i2-Inch Cement Cube, marked Dd \ Beds Plastered. 
 
 Actual size: Bed = 12". lo x u ".30; Height = 12". 00 (or 12". 03 including plaster); Weight, 123 
 
 pounds. 
 
 Load. 
 Pounds. 
 
 5,000 
 40,000 
 80,000 
 
 zoo^ooo 
 
 5,000 
 200,000 
 
 5,000 
 300,000 
 
 5,000 
 400,000 
 
 5,000 
 500,000 
 
 5,000 
 600,000 
 
 Inch. 
 
 Compres- 
 sion. 
 
 .0025 
 .0042 
 
 .0052 
 
 .0140 
 
 .0180 
 
 .0300 
 
 Set. 
 
 .0030 
 .0040 
 .0045 
 • 0052 
 .006=; 
 
 Load. 
 
 Inch. 
 
 P°-l- ''"sX"" 
 
 5,000 
 600,000 
 620,000 
 
 640,000 
 
 660,000 
 680,000 
 700,000 
 708,000 
 710,000 
 720,000 
 730,000 
 740,000 
 750,000 
 760,000 
 
 .0306 
 .0322 
 
 •0338 
 
 .0352 
 .0370 
 
 ■0385 
 cracks in 
 .0392 
 .0405 
 .0414 
 .0422 
 
 •0437 
 ■ 0450 
 
 Set. 
 
 .0090 
 
 sight 
 
 Load. 
 Pounds. 
 
 770,000 
 780,000 
 790,000 
 
 798,000 
 
 800,000 
 
 5,000 
 800,000 
 
 5,000 
 800,000 
 
 5,000 
 800,000 
 
 5,000 
 800,000 
 
 In-ch. 
 
 Compres- 
 sion. 
 
 .0458 
 
 .0475 
 
 Set. 
 
 small 
 pieces 
 fly off 
 
 Each application 
 of the maxi- 
 mum > load 
 caused small 
 pieces to fly off, 
 and increased 
 the size of 
 cracks. 
 
 When this load had 
 been maintained 
 about 6 minutes, 
 the piece rapidly 
 yielded and 
 
 broke. 
 
 12-Inch Cement Cube, marked De ; Beds Plastered. 
 
 Actual size: Bed = 12^.05 x 12". 00; Height = 12". 00 (or 12". 07 including plaster); Weight, 131 
 
 pounds. 
 
 Load. 
 Founds. 
 
 5,000 
 
 40,000 
 
 80,000 
 
 100,000 
 
 5)O0o 
 200,000 
 
 5,000 
 300,000 
 
 5,000 
 400,000 
 
 5,000 
 500,000 
 
 5,000 
 600,000 
 
 5,000 
 
 Inch. 
 
 Compres- 
 sion. 
 
 .0025 
 .0042 
 .0050 
 
 .0085 
 .0125 
 
 .0170 
 
 .0275 
 
 Set. 
 
 .0032 
 .0050 
 .0070 
 
 Load. 
 Pounds. 
 
 600,000 
 620,000 
 640,000 
 660,000 
 680,000 
 700,000 
 720,000 
 740,000 
 760,000 
 770,000 
 780,000 
 800,000 
 
 5,000 
 100,000 
 
 5,000 
 
 Inch. 
 
 Compres- 
 sion. 
 
 0285 
 0302 
 0318 
 0330 
 0345 
 0357 
 0370 
 0382 
 
 0400 
 pieces 
 fly off 
 
 0420 
 
 0445 
 
 0175 
 
 Set. 
 
 .0137 
 
 Load. 
 Pounds. 
 
 200,000 
 
 5, 000 
 300,000 
 
 5,000 
 400,000 
 
 5,000 
 500,000 
 
 5,000 
 600,000 
 
 5,000 
 700,000 
 
 5,000 
 770,000 
 800,000 
 
 Inch. 
 
 Compres-[ o 
 sion. ^^'^• 
 
 .0215 
 .0250 
 .0290 
 .0325 
 
 •0365 
 .0410 
 
 .0132 
 .0132 
 .0132 
 .0133 
 
 • 0135 
 .0140 
 
 j pieces 
 
 1 fly off 
 
 Sustained this load 
 about \^ minutet 
 then failed rapid- 
 ly, and broke. 
 
APPENDIX. 
 
 167 
 
 SPECIAL TABLE \l.— {Continued.) 
 
 12-Inch Cement Cube, marked Df\ Beds Plastered. 
 
 Actual size: Bed = 12". 00 x i2".o6; Height = 12". 00 (or i2".oi including plaster); Weight, 130 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 
 40,000 
 
 80,000 
 
 100,000 
 
 5,000 
 
 200,000 
 
 5,000 
 300,000 
 
 .0030 
 .0050 
 .0060 
 
 .0100 
 
 .0142 
 
 .0020 
 .0030 
 
 5,000 
 400,00c 
 
 5,000 
 500,000 
 
 5,000 
 
 600,00c 
 
 5,000 
 620,000 
 
 .0185 
 .0240 
 
 .0302 
 
 .0328 
 
 .0040 
 .0050 
 .0065 
 
 .0085 
 
 640,000 
 660,000 
 680,000 
 685,000 
 700,000 
 
 715,500 
 
 773,200 
 
 •0340 
 
 •0355 
 
 •0372 
 
 pieces 
 1 flyoff. 
 
 .0410 
 
 I decided yielding, 
 -N fragmenis flying 
 ( off. 
 broken 
 
 Piers of Prisms of Neat (Dyckerhoff) Cement. 
 Three Prisms, each 12 Inches Square, 6 Inches High; Beds Plastered; Dry Joints. 
 
 1^'.06, including plaster^. 
 
 Actual size: Prism a — Bed = 12". 01 x i2".o4; Height = 5".98; Weight, 64 pounds, 12 ounces. 
 Prism d — Bed = i2".o5 >< ""-99; Height = 5".94; Weight, 64 pounds, 8 ounces. 
 Prism c — Bed = 12". 13 x 12". 08; Height = 5". 95; Weight, 64 pounds, 14 ounces. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load, 
 Pounds. 
 
 Inch. 
 
 Pounds, 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 
 10,000 
 
 20,000 
 
 40,000 
 
 60,000 
 
 80,000 
 
 100,000 
 
 5,000 
 
 100,000 
 
 120,000 
 
 140,000 
 
 160,000 
 
 180,000 
 
 200,000 
 
 5,000 
 
 200,000 
 220,000 
 
 •OOI 5 
 
 .0030 
 
 .0055 
 
 .0072 
 
 .0088 
 
 .OTOI 
 
 .0102 
 .0120 
 .0130 
 .0148 
 
 .0160 
 •0175 
 
 .0178 
 
 .oigo 
 
 .0039 
 .0062 
 
 240,000 
 260,000 
 280,000 
 300,000 
 
 5,000 
 300,000 
 320,000 
 340,000 
 360,000 
 380.000 
 400,000 
 
 5,000 
 
 400,000 
 420,000 
 
 440,000 
 
 460,000 
 480,000 
 
 .0201 
 .0220 
 .0232 
 .0252 
 
 .0252 
 .0270 
 .0290 
 .0310 
 
 •0335 
 .0360 
 
 .0360 
 .0389 
 
 .0412 
 
 ■0445 
 ■0475 
 
 .0091 
 .0147 
 
 500,000 
 5.000 
 500,000 
 520,000 
 540,000 
 560,000 
 580,000 
 600.000 
 5,000 
 600,000 
 620,000 
 640,000 
 
 660,000 
 
 680,000 
 
 700,000 
 
 5,000 
 690,000 
 
 .0498 
 
 .0512 
 .0540 
 .0565 
 .0590 
 .0628 
 .0660 
 
 .0678 
 .0700 
 .0730 
 
 ■0765 ] 
 .0800 
 
 . 0840 -< 
 
 J failed ra 
 ( broke. 
 
 .0222 
 
 .0322 
 
 snappi'g 
 sound. 
 
 cracks 
 at joint 
 a — b. 
 
 .0420 
 pidlyand 
 
1 68 
 
 APPENDIX. 
 
 SPECIAL TABLE \\.— {Concluded.) 
 Three Prisms, each 12 Inches Square, 8 Inches High; Beds Plastered; Dry Joints. 
 
 ^4''4,including plaster. 
 
 Actual size: Prism «— Bed = i2".o3 x 12". 14; Height = 8". 09; Weight, 86 pounds, — ounces. 
 Prism ^— Bed = Tx".gZ x i2".o8; Height = 8".o8; Weight, 86 pounds, 12 ounces. 
 Prism c— Bed = i2",o8 x 12". 10; Height = 8".o8; Weight, 86 pounds, 8 ounces. 
 
 Load. 
 Pounds. 
 
 5,000 
 10,000 
 20,000 
 40,000 
 60,000 
 80,000 
 100,000 
 
 5,000 
 
 100,000 
 
 120,000 
 140,000 
 160,000 
 180,000 
 200,000 
 5,000 
 200,000 
 
 Inch. 
 
 Compres- 
 sion. 
 
 0012 
 0032 
 0071 
 0096 
 0114 
 0130 
 
 0132 
 
 0149 
 0162 
 0180 
 0200 
 0215 
 
 0217 
 
 Set. 
 
 .0042 
 
 .0062 
 
 Load. 
 
 In 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 220,000 
 
 .0232 
 
 240,000 
 
 .0250 
 
 260,000 
 
 .0267 
 
 280,000 
 
 .6282 
 
 300,000 
 
 .0300 
 
 5,000 
 
 
 300,000 
 
 .0302 
 
 320,000 
 
 .0320 
 
 340,000 
 
 .0340 
 
 360,000 
 
 .0360 
 
 380,000 
 
 .0380 
 
 400,000 
 
 .0400 
 
 5,000 
 
 
 400,000 
 
 .0402 
 
 420,000 
 
 .0425 
 
 440,000 
 
 .0448 
 
 Set. 
 
 .0088 
 
 Load. 
 Pounds. 
 
 460,000 
 480,000 
 500,000 
 5,000 
 500,000 
 520,000 
 540,000 
 560,000 
 
 580,000 
 
 •600,000 
 5,000 
 600,000 
 620,000 
 640,000 
 654,800 
 suddenly 
 
 Inch. 
 
 Compres- 
 sion. 
 
 .047X 
 .0500 
 .0520 
 
 •0530 
 .0560 
 .0590 
 .0615 
 
 .0645 
 
 .0702 
 
 •0735 
 
 .0765 
 
 .0820 
 
 under th 
 
 Set. 
 
 .0162 
 
 began to 
 flake at 
 joint a-i 
 
 232 
 
 failed 
 s load. 
 
 A continuous longitudinal seam opened along the three prisms, splitting off one corner of 
 the pier; other similar seams also opened. The main fragment of prisma was of pyramidal 
 form, with steep side slopes; prisms b and c were broken up in longitudinal fragments, about 
 parallel to the line of pressure. 
 
APPENDIX, 
 
 169 
 
 SPECIAL TABLE III. 
 
 Showing Amount of Compression and Set of Cubes of Concrete. 
 
 Composition: i vol. Newark Company's Rosendale Cement, 3 vols. Sand, 2 
 vols. Gravel, 4 vols. Broken Stone. 
 
 io-Inch Concrete Cube, marked Fb ; Beds Plastered. 
 
 Actual size: Bed = io".ir x 10". 04; Height = 10". 16 (or 10". 22 including plaster); Weight, 
 
 78 pounds. 
 
 Load. 
 
 In 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 5, 000 
 
 
 10,000 
 
 .0010 
 
 15,000 
 
 .0020 
 
 20,000 
 
 .0030 
 
 25,000 
 
 .0040 
 
 30,000 
 
 .0048 
 
 35,000 
 
 .0058 
 
 40,000 
 
 .0065 
 
 45,000 
 
 .0075 
 
 Set. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Compres- 
 sion. 
 
 Set. 
 
 50,000 
 5,000 
 50,000 
 55,000 
 60,000 
 65,000 
 70,000 
 75,000 
 80,000 
 
 .0082 
 
 .0088 
 .0097 
 .0110 
 .0120 
 .0140 
 
 •0155 
 .0188 
 
 .0051 
 
 Load. 
 Pounds. 
 
 85,000 
 90,000 
 95,000 
 100,000 
 105,000 
 110,000 
 115,000 
 120,000 
 
 Inch. 
 
 Compres- 
 sion. 
 
 .0200 
 .0230 
 .0270 
 .0320 
 .0385 
 .0500 
 .0670 
 . 1000 
 
 Set. 
 
 broken 
 
 Surface cracks appeared im- 
 mediately before the ulti- 
 mate load was reached. 
 
 i2-Inch Concrete Cube, marked Fb \ Beds Plastered. 
 
 Actual size: Bed = i2",o6 x i2".o4; Height = i2".oo (or 12". 02 including plaster); Weight, 
 
 136 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 10,000 
 15,000 
 20,000 
 25,000 
 30.000 
 35,000 
 
 40,000 
 
 45,000 
 50,000 
 5,000 
 50,000 
 55,000 
 
 .0010 
 .0025 
 .0035 
 .0042 
 .0052 
 .006c 
 
 .0070 
 
 .0075 
 .0080 
 
 .0082 
 .0092 
 
 
 oc 
 
 >4S 
 
 5 
 
 60,000 
 65,000 
 70,000 
 75,000 
 80,000 
 85,000 
 90,000 
 
 95,000 
 
 100,000 
 5,000 
 100,000 
 105,000 
 110,000 
 
 .0100 
 .0110 
 .0120 
 .0130 
 .0140 
 .0150 
 .0160 
 
 •0175 
 .0190 
 
 .0210 
 .0225 
 .0240 
 
 .0125 
 
 115,00c 
 120,000 
 125,000 
 130,000 
 135,000 
 140,000 
 145,000 
 
 150,000 
 
 155,000 
 160,000 
 161,600 
 
 .0250 
 .0270 
 .0294 
 
 •0335 
 .0368 
 .0420 
 .0480 
 
 .0560 
 
 .0680 
 
 .0950 
 
 broken 
 
 ( cracks 
 X devel- 
 f oping. 
 
1 70 APPENDIX. 
 
 SPECIAL TABLE \\\.— {Continued.) 
 
 14-lNCH Concrete Cube, marked Fb ; Beds Plastered. 
 
 Actual size: Bed — 14". 09 x 14". 05; Height = 14". 04 (or 14". 13 including plaster); Weight, 211 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 10,000 
 20,000 
 30,000 
 40,000 
 ■50,000 
 
 5,000 
 
 •OOI 5 
 
 .0030 
 .0042 
 .0060 
 .0070 
 
 .0045 
 
 Load. 
 Pounds. 
 
 50,000 
 60,000 
 70,000 
 80,000 
 90,000 
 100,000 
 5,000 
 
 Inch. 
 
 Compres- 
 sion. 
 
 .0080 
 .0092 
 .0110 
 .0125 
 .0160 
 .0200 
 
 Set. 
 
 0130 
 
 Load. 
 Pounds. 
 
 100,000 
 110,000 
 120,000 
 130,000 
 140,000 
 147,000 
 14.8,000 
 
 Inch. 
 
 Compres- 
 sion. 
 
 .0220 
 
 .0275 
 
 .0350 
 
 .0490 
 
 .0720 
 cracks in sight, 
 broken 
 
 Set. 
 
 i6-Inch Concrete Cube, marked Fb ; Beds Plastered. 
 
 Actual size: Bed = i6".o5 x 16". 10; Height = 16". 04 (or 16". 16 including plaster); Weight, 
 
 325^ pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 
 
 .0028 
 
 100,000 
 5,000 
 100,000 
 110,000 
 120,000 
 130,000 
 140,000 
 150,000 
 5,000 
 150,000 
 160,000 
 170,000 
 
 ,oo8^ 
 
 .0042 
 .0080 
 
 180,000 
 190,000 
 200,000 
 210,000 
 220,000 
 230,000 
 240,000 
 250,000 
 260,000 
 268,400 
 
 •0235 
 .0275 
 •0325 
 •0385 
 .0440 
 .0500 
 .0605 
 .0720 
 .0920- 
 broken 
 
 
 
 0012 
 0028 
 0035 
 0040 
 0048 
 
 
 
 
 20,000 
 30,000 
 40,000 
 50,000 
 5,000 
 50,000 
 
 
 oogo 
 0100 
 0110 
 0120 
 
 0135 
 0150 
 
 
 
 0049 
 0052 
 0062 
 0069 
 0075 
 
 cracks 
 
 70,000 
 80,000 
 go, 000 
 
 
 0162 
 
 0175 
 0210 
 
 in sight 
 
APPENDIX. 
 
 171 
 
 SPECIAL TABLE \\\.— {Concluded.) 
 
 i8-Inch Concrete Cube, marked Fb\ Beds Plastered. 
 
 Actual size: Bed = 18". 00 x 17". 62; Height = 18". 00 (or i8".i9 including plaster); Weight, 455 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 
 10,000 
 
 20,000 
 
 40,000 
 
 60,000 
 
 80,000 
 
 100,000 
 
 5,000 
 
 100,000 
 
 120,000 
 
 
 
 .0004 
 .0015 
 .0040 
 .0060 
 .0072 
 .0090 
 
 .0092 
 .0105 
 
 .0045 
 
 140,000 
 160,000 
 180,000 
 200,000 
 5,000 
 200,000 
 210,000 
 220,000 
 230,000 
 240,000 
 
 .0120 
 .0140 
 .0162 
 .0190 
 
 .0212 
 .0220 
 .0230 
 .0240 
 .0260 
 
 .0100 
 
 250,000 
 260,000 
 270,000 
 280,000 
 290,000 
 300,000 
 310,000 
 320,000 
 330,000 
 331,000 
 
 .0290 
 .0320 
 .0360 
 .04.10 
 
 •0455 
 .0520 
 .0615 
 • 0695 
 .0808 
 .0930 
 
 broken 
 
 SPECIAL TABLE IV. 
 
 Showing Amount of Compression and Set of Cubes of Mortar made 
 
 WITH Norton's Cement. 
 
 Composition: i vol. Cement Paste, i^ vols. Sand. 
 
 8-Inch Mortar Cube, marked Aa\ Beds Plastered. 
 
 Actual size: Bed = 8". 05 x 8". 03; Height = 8". n (or 8". 14 including plaster); Weight, 37 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch, 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 1, 000 
 5,000 
 10,000 
 15,000 
 20,000 
 25,000 
 1,000 
 25,000 
 30,000 
 35,000 
 
 .0015 
 .0020 
 .0030 
 .0038 
 .0042 
 
 .0042 
 .0050 
 .0060 
 
 .0010 
 
 40,000 
 45,000 
 50,000 
 1,000 
 50,000 
 55,000 
 60,000 
 65,000 
 70,000 
 75,ooG 
 
 .0070 
 .0075 
 .0082 
 
 .0088 
 .0095 
 .0105 
 .0115 
 .0122 
 • 0138 
 
 .0022 
 
 1,000 
 
 75,000 
 
 80,000 
 
 85,000 
 
 90,000 
 
 95,000 
 
 100,000 
 
 105,000 
 
 106,000 
 
 0142 
 .0152 
 .0165 
 .0180 
 .0200 
 .0222 
 .0252 
 .0290 
 
 .0045 
 
 cracks 
 broken 
 
1/2 
 
 APPENDIX. 
 SPECIAL TABLE \V .—{Continued.) 
 
 8-Inch Mortar Cube, marked Ab\ Beds Plastered. 
 
 Actual size: Bed = 8". 05 x 8". 05; He.ght = 7". 99 (or 8".oo including plaster); Weight, 36% 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sioti. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 1,000 
 5,000 
 10,000 
 15,000 
 20,000 
 25,000 
 1,000 
 25,000 
 30,000 
 35,000 
 
 .0020 
 .0030 
 .0042 
 .0050 
 .0062 
 
 .0062 
 .0070 
 .0076 
 
 .0010 
 
 40,000 
 45,000 
 50,000 
 1,000 
 50,000 
 55>ooo 
 60,000 
 65,000 
 70,000 
 75,000 
 
 
 0085 
 0095 
 0102 
 
 •0035 
 
 1,000 
 
 75,000 
 
 80,000 
 
 85,000 
 
 95,000 
 
 100,000 
 
 105,000 
 
 110,000 
 
 1 15,000 
 
 120,000 
 
 .0152 
 .0160 
 .0172 
 .0200 
 .0210 
 .0230 
 .0252 
 .0280 
 •0353 
 
 .0052 
 
 
 0105 
 0110 
 0120 
 0130 
 0140 
 0150 
 
 broken 
 
 Note. — Cracks appeared when the load had reached n8,ooo pounds. 
 
 12-Inch Mortar Cube, marked Aa \ Beds Plastered. 
 
 Actual size: Bed = i2".o3 x 12". 07; Height = 12". 03 (or 12". 24 including plaster); Weight, iiSj^ 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5, 000 
 10,000 
 20,000 
 30,000 
 40,000 
 50,000 
 
 5, 000 
 50,000 
 60,000 
 
 
 .0520 
 
 80,000 
 90,000 
 100,000 
 S,ooo 
 100,000 
 110,000 
 120,000 
 130,000 
 140,000 
 
 .Cin^i 
 
 .0760 
 
 150,000 
 
 160,000 
 
 170,000 
 
 180,000 
 
 190,000 
 
 192,000 
 
 The plaste 
 soft and 
 parative 
 account 
 rate of c 
 
 • 1032 
 •1075 
 .1125 
 .1185 
 .1260 
 •1330 
 
 r coating w 
 yielding, 
 
 y thick, w 
 for the 
 
 ompressior 
 
 
 
 0010 
 0045 
 0222 
 0420 
 0555 
 
 
 0800 
 0845 
 
 
 
 0870 
 0890 
 0920 
 0960 
 0990 
 
 broken 
 as rather 
 
 
 0556 
 0630 
 
 ind com- 
 lich may 
 observed 
 I and set. 
 
APPENDIX. 173 
 
 SPECIAL TABLE \SI .—{Continued.) 
 
 i2-Inch Mortar Cube, marked Ab\ Beds Plastered, 
 
 Actual size: Bed = 12". 02 x 12". 02; Height = 12". 17 (or 12". n including plaster); Weight, 118% 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 10,000 
 20,000 
 30,000 
 40,000 
 50,000 
 
 5,000 
 50,000 
 60,000 
 70,000 
 
 .0012 
 .0030 
 .0042 
 .0052 
 .0062 
 
 .0065 
 .0075 
 .0088 
 
 .0030 
 
 
 80,000 
 go,ooo 
 100,000 
 5,000 
 100,000 
 110,000 
 120,000 
 130,000 
 140,000 
 150,000 
 
 .0100 
 .0112 
 .0130 
 
 ^ -0135 
 .0150 
 .0170 
 .0192 
 .0220 
 .0250 
 
 .0060 
 
 5.000 
 150,000 
 160,000 
 170,000 
 180,000 
 190,000 
 196,100 
 197,400 
 
 0125 
 
 .0260 
 
 •0295 
 
 •0330 
 
 •0390 
 
 .0480 
 
 cracks in sight, 
 broken 
 
 i6-Inch Mortar Cube, marked A a ; Beds Plastered. 
 
 Actual size: Bed = i6".oo x i6".oi; Height = i6".o5 (or 16". 13 including plaster); Weight, 284 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 10,000 
 20,000 
 30,000 
 40,000 
 50,000 
 60,000 
 70,000 
 80,000 
 90,000 
 100,000 
 
 .0010 
 .0022 
 .0038 
 .0048 
 .0058 
 .0068 
 .0075 
 .0080 
 .oogo 
 .0098 
 
 
 5,000 
 100,000 
 120,000 
 140,000 
 160,000 
 180,000 
 200,000 
 
 5.000 
 200,000 
 220,000 
 230,000 
 
 .0100 
 
 .Olio 
 
 .0128 
 
 • 0145 
 .0160 
 .0185 
 
 .0192 
 .0215 
 .0225 
 
 .0030 
 .0060 
 
 240,000 
 250,000 
 260,000 
 270,000 
 280,000 
 290,000 
 300,000 
 310,000 
 319,000 
 320,000 
 321,200 
 
 .0240 
 .0258 
 .0280 
 .0292 
 .0310 
 .0340 
 
 •0365 
 .0392 
 .0490 
 .0550 
 .0600 
 
 broken 
 
174 
 
 APPENDIX, 
 
 SPECIAL TABLE IN .—{Concluded .) 
 i6-Inch Mortar Cube, marked Ab \ Beds Plastered. 
 
 Actual size: Bed = i6".o5 x 16" 
 
 5; Height — 16". 08 (or 16". 17 including plaster); Weight, 
 284^^ pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 10,000 
 20,000 
 30,000 
 40,000 
 50,000 
 60,000 
 70,000 
 80,000 
 90,000 
 100,000 
 
 .0005 
 .0015 
 .0027 
 .0040 
 .0050 
 .0060 
 .0070 
 .0075 
 .0080 
 .0090 
 
 
 
 5,000 
 100,000 
 120,000 
 140,000 
 160,000 
 180,000 
 200,000 
 
 5,000 
 200,000 
 220,000 
 230,000 
 
 .0090 
 .0105 
 .0120 
 .0138 
 •0155 
 •0175 
 
 .0182 
 .0200 
 .0215 
 
 .0025 
 .0052 
 
 240,000 
 250,000 
 260,000 
 270,000 
 280,000 
 290,000 
 300,000 
 310,000 
 320,000 
 
 
 0230 
 0245 
 0262 
 0288 
 0310 
 0340 
 0390 
 
 0445 
 0520 
 
 
 
 broken 
 
 
 
 
 
 
 
 SPECIAL TABLE V. 
 
 Showing Amount of Compression and Set of Cubes of Concrete made 
 
 WITH Norton's Cement. 
 
 Composition : i vol. Cement Paste, \\ vols. Sand, and 6 vols. Broken Stone. 
 
 8-Inch Concrete Cube, marked Aa\ Beds Plastered. 
 
 Actual size: Bed = 8".o3 x 8^.07; Height = 8". 06 (or 8". 16 including plaster); Weight, 43*^ 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 1 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 
 
 .0030 
 
 30,000 
 SSiOoo 
 40,000 
 45,000 
 50,000 
 1,000 
 50,000 
 55,000 
 
 
 .0065 
 
 60,000 
 65,000 
 70,000 
 74,300 
 75,000 
 80,000 
 85,000 
 87,600 
 
 ••0175 
 .0215 
 .0260 
 .0310 
 .0325 
 
 •0385 
 .0485 
 .0690 
 
 
 5,000 
 10,000 
 15,000 
 20,000 
 25,000 
 
 
 0025 
 0030 
 0042 
 0050 
 0060 
 
 
 0080 
 oogo 
 0105 
 0122 
 
 
 
 0130 
 0145 
 
 
 25,000 
 
 
 0062 
 
 broken 
 
APPENDIX. 
 SPECIAL TABLE N .-{Continued.) 
 
 175 
 
 S-Inch Concrete Cube, marked Ab \ Beds Plastered. 
 Actual size: Bed = 8". 05 x V' .o\\ Height=8".o4 (or 8". 07 including plaster); Weight, 43 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 1,000 
 5, 000 
 10,000 
 15,000 
 20,000 
 25,000 
 1,000 
 
 25,OCO 
 
 30,000 
 
 .0040 
 .0070 
 .0085 
 .0098 
 .0110 
 
 .0115 
 .0120 
 
 .0078 
 
 35,000 
 40,000 
 45,000 
 50,000 
 1,000 
 50,000 
 55,000 
 60,000 
 65,000 
 
 .0140 
 .0150 
 .0170 
 .0190 
 
 .0200 
 .0220 
 .0240 
 .0275 
 
 .0130 
 
 70,000 
 75,000 
 80,000 
 85,000 
 90,000 
 95,000 
 97,900 
 
 .0310 
 .0350 
 .0398 
 .0450 
 
 •0575 
 .0710 
 .1000 
 
 broken 
 ....... 
 
 i2-Inch Concrete Cube, marked Aa \ Beds Plastered. 
 
 Actual size: Bed = i2".oy x 12". 00; Height = 12". 02 (or 12". 12 including plaster); Weight, 148 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 10,000 
 20,000 
 30,000 
 40,000 
 50,000 
 
 5,000 
 50,000 
 60,000 
 70,000 
 
 .0010 
 .0020 
 .0030 
 .0040 
 .0050 
 
 .0050 
 .0060 
 .0070 
 
 .0022 
 
 80,000 
 90,000 
 
 IOO,OCO 
 
 5,000 
 100,000 
 110,000 
 120,000 
 130,000 
 140,000 
 150,000 
 
 .0080 
 .0095 
 .0110 
 
 .0120 
 .0130 
 .0150 
 .0170 
 .0198 
 .0230 
 
 .0052 
 
 160,000 
 170,000 
 180,000 
 184,000 
 190,000 
 200,000 
 210,000 
 215,400 
 218,100 
 
 .0265 
 .0310 
 .0362 
 cracks in 
 .0415 
 .0510 
 .0645 
 .0870 
 broken 
 
 sight 
 
176 
 
 APPENDIX. 
 
 SPECIAL TABLE Y .—{Continued.) 
 
 i2-Inch Concrete Cube, marked Ab\ Beds Plastered. 
 
 Actual size: Bed = i2".oox 12". 00; Height = i2".o5 (or 12". 15 including plaster); Weight, 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set, 
 
 5,000 
 10,000 
 20,000 
 30,000 
 50,000 
 
 5,000 
 50,000 
 60,000. 
 70,000 
 80,000 
 
 .0015 
 .0042 
 .0058 
 .0085 
 
 .0087 
 .0100 
 .0115 
 .0130 
 
 .0050 
 
 
 90,000 
 100,000 
 5,000 
 100,000 
 110,000 
 120,000 
 130,000 
 140,000 
 150,000 
 5,000 
 
 .0148 
 .0160 
 
 .0170 
 .0185 
 .0200 
 .0220 
 .0245 
 .0280 
 
 .0098 
 .0172 
 
 150,000 
 160,000 
 170,000 
 180,000 
 190,000 
 200,000 
 210,000 
 220,000 
 228,300 
 232,900 
 
 .0292 
 .0320 
 .0340 
 .0380 
 .04,30 
 .0500 -j 
 .0590 
 .0720 
 . 1100 
 broken 
 
 
 
 cracks in 
 sight 
 
 i6-Inch Concrete Cube, marked Aa, 134; Beds Plastered. 
 
 Actual size: Bed = i6''.io x 16". 07; Height = i6".os (or 16". 20 including plaster); Weight, 353 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 10,000 
 20,000 
 30,000 
 40,000 
 50,000 
 60,000 
 70,000 
 80,000 
 90,000 
 
 100,000 
 5,000 
 
 100,000 
 
 .0008 
 .0030 
 .0042 
 .0049 
 .0054 
 .0060 
 .0065 
 .0070 
 .0075 
 .0080 
 
 .0080 
 
 .0044 
 
 120,000 
 140,000 
 160,000 
 180,000 
 200,000 
 5,000 
 200,000 
 210,000 
 220,000 
 230,000 
 240,000 
 250,000 
 ' 260,000 
 
 .0090 
 .0100 
 .0115 
 .0130 
 .0150 
 
 .0160 
 .0170 
 .0182 
 .0202 
 .0222 
 .0250 
 .0275 
 
 .0072 
 
 270,000 
 280,000 
 290,000 
 300,000 
 310,000 
 320,000 
 330,000 
 340,000 
 350,000 
 360,000 
 370,000 
 379,200 
 
 .0315] 
 
 .0360 
 
 .0400 
 
 .0450 
 
 . 0500 ■< 
 
 .0600 
 
 .0710 
 
 .0805 
 
 .0900 
 
 .1090 
 
 • 1450 
 
 .2030 
 
 snappi'g- 
 sounds 
 
 cracks in 
 sight 
 
 * 
 
 broken 
 
APPENDIX. 177 
 
 SPECIAL TABLE N .—{Concluded:) 
 
 i6-Inch Concrete Cube, marked Ab^ 135; Beds Plastered, 
 
 Actual size: Bed = 16^.04 x 16^.05; Height = 16". 10 (or 16". 27 including plaster); Weight, 352^^ 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load, 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion, 
 
 Set. 
 
 5,000 
 10,000 
 20,000 
 30,000 
 40,000 
 50,000 
 60,000 
 70,000 
 80,000 
 90,000 
 
 100,000 
 5,000 
 
 100,000 
 
 .0008 
 .0015 
 .0025 
 .0030 
 .0038 
 .0042 
 .0050 
 •0055 
 .0060 
 .0069 
 
 .0070 
 
 .0030 
 
 120,000 
 140,000 
 160,000 
 180,000 
 200,000 
 5,000 
 200,000 
 220,000 
 230,000 
 240,000 
 250,000 
 260,000 
 270,000 
 
 .0080 
 0092 
 .0110 
 .0130 
 .0150 
 
 .0160 
 .0180 
 .0192 
 .0208 
 .0235 
 .0260 
 .0290 
 
 .0070 
 ... 
 
 280,000 
 290,000 
 300,000 
 310,000 
 318,700 
 320,000 
 330,000 
 340,000 
 350,000 
 360,000 
 368,000 
 
 .0320 
 .0360 
 .0420 
 .0500 
 •0538 
 .0580 
 .0602 
 .0650 
 .0740 
 .0875 
 .1170 
 
 broken 
 
 ■ 
 
 SPECIAL TABLE VI. 
 
 Showing Amount of Compression and Set of Cubes of Mortar made 
 
 WITH Norton's Cement. 
 
 Composition : i vol. Cement Paste, 3 vols. Sand. 
 
 8-Inch Mortar Cube, marked Ba ; Beds Plastered. 
 
 Actual size: Bed = 7". 96 X 8". 04; Height = 8". 05 (or 8". 18 including plaster); Weight, 35 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set, 
 
 Compres- 
 sion. 
 
 Set. 
 
 1,000 
 
 
 
 25,000 
 
 1,000 
 
 25,000 
 
 ■ 30.000 
 
 35,000 
 
 .0090 
 
 .0095 
 .0110 
 .0130 
 
 .0030 
 
 40,000 
 45,000 
 50,000 
 54,250 
 
 .0150 
 .0180 
 .0230 
 .0400 
 
 
 5,000 
 10,000 
 15,000 
 20,000 
 
 
 0025 
 0042 
 0060 
 
 0075 
 
 broken 
 
 12 
 
178 APPENDIX. 
 
 SPECIAL TABLE VI.— {Continued.) 
 
 8-Inch Mortar Cube, marked Bb ; Beds Plastered. 
 
 Actual size: Bed = 8".o5 x 8".o2; Height == B". 00 (or 8". 10 including plaster); Weight, 35 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion, 
 
 Set. 
 
 1,000 
 
 5,000 
 
 10,000 
 
 15,000 
 
 20,000 
 
 .0030 
 .0050 
 .0060 
 .0075 
 
 
 25,000 
 1,000 
 25,000 
 30,000 
 35,000 
 
 .0090 
 
 .0095 
 .0110 
 .0130 
 
 .0040 
 
 40,000 
 45,000 
 471250 
 
 .0160 
 .0230 
 .0360 
 
 broken 
 
 i2-Inch Mortar Cube, marked Ba ; Beds Plastered. 
 
 Actual size: Bed = 12^.02 x 12". 06; Height = i2".oo (or 12". 08 including plaster); Weight, 116 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 
 .0012 
 .0030 
 .0040 
 .0055 
 
 
 50,000 
 5,000 
 50,000 
 60,000 
 70,000 
 
 
 0069 
 
 .0029 
 
 80,000 
 90,000 
 98,500 
 
 •0135 
 .0180 
 .0410 
 
 
 20,000 
 30,000 
 40,000 
 
 
 0072 
 0083 
 0108 
 
 broken 
 
 12-Inch Mortar Cube, marked Bb \ Beds Plastered. 
 
 Actual size: Bed = 12". 07 x 12". n; Height = 12". n (or 12". 14 including plaster); Weight, 
 
 1163^ pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 10,000 
 20,000 
 30,000 
 40,000 
 
 .0010 
 0025 
 .0040 
 • 0055 
 
 
 50,000 
 5,000 
 50,000 
 60,000 
 70,000 
 
 .0070 
 
 .0075 
 .0090 
 .0120 
 
 .0028 
 
 80,000 
 
 90,000 
 
 100,000 
 
 ior,6oo 
 
 .0152 
 .0210 
 .0320 
 .0410 
 
 broken 
 
APPENDIX. 
 
 1/9 
 
 SPECIAL TABLE Ml —{Concluded.) 
 
 i6-Inch Mortar Cube, marked Ba ; Beds Plastered. 
 
 Actual size: Bed = i6".io x i6".ii; Height = i6".io (or 16.24 including plaster); Weight, 
 
 277/^2 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 10,000 
 20,000 
 30,000 
 40,000 
 50,000 
 60,000 
 70,000 
 
 .0010 
 .0025 
 •0035 
 .0042 
 .0052 
 .0065 
 .0075 
 
 
 80,000 
 go, 000 
 100,000 
 5,000 
 100,000 
 110,000 
 120,000 
 130,000 
 
 
 0082 
 0095 
 
 Olio 
 
 OII2 
 0125 
 0140 
 0160 
 
 .0042 
 
 140,000 
 150,000 
 160,000 
 170,000 
 180,000 
 190,000 
 194,200 
 
 .0180 
 .0205 
 •0235 
 .0272 
 .0320 
 .0420 
 .0560 
 
 broken 
 
 i6-Inch Mortar Cube, marked Bb ; Beds Plastered. 
 
 Actual size: Bed = 16". 07 x i6".oo; Height = 16". 09 Cor 16". 25 including plaster;; Weight, 
 
 277^ pounds. 
 
 Load. 
 
 Inch 
 
 . 
 
 
 
 Load, 
 Pounds. 
 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 10,000 
 20,000 
 30,000 
 40,000 
 50,000 
 60,000 
 
 .0020 
 .0038 
 .0050 
 .0062 
 .0072 
 .0082 
 
 
 
 
 
 70,000 
 
 80,000 
 
 90,000 
 
 100,000 
 
 5,000 
 
 100,000 
 
 1 10,000 
 
 
 0098 
 
 Olio 
 
 0122 
 0140 
 
 •0055 
 
 120,000 
 130,000 
 140,000 
 150,000 
 160,000 
 170,000 
 176,750 
 
 .0172 
 .0192 
 .0225 
 .0258 
 .0302 
 .0380 
 .0540 
 
 
 
 0145 
 
 0160 
 
 broken 
 
i8o 
 
 APPENDIX. 
 
 SPECIAL TABLE VIL 
 
 Showing Amount of Compression and Set of Cubes of Concrete made 
 
 WITH Norton's Cement. 
 
 Composition : i vol. Cement, 3 vols. Sand, 6 vols. Broken Stone. - 
 
 8-Inch Concrete Cube, marked Ba \ Beds Plastered. 
 
 Actual size: Bed = 8", 02 x 8". 00; Height = 8". 02 (or 8". 16 including plaster); Weight, 42 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds, 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 1,000 
 
 5,000 
 
 10,000 
 
 15,000 
 
 20,00c 
 
 .0062 
 .0090 
 .0110 
 .0120 
 
 
 25,000 
 1,000 
 25,000 
 30,000 
 35,000 
 
 .0142 
 
 .0150 
 .0162 
 .0185 
 
 .0110 
 
 40,000 
 45,000 
 50,000 
 54,300 
 56,400 
 
 .0215 
 .0258 
 .0330 
 .0480 
 broken 
 
 
 8-Inch Concrete Cube, marked Bb ; Beds Plastered. 
 
 Actual size: Bed = 8".oo x 8". 15; Height = 8". 05 (or 8^.24 including plaster); Weight, 42J 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch, 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 1,000 
 
 5,000 
 
 10,000 
 
 15,000 
 
 20,000 
 
 .C022 
 .0040 
 .0055 
 .0070 
 
 
 25,000 
 1,000 
 25,000 
 30,000 
 35,000 
 
 .0085 
 
 .oogo 
 .0100 
 .0120 
 
 .0042 
 
 40,000 
 45,000 
 50,000 
 55,000 
 
 .0142 
 .0172 
 .0230 
 .0450 
 
 broken 
 
 i2-Inch Concrete Cube, marked Ba ; Beds Plastered. 
 
 Actual size: Bed = 12", 01 x 12". u; Height = 12". 03 (or \i" .x-j including plaster); Weight, 140 
 
 pounds. 
 
 Load, 
 
 Inch, 
 
 1 
 
 Load. 
 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds, 
 
 Compres- 
 sion, 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set, 
 
 Compres- 
 sion. 
 
 Set, 
 
 5,000 
 10,000 
 20,000 
 30,000 
 40,000 
 
 .0007 
 .0022 
 .0040 
 .0050 
 
 
 50,000 
 5,000 
 50,000 
 60,000 
 70,000 
 
 .0065 
 
 .0070 
 .0080 
 .0104 
 
 .0030 
 
 80,000 
 
 90,000 
 
 100,000 
 
 1 10,000 
 
 112,650 
 
 .0125 
 .0180 
 .0290 
 
 •0575 
 .0760 
 
 broken 
 
APPENDIX. 
 
 I8l 
 
 SPECIAL TABLE Yll.— {Continued.) 
 
 i2-Inch Concrete Cube, marked Bb ; Beds Plastered. 
 
 Actual size: Bed = i2".o6 x 12". 05; Height = i2"o5. (or 12". 14 including plaster); Weight, 
 
 140 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 fsion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 10,000 
 20,000 
 30,000 
 40,000 
 
 .0010 
 .0025 
 .0038 
 .0049 
 
 
 50,000 
 5,000 
 50,000 
 60,000 
 70,000 
 
 .0062 
 
 .0062 
 .0075 
 .0090 
 
 .0025 
 
 80,000 
 
 90,000 
 
 100,000 
 
 109,900 
 
 .0112 
 
 •o'55 
 .0240 
 .0525 
 
 broken 
 
 i6-Inch Concrete Cube, marked Ba ; Beds Plastered. 
 
 Actual size: Bed = 16". 14 x 16". 03; Height = i6".i3 (or 16". 21 including plaster); Weight, 339 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 1 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 10,000 
 20.000 
 30,000 
 40,000 
 50,000 
 
 5,000 
 50,000 
 60,000 
 70,000 
 80,000 
 90,000 
 100,000 
 
 5,000 
 
 .0008 
 .0022 
 .0040 
 .0050 
 .0062 
 
 .0065 
 .0075 
 .0084 
 .0095 
 .0105 
 -0115 
 
 .0045 
 .0072 
 
 Load. 
 Pounds. 
 
 100,000 
 110,000 
 120,000 
 130,000 
 140,000 
 150,000 
 5,000 
 150,000 
 160,000 
 170,000 
 180,000 
 190,000 
 200,000 
 210,000 
 
 Inch. 
 
 Compres- 
 sion. 
 
 .0123 
 .0130 
 .0140 
 .0150 
 .0170 
 .0180 
 
 .0190 
 .0200 
 .0215 
 .0242 
 .0272 
 .0360 
 .0450 
 
 Set. 
 
 Load. 
 Pounds. 
 
 222,100 
 222,100 
 
 Inch. 
 
 Compres- 
 sion. 
 
 .0500 
 
 . 0660 \ 
 
 .0940 j 
 .1450' 
 
 Set. 
 
 Com- 
 pression 
 
 after 
 sustain- 
 ing load 
 5 min- 
 utes; 
 cracks 
 in sight. 
 
 After 10 
 minutes. 
 After 12 
 
 minutes, when disintegration 
 took place rapidly. 
 
l82 
 
 APPENDIX. 
 
 SPECIAL TABLE V\\.— {Concluded.) 
 
 i6-Inch Concrete Cube, marked Bb\ Beds Plastered. 
 
 Actual size: Bed = i6".i2 x 16". lo; Height = 16". 14 (or 16". 24 including plaster); Weighty 
 
 339}^ pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 
 Pounds. 
 
 90,000 
 100,000 
 
 5,000 
 100,000 
 110,000 
 120,000 
 130,000 
 140,000 
 150,000 
 
 5,000 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 10,000 
 20,000 
 30,000 
 40,000 
 50,000 
 
 5,000 
 50,000 
 60,000 
 80,000 
 
 .0010 
 .0020 
 .0030 
 .0040 
 .0045 
 
 .0047 
 .0060 
 .0068 
 
 
 
 .0020 
 
 .0075 
 .0080 
 
 .0085 
 .0092 
 .0105 
 .0120 
 .0132 
 .0150 
 
 •0035 
 .0070 
 
 150,000 
 160,000 
 170,000 
 180,000 
 190,000 
 200,000 
 210,000 
 215,000 
 
 .0162 
 
 .0180 
 
 .0210 
 
 .0260 
 
 .0320 
 
 .0400 
 
 .0540 ■< 
 
 .0820 
 
 cracks in 
 sight, 
 broken 
 
 SPECIAL TABLE VIII. 
 
 Showing Amount of Compression and Set of Cubes of Mortar made 
 WITH National Portland Cement. 
 
 Composition: i voL Cement Paste, 3 vols. Sand. 
 8-Inch Mortar Cube, marked Ca ; Beds Plastered. 
 
 Actual size: Bed = 
 
 X 8". 04; Height = 8".or (or 8".i3 including plaster); Weight, 35^^ 
 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 1,000 
 
 
 .0005 
 
 60,000 
 
 70,000 
 
 80,000 
 
 90,000 
 
 100,000 
 
 1,000 
 
 100,000 
 
 110,000 
 
 120,000 
 
 . 00 1; i; 
 
 .0015 
 
 130,000 
 140,000 
 150,000 
 1,000 
 150,000 
 160,000 
 168,000 
 
 .0122 
 .0138 
 .0150 
 
 
 
 .0160 
 .0170 
 .0210 
 
 
 5,000 
 10,000 
 
 20,000 
 30,000 
 40,000 
 50,000 
 1,000 
 
 
 0008 
 0012 
 0020 
 0030 
 0038 
 0045 
 
 
 0062 
 0071 
 0080 
 oogo 
 
 .0030 
 
 
 0095 
 
 0102 
 0112 
 
 broken 
 
 50,000 
 
 
 0045 
 
 
APPENDIX. 
 
 183 
 
 SPECIAL TABLE VIW— {Continued.) 
 
 8-Inch Mortar Cube, marked Cb ; Beds Plastered. 
 
 Actual size: Bed = 8". 01 x 7". 96; Height = 8". 13 (or 8^.25 including plaster); Weight, 36 
 
 pounds. 
 
 Load. 
 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch, 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 1 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 1,000 
 
 
 .0032 
 
 50,000 
 60,000 
 70,000 
 80,000 
 90,000 
 
 100,000 
 1,000 
 
 100,000 
 
 .0100 
 .0110 
 .0120 
 .0130 
 .0140 
 .0152 
 
 .0158 
 
 .0045 
 
 110,000 
 120,000 
 130,000 
 140,000 
 150,000 
 1,000 
 150,000 
 
 .0165 
 .0180 
 .0198 
 .0220 
 .0250 
 
 .0310 
 
 
 5,000 
 10,000 
 20,000 
 30,000 
 40,000 
 50,000 
 
 1,000 
 
 
 0030 
 0045 
 0065 
 007s 
 0088 
 0100 
 
 .0090 
 broken 
 
 
 
 
 i2-Inch Mortar Cube, marked Ca ; Beds Plastered. 
 
 Actual size: Bed = i2".oo x 12". 05; Height = 12". 07 (or 12". 15 including plaster); Weight, 125 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 10,000 
 20,000 
 40,000 
 60,000 
 80,000 
 100,000 
 
 SjOOO 
 100,000 
 120,000 
 
 .0010 
 .0015 
 .0023 
 .0040 
 .0048 
 .0058 
 
 .0062 
 .0070 
 
 .0029 
 
 140,000 
 160,000 
 180,000 
 200,000 
 5,000 
 200,000 
 220,000 
 240,000 
 260,000 
 280,000 
 
 .0075 
 .0082 
 .0090 
 .0102 
 
 .0102 
 .0115 
 .0125 
 .0140 
 .0156 
 
 • 0031 
 
 290,000 
 300,000 
 5,000 
 300,000 
 310,000 
 320,000 
 330,000 
 340,000 
 350,000 
 357,400 
 
 .0168 
 .0178 
 
 .0180 
 .0190 
 .0200 
 .0210 
 .0222 
 .0242 
 .0272 
 
 .0048 
 broken 
 
1 84 
 
 APPENDIX. 
 
 SPECIAL TABLE Mill.— {Continued.) 
 
 12-Inch Mortar Cube, marked Cb-, Beds Plastered. 
 
 Actual size: Bed = i2".o2 x i2".oo; Height = i2".io(or 12". 15 including plaster); Weight, 125^^ 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds, 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 
 10,000 
 
 20,000 
 
 40,000 
 
 60,000 
 
 80,000 
 
 100,000 
 
 5,000 
 
 100,000 
 
 120,000 
 
 .0002 
 .0009 
 .0020 
 .0029 
 .0038 
 .0045 
 
 .0045 
 .0057 
 
 .0010 
 
 140,000 
 160,000 
 180,000 
 200,000 
 5,000 
 200,000 
 220,000 
 240,000 
 260,000 
 270,000 
 
 .0068 
 .0078 
 .0090 
 .0102 
 
 .0107 
 .0120 
 .0132 
 .0150 
 .0159 
 
 .0022 
 
 280,000 
 290,000 
 300,000 
 5,000 
 300,000 
 310,000 
 320,000 
 330,000 
 340,000 
 345,600 
 
 .0168 
 .0180 
 .0190 
 
 .0195 
 .0210 
 .0220 
 .0235 
 .0260 
 .0290 
 
 .0050 
 broken 
 
 16- Inch Mortar Cube, marked Ca ; Beds Plastered. 
 
 Actual size: Bed = 16". 12 x i6".i2; Height = 16". 22 (or 16". 24 including plaster) ; Weight, 283 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 
 10,000 
 
 20,000 
 
 40,000 
 
 60,000 
 
 80,000 
 
 100,000 
 
 5,000 
 
 100,000 
 
 120,000 
 
 140,000 
 
 160,000 
 
 180,000 
 
 200,000 
 
 5,000 
 
 200,000 
 
 220,000 
 
 .0002 
 .0002 
 .0008 
 .0012 
 .0020 
 .0026 
 
 
 
 .0028 
 
 .0031 
 .0037 
 .0042 
 .0048 
 .0050 
 
 ■0055 
 .0060 
 
 .0015 
 .0023 
 
 240,000 
 260,000 
 280,000 
 300,000 
 
 5,000 
 300,000 
 320,000 
 340,000 
 360,000 
 380,000 
 400,000 
 
 5,000 
 400,000 
 420,000 
 440,000 
 460,000 
 480,000 
 
 .0064 
 .0070 
 .0075 
 .0080 
 
 .0085 
 .0090 
 .0096 
 .0102 
 .0110 
 .0118 
 
 .0120 
 .0125 
 .0132 
 .0140 
 .0150 
 
 .0038 
 .0052 
 
 500,000 
 5,000 
 500,000 
 520,000 
 540,000 
 560,000 
 580,000 
 600,000 
 5,000 
 600,000 
 610,000 
 620,000 
 630,000 
 640,000 
 650,000 
 
 .0160 
 
 .0165 
 .0172 
 .0181 
 .0188 
 .0202 
 .0215 
 
 .0230 
 .0235 
 .0242 
 .0250 
 .0260 
 .0272 
 
 
 ,0070 
 
 .0095 
 broken 
 
APPENDIX. 185 
 
 SPECIAL TABLE SIIW.— {Concluded:) 
 
 i6-Inch Mortar Cube, marked Cb ; Beds Plastered. 
 
 Actual size: Bed = 16". 04 x 16". 08; Height = 16". 12 (or 16". 20 including plaster); Weight, 283 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 10,000 
 20,000 
 40,000 
 80,000 
 100,000 
 
 .0002 
 .0005 
 .0013 
 .0030 
 •0035 
 
 .0035 
 .0050 
 .0062 
 .0070 
 
 .0070 
 .0080 
 .0094 
 
 .0015 
 .0022 
 
 300,000 
 5,000 
 300,000 
 340,000 
 380,000 
 400,000 
 5,000 
 400,000 
 420,000 
 440,000 
 460,000 
 480,000 
 500,000 
 5,000 
 500,000 
 
 .0102 
 
 .0102 
 .0118 
 .0132 
 .0142 
 
 .0148 
 .0152 
 .0162 
 .0170 
 .0180 
 .0190 
 
 .0198 
 
 .0032 
 .0042 
 
 .0060 
 
 520,000 
 540,000 
 560,000 
 580,000 
 600,000 
 5,000 
 600,000 
 610,000 
 620,000 
 630,000 
 640,000 
 650,000 
 654,500 
 
 
 0208 
 0220 
 0230 
 0242 
 025s 
 
 .0080 
 
 5,000 
 100,000 
 140,000 
 180,000 
 200,000 
 
 5,000 
 200,000 
 240,000 
 280,000 
 
 
 0265 
 0275 
 0284 
 0292 
 0304 
 0330 
 0350 
 
 broken 
 
 
 
 
 
 
 
 SPECIAL TABLE IX. 
 
 Showing Amount of Compression and Set of Cubes of Concrete made 
 WITH National Portland Cement. 
 
 Composition: i vol. Cement Paste, 3 vols. Sand, 6 vols. Broken Stone. 
 
 8-Inch Concrete Cube, marked Ca ; Beds Plastered. 
 
 Actual size: Bed = 8". 04 x 7". 99; Height — 8". 11 (or 8". 24 including plaster); Weight, 43 
 
 pounds. 
 
 Load. 
 
 Inch, 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 1,000 
 
 
 .0042 
 
 60,000 
 
 70,000 
 
 80,000 
 
 90,000 
 
 100,000 
 
 1,000 
 
 100,000 
 
 110,000 
 
 120,000 
 
 .0085 
 .0095 
 .0102 
 .0112 
 .0120 
 
 .0125 
 .0132 
 .0145 
 
 • 0055 
 
 130,000 
 140,000 
 150,000 
 160,000 
 170,000 
 180,000 
 190,000 
 196,500 
 
 .0160 
 
 •0175 
 .0195 
 .0220 
 .0255 
 .0300 
 
 •0365 
 .0480 
 
 
 5,000 
 10,000 
 20,000 
 30,000 
 40,000 
 50,000 
 
 
 0040 
 0045 
 0057 
 0065 
 0070 
 0080 
 
 broken 
 
 50,000 
 
 
 ooSo 
 
 
1 86 
 
 APPENDIX. 
 
 SPECIAL TABLE lX.~{Continued.) 
 
 8-Inch Concrete Cube, marked Cb ; Beds Plastered. 
 
 Actual size: Bed = 8". 05 x 8".o3; Height = 8". 18 (or 8". 21 including plaster); Weight, 43 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 1,000 
 5,000 
 10,000 
 20,000 
 30,000 
 40,000 
 50,000 
 1,000 
 50,000 
 
 .0010 
 .0020 
 .0032 
 .0042 
 .0052 
 .0062 
 
 .0065 
 
 .0020 
 
 60,000 
 
 70,000 
 
 80,000 
 
 90,000 
 
 100,000 
 
 1,000 
 
 100,000 
 
 110,000 
 
 120,000 
 
 .0072 
 .0082 
 .0095 
 .0110 
 .0125 
 
 .0132 
 .0x50 
 .0170 
 
 .0048 
 
 130,000 
 140,000 
 150,000 
 160,000 
 170,000 
 180,000 
 190,000 
 193,500 
 
 
 .0200 
 ' .0225 
 .0250 
 .0275 
 .0310 
 .0350 
 .0415 
 .0480 
 
 broken 
 
 12-Inch Concrete Cube, marked Ca ; Beds Plastered. 
 
 Actual size: Bed = 12". 00 x i2".o4; Height=:i2".o9 (or 12". 19 including plaster); Weight, 143 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5»ooo 
 
 10,000 
 
 20,000 
 
 40,000 
 
 60,000 
 
 80,000 
 
 100,000 
 
 5,000 
 
 100,000 
 
 1 20,000 
 
 140,000 
 
 160,000 
 
 180,000 
 
 .0010 
 .0020 
 .0032 
 .0042 
 .0052 
 .0065 
 
 .0065 
 .0075 
 .0085 
 .0100 
 .0125 
 
 .0030 
 
 190,000 
 200,000 
 5,000 
 200,000 
 210,000 
 220,000 
 230,000 
 240,000 
 250,000 
 s6o,ooo 
 270,000 
 280,000 
 290,000 
 
 .0140 
 
 • 0155 
 
 .0162 
 .0180 
 
 • 0195 
 .0220 
 .0240 
 .0260 
 .0280 
 .0300 
 •0325 
 •0345 
 
 .0090 
 
 300,000 
 5, 000 
 300,000 
 310,000 
 320,000 
 330,000 
 340,000 
 350,000 
 360,000 
 365,500 
 367,000 
 
 .0372 
 
 .0400 
 .0420 
 .0440 
 .0472 
 
 •0505 
 
 .0540 
 
 .0615 
 
 .o670-< 
 
 .0720 
 
 .0248 
 
 cracks 
 in sight 
 broken 
 
APPENDIX. 
 
 187 
 
 SPECIAL TABLE lY..— {Continued.) 
 
 12-Inch Concrete Cube, marked Cb ; Beds Plastered. 
 
 Actual size: Bed = i2".oox 12". 03; Height = 12". 10 (or 12". 18 including plaster); Weight, 143^ 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load, 
 Pounds. 
 
 Inch, 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set, 
 
 Compres- 
 sion. 
 
 Set. 
 
 5.000 
 
 10,000 
 
 20,000 
 
 40.000 
 
 60,000 
 
 80,000 
 
 100,000 
 
 5,000 
 
 100,000 
 
 120,000 
 
 140,000 
 
 160,000 
 
 .0010 
 .0023 
 .0045 
 .0058 
 .0068 
 .0078 
 
 .0080 
 .0087 
 .0098 
 .0108 
 
 .0040 
 
 180,000 
 200,000 
 
 5,000 
 200,000 
 220,000 
 240,000 
 260,000 
 280,000 
 300,000 
 
 5,000 
 300,000 
 310,000 
 
 .0118 
 .0130 
 
 .0130 
 .0140 
 • 0150 
 .0170 
 .0180 
 .0200 
 
 .0212 
 .0222 
 
 .0060 
 .0100 
 
 320,000 
 330,000 
 340,000 
 350,000 
 360,000 
 370,000 
 380,000 
 390,000 
 400,000 
 410,000 
 
 .0230 
 .0240 
 .0260 
 • 0275 
 .0292 
 .0312 
 
 •0345 
 .0380 
 .0400 
 .0500 
 
 broken 
 
 i6-Inch Concrete Cube, marked Ca ; Beds Plastered. 
 
 Actual size: Bed = i6",o6 x 16", 15; Height = 16". 11 (or 16". 19 including plaster); Weight, 345 
 
 pounds. 
 
 Load. 
 
 Inch, 
 
 Load, 
 Pounds. 
 
 Inch, 
 
 Load, 
 Pounds, 
 
 Inch, 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set, 
 
 Compres- 
 sion, 
 
 Set, 
 
 Compres- 
 sion, 
 
 Set. 
 
 5,000 
 
 10,000 
 
 20,000 
 
 40,000 
 
 80,000 
 
 100,000 
 
 5,000 
 
 100,000 
 
 140,000 
 
 180,000 
 
 200,000 
 
 5,000 
 
 200,000 
 
 240,000 
 
 280,000 
 
 300,000 
 
 5,000 
 
 300,000 
 
 .0002 
 .0009 
 .0018 
 .0030 
 •0035 
 
 .0037 
 .0050 
 .0062 
 .0069 
 
 .0070 
 .0080 
 .0095 
 .0102 
 
 .0105 
 
 .0020 
 .0030 
 .0042 
 
 340,000 
 380,000 
 400,000 
 
 5,000 
 400,000 
 420,000 
 440,000 
 460,000 
 480,00c 
 500,000 
 
 5,000 
 500,000 
 520,000 
 540,000 
 560,000 
 580,000 
 600,000 
 
 5,000 
 
 .0120 
 .0138 
 .0148 
 
 .0152 
 .0162 
 .0170 
 .0182 
 .0198 
 
 .02 ID 
 
 .0220 
 .0231 
 
 .0245 
 .0260 
 .0278 
 .0300 
 
 .0060 
 .0085 
 • 0132 
 
 600,000 
 610,000 
 620,000 
 640,000 
 650,000 
 660,000 
 670,000 
 680,000 
 690,000 
 700,000 
 710,000 
 720,000 
 730,000 
 738,000 
 740,000 
 747,000 
 
 .0322 
 .0340 
 •0350 
 .0365 
 
 •0375 
 .0390 
 .0410 
 .0436 
 
 • 0465 
 .0502 
 
 • 0535 -j 
 .0560 
 .0610 
 .0710 
 .0770 
 .0820 
 
 cracks 
 in sight 
 
 broken 
 
1 88 APPENDIX. 
 
 SPECIAL TABLE IX.— {Concluded.) 
 
 i6-Inch Concrete Cube, marked Cb, 175; Beds Plastered. 
 
 Actual size: Bed = 16" .ij x 16", 08; Height = i6"r6. (or 16". 24 including plaster); Weight, 352 
 
 pounds. 
 
 Load. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 5,000 
 
 
 10,000 
 
 .0005 
 
 20,000 
 
 .0012 
 
 40,000 
 
 .0020 
 
 80,000 
 
 .0030 
 
 100,000 
 
 .0039 
 
 5,000 
 
 
 100,000 
 
 .0040 
 
 140,000 
 
 .0050 
 
 180,000 
 
 .006c 
 
 200,000 
 
 .0065 
 
 5,000 
 
 
 200,000 
 
 .0067 
 
 240,000 
 
 .0075 
 
 280,000 
 
 .0088 
 
 300,000 
 
 .0092 
 
 5.000 
 
 
 300,000 
 
 .0096 
 
 340,000 
 
 .0110 
 
 380,000 
 
 .0120 
 
 400,000 
 
 .0130 
 
 5,000 
 
 
 400,000 
 
 .0135 
 
 440,000 
 
 .0150 
 
 480,000 
 
 .0162 
 
 500,000 
 
 •0175 
 
 5,000 
 
 
 500,000 
 
 .0182 
 
 540,00c 
 
 .0202 
 
 580,000 
 
 .0222 
 
 600,000 
 
 .0240 
 
 5,000 
 
 
 600,000 
 
 .0258 
 
 6ro,ooo 
 
 .0268 
 
 620,000 
 
 .0272 
 
 630,000 
 
 .0280 
 
 650,000 
 
 .0290 
 
 660,000 
 
 .0300 
 
 Set. 
 
 .0030 
 
 • 0039 
 
 .0050 
 
 .0068 
 
 ■ 0095 
 
 Load. 
 
 Pounds. 
 
 670,000 
 680,000 
 690,000 
 700,000 
 710,000 
 720,000 
 730,000 
 740,000 
 750,000 
 760,000 
 770,000 
 780,000 
 790,000 
 795,000 
 800,000 
 
 5,000 
 100,000 
 200,000 
 300,000 
 400,000 
 500,000 
 600,000 
 700,000 
 800,000 
 
 5,000 
 400,000 
 600,000 
 700,000 
 800,000 
 
 800,000 
 
 800,000 
 800,000 
 800,000 
 800,000 
 5,000 
 
 Inch. 
 
 Compres- 
 sion. 
 
 .0305 
 
 •0315 
 .0330 
 .0348 
 .0358 
 .0365 
 
 •0375 
 • 0390 
 .0405 
 .0430 
 
 .0465 
 .0490 
 .0510 
 •0530 
 
 •0335 
 
 .0380 
 
 .0420 
 
 .0450 
 
 .0480 
 
 .0510 
 
 •0540- 
 
 .0600 
 
 .0570 
 .0610 
 .0665 
 
 .0720 
 .0730 
 .0740 
 .0752 
 
 Set. 
 
 .0270 
 
 cracks 
 in sight 
 
 .0320 
 
 after sus- 
 taining 
 this load 
 for 2 min. 
 
 for 4 min. 
 
 for 6 min, 
 
 for 8 min. 
 
 for 10 m. 
 
 .0415 
 
 Load. 
 
 Pounds. 
 
 5,000 
 5,000 
 5,000 
 100.000 
 200,000 
 300,000 
 400,000 
 500,000 
 600,000 
 700,000 
 800,000 
 
 800,000 
 
 800,000 
 
 800,000 
 
 800,000 
 
 800,000 
 
 5,000 
 
 5,000 
 
 5,000 
 
 5,000 
 
 100,000 
 
 200,000 
 
 300,000 
 
 400,000 
 
 500,000 
 
 600,000 
 
 700,000 
 
 800,000 
 
 800.000 
 
 Inch. 
 
 Compres- 
 sion. 
 
 aft. 2 min, 
 
 "4 " 
 " 6 " 
 
 0500 
 0570 
 0610 
 0650 
 0685 
 0710 
 0740 
 08 ro 
 
 550^ 
 
 0910 
 0930 
 
 aft. 
 
 2 mm, 
 
 4 " 
 6 " 
 
 .0660 
 
 .0720 
 
 .0770 
 
 .0812 
 
 .0850 
 
 .0885 
 
 .0930 
 
 Set. 
 
 .0410 
 • 0405 
 .0405 
 
 aftersus- 
 taining 
 this load 
 
 for 2 
 minutes, 
 for 4 min 
 
 " 6 " 
 
 10 
 
 •0550 
 
 •053s 
 
 •0532 
 
 .0532 
 
 aftersus- 
 
 . 1210 
 
 taining the maximum load for 
 2 minutes, when the piece rap- 
 idly failed and broke. Time 
 from first application of maxi- 
 mum load to final failure, i 
 hour 20 minutes. 
 
APPENDIX, 
 
 [89 
 
 SPECIAL TABLE X. 
 
 Showing Amount of Compression and Set of Short Solid Brick Piers. 
 
 Each pier ivas built of common^ hard North River brick, in six courses, i^^ brick {or 12 
 inches) square in cross-section. The mortar consisted of 1 par<t Newark Co/s Rosendale 
 cement, and 2 parts sand. The mortar joints "were about % inch thick. Each pier ivas 
 furnished with base and cap of North River bluestone, and was made to represent ordinary 
 brickwork. 
 
 First Brick Pier, marked I.; End Faces not Plastered, 
 
 Actual size: Section = 12". 00 x 12". 00; Length, brickwork, i6".42; including bluestone, 22".42. 
 
 Weight of brick only, 154 pounds; including bluestone, 238 pounds. 
 
 Load, 
 Pounds. 
 
 5,000 
 
 10,000 
 20,000 
 30,000 
 40,000 
 50,000 
 5,000 
 
 50,000 
 
 Inch. 
 
 Compres- 
 sion. 
 
 .0020 
 .0050 
 .0075 
 .0100 
 .0120 
 
 60,000 
 
 .0140 
 
 70,000 
 
 •0155 
 
 80,000 
 
 •0175 
 
 90,000 
 
 .0192 
 
 Set. 
 
 Load. 
 Pounds. 
 
 100,000 
 
 5,000 
 100,000 
 110,000 
 120,000 
 130,000 
 140,000 
 
 150,000 
 
 5,000 
 1 50,000 
 160,000 
 170,000 
 
 Inch. 
 
 Compres- 
 sion. 
 
 .0215 
 
 ,0220 
 .0238 
 •0255 
 .0275 
 .0298 
 
 .0322 
 
 .0332 
 •0352 
 .0370 
 
 Set. 
 
 First 
 snann'g 
 souud. 
 .0040 
 
 Load. 
 Pounds. 
 
 100,000 
 
 190,000 
 200,000 
 5,000 
 200,000 
 220,000 
 
 240,000 
 
 260,000 
 280,000 
 291,000 
 
 Inch. 
 
 Compres- 
 sion. 
 
 .0396 
 
 .0430 
 .0460 
 
 .0490 
 .0540 
 
 r 
 .0615-1 
 
 I 
 •0745 
 
 .0900 
 
 broken 
 
 Set. 
 
 longi- 
 tudinal 
 cracks in 
 2 courses 
 
1 90 
 
 APPENDIX. 
 
 SPECIAL TABLE 7^.— {Continued.) 
 
 Second Brick Pier, marked II.; End Faces not Plastered. 
 
 Actual size: Section = 12". oo x ii".9o; Length, brickwork, 16". 53; including bluestone, 22".o8. 
 
 Weight of brick only, 151 pounds; including bluestone, 233 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Peunds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 10,000 
 20,000 
 30,000 
 40,000 
 50,000 
 
 5,000 
 50,000 
 60,000 
 70,000 
 80,000 
 
 
 0020 
 0050 
 0080 
 oio8 
 0132 
 
 .0030 
 
 90,000 
 100,000 
 5,000 
 100,000 
 110,000 
 120,000 
 130,000 
 140,000 
 150,000 
 5,000 
 150,000 
 
 .0230 
 .0252 
 
 .0260 
 .0278 
 .0302 
 •0330 
 •0350 
 •0375 
 
 .0388 
 
 .0050 
 .0081 
 
 160,000 
 170,000 
 180,000 
 190,000 
 200,000 
 5,000 
 200,000 
 220,000 
 240,000 
 260,000 
 
 
 0405 -j 
 
 0430 
 
 0460 
 
 0498 
 
 0530 
 
 snappi'g 
 sounds. 
 
 .0132 
 
 
 0553 
 0600 j 
 0720 
 0940 
 
 
 0138 
 0150 
 0180 
 0204 
 
 cracks in 
 3 courses 
 
 broken 
 
 
 
 
 
 Third Brick Pier, marked III.; End Faces not Plastered. 
 
 Actual size: Section = 12". 00 x 12". 00; Length, brickwork, i6".32; including bluestone, 22". 58. 
 
 Weight of brickwork only, 154 pounds; including bluestone, 241 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 10,000 
 20,000 
 30,000 
 40,000 
 50,000 
 
 5,000 
 50,000 
 60,000 
 70,000 
 80,000 
 90,000 
 
 
 .0042 
 
 100,00c 
 5,000 
 100,000 
 110,000 
 120,00c 
 130,000 
 140,000 
 150,000 
 5,000 
 150,000 
 160,000 
 170,000 
 
 .0252 
 
 .0260 
 
 .0280 
 
 .0298 
 
 .0320 
 
 .0360 ■< 
 
 .0390 
 
 .0402 
 .0423 
 .0450 
 
 .0062 
 
 snapping 
 sounds. 
 
 .OII2 
 
 180,000 
 190,000 
 200,000 
 5,000 
 200,000 
 210,000 
 220,000 
 230,000 
 240,000 
 250,000 
 260,000 
 
 .0480 
 .0522 
 •0565 
 
 •0590-1 
 
 .0620 
 
 .0662 
 
 .0720 
 
 .0790 
 
 .0880 
 
 .1030 
 
 
 
 0035 
 0080 
 0102 
 0125 
 0150 
 
 0152 
 0170 
 0192 
 0210 
 0230 
 
 .0168 
 cracks in 
 3 courses 
 
 broken 
 
APPENDIX. 
 
 191 
 
 SPECIAL TABLE Y..— {Continued.) 
 
 Fourth Brick Pier, marked IV.; End Faces not Plastered. 
 
 Actual size: Section = 12". 00 x i2".oo; Length, brickwork, 16". 25; including bluestone, 22".5o. 
 Weight of brickwork only, 153 pounds ; including bluestone, 240 pounds. 
 
 Load. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 
 .0020 
 .0042 
 .0062 
 .0080 
 .0100 
 
 .0100 
 .0115 
 .0130 
 .0150 
 .0170 
 .0190 
 
 .0020 
 
 
 5,000 
 100,000 
 110,000 
 120,000 
 130,000 
 140,000 
 150,000 
 
 5,000 
 150,000 
 160,000 
 170,000 
 180,000 
 190,000 
 
 
 .0030 
 
 .0050 
 
 snapping 
 sounds 
 
 200,000 
 5,000 
 
 200,000 
 
 210,000 
 220,000 
 230,000 
 240,000 
 250,000 
 260,000 
 270,000 
 280,000 
 
 .Od^O 
 
 
 
 0190 
 0210 
 0230 
 
 0250 
 0270 
 0295 
 
 
 
 .0092 
 
 cracks 
 
 in 2 
 courses 
 
 20,000 
 30,000 
 40,000 
 50,000 
 5,000 
 50,000 
 60,000 
 70,000 
 80,000 
 90,000 
 
 
 04 60 J 
 
 0485 
 0512 
 
 0550 
 0600 
 0650 
 
 0745 
 0870 
 0990 
 
 
 0310 
 
 0330 
 0352 
 0370 
 0400 -j 
 
 broken 
 
 
 
 
 
 Fifth Brick Pier, marked V.; End Faces not Plastered, 
 
 Actual size: Section = 12". 00 ^ 12". 00; Length, brickwork, 15". 97; including bluestone, 23".22. 
 Weight of brickwork only, 148 pounds ; including bluestone, 251 pounds. 
 
 Load. 
 
 Inch'. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Load. 
 Pounds. 
 
 Inch. 
 
 Pounds. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 10,000 
 
 .0040 
 .0095 
 .0132 
 .0160 
 .0192 
 
 .0195 
 .0220 
 .0245 
 .0270 
 .0295 
 
 .0072 
 
 100,000 
 5,000 
 100,000 
 110,000 
 120,000 
 130,000 
 140,000 
 150,000 
 5,000 
 150,000 
 160,000 
 170,000 
 
 
 0320 
 
 .0110 
 .0160 
 
 180,000 
 190,000 
 
 200,000 
 
 5,000 
 
 200,000 
 
 210,000 
 
 220,000 
 
 230,000 
 
 240,000 
 
 250,000 
 *At 220,00 
 opmentof 
 
 
 0570 
 0610 
 
 0660 -| 
 
 
 20,000 
 30,000 
 40,000 
 50,000 
 5,000 
 50,000 
 60,000 
 
 
 0330 
 0350 
 
 0375 
 0410 
 
 0435 
 0470 
 
 3d course 
 beginsto 
 flake off. 
 0228 
 
 Dpd 
 lon^ 
 
 0688 
 0740 
 
 0785 
 0842 
 
 0915 
 1130 
 s. gene 
 jitudin 
 
 * 
 
 70,000 
 80,000 
 90,000 
 
 
 0490 
 0510 
 0540 
 
 broken 
 ral devel- 
 al cracks. 
 
192 
 
 APPENDIX. 
 
 SPECIAL TABLE Y..— {Concluded:) 
 
 Sixth Brick Pier, marked VI. ; End Faces Not Plastered. 
 
 Actual size: Section = i2".oox ii".75; Length, brickwork, 15". 88; including bluestone, ai'^.g?. 
 
 Weight of brickwork only, 147 pounds; including bluestone, 230 pounds. 
 
 Load. 
 
 Inch. 
 
 Load, 
 Pounds. 
 
 Inch, 
 
 Load. 
 
 1 
 
 Pounds. 
 
 Inch. 
 
 Pounds, 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 Compres- 
 sion. 
 
 Set. 
 
 5,000 
 10,000 
 20,000 
 30,000 
 40,000 
 50,000 
 
 5,000 
 50,000 
 60,000 
 70,000 
 80,000 
 90,000 
 
 .0030 
 .0060 
 .0080 
 .0102 
 .0120 
 
 .0120 
 .0140 
 .0160 
 .0180 
 .0205 
 
 .0022 
 
 100,000 
 5,000 
 100,000 
 110,000 
 120,000 
 130,000 
 140,000 
 150,000 
 5,000 
 150,000 
 160,000 
 170,000 
 
 .0225 
 
 ,0235 
 .0252 
 ,0275 
 .0302 
 .0330 
 .0360 
 
 .0372 
 .0400 
 .0432 
 
 ,0040 
 .0080 
 
 180,000 
 190,000 
 200,000 
 5,000 
 200,000 
 210,000 
 220,000 
 230,000 
 240,000 
 
 250,000 
 251,000 
 
 .0470 
 .0510 
 • 0550 
 
 .0590 
 .0632 
 .0700 
 .0760 
 .0870 
 
 .0990-^ 
 .1090 
 
 .014S 
 
 cracks 
 
 in 2d 
 
 course 
 
 broken 
 
INDEX. 
 
 Aberdeen blue granite, . . . . . . . . 
 
 Advantage of using paste of plaster of Paris on bed-faces, . 
 Age of specimens tested, ........ 
 
 Aide-Memoire, Royal Engineers, ...... 
 
 Amorphous stone. Manner of failure under compressive stress, 
 Appendix: General Tables I — V, ...... 
 
 Special Tables I — X, ...... 
 
 Strain-sheets: Plates I — VIII. 
 Artificial stone. Difficulty of making it a true monolith, . 
 
 PAGE 
 
 22, 23 
 
 12, ig, III 
 
 10 
 
 110 
 
 16, 17 
 
 117-147 
 
 148-192: 
 
 27 
 
 Barlow's tests of Portland stone, ........ 23 
 
 Bath lime-stone, ........... 22 
 
 Bed-faces of specimens to be tested. Difficulty of rendering them per- 
 fectly smooth. Plaster of Paris useful for the purpose, 11, 12, 13, in 
 Berea sandstone tested at the Brooklyn Navy -yard, . . 1,6, 21, 22 
 
 " " tested between various kinds of cushions, . . 3> 4> 5 
 
 " " Its strength in the form of prismatic slabs, . . .4, 40 
 
 " " used for formulating a law expressing the crushing 
 
 strength of various-sized cubes of a rigid material, 5, 6, 21 
 " " seems to possess homogeneity of structure to a consider- 
 able degree, 27, 29, 35, in, 113 
 
 22, 23 
 
 Bramley Fall sandstone, 
 
 Brick piers: 
 
 Size and material of piers tested. 
 
 Description and discussion of tests. 
 Brick piers tested under directions of Col. T. T. S. Laidley, 
 Brickwork. Variations in strength of, . 
 British building stone. Compressive strength of, 
 Brooklyn Navy-yard. Tests made at, 
 
 Cement tested at the Watertown Arsenal. 
 Cement bricks. Grant's tests of, 
 Reid's tests of, 
 
 General description of. 
 
 
 10 
 
 107- 
 
 -109 
 
 12, 
 
 no 
 
 109, 
 
 no 
 
 . 
 
 22 
 
 I; 6 
 
 , 21 
 
 . . 
 
 80 
 
 • 
 
 38 
 
 • 
 
 39 
 
194 
 
 INDEX. 
 
 . 8, 63-65 
 
 . 28, 64 
 
 63, 79 
 
 : 65-68 
 
 36-39, 68-70 
 
 71-79 
 
 78 
 
 40, 42 
 
 . 9, 80 
 
 i4» 15 
 
 44-62 
 71-79 
 
 82-87 
 
 89-95 
 97-106 
 
 Cement (Dyckerhoff's Portland). Tested at the Watertown Arsenal 
 
 Description of cubes and prisms, and mode of making them. 
 
 Hair-cracks in the larger cubes, .... 
 
 Description and discussion of tests. 
 
 Strength of cubes of various sizes. 
 
 Strength of prisms of various sizes. 
 
 Compression, set, elasticity and resilience. 
 
 Effect of a compressible binding substance on piers, 
 Chatillon hard stone, ...... 
 
 Composition and sizes of Mortars and Concretes tested. 
 Compression and Set. Measurement of , . 
 Compression, Set, Elasticity and Resilience of 
 
 Haverstraw Freestone, ..... 
 
 Dyckerhoff Portland Cement, .... 
 
 Mortars and Concretes made with Newark Co.'s Rosendale cement, 
 " " " " " Norton's cement, . 
 
 " " " " " National Portland cement, 
 
 Compression, Set, Elasticity and Resilence of building material. Sugges- 
 tions relating thereto, ........ I I 2-1 14 
 
 Compressive strength of British building-stone, ..... 22-23 
 
 Compressive strength of cubes of a rigid material; increase of strength as 
 
 the size of cubes increases, . . . . . . .5,6, 20-25 
 
 Compressive strength of prismatic slabs 
 
 By earlier (Staten Island) experiments, . . . . . . 4, 5 
 
 By tests at the Watertown Arsenal, . . . . . • • 29-44 
 Concrete generally stronger than the mortar used in its composition, 84, 88,96, loi 
 Concrete, how prepared for specimens tested at the Watertown Arsenal, . ro 
 Concrete. Whitaker's experiments with cubes of, . . . . 28, 29 
 
 Concrete made with National Portland cement and tested at the Watertown 
 Arsenal : 
 
 Sizes of cubes, and age when tested, .... 
 
 Description and discussion of tests, .... 
 Concrete made with Newark Company's Rosendale cement 
 
 Sizes of cubes, and age when tested, .... 
 
 Cushions of wood used for half the number of cubes, . 
 
 Description and discussion of tests, .... 
 Concrete made with Norton's cement: 
 
 Sizes of cubes, and age when tested, .... 
 
 Description and discussion of tests, .... 
 
 Craigleith sand-stone, 
 
 Cubes made of a rigid material. Observations on the effects of changing 
 the absolute dimensions of, . 
 
 Law deduced from former (Staten Island) tests, . 
 Cushions of various materials used at former tests, 
 Cushions of pine wood used at the Watertown experiments. 
 
 9, 10 
 
 80, 95 
 
 • 
 
 95-106 
 
 • 9, 
 
 10, 80 
 
 
 13 
 
 
 80-87 
 
 . % 
 
 10, 80 
 
 
 87-95 
 
 
 22 
 
 ngmg 
 
 2, 4 
 
 
 5,6 
 
 
 2, 3. 4 
 
 . 13, 
 
 81, 82 
 
INDEX. 195 
 
 Description of tests, generally, at the Watertown Arsenal, . . . 11-15 
 
 Dupuit on the cause of relative weakness of prisms laid in courses, . . 43 
 Dyckerhoff Portland cement. See Cement. 
 
 Earlier investigations made at Staten Island, N. Y. Chief object of, . i, 2 
 
 East Chester marble, .......... 3 
 
 Elasticity and Resilience of Haverstraw free-stone, ..... 46-62 
 
 of Dyckerhoff Portland cement, .... 74-79 
 
 of cement mortars and concretes, 85-87, 90-95, 98-106 
 of building material. Suggestions, . . 11 2-1 14 
 
 Elasticity of stones, as given by British authors, 51 
 
 Elastic limit of rigid material under compression. Determination of, 46, 50, 51 
 Emery (A. H.), designer and builder of the testing machine at the Water- 
 town Arsenal, .......... 7 
 
 Freestone (Haverstraw) tested at the Watertown Arsenal, . . . 8, 16-62 
 Phenomena attending fracture, . . . . . . . . 16, 17 
 
 Preparation of bed-faces, . . . . . . . . . 18, 19 
 
 Compressive resistance of cubes discussed with regard to the theoretical 
 
 law, 20-27 
 
 Tests of prismatic slabs, single and in courses, . . . 29-35, 41, 42 
 
 Compression, set, elasticity and resilience of, .... . 44-62 
 
 French building-stone. Compressive strength of cubes and prisms, . . 40, 41 
 
 Further tests of building material recommended, . . . . 113,114 
 
 General Tables I to VI, giving size, weight and compressive strength of 
 
 specimens tested at the Watertown Arsenal, . . . 11 7-147 
 
 Granite (Millstone Point, Conn.), Results when crushed between various 
 
 kinds of cushions, ......... 3 
 
 do. (Keene, N. H.) 3 
 
 do. (Aberdeen), blue variety, . . . . . . . . 22, 23 
 
 do. (Peterhead), ........... 22 
 
 Grant's tests of cement bricks, . . . . . . . . . 3& 
 
 Haverstraw freestone. See Frp:estone. 
 
 History of earlier tests for ascertaining the compressive strength of building 
 
 stone, made at Staten Island, N. Y. . . . . . . 1-6 
 
 Hodgkinson on the relative strength of long and short specimens of the 
 
 same cross-section, . . . . . . . . . 32, 46 
 
 Homogeneity of structure necessary to develop the full strength of mate- 
 rial, 24-29 
 
 Homogeneity of structure not existing in large specimens of building mate- 
 rial, ............ 25 
 
 Homogeneity apparently exists in Berea sandstone as far as tested, . . 27, 3s 
 
 Homogeneity of material as to strain and structure, . . . . • 52, 53 
 
 Howard (J. E.), Engineer of the testing machine at the Watertown Arsenal, 13 
 
ig6 
 
 INDEX. 
 
 Increase of crushing strength of cubes with an increase of size. Discussion 
 
 of the question, . . . . . . . . . 2, 4, 5, 6 
 
 Initial pressure assumed in testing specimens, . . . . . . 14 
 
 Kirkaldy's experiments, .......... '24, 32 
 
 Lace-leather cushions. Phenomena attending fracture when specimens are 
 
 crushed between, . . , . . . . . . 2, 3 
 
 Laidley (Colonel T. T. S., U. S. Ordnance Department), . .12, 13, no 
 
 Large-sized test-pieces needed for results of practical value, . . . 112 
 
 Law expressing absolute resilience of cubes of a rigid material, . . 61, 62 
 
 Law expressing compressive resistance of various-sized cubes of a rigid 
 
 material, . . . . . . . . . . . 5, 6 
 
 Discussed with regard to results obtained by the experiments at the 
 
 Watertown Arsenal, ....... 20-29, in, 112 
 
 31-39, 112 
 are crushed 
 
 2, 3 
 40 
 
 14, 
 13. 
 
 Law of compressive strength of prismatic slabs. 
 
 Lead cushions. Phenomena attending fracture when specimens 
 
 between, ........ 
 
 Lias limestone, ........ 
 
 Limestone (Sebastopol). Effects of crushing it between various kinds of 
 
 cushions, ........ 
 
 Limestone (British). Compressive strength of, 
 
 Loads (Live and dead). Capacity of a rigid material to resist. 
 
 Marble (from East Chester and Vermont), 
 
 Marble (White statuary), ...... 
 
 Material selected for tests at the Watertown Arsenal, 
 Measurement of compression and set, 
 Micrometer for measuring amount of compression, 
 Millstone Point granite, ...... 
 
 Monoliths, 
 
 Mortar. How prepared for specimens tested, . 
 Mortar made with National Portland cement: 
 
 Sizes of cubes, and age when tested, . 
 
 Description and discussion of tests, 
 Mortar made with Norton's cement: 
 
 Sizes of cubes, and age when tested, . 
 
 Description and discussion of tests, 
 Mortar made with Newark Company's Rosendale cement 
 
 Sizes of cubes, and age when tested, . 
 
 Employment of pine-wood cushions, . 
 
 Description and discussion of tests. 
 Mortar generally not found as strong as concrete made with such mortar, 
 Houlds as used for making specimens of cement, mortar and concrete 
 the experiments at the Watertown Arsenal, 
 
 3. 4 
 
 22, 23 
 
 62 
 
 3 
 
 22, 23 
 
 7-10 
 
 44, 45 
 
 52, 84 
 
 3 
 
 25-27 
 
 10 
 
 9, 10, 80 
 95-106 
 
 9, 10, 80 
 . 87-95 
 
 9, 10, 80 
 
 13 
 
 . 80-87 
 84, 88, 96 
 for 
 
 8-10 
 
INDEX. 
 
 197 
 
 National Portland cement. See Mortars, Concretes. 
 
 Navier on the strength of cubes and prisms, . . . . . , 32, 40 
 
 Newark Company's Rosendale cements. See Mortars, Concretes. 
 
 Norton's cement. See Mortars, Concretes. 
 
 Notes on Building Construction with reference to set of metals, , 46, no 
 
 Peterhead granite, . . . . . • 22 
 
 Phenomena attending breakage of specimens, . . . . 2, 16, 17, 18, 63 
 
 Phenomena attending destruction of specimens which resisted the first 
 
 application of the maximum load of the testing machine, . 103, 104 
 Piers of brick. Tests of , . . . . . . . . 10, 12, 107-110 
 
 Piers (dry- jointed). Tests of: 
 
 Made of 12-inch cubes of Haverstraw freestone, 
 
 Made of prisms of neat cement, ..... 
 
 Plaster of Paris, used in smoothing off bed-faces of specimens. 
 
 Plaster prisms. Vicat's experiments, ....... 
 
 Portland cement. See Cement. 
 
 Pressing surfaces. Effect of changing nature of, between which specimens 
 were tested, ...... 
 
 Prisms of Stone and of Cement: 
 
 Compressive strength of, by former tests, . 
 
 Sizes of prisms tested at the Watertown Arsenal, 
 
 shade of Haverstraw freestone, . 
 
 gain in strength by reducing heights, . 
 
 of Dyckerhoff Portland cement, . 
 
 of greater height than corresponding cubes, 
 
 built up in courses, ..... 
 Pyramidal formation of fragments of specimens, 
 
 20, 57. 59. 61, 62 
 
 . 70, 75-78 
 
 12, 13, 19, III 
 
 . 42, 43 
 
 2, 3, 4 
 
 4 
 
 8, 31 
 29-35 
 33, 35 
 68-70 
 
 39, ^^ 
 41-44 
 17, 18 
 
 36-39 
 
 2, 16 
 
 Reid's tests of cement bricks, ......... 39 
 
 Rennie (J.), . . . . . 17, 23 
 
 Resilience. Law expressing absolute resilience of a rigid material, . , 6i 
 Resilience of Haverstraw freestone, ........ 53—62 
 
 of Dyckerhoff Portland cement, ...... 75-79 
 
 of mortars and concretes, .... 86, 87, 91-95, 100-106 
 
 of brick piers, .......... 109 
 
 (comparative) of cubes of the Newark Company's Rosendale 
 cement concrete, of neat Dyckerhoff Portland cement, and 
 of freestone, ......... 87 
 
 Results and Conclusions. Summary of, ..... . 111-114 
 
 Rondelet's experiments, ......... 23, 40-42 
 
 Rosendale cement. See Mortars, Concretes. 
 
 Rubbing bed-faces of specimens. Results compared with those of plastered 
 
 beds, ............ 19 
 
198 
 
 INDEX. 
 
 Sandstone (Berea), 
 
 do. (Bramley Fall), 
 do. (Craigleith), 
 do. (Massillon), 
 
 I, 3, 4, 5, 6, 21, 22, 27, 29, 35, 40, III, 113 
 
 22, 23 
 
 22, 23 
 
 3. 4 
 
 Set of specimens of a rigid material under compression, . 14, 44-50, 54, 71 
 
 Small cubes generally stronger than larger ones, . . . . .112 
 
 Special Tables I to X, showing amount of compression and set of specimens 
 tested at the Watertown Arsenal, their sizes, weights, and con- 
 dition r^f their bed-faces, ....... 148-192 
 
 Steel cushions. Their effect on crushing strength of specimens, . . 2, 3 
 
 Stoney(B. B.X 46.54 
 
 Strain-sheets I-VIII. Explanation of diagrams, ..... 44-46 
 Suggestions in relation to determining the ultimate compressive strength of 
 
 a specimen when the testing machine is deficient in power, . 104-106 
 Summary of results and conclusions, . . . . . . . iir-114 
 
 Tables. See General and Special Tables. 
 
 Testing Machine used at earlier (Staten Island) experiments. 
 
 Testing Machine at the Brooklyn Navy-yard, 
 
 Testing Machine at the Watertown Arsenal, 
 
 Tests made at the Watertown Arsenal. Their object and range. 
 
 General description of, . . . 
 
 Tests made of Haverstraw freestone, 
 
 of Dyckerhoffer Portland cement, 
 of cement mortars and concretes, 
 Thurston (Prof. R. H.) 
 
 Vermont marble, .... 
 Vicat's experiments with plaster prisms. 
 
 Watertown Arsenal. U. S. testing machine at the, . 
 Weyrauch. Strength and determination of dimensions of 
 Whitaker's experiments with cubes of concrete, 
 White statuary marble (British), . . 
 
 Wohler's experiments, ...... 
 
 Wooden cushions upon bed-faces of specimens; their effects. 
 
 I, 6, 21 
 
 7, II, 14 
 
 7 
 
 . 11-15 
 
 . 16-62 
 
 36-39, 63-79 
 
 80-106 
 
 49. 52, 53, 54 
 
 3 
 • 42, 43 
 
 7, II, 14 
 
 structures, 47, 50, 105 
 
 . 28, 29 
 
 . .22, 23 
 
 105 
 
 2,3, 13, 81, 82, III 
 
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