Class TP\%lQ Rook . Jl \ 7i PRESENTED BY 1^1^ V; HANDBOOK ^> "' OF '^ CONSTRUCTION PLANT Its Cost and Efficiency BY RICHARD T. DANA Consulting Engineer Am. Soc. a E.; Mem. A. I. M. E.; Mem. Am. Soc. Eng. Con. (Reprinted, 1918) McGRAW-HILL BOOK COMPANY, Inc. 239 WEST 39th STREET. NEW YORK LONDON: HILL PUBLISHING CO., Ltd. 6 & 8 BOUVERIE ST., E. C. 1914 ^ j\^>^^ COPTRIGHT 1914 i BY THE MYRON C. CLARK PUBLISHING CO. Chicago Sldtlr Oct. 31 iS36 LINOTYPED AND PLATED BY PETERSON LINOTYPING CO., CHICAGO PREFACE TO THE FIRST EDITION. It has been a considerable time since my office commenced to gather the data that have been collated for this book, and during all of that period the manuscript sheets, and later the page proofs bound up for convenient handling, have been in almost daily use. Consequently many of the items have been used and verified; so that I have rather more confidence in the usefulness as well as the general accuracy of the material than if it had not passed through a fairly thorough period of seasoning. This time of seasoning has its disadvantages, how^ever, as well as its benefits. Changing conditions in certain industries have affected prices, and a number of items have been radically revised in the making. It is to be expected, moreover, that the same thing will continue; and as I have said in the introduction, page 3, these figures should be checked by actual bids where a plant is to be appraised, etc. In order to facilitate this, lists of the principal manufacturers of the plant described are given. My principal reason for thinking that these notes would be useful to others is that I found them all but indispensable in my own practice, and not available in other form. My justifica- tion for the alphabetical method of classification is that this scheme admits of more rapid service on my desk than any other and I have attempted to supplement this arrangement by a very full index. For encouragement in this plan of procedure I am indebted to many of my engineering friends, who have aided by suggestions and useful criticisms. Finally, the keynote of the book has been practical utility to the man who has to buy, sell or use construction plant, or who needs to know what can be done with it. The existing facts in the shortest time on the reader's part, rather than interesting theory and c|ever comparisons have been kept most in mind. Be- cause of this, a large wealth of material that would probably be of intense interest to the economist and the engineering student has been put aside for publication some time later if it seem de- sirable, but for which there is no space in this volume, which has grown to just double the size originally planned for it. A more general idea of the scope of the work, its field and its limitations may be found in the introductory chapter which fol- lows this preface. RICHARD T. DANA. 15 William Street, New York, N. Y. INTRODUCTION The notes that I had on the elements which go to make up equipment charges on construction worlc were so often on my desk, and sO necessary, in view of the scarcity of other con- venient sources of the information, that it was decided to com- plete them as far as might be practicable and publish them in this form for the benefit of other engineers who are obliged to make many estimates of construction cost. The efficiency of equipment is increasing much faster than the efficiency of labor, consequently the employment of equipment is becoming more and more necessary for economical operation, and a fairly comprehensive list of the available plant with its approximate cost is now essential to a fair estimate. The material covered in this volume comprises the larger part of the contents of four loose leaf books that form the Construction Service Company's file on "Plant." For his excellent work in arranging the data and in obtaining a great many quotations to round out the material that was in the file, as well as for many contributions from his own notes, my sincerest acknowledgements are due to my Principal Assis- tant, Mr. Harold Chandos Lyons, who was materially helped by Mr. A. C. Haskell, to whom we owe many of the tables and extensive checking of the text. The problem of how to carry out a given plan of construction at the lowest cost is year by year becoming more complex, and it is becoming more and more necessary to apply to it scientific methods in order to meet the growing competition between various men, methods, and machines. The contractor of long experience who applies to his work, even in its simplest opera- tions such as moving earth by scrapers, the methods that he knows absolutely were the best ten years ago, is competing, whether he knows it or not, with men who have developed up- to-date methods that are very likely to be twenty, thirty, or even forty per cent more efficacious or economical than the best old ones. It is of vast importance to know the relative costs of different methods, some of the reasons for which it seems worth while to outline here. Before bidding on new work, it is generally not INTRODUCTION S difficult to find out wliat methods the other bidders are accus- tomed to, and, by making independent estimates based on the probable methods for the most dangerous competitor, to reach a figure that is something better than a mere guess at what his bid may be. Of course, it must be distinctly understtDod that this is not B.n attempt to eliminate human nature from the contract- ing business. The "most dangerous competitor" may suddenly change his methods and upset a lot of calculations, and whether he will do this or not is just as much a matter for psychologic study as what sort of hand he is drawing to when he takes one card. Nevertheless the man who knows his competitor's usual methods, and knows the relative efficiency of those methods as compared with his own, is in a position to bid much more intelligibly than he otherwise could. With the increasing disuse of old methods it is necessary to know the value of the new ones in order to know whether it will pay to change from old equipment to new, and how much (if anything) the change may be expected to save; and it is vastly important to know what is the very best method for the work to be done. Even if a contract can be carried out at a handsome profit by the second best or third best method, the man is a fool who would hesitate to discover and apply the first best, thus converting a handsome profit into a still handsomer one. When, moreover, a loss is being faced, it is almost always due, according to my experience, to the fact that the wrong methods were in Use, rather than that the contract had been taken at "impossible figures." In such a situation the first and most necessary move is to ascertain the very best method and apply it immediately; and to assist the contractor and the engineer in the selection and application of the best method in the least time is the main object of this volume, which is devoted to Field Equipment. It is a fact of common experience that if we want, or think that we may want, a piece of equipment for certain work, we can have a large amount of free literature upon the subject, backed up by the extensive experience and earnest enthusiasm of the salesmen of equipment houses. Such information is not always reliable and it is generally confusing. Moreover, before it can be applied to the work in hand it must be sorted, collated, studied and verified, a process requiring a ruinous amount of time for every investigation. This book attempts to save the estimator and contractor a large part of this time, which is ordinarily lost. The author has never sold any kind of equipment on commission and has never received a commission of any kind for recom- mending the adoption of any machine or tools for any purpose, and has no interest whatever in any statement contained in this book except to see that it correctly represents the economic facts in a useful and convenient way. Although it has been carefully checked for errors, it is possible, of course, that mis- takes may have escaped notice. If any such should be noted, a memorandum, mentioning page-number and line would be greatly appreciated. 4 ; HANDBOOK OF CONSTRUCTION PLANT The main features of equipment which bear upon economic operation are as follows: ( C Cost, ready to commence work. Q Capacity, minimum, standard and maximum. E Operating expense, including depreciation and repairs. A Adaptability to the conditions governing the work. No effort has been spared in preparing this volume to put the information into such form as to make it available, with the minimum of time and trouble, and it is believed that with the aid of the information contained in these pages an intelligent estimator of practical experience can determine within reason- able limits the figures for each of the above features. Prices vary from year to year, and terms of sale change with the con- ditions; but within a limit too small to affect materially an esti- mate of unit cost for plant performance, I believe the facts here given may be safely used. For making appraisal of a plant to be sold, if these figures be used they should of course be checked by actual bids from the manufacturers or dealers to the ap- praiser. In nearly every instance the prices here given repre- sent bona fide quotations made to the author, but since the book is not written to advertise anyone no names are given. Except where otherwise expressly stated the prices are f. o. b. the manufacturer's works. (C) The cost, ready to commence work, includes (p) the purchase price, the (t) cost of transportation, and the (a) preparatory cost, including unloading, erecting and getting into working position. When possible the shipping weights have been included here, and the freight rate may be obtained from the nearest railroad agent, usually on the telephone. Data on the cost of erecting and installing machinery are not very plentiful. I have included them wherever possible from the available information. (Q) The capacity of equipment is a very elusive quantity. That of a wagon, ship, bucket or scraper is usually listed by the manufacturer as the "water measure" capacity and must be corrected to obtain the "place measure" capacity. The capacity of a steam shovel in theory is the "water measure" of the bucket multiplied by the rated number of swings per unit of time; in practice it is likely to average from 20% to 70% of^ this, with the odds on the lower figure. Therefore the capacity figures must be taken as purely relative for the purpose of defining the size or type of equipment mentioned. A good many elements enter into this, not the least of which is often the skill of the operator. A steam shovel, in particular, is dependent for its capacity upon the skill of the runner and the manner in which the runner and craneman work together. The character and condition of the material that is handled may greatly affect the performance, so that capacity under ideal conditions (which is the manufacturer's assumption when rating his machines) is simply the maximum, and is rarely to be equaled in working practice. Moreover, the capacity of such a machine as a steam INTRODUCTION 5 shovel is limited by that of the cars into which it is loading, and is affected by the necessity of "moving up," and of changing trains, etc. (E) The cost of operating a machine depends a good deal on the skill of the operator, as well as on the layout of the work, weather conditions, etc. In estimating this quantity, there should be included the incidental and necessary costs without which it cannot work to advantage. The cost of operating a hoisting engine, for example, includes that of coal "on the plat- form," which may include the cost of hauling coal from a delivery point, and should include the cost of coaling at night, watchman's time, etc. The operating cost and operating capacity are reciprocally dependent on each other. (A) The adaptability of a particular machine to the condi- tions governing its work is often, if not always, the most important feature to be considered in its selection, since on this feature its practical efficiency for the work in hand largely depends. Adaptability is affected by the peculiarities of the work on which it is to be employed as well as those of the machine itself, and for a proper judgment as to its value an intimate knowledge of the machine and a thorough knowledge of the conditions under which it is to work are necessary. Unfor- tunately the working conditions are not always ascertainable With sufficient exactness to be sure of selecting the most suitable plant, and, more unfortunately, reliable information about new equipment is scarce. Salesmen, while probably no worse than the rest of mankind, are always biased by their personal interest in the product that they handle, and they cannot be expected to give due weight to the faults of their own machines or the virtues of those sold by their competitors, and are poor advisers in consequence. Theoretically, a way to avoid this disadvantage would be to call in rival salesmen and let them talk out the whole subject in the presence of each other. The writer tried this plan just once, at the request of a client, and it was a howling failure. Advertising statements, while honestly meant, are apt to be outrageously deceptive. As an instance of this the following was cut out of one of the technical journals. "DUMP WAGON COSTS "OUR COSTS "Eight men can shovel one "This cubic yard machine is cubic yard of loose sandy loam loaded in % minute; therefore, into a dump wagon in 3 min- in a 10-hour day one man on utes, therefore, in a 10-hour this machine can load 2,400 day these 8 men could load cubic yards of material, or 12 200 cubic yards of material. times as much as 8 of your At $1.50 per day, 8 men cost competitors' men can shovel $12.00; therefore, the labor cost in a 10-hour day. alone on 200 yards would be "On the above basis we fig- 6 cts. per cubic yard. ure the two teams and their drivers, and even then taking this cost at $10.00, the cost per cubic would be .004, or four .. mills. "There are a number of items and incidentals yet to be added to both of these costs but the ratio of cost is as 1 to 21 in favor of this scraper." 6 HANDBOOK OP CONSTRUCTION PLANT This is cost analysis gone mad with a vengeance, yet the man who wrote it in all probability thought that he was highly conservative. A great many manufacturers use special care that the statements in their trade literature shall be undeniably on the safe side on account of the very bad moral effect of an exaggeration. One of the large manufacturers of electrical machinery has been known to permit salesmen to state as the working efficiency of certain machines a percentage of the results shown by mechanical tests, on the ground that a dis- appointed and disgusted customer is the worst advertisement possible. Notwithstanding this fact, there are many machines that would be much more generally used did contractors feel confidence in the statements regarding them. The old and tried machine that is not especially well adapted to the work in hand is thus often used for lack of reliable information about the new and unknown one. No book can tell a contractor automatically what equipment is the best for his use, but it is possible to put him in possession of vastly more information than has heretofore been available, and this has been attempted in the present volume. The object of this book being primarily to furnish the in- formation needed by contractors, and the material having become rather voluminous, it was thought advisable to leave out a great many items which might be useful to a very few contrac- tors, but which would not be generally employed by the vast ma.iority of them. The author will appreciate hearing from contractors who would like to find more material than obtained in the book, with a view to finding out the exact demand for extra matter, and will endeavor to insert such additional material in future editions. A most important point to which attention is called is that all the illustrations in this volume are for the purpose of illus- trating types of»machines of which costs and performances are given. No quotation or price mentioned in these pages is to be taken as referring exclusively to any one machine illustrated or to the production of any one manufacturer. The prices are frequently'- averages of several quotations, while the illustration that goes with this price is that of a standard piece of equipment. AIR COMPRESSORS These machines are for the purpose of putting power into proper form for convenient and economical transmission. Many of the operations that formerly were done only by hand are now being- accomplished by machinery and machine tools driven by compressed air or its substitute, compressed steam. Under many circumstances a drill can operate by steam as well as by air, while for the hand tools, such as riveters, stone cutters, etc., the use of steam is not convenient because of its high temperature and sometimes because of the dense white cloud of condensing steam which is opaque and wet. In general, air is never at a disadvantage as compared with steam in con- venience of working; and where they are equally convenient the ruling economic feature is the distance to which the power must be transmitted. A boiler is less expensive than a boiler and compressor of the same power; hence for short distances the steam power is more economical, other conditions being equal. As the distance of transmission increases,, the relative economy of the steam transmission decreases, on account of heat losses, and there is, therefore, a point at which the extra economy of the air transmission equals the extra cost of the compressor. For greater distances than this the air transmission is economic; below it direct steam is the less costly. The actual position of this critical point for each set of conditions depends on the conditions themselves and can be worked out when they are all determined. It should be remembered, when considering such a problem, that it is quite possible to carry steam for half a mile in well lagged pipe with inconsiderable heat losses. The chief peculiarity of air compression for these purposes is that, as the air becomes compressed, its temperature rises. It may then be cooled at the place of compression by artificial means, or it may be admitted to the transmission pipes without first being cooled. In the latter case it becomes cooled more or less in transit, necessarily losing some of its pressure by the act of cooling, with a consequent loss of efficiency. For large installations, therefore, it is customary to do the cooling in the engine by a water jacket, or water jets. A cubic foot of "free" air, at normal atmospheric pressure of 14.7 lbs. per square inch and initial temperature of 60° F., will have a temperature of about 225° F. and pressure of 2.64 atmospheres when compressed to one-half its original volume if there be no escape of the heat which is necessarily generated by the increase of pressure. This is "adiabatic" compression, or compression without loss of heat. If by a cooling arrangement the generated heat could all be removed as fast as generated, so that the temperature should remain constant, then the final pressure would be two atmospheres for the above example, and the compression would be "isothermal." In actual practice some heat is lost through the cylinders, so that neither the a,diabatic nor isothermal curves represents accurately the facts. 7 HANDBOOK OF CONSTRUCTION PLANT If V V P P' Then in general, represents final volume, represents initial volume, represents final pressure, represents initial pressure. (1) (2) Per isothermal compression, n=l (3) For adiabatic compression, n=1.4 For commercial machinery the exponent will be somewhere be- tween these figures, depending upon the efficiency of the machine Temperature, Degrees F. io p il o \ \ % 'i \ 1 v: \ •1 % ^ 1 •V; if i Si % \ % i\ % >}» \ j '^• \} X y / N \ y / ^ \ "n K> __ -J — «y» SS CM f^- s fs- — ci ^ S , ^- r- ^-J3 E S J£>. o. 1- — y u ru a o <* o> u> > > Si — _D D "^ O S- tf' — ^ C '^ o t- r-: — s t*^ a) <=>. ^- CL -!± f- .Si to «; 3 fS ?^ s. 1 oO cJ IS, ... --S oO "7 S --{2 cQ "*• - lO •^ __ CM ^ t- "^ ^ §5 QO)coro«Aio^tocJ AIR COMPRESSORS 9 and the amount of cooling- that is introduced into it. These three simple formulas combine the theoretical facts. The diagram on page 8, Fig. 1, giving in graphic form the adiabatic curves for temperature, pressure and volume will enable the approxi- mate temperature to be obtained without tedious calculation. There follows also a diagram, Fig. 2, from "Rock Drilling," by Dana and Saunders, from which may be obtained the cubic feet of free air required to run any number of drills at sea level and at various elevations. Compressors may be divided into two general classes. The first classification divides them into the straight-line corn- Pressure in lbs. per sq. inch . 60 70 80 90 100 110 120 ~1 T A ^ / 4 / Fc ictc rsl yv /hi ;h / A tc Ml Itip 'Y for 1 / 4 \ V< irio ^%^■ lti1 ude s / 10,1 00 on tl. / / / Z' y a ndl 'res sur "S-, ^ ^, -6,C z .. / / / )? / ^ / y ^J 00 00 " / / / /" — 7, i z ^. <- ^ "/ / y 'y. '^, ^ / / / y X r^ ?^ 5< \/ / / ^ ^ -i' '^ ^ ^58 / / / y y* / / / / y y ^ ^ r< ;* / / ^j / ^ r^ ^ ^ 'i z y ^/ / / ^y y ^ / / A y ^ ^ ^ri // 'y / y X ^ ^ -^ r" ^ / y y ^ ^ f// '/ y ^ ^^ • — ^ ^ y ^ i^ _ 4.000 3.000 2,000 < 1,000 10 20 50 40 Number of Drills. Fig. 2. Diagram Showing Cubic Feet of Free Air to Run from One to Forty Rock Drills at 75 lbs. per sq. in. Pressure. pressor in which the steam and air cylinders are arranged in a straight line and the power is applied through a single long piston rod connecting all pistons; and into the duplex compressor which consists of two compressors set side by side, each made up of a steam and an air cylinder connected to a crank shaft carrying a single balance wheel. The cranks of the two sections are set at a 90° angle to each other with the object of producing no dead center and to enable the machine to operate at very low speeds. 10 HANDBOOK OF CONSTRUCTION PLANT The straight line machine is usually of lower cost, requires lighter foundation, occupies less room than the duplex, is more reliable in the hands of an average engineer and is a machine for every day service in moderate Capacity. The duplex has more uniform operation, higher efficiency and greater steam economy. Another advantage is that in case of accident one side of the machine may remain uninjured and can be run in an emergency. The second general classification divides them into steam driven and power driven compressors. In the former the steam cylinder is an integral part of the machine. In the latter the compressor is operated by power outside of the machine and may be driven by belts, ropes, chains, gears, or a direct shaft connection. Of these the belt driven is the most common and the direct shaft is used only with electric motors or water wheels. Compressors may be classed also as vertical and horizontal. The vertical type is advantageous where space is limited, as the machine is small, and is commonly restricted to the power driven class. The horizontal type Is generally considered the better. Another classification is that of the single stage or compound stage. This has to do with the degree of compression to which the air must be subjected. Fig. 3. Standard QJ/a-inch Compressors on Portable Boiler. Ziocomotive Compressor. The simplest type of air compressor is the standard locomotive pump used for air brakes. This ma- chine is of the straight line type and was originally designed for locomotive air brake use, but has since been applied to over one hundred different kinds of service, such as small pneumatic tool operation, cleaning metal surfaces, sand-blast outfits, in sewage ejectors, for pumping and conveying liquids. Westingrhouse Standard steam-driven air compressors are illus- trated in Fig. 3 and the Crgss-Compovincl by Fig. 4. AIR COMPRESSORS TABLE 1 11 Cross compound 8-in. 9 1/2 -in 11-in. 10 1^ in Diameter of steam r H. P. 8 1/2" I L. P. 141/2'* cylinder 8" 9V2" 11" Diameter of air r H. P. 9" [ L. P. 131/2 cylinder 8" 91/2" 11" ' Stroke 10" 10" 12" 12" Steam admission pipe 1" 1" 1" 1" Steam exhaust pipe 11/4" IV4" IV2" IV2" Air admission pipe lya" II/2" IVa" 2" Air delivery pipe. . IVi" IVi" IM" IV2" Rated speed, single strokes per min. 120 120 100 100 Displacement at rated speed 35 cu. ft. 49 cu. ft. 66 cu. ft. 115 cu. ft Average actual displacement . . 20 cu. ft. 28 cu. ft 45 cu. ft. 50 cu. ft. Overall dimensions 42x18x14" 42x18x15" 51x22x16" 52x37x18" Net weig:ht 450 lbs. 525 lbs. 850 lbs. 1,500 lbs. Weigrht, boxed 550 lbs. 625 lbs. 975 lbs. 1,750 lbs. Price, f. o. b. fac- tory $90 $100 $150 $325 Fig. 4. One of Two Cross Compound Compressors In- stalled at the Plant of Heath & Milligan Manufacturing Co., Chicago, III. This type of compressor requires no foundation (being bolted to a column or wall) nor accurate alignment of parts. The usual method of installing a "yvsiter jacketed compressor of this type is 12 HANDBOOK OF CONSTRUCTION PLANT shown in Fig. 5. If the conditions do not require a water jacket the water pipe connections and valve, and radiating discharge pipe may be omitted. The approximate prices of the chief ele- AIR COMPRESSOBS 13 ments are: Lubricator, $6.50; Governor, $14.00; Air gauge, $2.50; Main reservoir, $24.50; Drain code, $1.00. Standard electric railway compressors without water-jacket for use in connection with direct current and wound for 600 volts, have also found a great variety of uses where the operation is not continuous for over 20 minutes or 50% of the time. Fig. 6. Fig. 6. Direct Current IVIotor Driven Air Compressor. TABLE 2 Cyl. Diam. Displacement, and stroke, cu. ft. per Shipping inches min. 100 lbs. air Price weight 5 x3 141^ $275 750 lbs. 51/^x4% 25 325 1,100 lbs. 7 x5 38 425 1,400 lbs. 7%x5 50 475 1,600 lbs. Compressors df this type with direct current motors wound for other voltages, and with single, 2 phase, and 3 pha^se alternating current motors of various voltages and cycles are manufactured, but the prices vary too greatly to be tabulated. Cost of Installation. In Gillette's "Rock Excavation" the cost of installing a compressor plant is given as follows: Band, Class C. 24x20-in. compressor, orisrinal cost, $4,000.00. 150 H. P. locomotive boiler which cost $1,000.00 (2nd hand). Plant could furnish 1.300 cu. ft. free air per minute at 80 pounds pressure, or enough to run 10 or 12 drills. Cost of installing boiler: 22 days, laborers, at $1.50 $ 33.00 23 days, engineers, at $3.00 69.00 13 days, mechanics, at $4.00 52.00 13 days, mechanics, at $2.00 26.00 1 day, bricklayer, at $4.00 4.00 Total $184.00 14 HANDBOOK OF CONSTRUCTION PLANT Cost of installing compressor: 120 days, laborers, at $1.50 $180.00 4 days, engineers, at $3.00 12.00 22 days, mechanics, at $4.00 88.00 80 days, mechanics' help, at $2.00 160.00 50 days, carpenters, at $3.00 150.00 3 davs, bricklayers, at $4.00 12.00 6 davs, teams, at $4.00 24.00 8 days, foreman, at $3.00 24.00 Total $650.00 Cost of materials: 15 M B. M, lumber for housing compressor, at $25 $375.00 1,400 sq. ft. tar paper (1 layer) 21.00 32 cu. yds. concrete, at $4.00 128.00 5 M brick, at $7.00 , 35.00 6 bbls. cement, at $2.00 12.00 Sand 1.00 Total $572.00 Cost of larg'e compressor plant. The following is the estimated cost of a compressed air plant In a western mine designed to furnish air for 20 drills of 3i/4-in. size. 4 high pressure boilers (66 in. x 16 ft.) $ 6,000.00 Housing and installing boilers 2,000.00 Duplex compound air compressor 16,000.00 Housing and installing compressor 2,000.00 Pipe, 1,000 ft. 6-in. and 1,500 ft. 1-in 1,200.00 Machine shop and tools ; 800.00 Total $28,000.00 Estimating" Costs. Mr, Gillette says it is usually safe to esti- mate on a basis of $1,000 per drill for the cost of a large and efficient compressor plant, and temporary housing and pipe line, Fig. 7. Power Driven Single Stage Straight Line Air Compressor. to which must be added the cost of the drill itself. If a more permanent building is provided, the corresponding cost of the compressor plant may be $1,500 per drill. The prices of air compressors vary with the type, size, equip- ment and other conditions under which they are to be used. AIR COMPRESSORS 15 Prices are herein given per cubic foot of displaced air for the commonly used sizes of compressors. Only a few of each type are tabulated as it is impossible to include all that are manufactured. TABLE 3 POWER DRIVEN, STRAIGHT LINE, SINGLE STAGE, HORI- ZONTAL AIR COMPRESSORS <; m Size of air Air Pressure Brake H. P. 0) > 3 Cylinder (Lbs .) at Belt Pulley. O _^ h^l 15 19 19 19 19 19 4.5 5.5 5.5 5.5 5.5 5.5 _bO 'S K 4.5 5.5 5.5 5.5 5.5 5.5 The prices of the above type range from $3.20 per cu displaced air in the 18x18x18 size to $2.50 per cu. ft. 24 x 24 X 24 size. TABLE 5 STEAM DRIVEN, TANDEM, TWO-STAGE, HORIZONTAL COMPRESSORS Steam Pressure 80-150 Lbs. % 17,500 24.500 25,500 26,500 27,000 27,500 ft. of in the Size of Cylinders .SS-2 I. H. P. in Dimensions "^ ji 3 Steam Cyl- /^ ^fa fl inders, Sea ^H e u u M u Level.Pres- sure 3 t l A to £ ■♦J A W) .11 5 •♦J 5 h4 ^ 5 tH OS rH 41 % W ^ 14 16 10 14 690 120 130 18 4 6 19,500 18 20 13 18 1,115 185 205 21 4.5 7 28,000 22 24 15 24 1,645 270 300 26 5.5 8 43,000 24 27 16 27 2,180 355 395 29 6 8.5 52,000 The prices of the above type range from $2.90 for the 14 x 16 x 10 X 14 to $2.00 for the 24 x 27 x 16 x 27 per cu. ft. of displaced air. This type is largely used as a compressor of intermediate economy between the straight line and cross compound types. TABLE 6 POWER DRIVEN, DUPLEX, CROSS-COMPOUND, HORIZON- TAL COMPRESSORS Size (Ins.) Displacement, Cu. Ft. Free Air Per Minute Price per Cu. Ft. Air Displaced Weight (Lbs.) lOx 6x10 14x 9x12 19x12x16 25x15x20 205 445 890 1,700 $4.30 2.60 2.00 2.00 7,300 12,500 25.000 60,000 Further sizes of duplex single stage air compressors are not given as they are used only under special conditions where low AIR COMPRESSORS 17 pressure air is required, such as caisson sinking, air lifts, etc. where each installation requires special cylinder sizes. Fig. 8. Duplex Belt Driven Compressor. TABLE 7 STEAM DRIVEN, DUPLEX, TWO-STAGE, HORIZONTAL COMPRESSORS Steam I Pressure 80- 150 Lbs. I.H.P. Size of Cylinders P^ 2 Diameters ^^^ s ^ /a^ ^4 1 < m .2 01 g <7 o u o f bo % ^^ Ph-5 2 ^^. J a 'S S .4-- ffi^ ■t-j m qB< O 00 s£ p ^ 7 10 6 10 205 32 35 9x5 8,900 9 14 9 12 445 70 80 10.5x6 13,000 12 19 12 16 890 140 160 13.5x9 25,500 16 25 15 20 1,700 270 300 17x11.5 55,000 18 28 17 24 2,380 375 420 19x12.5 68,000 Fig. 9. Ingersoil-Rand Straight Line Steam Driven Two- Stage Air Compressor. 18 HANDBOOK OF CONSTRUCTION PLANT The prices of compressors of the above type with simple steam cylinders vary from $5.50 per cu. ft. of displaced air for the 7x10x6x10 size to $3.00 for the larger sizes. These com- pressors are usually sold with cross compound steam cylinders, which cost approximately 35 cents per cu. ft. extra. Fig. 10. Ingersoll-Rand Duplex Corliss Steam Driven Air Compressor. TABLE 8 CORLISS ENGINE DRIVEN COMPRESSORS, SIMPLE STEAM, TWO-STAGE, AIR CYLINDERS Steam Pressure 90-120 Lbs. Size of - Cylinders Diam ^ss eters -g^ I.H.F .in Steam ^^ -^.s Cylinder at /-v 03 m '"^ Pressures s Dimensions Ft. ^^ %. Jh o"^ P. , CO 02 ^ +-> W M -S o 03 m -o .fi •i^ 43 bo 43 fl < < X P. 3-^ 3 o OS (J ^ 60 _bc o U2 5 o 2 'S 16 27 16 24 2.000 305 320 342 31 14 10 75,000 18 30 18 27 2,590 390 410 . 440 34 14 10 92,500 20 33 20 30 3,340 505 53 560 37 35 11 125,000 22 37 22 36 4,200 625 665 705 42 15 12 158,000 The prices of these machines with simple steam cylinders range from $3.75 to $2.90 per cu. ft. of air displaced. They are usually sold with cross compound steam cylinders, which adds about 35 cents per cu. ft, extra to the price. The foregoing list of compressors gives a complete line of the commonly used compressors starting from the small capacities of the less efficient designs through the various stages of de* 4-«(0 19 20 HANDBOOK OF CONSTRUCTION PLANT velopment to the larger and more efficient units of the highest type. COST OF COMFBESSOB INSTAI.I.ATION An air compressor, electric generating, and pumping outfit was installed for the Water Board of the City of New York at Corn- wall Landing on the Hudson River, about 2,000 ft. south of the West Shore Railway Station. This plant was used to supply air for drills, pumps, and general shaft and tunnel work, in driving the siphon under the Hudson at Storm King Mountain. Compressor equipment installed. Two (2) ^l^xy^fx 16 Class "HH-3" cross compound steam driven air compressors, having a piston displacement each of 1392 cu. ft. designed to operate con- densing; air pressure 100 to 110 lbs.; steam pressure 150 lbs. One (1) 48" improved type of vertical aftercooler. One (1) 54" dia. by 12' vertical air receiver. Boiler equipment and pumps, etc. Three (3) 130 H. P. Sterling boilers. ' Two (2) 6x4x6 outside packed boiler feed pumps built by the Buffalo Steam Pump Co. Two (2) 6 X 5% X 6 piston type tank pumps built by the Buffalo Steam Pump Co. One (1) 10 X 18 X 10 independent jet type condenser built by the Buffalo Steam Pump Co. One (1) 400 H. P. enclosed Berriman type feed water heater built by the P. L. Patterson Co. One (1) 20 K. W. Kerr steam turbine generating set built by the Atwood Reardick Co. One (1) station panel complete with necessary switches, etc. One (1) feed water tank. 2,500^ ft. of 6-in. black wrought iron pipe. 2,500 ft. of 11/^ -in. 2 conductor cable. The above equipment was installed on rented property on the Hudson River and immediately adjacent to the right of way of the West Shore Railroad. Cost including this equipment plus the cost of the railroad siding, actual building and foundations, piping in power house, boiler setting, together with all labor and other charges for putting this equipment Into operation, laying the air pipe from the plant to the shaft, some 2,400 ft. distant, and electrical connections between shaft and power house, and adequate well to obtain boiler feed water and making proper connections to the Hudson River with strainer, etc. for condensing and circulating purposes, approximately $35,000.00, which includes the following costs: Compressors, aftercooler and receiver, approximately $13,500. Balance of equipment, con- sisting of boilers, pumps, generator set, water tank, pipe and electric conductor, etc., about $10,000. Railroad siding, building and foundations, piping in power house, "boiler settings, well, erecting staqks, labor, superintendence, charges for placing plant in operation, rental, lease for railroad siding, and incidentals, $11,500.00. AIR COMPRESSORS 21 Portable compressors. The Consolidated Gas Co. of New York uses lead wool for its gas mains and caulks it with a chipping hammer having a 3-in. stroke. This is operated by air supplied from a portable compressor outfit of light weight, having a self- contained water cooling system and a simple gasoline engine. The capacity is about 50-75 cubic feet of air, which is sufficient for 7 or 8 hammers. Table 9 (from an article by Colin C. Simpson, Jr., written for the American Gas Institute, 1910) shows the cost, air capacity, etc. of the various types of outfits in- vestigated. Hand work, the method formerly employed, required Fig. 12. for each joint 2% hours in yarning and 7 hours in caulking with lead wool; two men completed one joint in a 10-hour day. About 160 lb. of lead wool were used. With the compressed air outfit it is stated two men can yarn and caulk two joints in a 10-hour day. The men stand on either side of the main and the caulking iron is alternated between them. The pressure of the caulking iron is said to be uniform and to insure a perfect joint, using the same amount of lead wool pressed into a smaller space. The gas engine consumes about 1 gal. of gasoline per hour and the pressure maintained averages 600 lbs. O g 0) o m .5 a» I O M o >, OW H vi 0) P ^ ^ o W p^ Pi <1> K > fc *■§ fe ^. .Pi do si «^ M H bo o oo Be '3 •* rtt ^s ^" ^" ^"^ 1 1 ^. 0) CJt- mil rH.S o . p. g)-^ ft (1) ft-" »s »g o 1*3 O ri^ O g o . 2^ ot; 3 o£ 3 3 a 3 n ■3 a •r « •r* 'y •J^ a o a o ctf ± as u^.ii ^^.^ «o u->-> t<*-' CD O 0) O "S "^s •S2 rt K d, c^j m o.-H ir.o ^o ux: 4 w tank tary pum] 4 w tank tary pum] Wa S ^ rt^ ^ n 0) • 1 *^ * ;-( , Cr-c-^ C oc-i^ «0 bfl.r. 00 o> i>ffl o o t,® o o o o mO o o t— 00 >■=: o> o t> t^ Ot- 00 os' 00 001 , JO ejnssgad: ^V ' •:^^ -no^:; ^U;no JO 931BH Ad 5o c^ 3 3 n, 03 ti C o* ■5 s s < ^■^6 g^^ IS.2 •3^ u ^Wi3 |z« M ^ AIR COMPRESSORS 23 Gloucester, Mass., has large areas covered with glacial boul- ders, which add greatly to the cost of any sort of excavation and here steam tripod drills, operated by portable boilers, were used to blast these boulders until March, 1910, when a single stage air compressor, driven by a 15 H. P. gasoline engine, the whole mounted on a steel truck, was purchased by the city. An air cylinder of 8 x 10 inches gave 96 cubic feet of free air per minute Fig. 13. Sullivan "WK-3" Air Compressor Outfit and Sullivan "DB-15" Hammer Drills. at 165 revolutions with 80 to 100 lbs. air pressure. A hoisting attachment was mounted on the rear of the truck for pulling rock fragments from trenches, etc. Besides this, the machine was provided with a gasoline tank, cooling tanks, and an air receiver. The outfit weighed 8,000 lbs. Hammer drills were used, and holes 5 ft. deep were frequently drilled in 30 minutes. The price of a similar machine complete is $1,350.00. An outfit like this with 3 hammer drills has been used at Yonkers, on similar work. Each drill averaged 50 ft. per day and the cost of operation was as follows: 3 drill operators at $3.50 per day $10.50 Compressor attendant 3.50 Gasoline, 15 gallons at 20c 3.00 Interest, renewals, wear and tear 6.00 Total cost $23.00 This gives a cost of 14*^ cts. per ft. of hole. The work was formerly done by hand at 30 cts. per ft.; each man received $1.50 per day and averaged 5 ft. of hole. ^^fj^s •c a < •< >< ^' ji. , , o Oi v'«-*IN"^'?»"? *& i^to^ *<^ >i a s TS§§ V > I 1 1 1 » *|nW» (VI (VI cvi ro ■s<7/S6 2 1 ? -3 ;:: Z iD ■SQ/S8 J SU -5 « X O U. ms X -3 '"' I iD u. bJ W9L ^ "- X iD u.- uJ Q ■iQIOL tl X o u- lU Q O ■sqisg X vD u. Uj O O CQ ■«JI09 J) U. Ul Q o (O < 4 i 1 1 «5 c 1 1 1 24 AIR COMPRESSORS 25 Directions; 1. If the drills are not of the 3-in. size, find out the number of 3-in. drills which equals the drills proposed for use. The diagram of "Relative Capacity of Rock Drills" is for this purpose. 2. Observe the height above sea level. 3. Determine the air pressure that you would carry on the drill. 4. The size of the compressor in free air capacity at the given altitude will be found in the diagram. In the table of altitudes opposite each height and under the line of pressure is found a letter, as for 8,000 ft. under 76 lbs. we find H. On the diagram we find horizontal lines A, B, H, M, etc. We also find diagonal lines leaning to the right marked with numbers of 3-in. drills; also diagonal lines leaning to the left marked "cu. ft. free air per minute." The meeting point of the rock drill line with the lettered altitude line will indicate the free air capacity needed in compressors. For example, 10 drills, at 8,000 ft. and 76 lbs. We find the 10 drill line meets the line marked H just below the cu. ft. capacity line marked 1,300; thus indicating the capacity needed in the compressor. In the same way 88 lbs. at 6,000 ft. altitude take the letter I, and for six drills the drill line meets I just below the air capacity line 900, or 20 X 20 compressor. As it is a very common practice to use air in drills and light machines at full stroke, I append a table of efficiency of com- pressors when the air is so used at 60 lbs. per sq. in. gauge pressure, and at various heights above sea level. TABLE 10 Height in Feet Above Efficiency of Com- Sea Level Barometer, Inches pressor, Per Cent 30 100.0 500 29.42 98.4 1,000 28.85 96.9 1,500 28.34 95.5 2,000 27.78 94.0 3,000 26.74 91.1 4,000 25.70 88.1 5,000 24.73 85.9 6,000 23.83 82.8 7,000 22.93 80.2 8,000 22.04 77.5 9,000 21.22 75.1 10.000 20.43 72.7 12,000 18.92 68.0 lA S • TaAAr^rT=><:!Tr^TT "* 00 00 1>- Irt Ifl T)< SO O 00 rH .2 ^^ "^ o ^ ^ >— o Sa,r^ » S '"' c3 S ^ O , . <0 T*HU5Cqt~* 00 -rfi -^ -;t< O t- O CD in O +J o ^ j, « W Q h O ^ (Nooincoooooq^u^oinin S^"-2.a Qg "^^ Q eok2t.oo,co« i ^ 'Srt ° 1^ n O M *;J ^^:^t O B d 'e O NMusc-asrHCOcecvjcoc^ ei^'^"^a M E ^^ .-ir-irHi-i ^ ^.nr™ 0O00U.000000 ^S:!|> gfH^O^----^ aapuTX^O oe^rjtcoooo'MTt.oooo 0'^ S M "^ ^ ^Sc^SSo UIBa^g JO -UIBia i-iTH^,HrH(MC 05 os o m eo ^ t- cs o m C-^ceS W -UIOO JO -UIBta ,Hr^r^-^^r^<^q(^, 0^^'^ « g fD 8^oa;s JO q^SuaT SS^SSSS;^^^^^ 26 9SnBo ss K o ^ t- CO -«*< U5 «5 C-' 00 aJ O T-H C^ 00 U5 t- An ' o r» H o •yrj «o t- (M CO "5f ua cc t- 00 c^ OS ^ Q ^j^ t-TH «oo«co'>* oocqcoo t~m Sh '^ CO-^-rf'lrtLftliDCCSOC^C-^Oo'oOaJ 3 <] lO «^ t- ■>* Oi •># OS •<*< Oi T*< CO CO ^ qJ ^ t^OUS OOCOOO CO t^OTt^Ot- Om cq T-HC^e ^"ohn '=''5^3 nf=5 ri.HTHlHTHrHTHrHrHl-H-(TH,-( ^ '^'I^C O $ dJ ro OT « ri-r^ oot-meoc^oot-co-^c^ioo »^,i2 ^ ^ W la Ift t- 1-1 -^ 00 tH -* «5 OS C^ in O lO O rj ^ -u^-C "^02 1-1 tH C5 oi O O O r-I t-4 i-H i-H c^ c4 CO CO -, w 5 (.J f3 3 .H j^y J ^^^^^^^^^^^ o^g^^c^ c-lQ v3 -^t-T-icoooe^cDi-iutiosoo .5?^ji^:3cf* 53 ^ «^ W THC0Oas^_^t^CSW_^CDrH«, ^P. g.„« Or. ^ '"' m 00 00 00 00 05 05 C5 05 O O O rH ,-1 oj (P OO g -O t, -'-' .O^^MI>.rH O ^^ j„ ft , ^h O 0 ; 0^ c3 EC CO --^ -is -C , 03 ■" ftO Is q; W ft '§'5 ft in w p 4J 13 (1) ho Oi ^ w ra XP. c;''^ "^0 0) fcfl J3 ^^i OJ-^ 95 § ^ ^H. .,. uj osioiOiHi-Joicjoooo ,2ti'Cs-^fl ^<; 5 o> u5«>aiTHT*<«ooco5iHcoino5eo d'^ ^<0 O U q ^ If^ ^ «5 «£i«5t-"t^I>.'t-^l>-" 060006 00' CTJ '-'^So'*^^ ■■1-5 ^7 00C.'t>^t>^i>-'t-^i>^o6o6 ^HCo<];^g r,>^ ^ooo-^iowoo-rt^eococ^i O u ^m -^••^^ Mm ^ ■<* us t^ Oi T-l CO '^ >» 00 05 T-H TjH t>. rQ f^ QJ +j "^ rrt _ O Tt< ■«*< 00 1~ oq CO u5a5-<*t-co 5m '-'H^c O Q jg 00 05 rH Cq -* liO C- Oi O 1-1 CO lO 00 <-> ^ ^^ t^ ^3 E-ift* ■^'Tj (MOJi-Ht^ -^t-Oir-ICq^S 0 03-'-' HO -^ a> '2'^ i2 >"5 MCj ■<#-eCi5O — ftCrr, Cdt^i'^^ ^J*^ ^ M.oooiOiHc^coTtHcr>oo 2'-'''^''^ CL) '■' co' CO CO 00 CO CO ■"^'■'i^-*'^ '#'-*'-* l, q (p.^ Poo qj Eh2 oooit-oo«CTf J^'^rtooSo So «• •^'^°^"=^"^'-^'=^.^^'=^"^'^°° ^bX)CM o '^c^-Qrt ^Qj -iti»i-r3 <1 -Bas SAoqv 8pn;4iv '^•S'^^^— ^— °— ^— ^" "S .S o ^ o K^ -lY ir-r.TiT ,-l-OOOiOS'5 ^ ®5 g w m -si pq c < o-^ H i ■4-> ^ M lil tf M CM P,rt g H III < p^ W g H u s !^ ^^ !=! <5 i^ H tew o o « E^ M a 1 cS&o w «!--^.§^ H ObcoftttJ 3 £-SSc < W 01 O^ 1=1 J <3J p H •S7i5p.2 o ^'"w.S^ fi C (V C4 [H -, ^"^ ^ P^ ■^ 05 S w fe WrQ H w ^ P. •we *- cS d e.«.^ P..51 g c3 I-, P.g c3 -Si goo 3^_: p 0) " be ^1- pi Ui o t> o (N 00 CO lO CO ■<* CO ■* 05 00 or, Tti CO iCi 00 M lO •^ CO CO (M CO ^ CO Oi CC c CO 00 CO t}< CO CC O CO 00 on ^ 00 8 ■* - CO 00 o Oi o (N rH t^ c 00 CO Tt '^ lO CO lO OC OC 00 w: (N rJH (N OC (M 00 (N c (N CO ■* CO CC IN * CO cr (M iC fN iH M 0- IC Tf CN ,— CO CO OS OC rH CC ■* >- 00 OC 05 c: r-^ l« (N c CO ^ rH IC • CO T-^ O CO CS 00 Tj< OS 1> c • c^ r-l C< t;j O" U5 i-H a Tf cr. CQ Tt <£ ■* r- CO C<1 00 OS o If c «C (N Ifl c^ CC u? ic O (N t^ lO Cv CC r-l O O r- CC .-1 CO rH OC <>■ r OS OC t- (S o IT c r o c « O cr. c ■<* »r Cs lO o IT Tf (^ CO o N C (> o C^ ir lO 1> IM S'B (h c- cd g .gS^o •;:3';3 S o'im-o rQ >, O 0) -^^ •^ J- t. a» ^ 'H ft &'39'°o*^*ft gS^^'ift ^^^ftg'lo O 53 tj 30 4) 5^ ^ P p. -^-^ SoJgti'O OJ Oj > rt fl O *-i «w w <1J « c.2'0 O fi^ ^1 01 +J (P -^ •;:; o) ctf w C 2 fl Cf fl --■•^ ft 3 28 ASBESTOS Asbestos buildiufif felt and sheathingr in less than ton lots costs 31/^c per pound for the light material weighing from 6 to 30 pounds per 100 sq. ft., 4c per pound is charged for the heavy- asbestos weighing from 45 to 56 pounds per 100 sq. ft. Mill board is made in standard sheets, 40x40 ins., and 41x40 ins. It varies in thicltness from 1-32 to Yz in. and in weight from 2 to 27 lbs. per sheet. The net price in 100-pound lots is 5c per pound. Transite, asbestos wood, used for fireprooflng, ventilators and smoke jackets, comes in standard sheets, 36x48 ins. and 42x96 ins. The prices f. o. b. factory are as follows: Price Thickness. Weight. per sq. ft. Vs inch 1 lb. $0.08 t\ " m " .12 y* " 2 " .16 /^ " 21/2 " .20 % " 3 " .28 •h " 31/3 " .28 %. " 4 " .32 i\ " 41/2 " .36 % " t 5 " .40 % " 6 " .44 % " 7 " .48 1 " 8 " .52 114 " 10 " .56 11/^ " 12 " .64 1% " 16 " .72 2 " 16 " .80 Asbestos cements are used for covering boilers, domes, fittings, etc., and all irregular surfaces, and may be used over asbestos air cell boiler blocks, when it makes an excellent covering. When mixed with water to a consistency of mOrtar and applied with a trowel, it forms a light porous coating which is the most efficient non-conductor. The cost of this cement is $33.00 per ton. 29 30 HANDBOOK OF CONSTRUCTION PLANT ASPHALT PLANTS ASFHAI.T MIXINa Fl^ANTS A semi-porta'ble asphalt mixing- plant (Fig. 15) designed to meet the requirements of paving contractors and municipal street repair work consists of a double drum dryer with cold material elevator. The dried materials are delivered into a hopper and thereby conveyed to the hot material elevator, from which they are discharged directly into the revolving screen which is located above the hot material bin. This bin is sup- ported in a tower and from it the hot materials are delivered to a measuring box in which the materials may be either measured or weighed. The melting tanlis (of one thousand gal- lons capacity each) are arranged in a battery of six and are pro- Fig. 15. Iroquois Semi-Portable Asphalt Mixing Plant for Mu- nicipal Repair Plant or General Contractors' Use. vided with suitable covers, and from them the asphalt is con-= veyed to the bucket by the dipping process. This bucket is arranged with trolley track and each batch of asphalt can be weighed. The mixer is provided with two sets of shafts which may be easily interchanged for mixing either binder or topping. The power plant consists of a locomotive type boiler with a 50 h. p. engine mounted thereon. The engine and boiler are mounted on skids and there are no heavy foundations necessary, thereby making the plant easy to ^^^^^^^^^ ASPHALT PLANTS 31 remove. The plant has 1,000 square yards per day capacity; total weight, 63 tons; price, f. o. b. Buffalo, N. Y., $10,500. An asphalt mixer was used in Lincoln Park, Chicago, during 1910 to construct an asphalt surfaced driveway. The road was 40 ft. wide x 4,631 ft. long, and had 2 inches of asphalt on an 8 in. base of crushed stone. The total amount of asphalt was 22,318 sq. yds. The material was mixed in an asphalt mixer in the following proportions: Lbs. 1 part torpedo sand 168 1 part bank sand 165 3 parts i/^-in. stone 504 Asphalt 81 Total 7 cu. ft. or 1 box 921 The total costs were as follows: Labor on stone, per sq. yd $0,498 Labor on asphalt, per sq. yd 352 Stone for base, per sq. yd 394 Asphalt material .394 Total per square yard , $1,638 Labor cost of curb, per lin. ft 64 Material cost of curb, per lin. ft 21 Total cost of curb $0.85 These costs include all repairs to the plant, but no depreciation. The cost of the plant was as follows: Link Belt Co., asphalt mixer $ 5,590 Gasoline tractor 1,200 6-ton roller 1,800 15-ton roller 1,500 Asphalt tanks and tools 1,000 Total value of plant $11,090 ASFHAI^T REPAIR FI.ANTS The municipal asphalt repair plant of Indianapolis, Ind., is described in Engineering and Contracting, "Vol. XXXI, No. 4. The plant has a capacity of 1,200 square yards of 2 in. asphalt per day, and cost $15,525. The total cost, including one 5-ton steam roller, four dump wagons, five wagons, office building, roller, stone dust and tool sheds, all tools necessary, and the preparation of the yard was $20,557.68. From June 16 to December 31, 1908, 101,743 square yards of surface mixture were turned out at a total cost of about 64 cents per square yard. One day was lost on accdlint of rain, four days waiting for material and seven hours for repairs to plant. The cost of material used was, for California asphalt $23 per ton, for Trinidad asphalt $29 per ton, for limestone dust $3 per ton, for residuum oil (average) 5 cents per gallon, and for sand 90 cents per cubic yard. 32 HANDBOOK OF CONSTRUCTION PLANT The municipal asphalt repair plant of New Orleans, La., was erected on a lot 175 ft. x 260 ft., and covers about 1,500 square feet of ground. The cost of plant was as follows: Demolition of old garbage plant buildings $ 475.00 Asphalt plant — Warren Bros. Asphalt Paving Co.'s con- tract, $16,862.50; city alterations and additions, $2,736.50 19,599.00 Yard fences and gates 859.00 Switch tracks 1,189.00 Yard pavements and drains 6,721.00 Tower tank and filter 1,330.00 Water pipes and outlets 1,015.00 Waterhouse and platform 1,471.00 Asphalt shed 289.00 Blacksmith shop and equipment 222.00 Stable, rolling pen and wagon shed 5,311.00 Stone crusher and storage bin 1,966.00 Yard material bins 332.00 Office and store room building 5,509.00 Landing bins and roads 1,432.00 Lighting 352.00 General cleaning of premises 298.00 Total $48,370.00 In addition to 134 tools of various kinds included in the con- tract price, the plant is furnished with the following: 1 roller- mounted platform scales; 1 4-wheel hand truck; 12 wheelbarrows, 18 shovels; 10 axes; 6 picks; 8 crowbars; 8 sledge hammers; and a number of small tools. The shed tools consist of the following: 2 tool boxes; 18 street barriers; 1 8-ton steam roller; 1 3i/^-ton steam roller; 1 1,000-lb. hand roller; 1 fire wagon; 1 mixing kettle; 18 asphalt irons; 66 asphalt axes; 107 picks; 18 mattocks; 142 shovels; 24 wheelbarrows; 6 axes; 200 ft. of hose; 6 sledge hammers; 8 chisels; 10 iron bars; and other small tools. The testing laboratory is equipped with cement testing apparatus, oil testers, brick testers, etc. In addition, 17 mules, 3 horses, 8 sets harness, halters, blan- kets, etc., for the stable, and 10 wagons, 8 carts, 2 farm wagons, 1 float dray and 1 buggy were purchased. This equipment cost as follows: Live stock, harness and stable equipment $ 6,197.00 Rolling stock and equipment 3,180.00 Plant tools 837.00 Street tools 5,492.00 Office furniture 447.00 Laboratory equipment 1,490.00 Total $17,643.00 Additional equipment was as follows: 1 7-ton steam road roller $1,113.00 1 steel road grading machine 150.00 1 700-gallon capacity road sprinkler 396.00 Rolling stock 1,027.00 Railroad plows with extra points 39.00 Wheel scrapers 140.00 Harness ..: 139.00 Live stock 1,700.00 Total $4,704.00 ASPHALT PLANTS 33 From September 1, 1906, to August 31, 1907, supplies cost as follows: Av. Unit Cost Total Asphalt, 465.99 tons 18.50 $8,561 Fluxing oil, 125,527 lbs 0075 940 Naphtha, 6,753 gals 15 1,019 Lake shore sand, 2,580 cu. yds 99 2,566 River sand, 1,779 cu. yds 1.64 2,920 Tchefuncta River sand, 250 cu. j^ds 1.60 400 Mineral dust, 321 tons 5.50 1,764 River gravel, 564 cu. yds 2.27 1,272 Cement, 1,936 bbls 2.04 3,944 Coal, 389 tons 2.84 1,105 Clay gravel, 3,178 cu. yds 1.50 4,786 New small granite blocks, 3,240 07 227 Old small granite blocks, 4,600 04 184 New building brick, 9,000 98 Old building brick, 8,500 25 Pine wood, 49 % cords 5.68 283 Oak wood, 41i^ cords 6.74 280 Lake shells, 3,618 cu. yds 1.46 5,304 Brickbats, 696 cu. yds 1.48 1,032 Cast iron, 32,924 lbs 1,289 Drain pipes and Ys, 3,026 lin. ft 979 Laboratory supplies 24 Office supplies, stamps, etc 436 Engineers' supplies 606 Oats, 122,172 lbs 015 1,820 Bran, 6,600 lbs .01 66 Hay, 39 3^ tons 24.72 983 Stable supplies 309 Blacksmith supplies 87 ?43,309 During the same period of time the plant turned out 88,947 cubic feet of wear surface which equals 49,415 square yards of 2-inch pavement. The largest day's run was 205 boxes of wearing surface mix- ture. One box, or 9 cubic feet, will lay 5 square yards of 2-inch pavement. 34 HANDBOOK OF CONSTRUCTION PLANT AUTOMOBILES These are of two main classes, those for transporting men, and those for materials and supplies. Passenger Cars. For use of a superintendent, the passenger automobile, enabling him to go from place to place with speed and convenience, is practically indispensable. Their first cost is known to almost everyone who reads the papers, but the cost of operation, which is the important feature, seems to be a mys- tery to owners until a few months after they have had their cars in commission. The medium priced car, say from $1,200 to $1,800 for a five-passenger touring car equipped, is worth at the end of its first year a little less than two-thirds of its first cost if in proper repair, newly painted and usually with two new tires. After the first year the rate of depreciation is a little less, say, 25 per cent of the original cost when new. It is reasonably safe to figure about as follows for a standard American car: Depreciation per year 25 %-40 % Interest 6 % Repairs and painting 10%-20% Storage (garage) (if in cities) 15%-30% (Less in country) Gasoline and oil, 10,000 miles 5%-15% These figures are intended to represent average conditions, and may easily be exceeded by careless handling or rough usage, and, on the other hand, may be too high for certain condi- tions. The very high priced cars will not depreciate as fast as 25 per cent, while the very low ones may depreciate faster than 40 per cent. If given less than average use the repair bill will be low, and the gasoline and oil costs will be reduced in propor- tion. If not used at all, but stored at a minimum rate of 5 per cent, the above costs will foot up to 36 per cent of the cost of the car new, while with very moderate usage 50 per cent would seem none too high. The proper unit for gasoline cost is that of the car mile, but here it has been assumed to be on the basis of gasoline at 15 cents per gallon and twelve car miles per gallon of gasoline. I have allowed % cent per mile for oil, miaking 1.5 cents per mile in all, or $150 for 10,000 miles, which would be 10 per cent of the first cost of a $1,500 car. The other figures are properly in terms of percentage of first cost per year, and the fuel costs have been assumed as above to get them into the same units for comparison. The last item is relatively unim- portant, and becomes insignificant if the car is not much used. If the average $1,500 car is used 200 days in the year, aver- aging fifty miles per day, its daily cost on the above basis will be $6.45, which, allowing for chauffeur and overhead expenses, checks with the ordinary rental charges. The automobile manu facturing industry at present (1912) is growing faster than th« 4 AUTOMOBILES 35 demand for cars, with a rapidly decreasing price for standard cars, at the same time that competition is keeping up the quality of the marketable cars. There will be, therefore, a smaller demand and lower prices for second-hand cars; henc^ the figures for depreciation will in the future tend to increase. The price of gasoline is not likely to be lowered, but is gradually advanc- ing, and repair and storage rates tend to increase with the lapse of tirfie. Consequently, the total percentage for annual mainte- nance cost, in termis of the selling price, is likely to grow from year to year the country over, the selling prices tending to steadily decline until they reach a standard cost of production plus standard overhead charges and reasonable profits. At the present writing, 1914, they are still at a considerable distance from this standard point. MaTiy figures of "sworn statements" as to repair costs have been published in the interests of the manufacturers of cars. These may be useful as advertising matter, but they are hardly a safe guide when financing a purchase. Freight Cars, Trucks. The value of an automobile truck for handling materials and supplies depends on a good many factors that are often not familiar to a contractor, especially when he has no data except those furnished him (for nothing) by the willing salesman. The motor truck has certain marked charac- teristics that place it in a distinct class by itself. When com- paring it with two-horse wagons these peculiarities must be considered to avoid an erroneous conclusion. The common unit of possible comparison is the ton of "live load" transported. The cost of loading and unloading may be assumed to be the same with motors as with horses. The essential factors are, therefore, as follows: W=net live load in tons, average, M=dead load of vehicle in tons, S^speed loaded in feet per minute, KS=speed empty in feet per minute, D=distance of haul in feet, one way, L=lost time in one average round trip, waiting to load and unload, breakdowns, etc., in minutes, F=fixed charges per working day, such as I=interest and insurance, D=depreciation. S^^storage, O=operating expenses per working day, such as f=fuel, waste, oil, etc. L=chauffeur and other labor, R=repairs, m=number of minutes in the working day, R=transportation cost per ton. n=number of round trips per working day of m minutes. Then we have the following formulae: (1) — =time in minutes for a loaded trip. S — =time in minutes for an empty trip, KS 36 HANDBOOK OF CONSTRUGTION PLANT (2) L.+—-= actual non-productive time per round trip, (3) L4-— -+D/S=total average time for one round trip -+? (^+^) (4) —- -r-^total number of round trips per day. This in L-L— (i+i) the majority of cases must be either an in- ^S \ K/ teg-ral number or an integral plus 1/3, since the truck must usually tie up for the night at one end of the trip. :-^ — -Y-=Average load transported per day, in tons. (6) (o+F)rL + i^(i + :|)] _ „., i=R=cost of transportation per ton for n^W distance D W — - =weight of load divided by weight of vehicle, and (7) "W A/r_LW7^ =?live load divided by total load, giving the measure iVi-i-w of carrying efficiency of the vehicle. There are eight factors composing the quantity R, and these seven formulas give us all the essential relations for determining the economic policy to be pursued for any given conditions from which the values of the eight factors can be determined. Several of these may be taken as standard, while two, namely, the practicable net load and the distance of haul, will vary with the nature of the work and the hourly conditions on the work. To make proper comparisons between an automobile truck and other means of transportation, the cost curves for each method should be plotted and the costs thus readily be estimated. Automobiles range in price from $500 for a 700-pound deliv- ery wagon to $6,000 for a 7-ton truck. Prices as given are usu- ally for the chassis alone and do not include the body, which latter may be had in a variety of forms at little above actual cost. Some types of body are very ingeniously designed and the removable body is of especial interest. This is made sepa- rate and of a size to suit the work it has to perform, and is mounted on rollers and can be removed from the chassis and rolled onto a hand truck or other support and while it is being loaded or unloaded the chassis is performing its work with another body of the same type. This is very valuable on short hauls, or where material which is difficult to handle is being carried, where the loading charge would be a large part of the total. Mr. Charles L. Gow, in a paper read before the Boston Society of Civil Engineers, cites an instance where the 5 1/^ -mile road from the railroad to the work was in such bad condition and of such steep grades that 2-horse and sometimes 4-horse wagons were unable to make more than two trips per day, carrying 3,000 pounds. A steam traction engine failed of greater success on AUTOMOBILES 37 account of the bad roads and because the steep grades going up hill caused the steam dome to be flooded and going down caused the crown sheet to be uncovered. A gasoline traction engine failed because of the presence of sandy patches in the road which destroyed the tractive force of the wheels. A 2-ton 38.5 horsepower automobile truck was introduced with great suc- cess, making six trips per day over a longer but better road. However, the use of the truck on the steep, icy roads became too dangerous and was stopped during the winter. Mr. Gow says: "It is highly probable that had two of these trucks been purchased at the beginning of the work great saving would have been effected in the cost of handling materials." Forbes & Wallace put a gasoline machine in service May 1, 1909, to deliver bundles from their department store. The result of eight months' use is as follows: Total number of bundles delivered 2,700 Expense including storage, oil, parts and labor $ 368.00 Tires and repairs 217.00 Gasoline 119.00 Registration 10.00 Wages 559.00 Total $1,273.00 Depreciation, 33 1/3% per annum. Cost of delivering bundles by automobile, 6i^c, by horse, 9 8/lOc. Four Overland delivery cars were used by the United States Mail Service at Indianapolis for eighteen months. Each car replaced three horse-driven wagons and covered sixty to seventy- five miles a day. During the winter of 1910 in New York City a motor truck carried ten cubic yards of snow, as compared with five cubic yards carried by an ordinary contractor's wagon. The return trip from the unloading point to the dock took the motor truck on an average forty minutes, while the best record trip with a two-horse truck was one hour and twenty minutes. At the rate of 36 cents per cubic yard, the motor truck earned $7.20, while the best of its horse-drawn competitors earned $1.80. A New . York contractor hauls heavy stone to the crusher and broken stone away from it. A 3-ton motor truck in one and a half days does the work that five teams took two days to accomplish. In New York City a 5-ton truck delivered 963 tons of coal in twenty-six working days with no delay from breakdowns; it aver- aged twenty-eight miles per day and thirty-seven tons per day. A 10-ton truck delivered eighty-four tons a day and covered two and a half miles on each gallon of gasoline. An industrial concern on Staten Island used one 3-ton gasoline truck, one 3-horse truck and one 2-hors6 truck over a round trip of twenty miles. The horse-drawn trucks made one trip each and the motor truck two trips per day. The 3-horse truck hauled 4% tons at a cost of $10.03, the 2-korse truck hauled three tons 38 HANDBOOK OF CONSTRUCTION PLANT at a cost of $7.31. The motor truck hauled six tons at a cost of $13.40. The Chicago Public Library has been using six 1-ton gasoline wagons to deliver books to their branches. They were installed in November, 1904, and the following statement was estimated to April, 1909. Drivers' wages $4,000.00 Machine work $ 117.01 Gasoline 939.23 Parts replaced 1,304.02 Oil and grease 450.15 Tires 968.97 Parts 35.02 Waste 52.44 Painting 199.00 Supplies 210.78 Interest at 6% 1,080.00 Washing 600.00 Storage 800.00 Insurance 90.00 Total $10,846.62 Average miles per day, 33; average cost per ton mile, 18c. This service formerly cost 20c per ton mile with horse drawn wagons. The Manz Engraving Company replaced four double teams with one 3-ton truck which made two trips daily on a round trip of more than fourteen miles. Five gallons of gasoline were used per day. In the Boston American Economy and Reliability contest, held in October, 1910, for motor trucks, the cost of gasoline and cylin- der oil per ton mile ranged from $0.0068 to $0.0892 and for the twenty-eight cars the average was $0,026, with gasoline costing 16 cents and oil costing 50 cents per gallon. Standard speeds for motor trucks were formally adopted at a convention of the National Association of Automobile Manufac- turers held in 1912. Those speeds, as reported in the Power Wagon of Chicago are as follows: TABLE 16 Load Miles Load Miles Rating per Hour Rating per Hour % ton 16 414 ton ^Vz 1 " 15 5 11/^ " 14 6 2 21/2 3 3y2 4 13 7 12 8 11 9 10 1^ 10 5 10 TYPES OP TRUCKS There are several types of motor dump trucks for use by contractors and others who handle material in bulk. These trucks are so made that the body, together with its load of from three to ten tons, can be raised at the front end and the load slid out or else raised vertically to a sufficient height to permit chutes to be used. One of these trucks has a body that is raised at the front end by a pair of chains moved by a train of gears driven from the transmission set of the truck. Another is simi- larly operated, except that the chains are wound up on the AUTOMOBILES 39 drums, which are worm driven from the primary shaft just back of the clutch. There is also a dump truck that is operated by compressed air. A valve on the dash is opened to admit compressed air to a long vertical steel cylinder behind the seat. This raises a plunger whose rod is connected to the top of the front end of the body, thus hoisting the body with the load. Releasing the air from the cylinder allows the body to settle back to normal position. The compressor is operated by the vehicle engine. A new and valuable feature of some of the dump trucks are the automatic tail boards with which they are equipped. These are hung on trunnions at the top and so connected to a system of toggle arms at the lower corners that they open automatically as the front end of the body is elevated, thus enabling the driver to dump the load without leaving his seat. Upon lower- ing the body the tail board closes and is locked into position. Besides the trucks suitable for general contractors' and build- ers' hauling, illustrated in Figs. 17 to 2 2 A, there are a variety of trucks for special purposes, such as hauling lumber, refuse removal and for department purposes. In what follows I give such data as have been collected on the cost of motor truck operation. COSTS OF MOTOR TRUCK OPERATION Costs of motor truck operation specifically for contract work are somewhat rare, but they have been obtained in two cases which follow. Operating costs as compiled by manufacturers and as given for other lines of work than contractors' hauling are, however, nearly as serviceable, and a number of examples follow. Manufacturers' Averag-es. From data made public by manu- facturers and covering often several years of operation, the following averages have been compiled: A tabulation compiled by one motor truck builder shows that the daily cost of a two-ton truck that averages '70 miles a day is $10.60; that of a three-ton machine averaging 62 miles a day, $12.20; of a 'four-ton truck averaging 55 miles a day, $13.80, and of a five-ton truck averaging 50 miles a day, $15. Another company has compiled a similar cost table covering a period of more than six years. This shows the average daily cost of running a one-ton truck to be $8.07, of a two-ton truck $10.25, a three-ton truck $11.30, five-ton truck $14.80, seven-ton truck $16.45 and of a ten-ton truck $18.50 a day. The figures given for the trucks of one to ten tons capacity include all items properly chargeable to the hauling service, both actual running expenses and overhead expenses. Drivers' wages are figured at $16 to $22 per week, gasoline at 12 cents a gallon, oil at 30 cents; garage at $225 to $300 a year; tires at $275 for a one-ton machine to $1,650 for a ten-ton truck; overhauling and general repairing at $300 to $550; depreciation at 15 per cent; interest at 5 per cent, and fire and liability insurance at $150 to $240 per annum. 4» HANDBOOK OF CONSTRUCTION PLANT One of the electric commercial vehicle companies furnishes the general average operating costs for tlie three models which it makes. Fixed charges on the delivery wagon amount to $303 a year for interest and depreciation on non-wearing parts; main- tenance for maximum service to $389 a year, and garaging, including charging current to $108. This amounts to $800 a year, or $2.66 per working day, not including drivers' wages. At $15 a week, wages would bring the total daily cost to $5.16, On the same basis the total cost of running the light truck is $5.63 .a day and that of running the h€avy truck $6.91 a day. Larger and heavier makes of electric trucks cost from $7 to $8 a day to operate. Contractors' Cost of Haiding- Blasted Rock. The following data on motor truck work hauling blasted rock are furnished by the Charles P. Boland Company, engineers and contractors of Troy, N. Y. The contract called for the excavation and removal of 23,000 cubic yards of rock. The rock was blasted and hauled in two 3-ton trucks. These were equipped with patent dumping bodies and were used continuously, day and night shifts. The excavated material was hauled in some cases a distance of one and a half miles. The records show that these trucks carried about twice the amount usually hauled in a 1^- cubic yard dump wagon and rnade the trip to the dumping ground and return in just half the time required for a team to make it. Experience proved that it was necessary to keep the trucks continuously on the move in order to work them eco- nomically, and with this idea in mind large steel bottom dump buckets were used in loading the trucks; thus no time was lost in loading, as several buckets were full at all times and the operation of reloading the trucks took only the time required to hoist the buckets over the trucks. The actual loading operation required but a few minutes. In the hauling of materials from the freight house to the build- ing site, the records show that hauling cement cost about 1% cents per bag, or 30 cents per net ton. Eighty bags were car- ried on each trip and eight trips were required to unload a car containing 640 bags. Increased efficiency was obtained by having at least six laborers to do the loading, as little time is lost if the loading force is large enough. The average record of each car of cement from the freight house to the site of operations, a distance of about 1% miles, was as follows: 6 Laborers, 6 hrs. each day, at 16c $5,76 1 Chauffeur, 6 hrs. each day, at 25c 1.50 Fuel, oil, etc 55 Percentage of maintenance charge 1*00 Total ,$8,81 Referring to their experience on this work the contractors write as follows: In the care of an automobile truck, our experience has taught us that it is economical to keep every part well lubricated at AUTOMOBILES 41 >\ff ^ . ^iidfei y/^0^-M ^ ^ '0% ^.^jamSSk 1^. ^ji^m^~ ■!;'■; i '^^^' '^^^^^^^HB3k a':;.3^ ^^BKShiiJ! H^r. 8^- ^-.^»™^.. . ,„„. .^^^^:^m^4 Fig. 17. Pierce- Arrow 5-Ton Truck with Hydraulic Hoist. Fig. 17A. Pierce-Arrow 5-Ton Trucl<, High Level Tipping Body. 42 HANDBOOK OF CONSTRUCTION PLANT Fig. 18. Packard Dump Truck. Fig. ISA. Packard 5-Ton Dump Truck, AUTOMOBILES 43 Fig. 19. White 3-Ton Trucl<. Fig. 19A. White 5-Ton Trucl<. 44 HANDBOOK OF CONSTRUCTION PLANT Fig. 20. Mack lYz-Ton Automatic Dump Truck. Fig. 20A. Saurer ©J/a-Ton Truck with Wood Hydraulic Hoist. AUTOMOBILES 45 I Fig. 21. Peerless 5-Ton Rear Dump Truck. ■ MBU^'-. ^^^^^^^^^^HH^^ 1* J| PlMJ^^^^^^^^^^^^^HttK^^I^. ^ J ^feaa I^^^^^B Fig. 21A« KisselKar S/a-Ton Truck witli Hydraulic Hoist. 46 HANDBOOK OF CONSTRUCTION PLANT Fig. 22. Garford 5-Ton Dump Truck. Fig. 22A. Knox Tractor with Trailer. 1 I AUTOMOBILES 47 all times, A cheap or an inferior grade of oil should not be used, as the carbon forming qualities of a cheap oil more than offset the saving in the price. Where more than one truck is in use at least one chauffeur should be employed who is a thoroughly practical man. This will enable one to have each truck carefully looked over each day and any disarrangement corrected before damage is done. We have had little or no trouble with these trucks. The main expense in connection with the maintenance of the trucks is the wear and tear on tires. We are now using a wire mesh tire made by the Diamond Rubber Company which seems to give us good service. The com.pany referred to sells these tires on a guaranteed mileage basis, and if renewals are necessary before the mileage is completed, a replacement is made by them and an adjustment made on the basis of the mileage obtained. Owners' Reports on Costs of Motor Truck Operation. The fol- lowing data on the cost of operating motor trucks are condensed from a paper by L. R. Button before the American Gas Institute: Electric Trucks. One company reporting five 1-ton trucks (all of one make) one and one-half years old, one %-ton truck, and one 2-ton truck, in use only a few months, furnishes the following operating costs. Total mileage of the seven cars, 39,507 miles: Cost. Total Per mile Battery man $1,100.00 $0,028 Battery maintenance 595.71 0.015 Chains and sprockets 146.58 0.004 Chassis repairs 54.09 0.001 Current 282.38 0.007 Generating plant 133.21 0.003 Tires 591.06 0.015 Wagon repairs 17.00 0.000 Wagon washing 587.83 0.015 Miscellaneous 387.01 0.010 $3,894.87 $0,098 Insurance $ 539.90 $0,014 Battery maintenance accrued 984.57 0.025 Tires depreciation accrued 199.08 0.005 Depreciation at 10 per cent 2,054.00 0.052 Interest at 8 per cent 1,739.40 0.044 Total cost $9,411.82 $0,238 The following figures are given on a 2-ton electric truck cov- ering two years' service: Total Cost cost per mile Current at 2 1^ cts. per k-w h $ 253.88 $0.0275 Labor for maintenance 486.78 0.0528 Maintenance and repairs 1,130.04 0.1225 Total expense $1,870.70 $0.2028 Miles traveled, 9,225. This truck is reported out of service for maintenance in the two years, 12 1/^ per cent of the working hours. The same com- 48 HANDBOOK OF CONSTRUCTION PLANT pany reports the following summary of expense on a 1,000- pound electric truck, covering a period of two and a half years' service — total mileage, 10,274. Total Cost cost per mile Interest on $1,668 at 6% ^$ 250.20 $0.0244 10% depreciation on the value of wagon 244.20 0.0237 Maintenance and depreciation of batteries 601.02 0.0586 Tires and repairs 210.00 0.0204 Wagon expense, repairs 145.12 0.0142 Miscellaneous charges 48.54 0.0047 Total expense $1,499.08 $0.1460 It will be noted that the owner of this vehicle suggests differ- ent depreciation values on various parts of an electric machine. He divides it as follows: First, depreciation on wagon; second, depreciation on tires; third, depreciation on batteries. These expenses are complete, because the expense is included up to the point where the truck has a new set of tires, and is in good condition except that the wagon needs painting. It also had a new battery installed during the past year. Valuable infor- mation (Table 17) on the operation of electric vehicles can be obtained by consulting the Report of the Committee on Electric Vehicles, National Electric Light Association, June, 1911. TABLE 17— COST OF OPERATING 1,500-LB. AND 3,000-LB. CAPACITY DELIVERY WAGONS. Fixed Charges and Per General Expense " month Drivers' salary $ 65.00 Supervision 5.22 Garage rent 5.18 Wheel tax 2.67 Washing, oiling, etc 13.00 Interest at 5%, taxes at 1.5%, and insurance at .5% on total cost of wagon 14.58 Depreciation: Batteries, 66% per year on $255 14.17 Tires, 100% per year on $225.60 18.80 Balance of wagon, 10% per year 15,99 Total general expense and fixed charges $154.61 Total supplies and repairs 29.44 Grand total expense... $184.05 -Average Cost- Total Per mile. Cents $ 5,687.50 456.75 453.25 233.62 1,137.50 9.0 0.7 0.7 0.4 1.8 1,275.65 2.0 ' 1,239.87 1,645.00 1,399.13 2.0 2.6 2.2 $13,528.27 2,575.44 21.4 4.0 $16,103.71 25.4 Qasoline Cars. The following is the cost of operation of three 30 horsepower cars used by superintendents and managers of a gas company. They cost, new, somewhat less than $2,000 each. AUTOMOBILES 49 TABLE 18 1st Car. 2d Car. 3d Car. 9,474 Miles. 11,600 Miles. 15,651 Miles. ^21/8 Yrs. Use^ ^IVz Yrs. Use-^ ^2i/8 Yrs. Use->, Total Cost Total Cost Total Cost cost, per mile cost per mile cost per mile Gasoline ...$109.66 $0,012 $106.75 $0.0092 $154.60 $0,010 Oil, etc 6.28 0.001 20.85 0.0001 34.27 0.002 Tires 168.17 0.017 186.49 0.0161 243.48 0.016 Repairs ... 68.63 0.007 90.62 0.0078 76.43 0.005 $352.74 $0,037 $404.71 $0.0332 $508.78 $0,033 One company reports the use by salesmen of three cars cost- ing $750 each. Being low-priced cars and covering only from 500 to 800 miles per month, the depreciation was high. The amount charged for depreciation was the actual amount, because the cars were sold at the end of the year and the loss was known. The operating expense on the first car was 4.8 cents per mile; on the second, 10 cents per mile; on the third, 10 1/^ cents per mile. If these cars were used by only one salesman it would indicate that the cost was unusually high. A well-known company in another line of business, having salesmen in various parts of the country, furnished fourteen of its men with runabout cars costing $1,000 each. The cars average four months' operation; mileage of car 3,830. Item of expense: Gasoline, oil and grease, repairs to motor, deprecia- tion, 25 per cent per annum. Total cost per mile, 14.9 cents. Gasoline Trucks, 1,000 Founds Capacity. Cost of operating five 1,000-pound trucks of a well-known make, costing $750 each, with large wheels and solid tires: Cost Mileage per mile Truck No. 1 2,000 0.0926 Truck No. 2 9,210 0.042 Truck No. 3 8,160 0.045 Truck No. 4 3,565 0.045 Truck No. 5 3,924 0.045 The cost of the above trucks include gasoline, oil and grease, tire repairs and sundries. The average is very uniform, except with car No. 1, the additional expense originating from a broken motor caused by an inexperienced driver learning to operate. The different companies operating these trucks all state that the depreciation cost is very high. In most cases the truck can only be kept in use a few months or a year and traded in for a new one. At least 50 per cent depreciation should be charged the first year. A practically similar experience was reported by a com- pany with a truck of the same capacity and low cost, built by a different concern. One Ton Trucks. Three companies report on the use of 1-ton trucks of different makes. Company No. 1 reports on two 1-ton trucks; total mileage, 18,550; cost per mile, 10 cents. This in- cludes gasoline, oil, tires and motor repairs. The opinion of the owner is that the depreciation is 33 1-3 per cent per year. Com- 50 HANDBOOK OF CONSTRUCTION PLANT pany No. 2 reports on three 1-ton trucks. The report covers gasoline, oil, tires and repairs. The owner estimates depreciation 15 per cent. Truck No. 1, 6,060 miles; cost per mile, 11 cents; truck No. 2, 6,300 miles; cost per mile, lOYz cents; truck No. 3, 8,000 miles; cost per mile 8.6 cents. Company No. 3 reports on the operation of one 1-ton truck. The expenses on 2,600 miles are as follows: Total Cost cost per mile Gasoline, at 11 cts. per gal $ 34.05 $0,013 Oil, at 50 cts. per gal 8.45 0.003 Tires (accrued) 48.00 0.018 Repairs, none. Total $ 90.50 $0,034 The item of tires mentioned above was owing to the rear tires being too light. They were removed and 1 inch heavier solid tires installed, at the above cost. The motor is of the two-cycle type. One and One-half Ton Trucks. Only one company has re- ported on a truck of this capacity and similar make. The report covers a total of 11,150 miles and the truck was in use fourteen months. Total Cost cost per mile Gasoline, at 15 cts., 7 mill, per gal $ 236.70 $0.0212 Oil, at 35 cts. per gal 35.00 0.0031 Tires and repairs 150.00 0.0134 35.10 0.0031 Total expense $ 456.80 $0.0408 The owner believes 12i^ per cent depreciation should be charged on this truck. Its makers have reports from the owners of hun- dreds of these cars and claim the operating costs to average 8 cents per mile, made up as follows: Five per cent interest on investment; depreciation, 25 per cent; gasoline, oil, tires, motor repairs and maintenance, 70 per cent. Two Ton Trucks. From the reports received only three com- panies are using the same make. One of the three furnishes detailed costs of operation, which report is very complete. Truck was owned fourteen months, or 352 working days; days in use, 227; days idle for repairs, 75, or 21 per cent. The owner reports that, although this car has been on the market for several years, an unusual amount of time was lost because of poor service rendered by the manufacturers and agent, owing to delays in obtaining repair parts. When parts were received they either did not fit the machine or were not perfect. Time lost was due as follows, in days: To springs, 5; to tires and wheels, 13; to motor, 33; to transmiission, 15; to radiator, 9. The mileage was 11,300; gallons gasoline used, 2,250, or 5 miles per gallon; miles traveled daily, 41. A summary of the operating expense of this truck is shown as follows: AUTOMOBILES 51 Total Cost cost per mile Gasoline $ 298.23 $0.0265 Oil 100.41 0.008!i Tires and repairs 432.98 0.0384 Car repair and sundries 370.22 0.0328 Labor, cleaning, etc 514.27 0.0456 Total $1,716.00 $0.1522 Standing Expense. Insurance $ 68.29 $0,006 IDepreciation, 1% month 653.90 0.058 $2,438.30 $0,216 It should be noted in connection with this truck that a com- mon fault was found of installing tires under capacity on the rear wheels. The wheels also were too light for the load, owing to the overhang of pipe and poles from the rear of the truck. When the proper equipment was installed it was found that good service was received. The same difficulty was experienced with the springs, but they were changed to heavier type. It would appear that this make of truck would prove very satisfactory, after taking care of the usual difficulties experienced, by having it properly equipped for the work to be performed. The second year's operating should prove much more economical. Three Ton Trucks. Carefully compiled figures show that 3-ton trucks, covering 40 miles a day, and operating 300 days a year, can be maintained and run at an average cost of $9.75 per day. The items making up this charge of an establishment of ten trucks, three tons capacity, are: Wages, 10 drivers at $2.50 $25.00 Wages, repairmen, helper and washer 7.00 Gas.oHne, 80 gals, at 12 cts 9.60 Lubricant, 1 ct. per mile 4.00 Maintenance, 10% per year '. .' 10.00 Superintendence 3.20 Incidentals, light, heat, tools, etc 2.87 $61.67 Average running expense per truck $ 6,17 Interest at 6%, depreciation at 20%, insurance at i/^%, all on $3,000 2.65 Storage, 200 sq. ft. at 50 cts. per vear 0.33 Add 20% for 2 spare machines 0,60 Total operating and maintenance cost per day $ 9.75 Total operating and maintenance cost per mile 0.24^^ The tabulated cost of four 3-ton trucks, four years old, oper- ating forty miles per day in Chicago follows, E^?ll truck saves $9 per day on horses formerly used; 52 HANDBOOK OF CONSTRUCTION PLANT Standing Expense Per day. Per mile. 5% interest on $3,500 $0.58 $0,015 Insurance , . 0.28 0.007 Running Expense Gasoline, 10 gals, at 11 cts $1.10 $0,027 Oil and grease 0.57 0.015 Tires and general repairs 2.00 0.050 Machine cleaning 1.31 0.32 Total $5.84 $0.14 Pive Ton Trucks. Only two companies report on 5-ton trucks. These have both been in use a year and the exact cost has been ascertained. The trucks are manufactured by different concerns. The operating costs are shown as follows: First 5-Ton Truck Total Cost cost per mile Gasoline, at 15 cts. $0,033 mile per gal $ 300.00 $0.05 Oil, at 35 cts. per gal 105.00 0.0175 Tires 260.00 0.0434 Maintenance and repairs 87.36 0.0145 Total expense $ 752.36 $0.1254 Annual mileage 6,000 miles=per day 22 miles. It is interesting to note that the owner of this truck states it has depreciated only 5 per cent, and that the truck performs the same work as a horse equipment costing $14.15 per day. Second 5-Ton Truck Total Cost cost per mile Gasoline, 3 mile per gal. at 10 cts $ 350.00 $0,034 Oil, at 55 cts. per gal 140.00 0.013 Tires 798.00 0.076 Repairs and maintenance 1,400.00 0.133 Total expense $2,688.00 $0,256 Annual mileage 10,500 miles=35 miles per day. It is interesting to note that the owner of this truck estimates 24 per cent depreciation. The worm drive which has been adopted by builders of motor vehicles abroad is installed in this truck. Very little attention has been given to it by American builders, although the housing of the worm drive in the rear construction, its simple design, easy lubrication, and noiseless running, should favor its high efficiency and long life. The following was abstracted from the Oct. 5, 1912, edition of the Electrical World: Electric Trucks. A study of the cost of operation of battery- propelled trucks was carried out by the Waverly Company, Indi- anapolis, Ind., some time ago, comparisons being made for ve- hicles of 600-lb., 1,500-lb. and 2,500-lb. carrying capacity. In these figures it was assumed that the 600-lb. car would travel 40 miles per day, or 12,000 miles per year, and the 1,500-lb. and AUTOMOBILES 53 2,500-lb. cars 30 miles per day, or 9,000 miles per year. The cost of repairs and renewals given in the table was computed on a ten-year life of the car, and all parts were charged at regular list prices. The cost of batteries and tires was estimated at market price to the customer, although no account has been taken of the labor item of putting them on. For the purpose of the calculation, batteries and tires were fig- ured at one year's life, and gears, chains and sprockets at two years (gears, four years; bearings, four years; driving gears, ex- posed, one year; driving chain, one year). Electrical energy has been charged for at 4 cents per kw-hr., and rent, light, heat, etc., are estimated at $1 per square foot. The depreciation allowed is based on writing off that part of the vehicle not covered by maintenance in ten years. Interest is computed at 6 per cent of one-half of the purchase price, as the investment is being written off. Under these conditions the conclusions shown in the accompanying table were reached: ;=^>^« t^>>% >.>>a; ti =« ft ±1 «3 P. •-^ft «fi OQ Sq o^2 So . ^a, . ^s Lb 2,00 ear 1 l^O d ^^§!3 o_,o

JS^a.> Battery $ 190.00 $ 216.90 $ 232.00 Tires 120.00 129.06 173.20 Chains, gears, etc 28.37 77.91 85.00 All other parts 22.50 30.00 33.00 Total replacement charges $ 360.87 $ 453.87 $ 523.20 Electric energy $ 176.00 $ 156.00 $ 163.00 Garage labor 224.00 224.00 224.00 Driver 750.00 750.00 750.00 Rent, light, heat, etc . 72.00 77.00 78.00 Total operating expense $1,222.00 $1,207.00 $1,215.00 Depreciation $ 125.59 $ 147.91 $ 172.99 Interest 54.00 61.50 • 72.00 Fire insurance 18.00 20.50 24.00 Liability insurance 75.00 100.00 100.00 Total fixed charges $ 272.59 $ 329.91 $ 368.99 Grand total $1,855.46 $1,990.78 $2,107.19 Per day 6.18 6.63 7.02 Per mile 0.15 0.22 0.23 Electric Vehicle Data. Mr. Louis A. Ferguson gives the fol- lowing figures in Electrical World: Number of pleasure electric vehicles in Chicago, 2,000; number of commercial electric vehicles, 250; number of commercial electric vehicles probably sold in 1912, 200; total number miles streets, 2,978; number miles of paved streets, 1,652, of which 1,200 miles are in very good con- 54 HANDBOOK OF CONSTRUCTION PLANT «|| dition. The cost of maintaining a 2,000-lb. commercial electric wagon, running 10,000 miles per year, divided up about as shown in the table. COST OF MAINTAINING 2,000-LB. ELECTRIC WAGON Per Cent Cost per of Expenditure Mile Total General Expenses: Supervision, garage rent, wheel tax and state license $0,018 12.2 Operating Expenses: Fixed charges (interest, depreciation, taxes and insurance) 0.040 27.10 Tires 0.025 16.90 Washing and minor repairs 0.024 16.26 Battery renewals 0.019 12.90 General repairs 0.011 7.44 Electricity 0.0106 7.20 $0.1476 100.00 Ton-mile delivery costs, horses and electric vehicles: The fol- lowing data, taken from Electrical World, bearing on the com- parative cost of ton-mile haulage by horses and electric vehicles were obtained by a prominent electric truck manufacturer from installations in New York City. The 1,500-lb. delivery service cited was that of a large department store; the 2-ton service included general merchandise delivery, usually in units of mcr dium size, and the third class, 5 tons, covered the delivery of larger cases of similar material over a wide area. The figures given in the table include the stabling of the horses required to haul a truck of the stated size. CLASSIFICATION OF SERVICES — 1,500-Lb. — — Two Tons — — Five Tons — Horses Electric Horses Electric Horses Electric Miles per day 17 30 16 30 12 24 Ton-miles per day.l2. 75 22.50 32, 60 60 120 Cost per day $6.00 $6.00 $6.37 $8.50 $9.10 $11.00 Cost per mile 0.35 0.20 0.52 0.28 0.76 0.45 Ton-mile cost ... 0.466 0.207 0.26 0.14 0.15 0.09 These figures bear out the contention that the electric truck gives a greater service and at a lower cost than is possible with horse-drawn equipment. The figures represent practically the limit of the horse, but they do not indicate the maximum possibilities of the electric truck, the mileage of which often runs considerably higher than in the figures presented. The data above given include all expenses and charges, with energy at 4 cents per kw-hr. ; chauffeur's wages at $15 per week; writ- ing off the investment in eight years; payment of 6 per cent inter- est meanwhile, with insurance and taxes, and one renewal of battery plates and tires yearly. Truckingr Costs. The following figures show the comparative AUTOMOBILES 55 costs of running three double-truck teams and a four-ton motor truck, which replaced them. It will be noted, says the Iron Trade Review, that no depreciation is figured on the horse trucks. The motor truck at first ran 484 miles per month, consuming 7.6 gallons of gasoline, and two gallons of oil per day. THREK DOUBLE TRUCKING TEAMS Cost of six horses at $300 $1,800 Cost of three wagons at $450 1,350 Cost of six harnesses at $35 210 Cost of keeping horses, $25 a month 1,800 Repairing harnesses, wagons, etc 100 Interest on investment .S36 Drivers' salaries, $12 a week 1,872 Total, horses $4,008 "KISSEL-KAR" FOUR-TON TRUCK ' Cost of 4-ton truck $3,800 Gasoline, 2,400 gals, a year at 10c 240 Oil, 156 gals, a year at 23c 36 Driver's salary at $18 a week 936 Amortization, 10 per cent on $3,800 380 General overhaul, once a year 150 Interest on investment 380 Total, truck $2,122 COST AND SERVlCi: RECORDS FOR MOTOR TRUCKS The following information is from Engineering Record, April 12, 1913. 5-Ton Trucks. The City Fuel Company, of Chicago, has in service fourteen 5-ton Saurer trucks. The records for Novem- ber, 1912, as furnished by the International Motor Company, of New York, show that during that month these trucks ran 9,893 miles and carried 12,444 tons. Each truck worked an aver- age of 25.3 days, covered an average daily distance of 27.92 miles, and hauled an average of 35.13 tons per day. The fol- lowing gives the costs in detail: Average Cost Cost Total Cost per Truck per Ton Gasoline $ 431.76 $30.84 $0.0346 Lubricating oil 54.79 3.91 0.0044 Wages of helper and driver 1,247.95 89.14 0.1002 Other labor — loading, mechanics and repair men 245.60 17.54 0.0197 Repair parts and material 146.17 10.44 0.0117 Garage 140.00 10.00 0.0112 Light and power 3.64 0.26 0.0002 Insurance — Fire 58.38 4.17 0.0046 Insurance — Liability 143.34 10.24 0.0115 Miscellaneous expenses 39.14 2.80 0.0031 Tires 396.52 28.32 0.0318 Depreciation, 20 per cent 979.81 69.99 0.0788 License 42.00 3.00 0.0033 $3,929.10 $280.65 $0.3151 56 HANDBOOK OF CONSTRUCTION PLANT The following was abstracted from an article published in Engineering and Contracting, Vol. 35, No, 5: Fasseng-er Automobile Operatiugr Costs. The following table gives the actual cost of running a four passenger automobile, of the so-called demi-tonneau type, in the vicinity of New York City from July 4, 1909, when it was bought new, to Dec. 4, 1910, when it was laid up for the winter. The car is of a well- known make, and there was practically no engine trouble'; it has a 4-cylinder engine, 25.6 h.p. A. L. A. M. rating, shaft drive. Of the 17 months the car was in commission it was in use for driving 15 months. It is estimated that of the total distance driven, namely, 8,500 miles, about two-thirds was over so-called good roads, varying from fair to very good. It was used mostly for pleasure, but somewhat for inspection trips to engineering works, when it received some hard usage. The writer estimates that if it had been used for business, under similar conditions, and driven, say, 15,000 miles in the same length of time, items 1, 5, 9, 10 and 11 would be unaffected, though, of course, item 5 is a very uncertain quantity, and might involve the total de- struction of the car. Column 3 has been added to the tabic to show this estimated cost per mile on this basis. The car was driven by the owner, who had had no previous experience in driv- ing, and it was kept at a public garage. It may be noted that no expense is included for additional wearing apparel or for extra expenses at hotels, restaurants, etc., when touring or on all-day trips, though these items are not inconsiderable and really enter into the cost. O H s o o h . M •saiTH OOS'T JO STS^a uo eiri\[ jad aj eg CO ec 00 »o o b- c iO tH CO OS Tt< 00 IM Irt t- O U5 ■<<»< C r-4 us tr- to C «'3 ^ 5< 2 g' ^ >> . > o S)^ Ph fl >^ &hQ o ^H 6^ W tf HH rt CX) ^ 0) oo ^p {H- l-l , 1»H Xi < u o o o H CQ ^. P m '. 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C CJ C C . i=i 52 o o o o . o UUUU 'O lo 'O'ci'^'C^'O Oi 03 Gj c3 cS'^ oS 00 wpqfQpqs^cq 05 O 00 '5 ^ "=> «^ «£> rH * O O « * uu c •* t> "^ 00 CO-* USUStH _rH OOOOOr-llO J-' OS 050SOS05i-lLO HOO SOtOUJ 1-IK5 +-> eo fo CO CO CO CO W «£) «* io ^ to 50 O --.-•>». r-) rH iH ,-1 rH r-< T-H (i; ^H lOlOlrtlOuaLO r2"i 000000000000 »^3 000000000000 ^pq rH^^^,HrH llMCOf U3«0 rH«r,T-|t>- ^1 OS rH rH OS t^c '=».«».'*. pi «ri :£> CO 50 «o «D OS OS OS 01 OS OS 00 00 00 °0 00 00 rH rH rH '-I --I i-" "il t-OOOSOiH(M &s 67 68 HANDBOOK OF CONSTRUCTION PLANT Steel Barges. Fourteen steel barges built for use on govern- ment work on the Mississippi River and placed in commission in 1912 are described in Engineering and Contracting j April 24, 1912. These barges cost $9,300 each, have a capacity of about 400 tons, and an estimated life of over twenty years. They are used in conjunction with creosoted wood barges of about the same capacity, but costing half as much and with an estimated life of ten years. It will be well to compare these estimates of life with those of Mr. Hageboeck, described later. The steel barges are 120 ft. long, 30 ft. beam, 7 ft. 4 ins. deep at center of hold and 7 ft. at sides. They are of steel through- out, flat bottomed, with rounded knuckles, wall sided, symmetrical about center line, with a rake 15 ft. long, a sheer 12 ins, high at each end, and a crown of beam 4 ins. There are four trans- verse water-tight bulkheads, and one non-water-tight longitudi- nal bulkhead over the center line, and two longitudinal trusses. Untreated Wood, Treated Wood and Steel Compared. Mr. A. C. Hageboeck, United States Inspector at Rock Island, 111., in a paper presented to the American Wood Preservers' Association, and reprinted in Engineering and Contracting, April 24, 1912, gives the comparative costs of barges of treated and untreated timber and of steel. He states that the life of untreated yellow pine barges is difficult to determine due to lack of accurate records, but that a barge containing a minimum proportion of sappy timber is past economical repairs at the end of ten years. Pres- sure-treated yellow pine barges have been used for twelve years and are good today for an additional life of ten years. It is necessary to recalk the barges after two years' service. The original cost of untreated barges, 120x30x6 ft. built in the early- nineties was about $3,000, and the cost during ten years aver- aged $2,006.61 per barge. The original cost of pressure-treated yellow pine barges of the same size was $4,000, and the cost of repairs averaged $557.35. The following table compares the two kinds of barges: TABLE 32— COMPARATIVE ANNUAL COST OF TREATED AND UNTREATED YELLOW PINE BARGES 120 Ft.x30 Ft.x6 Ft. Untreated Treated Barges, 10 Barges, 9 Years Old Years Old Original Cost $3,093.39 $4,000.00 Cost of Repairs 2,006.61 557.35 Total Cost $5,100.00 $4,557.35 Value of Barges Today $3,600.00 Cost of Barges During Total Periods $5,100.00 957.35 Annual Cost Per Barge 510.00 106.00 Annual Saving in Favor of Creosoted Barge.. 404.00 BARGES AND SCOWS 69 Repairs to untreated fir barges are mainly due to decay and not to abrasions. The life of barges of this wood used on the upper Mississippi has been from ten to seventeen years, averag- ing fifteen. The cost of repairs is slight up to the sixth or seventh year, at which period $200 to $300 is spent for extensive repairs. After that time repairs average $75 per year until the tenth or twelfth year, when extensive repairs are again required and the barges have to be taken from rock work and placed in the brush carrying service. The life of treated fir barges is esti- mated at twenty years with slight repairs. The following table is based on government freight rates on timber, and for commercial comparison, $10 per barge should be added to the yearly cost. ^ TABLE 33— COMPARATIVE COST OF LIGHT DRAFT BARGES BUILT OF VARIOUS KINDS OF MATERIAL 100 Ft. X 20 Ft. X 4 Ft. 7 Ins. — ^Douglas Fir — — Yellow Pine — Steel Untreated Treated Untreated Treated 10 Lbs. 14 Lbs. 15 Yr. Lf. 20 Yr. Lf. 15 Yr. Lf. 22 Yr. Lf. 25 Yr. Lf. Original Cost $1,200 $1,500 $1,300 $1,650 $4,000 Total Repairs... 1,094 400 1,094 700 400 Interest at 5% on Cost 900 1,500 975 1,815 5,000 Interest at 5% on Repairs 341 125 341 125 125 Total Cost... $3,535 $3,525 $3,710 $4,^90 $9,525 Annual Cost Per Barge $236 $177 $247 $195 $381 Annual Saving in Favor of Creo- soted Fir Barge 59 70 18 204 Further data on the cost of barges are given by Mr. John L. Taylor in Engineering News, September 26, 1912, in which he takes exception to the price of steel barges given by Mr. Hageboeck above. He states that the following is an abstract of proposals for furnishing two gravel barges for Dam No. 28, Ohio River, opened on November 23, 1911: Barges 100 Ft. x 22 Ft. x 5 Ft. Bidder No. Rate per Barge Amount Material 1 $3,680 $7,340 Untreated Wood 2 2,950 5,900 Untreated Wood 3 4,350 8,700 Steel 4 3,870 7,740 Untreated Wood 5 3,050 6,100 Untreated Wood 6 3,620 7,240 Untreated Wood The above shows a ratio between the cost of a steel barge and a wooden barge of 1.47 to 1 in comparing the lowest price for a wooden barge, and 1.27 to 1 in comparing the average price of wooden barges. 70 HANDBOOK OF CONSTRUCTION PLANT Bids opened on January 24, 1912, for two dump scows for the same work were as follows: Barges 80 Ft.x21 Ft.x6 Ft. 4 Ins. Bidder No. Rate per Barge Amount Material 1 $6,490 $12,980 Untreated Wood 2 6,565 '^ 13,130 Untreated Wood 3 5,895 11,790 Untreated Wood 4 6,700 13,400 Steel The above shows a ratio between the price of steel and lowest price of wood barges to be 1.14 to 1 and between the price of steel and average price of wood barges to be 1.06 to 1. Bids opened October 7, 1910, at St. Louis, Mo., resulted as follows : Flat Barges, 55 Ft.xlG Ft.xS Ft. Bid No. 1, Lowest Bid for Steel Flat Boats $1,725 each Bid No. 2, Lowest Bid for Wooden Flat Boats 1,223 each The cost ratio is 1.41 to 1. Miscellaneous Boats. Mr. C. W. Dunham in Professional Memoirs, reprinted in Engineering and Contracting, gives the following information in regard to quarter boats of pine or fir: Quarter Boats. The quarter boats used in this improvement, in which category may be included office-boats and inspection boats, have been very numerous and always long lived, because it has been advisable to rebuild hulls or provide new ones on account of the cabins, which do not decay or wear out. The dimensions and design of these boats have varied — in fact, it is believed that there are hardly any two alike. Building boats have not been standardized, although those recently built are quite similar. Many of these boats were adapted from ordinary barges. They are used in building dams, being suspended along the line of the dam; the brush and rock barges are handled with their power. 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Weight, Lbs. List Price "Bradford" 1 22 25 $4.75 "Bradford" 2 60 30 7.25 "Catasauqua" 1 30 4.75 "Catasauqua" 2 60 7.25 The price of "Bradford" is net: of "Catasauqua," 10% discount. F. o. b. distributing points east of Montana, Wyoming, Colorado and Nevv Mexico. BLASTING AUGERS Augers may be conveniently used to bore holes for inserting dynamite under tree stumps, etc. They cost as follows: Inches List Price *Dirt 11/^ $1.25 *Dirt 2 1.35 *Dirt 21/2 1.50 Wood IVz 1.75 Wood 2 2.25 Wood 21^ 2.75 Auger Handles 1.25 ♦Without handles. F. o. b. : Cincinnati, O., Pittsburgh, Pa., Indianapolis, Ind. BLASTING CAPS TABLE 38 List Price* List Price* Per lOtJO Per 1000 Weight of Charge Lots of 1000 Lots of Brand No. Grains or Grammes or Over Less Than 1000 Silver Medal... 3 8.33 .54 $ 6.00 $ 6.25 Gold Medal 4 10.33 .65 6.50 6.75 Du Pont 5 12.34 .80 7.00 7.25 Du Pont 6 15.43 1.00 8.00 8.25 Du Pont.. 7 23.15 1.50 10.00 10.25 Du Pont 8 30.86 2.00 13.25 13.50 * The discount from above is about as follows: In lots less than 20,000 at factory, net. In lots of 20,000 or over delivered, 10%. Caps are packed in the following size cases without extra charge. Ca&e 500 caps to the case Case 1 1,000 caps to the case Case 2 2,000 caps to the case Case 3 3,000 caps to the case Case 6 5,000 caps to the case 81 82 HANDBOOK OF CONSTRUCTION PLANT BLASTING FUSE The price list of fuse given below is subject to about the following discounts: In lots of less than 1000 ft 2% to 10% In lots of 1000 to 5000 ft 7% to 15% In lots of 6000 ft. and over 17 1/^ to 25% depending on the section of the United States where it is sold. TABLE 39 Packed in Price per Barrels, Kind of Fuse and Use 1000 Ft. Ft. Hemp, for use in dry ground $3.05 Cotton, for use in dry ground 3.55 Superior Mining, for hard tamping 3.75 8,000 Beaver Brand, for use in wet ground... 3.90 8,000 Single Tape, for use in wet ground 4.05 8,000 Anchor Brand, White Finish, for use in very wet ground 4.65 8,000 Crescent Brand, White Finish, for use in very wet ground 4.65 8,000 Reliable Gutta Percha, for use in very wet ground 4.65 8,000 Double Tape, for use in very wet ground 4.85 8,000 Stag Brand, White Finish Gutta Percha, for use in very wet ground 5.60 8,000 Special No. XX, Gutta Percha, semi- smokeless and almost free from lateral emission of sparks 5.60 8,000 Triple Tape, for use in very wet ground and will bear rough treatment 5.70 7,000 Special No. XXX, Gutta Percha, designed to be even freer from smoke and sparks than Special No. XX 6.70 8,000 The packages weigh approximately: Barrels, Lbs. Hemp and Cotton 135 Triple Tape 150 All Others 145 Cases, Ft. 12,000 12,000 6,000 6,000 6,000 6,000 6,000 6,000 6,000 6.000 ,000 ,000 6,000 Cases, Lbs. 135 125 115 ELECTRIC FUSE TABLE 40 (Copper Wires) List Prices per 100 Weight of Charge No. 4 No. 6 No. 7 No. 8 (Single (Double Strength) Strength) Length of 10.03 Grains 15.43 Grains 23.15 Grains 30.86 Grains Wire or or or or Ft. .65 Gramme 1.00 Gramme 1.50 Grammes 2.00 Grammes 4 $ 3.00 $ 3.50 $ 4.00 $ 4.50 6 3.54 4.04 4.54 5.04 8 4.08 4.58 5.08 5.58 10 4.62 5.12 5.62 6.12 12 5.16 5.66 6.16 6.66 14 5.70 6.20 6.70 7.20 16 6.24 6.74 7.24 7.74 18 6.78 7.28 7.78 8.28 BLASTING SUPPLIES 83 TABLE 40 — Continued Length of 10.03 Grains 15.43 Grains 23.15 Grains 30.86 Grains Wire or or or or Ft. .65 Gramme 1.00 Gramme 1.50 Grammes 2.00 Grammes 20 7.32 7.82 8.32 8.82 22 8.32 8.82 9.32 9.82 24 9.32 9.82 10.32 10.82 26 10.32 10.82 11.32 11.82 28 11.32 11.82 12.32 12.82 30 12.32 12.82 13.32 13.82 Longer lengths (made to order), $1.00 for each additional 2 feet. The discount from above is about as follows: 5,000 or over, delivered 25 % 1.000 or over, factory 15% Less than 1000, factory 10 % Waterproof electric fuses cost about 30% more than the above. Electric fuses with iron wires cost about 15% less. Electric fuses are packed as follows: Number of Number of Total Number Length of Wires Fuses in Carton Cartons in Case of Fuses in Case 4 ft. to 16 ft. inc 50 10 500 18 ft. to 30 ft. inc 25 10 250 BLASTING MATS Mr. H. P. Gillette, in "Rock Excavation," says: "Use of a Blasting- Mat. For preventing accidents due to flying rocks, all blasts in cities should be covered either with timbers or with a blasting mat. This should be done to avoid suits for- damages, regardless of city ordinances. A blasting mat is readily made by weaving together old hemp ropes, 1% in. diameter or larger. To make such a mat, support two lengths of 1-in. gas. Fig. 29. Blasting pipe parallel with one another and as many feet apart as the width of the mat is to be. Fasten one end of the rope to one end of the pipe; carry the rope across and loop it over the other 84 HANDBOOK OF CONSTRUCTION PLANT pipe; bring it back around the first pipe; and so on until a suffi- cient number of close parallel strands of the rope have been laid to make a mat as long- as desired. Starting with another rope, weave it over and under, like the strands In a cane-seated chair, until a mat of criss-cross ropes is made. Such a mat, weighted down with a few heavy timbers, will effectually pre- vent small fragments from flying at the time of blasting. The mat and its ballast may be hurled into the air several feet, upon blasting; but it will serve its purpose by stopping the small pieces of rock which are so dangerous even where light blasts are fired. The mat should be laid directly upon the rock. Such a mat will save a great deal of labor involved in laying a grillage of timbers over a trench. It will also make it unnecessary for the blasters to stand far from the blast when firing." Manufactured Mats. Close woven blast mats made of 1% in. diameter rope with a loop in each corner and binding on sides, can be bought new in New York for 80 cents per square foot; mats made of 1-in. diameter rope cost 70 cents per square foot. (Fig. 29.) BLASTING WIRE Connecting Wire. No. 20 B. & S. Gauge on 1-lb. and 2-lb. spools. Leading Wire. No. 14 B. & S. Gauge both single and duplex in 200 ft., 250 ft, 300 and 500 ft. coils. Leading wire reels $4.00 Connecting wire holders .■ 2.00 The price of wire varies with the locality, but is about as follows: Leading wire No. 14 $24.00 per lb. Connecting wire No. 20 29.00 per lb. Connecting wire No. 21 31.50 per lb. This is subject to the following discounts: Less than 50 lbs., one sale, one delivery 10% 50 lbs., or over, one sale, one delivery 15% 100 lbs., or over, one sale, one delivery 25% BLOCKS TABLE 41— WROUGHT IRON GIN BLOCKS FOR WIRE ROPE, STIFF SWIVEL HOOKS AND BECKETS Heavy Pattern, Phosphor Bronze, Self-Lubricating, Bushed Diam. Sheave, For Rope Diam. Price Inches Inches Description Each Sing-le .$ 5.50 10 % Double 9.00 Triple 14.00 Single 6.25 12 % Double 10.00 Triple 15.50 Single 7.50 14 % Double 11.50 Triple 18.00 Single 9.00 16 % Double 13.50 Triple 23.00 Single 11.50 18 1 Double 16.00 Triple 26.50 -TABLE 42— WROUGHT IRON BLOCKS FOR WIRE ROPE, HEAVY PATTERN WITH STIFF SWIVEL HOOKS ce Phosphor Bronze «s Metaline S el f- w2 . Q Lubricating "'ti6 o — Iron Bushed — Bushed. o >^ at B Groo (Ins. «s « 3 , Self Lubri- Size of Length of Self-Lubricating cating, Sheave, Ins. Block, Ins. Price Price 41^x1 X % 7 $0.20 $0.75 6^xliAx % 10 0.35 1.12 8 xis/gx % 12 0.57 1.48 9 xl%x % 13 0.88 1.73 10 xl%x % 15 0.97 1.95 12 x2%xl% 18 2.25 4.00 TABLE 47- -WROUGHT IRON BLOCKS— ENGLISH PATTERN WITH STIFF SWIVEL HOOKS Size of Sheave Ins. 41/4x1 6 xl 1/2 8 xl 7/8 10 x2% For For Rope Chain Length Diam., Ins. Ins. Shell, Ins. 1% 21/4 Single $ 1.55 3.10 5.25 14.25 Iron Bushed Double $ 2.30 5.25 10.00 21.50 Triple $ 2.92 6.75 13.50 29.25 Phosphor Bronz6 or Metaline Bushed, Self-lubricating Single Double Triple $ 2.18 $ 3.55 $ 4.80 3.92 6.90 9.25 6.30 12.10 16.65 15.87 24.75 34.12 BLOCKS 87 TABLE Diam. Sheave, Ins. 10 12 14 16 18 48— WROUGHT IRON SNATCH BLOCKS— ENGLISH PATTERN WITH STIFF SWIVEL HOOKS For Rope Diam. Ins. % % % % Iron Bushed $ 9.60 10.80 12.00 16.80 22.80 Phos. Bronze or Metaline Bushed no. 80 12.20 14.40 19.80 26.40 TABLE 49 — HEAVY TACKLE, THICK MORTISE BLOCKS, EXTRA HEAVY LOOSE SIDE HOOKS AND STRAPS i 0) 43 Q CQ Diameter of , — Iron Bushed — ^ ^Bronze Bushed — Sheave, ^ 4) 3 ft "bJD 3 ft fe I-] m Q bi w Q h 4%Xll/8X% 1 7 $1.42 $2.37 $ 3.20 $2.55 $ 4.37 $ 6.20 6i^xl%x% 11/4 10 2.60 4.12 5.50 4.22 7.62 10.75 8 xl%x% IVz 12 3.87 5.75 7.87 5.87 10.00 14.12 9 xl%x% 1% 13 5.62 8.25 10.75 8.12 13.50 18.75 10 xl%x% 1% 15 6.25 9.75 13.00 9.25 15.50 21.50 88 HANDBOOK OF CONSTKLJCTION PLANT BLUE PRINT FRAMES BLUE PRINT FRAMES COMPLETE WITH POLISHED GLASS (Fig-. 30) Fig. 30. Print Frame on Wlneel Carriage. 20x24 24x30 30x42 36x48 36x60 42x60 42x72 With oak frame. . .$10.75 $16.00 $27.75 $36.90 $44.25 $50.25 $63.00 With hardwood frame 10.00 14.50 23.50 33.15 39.75 With wheeled car- riage 37.00 49.50 49.50 62.90 71.25 78.75 94.50 With mountings for window 54.75 70.90 79.75 Same with revolv- ing carriage 20.00 20.00 20.00 BLUE PRINT MACHINES Continuous Blue Print Machine. Operated by single arc lamp using 15 amperes at 110 volts, or IVz amperes at 220 volts, trav- eling up and down continuously in the center of a half cylinder of glass, while the paper and tracing are carried around by an endless canvas band. Speed can be regulated to 2 feet per minute using rapid paper. Size 2 ft. 6 in. square by fi ft. high. Weight 400 lbs. Price, $300 f. o. b. factory. Fig. 31. Continuous Blueprint IVIachine. Another vertical machine of similar type uses lamps for direct or alternating current of 110 or 220 A'olts. It requires a floor space of 36"x42". Catalogue Size 1 2 3 4 Two Print Surfaces, Inches 42x36 42x48 42x60 42x72 Price $210.00 230.00 245.00 300.00 89 90 HANDBOOK OF CONSTRUCTION PLANT BOILERS TTprigrht tubular boilers constructed for 100 lbs. working pres- sure complete with base and fixtures cost as follows; f. o. b. manufacturer's worlcs: Rated H. P. Weight, Lbs. Price 4 2,500 $150.00 8 3,000 185.00 12 4,000 225.00 15 6,000 275.00 20 7,000 325.00 30 9,000 375.00 50 11,000 550.00 Ijocomotive type boilers mounted on wheels, complete, con- structed for 100 lbs. pressure. The 70 H. P. is mounted on skids. Rated H. P. Weight, Lbs. Price 10 4,000 $300.00 15 7,000 350.00 20 8,000 400.00 25, 9,000 425.00 30 10,000 450.00 40 10,500 550.00 50 11,000 600.00 60 11,500 700.00 70 11,500 725.00 The outside of the boiler should be kept dry at all times and the inside of it should; be as nearly free from scale and rust as possible. Different kinds of water will have different effects upon the life of the boiler, and the results to be obtained from it. In a limestone country the boilers will scale rapidly. This scale is a poor conductor of heat and as soon as it reaches a considerable thickness will cause a marked decrease in a boiler's steaming efficiency. In alluvial country, where the water contains much vegetable and loamy matter, the boilers will gather an ac- cumulation of heavy mud and should be blown at least once each week. Mr. John W. Alvord, of Chicago, gives a table showing the history of thirty-two horizontal tubular boilers used in water pumping stations in Illinois, Iowa and Michigan. The active life of these boilers was found to have ranged from six years for two boilers at Sterling, III., where artesian water was used, to twenty-three years for two boilers in Oskaloosa, la., where river water was used, the latter boilers being still in service. The average life of this group of thirty-two boilers was fifteen years. This would indicate that the rate of depreciation on boilers should be 20 per cent where artesian water is used, 10 per cent where lake water is used and 5 per cent where soft river water is used. BOILERS 91 Estimatingr the Horsepower of Contractors' Boilers. A boiler is usually estimated to give one horsepower for every 10 sq. ft. of heating surface. Hence the horsepower of a vertical tubular boiler is found thus: Rule: Divide the total heating surface of the tubes and fire box (expressed in square feet) by ten, and the quotient is the horse- power. The square foot heating surface of a tube is quickly calculated by multiplying the length of the tube in feet by 0.26 and then multiplying by the outside diameter of the tube in inches. Sines tubes are ordinarily 2 in., the total heating surface of the tubes is found by multiplying the number of tubes by their length in feet by 0.52; or, for all practical purposes, take half the product of the number of tubes by the length of tube in feet. To this heating surface of the tubes must be added the heating surface of the fire box, which is ascertained thus: Multiply the circum- ference of the fire box in feet by its height above the grate in feet and add the square foot area of the lower flue sheet. The diameter of the fire box or furnace is usually 4 to 5 ins. less than the outside diameter of the boiler. The height of the fire box is usually 2 to 2i/^ ft. The amount of coal required for a contractor's boiler is about 6 lbs. per horsepower per hour, or 60 lbs. per horsepower per day of ten hours. Nearly one gallon of water will be required for each pound of coal. About 2% lbs. of dry wood are equal to 1 lb. coal, or 2 cords of wood equal 1 ton of coal. BOILER ROOM TOOLS TABLE 51 Boiler room tools cost as follows: Diam. of , Price, Each- Length Bar, Ins. Hoe Slice Bar Clinker Hook Poker 6 % $1.20 $0.95 $1.20 $0.80 8 % 1.80 1.50 1.85 1.30 10 % 2.50 3.00 2.80 2.00 12 1 4.60 4.60 4.40 2.80 Roller tube expanders, 1 in. to 6 in., $2 to $12 92 HANDBOOK OP CONSTRUCTION PLANT BOOTS Boots are generally supplied by the contractor to his men where the work is of a wet nature. Good quality rubber boots cost from $3 to $5 per pair depending on the length of boot and the quality of the rubber. Unless shod with leather, they will wear out in from two to six Wjeeks. Leather soles cost about 50 cents to 60 cents a pair put on, but are liable to cause the boots to leak. These soles double the li-fe of the boot, but the best practice is to buy specially constructed boots with a sewed leather sole and heel. Short boots of this type cost $4.75 per- pair, Storm Kings cost $S.60, and hip boots cost $6.50. Boots of this type last at least four times as long as the ordinary boot. BRICK RATTLER The city of Baltimore in 1909 installed a "rattler" for testing vitrified blocks. The machine is 28 ins. in diameter, 20 ins. long within heads. The barrel is a regular paragon of fourteen sides and contains about 12,018 cubic inches. It is driven by a 5 horsepower single phase electric motor making 1,710 revolutions per minute. The speed was geared down at the "rattler" end of the belt to produce thirty revolutions per minute. The cost of the outfit and the expenditures during the first year were: One vitrified block rattler with belt $192.50 One 5 H. P. motor 150.00 Cast steel shot 12.00 Freight and drayage 10. 20 Building foundation and remodeling shed 53.32 One set scales 8.70 New cast-iron shot 10.20 One new pulley 5.20 One revolution counter 4.00 Electric installation 37.64 Electric company's connections 3.73 Electric current 5.69 $493.18 BUCKETS Contractors' buckets are of two general types: (1) that which is filled by hand, or other agency outside itself, and (2) that which fills itself by digging into the material to be conveyed. The first type of bucket as used by contractors, is usually a dump bucket, and the bowl is cleared by either tilting it, or allowing a door or gate in the bottom to open, thereby releasing the mate- rial. The second type of bucket is usually either clamshell or orange peel, but is sometimes made in special shapes. The following table gives the approximate weights of ma- terials commonly handled with buckets: TABLE 52 Weight per Cubic Material Yard, Lbri. Dry sand 2,700 Wet sand 3,400 Loose .earth 2,400 Wet clay 3,000 Anthracite coal 1,600 Bituminous coal 1,450 Crushed stone 3,000 Iron ore 4,200 Granulated slag 1,600 Gravel 3,000 Bottom dumping* buckets similar to Fig. 32 cost as follows: TABLE 53 Capacity App. Wt. in Cu. Ft. Lbs. Price 3 175 $ 45 7 360 56 10 450 66 12 500 73 14 575 S4 18 650 91 21 745 98 27 850 105 34 1,025 128 41 1,150 140 54 1,650 185 63 1,700 196 67 1,775 203 75 2,070 210 85 2,300 227 94 HANDBOOK OF CONSTRUCTION PLANT Coal tubs similar to Fig. 33 cost as follows: TABLE 54 Capacity Coal, Tons V. Long Ton Cu. Ft. 5 30 20 40 45 Weight. Lbs. 150 270 440 800 825 Price $18 2(i 48 63 67 Fig. 33. Fig. 34. Contractors' tubs, Fig. 34, cost as follows; TABLE 55 Capacity Length, Width, Depth, Cu. Ft. Ins. Ins. Ins. Price 3 26 28 15 $16 6 33 26 39 18 12 42 33 25 26 18 48 37 29 33 27 53 43 29 42 42 60 5S 33 56 BUCKETS 95 Contractors' and miners' round tulbs, Fig. 35, cost as follows: TABLE 56 Capacity Length, Width. Depth, Cu. Ft. Ins. Ins. Ins. Price 6 31 37 21 115 14 44 49 25 28 21 48 56 30 36 27 50 60 34 44 42 58 r?^ 71 40 60 Fig. 35. Bottom dump buckets, similar to Fig. 36, cost as follows: Capacity, Yds. 3 Price $ 48 60 80 100 lis Fig. 36. 96 HANDBOOK OF CONSTRUCTION PLANT Center dump pier buckets for concrete, Fig. 37, cost as follows; Capacity, Cu. Ft. 15 22 30 36 45 TABLE 58 Weight, Lbs. 535 590 875 925 1,140 Price $ 71 90 103 117 130 Frg. 37. Center dump form buckets, for concrete. Fig. 38, cost as fol- lows: Capacity, Cu. Ft. 15 22 30 36 44 60 TABLE 59 Weight, Lbs. 450 550 775 850 950 1,000 Price $ 81 94 108 121 135 161 Fig. 38. BUCKETS 97 I^ockwood Automatic concrete bottom dump buckets, cost as follows: TABLE 60 Capacity, Cu. Yds. 1 21/2 Weight, Lbs. 1,000 1,500 2,000 2,200 2,400 Price $100 140 180 200 220 cimAtmsshimTm buckets Class C, used for handling all classes of loose materials, fitted with round link side chains. TABLE 61 Capacity, Cu. Yds. Weight Lbs. Ft —Dimensions, Open — ^ Width, Length, In. Ft. In. Price V2 1 . 2 3 5 2,000 2,350 3,400 4,500 6,250 10,000 3 3 3 5 6 7 3 5 7 3 7 6 9 8 6 8 6 9 9 110 % 357.50 487.50 552.50 747.50 1,056.25 1.560.00 Class E, a very good digging bucket; suitable for handling crushed stone. Fitted with flat link side chains and strong cutting edge. Fig. 39. Unloading Scows of Cellar Dirt for the Pennsylvania Railroad Embankment at Snake Hill, N.J. 98 HANDBOOK OF CONSTRUCTION PLANT TABLE Dimensions, Open — » Length, t. In. Capacity, Cu. Yds. Weight Lbs. Width, Ft. In. ] F1 V2 3 5 2,100 2,600 3,800 4,750 6,500 11,000 3 3 3 3 3 9 5 6 7 5 7 8 8 9 11 Price ; 390.00 520.00 617.50 780.00 1,105.00 1,820.00 Class H, designed to handle very heavy and rough materials. Flat link side chains are used, and the closing power is mate- rially increased. TABLE 63 r —Dimensions, Open- N Capacity, Cu. Yds. Weight Lbs. Ft Width, In. Length, Ft. In. Price I'' 3 5 4,000 5,200 6,700 11,500 3 5 6 7 9 8 8 9 11 6 6 9 $ 715.00 975.00 1,365.00 1,950.00 Scraper Clam Shell Buckets, for handling oi'e and extra hard, heavy material. Fig. 40. Scraper Clam Shell Bucket TABLE 64 Capacity, Cu. Yds. 1% 2 3 5 10 Weight Lbs. 4,500 6,000 8,000 12,500 20,000 , — Dimensions, Open — ^ Width, Length, Ft. In. Ft. In. 12 12 34 6 16 16 Price % 617.50 780.00 1,105.00 1,820.00 2,600.00 BUCKETS ORANGE FEEI^ BUCKETS 99 Standard orangre peel buckets are adapted to all classes of dredging and excavating. They are good all around digging buclcets, and are sometimes used for handling ore. Price TABLE 65 Capacity Weight Lbs. , Diameter ^ Closed, Open, Ft. In. Ft. Ir 1 cu. ft. 5 cu. ft. 9 cu. ft. 15 cu. ft. 1 cu. yd. IVz cu. yds. 2 cu. yds. 3 cu. yds. 125 900 1,100 2,350 4,200 5,250 8,500 10,000 1 3 3 4 5 6 7 8 9 2 10 6 8 4 2 2 4 4 8 5 6 6 10 7 8 8 6 9 10 ; 113.75 292.50 325.00 503.75 682.50 1,040.00 1,137.50 1.397.50 Extra heavy standard orang-e peel buckets are adapted for dig- ging harder materials. Cast steel points, placed outside where sticky material is to be handled, are furnished. TABLE 66 , Diameter ^ Weight Closed, Open, Capacity Lbs. Ft. In. Ft. In. Price 21 cu. ft. 4,100 5 6 4 $ 682.50 1 cu. yd. 4,600 5 8 6 10 747.50 1 V2 cu. yds. 8,500 6 4 8 1,137.50 2 cu. yds. 9,500 7 8 6 1,267.50 3 cu. yds. 11,500 8 9 10 1,527.50 5 cu. yds. 20,000 9 6 11 4 2,502.50 10 cu. yds. 30,000 12 14 6 4,030.00 Multi-power orang-e peel buckets are used for digging clay, compact sand, and other hard material, and are built about as the extra heavy standard, but differ in the closing mechanism, which in this case has twice the closing and half the lifting power. Weight Lbs. 4,200 4,750 8,500 9,500 10,500 TABL E 67 — Diami 8 4 8 Capacity 21 cu. ft. 1 cu. yd. 1 1/2 cu. yds. 2 cu. yds. 2 Yz cu. yds. Close Ft. 5 5 6 7 7 Open, Ft. In. 6 4 6 10 8 8 6 9 4 Price $ 747.50 812.50 1,300.00 1,430.00 1,560.00 Three-sided orang-e peel buckets are especially well adapted for the handling of boulders, broken rock, and other odd-shaped materials difficult to hold unless an even force is exerted on bearing part. This is possible with this three-bladed bucket. 100 HANDBOOK OP CONSTRUCTION PLANT An excellent illustration is given in Fig-. 41 of what a three- bladed orange peel bucket can do. The points of three-bladed buckets coming- in contact with a boulder or pile will either force it inside the bowl or will grasp the object as in the illustration in such a manner that the holding force will be positive and the strain equally divided. Fig. 41. Three Bladed Orange Peel Bucket. TABLE 68 Capacity 21 cu. ft. 1 cu. yd. 1 y^ cu. yds. 2^ cu. yds. Weight Lbs. 4,200 4,750 8,500 10,500 Closed, Ft. In. 5 5 8 -Diameter- Ft. 6 Open, In. 4 10 4 Price $ 715.00 812.50 1,202.50 1,300.00 BUILDINGS The only buildings that properly need be described In a book of this character are those of a temporary or semi-permanent character. Mr. H. G. Tyrrell says, "Roughly speaking, the cost of one- story building, complete, is, for sheds and storage-houses, 40 cents to 60 cents per square foot of ground, and for such build- ings as machine-shops, foundries, and electric-light plants that are provided with traveling cranes, the cost is from 60 cents to 90 cents per square foot of ground covered." Kidder's Architects' and Builders' Pocket-Book gives the cost of a large car barn of exposed iron construction and brick walls erected in 1895 as 9 cents per cubic foot. Mr. Fred T. Hodgson, in the Architects' and Builders' Magazine, gives the following: Second class stable with common fittings — per cu. ft., 11 cents to 13 cents; per sq. ft., $1.65 to $2; per cow, $130 to $140. Third class stable for farms, wood fittings — per cu. ft., TYz cents to 10 cents; per sq. ft., $1.45 to $1.50; per cow, $90 to $105. The following has been compiled by James N. Brown: Barns, framed, shingle roof, not painted, plain finish, li/^ cents to 2% cents per cu. ft. Barns, framed, painted, with good foundation, 2^/^ cents to 3 cents per cu. ft. The following is from H. P. Gillette's Handbook of Cost Data: COST OF ITEMS OF BUILDINGS BY PERCENTAGES Brick Machine Shop Warehouses (150x400) Per Cent Per Cent Excavation, brick and cut stone 50 15 Skylights and glass 10 Millwork and glass 7 6 Lumber 18 Vz 6V2 Carpenter labor dVz ' 4 Tin, galv. iron and slate 1% Gravel roofing 2 1 % Structural steel 45 1/^ Steel lintels and hardware SVz 6 Plumbing and gas fitting 2 ' .. Piping for steam, water a,nd power 2 Paint 21/^ 2 The labor cost of framing and erecting plain framed buildings averages from $10 to $15 for one thousand feet B. M. The cost of section houses, with three rooms, of cheap con- struction averages 54 cents per sq. ft. Cost of six tool houses, S'xl2', area 96 square feet: Cost per Total Item Square Foot Cost Materials 161 $15.53 Labor 134 12.90 Tools 005 .48 .300 $28.91 The lumber and labor in the above were very cheap. 101 102 HANDBOOK OF CONSTRUCTION PLANT Cost of a blacksmith shop, 20'x30', area 600 square feet, no floor, no studs in the sides, most of material second hand: 2,120 ft. B. M., @ $4.60 $ 9.76 AVz M shingles, @ $1-65 7.43 Hardware 77 Total materials $17.96 Superintendence $ 4.80 Carpenter, @ $2.10 21.82 Total labor $26.62 Cost per square foot $.072 In contrast with the above cost, note the cost of an extremely well built, portable blacksmith shop, built in New York City in 1910, 18'x30'xll' high, fitted with shelves, closet and racks: Lumber, @ $30 M.B.M — 5 window frames and sash, 2 large doors framed at mill, rubberoid roofing $140.00 Hardware 15.00 Painting and paint (contract) 15.00 Labor — carpenters, @ $4.50; common labor, @ $1.50 per 8 hours ,. 130.00 Per Sq. Ft. 55.00 $0.76 30.00 .62 90.00 .75 110.00 .69 135.00 .68 65.00 .67 80.00 .62 100.00 .63 185.00 .64 Total $300.00 Cost per square foot $0.55 Portable offices and houses ready to be fitted together and with one coat of paint can be purchased in almost any of the large cities. Below are prices on portable houses, manufactured in New York: Feet Inspector's office 8x9 Tool house 6x8 Office and tool house 10x12 10x16 10x20 8x12 8x16 8x20 Peak roof house 12x24 All of white pine partitions, tongued and grooved, and center beaded, bolted, windows netted. In Engineering and Contracting, Oct. 7, 1908, the cost of camp buildings used on a concrete dam contract in a small town 200 miles from Chicago is given. The camp consisted of the following buildings: Floor Area, Building Sq. Ft. 8 dormitories for 283 men. 15,000 2 mess halls for 80 men 3,000 3 individual shacks for 3 men 864 1 storehouse ^'\n[\ 1 machine shop 900 1 blacksmith shop 100 Total floor area 21,000 BUILDINGS 103 The cost of constructing these buildings was as follows: Item Cost 158,000 ft. B. M. of lumber at $22.50 $3,575 15 carpenters 48 days at $3 2,160 30,000 sq. ft. tar paper at $0.0225 675 Nails 145 Total $6,555 Interest and depreciation $5,500 The cost per square foot of building was as follows: Per Per Sq. Ft. Cent Lumber $0.17 55 Labor 0.10 32 Roofing and hardware 0.04 13 Total $0.31 100 The carpenter work cost $13.70 per 1,000 ft., B. M. 104 HANDBOOK OF CONSTRUCTION PLANT CABLEWAYS The following- data are taken from Gillette's "Rock Excavation": Nineteen cableways with spans of from 550 to 725 ft. were used on the Chicago Drainage Canal, The main cableways were 21/4 ins. in diameter with a sag of 5 ft, in 100 ft., supported on towers from 73 to 93 ft, high. The haul and hoisting cables were % in. in diameter and the button and dumping cables % in. in diameter. The life of the main cable was from 50,000 to 80,000 cubic yards of solid rock, or 30,000 to 50,000 trips, or 100 to 160 days. A 70 H. P. boiler and a 10x12 engine operated the skips with a speed of 250 ft. and a traveling speed of 1,000 ft. per minute. The skips were 2x7x7 ft, of steel, weighing 2,300 lbs., and holding 1.9 cubic yards of solid rock. Total weight of the cables, cars, skips and all was about 450,000 lbs. and cost $14,000, The force consisted of a foreman at $3,00, an engine man at $2.75 per 10 hours; a fireman at $1.80, a signalman and a tower- man at $2.70 each, and laborers at $1.50 each, loading skips. The output ranged from 300 to 450 cubic yards of solid rock per 10 hrs., loaded and handled at a cost of 28 to 30 cts. per cubic yard. This does not include rental of plant. The following table gives the cost in percentages: TABLE 69 Assuming 50 Cts. per Cu. Labor Supplies Total Yd., Cost per (2/3) (1/3) (3/3) Cu. Yd. in Cts, Drilling 22 10 18 9.0 Explosives 3 58 21 10.5 Loading 46 2 31 15.5 Conveving 15 20 17 8.0 Channeling 4 3 4 2.0 Pumping 4 7 5 2.5 Supt, and genl. labor.. 6 .. 4 2.0 Total 100 100 100 50.0 On section 7 nine skips and about 35 men worked on a face. About 1% tons of coal and 25 cts. worth of oil were consumed each shift. The cost of earth excavation for a cableway of 400 ft. span is given in Gillette's "Earthwork and Its Cost." The earth was delivered to a chute and thence to cars. The cost, which did not include the timber sheeting, the hauling or unloading of cars, was 30 cts, per cubic yard. To move one of these cableways takes a gang of 15 men three days, if green; two days if accustomed to the work, and costs from $50 to $75. If this cost is added to the cost of excavating the earth in a trench 375 ft, long it will amount to several cents per cubic yard. If the trench ts 6 ft. wide and 9 ft. deep the charge will be about 10 cts. per cubic yard. N CABLEWAYS 105 In building a bridge across the Delaware river on the D. L. & W. R. R. most of the concrete and other materials were Handled by a cableway. This was a double-span duplex cableway with a span of 2,005 ft,, which was divided near the center by an A-frame. The cables were 14 ft. apart, the two towers were about 130 ft. high, while the A-frame was 75 ft. high. The main cables were 2% ins. in diameter and the operating ropes % in. About 5,000 ft. of main cable and 10,000 ft. of line were used. Each span was operated by a 125 H. P. locomotive boiler with a 50 H. P., 10x12 in. double cylinder,- double friction drum, revers- ible link motion cableway engine; drums 54 ins. in diameter, 48 ins. long between flanges. The load operated by each engine was 5 tons, making 15 to 20 trips per hour. Four engineers, two fire- men and one rigger were necessary to operate the cableway. The entire plant cost about $22,500, erected. A Duplex Traveling Cableway was used by the United States government in excavating the Hennepin Canal. The cableway was purchased in 1903 and cost, complete and in operation, $28,580. It consisted of 2 complete and independent cableway systems mounted on a single pair of duplex traveling towers. One tower served as a head tower for one cableway, the other tower served as a head tower for the other cableway. These towers were » ^ 1 ^^^ -^BP'* I^^HHBkw'"^''''.'' ' f^H ^^^wf^w ^^^^^ ^^^^1 Fig. 42. Duplex Cableways Used on Hennepin Canal, Operating Two V/2 Cubic Yard Orange Peel Buckets. built of heavy timber well braced and ballasted. Each contained about 40,000 ft. B. M. of timber and 4,000 lbs. of iron work. They were mounted on 47x54 ft. platforms supported by 48 standard car wheels set in two parallel frames 54 ft. long, and moved on 5 lines of rails laid parallel to the axis of the canal. These rails were so laid as to form two standard gauge tracks with centers 29 ft. apart, and one single rail between them. Each tower was equipped with a special I2V4XI5 in. double 106 HANDBOOK OF CONSTRUCTION PLANT cylinder cableway engine with 3 tandem 51 in. friction drums and a 1'25 H. P. locomotive fire box boiler. The cable ways were 18 ft. apart and had a span of 625 ft. Each was equipped with a lYs cubic yard orange peel bucket operated at the same time and independently. Prom October 10th to December 20th a total of 131,414 cubic yards were excavated. The total operating expense for this period was $11,546, divided as follows: Labor, $7,261; repairs, renewals, lubricating oil, kerosene oil for lights, waste, etc., $3,528; coal $757, The operating cost per cubic yard was 8.8 cts. The item for repairs, renewals, etc, includes $1,350 worth of new cables, but it is stated only about one-third of this sum could justly be charged to the operating cost of this period. During the period of operation for which the cost data are given the towers were moving over very soft ground. This made the track work expensive and was the cause of a number of extraordinary breakages; for instance, 3 crank shafts on the engines were broken, A cableway used as a framework for a track carrying: cars for making a fill was erected near Cleveland, Ohio. The fill was across a gorge 400 ft. wide and 95 ft. deep. One small trestle bent on each bank and one tall bent in the center were erected. Two 2% -in. galvanized cables 7 ft. apart, were stretched over the bents and anchored to dead men of buried logs. The rails were spiked to ties which were fastened to the cables by U bolts. Small trestle bents were put in as the fill advanced. Turn buckles were placed in the cable to keep the suspended track taut. Actual cost of aerial cable roadway: 2'M in. galvanized bridge cable, 1,000 ft $ 600.00 Eyebolts, 2^^ ins. diam., with clevises for both ends 108.30 Turnbuckles at north end 3-in. diam. — two 120.00 Chains at north end, 2^4 in. iron — two 62.40 Cast washers, 8 ins. diam., 2 ins. thick — four 2.46 Timber for A-frame (all other timber was obtained on ground) : Upper 42 ft., 14 ft. x 8 ins. x 8 ins. All brac- ing and cross ties; 3,800 ft., at $34 per M 108.80 Lower 50 ft, round timber, 56 ft. long: Rough in tree.. 32.00 Cost of team work for hauling round timber, and pulling timber to place for erecting 65.00 Carpenter labor on A-frame and end bents on bank 231.40 Time of superintendent, getting material and overseeing work in general 60.00 Common labor: Digging trenches for anchors and put- ting up cableway 112.00 Nails and iron in A-frame and bents 29.40 Total cost of cableway $1,531.76 Estimated cost of timber trestle: Timber (all uprights, planks for bracing, stringers, etc), 98,000 ft, at $26 per M $2,548.00 Labor, at $6 per M 588.00 Spikes --. 98.00 Iron drift bolts 40.00 Total $3,274.00 Balance in favor of cableway $1,742.24 CABLEWAYS 107 The following is abstracted from Gillette's "Handbook of Cost Data." Cost of Cordwood and Cost of a Wire Rope Tramway. Mr. B. Mclntire gives the following about a wire ropeway built by him in 1884 in Mexico. He states that when the inclination of an endless traveling ropeway is greater than about 1 in 7 it will run by gravity, the speed being controlled by a brake. A ropeway running 200 ft. per min. with buckets at intervals of 48 ft., each carrying 160 lbs., will deliver 20 tons per hour. By using two clips close together on the rope, loads of 700 lbs. per bucket may be carried. This particular ropeway was used for car- rying cordwood to a mine. Its total length was 10,115 ft. between terminals, and the difference in elevation was 3,575 ft. The longest span between towers was 1,935 ft.; the shortest, 104 ft. There were 10 towers and two terminals. Hewed timbers were used for the towers, being much better than round timbers in maintenance. The rope was l^-in. diam., plow steel of 300,000 lbs. strength per sq. in. It was transported on 7 mules in lengths of 2,250 ft., each mule carrying a coil 321 ft. long, with a piece 10 ft. long between mules. The coils were 24 ins. in diam. There were 3 men required to every 7 mules. Care must be taken to lead the mules on a steep ascent to prevent a sudden rush that may throw a mule over a precipice. The ropeway, after erection, was lubricated best by using black West Virginia oil (instead of tar), applied continuously at the rate of a drop a minute. This was vastly better than intermittent oiling. The cost of this ropeway was as follows: Upper terminal $ 192.45 Lower terminal 218.00 5 trees fitted for towers 103.00 5 towers * 854.25 Counterweight tower 169.00 Remodeling towers 332.00 Stretching, splicing and mounting rope, attaching clips and baskets 255.00 Total labor cost of construction $ 2,123.70 Opening and maintaining roads 1,822.30 Ropeway, materials and transportation 15,454.00 Total cost in running order $19,400.00 This is equivalent to about $10,000 a mile. During 9 months the ropeway was operated at a cost of $400 a month, and handled 660 cords per month; the items of cost being as follows for 9 months: 1 brakeman, at $52 per month $ 468 3 men filling, at $26 per month each 702 1 man dumping, at $40 per month 360 1 man looking after line and oiling, at $26 234 Oil 117 Repairing (very heavy, $2.25 per day) 526 2 men wheeling wood away from terminal 468 2 men receiving wood from choppers and delivering it to packers 702 Total for 9 months $3,577 108 HANDBOOK OF CONSTRUCTION PLANT It will be noted that the cost of labor was low, being $1 a day for common labor. The cost of cutting and delivering wood to the tramway was $2.20 per cord, and the cost of transporting by the tramway, as above given, was 60 cts. per cord (not including interest on the plant). During the previous year the cost of cutting and teaming wood had been $12 per cord. The total saving to the company, after deducting cost of tramway, was $33,500 the first year. An Aerial CaWeway 4.8 miles long has been used for conveying contractors equipment, materials and supplies for the construc- tion of the reservoir dam of a new hydro-electric plant at Loch Fig. 43. 10-Ton Cableway; 800-ft. span with 50-ft. Four-Post Towers. Leven, Scotland. . The ground between the loch and the dam, which is at an elevation of 1,075 ft. above the loch level, is very steep, rendering transportation by any method other than a cable- way almost impossible. The mean gradient is 1 in 22.8 against \ CABLE WAYS 109 the loads. There are six stations for loading and unloading, three being at the angles in the line. The single rope system is used, bding supported by 86 wooden towers of an average height of 24 ft. The longest span is about 900 ft. The power driving the ropeway is a Pelton wheel of 250 B. H. P., the speed being reduced by gearing so as to drive the rope at 300 ft. per minute. About 580 buckets, with a capacity of 600 lbs., are used, and spaced about 90 ft. apart. The material handled varies from 700 to 1,000 tons per da3^ Twenty men are engaged in its operation; one man at the power house, three men at each of the three angle and delivery stations, four men at the upper and four at the lower terminal for handling the materials and the buckets, and two men for lubricating the pulleys on the towers. The upper terminal is a trestle 105 ft. long, 20 ft. wide, and 50 ft. high, containing bins for storing 450 to 500 tons of ballast. The total cost of the line, according to The Engineer, London, from which these notes are taken, was $62,500, or at the rate of about $12,500 per mile. The estimated cost of operation per ton- mile, allowing for redemption in three years, labor, and 10 per cent on the labor account for supervision, is 4 cents. Randling* Concrete. Cableways can be used advantageously for handling concrete. A cableway with a span of 800 ft., and stationary towers 45 ft. high, capable of handling a bucket containing a yard of concrete, costs from $4,500 to $5,000. Mov- able towers cost about $1,000 more. Cost of Rock Removal. On the St. Mary's Channel improve- ment. West Nubick Channel, four cableways were used to exca- vate 1,600,000 cubic yards of rock. This was accomplished in 2i/^ years. After blasting, the rock was loaded into skips by steam shovels and the skips were hoisted and conveyed by cableway. Average haul, 300 ft. The rock cut varied from 27 ft. to ft., average being 15 ft. Skips 8 ft.xSO iA. In June, 1907, 76,752 yds. were excavated, or an average of 3,073 cu. yds. per day; in August the output was 88,000 yds.; average yardage from May to August, four months, was 85,000 yds. per month. One cableway made a monthly record of 29,490 yds. The cost of an averagre cableway without towers to carry a 5-ton load 800 ft, span with deflection at center of about 5% of the span, complete with guys but without towers, 12x12 engine working at 90 lbs. to 100 lbs. pressure, steam or air, with dumping drum without boiler is between $6,000 and $7,000 f. o. b. the manufacturer's works. The cableways operating by electricity, including 150 H. P. motor with controllers and resistances cost about $1,500 more than the above, or just about enough more to offset the cost of the boiler plant if a separate boiler has to be installed for the cableway. Cost of Towers. One A-frame tower, guyed, for each end of this type of cableway will require a minimum of 5,000 ft. B. M. of lumber, with 14 in. xl4 in. sticks, costing about as follows: 110 HANDBOOK OF CONSTRUCTION PLANT Timber, Y. P., 5,000 ft., B. M., at $50 $250.00 Labor erecting, about 125.00 Fastenings, freight and haulage, say 100.00 Total for 1 tower in place $475.00 This tower can be taken down and reset for about $50 plug the cost of moving to the new location. I do not know of towers of this type being built higher than 80 ft. and would advise against anyone attempting to construct A-frame towers higher than 65 ft, unless they have had much previous experience of the use of such very long sticks. The above figures are approximate, of course, and apply to average conditions in New York State. A 4-leg tower takes about three times as much lumber as an A-frame tower. Traveling* towers for a cableway cost from three to five times that of fixed towers under the same general conditions. Repairs on a cableway may be counted at i/^-ct. per cu. yd. of material handled. Three cableways on the D. J. McNichols portion of Philadelphia Filtration System, Torresdale Filters, carried concrete, which was handled in dumping tubs. Each cableway averaged 200 buckets per day of 10 hours, and a record of 330 buckets or 495 yard rods was made by a single cableway in one day. One of these cableways with a span of 825 ft. cost $4,200 without towers. The towers were 64 ft, high. After being used three years this plant was sold for $3,500, A cableway for Baker Contract Co., at U. S. Lock and Dam No. 4, Ohio River, with a span of 1,485 ft. designed for a load of 5 tons, with 2i^-in. cable between 103 ft. towers, cost $6,500, exclusive of boiler and towers. Cost of Erection and Plant. The Croton Falls Const. Co., at the Croton Falls Dam, put in two cableways 1,434 ft. long, 2%-in. cables, carrying 5 to 10-ton loads. The cost of one of these was $8,000, exclusive of towers, tracks and boilers. The engine and boiler for this plant cost $3,300, or 41.3% of the cost of the plant. A report made by the Construction Service Co. shows the labor cost of erecting four towers and stringing cables for the two cableways as follows: Average height of towers: Head, 73 ft. Tail, 103 1^ ft. Carpenter foremen 49.25 @ $6.00 = $ 295.50 Carpenters 312.25@ 3.50= 1,093.38 Hoisting engineer 104 ©3.00^ 312.00 Fireman 57.5 @ 2.50= 143,75 Laborers 330.5 @ 1.60= 528.80 Teams (labor only) 47 @ 1.50^ 70.50 Foreman riggers 45 @ 6.00= 270.00 Rigger helpers 374 @2.50= 1,135.00 Machinist 4 @ 6.50^ 26.00 Machinist helper 16 @3.00= 48.00 Foreman (laborers) 15.5 @ 2.00= 31.00 Cableway engineer 19 @ 4.25 = 80.75 Signalman 23 @1.50= 34.50 Cableman 18 @ 3.00= 54.00 $4,123.18 CABLEWAYS 111 Work Accomplished. On North Channel, St. Lawrence River, two cableways costing $7,000, exclusive of towers and tracks, excavated over 500,000 tons of heavy stratified limestone. 75% of this was handled in blocks of 3 to 15 tons and 25% In 4-yd. skips, 20,000 to 25,000 cu. yds. handled per month the year around 1,000 tons per day was averaged. Delays on one cableway in 11 months due to repairs were 19 hours and 49 minutes. Moving- Cableways. In the construction of the Southern Out- fall Sewer, Louisville, Ky.. two 700-ft. double Lidgerwood cable- ways were moved several times. Each time the cableway was dismantled and two traveling cranes assisted in the moving. The towers were 60 ft. high. About 20 men were employed in moving, and the cost of moving and setting up each time was between $380 and $400. Output. On the Holyoke Water Power Dam a cableway with a cable 2 ins. in diameter, supported by a frame tower 20 ft. high on one side and a similar tower 100 ft. high on the other, set with a difference in elevation of the tops of 40 ft., was used for con- veying materials. Most of the travel was down grade. The total span was 1,615 ft, total distance between anchorages 2,200 ft. A fifty H, P. engine with two drums was used for hoisting. The average round trip to the center of the span with 3 cu. yds. took ten minutes. This is at the rate of 18 yds. per hour or 180 yds. per day. Ijife. In constructing the Rocky River Bridge at Cleveland, Ohio, a cableway with a SOO-ft. span was used. This was mounted on towers which ran on rollers so that the whole machine could be shifted sideways. It was capable of carrying 10 tons. The main cable was 3 inches and the load line % of an inch in diameter. Once every three months the main cable was shortened to take out the sag. The line had a life of eighty to ninety days and after being removed was used on small derricks, etc. The Iiidg-erwood Hig-h Speed Cableway. With long spans, the time required to move the carriage along the cable at speeds up to 600 or 800 ft, per minute made horizontal transporta- tion a large item in the cost of handling materials in this manner, but with the ordinary type of apparatus higher travel- ing speeds were not practicable. The fall rope carriers were damaged and the "buttons" could not be made to retain their Fig. 44. Sewer Cableway. 112 HANDBOOK OF CONSTRUCTION PLANT position on the cable. The effect of impact being somewhat proportional to the square of the speed of the moving load, the necessity for radical changes in equipment that would meet an increase in running speed of two hundred per cent is apparent. For this purpose Mr. Spencer Miller has developed a new type of "button" and a special shock absorbing fall rope carrier, both of which are extremely ingenious and effective. Electric cableways so equipped have operated on the Panama Canal work. These cableways operated at a running speed of 1,800 to 2,000 ft. per minute, driven by General Electric, inter- pole, series wound railway type motors of 150 h. p., wound for 550 volt D. C. circuit. These motors were equipped with a current limit automatic and hand control, whereby the operator may cause the motors to be accelerated by throwing the master- controller handle to full-on position, the motors taking a pre- determined current from the line. The motors may be slowed up by a retrograde movement of the controller handle, thus cut- ting resistance back into the motor circuit. The control panel carries an overload relay which throws the motor off the line in case of overload by causing the line contactors to drop out. Before the motor can again be thrown on the line it is necessary for the operator to bring the master-controller handle to the off position, after which the motors are started in the usual man- ner. The brakes are electrically-operated air brakes, as well as friction clutches, a separate electrically-driven air compressor being employed. The control arrangement both for the air brakes and friction clutches is designed for operation locally or at a remote point. These cableways, in a battery of eight (4 duplex), have placed about 2,900 cu. yds. of concrete in one day of 12 hours, in addi- tion to handling forms and iron work for the day's work. The hoist has cast steel gearing with machine-cut teeth throughout. The diameter of the hoisting and conveying drums is 54 inches and the hoist is geared to give a hoisting load speed of 333 feet per minute. The duplex cableway towers travel the whole length of the flight of locks, about 3,000 feet. There are eight cableways in the set, arranged on four pairs of traveling duplex towers. All the towers are readily moved along the tracks by special electric winches. The towers are provided with brake apparatus and locking clamps, in addition to, the solenoid brakes on the pro- pelling winches. This is necessary on account of the grade of trackway, which is 2.1 per cent for a large part of its length. CARS DouMe Bide or doulble end all steel dump cars cost as follows: TABLE 70 Capac- Gauge ity of Track 4 Overall Dimensions ^ Weight, Cu. Ft. Ins. Length Width Height Lbs. Price 18 20 5' 7" 4' 3" 3' 4" 700 $52.00 27 20 5'11" 4'10" 3'11" 850 58.00 18 24 5' 7" 4' 3" 3' 8" 750 55.00 27 24 6' 2" 4'10" 4' 0" 875 58.00 36 24 6' 9" 4'11" 4' 3" 975 68.00 36 30 6' 9" 4'11" 4' 5" 1,050 70.00 Hand operated brakes, $20 per car extra. Brake cars are about 15 in. longer. Fig. 45. Bocker, double side all steel dump cars cost as follows: TABLE 71 Capac- Gauge ity of Track Cu. Ft. Ins. r^^T^».^^1 T-^4,^^v, Weight, Lbs. Length Width Height Price 18 24 6 '9" 4' 0" 3' 8" 900 $54.00 27 24 7'4" 4' 2" 3'11" 950 58.00 40 24 8'1" 4'11" 4' 5" 1,325 70.00 27 30 7'7" 4' 2" 3'11" 1,000 60.00 40 30 S'l" 4'11" 4' 7" 1,425 78.00 54 30 8'8" 5' 3" 4'10" 1,675 90.00 40 36 S'l" 4'11" 4' 8" 1,500 80.00 54 36 8'8" 5' 3" 4'11" 1,770 92.00 Hand operated brakes $20 per car extra. Unloading- thirty 30-in. gauge 36 cubic feet capacity cars, similar to above, from flat cars and hauling about one mile, cost $39.50, or about $1.32 per car. Foremen, 35 cts.; teams and drivers, 50 cts., and laborers, 15 cts. per hour. 113 114 HANDBOOK OF CONSTRUCTION PLANT In excavating- a Tbank of hardpan with a 14-ft. face in 1907, the following equipment and men were used: 10 steel double side dump cars, 36 cubic feet capacity, 36-in. gauge at $72.50. $ 725.00 2 brake cars at $92.50 185.00 2 switches complete at $30.00 60.00 1,500 ft. of 30-lb. rail and plates, etc. = 600 ft. of track and 1 turn-out at 19 cts. per ft 285.00 200 ties, 6"x4" spruce, 5% ft. long 49.50 Spikes and bolts 40.00 Total cost of plant $1,344.50 Fig. 46. 1 foreman at $3.00 $3.00 6 pick and bar men at $1.50 9.00 12 shovelers at $1.50 18.00 1 horse and driver at $3.50 3.50 Vz trackman at $1.50 75 1% dumpmen at $1.50 2.25 Total labor cost per 10 hours $36.50 The earth, which was extremely hard, was undermined and pried down with picks and bars, and loaded into a train of six Fig. 47. cars. The whole gang then started the train, which ran down the 4% grade to the dump by gravity. After bein§ 4^niped,, It CARS 115 was hauled back by one horse. Thirty-three trains or 198 cars, well loaded, per day, was the output. A car was found to contain about 1 cubic yard of earth place measure. This gives a labor cost of about 18.5 cents per cubic yard. About $1.75 per day was spent on repairs to the equipment. On another job two trains of ten cars each were used. The gang was as follows: 1 foreman @ $3.50 $ 3.50 20 loaders @ 1.50 30.00 1 dump foreman @ 1.60 1.60 3 dump men @ 1.50 4.50 2 brakemen @ 1.60 3.20 1 trackman @ 1.60 1.60 2 pickmen @ 1.50 3.00 1 WDterbov @ 1.00 1.00 2 extra men @ 1.50 3.00 1 hauling team and driver @ 5.00 . 5.00 1 plow team and driver @ 5.00 5.00 Total $61.40 The earth was of hardpan and sand and the cut ranged from to 15 feet. The fill was about 9 feet in height. The average haul was 800 feet. Thirteen hundred feet of track was laid at Fig 48. The Oliver 4-Yard Car. a cost of $75. The average daily output was 330 cars, or yards, making a labor cost of about 19 cents per yard. Cars similar to these were loaded by a 30-ton traction shovel for 10 cents (contract) per yard, and dumped and hauled back by horses for 7 cents per yard, average length of haul 1,500 feet, 116 HANDBOOK OF CONSTRUCTION PLANT The repairs on cars were very high, amounting to about 4 cents per yard, but had stronger cars of the same type been used, the repairs would have been nominal. Fig. 49. 8-Yard Car in Dumped Position. A diamond frame double side dump car of wood and steel, costs as follows: Fig. 50. TABLE 72 Capac- ity, Weight, Yds. Lbs. 4 6,000 6 11,000 6 11,000 12 28,000 Equipment Price Link and pin coupling and air brake $195.00 Automatic coupler, hand brake 275.00 Automatic coupler, air brake •. 325.00 Double trucks, automatic coupler and air brake 750.00 A two-way dump car, diamond frame, reinforced with steel, costs as follows: Listed Capacity, Yds. Weight 4 5,988 6 10,875 8 16,500 of white oak, strongly Trucks Single Single Double Gauge 36" 36" 3( Brake Hand Hand and Air Hand and Air 12 28,000 Double Standard Hand and Air Price $165.00 255.00 435.00 750.00 CARS 117 The manufacturers present the following figures: Capacity of 4-yard car 3.9 cu. yds — of 2 cars 7.8 cu. yds. Capacity of 8-yard car 9.8 cu. yds. Length of 4-yard car over all ]3'6 — of 2 cars 27' Length of 8-yard car over all 22'6" A train of tv^^elve 4-yard cars hauls 46.8 cubic yards of earth. A train of six 8-yard cars hauls 58.8 cubic yards of earth; a gain of 25 per cent. A train of tv^elve 4-yard cars is 182 feet in length. A train of six 8-yard cars is 135 feet in length. Length saved in "spotting" by using 8-yard cars, 47 feet; a gain of 2 per cent per train foot, and a 50 per cent saving in time dumping. The increased diameter of wheels under an 8-yard double-truck car enables a dinky to handle more yardage than with 4-yard cars. Fig. 51. Bevolvingr dump cars similar to Fig. TABLE 73 51 cost as follows: Weight. Lbs. , 540 to 550 560 740 to 750 760 riat cars with 4 wheels, having frames and platform.: steel axles, and cast iron wheels, cost as follows: Capacity. Cu. Ft. Track Gauge Ins. 18 18 27 27 18, 20 or 24 SO 18, 20 or 24 30 Price $45 50 52 55 of wood. TABLE 74 Capacity, Gauge, <• Platform ^ Weight, Tons Ins. Width Length Lbs. 2 36 50 72 750 5 42 57 84 1,100 10 561/^ 76 96 1,200 15 561/2 81 108 1,300 M ^^2^ M m 1-4QQ Price $ 26.00 34.00 56.00 100.00 17M0 118 HANDBOOK OF CONSTRUCTION PLANT Double-truck platform cars with wooden frames and trucks with wooden or steel bolsters (Fig-. 52) have the following capacities: TABLE 75 Capacity, Track , — Platforms — ^ Weight, Tons Gauge Length Width Lbs. Price ^1 20' 6' 6,000 $220.00 10 26' 6' 9,500 300.00 ^?, 30", 36"' 30' 6' 11,500 330.00 15 [ 42", 39.37" 30' 8' 13,000 400.00 20 32' 8' 18,000 475.00 25J 34' 8'6" 22,000 520.00 30' 4'8ya" 36' 8'6" 24,000 620.00 These cars are regularlj' equipped with hand brakes working on one truck only, and link and pin couplers. For brakes working Fig. 52. on both trucks add $12 to $15. For automatic couplers add $14 to $20. For air brakes add $50 to $60. Cars similar to above with steel frames and trucks cost 25 per cent more. Inspection and hand cars operated by foot or hand are of three general types: foot driven, velocipede type, 4 wheels, weight 70 Fig. 53. lbs., price $70; hand driven, 3 wheels, weight 140 lbs., price $40; hand driven (Fig. 53), 4 wheels, weight 500 lbs., $40. CARS 119 Platform Cars with steel frames similar to Fig. 47 cost as follows: TABLE 76 Capacity, Tons 2 to 3 2 to 3 2 to 3 Track Gauge, Inches 20 24 24 , Platform ^ Length Width 4'9" 5'0" 6'0" 3'0' 3'4' 4'0' Weight, Lbs. 500 550 640 Price $28.00 29.00 32.00 Ordering*. In ordering cars or making inquiries from manu- facturers the following points should be noted. Gauge of track. Weight of rail on which cars run. Radius and length of sharpest curve. Style of car (give number of catalog cut nearest to your re- quirements). Material to be handled and its weight per cubic foot. Capacity of car in tons or cubic feet. Give dimensions of car, if possible. Any limitations as to height, length or width. Style of coupling and drawbar. Distance from top of rail to center of drawbar. Method of operation — hand, animals, steam or electricity. Whether to be used singly or in trains. Number cars to a train. Diameter of wheels and axles already in use, if new cars are to be used with old ones. Style of axle boxes, if inside or outside, roller bearings, etc., if wath or without springs. Any other points to be considered. Depreciation and Repairs. Ten new dump cars, some with steel and some with wooden bottoms, costing $50, drawn by horses, had a life of 4 years, and averaged $1.75 per car per month for repairs the first 18 months. The following tables give the original cost and average repairs per month on about 22,000 cars on a large railroad system. I am indebted to Mr. J. Kruttschnitt for the data from which it has been compiled. STEEZi OR STEEI. UITDEBFBAMZ: CABS TABLE 77 Type of Car Original Cost Ballast $ 889.81 Box 1,085.00 Coal 674.65 Dump 1,461.63 Flat 845.00 Furniture 802.29 Gondola or ore 1,210.00 Oil 2,110.00 Stock 1,030.00 No. of Cars 460 2,304 1,594 300 2,289 297 1,419 871 1.693 Monthly Average Repairs $ 5.17 1.57 3.47 4.37 1.05 3.61 3.16 10.01 1.10 120 HANDBOOK OF CONSTRUCTION PLANT WOODEN CARS TABLE 78 Monthly Average Cost of Type of Car Original Cost No. of Cars Repairs Ballast $ 589.09 457 $4 78 Box 440.00 6,247 3192 Coal 557.58 127 3.76 Flat 581.20 512 3 02 Furniture 530.00 278 7*44 Oil 1,800.00 247 13'05 Stock 450.00 2,700 Sisi The average cost of repairs on steel underframe cars was $2.79 and on wooden cars $4.04 per ncionth. Reports from various railroads indicate that the average cost of repairs of wooden cars varies from $35 to $85 per car per year, and of steel or steel underframe cars varies from $9 to $10 per car per year. The average life of a wooden car ia about 15 years, and of steel cars about 25 years. The cost of repairs on cars per year in percentage of the original cost is as follows: Wood Type Steel Cars Cars % % Ballast 7.0 9.75 Box 1.7 10.7 Coal 6.2 8.1 Dump 3.6 Flat 1.5 2.1 Furniture 5.4 16.8 Gondola or ore 3.1 Oil 5.75 8.7 Stock 1.3 9.6 In the Railroad Gazette, October 11, 1907, Mr. William Mahl, comptroller of the Union Pacific and Southern Pacific railways, gives some valuable data as to the life of equipment on thei Southern Pacific Railway. The following are averages for the period of six years, 1902 to 1907, the costs being the average cost per year. Expenditure on each per annum Class No. Serviceable Repairs Vacated Locomotives 1,540 $3,165 $183 Passenger cars 1,504 759 104 Freight cars 42,983 70 17 In "repairs" are included the annual expenditure for repairs and renewals of each locomotive or car, other than the expendi- ture for equipment "vacated." In "vacated" is included the cost of equipment destroyed, condemned and dismantled, sold or changed to another class. From 1891 to 1907, a period of 17 years, the average number of freight cars "vacated" each year was 3.63 per cent of the total number in service. Dividing 100 by this 3.63, we get 27^4. which is, therefore, the average life in years of each freight CARS 121 car. These cars were nearly all wooden cars, of which the cost of a box car did not exceed S450, excluding air brakes. The number of freight cars constantly in repair shops was 5 per cent of the total number for the three months ending March 31, according to Statistical Bulletin No. 4 of the American Railway Association. For the previous quarter the percentage was BVz per cent. Each car averaged 23 1/^ miles traveled per day. The above figures are based upon averages of almost 2,000,000 freight cars. In Group IV (Virginia, Weet Virginia, North and South Carolina) there were 124,000 cars, 7 per cent of which were in the repair shop at any one time. This group made the poorest showing of all. On the Panama Canal work during the six months ending June 30, 1910, the cost per day of repairs to cars of all kinds was 11.03. For the same period the cost of repairs to plant and equipment per unit of work done was as follows: Item Cu. Yds. Per Cu. Yd. Dry excavation 10,515,443 ' $0.0795 Wet excavation 5,274,633 0.071 3 Concrete 565,459 0.1741 Sand 316,028 0.2789 Stone 581.812 0.2410 Dry fill 1,913,963 0.0065 Wet fill 1,556,745 0.0587 The compartment type of rock car is now being used by the Los Angeles Pacific Railway Co., and it has proved very success- ful. In this type of car a box is built on an ordinary fiat car having a floor raised about 2 feet along the center line of the car and sloping to each side. This box is divided into twelve or more compartments, each having two doors, one on each side of the car. The teamster drives his wagon along the side of the car and adjusts a board between his wagon and the car which prevents the spilling of any rock on the ground. He then, with his shovel, loosens the hook holding the door in place, which allows it to swing up and discharge the whole two yards which each compartment contains. The whole operation is consum- mated in about one minute. Mr, H. R. Postle gives the following bill of lumber for building such a box on a 34-foot flat car: 6— 2x 4 in. X 18 ft. 12— 4 x 4 in. x 8 ft. 6 — 4 X 6 in. X 16 ft. 4 — 2 x 16 in. x 16 ft. 60—2 X 12 in. x 16 ft. Total, 2,643 ft. at $22 per M ft. = $58.15. He does not give the amount of bolts and iron required, but says that the shop foreman of the railroad told him that each car costs a total of $250. 122 HANDBOOK OF CONSTRUCTION PLANT CARTS Dump carts, one horse, with three-inch tires, cost: Capacity, Cu. Ft. Light cart 21 Heavy cart 24 Pounds 2,500 3,500 Weight, Lbs. 700 900 Price $42.00 45.00 For hoppers 10 inches deep add $9.50 For tail gate add 2.00 For automatic end gate add 8.50 For 4-inch tires add 5.50 For steel bottom add 5.00 Ten new railroad, one-horse dump carts, some with steel and some with wooden bottorhs, cost $50 each. Repairs cost $1.75 per month each during eighteen months' use. Six old carts about two years old averaged $2 per month for repairs for twelve months. Other carts also averaged $2. The life of wooden dump carts is about five years. Fig. 54. Mr. D. J. Hauer says that average dump carts, without a tail- board, hold about 0.6 cu. yds. of earth, or 0.35 cu. yds. of rock, place measure. From Morris's data, quoted by Mr. H. P. Gillette in "Earth Work and Its Cost," the average speed of a cart is 200 feet per minute and the average load % cubic yard on a level and ^/4 cubic yard on steep ascents such as when making railroad fills; and the lost time for each trip in loading and dumping averages four minutes; these data having been obtained on some 150,000 yards of work. In a great deal of one-horse cart work it can be so arranged that one driver attends to two carts, the undriven horse being trained in a very few days to follow his leader. CARTS 123 Concrete spreader carts similar to Figr. 55, havingr a capacity of 21 cubic feet and weighing- 985 pounds, cost $99. Pick-up carts or beam truclcs, having two wheels and a raised axle, are used for picking up and hauling iron pipe, timbers, structural shapes, etc. Fig. 55. Spreader. They are usually drawn bj' hand. Diameter of wheels, 40 ins.; weight, 400 lbs.; price $34 Diameter of wheels, 48 ins.; weight, 450 lbs.; price 35 Diameter of wheels, 54 ins.; weight, 500 lbs.; price 42 CEMENT SIDEWALK AND CURB FORMS Adjustable steel sidewalk and curb forms are rapidly coming into use, and where the amount of work is large, their extra cost is justified. Fig. 56. This Cut Shows the Use of the 6-inch-radius Curve TABLE 79— SIDE RAILS (RIGID) 10 ft. Rails, 4 in. high $1.75 10 ft. Rails, 5 in. high 2.00 10 ft. Rails, 6 in. high 2.25 10 ft. Rails, 7 in. high 2.50 3 ft. Rails, 8 in. high 2.75 10 ft. Rails, 12 in. high 4.00 10 ft. Rails, 18 in. high 8.50 10 ft. Rails, 24 in. high : 10.00 . Rail"=! shorter than 10 feet to be used in "ending up" work may be purchased at a cost proportionate to the 10 ft. lengths; i. e., a 5 ft. length would cost one-half the amount of a 10 ft. length. Flexible side rails are made in any length to make any desired radius, at the same proportionate prices as the rigid side rails. TABLE 80— SIDEWALK DIVISION PLATES Width of t Cost of Plates ^ Sidewalk 4" Depth 5" Depth 6" Depth 3 feet $0.50 $0.65 $0.80 4 fee<- ' 70 .85 1.05 5 feet ■ " ..'..' ^5 1.05 1.30 ifllt :::::: 1.00 1.25 1.45 CEMENT SIDEWALK AND CURB FORMS TABLE 81— COMBINED CURB AND GUTTER DIVIDING PLATES Height Thickness Width of Curb of Curb of Gutter 12" 5" 12" 12" 6" 18" 12" 6" 24" 12" 6" 30" 12" 6" 36" 125 Cost $0.65 .75 .90 1.15 1.40 Fig. 57. , TABLE 82— CURB DIVIDING PLATES Height Thickness of Curb - - of Curb Cost 12" 5" $0.40 12" 6" .40 16" 6" .50 18" 6" .55 24" 6" .75 Cement Workers Tools. The following are net prices at Chicago for tools used in constructing and finishing cement sidewalks. The prices are for iron nickel plated tools. JOINTER 2 % in. wide, 6 in. long, each $0.54 NARROW JOINTER 1% in. wide, 8 in. long, Vz in. blade, each $0.60 1% in; wide, 8 in. long, 1^4 in. blade, each » .60 126 HANDBOOK OF CONSTRUCTION PLANT STRAIGHT END JOINTER 3 in. wide, 6 in, long, i/^ in. deep, each $0.60 NARROW STRAIGHT END JOINTER 1% in. wide, 8 in. long, % in. blade, each |0.60 1% in. wide, 8 in. long, Yi in. blade, each 60 DRIVEWAY GROOVER The following are net prices for driveway groovers, 3 in. wide and 9 in. long: Groover, % in. deep, each $1.10 Groover, half round, each 1.10 A 6-in. V-groover, % in. wide, Vz in. deep, costs 52 cts. each. STRAIGHT END GROOVER 6-in. V-groover, % in. wide, % in. deep, each $0.60 EDGERS The net prices of edgers, % in., 2% in. and 6 in. long, are as follows: % in. turned edger, each $0.52 % in. turned edger, 10 in. long, each 1.35 NARROW EDGER 8 In. long, 1 % in. wide, each $0.60 6 in. long, IVz in. wide, with guide 52 A reversible handle edger, right or left, 1 in. turned edge, % in. radius, 3 in. wide and 6 in. long, costs 60 cts. CIRCLE EDGERS %-in. radius, each $0.45 %-in. radius, each 45 A square edger 3 ins. wide, 6 ins. long, both edges rounded, with 11/^ -in. cutting edge, costs 75 cts. Bevel edgers, 2% ins. wide, 6 ins. long, with either %-in. bevel or %-in. bevel, can be bought at 53 cts. each. Corner tools, one end straight, the other curving back, 6 in. long, IVz ins. wide, also cost 53 cts. each. Curbing edgers with 2 in. turned back with radius of 1% ins., 3% ins. wide, 6 14 in. long, cost $1.09 each. Raised (tuck) pointers, 1%, ^A, -^jj, % or i/^-in. size, cost 45 cts. each. Long handled finishing tools cost as follows: Trowel with one long adjustable handle, one short handle, one wrench; price, 15 in., $4; 24 in., $6. Jointer, with one long han- dle, one short handle, one wrench; price, $4. Edger, same equip- ment, $4. Six-ft. compasses, $3.50. CEMENT TESTING APPARATUS On large concrete jobs it is desirable that all cement shall be tested. The usual practice is to engage a specialist, who sends a representative to obtain samples from the job for testing at his own laboratory. This is undoubtedly the best way, but where work is located far from large cities testing in this manner is very expensive. The way this difficulty is generally overcome is by selecting samples from the cars immediately before they leave the factory and then sealing the cars. On work where these methods cannot be used, a field laboratory can be installed. Such a laboratory, exclusive of the building, water supply, and few pieces of furniture will cost as follows: 1 Cement testing machine $135.00 Or 1 Improved cement testing machine 185.00 1 Percentage scale V2 to 16 oz.; to 100% 5.40 1 Even balance scale with brass weights 6.75 2 3-section gang molds @ $10.80 21.60 1 Ground glass plate. 24"x24" 8.10 1 Galvanized iron pan, 24"x24"x3" deei5 l.SO 1 Set Gilmore needles 4.50 1 16 oz. measuring glass .90 1 Small trowel 70 1 Large trowel .90 1 Set cement test sieves, 50, 100 and 200, with lid and bot- tom, brass 13.50 1 Set sand test sieves, 20, 30, with lid and bottom, brass.. 7.00 Total, $256.15, or $206.15 Shipping weight, 600 pounds, or 500 lbs. Where any considerable amount of testing is to be done several more gang molds with some sort of damp closet are desirable, costing an extra $30 or $40. 127 128 HANDBOOK OF CONSTRUCTION PLANT CHAIN BELTS (See Belting for Power Purposes.) CHAINS Chains possess about % the strength of single bars of iron. They should be very carefully tested, as one weak link means that the whole chain is weak. The diameter of sheaves or drums should not be less than thirty times the diameter of the chain iron used, and for hoisting purposes, chains should be of short links with oval sides. The life of a chain is greatly increased by frequent lubricating and annealing. B. B. Crane chain is of refined iron having a tensile strength of 48,000 pounds per square inch, and is for ordinary use. B. B. B. Crane chain is of iron of 50,000 pounds per square inch tensile strength. Special Dredgre chain is of iron of 53,000 pounds per square inch tensile «trength. In the following table the safe load should be taken as % the "proof." The breaking strength is about double the "proof." 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I . <» > . . . o o . . . o o o o 2 o c 4-. >>> • i < E-i • • • © ^, ^, ti rt 03 r^ O O fl c3 01 a> ^ 6< Ki rt oj ^ ^ < ^^^33 d HHHP^Ph pl OMP 5W 139 Conveyor *Tons per Hour 30" 560 24" 360 20" 250 16" 160 14" 120 12" 80 140 HANDBOOK OF CONSTRUCTION PLANT Mr. Edwin H. Messiter says that for ordinary mine run ore the largest lumps of which do not contain over 1 cubic foot, a 30" conveyor is suitable. Sizes of lumps which may be carried by the several sizes of conveyors are: Lumps 12" 8" 6" 4" 5" 2" Speeds up to 400 ft. per minute may be used and 700 ft. in special cases. Inclination should be limited to 20° from horizontal, but 26° may be used with steady feed and fine material. Life of belts varies with tonnage. If correctly designed and made of proper materials on large conveyors, belt renewals will approximate 0.1c. per ton of ore. Cost is greater on small conveyors than on large ones. Horsepower required will average about 0.00015 horse- power per ton per foot of horizontal distance carried, plus 0.001 horsepower ton per foot of height elevated. Automatic reversible trippers are designed to distribute mate- rial carried by belt conveyors on long piles or large bins. They travel on a track between two points, automatically reversing and discharging their load continuously. They can be so regulated as to discharge at one point. Their cost is about as follows: idth of Belt. Inches 12 Price $320 345 Width of Belt, Inches 20 Price $425 14 24 30 36 475 16 370 555 18 345 635 Hand propelled trippers discharge materials at fixed points, to which they are moved along a track by hand. Width of Belt, Inches 12 Price ..$180 Width of Belt, Inches 18 20 Price $215 14 190 225 16 200 24 250 *Last column is capacity for ore weighing 100 lbs. per cubic foot at a speed of 400 feet per minute. CONVEYORS 141 TXtOUaHINO AND RETURN IDIiERS. Fig. 63. DIMENSIONS IN INCHES 11 ly* ly* iy4 ly* 1% Pulleys are of cast iron on hollow steel shafts, turning in cast iron brackets mounted on hard pine or steel base, for attaching to stringers. Guide idlers are of cast iron and consist of two inclined pulleys mounted on cast iron brackets. idth of Belts A B c D* Et F G H 12 11 Vs 5 7% 3% 3 11% 12 22 14 121/4 5 7 % 3% 3 12% 14% 24 16 13% 5 7% 3% 3 12 y2 • 16% 26 18 13% 5y2 9y4 3% 5 13% 18 32 20 15% 5y2 9y4 3% 5 13% 20% 34 24 I6V2 5y2 9y4 3% 5 14 y2 24% 40 30 18% 5y2 loy* 4 Yz 5 16 31% 46 36 21% 5^ 12 y^ 5 5 18% 37% 52 Width of Belt, Inches 12... 14 Troughing Idlers $ 3.25 3.70 Return Idlers $3.10 3.30 4.25 5.10 5.50 7.00 7.30 8.50 Guide Idlers $3.70 3.70 16. 4.25 3.70 18 5.80 4.60 20 6.40 4 60 24 ... 7.70 4.60 30 9.60 5 20 36 12.75 5.75 A bucket conveyor, with 18"x24" buckets capable of running at a speed of 10 ft. per minute, should cost about $3,600 per 100 ft. length, which includes the driving mechanism and an electric motor. The power needed to operate, about 1 horsepower; re- pairs and renewals for a number of years would average from 1 to 2 per cent per annum on the first cost. This of course does not include depreciation. For this opinion I am indebted to W. R. Ingalls, who has been quoted above. Mr. F. W. Parsons is authority for the statement that a con- veyor 95 ft. long and a cross conveyor 71 ft. long for conveying * Minimum depth of stringer allowable with Standard Idler Boards, t Maximum width of stringer allowable with Standard Idler Boards. 142 HANDBOOK OF CONSTRUCTION PLANT coal into a boiler house, including- miter gears, countershaft, self- oiling pillow block, sprockets, etc., should cost about $475 f. o. b. factory. For driving machinery from main shaft to countershaft and from countershaft to lead shaft $75 ought to be added to this, and $175 for lumber, bolts and iron for chutes, and $200 for erection, total cost, exclusive of freight, being $915. Belt elevator. The life of belts of the same grade varies widely between limits according to tonnage carried, the length of belts, and the economic layout of the whole arrangement. On large belts of course the cost for repairs per unit of material delivered will be considerably smaller than on small belts. For special work, such as crusher plants and outfits of similar kind, the operation is almost automatic and with the exception of renew- als which can be made rapidly there is practically no interrup- tion to continuous service. Fig. 64. At the Union Stock Yards in Chicago a belt carrier with 24"x24" buckets and a vertical lift of 58 feet with a 38-ft. horizontal run had been in operation about five years handling an average of 2,500 tons of coal per week, with no cost for repairs, and in 1908 was not likely to need repairs for another five years. In Pittston, Pa., operating on a 25° incline and conveying coal 355 feet with 48" wide buckets, a belt carrier installed in 1902 handled 130,000 tons a month and after four years was in excel- lent condition. Cost of repairs averaged: material, .04c per ton handled; labor, .06c per ton handled, these repairs being the re- newal of the carrier rollers and the driving pinion of the head gfear. The illustration (Fig. 64) shows a twenty-four inch conveyor CONVEYORS 143 one hundred feet long- supplied Charles F. McCabe by the Robins Conveying- Belt Co., for removing- 10,000 cubic yards of earth and rock at 181st street and Jerome avenue, New York. The picture shows the very disadvantageous circumstances under which such a belt conveyor will work to advantag-e. Earth was shoveled on to the conveyor by hand and was discharged from the head end to wag:ons. Pieces larg^er than a man's head were frequently placed on the conveyor, and were carried suc- cessfully, althoug:h it ran at times at an upward inclination of over 23 deg-rees. A Mundy eng^ine, located in a pit beneath the tail end, drove the conveyor. Fig. 65. In the installation illustrated and described in the foreg-oing: it was impossible to support the conveyor by any other than the most crude supports. This fact, however, did not interfere with the successful operation of the conveyor, nor did it injure the machinery to any appreciable extent. The belt itself, when the work was completed, showed little signs of wear. Figiire 65 shows a Robins Belt Conveyor used by Ryan & Parker in excavating- for the foundation of the power house of the New York Gas and Electric Light, Heat and Power Co. The earth was delivered to the conveyor from wheel scrapers through 144 HANDBOOK OF CONSTRUCTION PLANT bridg-es, and the excavating was done by practically the same means, employed more recently by F. M, Stillman & Co., for their work at East 12th street, New York, The conveyor was driven at its head end by a small horizontal eng^ine, very little power Fig. 66. being- required. It was subjected to the roughest kind of usage; rocks weighing over 100 pounds were constantly, dumped upon it, but never caused a moment's stoppage during the entire work. The width of the belt was 30 inches, and the actual Fig. 67. iVIovable Tripper. quantity removed exceeded 1,200 cubic yards per day. The work was all done during very cold weather, in December and January. The conveyor used on this contract was also employed by CONVEYORS 145 Messrs. Ryan and Parker for similar work in a great number of places, its length being increased or diminished as desired by easily made changes in the number of idlers and length of belt. The illustration (Fig. 66) shows the conveyor described in the foregoing, carrying the cement bags up the incline to the mixer house. It was driven by a Lambert engine placed on a platform Fig. 68. in the mixer house, and run at a speed of 325 feet per minute. This engine also drove a 24-inch Robins Belt Conveyor which carried concrete from Smith mixers and discharged it through a long chute to cars, which carried the concrete to all points where foundations and retaining walls were being constructed. In order to prevent the material from adhering to the belt, a Robins high- speed rotary cleaning brush was attached to the discharge end of 146 HANDBOOK OF CONSTRUCTION PLANT the conveyor. This brush was belt driven from a small pulley on the shaft of the end pulley of the, conveyor. Hullett-McMyler Cantilever Crane or Conveyor. This machine is illustrated in Fig. 70 and was used on the Chicago Drainage Canal. The skip is of steel and has a capacity of 3.7 cubic yards water measure, or 1% cubic yards of solid rock. A 9xl2-inch engine working under 80 lb. pressure and with 200 revolutions Fig. 69. per minute does the hoisting. The total weight of the 'craifi'e is 110 lbs. and its cost is about $9,000. The daily (10 hours)' ex- pense of operating each crane was: 1 engineer $ 2.50 1 fireman 1.50 Machinist service 1.00 Superintendence 75 1 % tons coal 2.50 Oil and waste 25 Repairs (?) 50 Track maintenance 1.50 Night watchman 50 Total $11.00 The two handled 168,470 cubic yards solid rock in 337 10-hour shifts, 250 cubic yards per shift per machine. 147 148 HANDBOOK OF CONSTRUCTION PLANT Hullett-McMyler Derrick. Fig. 71 illustrates this machine, which handles a skip weighing 2,400 lbs,, making, with its full load of 1% cubic yards of solid rock, 3% tons loaded. It weighs 95 tons and costs $15,000. The cost of operation is practically the same as for the Hullett-McMyler Conveyor. Two of these machines moved 279,300 cubic yards in 492 (10-hour) shifts averaging 568 cubic yards per shift for the two machines. A steel incline and tipple is often used to convey a steam shovel to the top of a high bank where it Such a machine is illustrated in Figs. 72, 72A. The steel truss of the incline weighs 8,500 lbs., and the total load of boilers, with- out cars, etc., is 100 tons. The engines are ll"xl8", double cylin- ders, and their cost with the boiler was $2,700. The shovel cut was 20 ft. wide, 18 ft. deep and the best month's record was 920 cubic yards per 10-hour shift. The whole machine cost about $4,000. CONVEYORS 151 The Brown Cantilever Crane. Eleven of these machines shown in Fig. 73 were used on the Chicago Drainage Canal, and after the first year a monthly output of 15,000 to 16,000 cubic yards, 600 cubic yards per 10-hour shift per crane, was attained. The trusses have a slope of 12i/^°, a carriage or trolley travels along the track on the lower chord of the truss, the hoisting power being a 10i/^"xl2" engine and a 120-horsepower boiler. The skip can be dumped automatically at any point. It has a capacity of 75 cubic feet water measure and carries 1.5 to 1.7 cubic yards of solid rock. The average traveling speed is 150 ft. per min- ute. The weight of the entire machine is 150 tons and it costs about $28,000. The daily cost of operating each crane was as follows : Engineman $ 3.00 Fireman 2.50 Oiler 1.75 Operator 2.75 1% tons of coal at $1.75 3.00 Oil, water and waste (estimated) 50 Laying track (estimated) 50 Total $14.00 MECHANICAI^ CONVEYORS.* Mechanical conveyors, of which there is a great variety, may be classified as of (1) the push or drag type, and (2) the carry- ing type. In the former the material is pushed or dragged for- ward in a trough. In the latter type it is continuously carried forward on a belt, or in a series of connected pans or buckets, which take the place of a belt. In a horizontal conveyor the only mechanical work to be done consists in the overcoming of friction. It is obvious, therefore, that a well-mounted belt or series of buckets can be moved with less friction and therefore require less power than any form of conveyor in which the material has to be pushed or dragged forward. All of these conveyors are used in practice, some of them extensively. Some of them are extremely efficient machines; others have very little to commend, yet are useful for some special purposes because of limitations in the application of bet- ter types. The special form of conveyor must always be chosen with view to the work that is to be done. In this article the writer has reference only to the use of conveyors for the trans- portation of ore and other mineral substances. There is a dearth of practical information on this subject; even the manufacturers appear to lack a good deal of important data, and it will be useful if readers are led to contribute results of their own experience. It is obviously a subject in which experiences may differ widely under varying conditions. * This article, by Mr. Walter Renton Ingalls, is so practical and so full of valuable data that it has been abstracted almost in full. It appeared in The Engineering and Mining Journal in 1904. CONVEYORS 158 Push or Drag* Conveyors. Amon& the conveyors of this type are the screw, the scraper, and the reciprocatingr. All of them have the advantage that ma- terial can be discharged without complicated machinery, at any desired point, which makes them especially useful for the filling of a series of bins. Screw-Conveyor. The screw-conveyor is one of the oldest of conveying devices. Also it is perhaps one of the most inferior. The screw-conveyor consists commonly of a trough of iron or steel, with semi-cylindrical bottom, in which is turned an end- less screw, composed of a shaft, solid or hollow, and a spiral of steel or cast iron. The shaft is supported in boxes at each end of the trough, and by intermediate hangers in long conveyors, and is driven by pulley, gear or sprocket wheel. The shaft is generally made in sections, which may be united in any suitable manner, though certain devices are much better than others. The spiral is ordinarily of 8-in., 10-in. or 12-in. diameter. In trans- porting ore it is inadvisable to turn a 9-in. or 10-in. screw at more than 50 to 75 rev. per min., since a higher speed is apt to throw material out of the trough and produce too much dust. Obviously the speed should diminish as the diameter of the screw increases. The capacity of a screw-conveyor depends upon the diameter and pitch of the screw, its speed of revolution, and the specific gravity of the material to be transported. One manufacturer gives the capacity of a 6-in. screw, run at 100 rev. per min., at 3 tons per hour; of a 9-in. screw at 70 rev. per min., 8 tons per hour; and of a 12-in. screw at 50 rev., 15 tons per hour. It is presumable that these figures for capacity refer to quartzose ore, which may be taken as weighing 100 lbs. per cu. ft. An- other manufacturer estimates the capacity of a 5% -in. screw at 120 rev., 42 cu. ft. per hour; 7%-in. at 110 rey., 71 cu. ft.; O'/s-in. at 100 rev., 141 cu. ft.; 11% -in. at 80 rev., 247 cu. ft. It is quite right to state these data in cubic feet instead of by weight, but the speeds given are too high for good practice. However, the capacities appear to be stated moderately, notwithstanding. On the basis of material weighing 100 lbs. per cu. ft., the ca- pacity of the 5% -in. screw would be 2.1 tons per hour; of the 7%-in. screw, 3.55 tons; of the 9%-in. screw, 7.05 tons; and of the 11% -in. screw, 12.35 tons. The figures of either of these manufacturers seem to be on the safe side as to capacity, since a 9-in. conveyor run at 70 rev. per min. will certainly transport 10 tons per hour of ore weighing 150 lbs. per cu. ft., or 6% tons of ore weighing 100 lbs. per cu. ft. Ideas as to the power required to operate a screw-conveyor are less definite. In the transportation of any substance hori- zontally, friction is the only element which has to be overcome, not only the friction of the material itself but also that of the mechanism. It is evident, therefore, that the power required is a function of the weight of the material, the distance to which it is carried and the speed, plus the similar factors for the 154 HANDBOOK OF CONSTRUCTION PLANT mechanism. One manufacturer states that a 5% -in. screw run at 120 rev. per min. requires 0.5 h. p. per 33 ft. of leng-th; a 7%-in. screw at 110 rev.. 6.75 h. p.; and a 9%-in. screw at 100 rev., 1 h. p. These figures are rather lower than practice indi- cates, and would appear to correspond more closely to the power fequired to drive the conveyor empty than full. Another manu- facturer gives the formula, H. P. = WL -v- 3 X33000, in which W is the weight in pounds of the material to be carried per minute and L the distance in feet to which it is to be carried. According to this the power required to carry 10 tons of ore 100 ft. per hour would be only 0.33 h. p., which, of course, is absurd, since it would require far more power than that to run the conveyor empty. A 9-in. screw conveying that quantity of material would probably require 4 to 5 h. p. The formula should evidently be expressed as H. P. = [WL --- (3 X 33000)] + FL, in which F stands for the power required to turn the screw itself at a specified speed. The screw is wasteful of power, because not only is the ore pushed through the trough as in the scraper conveyor, but also the screw presents a greatly increased frictional surface, while it is subject to all the frictional resistance of a poorly supported and carelessly attended line of shafting, running in grit all the time. The screw-conveyor is the cheapest of all conveyors to install. A 9-in. screw, 100 ft. long, ought to be put up for about $300. On the other hand, all of its parts are subject to heavy wear, and repairs and renewals may easily amount to 100 per cent per annum, this depending upon the work required of it. There are some cases wherein it is advantageous to use a screw, notwith- standing its serious drawbacks. They are at their best when used for finely-crushed and dry ore. They are more troublesome with wet, clayey ores, and are quite unsuitable for coarse ores. A very long screw is apt to be a nuisance anyway. A short screw often makes a good feeding device. The screw-conveyor with externally heated trough has been prof>osed as a drying and roasting furnace. It has been used occasionally for the former purpose, but not for the latter. Neither arrangement commends itself. Rotary-Conveyor. The screw-conveyor is often referred to as a spiral conveyor. Another form of spiral conveyor consists of a cylinder with an interior spiral, the cylinder being supported on rollers and revolving like a cylindrical roasting furnace. Con- veyors of this form are seldom used. They would appear to be costly, clumsy and difficult to repair, while material can only be fed at one end and discharged at the other end, which in adaptability would make it the least advantageous of all con- veyors. If the cylinder be set on an incline, or if it have a taper, of course no interior spiral is necessary. The cylindrical dryer and several forms of roasting furnaces are really forms of this type of conveyor, just as other mechanical drying and roasting furnaces embody the principle of the scraper conveyor. Roast- ing cylinders as long as 60 ft. are used in Europe, and cement kilns as long as 120 ft. are used in the United States. CONVEYORS 155 Scraper-Conveyor. The scraper-conveyor consists essentially of a trougrh in which the ore is dragged forward by a series of transverse push-plates, called flig-hts. The method of connecting- the push-plates is subject to a large number of modifications. Thus there is the continuous cable, dragging circular flights through a V-shape or semi-cylindrical trough, and the monobar conveyor, in which the flights are carried by a series of single linked bars. One of the commonest forms of this type of con- veyor is, however, the double link-belt chain, supported on rollers, wheels or sliding shoes, which run on rails at each side of the trough, carrying the flights between them. This is known as the suspended-flight conveyor. The chains pass over sprockets at each end of the conveyor and return on overhead rails. The sprockets at one end are keyed on the driving shaft, while those afe the other end are carried in boxes which can be adjusted to take up the slack in the chains. The monobar conveyor can be constructed so as to make a bend in the horizontal plane, or even make the complete return circuit. The scraper-conveyors have the advantage that they can be arranged to be fed or to discharge at any point. They have the disadvantages of involving a good many wearing parts and re- quiring considerable power to drive. The Link-Belt Engineering Company gives the following formula for power: H. P. = (ATL H- BWS) -^ 1000, in which A and B are constants depending on angle of inclination from the horizontal, T is the tons per hour to be conveyed, L, the length of the conveyor in feet, center to center, W the weight in pounds of chains, flights, and shoes, and S the speed in feet per minute. For horizontal runs, A = 0.343 and B = 0.01. According to this formula, the power required to move 10 tons of ore per hour the distance of 100 ft. would be 3.5 h. p., but we should hesitate to reckon so low. Anyway, it always requires more power to start a conveyor than to operate it and therefore a larger motor should be provided. Scraper-conveyors are usually operated at speeds of about 100 ft. per minute. The weight of the chains, scrapers, wheels and axles or rollers, amounts to about 30 to 35 lbs. per foot, center to center, for a 10-in. or 12- in. suspended flight conveyor, which at 100 ft. travel per minute will have capacity for moving about 10 tons per hour of ore. weighing 150 lbs. per cu. ft. The cost of a suspended flight con- veyor 100 ft. long, installed, will come to about $450. The capacity of a scraper-conveyor depends upon the width of the trough, the speed of the chain, the volume of the ore, and the frequency of the flights. The flights are commonly set 16 in., 18 in. or 24 in. apart. Obviously the flights will not push the ore ahead in an even sheet, but will crowd it up into little heaps, a succession of which will be moving through the trough. There- fore the more frequent are the flights, the greater the capacity of the conveyor. The suspended-flight conveyor is superior to other forms; it requires about 20 per cent less power than the 156 HANDBOOK OF CONSTRUCTION PLANT simple drag, runs more smoothly and is not so noisy. The point of special weakness in these conveyors is the chains, the break- age of which is likely to cause costly and vexatious delays. The monobar is better than the chains; the latter, if used, should be provided of gjpeater strength than is frequently the case. The scraper-conveyor gives the best results with fine ore and mod- erate lengths. Many examples of large and long installations for the handling of lump ore, coal and rock are to be seen. They are very noisy and are subject to frequent breakdowns. Reciprocating Conveyor. The reciprocating conveyor is a new modification of the scraper-conveyor, which is finding consider- able favor. In this the ore is pushed forward in a trough by a series of flights which are hinged at regular intervals to a ladder- like frame, composed of a pair of channel beams joined by suit- able cross-bars and mounted on rollers. This frame is given a reciprocating motion by a crank mechanism, which can be placed at any convenient point. In another form, the flights are fixed to a reciprocating rod, as an iron pipe of suitable strength, which is supported by wheels and axles. In either case, the fiights are so hinged that in their forward motion they bear against stops, and push the material along, while in the backward motion they return to the starting point. by dragging back over the top of the material. In this way the ore is literally shoveled forward stroke by stroke. The reciprocatijig conveyor has these advantages: It can be fed and discharged at any point; it occupies less height than the chain scraper-conveyor; and all of its wearing parts, which any- way are comparatively few, are outside of the grit, save the flights themselves and the trough. On the other hand, it is un- economical of power, owing to the frequency with which motion is reversed. At every stroke the inertia of the entire lot of ore in the trough has to be overcome and this will probably limit the usefulness of this type of conveyor to a comparatively mod- erate length. Moreover, they are obviously inapplicable to con- veying materials containing lumps. They are considerably more costly than the ordinary scraper-conveyor, the cost varying ac- cording to the details of manufacture. Thus to install a recipro- cating conveyor 100 ft. long, capable of transporting 10 tons per hour of ore weighing 150 lbs. per cu. ft., would cost from $700 to $1,200 (actual quotations, with an allowance for cost of in- stallation). A 15-h. p. motor should be provided to drive. The capacity of this form of conveyor is determined by substantially the same factors as in the case of the scraper-conveyor. Another form of reciprocating conveyor consists of a light trough, supported or suspended in a suitable manner, to which a to-and-fro movement is imparted by suitable mechanism. This form of conveyor is not in general use, but the writer has seen it employed with good success for transports of several hundred feet, the entire installation being of the simplest construction. Obviously, however, it is suitable only for fine, dry material, or else a loose pulp. In either case, the forward travel of the CONVEYORS 157 material will depend upon the slope of the trough and the length and number of the jerks. The Wilfley conveyor, which is of this type, is used for the transport of wet concentrates, the motion of the trough being given by the same mechanism that is used for the Wilfley table. A patented reciprocating trough-conveyor has the bottom of the trough made in a serrated form, so that at each jerk the material goes over a ledge and therefore attains a positive forward movement. Carrying* Conveyors. The conveyors of this type consist substantially of an endless belt, or a continuous chain of pans or buckets. There are numer- ous modifications of both forms. Belt Conveyor. The belt conveyor is essentially a band sup- ported on idlers and running over pulleys at either end, by one of which it is driven. A suitable arrangement at the other end serves to take up slack and keep the belt tight. The simplest conveyor of this type has a flat belt, which has to be quite wide in order to prevent material from spilling off. To obviate this, the belt is concaved, and to reduce the wear of the belt by being thus flexed it is manufactured in various ways. There is also a great variety in the composition of rubber employed and in the design of the supporting rollers. Rarely, a flat belt with side rims is run over plain rollers. Irrespective of these modifications in design and construction, the belt conveyor is for many purposes the most efficient of all conveyors. It requires the least power to drive, save for the highly developed forms of continuous bucket conveyors; its first cost is moderate, and the expense for repairs and renewals is less than for any other form of approximately equal first cost. It is adapted to a great variety of uses, carrying ore up consid- erable inclines and at changes of angle, and has great capacity, but it has the drawback of inability to discharge at intervals, save by the use of a rather awkward and expensive tripper. It is possible, however, where electric power is available, to install a movable conveyor, run by a self-contained motor, and to cause the belt to discharge over the end into any one of a series of bins, by moving it forward or back; and the direction of the belt travel can be reversed. Thus, a line of bins 200 ft. long can be filled by a Conveyor of a little more than half that length, the feed being received midway in the -line of the bins. Sim- ilarly such self-contained conveyors can be constructed in port- able form and used for work about the yard, such as the loading of railway cars. These are things which can not be done so conveniently with any other type of conveyor. Moreover, this can be used as a sorting belt at the same time as a carrying belt, and in taking ore to breakers and rolls a magnet can be set over the belt to pick out drill points and other undesirable pieces of steel and iron. The rubber belt is quite durable and it may be reinforced on the wearing side by an extra layer of rubber, like elevator belts. 158 HANDBOOK OF CONSTRUCTION PLANT It is, however, unsuitable for carrying- ore from dryers, etc., which is of such temperature as to affect the rubber. The limit of rubber belting in this respect is soon reached (it would be unsafe to attempt to carry ore so hot as 150° C.) but in such cases the Leviathan or Gandy belts may be substituted. Such cotton-duck belts are, however, less durable against abrasion than the rubber. The capacity of a belt conveyor depends upon the width and speed of the belt and the weight of the material to be carried. If the belt is troughed it is safe to estimate that the load will cover one-half of the total width of the belt and that the depth in the center will be one-quarter of its own width. The cross- sectional area of the load (which may be considered as an in- verted triangle) multiplied by 12 will give the number of cubic inches of material per running foot of length, and from the weight of the material and speed of the belt the capacity may easily be calculated, but an allowance must be made for irregu- larity in feeding. A flat belt will carry only about one-third as much as a troughed one. A belt speed of about 300 ft. per min. is commonly used, but 450 ft. per min. is not excessive; belts have been observed to run smoothly at speed as high as 900 ft. per min., but the wear on both the belt and the idlers was then excessive. A troughed 12-in. belt, run at 100 ft. per min., is able to carry 187.5 cu. ft. per hour, or 14 tons of ore weighing 150 lbs. per cu. ft., but to perform the duty that we have assumed for other conveyors in this article, viz., the transport of 10 tons per hour, we should install practically a 12-in. belt and run it at about 300 ft, per min. The cost of such a conveyor installed would be about $600 for a length of 100 ft. It would require about 3 to 3.5 h. p. to drive, assuming it to be properly installed. No gen- eral rule can be given for estimating the power required to drive a belt conveyor, which depends largely on the arrangement of the idlers. If they are too far apart the belt will sag down between them, increasing the load; if they are too near together the frictional resistance is increased. The greatest item of repairs in connection with a belt conveyor is the replacement of the belt, which is the most costly single piece of the apparatus. If the belt lasts five years the cost of repairs will come to about 12.5 per cent per annum; a belt life of only 2.5 years would mean a repair cost of about 20 per cent per annum. In a cer- tain large works where a good many belt conveyors are em- ployed the actual expense for repairs is not much more than 12.5 per cent per annum. Continuous Bucket Conveyor. The pan and bucket conveyors consist essentially of an endless chain of overlapping pans and buckets, which may be arranged in a great variety of ways. One of the simplest is the endless traveling trough conveyor (re- ferred to also as the open trough conveyor and apron conveyor), consisting of a series of overlapping sections of light sheet steel trough, which are secured on the under side of a heavy link-belt chain (or to a pair of chains) ; the chain passes over a sprocket CONVEYORS 159 at each end of the conveyor and the pans are supported on rorlers attached to the frame. These conveyors are considerably more expensive than the belt conveyors. The first cost of a 12-in. conveyor of this type, which would have capacity for 10 tons of ore per hour, would be in the neighborhood of $11 to $12 per foot, Installed. Ordinarily they have the disadvantage of being able to discharge only at the end, where the pans pass over the tail sprocket (although in the forms wherein the pans are car- ried between a pair of chains, they can be arranged to dump at intermediate points by having a dip in the rails) and in this respect are of more limited application than the belt conveyors; but on the other hand they are suitable for conveying hot ma- terial or substances that would injure a belt. Conveyors of this type, of heavy construction, are used at various places for the transportation of hot slag and when properly installed give good service. It is only a little step further to the casting and con- veying machines for pig iron and other metals. 160 HANDBOOK OF CONSTRUCTION PLANT CRUSHERS Machines for crushing rock, ore and similar hard materials are in two usual forms. Jaw crushers and gyratory crushers. Jaw crushers are usually of smaller capacity than are gyratory crush- ers. The jaw crusher operates in general in the following manner: An eccentric shaft in revolving imparts a backward and for- ward movement to a lever arm whose fulcrum is at the outside end. At a point between the power end of this arm and the fulcrum is a "toggle" to which is imparted a forward and back- ward movement by the arm and which in turn imparts the same movement to the lower end of a corrugated steel or cast iron crushing plate free at its lower and hinged at its upper end. Opposite this plate is a somewhat smaller fixed plate and the two together form the "jaws." By changing the toggle for a larger or smaller, the "set" or size of the opening at the bottom of the jaws is regulated, and thereby the size of the product. The "jaw opening" is the width by the length of the opening between the upper ends of the crushing plates and determines the great- est size of stone that can be introduced. The jaw crusher is of limited capacity, its product is not uni- form, and the machine itself is subject to frequent breakages due to the severe shocks it has to sustain. For these reasons the gyratory crusher was invented and is used wherever a uni- form product of great quantity is essential. The principal objec- tion to it is its non-portability. In this type of crusher a per- pendicular shaft, to which are fastened the inner crushing plates, revolves with an eccentric motion, inside of the stationary outer crushing plates. The actions of the inner jaw plates are both rolling and crushing. The horizontal distance apart of the lower ends of the concentric jaws determines the size of the product and is regulated by raising or lowering the inner jaw. JAW CBUSKEBS CLIMAX ROCK CRUSHERS TABLE 91 Opening Capacity, Tons Weight, Not Mounted (Ins.) per Hour (Lbs.) Price 7 xl3 Small $ 425 8 xl5 10 to 15 5,0*00* 465 9 xl6 12 to 18 7,000 570 10 x20 15 to 25 9,250 780 101^x22 15 to 30 15,500 860 12 x28 25 to 40 27,000 1,300 X4 X28 50 1,430 CRUSHERS 161 CHAMPION ROCK CRUSHERS Opening (Ins.) 7x13 9x15 10x20 11x22 11x26 14x26 11x26 TABLE 92 Jaw Type Capacity, Tons Weight, Not Mounted per Hour (Lbs.) 8 to 12 5,500 12 to 18 8,800 16 to 24 12,500 18 to 26 15,000 24 to 35 20,000 Heavy Price $ 425 465 780 880 1,260 1,400 2.620 The following are prices of crushers made in the middle west: TABLE 93 Jaw Opening, No. Inches 9 10 11 8x16 9x18 10x22 11x26 Capacity Per Hour, Tons 10 to 15 10 to 20 16 to 25 24 to 30 Approx. Weight, Lbs. 7,500 8,500 11,500 13,500 Speed 300 300 280 275 HP. Req. 12 15 20 25 Price $ 520 620 865 1,170 Crusher complete, mounted on trucks with heavy steel axles, and steel or wooden wheels, having an output of 15 to 30 tons per hour when the jaw (ll"xl8") is set at an opening of two inches (weight 10,100 lbs.) with an elevator 14 ft. long with folding device (weight 1,200 lbs.) and a screen, of the chute type of steel rods or perforated metal, costs $1,120. An 18 horsepower engine is necessary to operate it. The dimensions, weights, capacities, required power and prices of some of the smaller sizes of rock and ore breakers are here given: " S d ego Stf.S .Co flj .rt 4J tH ■*-* ft-c o t. o .x; ^o s- '0 c3 «.C o o O.CI4. o rt •" o m 02 cj m 3 to 13 o be -t^ ho C ^ o m 3 31 li 11 2 2i 3 8x30 22,000 15 20 25 30 40 .. 10x38 32,800 .. 30 40 50 60 70 12x44 48,000 .. .. 50 70 80 90 1% 1% 2 32x12 400 14 to 21 $1,180 36x14 375 22 to 30 1,550 40x16 350 28 to 45 2,030 Equipment suitable for use with the above crushers is as fol- lows: Screens: One 32"xl0' iron frame screen complete. Revo- lutions driving pulley, 55; size driving pulley, 42x8%; approxi- mate horsepower, 6; weight, 5,900 lbs.; price $490; one 40"xl4' iron frame screen complete. Revolutions driving pulley, 45; size pulley, 54"xll%"; approximate horsepower, 10; weight, 9,250 pounds; price, $590. 162 HANDBOOK OF CONSTRUCTION PLANT EI^EVATORS , — Buckets — V Weight, Size Gauge Lbs. Price With geared head, 50' centers 13x10 No. 14 4,650 $490 With geared head, 50' centers 16x11 No. 14 5,835 585 "Back Gear Driving Connection" is an arrangement for driving the elevator and screen, particularly used with the smaller sizes, and takes power from the breaker. Fig. 74. Geared Elevator, Left-Hand Driven. Countershaft. The cost of the iron work for one of these is about $50. CRUSHERS 163 Breakers suitable for general contracting use have the follow- ing capacities: is 11 « u ^-B^s |«« I I « ^ ° i oil fi r^ssi, s § ? :. ^ C a> 5^ CbO w w 3 a *- o Qi O O '^ ^ rd periods of the experiment. It is reasonable to inquire what the cost of the output would have been had all the work been done v/ith the same efficiency. Such an estimate may be obtained by adding the cost of interest and depreciation, rental of machinery and tools, temporary repairs, and the stripping done before the beginning of the test, to the cost of any particular period, or an assumed cost. These items amount to over $0.10 per ton of output, so that it is reasonable to estimate the cost of operating the crusher at $0.95 to $1 per ton of output, based upon the efficiency attained during the second and third periods. This estimate, as in all other cases, does not include any ch£||"ge on account of administration or office expense, nor does it include any charge for the cost of owning and maintaining the quarry. Comparison with Market Prices of Crushed Stone. According to the report upon stone crushers already cited, the market price of crushed stone f. o. b. cars at the crusher is 50 cts. per net ton. While it is not possible to determine accurately the market price of crushed stone f. o. b. cars Boston, under a contract simi- lar to one which the city might negotiate, an estimate was given in the report, from which we have just quoted, amounting to $1 per ton f. o. b. cars, or $1.10 loaded upon wagons ready for hauling to the streets. It thus appears that the cost of crushed stone produced during this test was more than twice that of crushed stone f. o. b. cars at the crusher of a private corporation, or more than twice the price for which i't could be produced at the Chestnut Hill Avenue crusher by a contractor, and that the cost was about $0,025 less than the estimated contract price of crushed stone purchased in the local market and loaded upon wagons in Boston. These figures include no part of administra- tion or office expenses, and no portion of the cost to the city of owning and maintaining the quarry. The administration and of- fice expense would doubtless amount to as much as $0.05 per ton of output, but we are not in position to make any estimate of the cost to the city of owning and maintaining the quarry. We made the statement that the cost of crushed stone produced during the test was more than twice the price for which it could be produced at the Chestnut Hill Avenue crusher by con- tract, upon the assumption that conditions could be the^ame at this crusher as at the large commercial crushers in use. As we understand the law, a contractor producing stone at this crusher for the use of the city woujd be obliged to confine the hours of labor to an eight-hour day, which would materially Increase the cost of his work. It is also probable that the city would find it impracticable to take the maximum output of the crusher at all times, which would also be an important factor in the cost of operating this plant. As stated in our report, the companies furnishing crushed stone within reasonable railroad distances of Boston appear to be very 176 HANDBOOK OF CONSTRUCTION PLANT willing to dispose of their product at 50 cents per ton f. o. b. cars at crusher. We have one instance where crushed stone of one size (not the run of the crusher) was furnished at a cost of 55 cents per yard, or about 44 cents per ton delivered in place, including more orless freight expense. Obviously this stone was sold at a price at least as low as 40 cents per ton at crusher. It should be borne in mind, however, that these plants are very large ones, much larger than the Chestnut Hill Avenue crusher. We have obtained the following data relating to the cost of operating a small temporary crushing plant on a trap rock quarry from April to October, 1906. The crusher was a 10 1/^ by 18 inch Acme — a smaller outfit than that in use at Chestnut Hill Avenue. The cost of producing the stone is given in detail in the following table: Cost Cost per Ton Picking or drilling $1,165.08 $0.0628 Breaking 1,937.23 .1042 Loading 1,843.99 .0994 Hauling 800.00 .0432 Crushing ; 1,229.73 .0662 Superintendence 437.10 .0235 Coal, oil, etc. . 520.00 .0280 Dynamite and exploders 416.00 .0224 Total $8,349.13 $0.4497 Plant rental ($210 per mo.) .0792 $0.5289 It appears from the foregoing table that the total amount of stone, 18,559 tons, was quarried and crushed for 45 cts. per ton, not including rental of plant. The rental of plant — actually a rented plant — was $0.0792, which added to 45 cents would make a total cost of 53 cents per ton. It is important to note that during the test run of the Chest- nut Hill Avenue crusher, the average output was 120 tons per day for three months (75 days) of actual operation of crusher. The nominal capacity of the crusher being 240 tons, it appears that the output was just one-half of the capacity. Under good management there should be no difficulty in turning ou1»240 tons of stone per day, and this could have been turned out during the test run without materially increasing the expense of the output, except for the cost of quarrying and breaking. These items would have been materially increased if the methods, discipline and character of labor remained the same. In considering this subject, it should be borne in mind that there is not sufficient rock available at this location to warrant the establishment of a very large crushing plant. There is probably stone enough to supply the present crushing plant for a period of three or four years. (This is only a rough guess be- cause no measurements have been taken upon which to base an opinion.) From a further consideration of the statement in our report, which we have quoted above, we are of the opinion that a con- tractor might produce crushed stone at the Chestnut Hill Avenue CRUSHERS 177 crusher for about one-half of the cost of crushing stone during the test run. This, however, would probably not include the contractor's profit, and would necessitate his having an abundant market which would enable him to work the plant to its maxi- mum capacity. It is not probable that the city could let this work to a contractor for a sum as low as one-half the cost of the output during the test run for the reasons already given. Cost of Hauling- Crushed Stone to the Streets. An examina- tion of the teaming checks covering a period of about three weeks, a portion of which was during and a portion after this test, showed that the cost of delivering stone amounted to about $0.40 per ton for the first mile, and about $0.10 per ton for each additional mile. Thus, with stone costing $1,075 per ton in the bin, the total cost to the city of such stone delivered to the street, at a distance of one mile from the crusher, would be $1,475 per ton, or at a point two miles from the crusher, $1,575 per ton. For comparison with contract prices, this figure should be increased by the amount of the cost of purchasing and main- taining the quarry and the proportionate cost of administration and office forces, not only on account of the quarrying and crush- ing, but also on account of teaming. TABLE B— DATA ON COST OF OPERATING STONE CRUSHER AT CHESTNUT HILL AVENUE LEDGE, BRIGHTON, MASS., FROM MAY 28 TO SEPTEMBER 10, 1908, INCLUSIVE Cost per ton figured Item Total cost on output Labor: Supervision (foreman): Quarrying and breaking 90 per cent $ 253.58 $0,028 Crushing, 10 per cent 28.17 0.003 Buildings 93.36 0.010 Installing drilling plant 77.21 0.009 Removing and storing drilling plant •. 18.00 0.002 Operating drills 453.95 0.051 Furnishing steam for operating steam drills.. 114.16 0.013 Cleaning rock for drills and moving same... 100.66 0.011 Blacksmith on ledge tools and pipe fittings.. 382.57 0.043 Blasting and care of explosives 182.29 0.020 Breaking stone 1,362.42 0.152 Hand drilling (block holes) 515.55 0.058 Loading stone 1,010.87 0.113 Removing and loading stripping 124.00 0.014 Weighing stone 181.57 0.020 Weighing stripping 19.67 0.002 Feeding crusher ' 331.61 0.037 Crusher operation (engineer, fireman, oiler and pitman) 539.74 0.060 Crusher repairs 55.54 0.006 Absent with pay 27.58 0.003 Holidays 705.75 0.079 Teaming: Buildings 4.50 0.001 Drilling plant 3.00 0.000 Hauling stone to crusher 929.28 0.104 Hauling stripping 111.47 0.012 Hauling product to pile 281.15 0.031 Total $7,907.6& $0,882 ft!H ft Ota o o o oo(m,hO OOOoO O O O O o Tt< 50 o o ^i. ■glrtUSO ^ ^ 2 ^1 O) C^H . bfj bfl bo be C C C C O o O o S OOOOIM-* S :§ 00 • be ^ • C ^ *!§ >» '.*p< j- d'o US'" — fc,, C 1^ E X CO ^-'b£ W ft 4/0 ft rH 3 O r=i 0^:; o 5 ^ 3 tH lO tD •<* O fi ' ,-1 CJ iH OO f<3 O Irt O CiOS U5t-C~ LOCO iH Tf -Tt< lOO ■si -^s • MiO • • >>o • • C^ • • cC ctf ; ^^^^ J- c o m 0) c3 C m ft s a; M .-i! r- S 1^ "^ Si d" » *^ftc G ^^.^^ w o •'^^ O ft .5 £ >^ S-. o o 179 o ks "U ft cp CS c M Cj d) TO O 0) ftO) %B o w bjoO ftO oh ^1 0) So 180 HANDBOOK OF CONSTRUCTION PLANT A COMPARISON OF GYRATORY AND JAW CRUSHERS; THE FIEI^D IN WHICH EACH IS SUPERIOR Jaw and gyratory crushers are the two distinct types of crush- ers extensively used for the preliminary reduction of rock and ore. The well known Dodge and Blake crushers are the best examples of the jaw type and have been widely used for many years. Aside from some modifications in the method of apply- ing the thrust and in the construction of the frame, these ma- chines as built today are similar to the early designs. The gyra- tory type of rock breaker was introduced about 1885. Its large capacity was its most attractive feature and led to its rapid introduction. The early designs were faulty in many features. There is an improved design which has become more or less standard with the several manufacturers. This is the suspended- shaft, two-arm spider, drop-bottom type, with cut-steel bevel gears, forced oil circulation, manganese-steel crushing head and concaves. Since it is possible to purchase either type of crusher in almost any size and with the assurance that the design and construction are adequate for the work intended, the choice of type can be made strictly on the basis of suitability and economy. There are fads in machinery as well as in millinery. The rapid devel- opment of the gyratory crusher, and its success in meeting severe requirements have led many to advocate the complete retirement of the jaw type. Each type has a field in which it is superior, and it is easy to define the limits of each. There are certain advantages and disadvantages that are inherent in each type of machine, irrespective of size or service, and these are generally fairly well recognized. Of greater importance and less generally appreciated, are the characteristics of each machine for a particular size and service. Table I has been prepared to show at a glance the compara- tive features of the two types over a wide range of sizes and services. All the machines quoted in the table, except the two largest sizes of gyratory crushers, are standard sizes. The weights, capacities, required power, etc., are those guaranteed by the manufacturers for average conditions with hard, friable rock. The machines quoted in the table to deliver a certain sized product are the medium sizes adapted to that product, as both larger and smaller machines, within small limits, could be adjusted to produce a certain size of material. The par- ticulars of the 36x282-in. and the 42x345-in. gyratory crushers are only approximate, as the largest standard size manufac- tured is 24x198 ins. Gyratory crushers larger than 24x198 ins. have been built to special design. Size of Feed. Inspection of the compiled and calculated data in Table I reveals the following interesting comparisons: It develops that in each case the gyratory is a machine of greater weight, capacity and horsepower than the Blake crusher for the same size feed and product. The feed opening of the Blake type is rectangular, that of the gyratory is necessarily the seg- CRUSHERS 181 merit of a ring. From this fact it follows that the weight and capacity of a gyratory crusher will increase more rapidly with an increase in the width of the receiving opening than will the Blake type. In other words, we may vary the width or the length of the feed opening in the Blake type independently of each other, while in the gyratory type the width of the feed opening controls the entire design, and the whole machine must be pro- portioned accordingly. This is an important characteristic and has great influence in defining the field of each type, Weig-ht, Capacity and Horsepower. Table II, which is com- puted from the data given in Table I, indicates a notable superiority of the gyratory type as regards efficiency of power consumption and capacity per ton weight of crusher. In all cases tabulated, except the first (crushing from 7 to 1% ins.), the relative capacity of the gyratory is greater than either the relative weight or required power. Referring to the third col- umn of Table II, it appears that in this case the weight of the gyratory is 1.6 times that of the Blake crusher for the same size feed and product, but the capacity of the gyratory is 2.8 times that of the Blake, and the relative power required is only 1.66. This comparison between the two types is also emphasized by the values of capacity per installed horsepower which were computed for Table I. The gyratory is shown to vary from 0.58 ton per hour installed horsepower, in the smallest size tabu- lated, to 4.80 for the largest size, while the Blake has the values 0.50 to 2 for the same conditions. The greater duty per installed horsepower in the gyratory type is due to several reasons. A jaw crusher must break a rock by simple compressive force, high stresses being obtained by impact. The gyratory has the advan- tage of breaking a large number of pieces by beam action be- cause of the concave shape of the shell and the convex shape of the crushing head. This action introduces both compressive and tensile stresses in the piece of rock, causing it to break with less exertion of force because the tensile strength of rock or ore is only a fraction of its compressive strength. The gyratory is more economical of power owing to its con- tinuous action, A jaw breaker consumes a large amount of energy in overcoming the inertia, of the heavy and rapidly re- ciprocating parts. Another feature which helps to account for the relatively large amount of power that is installed for Blake crushers is the intermittent character of the work. The demand is irregular, and may temporarily far exceed the average, so a crusher of the jaw type must be liberally equipped with power. Comparison of Operating- Advantag-es. Reference to Table I shows the marked advantage of the Blake over the gyratory type as regards the height of crusher. This is an important item, as it controls the height of buildings. In addition to the greater actual height of the gyratory it requires much clear headroom both above and below the machine for the necessary raising and lowering of the parts. The floor space occupied is about the same for either machine for a certain size feed and product. 182 HANDBOOK OF CONSTRUCTION PLANT ^ The concave shape of the rigid shell of the gyratory, resulting in breaking some of the rock by beam action, causes the mate- rial to be more cubical in form than the product of a jaw crusher. For this reason the gyratory usually gives the most uniform product from a given ore or rock. Other conditions being equal, there is less actual wear on the liners of a jaw crusher, because the tendency toward a certain grinding action cannot be entirely eliminated from the gyratory type. Owing to the conical shape of the concave liners of a gyratory they cannot be reversed when worn at the bottom. The plates for a jaw crusher can be arranged to be turned end for end w^hen the lower part becomes badly worn. For these rea- sons the renewals for the gyratory type are a greater expense than in the jaw type. Provided the feed is previously reduced to proper size, attend- ance is the same for one machine of either type, which gives an important advantage to the gyratory in those cases where its larger capacity enables it to replace two or more jaw crushers. Repairs. Repairs are more difficult to make, and possibly more frequent, with the gyratory type. The critical mechanical fea- ture of the gyratory is the eccentric drive on the lower end of the main shaft. With hard rock and heavy feeding it requires efficient lubrication to keep the bearings cool. A well designed Blake crusher is easier to keep in order. The introduction of steel castings for the main frame of the jaw crushers has increased the strength and lessened the weight of that im- portant part. As regards vibration during operation the gyratory is superior, as it runs very steadily. The consideration of relative merits for a specified capacity, and the comparisons drawn therefrom are all on the basis of a given size of feed and product. It would be desirable to compare the two types on the basis of given capacity as well as size of feed and product, but this is not possible. When we designate the feed and product, the size and capacity of the appropriate crusher of each type is determined thereby, and these vary widely for the two types. The bearing that the required capacity has upon the comparison of merits, although left for the last, is all-important, as will be shown. Consider the case in the first column of Tables I and II. This is the only case of those tabulated in which the gyratory does not excel in capacity per ton weight of machine. If, however, a particular installation required the capacity afforded by the 7x56-in. gyratory (seven tons per hour), it might be selected in place of two 10x7-in. Blake crushers, because of the economy of one machine, one foundation, and one attendant. If, however, advantages are to be gained, as in small stamp mills, by dividing the work between several small crushers so as to avoid conveying the crushed material and to gain bin storage without additional height, two small Blake crushers might be selected in preference to one gyratory. It should be noted that the relative weight of the two types is not an exact index of the relative first cost, CRUSHERS 183 because the gyratory crushers are sold at a higher price per pound than the Blake type. There are other factors affecting first cost besides the price of the machine at the manufacturer's works. Bock Breakers vs. Bulldozing*. Referring to the last columns of the tables, there is a most interesting case which is not generally well understood. We are dealing with large receiving openings and coarse crushing. During the last few years a demand has arisen for crushers of this magniiiude in order to introduce economies in the mining and milling of ores. It has long" been recognized that rock breaking is cheaper than stamp milling down to a size of about 1 in., and now it is beginning to be understood that rock breaking is cheaper than bulldozing and sledging pieces several feet in each dimension. This, of course, applies only to large-scale operations where the amount to be handled and the transportation equipment render such an installation feasible. To show the economies possible in this direction it may be noted that at the Treadwell mines in 1903* the amount of powder used in stoping was 0.34 lb. per ton of ore mined, while it required 0.85 lb. per ton mined to bulldoze this rock after it was stoped. It required one man breaking rock for each machine drill. Much labor was necessary on the feed floor of the crusher. The gyratory crushers in use did not receive large pieces. It is understood that improvements in this direc- tion are now planned. Returning to the tabulated features of the crushers with large feed opening, one is impressed at once with the enormous capac- ity and colossal size of the gyratory machines for this class of work. While the calculations show that the gyratory crushers in these sizes have marked advantages in efficiency, their tre- mendous size and cost are prohibitive unless their large capac- ities can be utilized. The 36x282-in. gyratory is estimated to have a capacity of 900 tons per hour to a 12-in. product, and the 42x345-in. 1,200 tons per hour to 16-ins. It would be a re- markable mining or quarrying operation that would furnish large material at such a rate, and that is why we do not hear of gyratory crushers of such dimensions. Some machines have been built larger than 24xl98-in., but they are not likely to come into general use. On the other hand the large Blake crushers are commonly built and successfully installed. Their capacity is usually in excess of the requirement but, as is evident from Table I, not to the prohibitive extent that is true of the gyratory type. Crushing- Plant for 200-Stanip Mill. As an illustration of the application of the preceding data and conclusions, the design of a crushing plant for a 200-stamp mill will be considered. Assume a wide body of hard ore, which can be mined cheaply if the ore does not have to be blasted beyond what is necessary to break it from the solid, and adequate transportation facilities are pro- vided to convey the large material to the crushing house. I further assume that a knowledge of the character of the vein * The Treadwell Group of Mines, Douglas Id., Alaska, by R. A. Kinzie, Trans. A. I. M. E., 1904. 184 HANDBOOK OF CONSTRUCTION PLANT and the general conditions of mining are such that it will be desirable to provide for receiving pieces up to 36x42 ins. Assume that the stamps have a capacity of 5 tons per day, then for the 200-stamp mill 1,000 tons per day crushed to pass a 1%-in. ring (equivalent to 1%-in. cube) must be delivered by the proposed M ao 30 • Tercentasres « 50 . } 70 a ) w V*. - / ■ / / / tH / / ... ^ , /' / / / / / J / / / / / / / ^ . / / / / / / / ^ , / / / / / * / / / / / / / / / / . ' / / , ■ /\ / /y -^ / y V / / / /% / / / / / r ^ / / y ^ / / / / / / / y ^ y / / / ' y / // / / y y t / ^ / / / / y // / J / / / / y // ^ ^ ' / / -^ y y ■S / ^ / /•, / /' / y / f" / / y / y y y- / * / / y y y ^ / /. y ■ ^ y y ' / / y y y y y _, / ^ / j/' y ^ y '^ /// V y f^ ^ y ^ / V/i 'y ^ ^ .H /// /// ,^ ^ y y// '// X ^ ^ ^// /y^ ^ y^ •' ,^ "^ ^// '/'^ y ^ ^ — ' ,.. rn "^ o £-7? $Lao - "i^ (P C «) o 2. . "O . ►3' o • o M)- l-b en ts3 00 rs' ^ •-i M Q o 3 In3 i'^ ►i- o 3 ^ t> M o CO ^ o CO 5. ^. > 13 13 ^ (D In3 y ^ o C O W P w p' rr. a> 3 00 03 ^ ^* M O td Size of Capacit Weight Hourly Installs Hourly height spoui Width pulle Length i § 3 feed op y in to in ton cap. -^ }d hors< cap., in an ft. t to fee g from f crush /-v • ^^^«of"S S <^ • ^ ^ •< • c ac^ppa. ti. 2- 30^;;-;^?M. W 3 t! "^loo^mrt) '(DCrq p' c . p tr. r+. t3' ^ > ta v-^* I-' . ►I . . . . ►i t;' f ;?«:::: ? IS CT«» CO OOOH'rf^*^ Blake CO— 1 CO M to lN3 (J3 Ins "^ Blake W 01 I-' r+ > ^ M oico to MOO 1^ ^ MWI-JOOO ^ ;S M ooo CO V.AtO t« en oOMCnCTi g- Blake to to W 1—1 CJ1 N2-3 M J^ K ojoo 00 i-»o tOrf^O to s^ i Gyratory 3 r/3 ■ ^ !-'>-' OS tvSO^ 00 (-' to 00 eft oi^to^"^ 05 io >^ Blake 00 C-i to -3 *:;:' 00 CO ^ 1-1 1-» H« CO cnco 1-1 f^ > INSOO MOtOOO 00 l-l. d Gyratory 3 CO l_l l_i ffi CO 00 ^^ to Kj tooo Ci |_i en to Ui OS Blake W 00 CZ) X > l_i CO to H l-i »4^ en M^^ l-i en too |N3 3 Kl i*o v\ to h"^ c;i 4^ o> to ^ Gyratory ^ "^ s 00 w M M (-> M CJiOS *^ CO cnw ^ i-iotocno to •0. io >^ Blake 05 00 - )->■ H .» K l_l K^ to t05O K1 <=> C=0 CO to >fi.O hii-OO OJ Gyratory 5" i-» CO c OS O H* M MOO MH* en 00 0> OS en 00 toocooo X Blake to M i_i )4^ a IS5W to CAStO en 00 X Gyratory 5" MO OS 4^ t*^ 187 30 40 60 60 188 HANDBOOK OF CONSTRUCTION PLANT TABLE III. — SIZE ANALYSIS. Crushing Plant Designed for 125 Tons per Hour. Tons per Hour Between 36 and 12 and 3 and 1% in. 12 in. Sin. 1% in. and under Run in mine 55 40 15 15 Feed to first crusher 55 Product of first ci'usher 30 15 10 Feed to second crusher 70 Product of second crusher . . . Feed to third crusher Product of third crusher In asking for estimates on crusher plants, the following in- formation should be given the manufacturer: The nature of the material to be crushed. Tons or cubic yards to be crushed per day of ten hours Sizes into which the material is to be screened. The different sizes to be obtained. Storage capacity for crushed stone desired. (This information will enable the determination of the proper length of elevator if one is needed.) Whether power plant is wanted. (If so, kind of power preferred, steam or electrical. If elec- trical, advise whether direct or alternating current, and voltage, phase and cycle.) System of delivering rock to the crusher best fitted to local conditions: A — Incline and automatic dump cars. B — Level with end dump cars and tipple C — Level with side dump cars. D — Incline chute. E — Incline track. F — Dump cars on tramway. G — Horse and cart. I i Give an idea as to the character of the ground in the proposed location; whether level or on a hillside. If on a hillside, give approximately the grade with a rough sketch of the site, if pos- sible, showing the position of the quarry relative to the plant and the position of railroad tracks. Answers to the above questions, together with such other sug- gestions and directions as may be offered by a prospective cus- tomer, will facilitate very much the preparation of plans and the selection of appropriate machinery for the plant. DERRICKS LIGHT DITCH DERRICK 3"x4" spruce, 12' high, with drum, gear and cranks $50.00 4" square spruce, 14' high 60.00 3 leg tripods, 12' high, no gear , 16.00 3 leg tripods, 14' high, no gear 18.00 All ironed and painted. No rope or block. 1 1 ^^ftfflU ! \ wr^ 4 Fig. 76. TRIPOD DERRICK OF PIPE AND DROP FORGED FITTINGS Size of No. pipe legs Weight Safe capacity Price 1 1 "X 7 ' 38 lbs. 1000 lbs % 3.75 2 1 "X 81/^' 45 lbs. 1000 lbs 4.10 3 li^"xlO ' 88 lbs. 2000 lbs 6.75 4' li^"xl2 ' 100 lbs. 2000 lbs 7.50 5 2 "xl2 ' 145 lbs. 3000 lbs 10.50 6 2 "xl4 ' 165 lbs. 3000 lbs 11.50 Sulky derrick about 15' high. One man, one ton, with brake, blocks and 50' of '^/z" steel wire rope or 100' of 1" maniia rope, Weigrht, 3,500 lbs. Price, $60.00. See Fig. 76. 189 190 HANDBOOK OF CONSTRUCTION PLANT Z.IG-ET DERRICKS WITH WINCHES OPERATED BY HAND POWER Fig. 78. These can also be operated by an engine and can be set upon a small car. Fitted with manilla rope for light work. Sheaves arranged for three lines in the boom tackle and two lines in the hoisting tackle, F ^ i i ! -swira£^ ^^W Fig. 77. Plant for Loading Earth,. 1 Derrick, 1500 lbs. capacity with 18' mast and 18' boom.. $46. 100' of %" pure manilla rope, estimated for boom line, at 4c ft 4. 150' of %" pure manilla rope, estimated for fall line, at 4c ft. 6. 300' of %" pure manilla rope, estimated for 4 guy lines at 5c ft 15. 3 7" single wood blocks for hoist and boom line, at 75c. ... 2, 1 boom winch, used for operating the boom 12. Total $85.75 Same outfit with 16' mast and 16' boom $85.25 Same outfit with 14' mast and 14' boom 84.75 Same outfit with 12' mast and 12' boom 84.25 1 light car, 4'x6', with flat wheels, complete 25.00 1 No. 1 light car, 4'x6', with flanged wheels, complete 28.00 All derrick irons for derrick (no rope, blocks, boom winch or timbers, but with drawings for mast .and boom) 31.50 DERRICKS 191 FITTED WITH STEEI^ HOISTING CABZ.ES FOR HEAVY WORK Sheaves arranged for three lines in the boom tackle and three lines in the hoisting tackle. "■"^'*SS 1 - 3SS-1 mmm IIt ill' ; :jl^Ss3Zi.: ^fcii»8^P^^^^«^»i -El® '■--"1 ^^^^^^s iJll ^^^^^^^m ':!5f**] Fig. 78. Parker Derrick No. 4^Hand Power. 1 Derrick, capacity 1500 lbs., with 18' mast and 18' boom. .$ 46.50 100' of %" best flexible steel cable, estimated for boom line at 7c ft 7.00 200' of %" best flexible steel cable, estimated for fall line at 7c ft 14.00 300' of %" pure manilla rope, estimated for 4 guy lines at 5c 15.00 3 8" single steel blocks for %" cable, with plain hooks, at $4.50 13.50 1 8" single steel block for %" cable, with swivel hook... 9.00 4 %" Crosby clips, at 20c 80 2 %" galvanized thimbles, at 10c 20 1 No. 1 boom winch, used for operating the boom 12.00 Total $118.00 Same outfit with 16' mast and 16' boom $118.00 Same outfit with 14' mast and 14' boom 117.50 Same outfit with 12' mast and 12' boom 116.50 1 Light car, 4'x6', with flat wheels, complete 25.00 1 Light car, 4'x6', with flanged wheels, complete 28.00 192 HANDBOOK OF CONSTRUCTION PLANT All derrick irons for derrick (no rope, block, boom winch or timbers, but with drawings for mast and boom) $, 31.50 Price of two wooden stiff legs (complete) to take the place of 4 guy lines 15.00 Price of two wooden stiff legs (irons only) to take the place of 4 guy lines 10.00 2 single sheave brackets for steam power 5.00 In building 1,000 ft. of 15" pipe sewer at Big Rapids, Mich., a trench 4' wide and about 15.5' deep was dug in gravel and boulders. About 8 cords of stone, many of them large size and near the bottom of the trench, were removed. A fuller desci-iption of this work is in Gillette's "Cost Data," p. 817. The first 5' were taken out with a scraper and a team and driver. The remainder was removed in buckets with a derrick of the above type. About 50' of sewer were completed per day at the following cost: Per Day 1 foreman at $2.00 $ 2.00 1 scraper team and driver at $3.75 3.75 1 man holding scraper at $1.50 1.50 1 man dumping scraper at $1.50 1.50 2 men pulling sheeting and carrying it at $1.50 3.00 1 man pulling sheeting and carrying it at $1.50 1.50 1 horse and driver on haul line at $2.50 2.50 4 men filling two 1-6 cubic yard buckets at $1.50 6.00 1 man laying pipe and $2.00 2.00 1 pipe layer's helper at $1.50 1.50 Total $25.25 This gives a cost of 50.5 cents per lin. ft. of sewer. The actual cost of excavation was 20 cents per yd. for scraper and 12.6 cents for derrick work. The derrick was moved two or three times a day, which took about seven minutes each time. Fitted with Steel Cable for Heavy Work. Sheaves arranged for three lines in the boom tackle and three lines in the hoisting tackle. 1 Derrick, capacity 4000 lbs., with 20' mast and 30' boom. .$ 76.00 150' of %" best flexible steel cable, estimated for boom line, at 7c ft. 10.50 300' of %" best flexible steel cable, estimated for hoisting line, at 7c ft 21.00 300' of %" pure manilla rope, estimated for 4 guy lines, at 5c ft 15.00 3 8" single steel blocks, with plain hooks, for %" cable, at $4.50 13.50 1 8" single steel block, with swivel hook, for %" cable. .. . 9.00 4 %" Crosby clips, at 20c 80 2 %" galvanized thimbles at 10c .20 1 boom winch, used for operating the boom 14.00 Total $160.00 Same outfit with 20' mast and 24' boom. 157.25 Same outfit with 18' mast and 18' boom 154.50 1 Light car, 6'x8', with flat or flanged wheels, complete... 30.00 All derrick iron for above (no ropes, blocks, timbers or boom winch, but with drawings for mast and boom) .... 53.50 Price of 2 wooden stiff legs (complete) to take the place of 4 guy lines 20.00 Price of 2 wooden stiff legs (irons only) to take the place of 4 guy lines 12.00 2 Single sheave brackets for steam power 6.00 k DERRICKS 193 Special Outfit Desigrned for Zium'ber Yards. Fitted with steel hoisting- cable. Sheaves arranged for three lines in the boom tackle and three lines in the hoisting tackle. 1 Derrick, capacity 4000 lbs., with 20' mast and 30' boom. . $76.00 150' of %" best flexible steel cable, estimated for boom line, at 7c ft 10.50 300' of %" best flexible steel cable, estimated for fall line, at 7c ft 21.00 300' of %" pure manilla rope, estimated for 4 guy lines, at 5c ft 15.00 3 8" single steel blocks, with plain hooks, for %" cable, at S4.50 13.50 1 8" single steel block, with swivel hook, for %" cable... 9.00 4 % " Crosby clips at 20c 80 2 %" galvanized thimbles at 10c .20 1 No. 4 boom winch, used for operating the boom 14.00 Total $160.00 Same outfit with 20' mast and 24' boom 157.25 Same outfit with 18' mast and 18' boom 154.50 1 extra heavy lumber yard car, 6'x8', with flat or flanged wheels, complete 50.00 1 8" snatch block for %" cable, with chain, for horsepower use 5.00 1 pair skidding tongs, open up to 10" 2.25 1 pair skidding tongs, open up to 14" 3.00 1 pair skidding tongs, open up to 20" 5.00 Shipping weights vary froiji 300 lbs. to 2,500 lbs., according to size. All irons for 1,500-lb. derrick weigh approximately 300 lbs. All irons for 4,000-lb. derrick weigh approximately 550 lbs. KAND POWER BREAST OR BUII.DERS' DERRICKS. Length of timbers (feet) 16 24 40 Size of timbers (inches) 4x6 6x8 8x8 Diameter of drum (inches) 6 6 9 Length of drum (inches) 42 60 72 Price complete without timbers or rope $36.00 $45.00 $58.50 Price complete without rope 56.70 67.50 100.00 Derricks for operation by steam engine cost: 5 ton stiff-leg derrick with bull wheel and 30' boom $350.00 10 ton guy derrick with 50' boom 550.00 15 ton guy derrick with 65' boom 650.00 Mr. Saunders gives the following detailed cost of a large quarry derrick with a capacity on a single line of 20 tons. Timber for mast 24"x24"x75' $ 45.00 Timber for boom 65' 28.00 Expense of delivering timber 16.50 Carpenter work on mast and boom at $12.50 a day 25.00 Derrick irons, sheaves 219.00 2,400' of best galvanized 1" iron rope for 8 guy 237.00 Thimbles, clamps, etc 25.00 500' steel hoisting rope, 1%" 240.00 Labor on dead men, 4 men, 2 days at $1.40 11.20 Labor raising derrick, 8 men, 2 days at $1.40 22.40 Labor fixing guys, 8 men, 2 days at $1.40 22.40 Total $891.50 194 HANDBOOK OF CONSTRUCTION PLANT StifC-leg derrick complete capable of operating %-yard clam- shell bucket on a 50' boom. Equipped with 8' bull wheel, guide sheaves, framed complete with all irons. Boom 12" x 12" x 50'; mast 10" X 10" X 32'; stiff legs 10" x 10", framed 10 horizontal to 12 vertical; sills 10" x 10". Price, $415.00 f. o. b. N. Y. RIGGING FOB STIFF-I.EG DSBBICK 1 14" single block with shackles $10.50 1 14" double block with shackles. 15.50 310' of 4 part topping line 115' of 4 part bull-wheel line with clips 26.00 425' of % " C. C. S. wire rope 300' of 3" holding and closing line 26.00 Total $78.00 Fig. 79. Derrick fittings bought for second-hand derrick of similar description as above for use with 3 drum hoist and a clam shell bucket cost as follows: 1400 lineal feet %"x6xl9 crucible steel W. R. cable $102.33 3 14' double bronzed bushed blocks at $13.75 41.25 1 14' single bronzed bushed blocks 9.35 2 12" sheaves bronzed bushed blocks at $1.75 3.50 12 guy clamps and bolts for %" rope at 24c 2.88 1 12" snatch block bronze bushed 11.55 Total ^ $170.86 A car provided with an A frame, a hoisting engine and light jack arms, capable of lifting 5-ton boulders, etc., costs from $1,500 to $2,000 new. See Fig. 79. DERRICKS 195 IRONS FOR POWER-OPERATED STIFF-LEG DERRICKS The following- list, to accompany Fig. 80, enumerates the most important metal parts of stifE-leg derricks to be operated by power. It does not include guide sheaves, blocks, or other running gear. Fig. 80. Iron Work Complete for Power Stiff- Leg Derrick — As Regularly Furnished. C. 1 Mast Top with straps and gudgeon pin. 1 Mast Bottom, complete with step, double sheaves and strap for boom. 1 Flat Bolted Boom Band with 2 links. D. 1 Single Boom Sheave with boxes, for center of mast. E. 1 Double Sheave Mast Bracket. F. 1 Top Stiff Leg Iron. H. Lower Stiff Leg Irons (two of these furnished), and all necessary bolts. 196 HANDBOOK OF CONSTRUCTION PLANT Prices of derrick (not including timber, engine, bull wheel or guide sheaves, blocks, hoisting rope, clamps or thimbles) are: Size of mast timber (inches) 8x8 14 x 14 18 x 18 Length of mast (feet) 24 40 36 Size of boom (inches) 6x6 12 x 12 16 x 16 Length of boom (feet) 32 54 54 Size of stiff legs and sills (in.). 6x6 12 x 12 16 x 16 Capacity in tons 1 to 2 10 to 12 20 to 25 Shipping weight (lbs.) 750 2100 7000 Price with self-lub. sheaves $80.00 $150.00 $375.00 On railroad work in Newark it took six men and a foreman one day to move a stiff-leg derrick with a 50' boom 150 feet and one day to set it up, at a total cost of $24.00. This includes moving the engine and the stone used to weight the stiff legs. Two guy derricks with 70' masts and 80' booms were used for two years in building a concrete filter. During that period they were erected once, moved five times, and finally removed once at a cost of $1,400, an average of $100 per move. As a rule, however, a guy derrick can be shifted more easily than a stiff- leg derrick, as there are no stones to be handled. Derricks should be provided with a bull wheel where possible, as the wages of two tagmen will soon pay for it. Sizes and prices of steel bull wheels complete with braces; Diameter, feet For booms, length in feet Weight complete Price 8 12 14 16 40 60 70 80 1600 2000 3000 3700 $ 85.00 110.00 215.00 280.00 Guide sheaves and rollers in frame for leading rope from bull wheel to swinging drum of engine: Diameter of large sheaves (inches) 10 14 18 Common sheave $ 4.50 6.75 11.00 Self-lubricat- ing sheave $ 5.25 9.25 14.75 A derrick formerly known as the Kearns derrick was used in the construction of a 14' concrete sewer at Louisville, Ky. The sewer was 4,230 ft. long and had an average depth of 39.3'; the average number of yards per ft. was 26.5. The derrick excavated to within 14' of the bottom, and a Potter machine excavated the remainder and carried it to the rear for backfill. The derrick operated a %-yd. clamshell bucket, which loaded into wagons for spoiling or into Koppel cars for backfill. The output was about 1,500 cu. yds, per week. The machine consisted of a stiff-leg derrick mounted on a turn-table. The power plant was a 7 x 10 in. engine with three drums, and a 30 H. P. boiler. The entire outfit cost about $6,500. i DERRICKS 197 FZ.OATING- DERRICKS. (See also Boats.) A floating derrick was purchased by the city of Chicago in 1905 at a cost of $5,287.26. It was used on the hydraulic filling of the Lincoln Park extension in 1910 for various purposes. It was in commission ten hours per day and was operated by a crew consisting of an engineer, fireman and a varying number of deck hands, usually four. The cost of operation during 1910 was as follows: Hours in commission 1,783.50 Labor of operation $1,871.29 Fuel and supplies 599.07 Insurance 100.00 Labor repairs 268.70 Towing 17.62 Total $2,856.68 Total cost of repairs 286.32 Total cost of operation 2,570.36 Total cost per hour 1.60 Total cost per day 16.00 During 1911 the derrick was in commission for 440 hours with a crew of two men, and for 1,254 hours with a crew of six men. The cost of operation and repairs for the 1,694 hours in service is given as follows: COST OF DERRICK OPERATION AND REPAIRS. Operation Per hour Labor, watching $ 178.67 Fuel 237.68 Supplies 244.63 Insurance 96.50 $ 757.48 $0.45 Repairs Labor $ 188.70 Material 140.75 Teams * 14.00 $ 343.45 $0.20 Total operation and repairs, excepting operating labor • $1,100.93 $0.65 April 1 to Aug. 1, 440 hrs. Operating labor $ 568.55 $1.29 Fuel, supplies and repairs 0.65 Cost per hour, 440 hours $1.94 After Aug. 1, 1,254 hours. «.„..^or *o ro Operating labor $3,155.95 $2.52 Fuel, supplies and repairs O-^o Cost per hour, 1,254 hours $3.17 Total cost for year $4,825.43 198 HANDBOOK OF CONSTRUCTION PLANT DIVING OUTFITS A diver's outfit consists of a metal helmet or head covering., a breast plate, an air-tight diving suit, and shoes with weights. Weights are also attached to his waist to overcome buoyancy. The helmet always has one window in front, usually one on each side, and sometimes one near the top. The air hose runs from the pump to a valve either in the helmet or breast plate. Besides this one, a safety and a regulating valve for controlling the pressure are provided. The diver is raised or lowered by a rope attached to his waist called the safety line. The air pump is always operated by hand power, may have from one to three cylinders, may be single or double acting, and of either the lever or fly-wheel type. The prices of diving apparatus are as follows: Helmets, $100; suits, $30 to $60'; other equipment, $100 to $150; air pumps, $100 to $400. The cost of a complete outfit varies with the depth of water where it is to be used. For shallow water an outfit costs from, $300 to $450; for moderate depth, $450 to $700; and for deep sea diving, $700 to $800. The net weight of helmets varies from 37 to 74 pounds.; gross weight, 77 to 144; shipping space, 5 to 9 cu. ft. The net weight of air pumps varies from 30 to 1,400 lbs., and shipping space from 3 to 40 cu. ft. Diving dresses weigh (net) 16 to 32 lbs., and occupy lYz to 4 cu. ft. Diving shoes weigh (net) 36 lbs., and occupy 1 cu. ft. of space. Air hose weighs about 22 lbs. per length of 50 ft. and occupies 2 cu. ft. of space. Below are given itemized lists of two complete outfits: DIVING OUTFIT No. 1. Complete in all respecfis for one or two divers as supplied for general use of contractors, divers, etc. 1 Air pump, No. 1. Two cylinders, double action with two patent indicating gauges .to denote the air pressure and depth of each diver; with water cistern, two fly-wheels in ash chest, with iron rings for lashing $500.00 These pumps have removable tills fitted into the pump cases, in which are furnished and packed the following small parts : 1 union joint, double male. 1 union joint, double female. 1 nut for securing pump handles (spare). 1 oil can. 1 overflow nozzle. 12 washers for air hose (spare). 1 socket wrench. DIVING OUTFITS 199 1 screwdriver. 3 double-ended spanners. 1 10-inch monkey v/rench. Spare valves, inlet and outlet. 1 Improved diving helmet, 3 lights, sectional screw, to receive air in the head-piece, or one to receive air in the breast-plate; either style, including safety valve, ad- justable regulating valve and recessed gasket seat....$ 100.00 2 rubber diving dresses; Size No. 2, at $50.00 100.00 150 feet standard white air hose (3 pieces) with couplings, at 40c 60.00 1 set diving weights, belt pattern 22.00 1 pair diving shoes, with lead or iron soles 15.00 2 pairs rubber diving mittens, at $5.00 10.00 1 pair rings and clamps 5.00 1 life or signal line (150 feet) 2.50 1 pair cuff expanders 5.00 1 knife, belt and air-hose holder 10.00 6 feet snap tubing, at 60c 3.60 1 pair chafing pants 4^00 1 helmet cushion 3.00 2 pairs diver's stockings, at $1.25 2.50 2 woolen shirts and drawers, at $1.50 , 6.00 2 pairs woolen mittens, at $1.25 2.50 1 woolen cap 1.25 1 basket for helmet, dresses, hose, etc 18.00 6 extra bolts and nuts for helmet (spare), at 25c 3.00 1 set extra couplings (spare) 2.00 1 j^ard rubber cloth for repairs 2.50 1 can rubber cement for repairs (1 lb.) .75 1 cutting punch .75 Complete outfit for one diver $879.35 Complete outfit for 2 divers will include duplicate of each of the above items except the pump 1258.70 For one diver: Net weight, 950 lbs.; gross weight, 1,100 lbs.; shipping measurements, 56 cu. ft. For two divers: Net weight, 1,260 lbs.; gross weight, 1,500 lbs.; shipping measurements, 80 cu. ft. DIVING OUTFIT No. 2. Complete in all respects for one diver. 1 air pump, No. 4, single cylinder, double action, ash chest, iron brake, made in sections, for packing inside pump chest, strong brass handles for lashing $125.00 The equipment furnished and packed in this pump is as follows: 1 oil can. 1 10-inch monkey wrench. 1 improved diving helmet, 3 lights, sectional screw to re- ceive air in the head-piece, or one to receive air in the breast-plate, either style, with safety valve, adjustable regulating valve and recessed gasket seat 100.00 1 rubber diving dress, No. 2 size 50.00 100 feet standard white air hose (two pieces) with coup- lings, at 40c 40.00 1 set diving weights, belt pattern 22.00 1 pair shoes, with lead or iron soles 15.00 I pair rubber diving mittens 5.00 1 pair rings and clamps 5.00 1 life or signal line (125 feet) 2.25 200 HANDBOOK OF CONSTRUCTION PLANT 1 pair cuff expanders $ 5.00 1 diver's knife, belt and air hose holder 10.00 2 feet snap tubing, at 60c 1.20 1 pair chafing- pants 4.00 1 pair diver's stockings 1.25 1 woolen shirt and drawers, at $1.50 3.00 ] pair woolen mittens 1.25 1 woolen cap 1.25 1 basket for helmet, dress, hose, etc 18.00 1 helmet cushion 3.00 3 bolts and nuts for helmet (spare), at 25c 1.50 % yard rubber cloth for repairs «1.25 1 can rubber cement for repairs (1 lb.) .75 1 cutting punch .75 $416.45 Net weight, 360 lbs.; gross weight, 475 lbs.; shipping measure- ments, 27 cu. ft. SEI.ECTION OF DIVING APPARATUS. In the selection of an outfit the following points should be' given careful consideration: 1. Duration of the work. 2. Whether it is. to be conducted with long or short spaces of time intervening. 3. Depth of water. 4. Whether the outfit is to be used on rocky or sandy bottom. 5. Character .of the work. 6. Selection of the pump. The selection of the pump is the most important point, and in- view of recent experiments and tests of the work that can be accomplished by a diver at different depths, buyers are apt to order pumps of too small capacity. A volume of air equal to that ordinarily breathed at the surface (about 1'^ cubic feet per minute) should be introduced into the helmet. The volume of free air that must be taken in by the pump at the surface to deliver 1^^ cubic feet per minute at 5 fathoms is about 3 cubic feet; at 16 fathoms, about 6 cubic feet; at 27 fathoms, about 9 cubic feet, etc. The following table gives pressure in pounds per square inch at a given depth of water; ¥ 30 feet, 12% pounds. 60 feet, 2614 pounds. 90 feet, 39 pounds. 120 feet, 521^ pounds. 150 feet. 6534 pounds (usual limit). 180 feet, 78 pounds. 210 feet. 91% pounds. 240 feet, 104 pounds. DRAWING BOARDS L Drawing boards of thoroughly seasoned, selected narrow strips of white pine, and either finished natural or with a light coat of shellac, cost as follows: One face for drawing 12x17" $0.55 One face for drawing 16x21" .80 One face for drawing 20x26" 1.05 Both faces for drawing 12x17" .55 Both faces for drawing 16x21" .88 Both faces for drawing 20x26" 1.05 Both faces for drawing 23x31" 1.45 Both faces for drawing 27x34" 2.40 Both faces for drawing 31x42" 3.20 Drawing boards of white pine, with hardwood ledges attached by screws, arranged to allow for contraction and expansion: One face for drawing 16 x 21" $1.20 One face for drawing 20 x 26" 1.75 One face for drawing. 23 x 31" 2.60 One face for drawing 31 x 42" 4.20 One face for drawing 33 x 55" 6.80 One face for drawing 36 x 60" 8.00 Extra large drawing boards of pine: 36x72" $12.80 36x84" 14.40 42x60" 12.00 42x72" 14.40 42x84" 16.80 42x96" 20.80 48x72" 19.20 48x96" 26.40 48 X 120" 35.20 54x96" 32.80 54 X 120" 40.00 60x96" 37.50 60.x 120" 46.50 Trestles and horses for drawing boards. Wooden horses, light construction, 37" high, 35" long, per pair, $2.60. Ditto, fine quality, 37" high, 35" long, per pair, $4.40. Ditto, fine quality, with removable sloping ledges, 37" high, 35" long, per pair, $4.80. Adjustable wooden horses, best workmanship, 36" long, adjust- able for height from 37" to 47" on level or slope, per pair $6.00. Folding hardwood trestle, 37" high, with drawing board, 31 X 42", each, $12.80. Ditto, 33x55", each, $16.00. Adjustable drawing table with iron supports: Board, 31 x 42" each $21.00 Board, 33 x 55" each 23.00 Board, 36 x'60" each 24.50 Board, 42 x 72" each 28.50 201 202 HANDBOOK OF CONSTRUCTION PLANT DREDGES There are four types of dredges: (1) The dipper dredge; (2) the grapple dredge; (3) the bucket elevator dredge; (4) the hydraulic dredge. For harbor work or where the water is rough the scow containing the machinery also has pockets for the material, which it conveys to sea or some other dumping place. This is called a hopper dredge. DIFFER DREDaES A dipper dredge is really a long-handled steam shovel mounted on a scow. The dippers range in size from % to 15 cu. yds. This typo of dredge is adapted to work in all kinds of materials. Mr. Gillette, in Earthwork, describes a home-made dipper dredge, the cost of which was as follows: j 1 Hoisting engine and boiler (single drum, dbl. cvl., 8 H. P., 4% X 6 Ins.; weight 3,500 lbs) T. .$ 500.00 2 Scows, 3,200 ft. B. M. (6x34 ft.) 150.00 10 Sheaves, 6 in 2000 120 Ft. iV in. hoisting chain, 250 lbs., @ 8c 20.00 160 Ft. % in. iron, 250 lbs., @ 4c 10.00 1 Dipper % yd., 400 lbs., (5) 10c 40.00 40 Ft. cast iron rack, 200 lbs., @ 10c 20.00 1 Turntable plate and rim, 100 lbs., @ 10c 10 00 100 ,3olts, % X 12 ins., 200 lbs., @ 5c 10 00 1,000 Ft. B. M. yellow pine 30.00 Labor and sundries . 190.00 $1,000.00 This dredge can be loaded on two flat cars or four ordinary wagons. The crew consists of three men and the total cost of operation is about $8.00 per day. In digging a trench 18 ft. wide by 12 ft. deep the average capacity in 10 hours is 60 yards of hardpan or 175 yards of rive.r gravel. In Engineering News of October 30, 1902, is described a dipper dredge with a 2i^ cu. yd. bucket which excavated in clay 20 ft, below the water, depositing the material in two scows, each having a drop pocket of 140 cu. yds. A tug boat towed the scow containing material to the dumping ground. The total cost of the outfit was $43,000. Six per cent interest plus 6 per cent depreciation over 100 working days gives a cost of $51.60 per day. The usual rental of such a plant is $100.00 per day. The daily wages and coal bill average about $30.00. The average output in 10 hours was 745 cu. yds. at a total cost of lie per cu, yd. COST OF BUILDING A 2% CU. YD. DIPPER pREDGE AND ITS FIRST SEASON'S WORK. The following notes on the cost of dredging were abstracted from a report by B. F. Powell, engineer for the Fort Lyon Coal Co. at Las Animas, Colo., and appeared in Engineering and Con- tracting for May 29, 1912. The company, previous to 1911, had DREDGES 203 let all its excavation work by contract, but after an investi- gation it decided to purchase a dredge and do its own excavating, Accordingly a contract was let to the Marion Steam Shovel Co. for a 21/^ cu, yd. dipper dredge, with an 80-ft. boom* It was estimated that the probable cost of the dredge, with boat, etc., equipped and ready for operation, would be $26,000. It was esti- mated that the work could be done at a cost of operation not exceeding 4 cents per cubic yard, while the low bid received for the work was 8% cents per cubic yard. The difference on 1,000,000 cubic yards to be excavated would thus be a saving of $47,000. Out of this the dredge would be paid for and leave a balance of $20,000, and the machine would be had for future work. The dredge was built under the supervision of the Marion Steam Shovel Co. Work on it was commenced April 3 and the hull was completed and launched on May 26, 1911. The boilers were steamed up on June 5 and used from that time on to furnish power for erecting the balance of the machinery. The fifteen-day test was begun on July 1, when it was demonstrated that the dredge would excavate its estimated yardage. The hull of the dredge is 100x41x8 ft. and required 135,000 ft. B. M. of lumber. It has two 120 H. P. boilers, one double 10 X 12-in. hoisting engine, a double 8 x 10-in. swinging engine, an 80-ft. boom and a 2i^ cu. yd. bucket. The amount of work accomplished by the dredge in the soft material in which it worked is given below: Cu. Yds July 74,000 August and September. 130,000 October 71,750 Total 275,750 The cost of operation as given for the month of October was $0.0315 per cubic yard. The dimensions of the irrigating and storage canal now being completed are 120 feet on top and 100 feet on the bottom for the first two miles from the head gate; for the next mile the width is 20 feet less, and after the third mile the width is again reduced 20 feet, making the bottom width 60 feet, with 1 :1 slopes. The depth is 10 feet. The actual cost of the dredge follows: COST OF DREDGE. Materials : Dredge equipment $14,932.00 Extra boiler 1,600.00 Electric light plant 500.00 Freight 413.96 Tools 250.00 Extra machinery 571.17 Boiler flues 236.80 Oakum 4.50 Steel and castings 427.70 Wire rope 510.75 Oil 317.27 204 HANDBOOK OF CONSTRUCTION PLANT COST OF DREDGE— Continued Coal and hauling $ 2,896.68 Hardware 1,880.22 Groceries and camp supplies 1,611.45 Lumber 5,033.27 Total c $31,185.77 Labor: Constructor $ 584.70 Foreman 984.92 Cook 155.00 Dredge runner 722.83 Labor 1,717.03 Carpenters 1,232.05 Hauling 404.45 Sundry expenses, materials, teams, labor 2,818.33 Total $ 8,619.33 Total, labor and material $39,804.08 The above table shows the cost of the dredge, its construction and its operation until the end of the season, November 11, 1911, as shown by the company's books. If we multiply the yardage excavated by about 4 cents (the cost of operation) and deduct this amount, $11,030, from the total shown in the table, the result should give the cost of the dredge ready for operation. This is $28,774. The following data were abstracted from an article by Mr. C. W. Durham in Professional Memoirs, and reprinted in Engi- neering and Contracting, July 17, 1912: The equipment includes three dipper dredges, Ajax, Vulcan and Phoenix, and two pipe-line dredges, Geyser and Hecla. As will be noted, the care and upkeep of dredges are very expensive, and in the case of suction dredges the pontoons and catamarans also require much repair. The Ajax has hull dimensions 70 x 26 x 6 feet; she was rebuilt in 1894 and, with large annual miscellaneous repairs, has been kept in good condition. The Vulcan, oak hull, 80x30x8 feet; nominal repairs to 1890; hull rebuilt in 1892-1893 and 1898-1909; condition now good, although annual repairs have been large for the past eight years. The Phoenix, oak hull, 80x8 feet; nominal repairs to 1890; hull rebuilt in 1895-1896; burned and entirely rebuilt, using a portion of the old machinery, in 1908-1909, at a cost of $19,581.29; now in good condition. The Geyser, with eleven pontoons, was built by the United States at small cost, using an old boiler and pump; hull pine, 100x20x4 feet; pump, 12-in. suction; large expenditures each year for pump, pipe pontoons, etc., in addition to hull repairs; condition bad. The Hecla, 15-in. suction dredge, with eleven pontoons; built by United States; large repairs every year; hull fir and oak, 120x26x5 feet; rebuilt 1909-1910; good condition. O '^' ^' >^' '^' "-i' >^' '-s' ►i' '^' >^' "-s" '^' '^' •-?' •^' '^' ^' 'i' '-i' "-S" *^" 5 P m' ! ! I I I I ! I I ! ! ! I ! .* ! I I ! ! oo ^ o o :::::::::::::::::::: gS. p • • ^ :::::::::::::::::::: 3: o . CCXH^^OCDCCHOiXJ^^OOOOOOOOOOOOOOOOOOOOO* l-'OOOOOOOOOO<:C)50'y3CCC0«^0t0<£iW h-i l-i H-i M tNS M MM l-« MCT l-i- -3 00 to -q05'.t*>.--.l*-OOtf^M -J^ oo tn en • OOts3l-iO>*>-Oh*i-lN3>ti.iDb5^tN3-Jt-iCOOOOOO' ooix)0cc>to-.i-'05«o* -^ Dipper dredge o A j a X , boug-ht o 1877; built 1876. o (Oak hull.) MjsstoMNJMiNSM f»»j^ M^ 5^]"** J^i* Dipper dredge «3looo^w^bosnoocoo5 00*iN3'X>«5CO cow* oo>*»' Vulcan built OS as -q tn a> tn 00 o to CO ffi. ^ 05 to 4i. --q ^ CO en ■ . 00 1-» 00 h-" CO CO OS CO tn Oi. OS 00 *>. >*». -J «o o OS • 00 o null.) Mrfi-ostowotco-qoscocnoscocDbsootoosi-*- too ++ -eo M++ * * M ,^"r^i-'i-' i-'i-'i-' S^t" i^P Dipper dredge os^qoooocococowoococoi-n-'ooocnOi-i-.Ti-iQocji Phoenix h ii i 1 t -Jt0CnMCDOCCO00C005t00SOC000C00;C0C0*-t0 ^ o o r //-\ 1 *>.Mpoo_osoocooscoMocoo50scotoMos-cicooocn J-ooo. (.UaK -qOi(;C'b5COCOI-'-^OOC71MbOOCOI-iCOCO^.Oto'tOO hull.) l-iOOl-'-qCObOCOOOSO^OTtOtOOOCOrfi.MOOOO^O ooVicncoM^olDlssMoscorf^toososo* * ' • ^ Suction dredge CO >-' M OS -3 CO >*>- O OS ~3 ifa. rfi. OS CO OS CO ■ ■ O) r}f»vac.r» Viiiilt •(i.tococoMto; ; ; ; ju Ysqq r-i7<-' v. ii \ M^'*^oo'eoto^OMO>f>.co^ii.cotoco. ...►;». -loy^J- (rirnull.) to tJi. 00 00 en CO M O M >(^ C;i M t- o ^Hecla, built to CO 4i. 00 -J en CO o 00 ; ' I I I !!!*!!' o IQOn-IQOI (Wir M to »*>. M -q o tn en M ^ ! I ! . I I I ! I I I ?» h 11 "k Ki^iF CT en to en o to -J o t*^ o> "UH.^ COMO0SO»(^OO';OM« ••• c> 205 206 HANDBOOK OF CONSTRUCTION PLANT SOME COSTS OF DBEDGEWORK ON THE I.OS ANGEIiES AQUEDUCT. The following- costs of dredging are taken from the monthly report for February, 1911, on a section of the Los Angeles aqueduct through the Owens Valley. The dredge consists of a scow on which is mounted a No. 60 Marion electric shove? with a 1% cu. yd. dipper. The cost of the dredge was $19,897, and it was built according to the specifications of the aqueduct engineers. The yardage is based upon the theoretical section of the aqueduct, or 14.81 cu. yds. per lineal foot. This is exceeded to a small extent by excess cutting. The following are the data for February: Teams and Renewals men. Operation . and rep. Misc. Totals. Men, No. of days. . . 10 205 241 3 459 Live stock, No. of days 56 12 Lineal feet 2,625 Cubic yards 38,876 Labor costs $34.29 $ 727.39 $ 838.81 $17.85 $1,618.34 Live stock costs 50.40 10.80 61.20 Cost materials and supplies 1.75 120.32 122.07 Power cost 408.51 9.79 418.30 Freight cost .35 24.06 .... 24.41 Total costs $34.29 $1,188.40 $1,003.78 $17.85 $2,244.32 Unit cost per cubic yard $0.0001 SO. 0306 $0.0258 $0.0565 The unit cost per cubic yard for the month figures 5.65 cents, but the unit cost given for the work of the dredge to date is 6.7 cents. GBAFFI.E DREDGE. Grapple or grab bucket dredges are also known as clamshell or orange peel dredges, according to the type of bucket used in excavating. They are adapted to work in very deep water or in confined places, such as caissons. In Engineering News, February 2, 1899, an Osgood 10 cu. yd. clamshell dredge is described. The crew consisted of ten men, and five tons of coal were consumed in ten hours. The machine had a capacity of one bucket load per minute and averaged about 400 cu. yds. per day. The table on page 216 has been compiled from the report of Gen. Bixby, Chief of Engineers of U. S. A., for the fiscal year of the U. S. Government ending June 30, 1911, and contains some important data. The column headed "Total Cost of Dredging" is understood to include cost of repairs, but not interest and depreciation. The oldest of these dredges seems to have been built in 1869, which would make its age at the time of the report 42 years. It is hardly safe, however, to DREDGES 207 consider this the standard age for computing depreciation. At the age of 30 a dredge is either so antiquated as to make repairs very heavy, or so out of date as to make it uneconomical to operate. Therefore, fixing 30 years as the life, which is more than that of the average locomotive in the United States, and allowing interest at 6 per cent, the annual interest and depre- ciation on the total cost of the dredges would be $82,061, or about 2c per cu. yd. in addition to the average figure of 13.6c given in the table. A clam shell dredge, Delta (Fig. 81), was used by the Cali- fornia Development Co. from November, 1906, to the present time (1912) in places where it was necessary to build up levees to greater heights than could be reached by the dipper dredges. The following description is compiled from a paper by Mr. H. T. Corry, Trans. Am. Soc. C. B., November, 1912: The dredge had a hull 120 ft. long, 54 ft. wide, and 11 ft. deep, and was equipped with a clamshell bucket mounted on a 150 ft. boom. The machinery comprised a 150 H. P. internally fired, circular, fire-tube boiler, and a 20 x 24-in. engine on each side. Work on the hull was started May 1, the hull launched August 15, and the machinery in place at the end of October. The total cost of the dredge was $80,000, including $34,000 for machinery f. o. b. San Francisco. The weight of the craft was 850 tons. Operatives: 1 captain at $125 to $150 per month and board. 3 levermen at $85 per month and board. 2 firemen at $60 per month and board. 2 deckhands at $50 per month and board. 1 cook at $50 per month and board. 1 blacksmith at $90 per month and board. 1 roustabout at $40 per month and board. Three shifts were worked, making a total of 22 hours actual work per day. The average time in operation was 28 days per month. In good ground, with side swings averaging 70 degrees on each side, the time per bucketful was 40 seconds. The quantity handled varied with the kind of material from 3 to 8 cu. yds. extremes. On the "Sacramento River, under good con- ditions, 150,000 cu. yds. per month were handled. Monthly expenses: Maintenance and operation. . $2,500.00 Interest on investment at 6 per cent. . . .• 400.00 Taxes and insurance 200.00 Deterioration 700.00 $3,800.00 The foregoing "monthly expense" is a minimum; ordinarily. In Mexico, the monthly expense was $5,000. The average cost in Mexico was 4 to 6 cents per cubic yard. 20S DREDGES 209 IJADDEB DREDGE. Bucket elevator dredges are known as bucket ladder dredges, chain bucket dredges or endless buckeu dredges. They are used principally abroad, and in the United States mainly on canal work. They are very good where the cutting is light and also in finished work, for they leave a smooth bottom. In Trans. A. S. of M. E., 1886-7, Mr. A. M. Robinson says that 1 H. P. on an elevator dredge will excavate 5 to 9 cu. yds. whereas in a dipper dredge 1 H. P. will excavate about 3% cu. yds. in 32 ft. of water. In Engineering News, August 4, 1892, a Bucyrus bucket ele- vator dredge is described. The average daily output was 1,180 yards in 10 hours in soft sponge material. The crew consisted of six men and the cost of excavation per cu. yd. was about 3c. In a paper read before the Institute of Mining and Metallurgy of Great Britain on April 19, 1906, Mr. E. Seaborn Marks and Mr. Gerald N. Marks gave descriptions of bucket dredges used for dredging gold in Australia. A total of 50,000 to 70,000 sup. ft. of timber are used in building a pontoon which will measure from 70 to 90 ft. or more in length, about 30 ft. in width and 6 ft. 6 in. in depth. These dimensions vary with the weight of machinery and the general arrangement and design of the plant. Australian hard woods are excellent material, on account of their strength and durability, but their weight is an objection should a shallow draft be required. In this case Oregon pine would be preferable for planking, with hard wood framing. If hard wood is not procurable, pitch pine should be used for framing, as Oregon does not hold spikes securely. All pontoons are coated with tar to preserve the timber, after the seams have been calked, and are plated with ^-in. steel plate for 6 ft. at either end as a protection from sunken logs. In countries where transportation is difficult and skilled labor scarce, pontoons are constructed of steel plates and girders. These are built in the works and afterwards taken to pieces and shipped in sections. The cost of building three plants and pontoons is given below, but these prices will necessarily vary with the cost of transporting, labor and such items: (1) A pontoon of hard wood with an inner skin of Oregon pine cost $5,760. The complete plant cost $32,500. This machine is a screen dredge with a discharge into a sluice run. A similar plant with a tailings elevator (in which case the screen would be lowered to within a few feet of the deck and power thereby saved in pumping up the water for washing purposes) would cost approximately $5,000 more. (2) The pontoon constructed of Oregon planking spiked to hardwood framing of cheap and effective design cost $4,140. The complete plant cost $27,500. The frame has diagonal struts forward, on the lower one of which the frame is pivoted and can be moved up and down to alter the dredging depth. 210 HANDBOOK OF CONSTRUCTION PLANT (3) A pontoon, built on somewhat different lines with diagonal and cross braces, is constructed of Oregon planking with hard wood frames and is suitable for working light, shallow grounds. The gantry from which the ladder is swung is constructed of steel in the first two pontoons but in this case it is of Oregon pine. This dredge has a combination of sluice box, screen and ele- vator and can be lengthened so as to do the combined work of a screen and tailings elevator. The cost of the plant complete was $30,000. The buckets in general use were of 4*^ cu. ft. capacity of 5-16 to y^ in, steel. They varied, however, from 3 to 12 cu. ft. capacity. The boiler generally used is of the return tube marine type with internal flue working up to 120 lbs. per sq. in. It is usually 6 ft. 6 in. in diameter and 8 ft. long (12 ft. over all with combustion chamber and smoke box), fitted with 48 tubes and will give 75 I. H. P. The engine is from 16 to 25 H. P., making 125 revolutions per minute. The 16 H. P. one has compound cylinders Sxl4l^ and 14x14^/^ ins. A belt from the fly wheel connects with the first motion shaft, and the pulley works a 12 in. centrifugal pump. The following table is the result of two dredges used in dredging gold. No. 1 Dredge. No. 2 Dredge. Full v/orking time for a year.. 52 wks. or 7,488 hrs. in each case. Actual time worked 6,161 hrs. 5,572 hrs. Percentage of lost time 17.70% 25.6% Gross capacity of dredge 130 cu. yds. 112.5 cu yds. per hr. per hr. Material actually treated 325,896.3 cu. 303,360 cu. yds. *Percentage of material treated yds. relatively to gross capacity for time worked 40.6% 48% Gold recovered 1,198 oz. 12 1,393 oz. 17 dwt. dwt. 22 gr. Net value £4,815 19s 2d £5,103 18s id Total working expense £3,321 18s 8d £4,149 16s 7d Net profit £1,494 Os 6d £1,954 Is 6d Value per cu. yd. of material treated 1.76 gr. or 3.5d 2.2 gr. or 4d Cost of treatment per cu. yd... 2.4d 2.4d ♦Calculated in each case with 4^^ cu. ft. buckets, but in the first 13 buckets and in the second 11.25 buckets per minute were delivered. The following table gives the expenditures during the week ending Aug. 17, 1905: No. 1 Dredge. No. 2 Dredge. £. s. d. £. s. d. Wages 30 17 1.2 30 15 11.2 Repairs and renewals... 10 15 4.4 6 10 1.7 Fuel 8 17 7.4 5 15 11.9 General expenses 15 2.5 1 5 10.5 Traveling expenses 3 3.8 2 3.5 Rent on leases ,. . 10 8.9 3 19 9.7 Freight and cartage 1 7.2 1 1 2.0 Insurance ..! 11 7.5 15 2.3 Dredge supplies 16 1.8 14 4.2 Ofllce and management.. 9 9 10.5 9 10 8.7 63 17 7.2 60 11 5.7 DREDGES 211 A bucket ladder dredge and special conveyor were built at Adams Basin on the New York Barge Canal during the surrjmer of 1909. The dredge itself is floated on two steel pontoons which are parallel to each other and are braced together by a rigid frame- work. A gantry projects in front of and between the pontoons and supports the ladder, which extends^ to the bottom of the canal. The buckets each have a capacity of 5 cu. ft. From a hopper at the top of the ladder the material is discharged upon a belt which in turn discharges into a second hopper and a second belt at the rear of the dredge. A third belt is carried on a separate pontoon, along a steel cantilever frame which carries the belt 40 or 50 ft. to the bank. Each belt is operated by a separate motor receiving power from the dredge. The plant cost $70,000. The cost of the work for the first three months was as follows: August, 1909; 18,638 cu. yds. excavated: Coal and oil $1,984.50 P'ifteen tons coal for hoisting engine, at $2.85 42.75 Miscellaneous supplies for hoisting engine 5.25 Miscellaneous supplies for hoisting engine and derrick.. 6.48 Hauling supplies 54.00 Crew of dredge 2,296.68 Total cost ,.$4,389.66 Cost per cu. yd., 23.6 cents. . Interest and depreciation, etc., were not to be included, on account of commencing work in this month. Drains and scrapers supplemented the dredge, moving 6,244 yds. for a total of $1,280.50, or 20.5 cts. per cu. yd. The cost of wooden forms and of spreading and compacting amounted to $1,193.25 for 10,015 cu. yds. of embankment, or 11.9 cts. per cu. yd. September, 1909; 32,000 cu. yds. excavated: Interest, dep. and repairs ', $2,205.00 180 tons coal, at (2 tons per shift) 513.00 150 gals, gasoline at 12 cts 18.00 Oil (80 gals, at 19 cts.; 60 gals, at 35 cts) 36.20 1,200 lbs. grease at 8 cts 96.00 200 lbs. waste at 8 cts 16.00 Teams 245.00 Labor 2,827.00 Total cost $5,956.20 Cost per cubic yard, 18.6 cents. A total of 90 eight-hour shifts were worked. The cost of the embankment was as follows: Labor, spreading and compacting $3,151.50 Hauling form lumber 177.16 Cost form lumber 1,125.00 General 290.00 Labor on forms 828.32 Hauling supplies 55.00 Total .,,,..,,,,.. .$5,626.98 212 HANDBOOK OF CONSTRUCTION PLANT Only 11,000 cu. yds. were allowed for the above work on emban lenient, as the forms gave way and the soft material had to be scraped back. This brought the cost of embankment for the month up to 51.1 cts, per yd. October, 1909; 25,500 cu. yds. excavated: Interest and depreciation $2,351.66 186 tons coal at $2.85 530.10 Labor $ 3,145.58 Teams 5.00 Oil, grease and waste 153.09 Gasoline 18.60 Repairs 18.90 Total cost , . . . $6,222.93 Cost per cubic yard, 24.4 cents A total of 93 eight-hour shifts were worked. The cost of embankment was as follows: Labor, spreading and compacting $2,898.25 Forms 567.50 Erection 108.50 Hauling 95.00 Total $3,669.25 This gives for 21,800 cu. yds. of embankment a cost of 16.9 cts. per cu. yd. RECENT EXAMFI^ES OF CALIFORNIA GOIiD DREDGES WITH COSTS OF DREDGING. A concise statement of practice in California in dredge con- struction for reclaiming gold from underwater gravels is taken from an elaborate paper by Mr. Charles Janin in the bulletin for March, 1912, of the American Institute of Mining Engineers. The paper also gives a table of costs which are of general interest in view of the increasing favor with which elevator dredges are being considered in America. The modern California type dredge, with close-connected buck- ets, spuds and belt conveyor for stacking tailings, was a gradual development through years of experimenting. This dredge em- bodies the ideas of successful operators, and it is generally conceded that dredge construction and operating methods in California are far ahead of those in any other country in the world. The dredges built in California cost from, $25,000 to $265,000 each; a standard 8.5 cu. ft. boat costing from $150,000 to $175,000, according to conditions to be met in operation. With great improvements made in dredge construction, and corre- sponding reduction in operating costs, areas that were at first considered too low grade to be equipped with a dredge are being profitably worked. California dredges vary in size from 3.5 to 15 cu. ft. buckets. In Alaska some dredges are equipped with buckets as small as 1.25 cu. ft. to dig shallow ground, and are reported to be DREDGES 213 working profitably. While electricity is the ideal power for operating dredges, steam has been successfully used on a number of installations, and experience has proved the merits of the gasoline and distillate engine for this work. There seems little doubt but that the successful development of the gas producer for the generating of electric power will prove an important factor in considering future dredging of gravel areas in districts where electric power or water power for the installation of hydro-electric plants is not at present available. One of the largest gold dredges operating in California was put in commission at Hammonton, in Yuba River basin, August 10, 1911. This dredge was built by the Yuba Construction Co. and is one of five practically similar dredges built by the same company this year. It required 820,000 ft. of lumber for th^ hull and housing the hull; its dimensions are 150x58.5x12.5 ft., with an overhang of 5 ft. on each side, making 68.5 ft. total width of housing. The digging ladder is of plate girder con- struction and designed to dig 65 ft. below water level, and is equipped with ninety 15 cu. ft. buckets arranged in a close connected line. The entire weight of the digging ladder and bucket line is approximately 700,000 lbs. The washing screen is of the revolving type, roller driven, and is 9 ft. in diameter by 50.5 ft. long and weighs 111,721 lbs. Two ^teel spuds are used, each weighing over 44 tons. The ladder hoist winch has a double drum and weighs 67,016 lbs. The swinging winch con- sists of eight drums and weighs 34,193 lbs. The stacker hoist winch weighs 3,732 lbs. The gold saving tables are of the double bank type and have an approximate riffle area of 8,000 sq. ft. The tailings sluices at the stern can be arranged to discharge the sand from the tables either close to the dredge or at some distance behind. The conveyor stacker belt is 42 In. wide and 275 ft. long, on a stacker ladder of the lattice girder type, 142 ft. long. Nine motors are in use on the dredge with a total rated capacity of 1,072 h. p. The total weight of hull and equipment is 4,640,862 lbs. Natoma No. 10 dredge, now under construction, is equipped with 15 cu. ft. buckets, and will have a steel hull, being the first dredge operating on a steel hull in California. The hull will be 150 x 56 x 10.5 ft. and will have a total weight of 920,000 lbs. This will be about one-half the weight of a wooden hull to carry the same machinery, and the draft of the boat will be considerably lighter. This boat will be in operation in April, 1912. The machinery of some California dredges has been dismantled and moved to other fields and installed on new dredges. The estimated cost of dismantling the Scott River dredge, which was equipped with 7.5 cu. ft. buckets, building a new hull, installing machinery, including a 28-mile haul, with a freight cost of over 1 cent 'per pound and building a 5-mile transmission Une, was 380,000. The Butte dredge was put in operation in November, 1902, and dismantled in July, 1910. It was equipped with 3.5 214 HANDBOOK OF CONSTRUCTION PI.ANT cu. ft. buckets. The machinery is being placed on a new hull and includes a new bucket line of 4 cu. ft. buckets. The cost of the installation has 'been estimated at $30,000. The dipper dredge has been successfully operated on small areas at Oroville and elsewhere, but does not meet with approval among dredge operators in general, who contend that the effi- ciency of these boats, both as to yardage and gold saving capacity, is not up to that of the standard type. These boats have a low first cost (about $25,000, f. o. b. factory) and are built with buckets of from 1.25 to 2.5 cu, yds. capacity. It is claimed by the dealers and some operators that under the fol- lowing conditions there is a field for this type of dredge: (1) Where the ground is somewhat shallow; (2) where the extent of the ground is not sufficient to warrant the installation of a costly dredge; (3) where the material is of a rough char- acter, boulders and stumps; (4) where the ground is mixed with more or less clay, as the dipper will relieve itself not- withstanding the adhesiveness of the material. What seems to be a record in dredge construction is the building of the dredge for the Julian Gold Mining & Dredging Co. on Osbourn creek, near Nome, Alaska. This dredge was constructed by the Union Construction Co. of San Francisco. The dredge was shipped from San Francisco on June 1, arriving at Nome June 13. On June 17 the company commenced hauling material, and on July 22 the dredge was completed and opera- tions started. The dredge hull is 30x60x6.5 ft. It is equipped with 34 open connected 2.75 cu. ft. buckets, and is designed to dig 14 ft. below water level. Power is furnished by gasoline engines as follows : One 50 h. p. for digging ladder, winches and screen; one 30 h. p. for pump; one 7 h. p. for lighting apparatus; a total of 87 h. p. Distillate costs at Nome 21 cents per gallon. Operating expenses at present range from $110 to $125 per day, and the capacity of the dredge is from 1,000 to 1,300 cu. yds. per day, indicating an operating cost of from 10 to 11 cents per cubic yard, exclusive of repairs. The cost of the dredge complete and in operation was $45,000. The opera,ting cost of dredging is always a matter of interest, but working costs cannot be fairly used in comparison unless uniform methods of determining them are employed, and also unless operating conditions are somewhat similar. As in other branches of the mining industry, it may also be said that the apparent operating cost is in a great measure a matter of book- keeping. It is interesting to note the following average oper- ating cost per cubic yard of the large companies working in California during 1910. The Yuba Construction Co., for the year ended February 28, 1911, handled 13,970,728 cu. yds! at a total cost of 5.67 cents per cubic yard. The Natomas Consoli- dated handled, for the year ended December 31, 1910, a total of- 15,989,525 cu. yds. at a total cost of 4.52 cents per cubic yard, and during the six months ended June 30, 1911, a total of 10.- 793,891 cu. yds. at a total operating eost of 3.78 cents per cubic DREDGES 215 yard. This company has put in cqmmission during 1912 three dredges with buckets having a capacity of 15 cu. ft. These two boats are now satisfactorily handling ground that for a long time was considered too difficult for economical dredging. The gravel is deeper and more compact than any other in the district, and dredge No. 8 is handling ground containing much stiff clay. The Oroville Dredging, Ltd., for the year ended July 31, 1910, handled 5,661,612 cu. yds. at a total cost of 5.05 cents per cubic yard. 1 5q :oo"o"0*^[ '■'^ya d ■n" -to ■ ':*:' * ':: "«a=«K tie KM ^'^S^rri gS :c» uaow"j3 ■F ■ iSi2 fl-^- _ r,V §2s,hS.- OH™. •- ^ go auiSpaaa "' tOtAuaus CO 00 woo 00 CO I Wi f. >^ j5,00««l«00i->»»100 IS Oi o to eooo ooiAcd •meiAoousiAU O H MSJH 50* K ■pO.Oi « ^^ S J h) 7. 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The ordinary hydraulic dredge has a centrifugal pump to raise the earth and water, and a rotary cutter or a water jet to loosen the material. The discharge is carried through pipes supported on scows. Tough clay with very large boulders cannot be handled, and while sharp sand is excavated readily it cuts the pump and discharge pipe badly; but for soft material the hydraulic dredge is very satisfactory. In the Transactions of A. S. C. E., 1884, Mr. L. J. Le Conte gives the cost of dredging in Oakland Harbor, Cal. The average output was 30,000 cubic yards per month for eight months. The best output was 60,000 cubic yards in 23 days of 10 hours each, with delivery pipe 1,100 ft. long. An output of 45,000 cubic yards in 19 days of 10 hours each was accomplished when the lift was 20 ft. above the water, with a pipe 1,600 to 2,000 ft. long. The dredge was equipped with a 6 ft. centrifugal pump, two 16 X 20 in. engines for the pump, two 12 x 12 in. engines for operating the cutter, etc., and two 100 h. p. boilers. On an average, 15 per cent of the material pumped was solid, but up to 40 per cent all solids could be carried. The daily cost was as follows: Coal, oil and waste $ 35.75 Crew of 9 men 25.00 Cook and board 7.00 Interest, depreciation and insurance 25.55 Repairs 10.00 Total 1103.30 10 men on pipe line 20.00 1,200 cu. yd. at 10 cents $123.30 Mr. J. A. Ockerson, in the Transactions of A. S. C. E., 1898, gives the following cost of operating three dredges: Name of dredge Alpha Beta Gamma Cost $87,000 $217,000 $86,000 Capacity, sand per hour 600 cu. yds. 2,000 cu. yds. 800 cu. yds. Draft 4 ft. 10 ins. 300 H. P. 6 ft. 10 ins. 2,000 H. P. 4 ft. 3 ins. Main engines 500 H. P. No. centrifugal pumps . . • 1 2 1 Diam. centrifugal pumps runner. , . . 6 ft. 7 ft. 5 ft. 9 ins. Diam. discharge pipe 30 ins. 33 ins. 34 ins. Delivery head 20 ft. 29 ft. 37 ft. Velocity of dis- charge, per sec. . . 10 ft. 14 ft. 10 ft. Agitators or cutters. 6 — 2y2-in. jets 6 cutters 9— 2 14 -in. je Coal used, 24 hours. 500 bu. 2,088 bu. 400 bu. Cost of running per day $97.00 $221.63 $100.51 * Add $37 for steam tender and $12 for pile sinker per 12 hour. Mr. Emile Low describes a small dredge used by the United States Government at Warroad River, Minn. The dredge is of the "seagoing hopper type" with stern wheel, but is also DREDGES 219 adapted and equipped for use with a supported discharge pipe for river channel and river harbor dredging. The dimensions are: Length of hull, 100 ft.; width midship at main deck, 27 ft.; depth of hull midship, 8 ft. 6 in.; length over all, including stern wheel and revolving cutter on the bow, 158 ft.; height of hull and superstructure, 25 ft. 4 in.; draft light, 4 ft. 2 in.; draft loaded, 6 ft. 4 in. The machinery consists of the following: Two 12 in. centrifugal pumps. One 16 h. p. vertical engine operating the revolving cutter. One 20 h. p. horizontal engine operating the cutter hoist, chain drums and rope spools. Two 10 X 60 in. stern wheel engines. One 6 X 10 in. duplex force pump. Four hand power worm gears for manipulating the sand pit shutters. Two 75 h. p. Scotch marine boilers. The pumps are arranged to take material through trailing suction ends from both sides of the dredge and one pump is also connected with the suction end of the cutter for dredging in clay and other hard material. The dredge, complete with wood barge, pipe floats and small boats, cost $29,130. It com- menced operation on May 7, 1904, and between that day and June 30 accomplished the excavation of 1,380 lin. ft. of channel with an average width of 100 ft. and a mean depth of 8 ft. The total excavation was 8,625 cu. yds. at an average cost of 21% cents per cu. yd. for all expenses, including labor, fuel, supplies, subsistence, etc. The cost of subsistence per ration was 44 cents. The material dredged was equal quantities of hardpan and mud, the latter full of tough, fibrous roots. Stormy weather delayed the work 5^/^ days. The total excavation for the fiscal year July 1, 1904, to June 30, 1905, was 55,205 cu. yds. The average cost of excavation, including charges on account of the plant used, was 13.03 cents per cu. yd., and the cost of subsistence per ration 39 cents. The following tables give some data concerning the best six hydraulic dredges in use on the Mississippi River. The dredges Delta, Epsilon and Zeta are non-propelling, re- quiring the service of a tender and pile sinker, and Iota, Kappa and F^ad are self-propelling. TABLE 96— ORIGINAL COST OF PLANT Name Dredge Tender Pile Sinker Total Delta $124,940 Epsilon 102,000 Zeta 109,000 *Iota 100,480 ♦Kappa 134,600 *Flad 134,600 * Self-propelling. Average cost for non-propelling, $162,726; average cost for self-propelling, $123,227; average cost of one plant. $142,976+. $47,862 $2,884 $175,686 47,862 2,884 152,746 47,862 2,884 159,746 100,480 134,600 134,600 220 HANDBOOK OF CONSTRUCTION PLANT TABLE 96— REPAIRS, RENEWALS, ALTERATIONS AND BETTERMENTS TO PLANT. Date of Name Delivery Delta, Aug., 1897 Epsilon, Mar., 1898.. Zeta, Mar., 1898.. Iota, Aug., 1900.. Kappa, July, 1901. Flad, July, 1901. . Tenders, Oct., 1899 Pile sinkers, Dec, 1898 Repairs and Alterations and Renewals $28,761.58 21,381.17 20,318.06 13,155.28 7,533.16 6,605.63 Betterments $20,634.20 1,094.35 1,128.17 8,174.19 4,664.95 4,737.61 Totals $49,395.78 22,475.52 21,446.23 21,329.47 12,198.11 11,343.24 *10,718.93 * 883.15 * Average of 4. Repairs and renewals, average of 6, $16,292.48; repairs and renewals (omit Delta), average of 5, $13,798.66; alter- ations and betterments, average of 6, $6,738.91; alterations and betterments (omit Delta), average of 5, $3,959.85. The average repairs, etc., per dredge for the last 3 years were $1,868.61. 96B— COST OF FIELD OPERATIONS. Name Delta Number Total Cost Total of Seasons Field Hours in Operated Operations Commission 7 $135,651.40 16,648 Total Working Hours 7,605 Epsilon . . Zeta Iota 7 120,444.42 14,891 7 100,114.57 13,243 5 80,942.51 12,137 4 58,780.57 9,411 4 62,218.32 9,561 5,159 4,037 3,127 2,882 3,200 rage Cost ' Month eluding d Repairs $5,667.95 5,615.23 5,232 51 Name Delta . . . Epsilon . Zeta Cost of Ave Average Cost Material Used pei per Month in in Field Ex Commission Repairs Fiel $5,866.71 $4,595.91 5,823.65 4,310.65 5,443.06 3,872.81 Iota Kappa . . Flad .... 4,801.73 3,290.19 4,497.08 1,881.42 4,685.41 997.79 4,606.55 4,353.14 4,610.27 Including field repairs, average monthly cost for operating a non-propelling dredge with tender and pile sinker, $5,711.14; same for a self-propelling dredge, $4,661.41; excluding cost of material for field repairs, the monthly cost of operating a non-propelling plant, $5,505.23; same for a self-propelling plant, $4,523.32. The rated capacity of these dredges, based on an assumed velocity of 13 ft. per second in the discharge pipe and a carrying capacity of 10 per cent of sand, is 1,200 cubic yards per hour for the Delta and 1,000 cubic yards for each of the other dredges delivering through 1,000 ft. of pipe. In tests made in 1907, the following results were obtained: DREDGES 221 96C— CAPACITY TEST OP THREE DREDGES Average Velocity Per cent Average Sand Name per Second of Sand per Hour Delta 15.10 ft. 14.69 1,850 cu. yd. Epsilon 16.78 ft. 20.68 2,553 cu. yd. Zeta 16.48 ft. 11.14 1,364 cu. yd. Field tests under actual conditions were made in 1898. Duration Average of Test, Cu. Yds. Dredge Hours Per Hour Remarks Delta 27.38 1,295 Sand, max. rate 2,550 cu. yd. p. hr. Epsilon 24.93 1,305 Sand. Zeta 62.92 652 Blue clay and sand. Tests made with only water pumped in 1902 would give the deductions: 96D— CAPACITY TESTS Average ^Cubic Yds. per Hour-^ Length Dredge Velocity 15% Sand 10% Sand of Pipe Delta 16.65 2,160 1,440 500 ft. Epsilon 21.20 2,404 1,600 500 ft. Iota 18.36 2,114 1,400 500 ft. Kappa 21.35 2,342 1,560 240 ft, Flad 16.75 1,944 1,296 480 ft. *Iota 21.30 2,342 1,560 500 ft. * With shrouded runner. The actual averages of all the dredges in all materials from clay to sand were: 1901, 567.0 yards; 1902, 481.6 yards; 1903, 422.9 yards; 1904, 537.1 yards; average, 500.0 yards. This average of 500 yards per hour can be depended on, under normal condi- tions, for 20 hours per day and 25 days per month. Allowing 10 per cent for idle time, this gives 252,000 yards per month. The season of 1904 lasted four months, on which basis 908,000 cubic yards per season could be accomplished. The contract price of the Harrod, under construction in 1907, complete with pipe line and all auxiliaries, was $238,998.17. Its rated capacity based on an estimated velocity of 22 ft. per second in the discharge pipe and a carrying capacity of 10 per cent of sand is 2,100 cubic yards per hour. The cost of oper- ating the Harrod is assumed to be $5,500 per month while in commission. The following notes on the hydraulic suction dredge are from U. S. Dept. of Agr., Bui. 230: For the construction of the larger levees the use of the hydraulic suction dredge is entirely feasible in connection with the use of other excavating machines. By the construction of the muck ditch a retaining bank will be built to as great height as the earth can be made to stand. A similar retaining bank 222 HANDBOOK OF CONSTRUCTION PLANT Will be constructed at the other toe of the levee by depositing earth excavated from the nearest margin of the ditch. The space between the two retaining walls can then be filled by a hydraulic suction dredge, the discharge pipe being supported by a cantilever. This machine (Fig. 82), in its present state of development probably represents the most economical method now in use for excavating very large channels, unless the ladder dredge be excepted. The following table indicates the cost of operating a hydraulic suction dredge on the New York Barge Canal in 1908. The^ dredge in question is of modern construction, has a 20-inch discharge pipe, and cost $115,000. A large part of the excava- Fig. 82. Hydraulic Suction Dredge, Showing Discharge Pipe Supported by Cantilever. tion was in stiff clay, though a part was in sand. The clay was of such firm texture that after remaining on the ground over winter the pieces had the same shape as when they were discharged from the end of the pipe line, still showing the marks of the cutter. WTiile removing the old rock wall of the canal, the dredge was stopped sometimes twenty times a day, it is said, for removing boulders from the pump. Once during the season the dredge was sunk to the bottom of the canal. Otherwise the work was favorable, and the excavation made was representative of the capacity of the machine in ordinary clay soil. The charge against plant is intended to cover interest and depreciation at 15 per cent per annum. Under "Material" are included coal waste, tug hire, and similar items. DREDGES 223 COST OF OPERATION OF HYDRAULIC SUCTION DREDGE ON THE NEW YORK BARGE CANAL FOR THE SEASON OF 1908. Item. April. May. June. July. Labor $3,670.95 $5,169.29 $5,615.75 $5,835.14 Plant 408.30 1,367.60 1,677.85 1,735.50 Material 1,900.62 2,558.88 2,263.16 2,446.45 Total for month $5,979.87 $9,095.77 $9,556.76 $10,017.09 Yards excavated 120,673 204,838 203,474 207,520 Item. Aug. Sept. Oct. Labor $5,985.87 $4,993.11 $4,834.14 Plant 1,631.85 1,692.85 1,791.15 Material " 2,320.92 2,430.05 2,573.50 Total for month $9,937.94 $9,116.01 $9,198.79 Yards excavated 174,395 231,473 214,438 Unit cost for the season, 4.63 cents per yard. An examination was made of several suction dredges on the New Y''ork Barge Canal and of the material excavated by them. In only one instance was the material at all comparable with that to be excavated in building the floodway levees, and in that instance the material was being removed at a cost of about 2^ or 3 cents per cubic yard, including all cost of maintenance, depreciation, repair and interest. The work planned for this type of machine on the St. Francis project is the excavation of large ditches outside the floodways, using the earth for constructing levees, and in dredging the channels of Tyronza and Little rivers. In the former case the work is estimated at 10 cents per cubic yard plus the cost of clearing and grubbing the ditch section at $150 per acre. In the second instance the work is estimated at 9 cents per yard, including the cost of clearing banks to enable the material to be deposited. This dredge can be used to advantage also for constructing two or three of the largest lateral ditches, which empty into ditches along the floodway. In Engineering-Contracting, Vol. XXXV, No. 8, the following description is given of a hydraulic dredge, its tenders and capacities, etc.: This dredge was used to fill in part of the Lincoln Park extension, Chicago, and was purchased in 1907. It is of the open end type, with a steel hull 148 ft. long by 38 feet wide and 10y2 ft. deep. The main pump has 30 in. suction and discharge, and the main engines are of the triple expansion marine type of 1,200 i. h. p. The two double-ended marine boilers, 10 ft. 6 in. by 18 ft. long, with eight corrugated furnaces, were fitted at the beginning of last season with underfeed stokers. The installation of engine room auxiliaries includes condenser, independent air pump, independent circulating pump, fire and bilge pumps and an electric light outfit. The rotary cutter is adapted to hard clay material and its edges are of hard steel 224 HANDBOOK OP CONSTRUCTION PLANT and are movable. Two season's work have worn the cutting edges badly and manganese steel will probably be substituted. The dredge is anchored by heavy spuds operated by power. It can make a radial cut 175 ft. wide with a maximum depth of 35 ft. The dredge is provided Avith a complete repair shop and living quarters for the crew. The pipe line adopted has a central conduit 30 in. in diameter, carried by two cylindrical air chambers 33 in. in diameter. The sections are 95 ft. long and are joined with the usual rubber sleeve. The material excavated was very stiff gumbo. i ; 1 \ - ■^',^wl' '^^.,jH,-i4 ^"■-' '' V :4fi Fig. 83. View of Pontoon Discharge Pipe Used In Connection with the 30-in. Hydraulic Dredge. TABLE 97. L TIME REPORT OF DREDGE "FRANCIS T. SIMMONS" FOR 1^10 Available Working Pumping Time. Time. Weather. Misc. Total. 1910. Hrs. Pet. Pet. Pet. Pet. April 624 47.0 36.5 16.5 53.0 May 600 57.7 19.0 23.3 42.3 June 624 80.0 1.0 19.0 20.0 July 600 68.4 14.0 17.6 31.6 August 648 52.0 29.0 19.0 48.0 September 600 63.5 9.5 27.0 36.5 October 624 54.0 18.0 28.0 46.0 4,320 60.2 18.2 21.6 39.8 II. ANALYSIS OF WORKING TIME September, 1910. Hrs. Mins. Pet. Total available time 600 . . Dredge worked 381 20 63% Delays 218 40 36% DREDGES 225 Causes of Delays: Hrs. Mins. Pet. Weather 57 Short pipe 31 Suction pipe, pumping and plug 11 Pontoon line 31 Swinging cables 15 Main engine 24 Spud engine Cutter engine Cutter shaft Moving dreidge to new cut 5 Towing and preparation 34 Miscellaneous 1 Stones 6 218 40 36.40 5 9.5 40 5.28 20 1.89 55 5.32 10 2.52 4.0 25 0.08 . . 5 0.82 5 5.68 10 0.19 45 1.12 Fig, 84. View of 30-in. Hydraulic Dredge "Francis T. Sim- mons" in Operation in Lake Michigan. III. COST OF OPERATION AND REPAIRS OF DREDGE, 1910; TOTAL 'time in COMMISSION, 4,320 HOURS Operation. Totals. Labor $13,855.45 Fuel 17,000.35 Supplies, tools, sleeves, oil, etc 4,323.52 Commissarj'- labor and supplies 6,010.90 Field repairs, labor and material 6,040.82 Tug service 13,587.83 Derrick service 327.20 Motor boat 584.00 Insurance 3,500.00 "Winter repairs and fitting up: Labor 5,267.68 Material •. 2,164.25 Fuel commissary and tools 1,025.41 Tug service 753.08 Totals: Operation 65,230.07 Repairs 9,210.42 Operation and repairs $74,440.49 Per Per. hr. cu. yd. $ 3.2073 $0.0243 3.9353 .0300 1.0008 .0076 1.3914 .0104 1.3983 .0106 3.1453 .0238 .0757 .0005 .1352 .0010 .8102 .0060 1.2194 .0093 .501 .0037 .2374 .0018 .1743 .0013 1 15.0996 .1142 2.1320 .0161 $17.2316 $0.1303 oeo eCOOOCROOi-ioJ •* T*< t^so 05 tH CQ e«o - oococq ooo c«(rq O t-^ O M^ U5 OJ (MOO t-00 Oeooeo oeooco 00 coo •^oow- (Mift N '-jT-j (MOO oo IrHOOC-COoisO «D r-H O I •^ 6^Tt< j.>>>> '-' Oi • « <-i in t-*l 1-^ 1-^ ft -Wo POO oo 0003^0 o (U S 0) p 3 03 0) M Bo o o PQM 1 226 DREDGES .227 The operating crew of the dredge is as follows: Per mo. 1 Chief operator $150.00 1 Assistant operator 125.00 1 Chief engineer 150.00 1 Assistant chief engineer 110.00 4 Oilers 66.00 4 Firemen 66.00 4 Coal passers 55.00 2 Spudmen 66.00 1 Janitor 55.00 8 Deckhands 55.00 Commissary : 1 Steward 86.00 1 Second cook. 40.00 1 Porter 40.00 The following data are for the year 1911 : V. TIME REPORT OF DREDGE, 1911 Available working time, hours 4,620 Pumping time, hours 3,288 1/^ Pumping time, percentage of total time.. 71.2 Delays: Hours. Weather, 6.2%, or 288 Miscellaneous, 22.6%, or 1,043 1/^ Total delays, 28.8%, or l,331i^ The best month's work was in November, when the working time efficiency was 79.5 per cent. The dredge was started for the year on April 15, during which month the working time was 65 per cent of the total. The dredge went out of commission November 30. The working season, then, was 7% months, or 62.5 per cent of the year. In calculating interest charges on this equipment, the .monthly interest must be taken at 1/12 X 100 X annual interest. 62.5 VI. COST OF DREDGE OPERATION AND REPAIRS Total yardage 735.425 Operation. Cost Sub-totals. per cu. yd. Labor $18,573.85 Administration 1,112.56 Watching 178.66 Total $19,865.07 $0,027 Fuel $17,726.58 0.024 Supplies, tools, sleeves, oil, etc 6,786.66 0.009 Commissary, labor 1,500.00 Supplies 6,067.37 Total $ 7,567.37 0.010 228 HANDBOOK OF CONSTRUCTION PLANT VI — Continued Repairs, labor „ $ 535.75 Material 1,390.10 Derrick 951.59 Total ? 2,877.44 $0,004 Towing, "Richard B." $ 2,377.16 "Keystone" 5,512.06 "Hausler" . 11,455.41 Total $19,344.63 $0,026 Miscellaneous: Teams $ 65.33 Insurance 4,101.53 Motor boat 363.37 Scow service 270.42 Pile driver 245.38 $0,007 Total $ 5,046.03 $0,007 Total operation $79,213.78 $0,107 REPAIRS. Labor $7,057.58 $0,010 Material 5,746.50 0.008 Fuel 468.75 0.0006 Supplies 171.25 0.0002 Commissary 826.24 0.0011 Dunham tu? 76.00 "Richard B." 485.59 "Keystone" 174,07 "Hausler" 201.63 Total $ 937.29 $0.0012 Miscellaneous teams and pile driver 147.55 Derrick | 357.46 Total $ 505.01 $0.0007 Grand total, repairs $15,712.62 $0,022 Total operation and repairs 94,926.40 0.129 During- the season no repairs involving any extended loss of time were necessary. There was no loss of time due to the main pump and only 2^4 hours on account of repairs to the main engines. A short connecting section of cast iron in the discharge was worn through and replaced with cast steel. The cast steel pump casing and elbows show very little wear. The pontoon pipe was lined with an auxiliary ^^aring lining covering the bottom third of the pipe. This %-inch sheet was worn and was replaced for the 1912 season's work. The rubber sleeves joining the sections of the discharge pipe gave fairly good service. The average life of a sleeve was 41 days; but eliminating those sleeves which were damaged due to the condi- tion of the pontoons, the average life of a sleeve was 54 days. The cutter blades required to be renewed each year. Cost of Dredgre. The following table gives the list of items DREDGES 221 which together make up the cost of the dredge as it was put in operation in 1910: Engineering, plans, inspection, etc $ 9,816.45 Contract (1907) with 2,000 ft. pontoons 151,402.19 Terminal pontoon scow (1907) 1,227.88 8 Jones underfeed stol^ers (1908) 6,700.00 6 Pontoons (1908) 10,485.00 Miscellaneous 874.04 Total $180,505.56 COST OF TENDERS. (For the cost of the tugs operating in connection with this dredge see Tugs, p. 644.) A motor boat costing $1,150 was used for transportation of the men, etc. One hundred and forty-six days of its time, at a cost of $4.00 per day, were charged to the dredge. A hydraulic dredge was employed in the harbor improvements at Wilmington, Cal. The following statement shows the cost of dredging from April 1 to June 30, 1905: Routine office work, labor $ 673.33 Care of plant and property, labor 180.00 Surveys, labor and supplies , 155.63 Towing and dispatcli work, labor, fuel and supplies. . . . 316.00 Alterations and repairs to dredging plant, labor and material 2,432.52 Operating dredge, including superintendence and labor charges, fuel, fresh water, lubricants, and all other supplies '. 10,084.54 Deterioration of plant and property, estimated 2,263.94 $16,105.96 Cost per cubic yard, $0.0708. In addition to the hydraulic dredge, the following auxiliary floating plant is employed: A gasoline launch, length over all 30 ft, IVz in., 7 ft. beam, depth 3 ft. 7 in., propelled by a 16 h. p. "Standard" engine. Also nine pontoons, each 35 ft. x 10 ft. x 3 ft.; 15 pontoons, each 21 ft. 3 in. x 10 ft. x 3 ft; one water boat, 34 ft. 9 ins. x 10 ft. x 4 ft. 6 ins.; one oil boat, 34 ft. 9 ins. x 10 ft. X 4 ft. 6 ins.; one derrick boat, 29 ft. 6 ins. x 10 ft. 7 ins. x 3 ft. 10 ins. The original cost of the dredging plant was as follows: 20 inch suction dredge $ 99,453 Gasoline launch 1,733 Discharge pipe line for dredge 3,023 Rubber sleeves 1,275 Pontoons and barges 6,501 SkifEs 154 $112,139 On the Chicago canal two dredges were used, which are described in Engineering News, September 6, 1894. Each dredge was equipped with a 6-inch centrifugal pump and a 250 h. p. engine. The discharge pipe was 18 in. in diameter, made in 33 ft. lengths, coupled with rubber hose held by iron clamps. Each dredge averaged 1,732 yards in 10 hours. 23a HANDBOOK OF CONSTRUCTION PLANT In Engineering News, October 30, 1902, Mr. John Bogart, in charge of the Massena (N. Y.) canal, gives the cost of operating two dredges. Dredge No. 1 cost $40,000. It had a 12-inch wrought iron discharge pipe, a rotary cutter, and a centrifugal pump driven by a Lidgerwood compound condensing engine of 125 h. p. It lifted the material 30 feet above the water and discharged it through a 2,000-foot pipe. The depth of cut was 22 feet below the water surface. The output averaged 1,125 yards in 22 hours, at a cost of $95.80, or 8% cents per yard. Fig. 85. 20-inch Hydraulic Dredge Designed and Equipped to Work on New York State Barge Canal. This Dredge Has Delivered 456,000 Cubic Yards in One Month and Cost $76,000, Not Including Pipe Line or Pontoons. Dredge No. 2 cost $60,000. Its discharge pipe was 18 inches in diameter. The . output averaged 1,554 cubic yards at a cost of $145, or 9.4 cents per yard. Otto Fruhling, a German contractor, dredge operator and designer, has developed a new system of suction dredging. In this system an inverted dipper dredge bucket, at the end of the suction pipe, scrapes up and collects the dredged material before the suction forces come into play. 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I ,(N 01 9^ ;?? °^ ^ M i ^ b I-" N 1-1 p *:* O) ID g I •■3 2 s a s s .2 a a -g ij 2 2 ■a 5. 241 DW ?>+j (D c3 rt s CS o Q O f (3 a 0O_T-io -^ *^a) , o_bp2 ^; .o a* •^ dm'-' -1 i! a '^ " " 3 jaai>>p •i?^^! k-ia.s^ a> d bt n, 3 ftWO a"^ a^--^- -2 :WS P O ■ 01 C '-I o gjo :go be • j>) ■ t) So ^^.- c SCO e ci," p .+j O p o bt^ Gg 'QP . S > O 2^ t» o So £> M 02 M^ ^';iS ^ -s a> o> u *- t^ Of CCOQ < < -< P I • ^ ro ; laj •a I ■J p a ^ - p • OS • So. Ml M Sf p^ Is Oj r3 11 OS -'S C5 tn :r S^ Jq CQ C3 ec I-; io — ' p ""P U= 0) P P OJO H H as ic CO 5'-' (N CO a 01 2 * a o ,=! o tjo-d a = 5s ^^ o , - ^ OJ ; C3 P rH P 3 D erg cr a 0-03 g es :w^ P^ - p p p 5 asHoj in cc «5 aa S5; cs a WW P 03 o JS « 5 p p p 242 DRILLS 243 EIiECTRIC AIB DRII^IiS. Some of the conditions that particularly favor the selection of this type of drill are as follows: (1) High altitude, which impairs the efficiency of the ordinary compressor. (2) Long transmission lines, wire being cheaper than pipes. (3) Cheap electric power, of the right voltage and frequency. (4) Badly cracked or faulty rock, which would tend to make the bit stick. The following table was obtained from a manufacturer: TABLE 100. DESCRIPTIVE TABLE OF "ELECTRIC AIR" ROCK DRILLS Symbol indicating size and type. 5-F 4-E 3-F Specifications: Diameter of cylinder in. 5% 4% 3% Length of stroke in. 8 7 6% Length of drill from end of crank to end of piston in. 51^ 45 401^ Depth of hole drilled without change of bit in. 30 24 20 Depth of vertical holes each ma- chine will drill easily from 1 to ft. 20 12 10 Approximate strokes per minute 400 440 480 Diameter of holes drilled as de- sired from in. 1% to 23^ 11^ to 2 li^tois^ Size of octagon steel used in. li4&l% 1 felVs % Size of shanks (diameter and length) in. 1 14 by 5 % 1 by 5 1/2 "% by 5 Number of pieces in set of steels, holes, and depths as stated. . . 10 6 5 . Horse-power required for run- ning drill (at motor) 5 4 3 ■ Approximate Weights — Drill: Drill unmounted, with caps, not boxed lbs. 410 228 125 Drill, unmounted, with caps, boxed lbs. 485 281 161 Hose, fittings and wrenches, not boxed lbs. 65 75 35 Hose, fittings and wrenches, boxed lbs. 115 150 65 Tripod, without weights, not boxed lbs. 210 170 85 Tripod, without weights, boxed lbs. 260 215 120 Tripod weights, not boxed... lbs. 330 265 130 Tripod weights, boxed.. lbs. 360 290 . 150 ^ Entire equipment, including drill, pulsator, alternating current motor, fittings, wrenches and extra parts, but no mountings, steels or blacksmith tools, boxed lbs. 1755 1690 925 Entire equipment, including drill, pulsator, direct current motor, fittings, wrenches and extra parts, but no mountings, steels or blacksmith tools, boxed. lbs. 1985 1740 1155 244 HANDBOOK OF CONSTRUCTION PLANT TABLE 100 — Continued Approximate Weights with Pul- sator Arranged for Direct Cur- rent Motor: Pulsator complete, mounted on truck with motor, controller and length of cable, not boxed lbs. 1050 950 600 Pulsator complete, mounted on ' truck with motor, controller and length of cable, boxed.lbs. 1400 1400 850 Pulsator alone, less tiuck, not boxed lbs. 320 320 88 Pulsator alone, less truck, boxed lbs. 370 370 125 Motor alone, not boxed lbs. 406 390 276 Motor alone, boxed lbs. 550 495 330 Armature alone, not boxed.. lbs. 90 100 60 Armature alone, boxed lbs. 120 125 95 D. C. controller, not boxed... lbs. 75 75 53 D. C. controller, boxed lbs. 110 100 80 Approximate Weights with Pul- sator Arranged for Alternating Current Motor: Pulsator complete, mounted on truck with motor, controller and length of cable, not boxed ibs. 950 950 490 Pulsator complete, mounted on truck with motor, controller and length of cable, boxed.lbs. 1300 1300 625 Pulsator alone, not boxed... lbs. 320 320 88 Pulsator alone, boxed lbs. 370 370 125 Motor alone, not boxed lbs. 356 375 183 Motor alone, boxed lbs. 425 490 220 Rotor alone, not boxed lbs. 80 90 . 34 Rotor alone, boxed lbs. 110 120 50 A. C. controller, not boxed... lbs. 34 34 34 A. C. controller, boxed lbs. 50 50 50 Shipping Measurements (overall): Box for unmounted drill. . .ft. in. 4» 1* 1* S^" 1^ 1^ Z« li lo Box for pulsator, motor and switch mounted on truck and cable ft. in. 4" 4" 3^ 4* 23 310 3" 3° 2* Box for hose, fittings and wrenches ft. in. 2io 28 0* 3^ 2io Oi" 2* 22 0' Box for pulsator ft. in. 26 1^ 22 2^ is 2« 2^ 12 V Box for motor ft. in. 2^ 110 110 2« ] i" l^o 2o 18 l« Box for truck ft. in. 3^ l" 0' 42 lo 09 2^ 2» 0" Box for armature ft. in. 30 P 1" 26 O^^ Oio 23 O" 0" Box for "DC" switch and rheo- stat ft. in. 16 18 10 110 13 13 10 10 o« Box for "AC" controller switch ft. in. 1^ 1° 1° 1* li P I2 l" !<> Box for tripod ft in. 3» 18 Qio 4^ 16 O^o 30 1' 0» Box for tripod weights ft. in. 2^ 1^ O^o 2^ l« O^o 2o O" 0» Price, f. 0. b., factory $1,050 $1,000 $750 DRILLS 245 An excellent general idea of this drill is given by Fig. 86. The electric air drill Is driven by pulsations of compressed air caused by a "pulsator," which is driven bj^ an electric motor. The air is not exhausted, but is simply used over and over again, working backward and forward in a closed pneumatic circuit, from which some leakage of air is necessarily inevitable. This leakage is provided for by compensating valves on the pulsator, adjusted to automatically maintain a constant average pressure in the circuit. The drill is practically a cylinder con- taining a moving piston and rotation device, without valves chest, buffers, springs, side rods and pawls. The cylinder is larger than that of the corresponding air drill, but the piston is shorter, thus involving no great difference in weight between this and the older types. The pulsator requires no intake and Fig. 86. "Electric Air" Drill at Boutwell Milne and Varnum Quarry, Barre, Vt. discharge valves nor water jackets. It is geared to a motor which may, of course, be of either direct or alternating current, and is mounted on a wheeled truck for convenience in handling The pulsator and drill are connected by two short lengths of hose, each of which acts alternately as supply and exhaust. It is claimed by the manufacturer that with the electric air drill there is far less loss of power than in the case of the ordinary air or steam drill, and this claim seems, on theoretical grounds, to be well founded. 246 HANDBOOK OF CONSTRUCTION PLANT The following time studies were taken under my direction on the Kensico dam work at Valhalla, N. Y.: From these tables an accurate idea can be obtained of the working conditions and performance of these drills. The holes were vertical. The rock was for the most part a gneiss, with a tendency toward granite. It was hard and solid in some places, but in others seamy and presented difficulties to continuous drilling. The number of holes shot depends upon the progress of the work and at the quarry upon the amount of rock desired for crushing. Dupont 60 per cent dynamite used. Sticks 1%" in diameter by about 8" in length, weight 12 oz. The charge is calculated to average about % lb. of dynamite per yard of rock. Dupont exploders. Blasting gang at the dam on day of observation, one loader and two tampers. There were said to be twenty drills at work at the dam and ten at the quarry. ,. The a. c. motor is rated at about 5 h. p. The length of shift, eight hours. One shift per day. , The smith's work consisted of sharpening drills and included also all the work ..pertaining to other machines on the iob. He estimated that 75 IJer cent of his time was devoted to the drills. Estimate of coal burned by smith, 50O lbs. per day. Oil used by drills, 3 quarts each. Power consumerd, from 30 to 40 K. W. H. per eight-hour day TIME STUDY (QUARRY). Lineal feet drilled, 31 feet. Average depth of holes, 22 feet. ^otal working time, 7 hours, 27 minutes, 53 seconds. Rock, gneiss and granite, seamy in places. DRILLS 247 I I TABLE 101— FOLLOWING ARE THE OBSERVATIONS . RECORDED IN MINUTES AND SECONDS. « I I ^ ^^s •^ ^ fan ^ _^ rr< fl r* o a g .§ I |g^ § Hours , 1 Minutes 42 43 43 44 45 46 46 47 47 Seconds 3 25 37 54% 20 31% 20% 13% 221/2 I Start of first steel Finish of first steel. . . Start of second steel. . Finish of second steel Start of third steel. . . Finish of third steel.. Start of fourth steel. . Finish of fourth steel Start of fifth steel Finish of fifth steel 48 Total depth of hole, 55y8 in. Average depth per steel, 11 in. The steel used was %-in. hexagonal hollow rolled steel First bit, diameter, 1% in. Last bit, diameter, ly^ in. After the hole was finished, dust filled the hole to about a depth of 8 in. until blown out, which time for blowing out is not included in the above time study. The elapsed time for the entire operation was 6 min. 191/5 sec, or 6.32 min. The total time to change steels was 44% sec, or .75 min.j making 5.57 min. for drilling time, or practically 10 in. per minute. This, of course, did not include the time of getting ready for a new hole or blowing out the old hole, both of which operations could eas- ily be accomplished in 30 seconds by an average operator. This example is given to show the adaptability of these small hand machines for rapid and economical work on comparatively shallow holes. In addi- tion to the air pipe is shown a pipe running to the pressure gauge, which registered 102 lbs. when the drill was not working and 85 Fig. 89 B. 258 HANDBOOK OF CONSTRUCTION PLANT lbs. with drill running. The former pressure represented the pressure at the compressor. In this drill some of the exhaust goes down through the bit and blows the rock cuttings up out of the hole, producing a heavy cloud in a strong wind. SUBMABINE DRII.I.S There are two general methods of submarine drilling: (1) "Platform Method," so-called from a platform or staging sup- ported on "spuds." This method is applicable where currents are excessively disturbing influences. (2) The "Barge Method" employs a floating scow or barge carrying the drills and other equipment, anchored in place by cables or chains. The height of the framing, length of feed, etc., and resulting price of equip- ment, depend upon depth of drilling. A number of plants for subaqueous drilling are described in "Rock Drilling," by Dana and Saunders, from which the following data are abstracted: The Platform Method. Cylindrical telescopic tubes with a conical taper, fltted with an ejector attachment, rest on the rock, with upper end above the surface of the water. Drilling, washing and charging are performed through these tubes. The use of the water jet is usually very economical. The boilers, shops, pumps, diving apparatus, etc., are usually carried by barge or scow moored to the platform and by anchors. In the operations on Black Tom Reef, New York harbor, which commenced May 2, 18S1, S4 1 actual working days were occupied m drilling 1,736 holes, a total of 17,658 lineal feet (av. depth 10.17') and removing 5,136 cu. yds. The cost of plant, including alterations and additions, was as follows: Barge No. 4, hull and equipment I 6,640.00 Drill Float, No. 1 4,095.70 Drill Float No. 2 4,987.40 Machinery, etc 3,815.51 Total $19,538.61 The foregoing cost of plant and the following cost of operation are excessive, due to the experimental work prior to the introduc- tion of the improved methods of operation. The operating expenses were as follows: Cost Cost per Lin. Ft. per Cu. Yd. Total Cost Drilled Removed Labor $9,203.88 $0,521 $1,792 Explosives 9,461.00 0.535 1.844 Actual repairs to plant 1,575.57 0.089 0.307 Repairs to drills 93.31 0.005 0.018 Repairs to ejector pipes 267.54 0.015 0.052 Steam and water hose 491.18 0.028 0.096 Connecting wire, 7714 lbs 52.08 0.003 0.010 Rubber tape for connections, 7 rolls 12.25 0.001 0.002 Water 500.55 0.029 0.096 Coal, 200.2 tons 823.03 0.047 0.160 Total $22,480.39 $1,273 $4,377 DRILLS 259 Area drilled over 32,100 sq. f t. Dynamite used 20,461 lbs. Exploders used 1,844 Number of drilling' machines 3 Steels used (octagon 1 1/12") 18 Total loss of steel by abrasion and dressing (59.5') 394.5 lbs. Average depth of hole to each cu. yd. rock re- moved 3.44 1in. ft. Bargfe Method. The drill boat used by the Great Lakes Dredge Dock Co. at West Neebish Channel, St. Mary's River, in 1909. was of timber, 126 ft. long by 30 ft. beam, covered by a house in which were boilers, shops and men's quarters. The equipment included the following: 1 Scotch marine (3 fire) boiler, 14' long x 13' diameter. 1 Each blacksmith's forge, anvil, block with stack, bench, vise, pipe clamp. 17 Span drill bits. 1 Hydraulic cylinder, 12"xl5' 6", with 3%" piston and traction chain for moving drills. 1 Small feed pump. 2 Force pumps. 1 dynamo (and switchboard) driven by one cylinder belted en- gine; dynamo 110 volts and 4 2 amperes, D. C, 5 h. p., ],600 r. p. m. 1 Small vertical washout boiler. ' 5 Drill machines, 6%" on track of 2' 6" I beams. 2 Steam driven capstans. 4 Spud engines, 6"x6y2". The cost of the plant was approximately $35,000.00. The drill boat "Earthquake" used by Dunbar and Sullivan on Section No. 3 of the Livingstone channel, Detroit River channel Improvement, had a steel hull 106 ft. long, 30 ft. wide and 5 ft. 9 in. deep. The deck was of 2-in. planking, and the house, 89x19x13 ft. high, also of wood. The framework of the hull was composed of .standard angles and brackets, and divided into four watertight compartments by transverse bulkheads. The equipment includes the following : 4 Drills and equipment, 4 Spud anchors. 4 Spud a.nchor engines. 2 Steam capstans. 17 Bits. 1 Hydraulic cylinder, 11 ft. long x 12 in. diameter for shifting drills. 1 Boiler, 12%x7i^ ft. 1 Feed water heat. 1 Injector. 1 Small engine for boiler feed. 1 Small pump for washout. 1 Pump, 10x7x10 in., for hydraulic lift. 1 Each anvil, forge, bench, vise and pipe clamp, small blower and blower estimate. 1 Dynamo and small engine for lights. 1 Tank, 7x21x3 ft., for heating feed water for hydraulic lift in winter. 1 Cutter and 1 powder boat. The cost of the plant was approximately $45,000. 260 HANDBOOK OF CONSTRUCTION PLANT On the Hay Lake and Neebish Channels improvement of St. Mary's River, Mich., Section No. 4, the following plant was used: 3 Drill boats, approximate value $ 34,000 2 Dredges, approximate value 45,000 4 Dump scows, approximate value 30,000 1 Floating derrick, approximate value 6,000 2 Tugs, approximate value 10,000 Total $125,000 The drill boats have wooden hulls, 98x25x6 ft., 90x30x6 ft. and 65x16x51/^ ft, the two largest having 3 drills each and the smaller 2 drills. The following tabulation of the cost of subaqueous drilling is also abstracted from "Rock Drilling"; 0S0S05CTCT>(^t*»'*^W M Actual drilling 'a> labor per ft. of t^ hole (cents) t^ t^ t^ ■o ft^t^tr't^tr^t^Kf^ 3 3^3 CO O (0 m ^ Kind of M Rock COOT mmmui <-»-(-+ r+ri- r-M-t- -0>* h-iOOOOO >f>.vM- OS OS CO rfk rfi.bS^ tO' isS/^ 3 iss ^5 td t>9 ^9 • tsstciNS J^ OT I? Kind of P Drill 3 Depth of Hole (ft. and in.) ►«^ Starting bit i^ (inches) tc No. of men ' to drill ^i P^3 OS too o w o cr • o p^^p^siPas'^^^^MWg p^pq^-gLgpE'^pS- O o o g.5"S W o 3 s* ii P" 3 09 S a> O Q Q d WO o x^ 3;i . . p J-^ Mffi3^ oo^J5 OTQcrq 33 p p OOOOdbOOb ppppppppp 261 262 HANDBOOK OF CONSTRUCTION PI.ANT MISCEIdZiANEOUS DBU^IiS CHANNELERS. ' These machines are used generally where the output of quar- ries consists of dimenfJion stone, but sometimes, as on canal work, it is more economical to channel rocks to a required face than to drill and blast beyond the "pay" limit. Another definite advantage in the use of channelers is noted in the building of the Chicago Drainage Canal, where the walls were required to be left smooth and solid. The depth to which a channeler can cut depends upon the character of the rock. A cut as great as 17 ft. has been accomplished, but very rarely. The general aver- age is from 7 to 10 ft. With a 9 ft. cut in shale, a machine under my direction, in February, 1908, cut from 80 to 250 sq. ft. per day of three shifts with a total of 3,139 sq. ft. for the month. The width of a channel cut will vary with the conditions from 1% in. to 5 in., more or less. The cost per square foot channeled was 13.5 cents labor and about 4 cents for coal. These > costs are exclusive of plant, superintendence and overhead charges. In the fixed-back channeler the movement of the steels is limited to two vertical planes and the cut is vertical with square ends. The swing-back track channeler is intended for angular cutting in quarries where the floor is to be enlarged. And it is desirable to follow it without removing overlying rock. The Broncho channeler has a purpose intermediate between the heavy track channeler and the light quarry bar and drill. The under- cutting track channeler is designed to meet conditions in rock in which there are no free horizontal beds, and the cleavage of the stone is nearly vertical. ■3 ^ ;^;?^;^ I I I o *-; OS g|? » I I I I c3 llOlO ;^ tH «C> 02 O •H- "^ rH U3 omo 1 0^50 05 C^ OC0qu5«r>ioc-oooo T!^ iH^ IIIIIIMI C- t--_CO 00 00 U5 IC 05 «c> o oo^t- t~ to «© c^ 00 c~ t- o (>• . ^GC fl fi C -D «H ^ CD tH SH t-l -^ . O ^ ct3 O : 5ft . ^ ^0 263 -u 'S "R a>ffi ffl ^2" -d O OS a :;1 a M oo-d &£o re :^^ 264 HANDBOOK OF CONSTRUCTION PLANT Standard track equipment furnished with channelers provides for a total length of forty-two feet in three sections. Eighty- pound rail is used. A tool chest with a very complete equip- ment, boiler tools, etc., is supplied. Steels are furnished according to the stone to be channeled, as follows: They cost about $2.50 per foot per gang or $5 per foot per set of 2 gangs. Steels for Marble and Iiimestone When Used with Crosshead. Fifty pieces of steel constitute two sets (10 gangs, 5 pieces to each gang), to channel to a depth of 7 ft. in marble and lime- stone. Size of steel, % in. by lYz in. 2 Gangs — 10 pieces, each 1 ft. 6 in. long 2 Gangs — 10 pieces, each 3 ft. 2 Gangs — 10 pieces, each 4 ft. 6 in. " 2 Gangs — 10 pieces, each 6 ft. " 2 Gangs — 10 pieces, each 7 ft. 6 in. " The Blacksmith's Gauge for Steels for Marble and Limestone commences at 1% in. and reduces 1-16 in. on each length from the 3-foot lengths up. The starters and the S-'foot lengths have the same gauge, 1% in. All gangs of the same length have the same gauge. Steels for Sandstone When Used with Crosshead. Thirty pieces constitute two sets (10 gangs, 3 pieces to each gang), to channel to a depth of 7 ft. in sandstone. Size of steel, % in. by 2i^ in. 2 Gangs — 6 pieces, each 1 ft. 6 in. long - 2 Gangs — G pieces, each 3 ft. 2 Gangs — 6 pieces, each 4 ft. 6 in. 2 Gangs — 6 pieces, each 6 ft. " 2 Gangs — 6 pieces, each 7 ft. 6 in. The Gauge for the Sandstone Bits commences at 3 in. and reduces U, in. on each length from the 3-foot lengths up. The starters and the 3-foot lengths have the same gauge, 3 in. All gangs of the same length have the same gauge. Steels for Marble and ILimestone When Used with Boiler Guide. Fifty pieces of steel constitute two sets (10 gangs, 5 pieces to each gang), to channel to a depth of 7 ft. in marble or lime- stone. Each gang uses 3 steels 1 in. by 1% in. and 2 steels 1 in. by 1% in. 2 Gangs — 10 pieces, each 2 ft. 6 in. long 2 Gangs — 10 pieces, each 4 ft. 2 Gangs — 10 pieces, each 5 ft. 6 in. 2 Gangs — 10 pieces, each 7 ft. 2 Gangs — 10 pieces, each 8 ft. 6 in. " Note: It will be noticed that these steels are longer for a given depth of cut than when a crosshead is used, but this extra length is used by Roller Guide. DRILLS 265 The Blacksmith's Gauge for Steels for Marble and Limestone commences at l^^ in. and reduces 1-16 in. on each length from the 4-foot lengths up. The starters and the 4-foot lengths have the same gauge, IVz in. GADDER. The Gadder is used to drill a number of parallel holes in a plane, at any angle from horizontal to vertical, or, in connection with the channeler, in" drilling the horizontal undercutting holes. In "plug and feather" work it is used to break the large blocks cut free by the channelers. The equipment includes the following: One truck with corner pins, 1 standard back screw, 1 long back screw and extra short back screw for frame, 1 set of oilers, 1 set of wrenches, 1 tie rod 8 ft. long. Price of gadder frame $465, f. o. b. factory; weight 2,550 lbs. Price of drill (extra) 36 in. feed, $165. Ap- proximate shipping weight of frame and drill complete, 3,150 lbs. QUARRY BARS. go 3 to '3 h Weight Without Drill or Weights Shipping Weight Without Drill or Weights Shipping Weight Without Drill But With Weights (1) Oh Size Ft. In. Ft. In. Inches Lbs. Lbs. Lbs. Light 3-inch 10 8 4 2 21/4 *21/2 21A 2% 3 31/4 31/2 3% 480 565 945 $150.00 Standard 4 1/2 -inch 12 10 960 1,125 1,625 $187.50 Complete Quarry Bar includes carriage, weight and wrenches, but no drill. * When a 2 1/^ -inch drill is used on the 3-inch Light Quarry Bar, or a 2 1/2 -inch drill is used on the 4 1/^ -inch Standard Quarry Bar, a special saddle is necessary. ELECTRIC AIR CHANNELER. This machine is operated on the same principle as the electric air drill heretofore described. The character of current recommended is the same as for the electric air drill. 266 HANDBOOK OF CONSTRUCTION PLANT Equipment. One complete "Electric-Air" Channeler outfit includes the fol- lowing : One "Electric-Air" Swing Back, Swivel Head Track Channeler mounted on a rigid cast iron truck with single flanged truck wheels. One pulsator rigidly mounted on the truck; one motor, either 220 volt direct, or 220 volt, 3-phase, 50 or 60 cycle, alternating current; and one speed-changing controller. Fig. 90. Track Channelers in Operation in tlie Quarries at Bedford, Indiana. In addition to the .above the following accessories are pro- vided: 30 feet of flexible protected cable with connections; one drag pole; three 12-foot sections of track and one 6-foot sec- tion; one set of lifting bales; one spare chuck clamp; one main fuse box; a full set of wrenches; a full set of tools; and selected extra parts covering both the mechanical and electrical parts of the equipment. Channeler steels are furnished only on order, at extra cost. ' Price, complete, $4,250 net, f, o. b. factory. DRILLS 267 When requesting quotations on rock drilling machinery, the following information should be furnished the manufacturer: In Quarrying-. 1. Give the location of work, whether on surface or under- ground. 2. Describe the nature of the rock, whether sandstone, slate, limestone, granite, marble, etc. State whether the material is hard, medium or soft. 3. Is the quarry output in dimension stone or simply broken rock? 4. If the material is shelly, state whether it Is tight or loose. 5. What is to be the extreme depth of holes? Are there many or few of these deep holes? Fig. 91. The "Broncho" Channeler on a Side Hill at the Waverley Marble Quarries, Tuckahoe, N, Y. 6. What is the average depth of the holes to be drilled? (This is important.) 7. What is to be the average diameter of the holes at the bottom? If undecided, state whether dynamite or black powder is to be used. 8. What Is the greatest distance to which steam will have to be piped or will ever be used? 9. A rough sketch of the quarry is very useful and also a small sample of the material to be quarried. If the latter is sent, it shotild be properly labeled with the name and address of the sender and pfepaid; a S-inch or 5-inch cube is a good size. 268 HANDBOOK OF CONSTRUCTION PLANT In Railway Cut or Excavation. 10. Give the full dimensions of the cut and in addition answer such questions in above list as may apply to the case. In Sewer or Trenching* Work. 11. Give answers to questions Nos. 2, 4, 6, 7, 8 and 9 above. 12. Give the width and depth of the trench, stating the depth of the rock which is to be removed, and depth of earth i,if any) over the rock. In KTetal Mining". 13. Give full information as to the nature and quality of the ore. 14. Describe the general system of mining. Fig. 92. Front View of the "Electric- Air" Channeler, Showing It Ad- justed for iVIaking a Transfer Cut. 15. Give the dimensions of the shafts, drifts, stopes and winzes which are to be driven. 16. If a compressed air equipment is desired, answer the ques- tions under the heading of "Compressed Air." In Tunneling". 17. What is the nature of the material which is to be passed through? 18. Dimensions of tunnel? 19. What is to be the total length? 20. Are heading and bench to be driven together, or will a heading be driven first and the bench removed afterward? 21. Is the tunnel to be driven from one end only, or from both? 22. Are intermediate shafts to be sunk? If so, give their depth and cross-section, and (describe the material to be penetrated. DRILLS 269 23. If compressed air is to be used, distributed by pipes leading from a central station, these stations should be located where coal and water are most readily accessible. In such cases answer the questions under the heading "Compressed Air." In Shaft Work. 24. What are to be the dimensions of the shaft? 25. Give the depth proposed and nature of the rock or ore penetrated. If compressed air is to be used, answer the ques- tions under that head below. In Submarine Drill Work. 26. Give the greatest depth of water over the rock to be excavated. No. 93. No. 11 "Imperial" Wood Boring Machine. 27. Give the depth of rock which is to be blasted and the depth of the holes to be drilled. If possible, state a maximum and minimum depth required. 28. Give the rise and fall of the tide, if any. 29. Give the velocity of the current, if any. 30. State whether the drilling is to be done from a scow, pon- toon, platform or whatever support is used. 31. State whether the rock is covered with mud, clay, gravel or sand, and if so, to what depth. Where Compressed Air Is to Be Used. 82. State the altitude above sea level at which the compressor is to be located. 270 HANDBOOK OF CONSTRUCTION PLANT 33. Give a general idea of the location and arrangement of the plant. 34. State how near the plant is to fuel and water, and the kind and cost of the fuel. 35. State how far the compressing plant is from the work to be done. 36. If other machinery than drills is to be run by air, give the cylinder dimensions, the speed, the pressure necessary, the running time, the location, and other information likely to be of service. 37. State whether the compressor is to be run by steam, electricity or water power. Fig 94. Drilling Frame Bolt Holes In a Locomotive Frame. 38. Give the steam pressure which is to be used. 39. State whether the compressor is to run condensing or non- condensing. If condensing, state quality, temperature and quan- tity of water available. 40. If a boiler is already available, state its rated horse-power. 41. State how long the work is to last, and whether the most economical or a cheaper plant is contemplated. 42. If electric power is to be used, state character, voltage and frequency of current available. 43. If water power is to be used, state head and quantity available. 44. If compressor must be sectionalized, state limit of weight permissible. I. DRILLS 271 PNEUMATIC PISTON DBIIiZ^S. Pneumatic piston drills are used for drilling- metals, boring wood, tapping, reaming, flue rolling, etc. The No. 1 and No. 11 machines listed below cost about $72.00 and the other sizes about $75.00. C>(bCt)(0OOOO << (b ct> (b o o Style M cc ^^ ^_^ *i. M w to Size •<^^^oo^o• to o Length (Ins.) cotj^,;^ »f. 00 jxrf^ Length of Feed (Ins.) os>t^^zav\t^>t^ Diameter from Side to ^off?5l^Sg^4i^^^^ Center of Spindle (Ins.) ^ Mor.s9 Taper Socket > tcrf>.co *>co>ti-oo (Ins.) W ^ ^ ^ ^ . Square Tap Socket C ^^ > S3--3* (Ins.) ^ MM wMtoi-i Size Twist Drill Will ^ o^t^*>J 1^1^ Drive (Ins.) *-M Size of Wood Bit Will {^ Drive (Ins.) toM to boM Reaming (Ins.) to Hi to to Hi Tapping (Ins.) "^ ''^ Flue Rolling (Ins.) S?^^^^^SS R. P. M. at 80 Lbs. Cubic Feet of Free Air at 80 Lbs. j^;^A-^j^^;j?ejS Hose Connection (Ins.) tss oi to to >^ to w to at 80 Lbs 272 HANDBOOK OF CONSTRUCTION PLANT SAND PUMPS. "Down" holes in rock forming a mud which will not splash out must be cleaned at intervals — usually at every change of steels. For this purpose the sand pump is used. It is a sec- tion of wrought iron boiler tube having a valve at its lower end which opens to admit the slush, but closes when the tube is lifted. At the upper end of the tube a chain should be attached, made up of several links of rod by which the pump is forced to the bottom of the hole. A ring at the last link pre- vents the chain from dropping in the hole. The two-foot length is used for cleaning holes without moving the drills; greater lengths are intended for deep holes. Standard sizes and prices are tabulated below. TABLE 107— SAND PUMP WITH BAIL Outside Diam. No. 1 No. 2 No. 3 No. 4 No. 5 in ins l^^-inch 1 A -inch lH--inch 1 ft -inch 2% -inch Standard Sizes Ln. Price Price Price Price Price In stock 2 ft $1.00 $1.00 $1.25 $1.50 $2.50 In stock 4 ft 1.50 1.50 1.75 2.00 3.00 To order 6 ft 2.00 2.00 2.25 2.50 3.50 For each addi- tional foot of length add 25 .25 .25 .30 .30 Note: Above prices are for pump complete with valve and bail, but do not include a chain or rod. Net price for stone drills at Boston is as follows: Stone drills, 1 and 1%-in. octagon steel, 2 to 6-ft. lengths, 12 cts. per lb. The net prices at Chicago for hand drills for stone, marble and granite are as follows: Ball drills, 7 ft. long, 8 lbs. weight, $2.85 each. TABLE 108— MISCELLANEOUS DRILLS Each Per Doz. i/4-in.x 8-in $0.30 $3.00 %-in.xlO-in 35 3.60 %-in.xl2-in 40 4.00 %-in.xl4-in 45 4.50 34-in.xl6-in 60 6.00 yg-in.xie-in 70 7.20 l-in.xl6-in 75 7.50 Net price for drills is as follows: Stone drills, 1 and 1%-in, octagon steel, 2 to 6 ft. lengths, 12 cts. per lb. Blacksmith drills operated by hand power, for drilling holes up to 11/2 ins., weigh from 90 to 150 lbs., and cost from $12.00 to $25.00. Fig. 95. 273 274 HANDBOOK OF CONSTRUCTION PLANT ELECTRIC GENERATORS An electric light plant with generator driven by a gas engine of special design has the following specifications: Direct connected sets: TABLE 109 S t^ -cc Oh^ +^2 8 350 1 2,200 5% K. W. 80 950 3,925 $ 855 10 350 1 2,600 61/2 K. W. 100 1,000 4,375 945 12 335 1 3,000 7% K. W. 125 1,300 5,350 1,080 18 325 2 4,000 12 K. W. 180 1,950 7,050 1,485 25 325 2 5,000 18 K. W. 250 2,100 8,425 1,800 35 300 2 7,000 27 K. W. 350 2,800 11,500 2,430 The shipping weight is about 500 lbs. more than the total net weight. Regular equipment consists of rheostat, muffler, spark coil, ignition wire, wrenches, and gas regulator with gas engines. The following are excerpts from records of tests made in actual service: TABLE 110— I Test Made at Test Made at Test Made at Albany, N. Y., Pittsburgh, New York 12 H. P. Di- Pa., 25 H. P., City, 10 H. P. rect Connected Belted to 22 Direct Con- to 7% K. W. K. W. Gener- nected to GVa Generator. ator. K. W. Gen- erator. Fuel Manufactured Natural gas Gasoline gas Value of fuel 600 B. T. U. 1,100 B. T. U. per cu. ft. per cu. ft. 78° gravity Cost of fuel $1.00 per thou- 27 1^ cents per sand ft. thousand ft. 14c per gal. Duration of test. . 5 hours 5 hours 2 hours Amperes 65 128 50 Volts 120 111 119 Fuel consumed per hour 260 cu. ft. 303 cu. ft. 11.25 pints Cost of fuel con- sumed per hour. 26 cents 8 3/10 cents 19.7 cents Cost of fuel per K. W. H 3% cents $0.0057 $0,033 Cost per hour per 60 watt lamp. .. $0,002 $0.00034 $0,002 Efficiency of gen- erator 80% 85% 78% H. P. developed by engine 13 26 10.2 Temperature cool- ing water dis- charge 162° F. 175° F. 170° F. Temperature of room 86° F. 85° F. 88° F. Temperature of generator at end of test 132° F. 110° F. 105° F. "Where economy of space Is not necessary, belted sets may be installed at a saving in first cost. ELECTRIC GENERATORS 275 II BELTED PLANTS. ' — — Engi ne , ' -Generator ^ Capacity in 56 Watt Size of H.P. R.P.M Price. K.W. Lamps. R.P.M. Pulley. Price. iy2 400 $ 70.00 % 15 1,200 6"x 31/2" $ 88.00 21/2 400 90.00 1% 25 1,600 6"x 31/2" 88.00 5 375 160.00 3 54 1,600 7"x 4" 108.00 6 375 216.00 31/2 63 1,600 7"x 4" 116.00 8 350 400.00 51/8 80 1,100 9"x 5" 174.00 10 350 475.00 61/2 100 1,350 9"x 5" 174.00 12 335 550.00 7% 125 700 12"x 6" 235.00 18 325 800.00 12 180 1,150 10"x 5V2" 239.00 25 325 900.00 17 250 900 16"x 8" 333.00 35 300 1,300.00 275 350 680 20"xl2" 488.5^ All engines are guaranteed to carry a 10 per cent overload. 276 HANDBOOK OF CONSTRUCTION PLANT ELECTRIC MOTORS Electric motors used by contractors in general construction work range in size from a fraction of a H. P. to about 150 H. P. Direct current motors may be furnished shunt, series or com- pound wound. Shunt wound motors maintain a perfectly con- stant speed regardless of load. They are used when constant speed is required under changed loading conditions and are par- ticularly suitable for driving line shafting or groups of ma- chines operated by one motor. Series wound motors vary in speed in proportion to the load carried. They exert a very strong start torque and will race if allowed to run free. They are particularly suitable for operating cranes, hoists, etc., where frequent reversals are necessary and where the speed of the motor is constantly under the control' of an operator. Compound wound motors combine the advantages of the shunt and of the series wound motors. They will vary in speed under changed loading conditions more than a shunt wound motor, but they will not race nor slow down under a heavy load to such an extent as a series wound motor. They are adapted to driving pumps, etc., where fairly steady speed and starting torque are required. The single phase alternating-current motor has been quite well developed during the last few years, but it has as yet come into rather limited use. The polyphase motor has come into very general use, its relative simplicity being a strong feature. These induction motors may be either of two general types, the squirrel cage type and the slip ring, or wound motor type. The squirrel cage type is the more simple and has no moving con- tacts, and hence no wearing parts except the bearings. Relative freedom from sparking is assured and the motors can be used with some safety in locations surrounded by inflammable or explosive material. For constant speed service with fairly in- frequent starting or with frequent startings on circuits where close voltage regulation is not essential the squirrel cage is the preferable type. The slip ring type, however, by the use of ad- justable starting resistance in series with the secondary, will start a given load with less current, and is therefore preferable where frequent starting with heavy load is necessary and where close voltage regulation is essential. The slip ring motor is also useful for some kinds of varying speed service, notably hoists and cranes, where its service is comparable to that of a series wound d. c. motor. Motors for variable speed use are designed for intermittent service of a maximum of 30 minutes duration and this reduces the cost. Motors when well protected have a long life. The brush is the quickest wearing part and one will last from 1 to 4 years, depending on the care given and the kind of service. A\ hen a motor is overloaded the brush sparks and, therefore, ELECTRIC MOTORS 277 wears out very rapidly. A brush will last longer on alternating current than on direct. The following prices will show in a measure the relative cost of variously wound motors: TABLE 111 5 H. P Alternating current Squirrel cage $108.00 5 H. P Direct current Shunt wound 145.00 5 H. P Alternating current Slip ring 195.00 5 H. P Direct current Series wound 170.00 IVaH.F Alternating current Squirrel cage 177.00 7i^H. P Direct current Shunt wound 190.00 71/^ H. P Alternating current Slip ring 240.00 7i^H. P Direct current Series wound 210.00 10 H. P Alternating current Squirrel cage 202.00 10 H, P Direct current Shunt wound 215.00 10 H. P Alternating current Slip ring 260.00 10 H. P Direct current Series wound 230.00 ';5oocoooccocoeoooo-*o«DO«coooiOa5oo«^evoaiocooocoi-i(>qooiHOT-icoc^u5t- r^tH•,^1^.^c<^^^■*c<^Ttl(^^^^.u5•*u5I>eo«>u5(^qlot-«£>t-coc--^^•(^al:-»i^eoTt^t^- i-H ffqr-T tHiH r4(Mi-5"jHr-rrji"c* CO ix> Tt< t> ■* . as t- a> lo o th 05 .eoiOiHOoomoir5oeoo5C-t»coa5eooooa>coooc0505«oc<]OOic!tlco•<*|Oe«5ooc<^co lH ^iHr-l CO (Nl tH tH ev? T-H T-l CO 00 CO >OlOOOOoOlOOOU3U50lrtOOO>mOOOl«< >Ot^lrtOrH,-i00C0O00t^Cm c^iftcoiot^t-oirtOioirtoot^irtOiHT-ioocoooot^oqococ-oua^-' ' OS 00 05 (TCi CO 00 Irt T-IL0t>-t-OC0«0«C'irt05TjC0r-!e000'»*iC0t-i-lTt»00t-0000Tt<000000tH00-*THTt<00-<*iTH-«*<00O00OO if-' f tHt-I t-1 l-lT-lT-'i-l^,HT-lrHeqTHC-t- (M -a^^t-. ■<*< Oi^Ttt t- ■* as iH oi th tH 8'0 THr^(^^^-^Ti7Ta^cqr^(^^(^^■*"cq"rl^'Tt^"■«i^"(^q"TJ^,j^cOrl^"w » OOOOMO . . C<1 00 «0 «0 O to O O O O •* Tt* (M «0(?g o v^' ■ TH-*utnH . .lOiHcOU3'*ev5Tt o. O _ 73 ociAc»05 • •cqLn«5o:!i>-t-eot-05cot-oc--^i- ' Gt-o.cDOT • •ooi-i(x>a>u:)t-<£>co«oa5oo'*T} mOj O -n^ Tti 1— I CO 00 ■* tH M -^ CO . 00 Q^ J3 -t-J CO t'^ CO T(< CO OTHUSt-lO'^Uit-.O^ us 05 04 02-3 02:3 o !> H o o -04Doou:)i:^ioeoccioot>'*cou5-# O CO ■* CO CO rJH C^ rfH CO Tin r_, I 5^ IflOUSOUiOOOoOlCOKSOlflUSolOOUSoO t-1 Jt' iH CO 05 O C- iH ITS lO o U5 iH O t- CO C^ t- Ifl N t^ iH Oi rH O J:fit-05«ooie>3iioeoa)oot>nHcou5Tj, ■4-r s . d si 0^ 1 'u Ah ^ K "u Ph t II $ 340 4 3,700 \ 304 4 2,580 4V2 6 225 8 12 370 5 4,050 325- 5 3,030 5 6 215 8 12 425 6 4,400 362 6 3,380 51/2 8 205 28 14 450 8 4,900 389 8 3,700 61/4 8 205 8 14 500 10 6,050 430 10 4,.740 7 10 180 9 14 565 12 7,350 486 12 5,950 7% 10 180 9 16 635 15 8,400 550 15 6,950 81/^ 11 175 10 18 670 18 9,000 585 18 7,500 9 11 170 10 20 770 20 10,800 683 20 9,100 9 '4 12 150 16 20 840 25 11,900 729 25 10,200 10 12 150 18 20 1,020 30 13,600 880 30 11,800 10 15 130 18 22 1,990 35 14,100 946 35 12,300 11 15 130 18 22 1,240 40 14,800 1,081 40 12,900 12 15 125 24 24 1,580 50 16,400 1,393 50 14,400 13 16 120 30 30 Prices include all fittings III— COMPOUND PORTABLE ENGINES Length of Bore and Steam Stroke (Inches). Rated H. P. Pressure. Price. 5%x 81/2x10 9 130 lbs. $ 750 6y8X 9 xlO ] L2 130 lbs. 845 7 xlO xlO ] 5 130 1d3. 940 734x11 xlO 20 13 lbs. 1,035 91^x13 xll 25 130 lbs. 1,130 For straw-burning- attach men! , including jacket on boilei , a( 7.00 to prices above I PORTABLE ENGINE EXTRAS. Brake for portable engine, net $ 9.50 Driver's seat and footboard for portable engine, net, cash.. 2.75 Portable engine tongue with doubletrees and neckyoke, net, cash 11.25 .U5KS0-rf<0 U5 0«CH O M 05 i^ O f O T-i ( O OC-OOlrt^O Lo o CO to iro c\i oj o ^ o cr> 00 X O •>! r-i r ""' ' " " "' w m Q H Eh o o fa h:i H m < o M H O o u m m ci ' la C<1 tH t- C.- O j \S^ O 03 T-l UJ _, OGOt-COlOt-O !^ O M^ 1— I O oq irt o O O ,^ oooo-*c^— lo ^ O^OCJOt-HIOO j r-i ^^^ ' ci l»0/B- 05 CO Xo «©•<* •hu.'^. • ^.S g I M S-" Sh CD -« J_, ^^'« n a> (u-i S o o o 3 o ^1 1> N o ^^ f11 mSm K 0) •rt 03 _ >? 'fH "jH 'C 'H 'C 'H 'S 287 The stationary steam engine shown in Figure 101 is of the box-bed type, made very heavy; balanced fly-wheel and pulley, D slide valve; complete with all fittings except steam connec- tions, exhaust pipe, and governor belt. Horse-power 15 No. of revolutions..,. 175 Cylinders, diameter and stroke, inches 8^^x10 Diam. of flywheel, ins.. 6G Leng. of bed plate, ins. 1,000 Width of bed plate, ins. 80 Diam. of pulley, ins... 34 Face of pulley, ins 9 Weight, complete, lbs. 2,700 Price $312.00 25 40 55 60 150 * 130 125 125 10x12 121,4x15 14x18 14x20 81 ■913 107 108 1,500 2,000 2,500 3,500 87 100 122 134 48 54 60 60 12 14 IG 16 4,700 7,000 9,000 10,000 $338.00 $505.00 $670.00 $716.00 ESTIMATING THE HORSE POWER OP CONTRACTORS' ENGINES. The size of an engine is usually expressed in terms of the diameter of the cylinder bore by the length of the piston stroke. In a 6x8 engine, the cylinder has a bore of 6" and the piston has a stroke of 8". This stroke is, of course, just twice the length of the "throw" of the crank arm. Bear in mind, therefore, that ENGINES 289 the "size of cylinder" as given m catalogue is the bore of the cylinder by the stroke of the piston, and not by the full length of the cylinder. If a contractor's engine is designed to have a piston speed of 300 ft. per minute, and is using steam with a boiler pressure of 100 lbs., it is an easy matter to deduce a very simple rule for estimating the horse-power of the engine. The following rule is precisely correct when the product of the piston speed by the mechanical efficiency is equal to 1050; and this is ordinarily the case with contractors' engines having cylinders of 8" or more in diameter. RULE: To ascertain the horsepower, square the bore of the cylinder and divide by four. Thus, if the engine is 8x8, we have a cylinder bore of 8. Hence, squaring 8 we have 64, and dividing by 4 we get 16, which is the horsepower. This is the actual delivered, or brake, horse- power. For small engines, whose piston speeds are usually less, it is safe to divide the square of the bore by five instead of by four. A 6x6 engine would, therefore, have 7 horsepower. If the engine has two cylinders (duplex) of course the horse- power is twice that of a single cylinder. Gasoline Eng-ines are usually furnished with the machinery they are designed to operate, and for that reason when machinery which may be operated by gasoline is described, the price of the engine is included in the total cost. However, at times, it may be desirable to equip a piece of machinery now driven by steam or other power, with a gasoline engine. The price of 4-cycle marine engines of the very best type is as follows: Price. $ 450 600 925 1,425 825 1,275 1.375 2,200 1,875 2,450 This price includes all equipment. A gas, gasoline, distillate or alcohol driven engine, of horizon- tal, water-cooled type, Fig. 102, has in a single casting combined a cylinder and cylinder head, which does away with joints in the water jacket. Both induction and exhaust valves are me- TABLE 115 No. Rev. .P. No. Cylinders. per Min. Weight, Lbs 12 2 500 240 18 3 500 800 24 4 500 980 40 6 550 1,350 20 2 450 1,050 30 3 450 1,400 40 4 450 1,850 60 6 500 2,600 50 6 700 1,000 80 6 650 1,900 290 HANDBOOK OF CONSTRUCTION PLANT chanically operated and separately caged. The ^gniter is of the make and break type and is attached to the end of the cylinder as a single plug. The governor is of the flyball type running in ball bearings. Each engine has two fly wheels wi,th split hubs, lugs on the arms provide for attaching pulley to either side. When equipped for gas it is provided with an improved type of cock which is graduated to obtain and instantly regulate the mixture. When equipped for gasoline, distillate or alcohol, a pump delivers the liquid fuel to the vaporizer. The ratings, dimensions and prices are as follows: H. P.. Rev. per m. Pulley . . . Approx. fl. space 4 350 12x6 24x36 6 325 15x6 275 18x6 15 250 24x8 20 220 26x8 25 30 200 190 28x8 28x10 8x56 32x66 38x83 44x95 48x108 50x120 space... Z4x3t) zsx&e iji'xeti 38x83 44xy& 48xiu8 buxizu Price $185.00 $260.00 $320.00 $525.00 $675.00 $750.00 $850.00 Fig. 102. The engines are furnished with the following equipment: Oil cups, wrenches, exhaust pot or muffler, can of cylinder oil, bat- teries and gas regulator. Twenty gallon gasoline storage tank, cooling tanks, magnetos or dynamos, friction clutch pulleys and other accessories are not considered a regular part of the equip- ment as requirements in each installation are apt to be special. A magneto costs $10.00. A clutch costs $20.00. A small but powerful gasoline engine, known as the Farm Pump Engine, may be attached in a few minutes, and used to operate small pumps, saw rigs, grind-stones, etc. This engine is of the vertical type, air-cooled; its weight with battery box, ignition coil, and batteries, is 280 lbs., crated, 330 lbs. It con- ENGINES 291 sumes about 2 qts. of gasoline in 10 hours. The price f. o. b. cars, factory, is $70.00. (See Figs. 103 and 104.) This engine, mounted on a wooden base, with a side-suction diaphragm pump costs as follows: 3 in. pump, without hose, Fig. 103. The Diaphragm Pump. $110.00, capacity, 2400 gals, per hour; 4 in. pump, without hose, $130.00, capacity 3800 gals, per hour. With a bottom suction diaphragm pump, without pipe, this engine costs as follows: 104. The Grindstone. 3 in. pump, $108.00; 4 in. pump, $125.00. The engine without pump or hose, but with frame a.nd all connections, costs $90.00. 292 HANDBOOK OF CONSTRUCTION PLANT The same machine equipped with a double acting force pump costs: 5 in. pump, $105.00; 3 in. pump, $100.00; engine with frame and attachments, $85.00. The same outfit with a tank pump, costs $105.00. The shipping weight of any of the above outfits is about 500 lbs. Fig. 105. The Pressure System. I A very simple gasoline engine is shown in Figure 106. It is of the open-jacket water cooling system, gas-tank in iron base, governor of the inertia type, make and break ignition, and the equipment includes muflier, coil, wrenches, oil can, etc. Fig. 106. 8 and 12 H. P. "Bull Dog" Sawing Outfit, Complete witii Friction Clutch and Saw Blade. H. P. Speed. iy2 400 2Vz 400 5 375 6 375 8 375 2 360 Weight. Pulley. Price. 275 475 800 1,050 1,800 2,100 The price of the above engines, mounted on a truck, is $56.00 extra. Engines up to 6 H. P. are mounted on a hand truck, and the 8 and 12 H. P. on a steel truck. 6x4 ins. $ 70.00 8x4 ins. 110.00 12x6 ins. 200.00 14x6 ins. 215.00 18x6 ins. 295.00 20x6 ins. 425.00 fLi coia K oo oo l^ •f-i lOirt Ph 1-1 CO 293 294 HANDBOOK OF CONSTRUCTION PLANT Vertical gasoline-driven, water-cooled engines of a certain make are furnished in the following models and outfits: Model T — Outfit A. — Equipped with automatic throttling gov- ernor, iron foundation base, and driving pulley. Governor is of the vertical flyball type which may be set to operate at any desired speed by means of a thumb nut. This engine is suitable for driving saw-rigs, small machinery, and in small machine shops, electric lighting, etc. Model T — Outfit B. — Same as outfit A, except that the base is extra, and the driving pulley is different. Suitable when mounted on skids or trucks for portable rigs, harvesters, binders, mixers, well-drills, etc. Model T — Outfit C. — Same as B but without the governor. Suitable for steady pumping, etc. Fig. 108. Model "R"— Outfit "D." Model R — Outfit D. — Equipped with iron base, extra fly wheel, with driving pulley, and automatic ball governor. Suitable for small machinery. Model R — Outfit E.^Same as outfit D, but without the base and the extra fly wheel with driving pulley, for which a cup pulley is substituted. Suitable for portable work in driving small pumps, saw-rigs, etc. Model R — Outfit F. — Same as outfit E,, but without governor. Suitable for pumping, driving railway velocipedes, hand cars, etc. Extra fly wheel for Model T outfit costs $10.00, Foundation bases for T-B or T-C engines, $16.00; for R-E and R-F outfits, $10.00. Extra pulleys for R-D or R-E engines, $3.00. Magneto for T-A and R-D engines, $16.00. Portable hand trucks for these engines, fitted for 7 in. iron wheels, cost: 4 to 6 H. P., $12.00; 8 to 12 H. P., $16.00. ENGINES 295 TABLE 116 Price List. Standard Pulleys. . Dlani. Face. H.P. Price. Model. Inches- — Weight. 12 Outfit A $219.00 T-A 10 X 10 600 12 Outfit B 196.00 T-B 10 X 6 482 12 Outfit C 176.00 T-C 10 X 6 460 8 Outfit A 186.00 T-A 10 X 10 540 8 Outfit B 168.00 T-B 10 X 6 437 8 Oulfit C 152.00 T-C 10 X 6 420 6 Outfit D 124.00 R-D 8 X 368 6 Outfit E 110.00 R-B 8 X 245 6 Outfit F S4.00 R-F 8 X 228 4 Outfit D 104.00 R-D 8 X 334 4 Oulfit E 90.00 R-E S X 215 4 Outfit F 76.00 R-F 8 X 195 3 Outfit F 65.00 R-F 6 X 140 The equipment furnished includes spark coil, dry cells. switch. muffler and 5 gall on gasol ine tank. Extra fly wheel for Model T outfit costs $10.00. Foundation bases for T -B or T-C engines $16.00; for R-E and R-F outfits. ^^^^^^^^^^ ■DlK '^"^.g^tMS^^^'^^^Sp^^ r M f\ ii AWt— f^m %i f . ^^Bsm ' """ Fig. 109. $10.00. Extra pulleys for R-D or R-E engines, $3.00. Magneto for T-A and R-D engines, $16.00. Portable hand trucks for these engines, fitted with 7 in. iron wheels cost : 4 to 6 H. P., $12.00; 8 to 12 H. P., $16.00. Horizontal gasoline driven engines (see Fig. 109), having the open water jacket cooling system, are regularly fitted with the following equipment: Standard pulley, oil and grease cups, wrenches and pliers, muffler, batteries, coil, oil cans, etc. The cost of the engine mounted is as shown on following page. 296 HANDBOOK OF CONSTRUCTION PLANT TABLE 117 Rated H. P. 3 5 7 9 12 15 18 Revolu- Size of Standard tions per Min. 400 375 350 320 300 280 280 Pulley Diam. Face lOx 5 14x G 16x 8 18x 8 20x12 24x14 28x14 Approximate Floor Space 28x42 34x51 38x55 44x70 43x71 48x82 48x82 Shipping' Weight 900 1,500 1,900 2,500 3,600 4,700 4,800 Price $115.00 182.00 245.00 305.00 400.00 470.00 525.00 HOISTING ENGINES Steam driven engines are manufactured in an immense variety of styles. Below are given the average prices of the types most generally used. These prices and weights vary greatly, but they Fig. 110. Single Cylinder, Single Friction Drum, Hoisting Engine. are accurate enough to be used for estimating. For the purpose of tabulating, hoisting engines have been arbitrarily divided into the following classes (See Table 118): SINGI.X: cyi.indx:r engines Class. 1. Reversible link motion, single friction drum, ele- vator sheaves. Adapted to coal yards, docks, stevedores, ships, centrifugal pumps, pile driving, etc. Class. 2. Single friction drum. Adapted for same uses as Class 1 engine. Class 3. Double friction drum. Suitable for general hoisting purposes, moving pumps, for docks, coal yards, pile driving, etc. i , "TPPjSi^' 1810^' sjy^ ¥ .^.aS^S^ 1 f ^SKM ■■■rifef^ '^Hi im ^■h 1 H m-m 1^^ ~i •q »«=M.«!^ 1 - .T"il-Hl L f"^"*""**^ V i97 298 HANDBOOK OP CONSTRUCTION PLANT DOUBI^E CYZiINDEB ENGrlNIlS Class 4. Link motion, single friction drum, elevator sheave. Adapted to general contracting use, and especially for operating material elevators, and, in larger sizes, for use on barges, docks, etc. Class 5. Single friction drum, suited to general hoisting, erect- ing, log skidding, etc. Class 6. Double friction drum, link motion engine especially adapted to small cableways, sewer and general contractors' work. Fig. 113. Double Cylinder, Four Friction Drum, Link Motion Engine. Class 7. Double friction drum engine. Adapted to hauling cars, pile driving, bridge building,, operating derricks, and gen- eral hoisting purposes, circular saws, concrete mixers, centri- fugal pumps, etc. Class 8. Double friction drum, with boom swinger attached for derricks. Class 9. Independent swinging engines for derricks. Double winch, non-reversible. Class 10. 3 friction drum, with reversing gears and drums, for boom derricks with clam-shell or orange-peel buckets. Class 11. 4 friction drum, link wiotion engine, ^specially adapted to logging, quarrying, etc. § I o oooo otAia „ in r-IOO«00 ooot- r^ q^[L| <0 «Ot-00r-l t-00O» C'Z£ «" oooo ooo 3 P hn m o oooo ooo 5 »T ^ us coojint- '-l'^"^ g ^ "^ 5o«ecsioNtoooin oinooooou50o'ooooooo6jmooc-N(X'*^oot^mo(M oNoin-^NOcoi-ioirtOT'-.ooiooosotoc- ojooo Xi 00©©©000000©000 0000©©©©©00©0©00©000 MOOOOOOOOOOOOOOO OOOOOOOOOOOIO'S'OOOOOOO oujiMoeoai-*inooi«'00'*c5m e»5iot-mmoo-^(aoQ-^u3cioaoouiiat^ «rt>(»T-HootJ'oo<»OM<'«cc-CTrtHt>i-JooM"ino» tH r-(i-l i-liH t-d-IN iHrHffQ iH r-< M II 2 f. •|5i OOO OOO ooo OOO U5O00 U50N ©0©0000©©0©000©0©00000©0©00©© ooooooooooooooooooooooooooooo ooooooo'u500ooinod-*o'ooiijoiooifliffl«o©oioc> lrtlA€OOOTj^TfC^?DlOTft^O»-*?£>CQOCMCCt^OC^OCCi-(OmmCOOO ooo OOOOOOOOOOOOOOOOOOOOOOOOOOOOO ooo oooooooooooomioooooooooooomooo (M-*00 005a to oo •^''■^lo to i-Tm u5 o> eq't-^Neo u5 oJ 5.C ©o « be oo ■g -V tote"'? ©oooooooooooooooooooooooooo oooooooooooooooo© «-> cMooooooooooooooooooooooooooo ooooooooooooooooo .3 s^ 00 CM in o o t-u5u5ot-iomiooc<50ooioooomoooooooo ooooio '".o^o ooioojoooooooo K^ ® THr^e4'r-7rHcol>^-^rHeot^"THNeoe<33<^■^ r4''^ioori?j"ff^'r'^cia«ooooLn«ooookAmcocoooo«oooc-© THr-lrH rH rH ^,-,rtrH J •^ira/-f//jii>r£ Fig. 121. Details of Tower for Field Tower Excavator. 310 EXCAVATORS 311 Scraper Bucket. The distinctive feature of the excavation Is the scraper bucket which is shown by Fig.' 122. Tliis bucket has a capacity of 48 cu. ft. level full, but in ordinary material it will "crown up" to 2 cu. yds. capacity. Particularly easy and certain control are claimed for this bucket. These advantages are brought aboyt by tlie combination of two sheaves placed at the rear end of the scraper at right angles and vertically to it, the return line passing reversely over the upper and under the lower sheave, while the bottom of the scraper is fitted with two curved cradles 'or shoes, resulting, in connection with the pulling line, in such control of the cutting edge that the scraper can be sus- tained at any vertical angle at the will of the operator. Cost Data. The chief first cost of this plant is in the hoist- ing engine and cable, which are all standard commercial designs and usable for other purposes. The following is an estimate furnished by the Atlantic, Gulf & Pacific Co. of the cost cf a tower scraper plant, including everything: 5,080 ft. B. M. lumber at $38 per M $ 193.04 360 ft. B. M. white oak at $45 per M 16.20 540 lbs. iron bolts and nuts at 6 cts 32.40 120 ft. % In. wire rope backstays 13.20 2 % in. turnbuckles .80 1 headblock sheave and bearing 10.00 1 hauling sheave and bearing 4.00 1 81/4x10 Lidgerwood double drum hoisting engine.. 1,089.00 1 scraper bucket, complete with cutting edge, sheaves, etc 300.00 Labor directing based on condition in northern New York, carpenters at $2.50 per 8-hour day 200.00 Total $1,858.64 The following is an estimate of the operating cost of the plant also, furnished by the Atlantic, Gulf & Pacific Co.: Cost Item. - per Month. AVire rope $160.00 20 tons coal at $4 80.00 Oil, waste and repairs 15.00 Total $255.00 To this is to be added the labor cost. Each shift requires the Tollowing force: 1 foreman at 371/2 cts. per hour. $ 3.00 1 engineer at 37 Vz cts. per hour 3.00 1 fireman at 22 cts. per hour 1.76 1 signal man at 25 cts. per hour 2.00 5 laborers at 20 cts. per hour 8.00 And an additional 4 laborers at 20 cts. per hour 6.40 Total .> $24.16 312 HANDBOOK OF CONSTRUCTION PLANT Assuming 26 working days and two shifts per day, the labor cost for one month is. $1,256.32, which, added to $255 given above, makes a total cost for operation of $1,511.32. Assuming interest on plant at % per cent per month we have an additional $9.30, making the grand total $1,520.62. Assuming an output of 700 cu. yds. per day we get a cost per cubic yard of 8.4 cts. This cost included, however, a proportion of the field office expenses. In regard to the life of the cables used, the Atlantic, Gulf & Pacific Co. writes: Fig. 122. Scraper Bucket for Field Tower Excavator. "While the life of the wire rope used depends almost entirely upon the character of material to be excavated; in clay arid loam, the plant working two eight-hour shifts per day, 26 days each month, excavating approximately 700 cubic yards per day, will use 800 to 1,000 ft, of wire rope per month." t 5 15 ^ d ^ p 03 03 cs cdi i 5 O O O O OrH^rH • 03 03 ci • • o o o • II o o OOCOtWiHiHtH (Mt£> • ooo O H Q I— I O < Eh o CQ to I s tuos fl o bo .^ o o o ..ooo « ><< X X^-f- -5155 • X X X X ,'73'd'd .'C3 o • OOO . o o .ooo . o > :^^^ :^f • tit It cq .■^CMi^ .OOtH :xx>^ :^^ ^5 XX! .5 00000000000000000 o 0000000000000 -M OTt^c^c^tocxJD-ioiooqoooocoo-^txJcq • o?oooa50^Ofoco!£>co ft, CO «O«O«>?OC^><>^n5^^' - = ^5 X x^ . - O) o o > O 13 W 313 314 HANDBOOK OF CONSTRUCTION PLANT The Tower Excavator.* The principal parts of this appa- ratus are a hoisting engine; a tower 65 ft. high, guyed to cables extending to the ground on each side, where instead of feeing Fig. 123. Tower Drag-Scraper Excavator. stationary, they slide on other cables stretched parallel to the ditch and fastened to deadmen, thus giving stability to the tower, while allowing it to move parallel to the ditch; the scraper 'Si:^»^' Fig. 124. Bucket Used with Tower Drag-Scraper Excavator. bucket in which the earth is moved; and cables for operating' the bucket. The machine is built upon a platform and is moved on rollers by winding a cable fastened at one end to a deadman. Abstracted from Engineering Neta EXCAVATORS 315 A more efficient provision for moving the machine v^^ould doubt- less result in considerably reducing the cost of operation. The operation of the machine is illustrated in Figs. 123 and 124. Its cost is about $1,500. With the strengthening of parts necessary to fit it for extra heavy work the cost would be about $2,000, of which $1,200 would represent the cost of a hoisting engine. In operating the excavator the bucket is loaded by pulling it toward the tower by winding up the cable, which, passing over the lower sheave on the tower, is attached to the front end of the bucket. The bucket is then dumped by winding over the drum the cable which passes over the sheave on top of the tower and which is attached to the back end of the bucket. The bucket is returned to the ditch by further tightening the upper cable and loosening the lower one, then it quickly slides back by gravity to the starting point. Tlie earth is deposited between the ditch and the machine. The following is the cost for each eight hour shift in operating this machine: Engineer $ 3.00 Fireman 2.00 Foreman 3.00 Signal man 2.00 Cable shifter 1.60 Horse and man, moving track 3.00 4 Laborers, at $1.60 each 6.40 11/2 tons of coal to the shift, at $3 per ton 4.50 Total $25.50 If to this is added $1.50 per shift for maintenance, depreciation, interest, and repairs at the rate of 50 per cent per annum on the original cost of the investment, the total cost per shift is $27. By arranging for the operator to work from a station in the tower, where the work would be in full view, the signal man would be eliminated, and by placing the machine on a track with an arrangement for moving the machine ahead on the work by means of gearing attached to the axles probably two or three more men could be dispensed with, thus further reducing the cost. The bucket used on this machine had a capacity of about 2 yds., but in ordinary operation at least 3 yds. were carried at each load. While in operation about 1 bucketful was excavated and deposited in each forty seconds. This would make a rate of 4 cu. yds. a min., and the contractor was of the opinion that he could maintain an output of 1,000 yds. per eight-hour shift for an entire season's run on continuous work of a favorable character. The work actually done was not carried on continu- ously, and the best record made was 40,000 cu. yds. per month for two shifts for one machine. At a cost of $50 a day for two shifts this would amount to about 3 cts. per yd. for the month's work. The machine has a reach of 210 ft. from the far side of the ditch to the near side of the waste bank. That is, all the dirt must be excavated and deposited in a space of 210 ft., making a 316 HANDBOOK OP CONSTRUCTION PLANT waste bank about 20 ft. high if necessary. The bucket is re- markably well under control. This machine was in many ways crudely built, and its excellent record is due apparently to the exceedingly simple principle of its operation, and to the economy of power, motion and time in ex- cavating. The bucket moves on a straight line, across the ex- cavation and onto the waste bank, and when dumped slides with great rapidity down the tightened cable to the position for dig- ging. WUth a construction including modern devices for moving on the work and the improved bucket, it seems that this should be a very important addition to the types of excavating machinery. It is fitted for digging ditches 20 to 100 ft. wide and 2 to 30 ft. deep, though its greatest economy of operation is in constructing the larger sections. EXPLOSIVES Nature of Explosive Action. The value of explosives in con- struction work is derived from the volume of gas generated upon detonation or explosion, and the speed at which the generation takes place. The pressure of the generated gases is equal in all directions (contrary to the belief of many "practical men"), but a slow burning black powder will take many times as long to generate the gas as a detonant like nitroglycerine. Dyna- mite will shatter a rock without even a mud cap, because the gases are liberated with such extreme velocity that the effect is produced on the rook before the atmospheric air can overcome its own inertia and yield. G-unpowder. There are the following general classes of black powder manufactured; Nitre Powder, the highest grade, consists of 75 per cent salt- petre (KNO3), 15 per cent charcoal, and 10 per cent sulphur. It usually comes in 25 lb. kegs, and costs about $2.10 per keg. Soda Powder contains sodium nitrate (Na NO3), which de- teriorates in time by absorbing moisture from the air. It usually comes in 25 lb. kegs and costs about $1.25. The average weight of loose powder, slightly shaken, is 621/^ lbs. per cu. ft., or 1 lb. occupies 28 cu. ins. Judson Powder, which is a free running black powder, comes in 50 lb. kegs and costs about $7.25 and under. It is a soda powder and contains fiom 5 to 10 per cent of nitroglycerine. Nitroglycerine 5 % Sodium nitrate 64 % Sulphur " 16% Cannel coal 15% Dynamite consists of any absorbent or porous material satu- rated or partly saturated with nitroglycerine. The absorbent is called the "dope." If 40 per cent of the weight of dynamite is nitroglycerine it is known as 40 per cent dynamite; if 75 per cent, it is known as 75 per cent dynamite. High explosives are usually packed in cases containing 25 and 50 lbs. "Car load" means 20,000 pounds dynamite net weight, except where the railroad requires a larger minimum quantity, in which event that minimum quantity is considered a car load. Prices on 200 pounds or more usually include delivery to the nearest freight station. The prices of high explosives vary in the different sections of the country as much as $4.00 or $5.00 per one hundred pounds. For instance, in greater New York and most points in Colorado and Florida they are high; in Maryland, Pennsyl-vania and the greater part of New Jersey they are low as a rule. The price in any section is liable to change without notice and their variation is due to many different causes, such as high or low freight rates, local ordinances regarding the method of delivery, otc, hence, the rates given below are aver- 317 338 HANDBOOK OF CONSTRUCTION PLANT age and are mainly of use in determining the relative prices of different kinds and grades of explosives. Atlas, Hercules, Giant & Red Cross (latter not less than" 20%) from 15% to 60% Nitroglycerin /jy grades only | 2q Nitroglycerin, ("25 Semi- Gelatin J 27 and Ammonia I 30 grades only L33 Nitroglycerin, ^35 Semi-Gelatin, 40 Gelatin and<{ 45 AmmoniaSO grades L60 'Gelatin grades J? K° Repanno, For- cite. Giant & Hercules- from 35% to 80% only L80% Blasting Gelatin Carbonite Nos. 1 & 2 Carbonite, Nos. 3 & 4 Monobel, Nos. 1, 2 & 3 Judson R. Judson F Judson FF Judson FFF R. P. 5% 10% 15% 20% ■Cents per Lb. ^ Car- 2,000 Less Lbs. Than or 2,000 Over Lbs. loads, 20,000 Lbs. 10.00 10.15 10.40 10.80 10.95 11.20 n.45 11.60 12.00 12.50 13.00 14.00 15.00 15.50 16.00 2J.50 12.00 11.20 13.00 8.50 9.50 iO.OO 10.40 n.75 11.90 12.15 12.55 12.70 12.95 13.20 13.35 13.75 14.25 14.75 15.75 16.75 17.25 17.75 23.25 13.75 12.95 14.75 9.50 11.25 11.75 12.15 12.50 12.65 12.90 13.30 13.45 13.70 13.95 14.10 14.50 15.00 15.50 16.50 17.50 18.00 18.50 24.00 14.50 13.70 15.50 10.00 12.00 12.50 12.90 Red Cross Explosives are especially valuable in cold weather because although they will freeze, they do not freeze readily and will thaw when ice melts. Identical in appearance and similar in action to other standard grades. Ammonia Dynam.ite has a strong heaving and rending effect, producing a minimum of fine material. Fumes not objectionable. Difficult to ignite by "side spitting" of fuse. Suitable for open or underground work. Semi-Crelatiu is an excellent explosive for wet work. No ob- jectionable fumes. Gelatin Dynamite is dense, plastic,- fumes not objectionable. Little affected by water. Blasting- Gelatin is a very high power, quick-acting explosive with good water resisting qualities and a lack of objectionable fumes. For use in rock too hard for 80 per cent Gelatin Dynamite. A "permissible explosive" is one which has been approved by the United States Government as "permissible for use in gaseous or dusty coal mines." Monobel No. 2 and Carbonite No. 1, are recommended for anthracite coal, bituminous coking coal and other coal where a quick acting explosive is needed. Monobel No. 3 and Carbonite No. 4 are slower in action, and should be used where a maximum of large lump is desired. EXPLOSIVES 319 Carbonite No. 2 is slower than No. 1 and quicker than No. 3. Monobel No. 1 is designed for use in quarries and ore mines. It does not require thawing, and is practically fumeless. Judson powder is intermediate between dynamite and blasting powder. It is especially valuable in soft and friable work. Judson R. R. P. has already been described. Judson F, FF and FFF are put up in cartridges like dynamite. The weight of dynamite per inch of stick is about as follows, and all of the grades weigh about the same per stick: Diam of Stick (Ins.) Wt. per In. of Length (Lbs.) 1 0.042 11/4 0.065 IVz 0.094 1% 0.128 2 0.168 2% 0.212 o c^. m .^s-f dQ 0000000000 o >< X t^ !^ X Q J 03COCOCOCO " iHiHt-HiHtH Crt O " LOUS 10 U^^-^ ooo p5^ C^ C^ CO"^ CO'^ ^ CO^ p5^ H^ C^ C^ 0000005000500 'S x'><'>^T3 >< X « 000000000000 Ci Ci Ci OS Oi C5 CO 05 05 ■<* OS 05 05^iHt-|'-I^ cq C-; CO ^-c CO C3 05 05 05 05 05 05 0105 05 05 CD to ^ CO CO ^ cj? o coco W SQ '^ ''^ 00 00 iH 05 w O o fit^ o, ^^IT-.S xxxxxx O >'^ 00 00 00 00 cr5 00 fi^.: OS 1-1 i-l 05 iH iH XXX XXX eg CO CO CO CO CO XXXXXX t- C-T C- t- t- t- oooo^^oo 10 tr> «o 06 o «t> iH.c^oioc cvi U5 o CO .eococoeo'*u3«ci'0 to rH CO ■«** ITS <0 t>- 00 o ' rt* iH (M CO Tt- im CD t> 0> rt< rH C^ CO •* iO in to CO OT-icqcoeo • ooioo VOOilO • . . • • oooo lO tf>rHU5Ui U5«C00OS .oooo .00000 !>. ; 0; d rH ffq e«- • • ...... C ooo>oi-Hcoo 3S4 GRADING MACHINES (See also Elevating Graders.) Machines which move earth by sliding- or rolling over the ground and by either pushing the earth before them or into them by a combination of the two actions, thereby conveying the earth to the place of deposit, are known variously as scrapers, road machines, graders, spreaders, levelers, etc., and are of many types. BAUROAD 6BADEB. A machine mounted on standard gauge trucks, which spreads and grades the earth in railroad embankment work and is oper- ated by compressed air taken from the train line, needs only one man to operate the machine itself. The theoretical capacity of the spreader is 179 20-yd. cars, or 3,580 cu. yds. in 13 minutes. It will make 17 yds. of heavy stone fill in one hour. The oper- ating power required is a 17x24 locomotive, but a 20x23 is better. The machine weighs 6,500 lbs. and costs $3,000. Allowing $25.00 per day for the engine and crew and $3.00 for the machine crew, the cost of operation is $28.00 per day, or 16 cents per cubic yard for stone filling. The commonly used scrapers are of three kinds: wheel, drag and buck or Fresno. In all three, as in the case of all scrapers and levelers, except where the soil is very sandy and loose, the earth must first be loosened by plows or picks. In the three kinds of scrapers the cutting edge of the machine digs into the soil, thereby loading itself, and the drag scraper slides over the ground carrying its load, the wheel scraper rolls along carrying its load and the Fresno scraper both drags, and carries and pushes a load in front of it. Drag scrapers are efficient for a short distance only, from 50 to 100 feet, while Fresno scrapers can be used economically up to about 275 feet, when wheel scrapers should be substituted. The drag scraper is pulled by two horses and the driver dumps the scraper as well as drives. An extra man is usually needed for loading. In the case of the Fresno scraper, which is usually pulled by three or four horses, the driver is able to both load and dump the machine and to spread the earth to the proper depth while dumping it. The wheel scraper, however, needs a loader and an extra snatch team at the pit. WHXlEIi SGBAFEBS. The sizes of wheelers most frequently used are Nos. 2, 2% and 3, of which the ideal size for average work is No. 2l^. The capacity of scrapers, as rated in the catalogues, can never be attained in actual work, the actual being about one-half. 335 336 HANDBOOK OF CONSTRUCTION PLANT Listed Capacity List - Cu. Ft. Price Weight, Lbs. No. 1 9 25.50 330 to 400 No. 2 12 37.50 500 to 600 No. 3 : : 16 $42.75 650 to 750 Add $6.00 to No. 2 and No. 3 for automatic tail g-ate, and add 10% for patent hubs and spring- draft. Repairs. Six new wheel scrapers: first cost, $45.00 to $50.00. Repairs for 6 months averaged $2.50 per scraper per month; life, 4 years. Second-hand wheel scrapers, original cost $45.00 to $50.00. Repairs, blacksmith at $3.50 per day over a period of 8 months, averaged $3.50 per scraper per month; life, 4 years. These scrapers were two or three years old when these data were collected. DRAG SCRAPERS. Drag scrapers likewise hold about half the listed contents. TABLE 123. % p '3 lll£ll« fi O ;2i o "h:! Pu Drag Scrapers. 6 No. 1 American Scrap- ers, with runners 56x40x27 630 540 35 7 $3.60 6 No. 2 American Scrap- ers, with runners 56x36x26 567 480 30 5 3.30 6 No. 3 American Scrap- ers, with runners 54x34x24 535 450 25 3 3.10 6 No. 1 Imp. Cham. Scrap- ers, with runners.. 56x40x31 715 618 40 7 3.75 6 No. 2 Imp. Cham. Scrap- ers, with runners 56x37x30 630 540 35 5 3.45 6 No. 3 Imp. Cham. Scrap- ers, with runners 55x35x30 535 450 33 3 3.25 6 No. 1 Slusser Scrapers, with runners 54x27x41 635 540 35 7 3.60 6 No. 2 Slusser Scrapers, with runners 54x27x38 570 480 33 5 3.30 6 No. 3 Slusser Scrapers. .53x26x35 537 450 27 3 3.10 American and Improved Champion Scrapers are of steel with round back. Slusser Scrapers are of steel with square back Four drag scrapers, originally costing $7.00, had a life of three years in good loam and others lasted but one year and a half in sand. In an average taken over four months of work, repairs to scrapers amounted to 20 cents per month each. FRESNO SCRAPERS. This type of scraper is ideal for building railroad embank- ments from side ditches and for wasting earth taken from cuts when the earth is free from large stones and roots. It has been the author's experience that if the scraper is pulled at right angles to the line of the plow furrows the loading will be com- GRADING MACHINES 387 pleted in a much shorter time tlian when the scraper is pulled parallel with the furrows. No. 1, 5-foot cutting edge, capacity 18 cu. ft., weight 300 lbs $14.00 to $18.00 No. 2, 4-foot cutting edge, capacity 14 cu. ft., weight 275 lbs 13.50 to 17.50 No. 3, 31/^ -foot cutting edge, capacity 12 cu. ft., weight 250 lbs 13.25 to 17.00 The listed capacity of the Fresno Scraper has been found by the author to be about twice the actual place measure capacity. TOiraUE SCRAPERS. This machine is composed of a wooden platform drawn at an angle of about 60° with the surface of the ground and the horses are hool^^ed to the pole. It is a very valuable machine for filling ditches, leveling roads or other uneven places. The author has found it an extremely economical machine for spreading top- soil which had been previously stacked in piles. It has a steel cutting edge 48 inches wide, which can be easily replaced. The weight is 120 lbs. and the price $6.15. THE DOAN SCRAPER. This machine is very useful for cleaning out and back filling ditches or leveling uneven surfaces. Manufacturers claim that it will back fill as much earth as 50 men with shovels. Price, $4.50. Keystone Drag- Scraper — Price, $12.00. Happy Thoug-ht Road Scraper — Price, $15.00. Beach All Steel Scraper for dragging dirt roads can be drawn at any angle. Price, $15.00. GRADERS AND ROAD MACHINES. The difference between graders and scrapers is that the scrap- ers pick up a load, transport it a certain distance and unload it at one place, while the road machine is used mainly for cutting off high places and filling up the adjacent low places while the machine is in motion. Another function of the grader is that of moving earth into winrows, or of spreading it from winrows in thin layers. The following machines are drawn by two horses and operated by the driver alone: 20th Century Grader (F^g. 143) is a machine on two small steel wheels, with a 6-foot blade, which may be raised or lowered, tilted or set at any angle by the driver, who occupies a seat directly be- hind the wheels. This machine is very valuable for light road grading, crushed stone spreading and for any work that does not require the very heavy standard road machin©. It weighs about 600 lbs. and costs $150.00 delivered anywhere in the United States. The Iiittle Yankee Grader (Fig. 146) is a machine weighing about 900 lbs., on four small wheels, with a blade 5% feet wide. It is used for light grading and leveling and for spreading crushed 338 HANDBOOK OF CONSTRUCTION PLANT stone. Price, $135.00, complete with diggers and fenders; $125.00 without the diggers and fenders. The Shuart Crrader (Fig. 148) is a three-wheel machine, of a type similar to the Little Yankee Grader. It weighs 525 lbs. and costs $47.50. Indiana Beversilble Boad Dragr (Fig. 150). Price $15.00. Blade 7 ft. long. Panama Road Drag" (Fig. 151). Price $23.00, with lever for changing vertical angle of blade. Humane Tong-ueless (Fig. 152). Price, $35.00, with lever for changing vertical angle of blade. Panama Junior Beversilble Leveler (Fig. 153). Price, $40.00, Adjustable for pitch and angle. Panama Senior Beversitole Leveler (Fig. 154). Price, $125.00. Adjustable for pitch and angle. The following machines need one or more men besides the driver for operation: The Steel Reversible Road Machine is made in two sizes. The standard size has a blade of direct draft and can be set at aiiy angle and can be shifted 30 inches outside of the wheels. Price, $175.00. The small size weighs 1,400 lbs. and has a 6xl5-inch> blade. Price, $125.00. The Buckeye Reversible Road Machine is made of steel, weighs 2,000 lbs. and costs $260.00. The Reversible Steel Road Machine weighs 2,400 lbs., costs $175.00 and is drawn by two horses under ordinary conditions. The small size weighs, 1,400 lbs. and costs $125.00. The American Champion Reversible Road Machine, designed for hard, rough work, weighs 2,000 lbs. and costs $210.00. The Ziittle Winner Reversible Road Ci-rader is drawn by two horses and needs one operator besides the driver. It has a blade six feet long, weighs 1,500 lbs. and costs $125.00. A Gravel Spreader was used in the construction of the Colo- rado River Levee. This spreader was built on an ordinary flat car and is of extremely simple construction. A small, well- braced tower is built in the center and on each side 8x17 in. pine stringers are firmly bolted to the side sills and to stringers laid across the top of the car body. Ten 1% in. eyebolts run up through these stringers and from these are suspended two isosceles triangular wings, one on each side of the car. These wings are raised and lowered by meang of ropes and blocks at the point of the wings and at the top of the tower and are raised by braking the car and hauling on the line by a loco- motive. On the outside the wings are faced with iron and have a reach of 15 feet. The 45-yard side-dump cars were unloaded when standing still, so that the top of the dumps on either side were from 3 to 4 feet above the tracks. In spreading this ma- terial the machine is put through the entire length at a speed from 7 to 10 miles per hour. Several trips with the wings at different heights are sometimes necessary. The cost of spread- ing material per yard is about 1/10 cent, the cost of construct- ing machine about $300.00, and its operation requires the service of a locomotive and of four men to handle the wings. GRADING MACHINES 339 Fig. 144. Fresno Scraper. 340 HANDBOOK OF CONSTRUCTION PLANT Fig. 145. f J ^L^ r- fmm f^^ i**^^? t^^rn^ ^&MmMii ^^^^.Sy^^'^-^^'^.yM ^&sS^ ""'"' ^^ ^^^^^^wH^g Fig. 146. Fig. 147. GRADING MACHINES MX Fig 148. Shuart Grader. ^ Fig. 149. Beach Ali Steei Drag. Fig. 151. Panama Road Drag. 842 HANDBOOK OF CONSTRUCTION PLAINT ^r\ ^4p^ ^ 2 ^^^^^^P|&. *"**''**''i'"'?f^^^^^^W 1 W^*' Fig. 152. Humane Tongueless Scraper. Fig. 153. Panama Junior Reversible Leveler. Fig. 154. Panama Senior Reversible Leveler. GRADING MACHINES 343 Fig. 155. McCann Spreader and Grader. Fig. 156. All-Steel Slusser Scraper. Fig. 157. Doan Scraper. 344 HANDBOOK OF CONSTRUCTION PLANT JORDAN SPREADER. On the Hudson Division of the New York Central & Hudson River R. R., where considerable double tracking work was in progress, the Walsh-Kahl Construction Company were using a dump car train and Jordan spreaders (Fig. 158) to widen out shoulders sufficiently to lay a construction track so as to clear ' i,i^i;'i^' i ^ #iv;i)';i'iv'3 jjgg^ ■ H 1 IK 1 1 Fig. 158. Jordan Spreader in Use on Four Tracking. the present main line tracks. With a good locomotive and crew a train load of 150 to 200 cu. yds. of ordinary material can be leveled so as to clear passing trains in 8 minutes and can be leveled down to 2 ft, below top of rail in from 10 to 15 minutes. The cost per day of a spreader may be estimated as follows, assuming all items liberally to insure their covering the cost in any case: Depreciation on $5,000 machine at 15 years life, 250 days per year $1.33 Interest at 5 per cent 1.00 Repairs at $50 per year 20 Labor, 1 operator 2.50 Oil, waste, etc 10 Total $5.13 This does not include cost of locomotive and crew. This will indicate what may be the cost of using a spreader. If the machine is taken care of it should be sold at the end of 15 years for a reasonable price, but no account is taken of the scrap value in this estimate. The machine can easily handle all material which can be sup- plied by trains which might be anywhere from 1,000 to 20,000 yards per day. GRADING MACHINES 345 COST OF ImEYHImING GBOUITD WITH AN EIiECTBIC DRAG SCRAPER. By James C. Bennett.* The gold-dredging industry of California has given rise to a method of leveling ground that offers possibility of a con- siderably more general application than has been developed to date. The method, by the electric drag scraper, was originated in the Oroville field, where one of the dredging companies was required by the municipality to restore to an approximately level surface the ground that it had dredged within the city limits. Although some such leveling had been done by means of horses and scrapers, prior to the development of the electric drag scraper, it had been on small tracts only, and the cost had been almost prohibitive when the acreage involved amounted to more than one or two, or possibily three, acres. A few months ago, the writer was called upon to arrange for grading a piece of ground. The work involved leveling down some piles of gravel to a grade suitable. for building lots, making a roadway 60 ft. wide by 600 ft. long, half the width being a cut and the remainder a fill, and filling a large water hole to a grade above the level of standing water. Practically all previous work had been done by owners on force account, and, since the only object to be gained was to level the ground to any con- venient grade, no attempt had been made to determine the yard- age involved, hence no unit cost was available. The nearest approach was based on the cost per acre, which ranged from $175 to $200 per acre. In this, however, it was impossible to secure any suggestion even as to the approximate yardage represented. In preparation for the proposed work, an attempt was made to determine the approximate yardage involved by a rough measure- ment, but without success. Some idea may be gained of the diffi- culties of making measurements on ground of this character from the statement that, for purposes of railroad construction in this field, it was found necessary to make cross-sections at 10-ft. intervals. An estimate based on previous acreage costs would be unreliable in this instance, owing to the necessity of working to grade. The writer and the contractors made a joint estimate of the time required to do the work. As the approximate daily expense was known within fairly narrow limits, this afforded the most equitable basis of cost. Seventy-five working days was agreed upon as sufficient time to complete the woric. This was to include lost time on account of repairs, setting deadmen, moving lines and blocks, and moving machine frorai one position to another. During, and upon com- pletion of the work, the following data were obtained : * Abstracted from Engineering News. 346 HANDBOOK OF CONSTRUCTION PLANT Daily Expenses 1 Winchman $5.00 2 Helpers @ $2.50 5.00 1 Horse (for moving lines, etc.) 1.00 133.33 kw-hr. @ 214 cents 3.00 Making a total daily cost of $14.00 Time Required No. days actually scraping 62 No. days moving lines and winch and making repairs 10 Making total days worked 72 No. working days in which no work was done 10 Making elapsed working time days 82 Costs 72 days @ $14.00 $1,008.00 Repairs, materials only 35.00 4-horse team, man and scraper, surfacing street grade, 1 day 10.00 GOO ft. second hand, 1^/4 -in. hauling line 54.00 600 ft. second hand, Ys-in. back line 30.00 Depreciation at 10 per cent 120.00 Making a total cost of $1,257.00 In the foregoing figures, as will be noticed, a charge is made against the job for the full cost of the ropes. In doing this, the job is being charged with a little more than is really legitimate, as the same ropes are good for probably two to three thousand yards additional. Also, the depreciation charge is probably lib- eral, as there is very little severe wear and tear on anything but the scraper. A close tally was kept of the number of trips made, or loads hauled, and, from time to time, the loads were measured. An average of 1% cu. yd. per trip is believed to be very nearly correct. The total amount of material moved, based on the number of trips made, was 15,300 cu. yds. The actual cost per cubic yard was thus 8.2 cents. For the 62 days of actual scraping, the average running time was seven hours per day. Average length of haul 175 ft. Average day's duty 247 cu. yds. Largest day's duty 425 cu. yds. Average hourly duty 35.2 cu. yds. The equipment consisted of a winch, motor, transformers, drag scraper, hauling and back lines, and snatch blocks. The winch was of the type commonly used on gold dredges, having been taken from a dismantled dredge. It was driven by a 50-h. p. motor, through one belt and two gear reductions, giving a rope speed — both lines — of about 130 ft. per minute. There was but one drum on the winch, having a central flange to separate the ropes. The hauling speed -proved a very satisfactory one, but the return rope should have been speeded up to, at least 150 ft., and possibly would have worked satisfactorily at 175 ft. per minute. GRADING MACHINES 34/ In fitting: up the winch for the scraping work, the original cast- iron frame was discarded in favor of a much lighter timber frame, in which skids were made a part of the machine. For transmitting power from the transformers to the motor, an armored three-conductor cable was used. This permitted the winch to be moved about the field with its own power, and made unnecessary any moving of transformers. During the execution of the work, the winch was moved twice, that is, had three posi- tions, including the original. The transformers were not disturbed after being originally connected, as the nature of the ground permitted the selection of a location within reach of the several positions of the winch. The power company made no extra charge for running the neces- sary pole line — some five or six hundred feet — and connecting the transformers and motor. The scraper was made of 2-in. planks, the cross-section being of the shape shown by the accompanying sketch (Fig. 159). The Fig. 159. Section Tlirough Bucket Used on Electric Drag Scraper. inside measurements were 18x18 in. and it was 12 ft. wide. A little experimenting was necessary at the beginning of the work to determine the correct angle at which the bail irons should be set. It was found necessary to make one or two changes of this angle during the progress of the work, owing to different conditions of ground and material. The planks were well strapped together with bar steel, and the ends were of steel plate. One, and some of the time two, pieces of rail were fastened to the top of the scraper for added weight. Both hauling and back lines were second-hand mine hoist ropes, in very good condition, but discarded for mine use in compliance with state mining laws. With the exception of one or two small portions of the work, the hauling line ran over only one snatch block, while the back line ran over three blocks a large portion of the time. A fairly liberal use was made of deadmen, it being more economical than to move the winch. 348 HANDBOOK OF CONSTRUCTION PLANT HANDLES Shov«l Handles. Net prices at Chicago for white ash "D" shovel, spade and scoop handles are as follows: Per Doz. Shovel, bent and riveted $2.55 Spade, bent and riveted 2.46 Scoop, bent and riveted ^ 2.55 Ditching spade, bent and riveted 3.00 Shovel or spade, straight, riveted 2.46 Shovel, straight, Maynard pattern 2.46 The net prices for long shovel, spade and scoop handles are as follows : Per Doz. 4%-ft., shovel, bent $2.40 4y2-ft., spade, bent 2.10 41^-ft., scoop, bent 2.40 41/^-ft., shovel, straight, Maynard pattern 2.10 Malleable "D" with wood head and malleable fork and socket can be bought for $1.00 per dozen. Malleable "D's" with iron head cost $1.25 per dozen. Tool Handles. Net prices at Chicago for tool handles in full crate quantities are as follows: Per Doz. Nail hammer, adze eye, 14-in $0.45 Riveting hammer, 12-in 40 Riveting hammer, 14-in 40 Blacksmith, 18-in 50 Blacksmith, 20-in , 60 Hatchet, regular, 14-in 45 Hatchet, broad, 18-in .60 The above are for second growth hickory with wax finish, clear and white, and free from all imperfections. They are packed 5 dozen to the case. The net prices for hickory axe handles, both single bitted and double bitted, 36 in. long, are $2.45 per dozen for extra grade and $1.25 for No. 1 grade. Rail- road pick handles, 36 in. long, can be bought at $2.88 per dozen for extra grade second growth hickory, at $2 for second growth ash, and at $1.50 for second growth hickory, plain finish. The net prices for sledge, tool and maul handles are as follows: Price per Dozen Length, Ins. Extra Grade No. 1 Grade 24 $1.00 $0.70 28 1.25 .80 30 1.40 .95 36 1.70 1.15 Grub hoe handles, 36 in. long, of second growth hickory, with wax finish, can be bought for $2.90 per dozen. Adze handles can be bought for $2.52 per dozen. Cross-Cut Saw Handles. Supplementary for one man saw, $1.00 per dozen. One man $1.85 per doz. End handles 6 to 25 cents per pair HARROWS A light gardener's tooth harrow, with runners on the upper side, costs: With 25 teeth $6.00 With 30 teeth 6.50 A common square harrow of simple but strong construction costs: With 15 teeth, for one horse $6.00 With 19 teeth, for one horse, heavy 6.25 With 23 teeth, for two horses 7.00 A hinge harrow with runners on the reverse side, made in two sections hinged together, has 40 teeth and costs $9.50. A steel disc smoothing harrow, with a frame 6 ft. 8 in. by 6 ft., has 4 sets of rollers and 58 discs, 8 in. in diameter. Price, $17.00. A flexible disc or cutaway harrow of steel, regulated from the driver's seat, costs as follows: Two horse, with twelve 12 to 16-inch discs, 6 feet wide. ... $20.00 Whiflie trees and necli yoke 1.50 A tooth harrow, original cost $25.00, averaged for repairs for 3 months, $1.30 per month. Cultivators, which cost $12.00 to $15.00 when new, averaged $1.05 per month for repairs during 3 months. HEATERS A heater consists of a steel framework (Pig. 160) the sides of which are built up of perforated shelves arranged so that the d%rforQfed Plate Fig. 160. A Portable Gravel and Sand Heater. gravel or stone drops from one shelf to another and is heated by a fire built beneath. It will dry gravel or stone up to 2 in. in size, but cannot be used for drying sand. Capacity Weight No. Cost Tons per Hour Lbs. Delivered 1 $250 6 1,600 At once 2 225 5 1,240 10 days 3 200 4 1,035 10 days 4 175 3 775 10 days A portable heater for warming stone for bituminous surfacing of highways (Fig. 161), which may be had arranged with a self- contained batch mixer and binder melting tank, consists of a revolving steel cylinder with concentric walls, engine and an oil heater with compressor for vaporizing the fuel, all mounted on heavy steel trucks. This machine has a capacity of 150 cu. yds. per day, heating stone to 250° F. It can be heated by coal, but this is not recommended. It consumes 1 gallon of oil or 10 lbs. of coal per hour. Weight with engine, 22,600 lbs.; price, $3,000; weight, without engine, 20,000 lbs.; price, $2,500. Equipped with mixer and heating tank for bitumen, $1,000 extra. 350 HEATERS 351 This machine may also be obtained in the large, semi-portaDle type for $2,850, without engine or mixer. A combination sand, stone and water heater is herewith illus- trated (Fig. 161 A). It was used to heat the materials used in constructing concrete culverts on the New York Central & Hudson River R. R. It consists of a semi-cylindrical sheet of steel 10 ft. long and 2 ft. high. One end of the arch is closed Fig. 161. and a short smokestack is erected on top. On the other end a water tank having a capacity of 97 gallons and with a radia- tion of 12 square feet is constructed. A wood fire is built under the work and the sand and gravel to be heated are heaped on the top and sides. It weighs 1,200 lbs. and can be built for about ?50.00. H SFT.V — "H f IRE END ^ COMBINED WATER. SAND AND STONE HEATER FOR OONCRETE WORK IN WINTER PLAN Fig. 161A. Combined Water, Sand and Stone Heater for Concrete Work in Winter. d52 HANDBOOK OF CONSTRUCTION PLANT HODS Mortar and Brick Hods. The net prices for wooden mortar and brick hods in quantities at Chicago are as follows: Mortar hods, carrying 150 lbs., 80 to 90 cents each, or $8 to $9 per dozen; wooden brick hods, carrying 90 lbs.: 60 to 70 cents each, or $6 to $7 per dozen. The hods have tin lined shoulder blocks and rough hickory handles. Steel mortar and brick hods can be bought at the following net prices at Chicago: Brick hods, 23x7x10 in., weighing, with handle, about 8 lbs., $1 each, or $10 per dozen; mortar hods, 24x11 %xl2 in., weighing, with handle, about 11 lbs., $1.20 each, or $12 per dozen. HOES The net prices at Chicago for garden or field hoes, forged from the best hoe steel, with 4i^-ft. selected white ash handles and 71/^ -in. blade, are» $4.35 per doz. for hoes with solid socket and $3.90 per doz. for hoes with solid shank. Grub hoes, adze eye, can be bought at the following net prices: No. Weight, Lbs. Size, Ins. Price, Each Price per Doz 1 2 3 3y. 4% 33/4x103/4 4 xlli^ 41/4x111/2 $0,295 .31 .315 $2.95 3.10 3.15 GARDEN OR FIEI.D HOES. Contractors' special caisson grub hoes, heavy pattern, 5 lbs. weight, 4 1/4x1 11/^ -in,, can be bought at the net price of 60 cts. each, or $6 per doz.; an extra heavy pattern for hard pan, 8 lbs. in weight and 3x12 ins. in size, can be bought at the net price of $1.50 each, or $15 per doz. Mortar Hoes. The following are net prices at Chicago for mortar hoes forged from best hoe steel, with 6 ft. selected white ash handles and solid shanks. Mortar hoes, weighing 45 lbs. per dozen, 55 cts. each or $5.75 per dozen; mortar mixing hoes with two holes, 60 cts. each or $6.25 per dozen. Stone Hooks. Hop or stone hooks in quantities can be bought at Chicago at the following net prices: 4-tined, diamond backed, extra heavy hook, 5 ft. handle, at $9 per dozen; 4-tined diamond backed, light hook, 4i^ ft. handles, at $5.80 to $6.80 per dozen. HOISTS Material elevators constructed so that one platform is moving up at the same time that the other is moving down are built of wood reinforced with iron. The price includes all the necessary sheaves and %-in. 6x19 crucible steel rope. Length of ,— Weight in Lbs.— ^ f -Price » Guides With Without ■ With Without (Ft.) Guides Guides Guides Guides 80 2,200 1,200 $140.00 $100.00 95 2,400 1,200 150.00 105.00 110 2,600 1,200 160.00 107.00 120 2,700 1,200 170.00 110.00 135 2,800 1,200 175.00 115.00 150 3,000 1,200 180.00 120.00 1 ■ •■ ' " -.^f^ : . '\/9B. ■ mm/ l^-j. V ^V-*^-3^' -"'Hm^^Mk 1 i ' il^s^^wM i 1 W\ ' Jf i^^^^^^^^^^?*>M* 's ^^^^^^y^j Fig. 162. The sizes, prices, etc., below are those of a bucket, rope, sheaves, etc., but do not include the engine. Size Capacity, Cu. Ft. Weight, Lbs. Price 1 2 3 4 10 20 30 40 500 750 1,000 1,250 $ 70.00 75.00 100.00 125.00 The following prices are those of a hoist which was used to deliver concrete in a %-cu. yd. bucket 175 ft. above the mixer. The round trip was made in 35 seconds, 160 cu. yds. were actually raised in 10 hours, using a hoisting engine having, a speed of 300 ft. per minute. 353 354 HANDBOOK OF CONSTRUCTION PLANT Bucket, 300 ft. of rope and friction clamps $150.00 Tower to 197 ft. high complete 450.00 Steam winch, new 650.00 The following prices are those of a hoist complete, including gasoline engine, winch and all fittings. Capacity, Lbs. Engine H. P. Speed Price 2,000 5 t per minute ) 335.00 A contractor's or builder's portable material elevator furnished with an overhead horse made of strong pine supporting the upper sheaves, and strongly braced and having two cages with ash platforms 4x6 ft. in size, costs complete with the necessary %-in. rope for the four wire guides and i/^-in. hoisting rope as follows : 50-ft. Guides .' $100.00 75-f t. Guides 140.00 80-ft. Guides 145.00 90-ft. Guides 150.00 100-f t. Guides 155.00 120-ft. Guides 175.00 A builder's hand power, double acting hand elevator with a capacity to a height of four stories of 20,000 to 30,000 brick in ten hours. Space required, 3 ft. 6 ins. x 6 ft. 3 ins. Each cage carries 2 hods. Price complete with overhead horse and sheave, winch, 2 cages, lower sheaves, rope for hoisting and guides, 10 brick hods and 5 mortar hods, $180.00. The labor cost of unloading and building an elevator tower 50 or 60 ft. high, and placing in condition ready for work, is about $50 or $60, with an extra charge of about $1 for each additional foot in height. AUTOMATIC CONCRETE ROZiZiER HOIST. This concrete elevator is carried under the mixer at the bottom and dumped into a hopper at the top, these movements being positive and automatic. The bucket is controlled by steel guide angles bolted to top and bottom ends of vertical wooden guides, whose direction controls the position of the bucket when being filled or dumped. The tower is constructed of wood throughout. Complete equipment includes bucket, wire rope sheave in bucket bail, and set of 5 angle guides. Capacity Weight Wire Rope H. P. at Cu. Ft. Lbs. Required 60 Ft. per Min. Price 12 • 445 y2-in. 9 $60.30 18 530 %-in. 12 63.00 27 665 %-in. 18 81.00 36 975 %-in. 24 90.00 HOISTS 355 COMBINATION HOIST. This is a platform elevator with a detachable automatic con- crete bucket. With the bucket removed the frame is large enough to carry wheelbarrows or carts. Complete equipment includes elevator frame and bucket assembled with wire rope sheave in bail of frame. Wooden guides control the dumping of the bucket. Capacity Cu. Ft. Weight Lbs. Wire Rope Required H. P. at 60 Ft. per Min. Price 12 18 27 36 640 750 1,000 1,150 1/2 -in. %-in. %-in. %-in. 9 12 18 24 $64.80 67.50 85.50 99.00 Hoisting frame only, $34.50, weight 435 lbs. RECEIVING UOFFEBS. These hoppers are economic when the lead from the elevator to the dump is great, as the elevator is not delayed thereby. They are easily set in place. Dimensions and prices of hoppers with gate: Capacity, Cu. Ft. Weight, Lbs. Gate Opening Price 24 30 40 54 425 465 635 725 12x8 in. 12x8 in. 12x8 in. 12x8 in. $58.50 63.00 72.00 85.50 Hopper gate only $11.70; weight 55 lbs. STANDARD SHEAVE SETS. For use particularly in connection with the foregoing concrete hoists. DIMENSIONS— OVERHEAD SHEAVE SET. Diam. of Sheave (Ins.) Diam. of Shaft (Ins.) Weight per Set (Lbs.) Size Wire Cable Price 12 14 It 50 65 %-in. %-in. $8.10 9.90 DIMENSIONS —BOTTOM SHEAVE SET. Diam. of Sheave (Ins.) Diam. of Shaft (Ins.) Weight per Set (Lbs.) Size Wire Cable Price 12 14 1 1% 36 42 %-in. %-in. $3.60 4.50 CONCRETE CHUTES. The concrete is usually elevated by hoist to a hopper placed at the proper height to give sufficient fall or head to the line, the chute leading off from this hopper by the special "Hopper End SS3 HANDBOOK OF CONSTRUCTION PLANT Fig. 163. Item No. Item Length 1703 Closed Chute 3' 1705 Closed Chute 5' 1710 Closed Chute 10' 1805 Open Chute 5' 1810 Open Chute 10' 1721 Flexible Chute 12' 6" 1722 Extra Flexible Joints 1' 9" 1723 Hopper End Section 2' 6" 1724 Turning Section 1' 5" 1725 Swivel Section 2' 1726 Remixer 2' 6" 1750 Chute Hooks Spouting made of No. 14 blue annealed steel ins. for each joint. Wt. per pc (Lbs.) Price 30 $1.80 45 2.70 83 4.95 50 2.70 97 4.95 125 9.90 17 1.44 40 2.70 22 2.00 33 4.50 67 6.75 1 .15 plate. Allow 6 HOISTS 357 Section" attached to the hopper gate. The joints are made by- Inserting the end of one chute into the end of another with three chains on one chute and three corresponding hooks on the other. The diameters of the chutes are: Open, 7% ins.; closed, 8% ins. The bail of the chute is hung over "Chute Hooks" tied to the ends of small ropes running through blocks fastened to a cable at distances corresponding to the length of chute to be used. This makes easy the adjusting of the slope of the chute, and relieves the joint of all strain. The "Turning Section" and "Swivel Sec- tion" are used for sharp turns or feeding dependent lines. The concrete is spread by the "Flexible Chute Section" the upper end of which is attached to a "Swivel Section." If found desir- able, the concrete is dropped from, the end of the line through the "Remixer," where the throwing of the concrete against the side of the box sets up a rotary movement in, and ensuing re- mixing of the mass. This box may also be used as a head chute to receive the concrete direct from the mixer when the work is below grade. The inclination of the chute at the hopper should be about 45". The subsequent grade is determined by the consistency of the mixture, the head available and the necessities of the work. The minimum grade should be about 25°, average 35°, and maximum 50°, With the closed chute a better head can be maintained. 358 HANDBOOK OF CONSTRUCTION PLANT HOISTING TOWERS A wooden tower was used for placing the concrete in a grand stand built at the University of Chicago. The grand stand was 484 ft. long by 114 ft. wide, and it was necessary to move the tower four times in order to place all the concrete. The tower was 72 ft. high and 8x8 ft. in section (See Fig. 164). A %, Ffg. 164. Movable Wooden Tower for Concrete Chuting System. HOISTING TOWERS 359 cu. yd. mixer was set on the bottom framework of the tower so that it would discharge Into a bucket, which in turn elevated the concrete to a hopper on the side of the tower, 60 ft. above. The chutes were of the open-trough type, 10x12 ins. in size, of galvanized iron, and were suspended from cables run from the tower over the grand stand. The tower was placed on 6-in. wooden rollers placed on a plank runway, power for moving being sup- plied by a cable from the hoisting engine. Six men were re- quired to place rollers, runway and cables while moving. A move of 50 ft. occupied about 4 hours. The cost of the tower, including labor and material for erection and labor for dis- mantling was about $600. COMPARISON BETWEEN TOWERS OF STEEL AND WOOD. The cost of a wooden tower is about $600. If we figure that it will be good for only one job, that job must be large enough to warrant the expenditure of $600 to avoid using the ordinary wheelbarrow method. The difference in cost of placing concrete by the two methods is usually about 75 cts. per cu. yard of concrete so that if we have a job containing more than 800 cu. yds., or say 1,000 cu. yds., the chuting system will be the more economical. If the tower is built carefully and so that it may again be erected on other work it will pay to build one for smaller jobs. It will cost about $200, however, to erect such a tower on any job, so that on a job containing less than 200 cu. yds. it would not be practicable to use a tower, especially a tower of such size. There will be no difference in the cost of concreting as between wooden and steel towers, as their operation is practically the same. The difference in first cost is the main consideration and for towers 75 ft. high this is about $400. The wooden tower can not, however, be expected to maintain its rigidity for more than a half dozen jobs and there is no doubt that if a permanent tower is desired, a steel tower will be more economical than a wooden tower after five or six jobs have been built. This is very well illustrated by comparing the cost of setting up. Assuming that the cost of the erection of the wooden tower is $200 and the cost of erecting the steel tower is $100, we have added $800 to the original cost of the wooden tower by the time it has been erected for its fifth job. The money invested in it then is $600-f- $800 or $1,400. By the time the steel tower is erected for its fifth job the money invested in it is $1,000 + $400 or- $1,400, an equal amount to that invested in a wooden tower. The wooden tower may still be in fair condition but it is reasonable to believe that the steel tower will remain in good condition for a much longer time and it will cost only about half as much to erect. We may assume, therefore, that a portable wooden tower is economical for jobs above 1,000 cu. yds. and until it has been erected five times, and that a portable steel tower would be more economical if its use is contemplated for more than five jobs. 360 HANDBOOK OF CONSTRUCTION PLANT The first towers used for hoisting concrete were naturally of wood and were located entirely within an area to which chutes could be run in all directions. Later, auxiliary towers were used in connection with very high main towers to carry concrete to a considerable distance, this distance always being controlled by the angle of the chute (about 23° to 30°), and the height of the main tower. The steel tower was primarily substituted for the wood tower to provide a permanent "knock down" structure which could be used over and over. Its rigidity as compared with the wooden tower has finally led to the portable feature. This feature makes HOISTING TOWERS 361 the steel tower more economical than wooden towers as auxiliary towers and also makes the steel tower more economical than a fixed wooden main tower under the conditions illustrated in Fig. 165, which pictures the construction of a thirty-stall concrete roundhouse for the Lake Shore & Michigan Southern Railway, and is described in Engineering and Contracting, August 2, 1912. Here, it was at first planned to build three wood towers for the construction of this roundhouse, which is 405 ft. in diameter. These were estimated to cost at least $2,200, as against $1,000 for a single steel tower, which could be moved from place to place. Other towers built for this purpose will no doubt be improved, as the experience with this one has shown to be advisable. A swivel post should be placed at the top to fasten the guys, so that the tower may be turned around more easily, and probably some sort of truck placed underneath would facilitate the shifting of the tower. Figure 165 shows the construction of the tower which is 72 ft. high. The steel work is carried on wooden skids which lie across two railway rails forming a truck. On the bottoms of the skids, where they rest on the rails, are steel plate shoes which are fitted with clamp butts for anchoring the tower to the rails. The tower is also guyed, the guys running through blocks at the deadmen. Referring to Fig. 165, it will be seen that attached to the tower is a main spcut 60 ft. long consisting of a U-shaped trough 10 ins. across at the top and 10 ins. deep, made of galvanized sheet iron. This trough is open, except at its lower end, where it discharges into the 30-ft. swivel pipe leading to the forms. The concrete can be spouted 95 ft. with this arrangement of 110 ft. with an extension pipe, which is kept at hand. This trough is supported by a light steel truss, which is shown in the photo- graph. A special feature is the support of this spout and truss by a 40-ft. boom which is rigged from the top of the tower and held in place by a steel cable running to a winch placed at the foot of the tower. The construction of the trough on top of the truss is such that the wearing parts may be easily removed an<3 replaced without disturbing the truss itself. A PORTABI.E PLANT POR MIXING AND CONVEYING CON- CRETE POR POUNDATION WORK; LABOR COSTS OP 36,000 CU. YDS. OP WORK.* The accompanying photograph (Fig, 166) illustrates a portable concrete mixing and conveying plant which was used by the Great Lakes Dredge & Docks Co. on foundation work for a blast fur- nace plant near Chicago. The concrete plant is built on a plat- form 20 ft. square which is mounted on rollers. On the platform * Data taken from a table appended to paper by Victor Win- dett, presented to Western Society of Engineers on June 7, 1911, published in Engineering and, Contracting July 5, 1911. 362 HANDBOOK OF CONSTRUCTION PLANT a 75 h. p. horizontal boiler is mounted which furnishes steam for the operation of the Ransome mixer and Lidgerwood hoist. The 1-yd. mixer is placed near the rear of the platform and a hopper bin is erected above it, which has a capacity of 10 cu. yds. of stone and 5 cu. yds. of sand. The bins were filled from cars on a parallel track, by means of a locomotive crane and clamshell Fig. 166. View of Portable iVIixer and Conveyor Used for iVIassive Foundation Work. bucket. Storage is provided for 500 bags of cement on the platform at one side of the mixer. The material from the storage bins is dumped into a 1-yd. batch hopper. From the mixer the concrete is delivered to a Ransome tower bucket which is raised 75 ft. and delivered into the chute. The chute consists of a 12- in. galvanized pipe, supported by two 80-ft. booms. From the ends of the booms lines run to equidistant points on the chute thus supporting it uniformly and keeping it in a straight line. The booms are swung horizontally over the work by hand. The lower 60 ft. of pipe is made in movable lengths of 8 ft. The plant itself is pulled along on its rollers by attaching a line to a deadman and taking it in on the hoist. The concrete work consisted of foundations for power house and blast furnace buildings. The work was started in 1910 and continued through the winter and spring of 1911. The work on the blast furnace building was massive concrete HOISTING TOWERS 363 work, the blast furnace foundations consisting of concrete slabs 50x70 ft. square, and having- a firebrick core averaging 23 ft. in diameter. There were 10,809 cu. yds. of concrete placed at a complete labor cost as given below: Sq. ft. forms per cu. yd 7.57 Sq. ft. footing surface (no forms) 8.54 Total days work 110 Actual concreting time, days 88 Labor days of 9 hours ■ 5,020 Concrete placed per day of concreting days (yds.) 123 Concrete placed per day of total time (yds.) 98.5 Labor cost per cu. yd. per day per man $ 0.46 Total cost per cu. yd ". $ 1.43 Fig. 167. The work on the hot blast stove and boiler foundations was massive work, Including 10,064 cu. yds. of concrete placed during the summer at the following cost: Sq. ft, form surface, per cu. yd 9.74 Sq. ft. surface without forms, per cu. yd 16.1 Total days wark 79 Total daj^s concreting 57 Total labor days of 9 hours 3,977 Concrete per day of total time (yds.) 128 Concrete placed per day of concreting time (yds.) 172 Cost per cu. yd. per man, per day $ 0.40 Total labor cost per yd $ 1.24 This work was done in the winter. The power house founda- tions consisting of light piers, floors and some massive piers, including in all some 3,733 cu. yds., were placed as follows: 364 HANDBOOK OF CONSTRUCTION PLANT Sq. ft. form surface per cu, yd 12.8 Sq. ft. surface without forms, per cu. yd 14.4 Total days work. . . ^ 75 Total da,ys concreting 36 Total labor days of 9 hours 2,310 Yds. concrete per day of total time 49.6 Yds. concrete per day of concreting time 103.5 Cost per cu. yd. per man per day $ 0.62 Total cost per cu. yd $ 2.02 The casting machine building foundations were built in the spring. These consisted of light piers and walls amounting in all to 1,225 cu. yds. This concrete contained no reinforcement. Sq. ft. form surface per yd 14.2 Sq. ft. surface without forms Total days work 17 Total days concreting 14 Total labor days of 9 hours 922 Yds. concrete per day of total time 72 Yds. concrete per day of concreting time 87.5 Cost per cu. yd. per man per day $0.75 Total cost per cu. yd $2.32 The work on the wharf consisted of 3,344 cu. yds. of concrete in massive work. Two rows of piles were capped with concrete forming a base for the walls supporting the rails of the unload- ing crane. This work was done in the winter and early spring. The data on the work are as follows: Sq. ft. form surface per cu. yd 6.1 Sq. ft. surface without forms, per cu yd Total days worked 24 Total days concreting 20 Total labor days 1,290 Yds. of concrete per day of total time 139 Yds. of concrete per day of concreting time 167.5 Cost per yd. per day per man $ 0.39 Total cost per yd $ 1,21 The construction of the piers for the steel trestle consisted of moderately heavy work amounting in all to 6,971 cu. yds. of concrete. The work was done in the winter and the chuting system was not used. Instead the concrete was delivered in hand pushed Koppel cars of 1 cu. yd. capacity. Sq. ft. form surface per cu. yd 8.69 Sq. ft. surface without forms, per cu. yd 14.7 Total days worked 70 Total days concreting 62 Total labor days 3,900 Yds. concrete per day of total time 100 Yds. of concrete per day of concreting time 113 Cost per yd. per day per man $ 0.56 Total cost per cu. yd $ 1.74 The general averages and totals taken from the above data furnish the following : Total j'ds. concrete placed 36,146 Sq. ft. forms per cu. yd 9.0 Sq. ft. concrete surface without forms (per yd.) 13.0 HOISTING TOWERS 365 'otal days worked 375 Total davs concreting- ^ 277 Total labor days of 9 hours 17,419 Yds. concrete placed per day of total time 96.5 Yds. concrete placed per day of concreting time 130 Cost per yd. per man per day $ 0.482 Total average cost per cu. yd $ 1.49 Included in the above labor costs Is the placing of 500,000 lbs. of steel reinforcement, or about 14 lbs. per cu. yd. of concrete, and the labor for erecting and dismantling the plant for handling the concrete. The rate of wages paid averages $0,344 per man per hour including' the entire force employed. 36C HANDBOOK OF CONSTRUCTION PLANT HORSES AND MULES The price of horses and mules varies very greatly with the locality, season of the year and also from year to year. Gen- erally speaking-, a good horse or mule costs from $200 to $350. A mule weighing 1,100 lbs. will do as much work as a horse weighing 1,400 lbs., and is less liable to sickness, can stand harder treatment, and eats slightly less than a horse. Twenty- eight mules bought in Kentucky and Missouri in 1910 were of an average weight of 1,100 lbs., average age 6 years and cost on an average of $255, including expenses of transporting to New York. As a rule a mare mule is more desirable than one of the other sex. A freight car load of horses or mules contains 22, an express car load 28. It takes about three weeks to acclimate a green animal. The annual depreciation of a horse used on con- struction work is about 15 per cent. In figuring the cost of feeding horses on construction work it should be appreciated that the horses will eat hay the whole year round, while they will require grain only during the period when they are actually work- ing. Hay necessary for one horse, for one day is 14 lbs. of hay grown by irrigation or 22 lbs. of cultivated timothy and red top or 30 lbs. of native hay. One horse or mule eats as much as three burros or jacks. The average daily feed of each horse or mule used by the H. C. Frick Coke Company during a period of six years was 26 ears of corn (70 lbs. per bu.), 6 qts. of oats and 16% lbs, of hay. A water supply sufficiently large to give 14 gallons of water to each horse should be allowed for. In the southern portion of the United States horses on large jobs may work almost every day, but in the north it is ordi- narily possible to obtain 180 days' work each year. In a Brooklyn St. Ry. cost of feeding 2,000 horses was $20.00 per month each and the depreciation per horse was considered to be 25% per annum. Besides about 4 gallons of water per day each animal consumed the following amounts of food: Feed Consumed. Total (lbs.). Oats 14,281,172 Hay 9,991,330 Straw 1,893,633 Bran 775,396 Meal 95,041 Salt 122,267 Corn 29,219 Pounds Cost per Horse. per Horse. Per Day. 7,690 $108.50 $0.2975 5,385 48.75 .1334 1,020 7.72 .0198 418 4.26 .0116 51 .85 .0023 66 .46 .0012 16 .25 .0007 $170.79 $0.4665 According to some records in Manhattan, Bronx and Brooklyn, the cost with the average number of horses kept for this period HORSES AND MULES • 367 were as shown below, the costs and averages being figured on the basis of 365 days per year: Average number of horses kept. . , .1,174 Stable rental $ 41.44 Stable labor 237.00 Feeding and bedding 171.00 Shoeing 18.36 Veterinary 5.63 ooklyn. Averages. 681 1.855 $ 19.94 $ 33.50 268.00 248.00 171.00 171. CO 17.75 18.12 9.08 6.89 $473.43 $475.77 Mr. Richard T. Fox of Chicago, in a report to the Street Cleaning Department of Boston, gives the following figures: Total number of horses owned by the department 128 Maintained directly by the department. 95 Boarded by the Sanitary Department 33 Net cost per horse per year for rent, repairs, shoeing, veterinary services, medicine and feed $517.83 Mr. Fox found that S. S. Pierce & Co., wholesale grocers of Boston paid $27.65 per horse per month for maintenance and shoeing, veterinary services and boarding in a public stable. For shoeing, the Street Cleaning Department's bill amounted to $33.43 per year per horse. He found that Pierce & Co. paid a little less than $12.00 per year for veterinary services and medicine. In constructing the water purification works at Springfield, Mass., the teaming and horse work was done mainly by teams owned by the company or hired and kept by it. The greatest number of horses owned was 43 and the greatest number hired and kept was 10. Hired horses cost $1.00 per day per horse for rent. A stable 100 ft. long by 30 ft. wide was constructed, and the equipment consisted of 20 bottom dump wagons, 6 wheel scrapers, caravans, express wagons, etc. The roads were in bad shape and had very heavy grades. All the horses were young and cost on an average $230 each, cost of shoeing and keeping these horses, including all expenses, was as follows: COST OF TEAMING WORK— 72,474 HORSE-HOURS. Buildings. Per Horse-hour. Cost of materials used in building stable $0,006 Cost of labor on same 0033 Cost of proportion of material used in blacksmith shop... .0001 Cost of labor on same 0010 Total cost of buildings $0.0104 Depreciation and Repairs: Cost of depreciation on horses, including freight $0,041 Cost of depreciation on harnesses and repairs on same 01 Cost of depreciation on wagons and repair parts for same. .01 Cost of labor on wagon repairs 0036 Total cost of depreciation and repairs $.0646 368 HANDBOOK OF CONSTRUCTION PLANT Cost of insurance $0,006 Cost of rent paid for hired horses 02 Cost of teamsters and barn men 1137 Cost of labor shoeing- $0.005o Cost of materials shoeing 002 .0057 Cost of fodder of all kinds 0845 Grand total cost of keeping horses per horse-hour actually used $0.3067 Cost of single teams per hour $0.39 Cost of double teams per liour 605 The entire cost of the stable and a fair proportion of the cost of the blacksmith shop is charged against this one season's work. Had the horses been kept for the two seasons, the figure would be reduced one-half. The depreciation on the horses represents the value of five horses lost and shrinkage in value of the remainder after one season's work. This figure would also probably show some im- provement if extended through two or more seasons. The wagons received rather severe usage under the steam shovel, and repair bills were correspondingly large. A 4-horse team averaged 16 1^ miles per day over fine macadam roads as follows: Case I. Case II. Loads per day 14 7 Length of lead, ft 3,000 6,200 Level, ft 2,400 2,400 5% Grade, ft 600 3,800 Gross load, tons 3.65 3.15 Ton 0.65 0.65 Net load, tons 3.00 2.50 Tractive force on level, lbs 255.5 220.5 Tractive force on 5% grade, lbs 646.0 578.0 Duty per day, foot pounds 16,000,000 21,000,000 Mr. H. P. Gillette has maintained teams at the following per month per team: % Ton of hay, @ $10.00 $ 5.00 30 Bu. of oats, @ 35 cents 10.50 Straw for bedding 1.00 Shoeing and medicine 2.00 $18.50 Twentj'-five horses working for a period of 12 months on road construction in San Francisco, cost per horse per day as follows: 28 Lbs. wheat hay (g) $15.50 per ton $0,215 12 Lbs. rolled barley @ 24.10 per ton 0.150 IY2 Lbs. oats @ 27.40 per ton 0.020 14 Lb. bran @ 2.20 per ton 0.003 11/3 Lbs. straw bedding @ 13.80 per ton 0.009 $0,397 Wages of stableman ($775 for 12 mos.) and hauling forage ($281 for 12 mos.) 0.113 HORSES AND MULES 369 Materia] packed on animals should be divided into two equal portions and slung on each side of the back. A fair load for a horse is 300 pounds, for a mule 200 to 300 pounds, for a burro 100 to 150 pounds, for a South American llama 50 to 75 pounds. How- ever, the proper load for a pack animal varies with the size of the animal and the condition and grade of the road to be traveled. 370 HANDBOOK OF CONSTRUCTION PLANT HOSE Rubber water hose, regular construction. , Price per Foot ^ y^ Inch Diameter. 1 Inch Diameter. 2 Ply $0.10 $0,121^ 3 Ply 121^ .20 4 Ply 15 .25 6 Ply 221/2 .371/2 Diameters run from ^ inch to 8 inches. Rubber steam hose, regular construction. , Price per Foot ^ Vz Inch Diameter. 1 Inch Diameter. 3 Ply $0.23 ' $0.35 4 Ply 28 .43 5 Ply 35 .53 6 Ply 42 .64 7 Ply 49 .75 8 Ply 56 .85 Diameters run from % inch to 3 inches. The following table shows the proper ply hose for pressures of from 30 to 100 pounds: Heat Gen- erated. 30 Lbs. =- 274° %" 3-ply 1" 4-ply 1%" 4-ply I1/2" 5-ply 50 Lbs. = 298° %" 4-ply 1" 5-ply I14" 5-ply IVz" 6-ply 60 Lbs. = 307° %" 5-ply 1" 5-ply I14" 6-ply I1/2" 6-ply 80 Lbs. = 324° %" 5-ply 1" 6-ply I14" 7-ply IVo" 8-ply 90 Lbs. =331° %" 6-ply 1" 6-ply I14" 8-ply I1/2" 9-ply 100 Lbs. =- 388° %" 6-ply 1" 7-ply I14" 8-ply I1/2" 10-ply Seamless cotton rubber lined hose. Internal diam. 1" li^" 1%" 2" 2%" 21/2" 3" 3%" 4" Price $0.17 $0.22 $0.25 $0.30 $0.33 $0.35 $0.50 $0.75 $1.00 These prices do not include couplings. Unlined linen hose costs about half of the above. Coverings for rubber hose designed to protect it from excessive wear may be woven cotton, wire wound, marlin woven or marlin wound. The disadvantages of various covers are as follows: In wire wound hose the wire is liable to cut the hose when the latter is stretched, woven cotton and marline absorb moisture and rot, marlin wound covering is liable to become loose as soon as one strand is cut. These coverings add about 15 per cent to the price of plain hose. Metal tube hose consists of a metal armor with asbestos pack- ing and a rubber coating. It is adapted for use with steam, gas, oil, or any fluid which has a tendency to cause rubber to de- teriorate rapidly. Size, diameter 1/2" %" 1" l^/d" Wz" Price per foot $0.9Q !^0.95 $1.20 $1.50 $1.80 I I HOSE 371 A flexible metallic hose designed especially for hot water is a peculiarly prepared rubber cover with non-rustable metallic armor. Size, diameter li^" 2" 214" 2%" Price, per foot $0.70 $1.10 $1.25 $1.40 A flexible metallic hose designed to withstand the action of oil and air and fitted for rough service is covered with braided wire. Size, diameter V4" V2" %" 1" l^^i" IV2" Price, sinsrle cover $0.18 $0.25 $0.30 $0.44 $0.69 $0.79 Price, double cover 22 .30 .37 .53 .79 .96 An expecially strong flexible hose is armored inside and out, adapted for hard service with drills, etc. Size, diameter ... i^" %" 1" I14" 1%" 1%" 2" 2%" 3" Price, per foot. . . $0.45 $0.55 $0.70 $0.80 $0.97 $1.25 $1.50 $2.00 $2.50 Suction hose reinforced spirally with flat wire is made with smooth bore for use on large dredges and centrifugal pumps and rough bore for use on diaphragm and small steam pumps. Internal diameter %" 1" 1%" 2" 3" 5" Price per foot, rough bore.$0.28 $0.36 $0.60 $0.92 $1.60 $3.00 Price per ft., smooth bore. .32 .40 .68 1.05 1.80 3.40 Internal diameter 6" 8" 10" 12" 15" 20" 21" Price per foot, rough bore $3.80 $6.00 $8.00 $ 8.80 Price per foot, smoothbore $4.20 $6.35 $9.00 $10.80 $16.00 $27.00 $30.00 372 \ HANDBOOK OF CONSTRUCTION PLANT HYDRAULIC MINING GIANTS The nozzles first used in hydraulic mining ranged from plain pipe or hose to simple nozzles. The first improvement in dis- charge pipes was a flexible horizontal iron joint formed by two elbows, one working over the other, with a coupling joint be- tween them. These elbows were called "Goose Necks." These joints were very defective, the water pressure causing them to move hard and "buck." The evolution of the hydraulic nozzle was from the "Goose Neck" to the "Globe Monitor"; then, suc- cessively, the "Hydraulic Chief," "Dictator," and "Little Giant." The "Hydraulic Giant" is a modification of the Little Giant, and is shown in Fig. 168. Fig, 168. Hydraulic iVIining Giant. Under high pressure the "deflector," which is fitted to the butt of the discharge and carries the nozzle, should ^he used. By means of the "deflector" the Giant can be turned with the greatest ease. In the table of sizes, weights, etc., of Giants, the column headed "Approximate Amounts of Gravel Washed in 24 Hours" is based on the assumption that the water carries about 2.86 per cent of solid material. This percentage varies widely and depends upon a number of conditions, but mainly upon the nature of the soil, direction of washing, and slope of the sluices. Under extremely favorable conditions it is possible to carry as large a percentage as 20 or 25, but in many cases the proportion of earth to water is as 1 to 200 or more. 4 Size Number. Diam. of Pipe Inlets (Ins.). ,^ Diam. of Butts vi- with Nozzle Attachment. 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I !^ ! . .0100 . . m J-^-* .iri 1 , ,lftCOlO . . ro,-H .< ^3 :' •OOO • 'OO ' TJH 10 •<*' * '50 •* jU5 O iSfl '0« ^ W^ fto" =^.000 ^ O > o ^s 0-- Jim 10 !h « m£3 m 10 j3 O Q) QJ Ki H OOOj»9---Ofa|3 OS ** '*'-•-' CS O •- rrt 1^ gl^fiol^co^ • 5 COS =^^^ O -* • c- IT w o tn «^=^_:^ ft . -^ c,3 o c^ S-, rt ^' gee- U5.-H 3 >j^. i^.S-o^-&g THGt^;-.co(SC;-a» "^ fto_cr * k;3 C« 0), Sco fl » wo +J o <^ >^ '5.-1 ?o ^^..5 Irt ■<*< ^5: 00 .OOOOOSOO .050000 •^ to O -H "^ .-H -■«-' O '^- ■ CO 3 *^"^ 5^0 * -^i'-PIJ -C-^r-H" WO ...ih ...5 o •.';;'' SS'^-J-oSsS "^c-'.'' '''''S ^.%J.';x.:.iiJ Fig. 174. fuel, a gravity feed pipe, and a burner, for use in lighting small spaces are manufactured in many varieties, but are alike in the general method of operation. A novel use of these torches was for heating green concrete sewer pipe during cold weather. Price, per dozen, 1 gallon tank, $12.00; 6-qt. tank, $15.00. LIME AND PLASTER Kew York Prices. The following are the wholesale current prices in 500 bbl. lots or more delivered to the trade in New York City. For the retail prices or prices for the material delivered to the contractor's jobs in truck load lots as required, about 25 cents per bbl. should be added to these. LIME. State common, cargo rate, per bbl @$ 0.75 Rockland-Rockport, com., per bbl .92 Rockland-Rockport, L., per bbl $1.02 .... Rockland-Rockport, special, 320 lbs 1.37 Select finish, per 350 lbs., net 1.60 Terms for Rockland-Rockport lime, 2 cents per bbl. discount, net cash, ten days for 500 bbl. lots. West Stockbridge, finishing, 325 lbs. $ 1.40 New Milford lime 1.30 New Milford (small barrel) 1.00 Hydrated, per ton $8.00 9.00 PLASTER PARIS. Calcined, city casting, in barrels, 250 lbs 1.45 In barrels, 320 lbs 1.65 In bags, per ton $8.50 10.00 Calcined, city casting, in barrels, 250 lbs 1.45 In barrels, 320 lbs 1.65 Neat wall plaster, in bags, per ton* 8.00 Wall plaster, with sand, per ton 5.25 Browning 5.25 Scratch 6.25 *When sold in bags a rebate of 6 14 cents per bag returned is allowed. 401 402 HANDBOOK OF CONSTRUCTION PLANT LOCOMOTIVES The tractive force or drawbar pull of a locomotive is its pulling strength in pounds measured by a dynamometer. The larger the cylinders and the greater the steam pressure, the greater the tractive force; the larger the diamieter of the driving wheels, the less the tractive force. Let T represent the tractive force. Let D represent the diameter of the cylinders in inches. Let L represent the length of stroke of the pistons in inches. Let 0.85 p represent 85 per cent of the boiler pressure in pounds per square inch. Let d represent diameter of the driving wheels in inches. D2xLX0.85p Then T == Example: To find the tractive force of a locomotive with cylinders 10 ins. in diameter by 16 ins. stroke, 150 lbs. boiler pressure, and driving wheels 33 ins. in diameter: 102 X 16 X 0.85 X 150 T = ^6,182 lbs. 33 4 Mr. H. P. Gillette says: "It is very commonly stated that 20 lbs. is the force required to pull a 2,000-lb. load over light rails. This may be so over carefully laid, clean track, with ties close-spaced and with car wheels well lubricated; but over the ordinary, rough, contractor's track 20 lbs. is much too low an estimate. "In the 'Coal and Metal Miners' Pocket Book' is a table giving actual results of traction tests, including several hundred sep- arate tests vmder varying conditions. From these tables I have summarized the following: Per Short Ton. Pull to start mine cars (old style) loaded 90 lbs. Pull to start mine cars (new style) empty 80 lbs. Pull to keep up 4%-mile per hour speed (old style empty) 56 lbs. Pull to keep up 4i/^-mile per hour speed (old style full). 66 lbs. Pull to keep up 4i/2-n-iile per hr. speed (new style empty) 3,0 lbs. Pull to keep up 4 V^ -mile per hour speed (new style full). 38 lbs. "The foregoing was for trains of 1 to 4 cars, but with a train of 20 cars the pull was 46 lbs. for old style cars and 26 lbs. for new style cars per short ton on a level track. The mine cars used had a wheel base of 3% ft.; they weighed 2,140 to 2,415 lbs. empty and 7,885 to 9,000 lbs. loaded. The diameter of the wheels was 16 ins., and of axles 2% ins. for old style car to 214 ins. for new style car, with a steel journal 5^/4 ins. long, well lubri- LOCOMOTIVES 403 cated in all cases, in fixed cast-iron boxes. The new style cars had better lubrication, the importance of which is well shown by the results of the tests. The track in the mine was level and in good condition. We know of no tests on car resistance of small cars that are as extensive and trustworthy as the foregoing." Based upon these data, and upon the assumption that the resistance to traction is 40 lbs. per short ton, an 8-ton dinkey is capable of hauling the following loads, including the weight of the cars: Total Tons Level track 70 1 per cent grade 46 2 per cent grade 33 3 per cent grade 26 4 per cent grade 21 5 per cent grade 17 6 per cent grade 14 8 per cent grade 10 Note: On a poor track not even as great loads as the above can be hauled. Due to the accidents that frequently occur from the breaking in two of trains on steep grades, and from the running away of engines, it is advisable to avoid using grades of more than 6 per cent. When heavily loaded, a dinkey travels 5 miles per hour on a straight track; but when lightly loaded, or on a down grade, it may run 9 miles an hour. TABLE 127. "Four coupled" saddle or side tank locomotives of any gauge from 30 ins. up, with 150 lbs. pressure, cost about as follows: fi ^ a C3 rtM <0-^^ (D O S "•^ !>' M a •<-> /-»v 2-1 m «S3w _!_, > -eo o S ^ ^ be '1 o 5x10 24 2' 9" 100 4% 1,322 $2,100 6x12 24 3' 4" 110 6 2,286 2,200 7x12 26 3' 4" 150 7 2,870 2,400 8x12 28 3'10" 200 10 3,483 2,650 9x14 30 4' 6" 250 12 4,800 2,850 10x16 33 5' 0" 400 15 6,100 3,150 12x16 33 6' 0" 500 20 8,800 3,450 The load in tons of 2,240 lbs, which these engines wiU ha.ij.l is as fgUQWs; 404 HANDBOOK OF CONSTRUCTION PLANT "O > S "O O' Bt d '?M a O On Gra'^'^ '~'^ o y2% 1% 1V2% 2% 21/2% 3% 5x10 110 52 33 23 18 10 11 6x12 200 90 55 40 30 25 20 7x12 240 115 70 50 40 30 25 8x12 300 140 90 65 50 40 30 9x14 400 185 115 85 65 50 40 10x16 515 240 150 110 85 65 55 12x16 700 330 210 150 95 95 75 "Six coupled" switching locomotives with saddle or side tanks, of any gauge from 30 ins. up, with boiler pressure of 150 lbs., cost about as follows: -e^ 1^ •=M a f — On Grade of ^ o O V2% i% 11/2% 2% 21/2% 3% 9x16 425 195 120 80 60 45 35 10x16 525 235 145 100 75 55 45 11x16 650 295 180 125 95 70 55 12x18 750 340 210 145 no 85 65 13x18 850 385 235 165 125 95 75 14x18 940 430 265 185 140 105 85 Prices of Consolidated locomoti ves with long firebox over rear driving axle, complete with tender, are about as follows: Diam. of Cylinder Drive and Wheels Wheel Weight Tractive Stroke (Ins.) Base (Tons) Power Price 13x18 37 17'10" 29 11,150 $6,900 14x18 37 17'10" 32 12,930 7,300 15x20 37 11' 9" 40 16,530 7,650 16x20 ~ 42 12' 6" 42 16,570 8,050 17x20 42 13' 0" 46 18,710 8,500 18x20 42 13' 6" 50 20,980 8,800 The load in long tons which these engines are able to pull is about as follows: c ^ S -a© c U (a •^M a U O 13x18 925 14x18 1,040 15x20 1,330 16x20 1,425 17x20 1,560 18x20 1,715 — On Grade of — ^ 1/2% 1% iy2% 2% 21/2% 3% 420 260 185 135 105 85 470 290 205 155 120 95 605 375 265 200 155 125 645 400 280 210 165 135 710 440 310 230 180 145 780 480 340 255 200 160 406 HANDBOOK OF CONSTRUCTION PLANT Mr. Andrew Harper says that the life of a dinkey locomotive used on construction work is about 20 years. During that time it will need 2 or 3 sets of driving tires, and brasses. Upon investigation of a very largo number of locomotives upon the Great Northern, Northern Pacific and other railroads made by Mr. Gillette for a railway commission, the average life of a locomotive in railroad service is not far from 25 years, so that a fair average for depreciation may be 4 per cent if figured on the straight line formula. This does not represent the life of the different parts of the engine however. On the Southern Pacific R. R. in six years there was an average of 49 locomotives out of 1,540 vacated per year or 3.2 per cent, which would establish the life of these locomotives at 31 years. From July, 1907, to June, 1908, the cost of repairing locomotives for the Isthmian Canal Commission averaged about $81,45 per month per engine valued at about $7,500, or at a rate of 13 per cent per year. Mr. R. Price Williams contributed a paper on the maintenance and renewal of average railway freight locomotives for the Institute of Civil Engineers of Great Britain, from which have been abstracted the following data on the life of various parts of locomotives: India rubber pipe. Painting. Brass tubes, steel ferrules. Crank axles, moulds, etc. Tires, pressure gauges, buffer planks, spin- dles, brass guards, wash out plugs, etc. Boiler, journal boxes and caps, brasses, brass valves and syphons, firebox shell ends, tube plate and back firebox, copper recess plates, etc. Motion cylinders, reversing catchslide blocks, blast pipe, ash pan, outside and inside springs, spring links, spring pins, etc. Lubricator, shackle, buffer plank, chains. Clock boxes, balls and clocks, feed pipes, smoke-box door, etc. Plain axles, wheels, outside cranks, balance weights, slide bar brackets, slide bars, distance blocks, eccentric rods and straps, reversing gear lever and bracket, revers- ing rod shaft, quadrant and collar, con- nection rods and straps, bolts, framing, etc. fc TENDER. 1/^ Brake blocks, hose packings etc. 3 Painting, tires, bolts and nuts for tender. 5 Oak plank. "The standard value of an engine" (on the parabolic assump- tion) "=% net cost, and the normal dilapidation % net cost. The life of locomotive tubes is a very important part of this question. Mr. W. Garstang is authority for the statement that on the Big Four the average life of charcoal iron tubes was 75,000 miles Afe in Train Miles Life in Years 10,000 80,000 100,000 120,000 V2 4 5 6 10 15 17 20 30 LOCOMOTIVES 407 and on freight service 58,000 miles taken from engines with shallow fireboxes. When the fireboxes are deep the tubes accom- plish 15 per cent more mileage. The data were obtained from No. 11 tubes weighing 2% lbs. per foot and it was the practice to continue to piece the best tubes until the weight was reduced 1.4 lbs. The average tube was pieced about 10 times before being condemned. Mr. B. Haskell, of the Pere Marquette, believes that the life of locomotive tubes varies from 5 to 9 years, depending upon the quality of water used. The tubes worked an average of 15 months in service before being removed. C. E. Queen's experience was to the effect that with alkali and Tncrusting solids in the water the tubes have failed in as short a time as 3 months, while with no scale and good water the tubes will last as long as 15 years. Mr. D. Van Alstyne, of the Chicago Great Western, says that the average run on the road was 15 months, with average life of 7 to 8 years, steel tubes being limited to 6 months' service in one engine. Life of the deep firebox is longer than that of the shallow one. Mr. Thos. Paxton, of the A., T. & S. F., does not know of a single feature of locomotive maintenance subject to wider variation than tubes. On the Middle Western division of that road, in freight service, it was difficult to get 18,000 miles per tube, while on the west end of the Chicago division 80,000 miles was obtained. In the year 1907 the cost of maintenance of engines on several representative American railroads was as follows: Maintenance Maintenance Maintenance of Loco, per of Loco, per Ton of Loco, per Year Train Mile of Fuel Burned Atchison .. .$2,875 '12.50c 1.9c Chi. & Alton 2,599 9.85 1.16 D., L. & W. 1,460 8.16 .>731 These show an average of a little over $2,000 per locomotive per year, which is probably not far from 20 per cent of the original cost of each engine. LOCOMOTIVE REPAIR COSTS, PANAMA. The cost of repairs to locomotives, 286 in service, at Panama for the year ending June 30, 1910, was as follows per locomotive: Item Cost Labor $ 818 Material 316 Total $1,134 The total cost of repairs during the 6 months ending June 80, 1910, for 31,955 days' service was an average of $6.94 per loco- motive per day. The following is a detailed statement of the cost of repairs 408 HANDBOOK OF CONSTRUCTION PLANT to engine No. 7, Dansville & Mt. Morris R. R., under the charge of the author. This engine had been operating for over a year with nothing but minor repairs and was no longer in fit condi- tion for regular operation. These repairs include a pretty gen- eral overhauling and are about what would be necessary, aside from minor work that can be done by a roundhouse man, to keep it in fair condition for one year with a performance of about 15,000 miles. This is on a small railroad in the central part of New York. The tractive power of this engine was 11,100, the total weight 43 tons, and the weight on the drivers 29 tons. 4 New flgd. steel tires 57%-in. W. C. 5i^x3i^, 4,496 lbs @ 2% cents $123.64 110 New steel tubes 2"xl0'-6i^", @ .10 Vs-tt 117.44 54 New safe ends for tubes, @ .08 4.32 170 New copper ferrules %x2x2y8", 10 lbs. @ .22 3.96 176 New copper ferrules %xl 78x2 5/32, 35 lbs. @ .23i^... 8.20 ,42 New stay bolts iix7, @ .08 3.36 8 New stay bolts, 1x7", @ .09 72 5 New stay bolts W' iron, 10 lbs. @ .05 1/10 51 13 New T^s" twist drills (broken drilling stay bolt holes) . 1.30 2 New sheets ^^" tank steel (tank bottom), 820 lbs. @ 1.96 16.17 1 New sheet t%" tank, 52 lbs. @ 2.20 1.14 2 New sheets C. R. jacket steel No. 22x28x72", 55 lbs @ 2.80 1.55 1 New C. I. driving box shoe and wedge, 60 lbs. @ .02 1/^ 1.50 Babbitt metal for crossheads, IVz lbs. @ .22 1.65 Wrought iron, 72 lbs @ .O214 1.62 1" gas pipe, QVs ft 21. 1 Air hose complete with couplings 2.00 2^^" tank hose, 3 ft. @ .56 1.68 1 1" brass plug cock .60 18 1/^x2" bolts with nuts and washers, .06 1.08 32 %-li/^" bolts with nuts and washers, .01% 48 21 %-l" bolts with nuts and washers, .Oli/^ 32 2 %xl5" bolts with nuts and washers, .07 .14 4 %x9" bolts with nuts and vashers, .05 20 6 %" nuts 13 6 %" washers 03 Nails 20d., 1 lb. .03, lOd., dp 1 lb. .03 06 Rivets, %x%, 9 lbs 66 Rivets, %x%, 24 lbs 1.43 Rivets, %xl, 2 lbs 10 Rivets, %xl%, 2 lbs 10 2 16" square bastard files, @ .16 32 1 16" half round bastard file 18 6 Candles, @ .02% 15 1 Hacksaw blade .10 Coke, 60 lbs 45 % Cord wood (heating tires) 1.00 Wool waste, 12 lbs (§) .04% 54 Tar paper, 38 ft 13 1 Ball lamp wick 09 1 Sledge handle 12 31 Sheets sand paper .22 3 Sheets emery cloth ." 07 Powdered emery, 1 % lbs .08 4 Pieces finished pine 2x6x19 ft 2.16 6 Pieces finished pine 2x8x19 ft 4.44 3 Pieces finished pine I%xl0x9 ft 1.17 1 Piece finished oak 2x9x13 ft 1.30 1 Piece finished oak 2x8x10 ft 83 Asphaltum, 1% g 32 Gloss black, % g 23 LOCOMOTIVES 409 Drop black, 8 lbs 1.96 Cab green, Vz E- • ■ • 1.03 Turpentine, 1 g .80 Linseed oil, ^4: §' -12 White lead, 2 lbs 17 Red lead, 2 lbs 24 Japan dryer, \i g .23 Varnish, li^ g 3.06 Filler, 5 lbs 50 Russia jacket finish, 1 g 2.50 Black engine finish, li^ g 3.03 Aluminum leaf .20 Cylinder oil, 1 g .41 Engine oil, 2i^ g 45 Black oil, 1 g 15 Valve oil, 1 g .14 Kerosene, 4 1/^ g .51 Benzine, 4% g 70 R. R. ticket for messenger 7.00 Total » $333.40 Applied labor, 1,540 1^ hours $347.67 Overhead 80 per cent labor 278.14 625.81 $959.21 10 per cent 95.92 $1,055.13 Credit for scrap, as follows: 4 Steel tires, 2,450 lbs @ 12.50 C. T $13.67 Tube and tube ends, 404 lbs. @ i/^-cent lb 2.02 92 Second-hand tubes, 2"xl0'-0", @ .10^^ 96.60 Copper ferrules, 8 lbs. @ .lOVa lb 84 Stay bolts, 28 lbs @ i/^-cent lb 14 Tank steel, 674 lbs. (g) i^-cent lb 3.37 C. I. shoe and wedge, 52 lbs. at %-cent lb 26 Brass plug cock, 1 lb 07 116.97 $937.50 This included the following items of repair: Examine and repair brasses. Two second-hand wheel centers. New 31/^ -in. tires. Examine crank pins. Take up side motion in driving boxes. Turn engine truck tires Examine driving box brasses. Examine cylinders. Examine valves. Examine front end. New studs for front door ring. Cross head gibs babbitted. Remove flues and copper both ends when replaced. Examine stay bolts and drill tell-tale holes. Examine boiler as per form No. 2, Public Service Com. and examine all corners of mud ring for leaks. Examine flue sheet. Test steam gauge and pops. Take out %-in. air pump dry pipe and replace with 1-in. Examine tender bottom, probably renew. Stay sheets in tank gone, replaced. 410 HANDBOOK OF CONSTRUCTION PLANT LOCOMOTIVE CRANES These machines are commonly steam driven, but may be ar- ranged for driving by electricity. Steam cranes are usually equipped with double, cylinder engines. The several motions of rotation, transfer on the track, moving the load and boom, are ordinarily accomplished by use of friction clutches; the engine then being of the non-reversing type. The boiler is placed behind the engine, thus serving to counterbalance the crane. The fuel and v^^ater tanks are also placed in the rear for the same purpose. The following are the usual specifications: Gauge of track 4 ft. SVz ins. or 8 ft. Boiler pressure 100 lbs. to 125 lbs. Cut-off 6/10 to 8/10 of stroke Revolutions per min. (engine) 80 to 200 Car wheels 24 in. diam. Track speed 300 to 500 ft. per min. Track power, level track ■. 3 to 4 loaded cars Slowing speed 4 revolutions per min. Owing to the limitations of the counterweight the crane will raise its greatest load when working at its shortest radius. These cranes are generally able to pull several loaded cars on level track. The boiler should be large in order to demand 'only occasional attention from the operator. One type of locomotive crane is made in two regular sizes; 10 and 20-tons at 10 ft. radius, without counterweight. These machines are made in 3-ft. 6-in., standard, and 8-ft. gauges, with 4 or 8 wheels. The manufacturers claim the following points of superiority. Base of semi-steel casting, not of built-up members; turntable without a kingpin, but mounted on 20 to 30 dust-proof rollers; friction clutch; and, on the 8-wheeled machine, a reciprocating drive shaft which drives always on both trucks, while allowing them to pivot. The price of these machines fitted with the standard 30-ft. radius boom is as follows: Lbs. 10-ton, 4 wheeled $5,250 Shipping weight 60,000 10-ton, 8 wheeled 6,600 Shipping weight 80,000 20-ton, 4 wheeled 6,250 Shipping weight 80,000 20-ton, 8 wheeled 7,385 Shipping weight 95,000 Note: Working weight from 2 to 3 tons additional. With lifting magnet and generator the cost is about $1,000 to $2,000 extra. A special hoisting drum, by which a clam shell or orange peel bucket may be hoisted and opened at the same time, costs about $250 extra. The 10-ton machine will hoist 5 tons at 20-ft. radius without counterweight, and 10 tons at 50-ft. radius with counterweight. The 20-ton machine will hoist 10 tons at 20-ft. radius without counterweight. The boilers and engines are of vertical type. MACHINE TOOLS I^ATHES. Twenty-four-inch swing, 12-foot bed engine lathe, compound rest, power cross feed, steady rest, two face plates, friction countershaft, 2-in. hole through spindle and cabinet legs. This machine is made by the H. C. Fish Machine Works, Worcester, Mass., and weighs 5,500 lbs. A second-hand machine of this kind can be bought for $375. Harrington Eng. Lathe : 25-in. swing, 12-ft. bed, compound Fig. 175. McCabe's Patented "2-in-1" Double-Spindle Lathe. Srtnall Size, 24-40-Inch Swing. rest, power cross feed, complete with countershaft and full equipment. Price, $375. Pond engine lathe: 26-in. swing, 10-ft. bed, complete, $500. McCabe's Patented 2-in-l double spindle lathe: 24-in.-40-in. (See Fig. 175), bed 12-ft. long, that turns 5 ft. between centers, triple geared, complete with countershaft and full regular equip- ment. This machine has back gears, hand and power feed, auto- matic stop, quick return, wheel and lever feed. Spindle is coun- terbalanced. The table has vertical adjustment on column by means of handle operating gear in rack. Shafts are made of steel. Gears are cut two to one and cone has four steps, 3f| inches to 8 1^6 inches diameter. Price $970. A new 20-in. Davis Upright drill, with back gears, power feed, quick return and automatic stop. This weighs 700 lbs. and the price net is $90. Fig. 176. A No. 2 Merriman Standard Bolt Cutter (Fig. 177), to thread 411 Fig. 176. 20-inch Davis Upriglit Drill. Fig. 177. Merriman Standard Bolt Cutter. Size No. 2= 11/2-inch Plain Machine. 412 MACHINE TOOLS 413 bolts or tap nuts %-in. to li^-in. right or left hand, weighs 1,200 lbs. and can be bought second-hand for $175 net. A single end-punch or shear weighs about 4,500 lbs. and will punch 1-in. hole through i/^-in. plate or will shear 4-ln. x i^-in. bars. A second-hand one will cost $300 net, while a new one would cost about $500. A new Curtis & Curtis 4-in. pipe machine for hand or power takes from 1-in. to 4-in,, right or left, weighs 525 lbs. net or 650 lbs. gross, and can be bought for $170 net. A new No. 5 Champion three-geared ball bearing Upright, self- feed blacksmith post drill weighs 240 lbs. and costs $18.50 net. A new circular saw, with wood table, weighs about 300 lbs. and costs $50 net. A new 30-in. band saw with iron table weighs about 850 lbs. and costs $100 net. Grindstone, machinist's: 30-in., heavy, mounted on an iron frame, with shield and water bucket, weighs about 1,500 lbs. and costs new about $50. 414 HANDBOOK OF CONSTRUCTION PLANT METALS Miscellaneous Metals. Small lots of metal and metal products can be obtained from jobbers in New York at the following prices: Per Lb. Bismuth ,. ... $2.25 Brass tubes, iron pipe sizes: V2-in 19 % to 3-in 18 oV2-in ; 19 4-in 20 Brass, sheets 141/^ Brass, rods 14 1| Solder, % and %, guaranteed 24 ' Zinc, sheets .- .08 1^ Manganese bronze rods 16 Manganese bronze in crucible form 14 Monel metal, ingot 16 Old Metals. Miscellaneous lots of scrap metal amounting to about a ton can be sold to dealers in New York at about the following prices: Cents. Copper, heavy and crucible , 10.75 to 11.00 Copper, heavy and wire 10.50 to 10.75 Copper, light and bottoms 9.75 to 10.00 Brass, heavy 7.25 to 7.50 Brass, light 5.75 to 6.00 Heavy machine composition 9.75 to 10.00 Clean brass turnings 7.25 to 7.50 Composition turnings 8.25 to 8.50 Lead, heavv 3.75 Lead, tea 3.50 Zinc, scrap 4.00 Mineral Wool. New York City price that contractors or builders would pay for mineral wool is $21 per ton. The material is packed in bags which are charged extra at 12 cents each. For the middle west prices are as follows: Car load lots, f. o. b. factory. South Milwaukee, Wis., $12 per ton; less than car load lots, $14 per ton. The above prices are all subject to change on short notice and are here given for purposes of rough comparison only. MIXERS Concrete mixers are usually divided into three classes: (I) Batch mixers, (2) Continuous mixers, and (3) Gravity mixers. In batch mixers the ingredients of the concrete in a proper amoui:«,t or "batch" are placed in the machine, mixed, and discharged before another batch is placed in the mixer. In continuous mix- ing, the materials are allowed to enter the machine and the con- crete to discharge continuously. Gravity mixers consist of es- pecially constructed hoppers, troughs, or tubes so arranged that the ingredients flowing through them under the influence of gravity are mixed together into concrete. 1. Batch mixers are commonly of two types: One, that in which the drum is tilted in order to discharge the mixture; the other, that in which the drum is not tilted, but the concrete on being raised in the mixer by the mixing paddles drops on the inner end of a discharge chute which conveys it to wheelbarrows or other placing devices. The following prices, etc., are those of a tilting mixer in which the drum, supported on horizontal axes, is tilted in order to dis- charge the concrete. The drum of this machine is formed of two truncated cones with their large ends joined and the con- crete is mixed by means of steel plate deflectors: No. No. 1 No. 2 No. 2i^ No. 4 No. 5 Listed capacity (yds. per hour) 9 20 30 39 46 62 Horse power required.... 4 6 8 10 15 19 Weight on skids with pulley 1,740 2,500 3,600 4,400 6,200 7,900 Weiglit on trucks with pulley or gears 3,200 3,650 4,750 5,500 7,400 Weight on trucks with steam engine and boiler 3,750 5,600 7,200 8.600 11,400 Weight on trucks with gasoline engine 4,000 5,100 7,400 9.300 Price on skids with pulley.$300 $410 $525 $575 $720 $875 On skids with steam engine 415 540 690 765 935 1,135 On skids with engine and boiler 565 725 9p0 1,000 1,220 On skids with gasoline engine 615 855 1,050 1,220 On trucks with pulley... 350 480 610 665 820 On trucks with steam engine 465 610 760 840 1,025 On trucks with engine and boiler 615 780 965 1,085 1,315 On trucks with gasoline engine 665 925 1,115 1,285 Another type of tilting mixer is one in which the drum is supported on a frame and in discharging the frame is tilted, thereby tilting the drum. The following prices and capacities, etc., are those of a machine of this type whose drum is cubical in shape, and the mixing is done by the "folding" of the ii^» gredients caused by this peculiar shape: 415 t- (M CO r-i c^ "^t- Jo '-< '-I «'<="=' o T-lrHCOlOC^i-ICOCO^^^ ^^ lOlOM r-l o> t- 1- 00 oooooooooo oooooooooo loioM oooooooooo oco 00-!tiT-i »0 CO^CO lO C^ 00 U5 K5 O CO Cq N C-^aTi-ro'crair-rcOCOr-r TjTr-T ] 00 L-- GO t^ 00 loioo Oi t- O u;>cOi-i OOOOOOOOOO oooooooooo ■^Lnco<5ic3 00iftcooioo lo t- OS i> w co*oo"o'oo t-^ oo ot- coco v^M vKI 5 t i •-'^ '^ ooc^ tH -!ti tn CO 00 00 1- oo lA i-( CO CO CO t~ ^ ^ THOqiH tH 00 -* tH rH CO ^ ^ ^ -*l 'OOOOOOOOOO oo ^oooooooooo oc- J T-H 03 oo Oi C^ i-iiH l>- oo 00 T-(CD ■ CO -^'lo •'*' TjTto CO i> CO 1X5 w CO CO 00 CO- (lOrflOOCOCO r (MOCOt-1 r ](35 005 oo ooo OIOL.O lO^ co(^^ ,J^ OOOOOOOOOO rvO oooooooo /-,COC~00 7H|>.0-^-»tiOO-^tl oo )Ot- (00 CO ; cq CO 00 ■* CO CO ^i-i ;:?? ;:?? >>c?^i:5lisS"°°i^Sooo dp : o c ;: • '3 ti -5=1 ^ £ J 416 MIXERS 417 Two examples of the non-tiltini given below. typo of batch mixer are Catalog Number. No. 5. Size of batch in yards 1 % Listed capacity in yards 20 Horse power of engine 6 Horse power of boiler 7 Horse power of electric motor IVz Horse power of gasoline engine 6 Weigiit on truck, engine and boiler 6,300 Weight on truck, gasoline engine 5,400 Weight on truck, electric motor 5,100 Weight on truck, engine only 5,100 Weight on truck with pulley 4.300 Weight on skids, engine only 4,600 Weight on skids with pulley 3,900 Weight of power loading skip 900 Price on trucks, engine and boiler $740 Price on trucks, gasoline engine 765 Price on trucks, electric motor 765 Price on trucks, engine 645 Price on trucks with pulley - 555 Price on skids with pulley 520 Price on skids, engine ., 605 Price of power loading skip 160 No. No. 7. V2 1 30 40 8 12 10 15 10 9 8,200 10,000 6,800 6,200 j 6.200 8,000 i! 4,600 5.800 ij 5,600 7,300 i 4,600 5,800 1,100 1,800 $910 $1,150 945 1,215 945 1,170 1 7ao 875 1 630 740 585 675 ' 1 700 810 200 270 1 A No. 6 batch end discharge mixer versible tractions, steam power, price record of 20 cu. yd. per hour for 37 pavement work. of above make with re- complete $lj535, has a working days on street Catalog Number. 7 10 Size of batch, cu. ft.. 7 10 Capacity per hr. in yds. 7 10 H. P. of engine 4 6 H. P. of boiler 6 7 Weight on skids, pulley 1,500 1,600 Weight on skids, engine 2,100 2,450 Weight on engine and boiler 3,500 4,200 Weight on gasoline engine 2,900 2,300 Weight on motor 2,600 2,800 Extra weight of trucks. 525 525 Price on trucks, pulley. $325 $400 Price on trks., engine.. $500 $600 Price engine and boiler. $670 $780 Price gasoline engine... $695 $845 Price motor $700 $870 Weight of batch hopper 230 260 Price of batch hopper.. $45 $oO Price of pivot hopper.. $220 $250 Water measuring tank . . 20 20 Number 14 21 28 40 80 14 21 28 40 80 14 21 28 40 80 6 8 12 20 35 9 12 15 25 50 2,400 3,500 4,500 6,700 13,000 3,600 5,200 6,500 9,800 18,900 5,600 7,600 9,400 15.,000 25,800 4,300 6,500 8,100 4,100 6,000 6,300 9,900 18,400 600 700 725 775 $460 $550 $600 $750 $1250 $700 $845 $1005 $1350 $1900 $940 $1180 $1400 $1800 $2550 $980 $1185 $1300 $920 $1135 $1250 $1760 $2500 300 450 500 570 1290 $53 $56 $68 $75 $125 $265 $280 22 25 25 30 35 Above prices include trucks, except No. 40 and No. 80. $60.00 when trucks are omitted. Deduct Special Machines Steam Type 1 street mixer No. 14, with loading skip $1,600 Type 2 street mixer No. 14. with loading skip Combination mixer and hoist No. 21 1,800 Electric Gasoline $1,575 1,575 1,750 $1,650 1,650 1.800 418 HANDBOOK OP CONSTRUCTION PLANT VERY SMALL GASOLINE-DRIVEN MIXES. This machine (Fig. 178) consists of a steel channel frame mounted on steel wheels. The drum is of very simple con- struction, the bottom being a semi-steel casting, and upper part sheet steel. The top of the drum is open, and the charging and dumping are performed through this opening, the drum tilting to the side as desired. The manufacturers state the output as 25 cu. yds, per day, mixed and placed with a gang of 6 men. The size of the batch is 3-4 feet. Weight of machine, complete. 1,250 lbs.; price, $194, f. o. b. factory in Iowa. A few mixers are made for operation by hand or horse power. These are especially of use in sidewalk work or in any con- struction which demands well mixed concrete in small amounts and quantities. Following are the details of hand operated mixers which are valuable on work where they can be placed directly over or alongside the forms. Hand Mixer. 1. Drum is cylindrical, suspended in chains. In- terior of drum is divided into chambers and the batch is mixed by being poured from one to another when the drum is rotated by two men. When the drum is rotated in a reversed direction the concrete is discharged. Weight 800 lbs.; capacity 3 cu. ft. per batch and 25 batches per hour; price $150, f. o. b. factory. 2. Drum is cubical, carried directly on the axle, but so ar- ranged that it may be thrown out of gear and operated as a cart. A batch is 2.7 cu. ft., and the manufacturers claim a capacity of 15 cu. yds. per 8-hour day with two operators. The weight is 400 lbs. and price $100, f. o. b. factory. Continuous Mixers are constructed in two general forms. One MIXERS 419 in which the ingredients are placed in hoppers and automatically fed in proper quantities to the mixing trough, the other in which the materials are shoveled or otherwise placed directly into the mixing drum. The tv/o examples given below are of the first form, but can also be furnished without automatic feeding devices at a slightly lower charge. TABLE 127— CONTINUOUS -MIXERS. Listed Capacity per Hr. Weight (Cu. Yds.) Price Equipment (Lbs.) No. 1 Two hoppers 6 $ 650 Gasoline engine, 5 H. P 3,600 775 Steam engine, 5 H. P. and 6 H. P. boiler 5,050 775 5 H. P. electric motor.. 3,240 No. 2 Three hoppers 7 745 5 H. P. gasoline engine. 3,800 765 5 H. P. steam engine and 6 H. P. boiler 5,250 785 71/2 H. P. electric motor 3.625 No. 21^ Three hoppers 12 965 9 H. P. gasoline engine 6,150 965 6 H. P. steam engine . and 7 H. P. boiler... 7,145 ' 990 71/2 H. P. electric .motor 5,385 No. 3 Three hoppers 16 1,235 8 H. P. steam engine and 10 H. P. boiler.. 9,160 1,260 10 H. P. electric motor 7,160 1,325 With steam traction.. 9,950 No. 4 Three hoppers 25 1,575 12 H. P. engine and 15 H. P. boiler 13,500 1,710 With steam traction.. 15,000 Listed Capacity per Hr. Weight (Cu. Yds.) Price Equipment (Lbs.) 3 H. P. engine 1 12 to 15 % 800 On truck with boiler 4 H. P. boiler ] and engine 3,000 3%H. P. engine 12 to 15 675 On truck with gasoline engine (pump $25 extra) 2,500 6 H. P. engine 15 to 18 1,050 On truck with gasoline engine 2,700 COMPABISON OF RENTED AND OWNED CONCRETE MIXERS. From Engineering Recordj New York, The figures in the accompanying tables have been compiled from the records of the Aberthaw Construction Company, of Boston, who ran a ledger account for each mixer. The oldest mixer is nearly seven years old. The original cost, repairs, and other expenditures are charged against the machine and it is credited with so much per day for the elapsed time it is on a job. This rental credit is based as nearly as possible on what it would cost to rent this plant instead of buying it outright. 420 HANDBOOK OF CONSTRUCTION PLANT Interest is figured at tlie rate of 6 per cent per annum on the original purchase price and compounded annually Jan. 1. All the figures are brought up to Jan. 1, 1910, and the inventory value of the machines taken at this date. The yardage is a very close approximation of the actual amount mixed. Comparison of the owned and rented plant costs for each mixer shows that there is very little saving by owning the mixers when they are over 5 years of age, as in the cases of Nos. 2 and 3. In fact, No. 2 shows a Small balance in favor of renting. On the other hand. No. 6, a comparatively new machine, working on large yardage, shows a less economy than No. 3. Mixer 4, owned a little less than 4 years, rented 62.7 per cent of the time and working on comparatively small yardage, such as reinforced concrete buildings, shows the largest economy from an owner's standpoint. I. — FIRST COST AND REPAIRS FOR FOUR MIXERS. (Actuallj^ Owned) Mixer No. 2 3 4 6 Totals Date of purchase. 8/18/03 6/10/04 6/7/06 6/5/07 Original cost .... $ 625.00 $ 975.00 $ 975.00 $ 935.00 $3,510.00 Interest at 6% to Jan. 1, 1910 281.51 368.90 220.57 153.37 1,024.35 Repairs to Jan. 1, 1910 941.87 350.29 216.43 437.01 1,945.60 Total cost to Jan. 1, 1910 1,848.38 1,694.19 1,412.00 1,525.38 6,479.95 Inventory value Jan. 1, 1910 125.00 325.00 400.00 500.00 1,350.00 Net cost to Jan. 1, 1910 1,723.38 1,369.19 1,012.00 1,025.38 5,129.95 Total yds. mixed. 12,350 15,500 10,500 19,000 57,350 Plant cost per yd,. $0.1395 $0.0883 $0.0964 $0.0540 $0.0894 II.— RENTAL CREDITS FOR FOUR MIXERS. Mixer No. 2 3 4 6 Totals Days owned to Jan. 1, 1910 2,325 2,029 1,302 936 6,595 Days rented to Jan. 1, 1910 827 718 816 536 2.997 Per cent of days rented 28.1 28.3 62.7 57 45.4 Rental rate per day $2.00 .$2.25 $2.25 $2.25 Total rental to Jan. 1 $1,655.00 $1,616.25 $1,836.25 $1,204.50 $6,311.00 Total yds. mixed. 12,350 15,500 10,500 19,000 57,350 Plant cost per yd. $0.1340 $0.1042 $0.1748 $0.0634 $0.1100 III.— COMPARISON OF OWNED AND RENTED PLANTS. Mixer No. 2 3 4 6 Totals Plant cost per yd.. Table 1 $0.1395 $0.0833 $0.0964 $0.0540 $0.0894 Plant cost per yd.. Table 2 0.1340 0.1048 0-:i748 0.0634 0.1100 Per cent saving by owning plant, based on rental ,,^ ^,„ ho«« cost 4.1 15.25 44.8 14.7 18.72 MIXERS 421 The cost of unloading and placing in condition for worli averages about $65 to $75 per mixer. Gravity Mixers. The most common form of gravity mixers consists of two or four small hoppers (depending upon the size of the mixer) set upon a frame support, which latter also carries a platform on which the men are stationed to load the materials into the hoppers. Below these top hoppers three large hoppers are set, one below another. To operate the mixer after the top hoppers have been charged the gates of these are opened. .j!^ iSB. i- ^ I ..#:■ ^4^ ^^^^SSS ^kmm^&'s Fig. 179. Showing an Arrangement of the Mains Concrete, Mixer. and material allowed to pass into the hopper below, where it is caught and held until this hopper is full, upon which the gates are opened and the material allowed to flow into the next lower hopper and so on until the concrete is received in the bottom hopper ready to be taken to the forms. This is properly a batch mixer, but the charging is carried on while the material is being mixed in the lower hoppers. Only the metallic parts of this mixer, that is, the hoppers, chutes, gates, etc., and not the wooden framework, are furnished by the manufacturer. 422 HANDBOOK OF CONSTRUCTION PLANT Stationary Gravity Concrete Mixer. (Figs. 179, 180) Small size, capacity % cu. yd. per batch, weight of metallic parts 2,840 lbs. Price, f. o. b. nearest station, $1,250. Medium size, capacity lYz cu. yd. per batch, weight of metallic parts 7,060 lbs. Price $1,400. This type of mixer is also made portable (Fig. 181) and is A_ Fig. 180. I operated by being raised with a derrick or elevator. The capacity of this small machine is about six cu, yds. per hour and % cu. yds. per batch. Weight 1,400 lbs., complete. Minimum height 12 ft. Price $550. Output of Mixers. On well organized work a batch every two minutes, or 30 batches an hour, should be averaged. The real capacity of any mixer is usually determined by the speed with which the materials are delivered and taken away. In regard to mixer efficiency I can do no better than to quote from Gillette and Hill's "Concrete Construction": "The most efficient mixer is the one that gives the maximum product of standard quality at the least cost for production." Mr. Chas. R. Gow, in a very complete paper read before the Boston Society of Civil Engineers, gives the cost of concrete crushing, mixing and placing plant. Fig. 181. Portable Gravity iVIixer. 423 424 HANDBOOK OF CONSTRUCTION PLANT This plant is shown in Fig. 182. The engine used was a -40 H. P. gasoline engine, but a 25 H. P. was all that the plant required. The crusher was a 10x20 in. jaw crusher which was fed by hand with stone dumped by teams on the crusher platform. The gravel and sand were dumped on the platform and shoveled on to an inclined grating which allowed the sand to drop into a 34-ft. bucket elevator, while the larger gravel was chuted to the crusher and thence to the elevator. The rotary screen separated the sand and stone into bins from which it dropped to a measur- ing hopper and thence to a skip car. This car was provided with Fig. 182. Plan of Screening, Crushing and IVIixing Plant, Spring- field Filters. the proper amount of cement from a hopper and was hoisted up the incline and its contents automatically dumped into a one- yard mixer which discharged into a one-yard hoisting bucket on a flat car. These cars, which had room for one empty and one full bucket, were drawn by cables along a track to the placing derricks, of which there were two, with 75-ft. guyed masts and 80-ft. booms. This plant cost about $5,000 at the factory, $600 for freight and transportation and $3,900 to install and maintain in working condition; total cost, therefore, $9,500. It was capable of mixing 60 cu. yds. per hour, but actually mixed less than 15. The total number of yards of concrete placed was 13,282, which was less than the smallest amount necessary to make the use of such a plant economical. MIXERS 425 Cost per cubic yard for crushing, mixing and placing : Transporting to Work: Per Cu Yd. Freight of plant to Westfield $0.0139 Cost of unloading plant from cars 0.0148 Cost of teaming plant to Avork 0.0161 Total cost of landing on job $0.0448 Final Removal of Plant: Cost of labor dismantling and loading $0.0302 Cost of teaming to railroad , 0.0100 Cost of freight returning 0.0043 Total cost of removing plant 0.0445 Erecting and Maintaining Crusher and Concrete Plant: Cost of labor $0.1725 Cost of materials and supplies , 0.1139 Cost of miscellaneous teaming 0.0054 Total cost of erection and maintenance of plant 0.2918 Cement Storehouse, 50 Ft. by 25 Ft.: Cost of materials used $0.0205 Cost of labor building. . 0.0120 Total cost of cement house 0.0325 Erecting, Moving and Removing Derricks and Hoisters: Cost of labor $0.1008 Cost of miscellaneous supplies 0.0033 Cost of miscellaneous teaming 0.0011 Total cost of derricks 0.1052 Depreciation on :piant: Cost of depreciation on concrete plant $0.1003 Cost of depreciation on crusher plant 0.1370 Total depreciation 0.1052 Coal and Oil Used in Mixing and in Operating Derricks: Cost of coal $0.1222 Cost of oil 0.0110 Total cost 0.1332 Grand total cost of crusher and concrete plant $0.8893 A large portable plant for crushing, mixing and placing con- crete on the Catskill Aqueduct is described in Engineering and Contracting, Vol. XXXIV, No. 23. This plant was designed to build 3 lineal feet of aqueduct per day, but improvements and efficiency of the crew increased the capacity to 60 feet per day. The section on which this plant was operated was about l^z miles long and the cross section of the aqueduct was of the flat base tj^pe, of interior dimensions of 17 ft. x 11 V2 ft. and walls from 12 to 24 in. in thickness. The plant consisted of two principal parts, the first for crush- ing and mixing and the second for handling forms and concrete. The first part consisted of a steel frame work mounted on two 60-ft. steel flat cars placed side by side and bolted together. A gyratory crusher with bucket conveyor and revolving screen crushed the material and deposited it in a 20-yd. sand bin and a 40-yd. stone bin. These bins discharged into a Hains mixer and 426 MIXERS 427 the concrete was picked up by an electric hoist in Hains buckets and conveyed to the forms. That part of the plant used in placing- concrete and handling the outside forms consisted of a two-truss steel bridge 140 feet long, upon which traveled the several hoists. The concrete bucket hoist was suspended beneath the bridge and equipped with one 11 H. P. motor for hoisting and two propelling motors of 3 H. P. each. On top of the bridge was a traveler equipped with two 5 H. P. motors and overhanging arms for handling the forms. At the rear support was a chain hoist with a 5 H. P. motor for moving ahead the saddles which supported that end of the bridge. Steel collapsible forms were used and were shifted by a 30 H. P. motor-driven carriage. Materials for the cruslier were handled by two derricks. All the plant with the exception of a small steam boiler used for cleaning concrete surfaces was operated with a high tension current supplied by a public service corporation. This plant is shown in Fig. 183. It cost about $30,000, and since it was built, nearly $10,000 was spent in changes and repairs. The plant worked well, but had only about 30,000 yards of con- crete to place. It is doubtful whether such an equipment pays on a .iob of this size. Lieutenant L. M. Adams, Corps of Engineers, U. S. A., in "Professional Memoirs" for January-March, 1911, describes a mixing and handling plant mounted on a barge for use in con- crete work in locks, dams, etc. This plant is supplied with sand and gravel from barges alongside and the concrete is removed from it by a derrick set up on the forms or on a boat adjacent. The general scheme is shown in Fig. 184. The cost of such a plant is as follows : Hull of barge , $ 4,000.00 Coal, sand (20 cu. yd.) and gravel (40 cu. yd.) bins 60000 Boiler house and cement shed (1,000 barrels) 300.00 Derrick (55 ft. boom) complete with (8i/^xlO tandem drum) hoist, two duplicate boilers (each 30 H. P.), 8 strand 19-wire plow steel rope 3,300.00 l^/^-yard clam shell bucket 600.00 Mixer, complete 1,300.00 Cement car (6 bags) and hoist 400.00 Total $10,500.00 Labor cost of operation per 8-hour day shift $16.20 Coal to furnish 40 H. P. per shift % ton Capacity, twenty 1% cubic yard batches per 24 hours 30 yds. Mr. H. P. Gillette in his Handbook of Cost Data describes a mixing plant used in building a concrete retaining wall. A batch mixer was used, the concrete being delivered by a cableway of 400' span. The broken stone and sand were delivered near the work in hopper-bottom cars which were dumped through a trestle onto a plank floor. The material was loaded by hand into one- horse dump carts and hauled 900 ft. to the mixer platform. This platform was 24x24 ft. and 5 ft. high with a plank approach 40 ft. long and contained a total of 7,500 ft. B. M, After mixing, 428 MIXERS , 429 the concrete was dumped into iron buckets holding 14 cubic feet water measure, making about one-half cubic yard in a batch. The buckets were hooked onto the cableway and conveyed to the wall. Steam for running tlie mixer was taken from the same boiler that supplied the cableway engine. The average output of this plant was 100 cubic yards of concrete per 10-hour day at a cost for labor and coal of $1.07 per cubic yard. The plant had to be moved once per each 355 ft. of wall, 16 ft. higli. This took two days and cost $100, or about 10 cents per cubic yard. In an article by Mr. Wm. G. Fargo, of Jackson, Mich., in the proceedings of the Michigan Engineering Society, several types of concrete handling plants are described. Mr. Fargo considers that on work requiring the placing of 1,000 cubic yards of concrete or over, it is usually cheapest to install a plant for handling the materials. The wheelbarrow, on large concrete works, should seldom be used. The tip car with roller bearings will enable one man to pusli, on a level track, from 5 to 8 times a wheelbarrow load of concrete. Wagons or cars for bringing materials to the mixer may be drawn by teams on grades of 2 per cent, and by locomotives on grades of 4 or 5 per cent. Steeper grades will require cable haulage. On long retaining walls or dams the cableway is especially valuable. A cableway of 800-ft. span, capable of handling a yard of concrete, will cost complete with boiler, hoist and stationary towers 45 ft. high, from $4,500 to $5,000, and for the movable towers about $1,000 more. Such a plant should be capable of handling 20 cubic yards per hour. Where the area is wide more cableways are necessary, but if not too wide derricks may economically rehandle the load. On work where the total width is a large fraction of the length and where other conditions are favorable the trestle and car plant may be much cheaper than the cableway. When the dis- tance from the mixers to further boundary is less than 500 ft. this is especially true. The following figures give the cost of a car plant having a capacity of 200 yards per day with length of 500 ft. out from the mixers. Trestle — Double track, 24-in. guage, 6 ft, between centers of tracks; 6-in.x8-in. stringers, 22 or 24 ft. long; 2-in.x6-in. ties, a»-ft. 6-in. centers, 2-in.xl2-in. running boards between rails, 12-lb. rail. Trestle legs (30 ft. average length) of green poles at 5 cents per ft., will cost complete about $1.50 per lineal ft. of double track, or for the 150 ft.: At $1.50, erected $225.00 Five split switches, with spring bridles, at $18.00 90.00 Two iron turntables, at $30.00 60.00 Three %-yd. steel tip cars, with roller bearings 190.00 $565.00 This outfit, with repairs and renewals amounting to 10 per cent, should be good for five seasons' work. If labor costs $1.75 per day the cost of handling 200 cu. yds. of concrete would be 4% 430 HANDBOOK OF CONSTRUCTION PLANT cents per yard. This, according to Mr. Fargo, would be a saving of about 5% cents per cu. yd. GROUT SKIXEB. The machine illustrated in Fig. 185 is furnished in two sizes: "Low pressure" for work up to 150 lbs. per square inch, and "high pressure" for work up to 300 lbs. per square inch. The machine Is operated by compressed air, but the manufacturers do not furnish a compressor. The prices are $175 and $250, f. o. b. works or Hoboken, N. J. NAILS Prices. The net prices in Chicago for nails in quantities are as follows: Shingle Nails. 3d 4d Size Standard Approx. Gage and Length No. in 1 Lb 1% in. No. 13 380 11/2 in. No. 12 256 Price per 100 Lbs. 12.58 2.43 Galvanized Shingle Nails. 3d 4d Size Standard Approx. Gage and Length No. in 1 Lb 11/4 in. No. 13 429 11/2 in. No. 12 274 Price per 100 Lbs. $3.08 2.93 Barbed Roofing Nails. Standard Approx. Price per Size Gage and Length No. in 1 Lb. 100 Lbs. % m. barb R. F. % in. No. 13 648 $2.88 % m. barb R. J^\ % in. No. 12 413 2.78 1 n. barb R. F. . 1 in. No. 12 S84 2.73 1 Vs n. barb R. F. IVs in. No. 12 . 339 2,73 IV, 1 n. barb R. F. . 11/4 in. No. 11 231 2.68 IVo 1 n. barb R. F. . 114 in. No. 10 154 2.58 2 1 n. barb R. F. . 2 in. No. 9 103 2.48 1% J n. barb R. F. . 1% in. No. 10 151 2.58 Common Steel Wire Nails in Kegs of 100 Lbs. Each. Standard Size Gage and Length 2d 1 in. No. 15 3d l^A in. No. 14 4d IV2 in. No. 13 5d 1% in. No. 12 6d 2 in. No. 12 7d 21/4 in. No. 11 8d 21/2 in. No. 10 9d 2 3/4 in. No. 10 lOd 3 in. No. 9 12d 31/4 in. No. 9 16d 31/2 in. No. 8 20d 4 in. No. 6 30d 414 in. No. 5 40d 5 in. No. 4 50d 51^ in. No. 3 60d 6 in. No. 2 Approx. Price per No. in 1 Lb. 100 Lbs. 900 $2.83 615 2.58 322 2.43 254 2.43 200 2.33 154 2.33 106 2.23 85 2.23 74 2.18 57 2.18 46 2.18 29 2.13 23 2.13 18 2.13 IZVz 2.13 101/2 2.13 Coated nails suitable for either machine or hand driving are sold at the same price as the above. 431 Casing Nails. tandard Approx. Price per and Length No. in 1 Lb. 100 Lbs. in. No. 16 1,140 $3.13 in. No. 15 675 2.83 in. No. 15 567 2.63 in. No. 13 260 2.48 in. No. 12 160 2.38 in. No. 11 108 2.28 in. No. 10 69 2.28 in. No. 9 50 2.28 432 HANDBOOK OF CONSTRUCTION PLANT Size Gage 2d 1 3d 114 4d IV2 6d 2 8d 21^ lOd 3 16d SVz Wd 4 Finishing Nails. Standard . Approx. Price per Size Gage and Length No. in 1 Lb. 100 Lbs. 2d 1 in. No. 17 1,558 $3.28 3d 1 14 in. No. 16 884 2.98 4d 11/2 in. No. 16 767 2.78 6d 2 in. No. 14 359 2.58 8d 21/^ in. No. 13 214 2.48 lOd 3 in. No. 12 134 2.38 16d 3y2in. No. 11 91 2.38 20d 4 in. No. 10 61 2.38 Standard railroad spikes $1.70 Standard track bolts, base 2.15 Pittsburg quotations on spikes based on $1.60 per keg are as follows: » Railroad Spikes. 41/^, 5 and 5V2X^% : $1.60 3, 31/^, 4, iVz and 5xy2 Extra .10 31/^, 4 and iVzXj^ Extra .20 3, 3%, 4 and 4y2X% Extra .30 21^x3/8 Extra .40 2y2, 3 and 3V^x/g Extra .60 2X1^5 Extra .80 Boat Spikes. % in. square, 12 to 24 in. long Extra .15 % in. square, 8 to 16 in. long Extra .15 V2 in. square, 6 to 16 in. long Extra .15 tV in. square, 6 to 12 in. long , Extra .20 % in. square, 4 to 12 in. long Extra .30 1^5 in. square, 4 to 8 in. long Extra .45 14 in. square, 4 to 8 in. long Extra .75 14 in. square, 3 to 3i^ in. long , Extra 1.00 % and 1^ shorter than 4 in., V^ cent extra. OIL Iiubricating- Oils. The following prices are quotations on 5-bbl. lots: Cts. per Gal. ♦Cylinder, dark 20 to 32- ♦Cylinder, steam, refined 14 to 25 Neutral Oils, Filtered: Stainless white, 32 to 34 gravity 28 to 29 Lemons, 33 to 34 gravity 17 to 22 Dark, 32 gravity 15 to 20 Crank cast oil 15 to 20 Fuel oil 4 to 10 Kerosene 11 to 2U Albany grease, per lb., about 10 * Prices according to test. 433 484 HANDBOOK OF CONSTRUCTION PLANT PAINTS AND OILS New York City quotations during the year 1913 were as follows: Iiinseed Oil. City raw, 5 bbls. or more $0.46 to $0.52 Out of town raw, 5 bbls. or more 45 to .51 Boiled oil — 1 cent in advance of price of raw oil. Refined oil — 2 cents in advance of price of raw oil. Turpentine. 5 bbls. or more $0.41 to $0.47 White I.ead. 100, 200 and 500 lb. kegs $0.0725 to $0.08 25 and 50 lb. kegs 0775 to .085 Red Iiead and Iiithargre. 100 lb. kegs $0.07 to $0.08 Colors in Oil. Lamp black $0.12 to $0.14 Chinese blue 36 to .46 Prussian blue 32 to .36 Van Dyke brown 11 to .14 Chrome green. 12 to .16 Raw or burnt sienna 12 to .15 Raw or burnt umber 11 to .14 Paint on an average covers about 600 sq. ft. per gal. The main cost of painting lies in the labor of preparing the surface and applying, not in the cost of the paint. A rough surface takes more labor and a greater quantity of material. Paint should be tested for flashing, cracking, brushing qualities, elasticity, break- ing, blisters and acid and alkaline qualities. It is usually a mis- take to add extra dryer to prepared paints, as the expected results do not necessarily ensue. Double boiled oil with a dryer is often used for shop coat work. In shop coat v/ork have all the surfaces thoroughly cleaned of mineral oils, as otherwise they will not dry and it is necessary to have a quick drying paint for this purpose. The cost of giving structural steel a shop coat is $1.00 per ton up, and one coat after erection costs about $2.00. PAPER Building" Paper. Quotations in New York during 1913 were as follows: Per roll of 500 sq. ft. Rosin sided sheathing", 20 lb $0.28 Rosin sided sheathing, 30 lb 43 Rosin sized sheathing, 40 lb .58 Ru1i)l)er Boofiug-. Per roll of 108 sq. ft. 1 ply, 35 lb $0.90 2 ply, 45 lb 1.10 3 ply, 55 lb 1.30 Tarred felt was $1.45 per 100 lb. in 1, 2 and 3 ply. Slaters felt was 60 cts. per roll. 435 436 HANDBOOK OF CONSTRUCTION PLANT PAILS Tar Pails. Net prices at Chicago for tar pails are as follows: Each. Pay-off pail $4.50 Pay-off pail spouts for wood or stone 90 3-way spouts for brick or stone 4.50 Carrying pail 2.70 Prices. Net prices at Chicago for various kinds of pails are as follows: Galvanized, Regular, Capacity, Qts. Weight, per Dozen, Lbs. Per Doz 10 12 14 24 38 30 $2.05 2.30 2.75 Galvanized, Extra Heavy. Capacity, Qts. Weight, per Dozen, Lbs. Per Doz. 12 14 16 39 33 37 $3.55 3.85 4.45 Galvanized cement pails with double braced bottom, extra heavy, of 14 quart capacity, can be bought at $8 per dozen. Heavy oak pails with iron bails, 14 quart capacity, bring a net price of 55 ets. each or $5.50 per dozen. Common pine pails, 2-hoop, cost $2.50 per dozen; with three hoops they cost $3 per dozen. PAULINS Canvas coverings for protecting cement, brick, machinery, etc., from the weather. Size, Feet. 8 Oz. Duck. 10 Oz. Duck. 12 Oz. Duck. BVgX 9 $ 1.00 $ 1.25 $ 1.50 7 xl2 1.65 2.10 2.50 iO xl6 3.20 4.00 4.80 12 xl6 3.85 4.80 5.75 14 x20 5.60 7.00 8.40 18 x20 7.20 9.00 10.80- 20 x30 12.00 15.00 18.00 24 x50 24.00 30.00 36.00 4S7 438 HANDBOOK OF CONSTRUCTION PLANT PAVING EQUIPMENT PETROIiITHIC CONSTRUCTION EQUIPMENT. The Petrolithic System is designed to produce stable and economic earth, sand-clay, gravel and macadam roads by uni- formly compacting them from the bottom up, and also to con- struct solid foundations for asphalt, concrete, brick and block pavements. For further information on this type of construction we refer to Engineering and Contracting j June 9, 1909. The follovi^ing is a list with weights and prices of the special implements made by the Petrolithic Company. Tamping Roller: This machine is designed to imitate the com- pacting action of sheep's feet, and of the small ended tamper Fig. 186. Building Asplialtic Gravel Street in Whittier, Cal. commonly used to tamp the earth around posts. It will com- pact any thickness from two to ten inches, but it is not usually economical to compact a greater thickness than four to six inches at one operation. The material is put into condition for tamping by puddling with water or some other liquid, but care must be taken to use the proper amount of liquid in order that the mixture may be of the proper consistency. The feet of the roller are nine inches long. The body is composed of two wooden drums with a tamping width of six feet. It is usually drawn by four horses. This machine is also very useful in compacting earth embankments. Weight of machine 4,800 pounds, price $150. Another type is illustrated in Fig. 186. Rooter-Scarifier, or Gang- Road Rooter: Fig. 187. This ma- chine is a combination of plow, rooter and scarifier. It is com- monly operated by a traction engine. Weight of machine 4,000 pounds, price $450. PAVING EQUIPMENT 439 Spike Disc Scarifier: Fig, 188. ' This implement is constructed and operated on the principle of a disc harrow, but having Fig. 187. Petrolithic Gang Rooter. Combined Plow, and Scarifier for Road or Other Heavy Worl<. Rooter peculiarly shaped spikes instead of cutting discs. It is usually drawn by four horses. Wlhen used in connection with the rooter, its particular function is to break up and pulverize the clods. Fig. 188. Petrolitliic Rotary or Spike Disc Scarifier. It is also used to scarify. Weight of machine 1,300 pounds, price $175. Boad Cultivator: Fig. 189, This machihe is designed to thor- oughly mix the dry and liquid materials. Weight of machine 700 pounds, price $80. Road Asphalt Distributor: Fig. 190. This is a trailing attach- ment operating on its own wheels, which may be readily attached 440 HANDBOOK OF CONSTRUCTION PLANT and detached from the tank wagon. The fluid is distributed under the force of gravity. It covers 8 ft. in w^idth. Weight of machine 1,200 pounds, price $275. Asphalt Distributor: This implement fastens directly on the Fig. 189. Petrolithic Heavy Road Cultivator. !a«MXU/«V, -^ -J -_; ^ :»,^Uii^»b i • _„# .: M ■K^-^1. ^^ij^^M 4Jl^ j^l H|vMk^^ IkO ^■5 3Ki i^^^^RbiH' :^i~:t^ t^?^8R ^K bHB ^^^M g pp j^fWmS^&ii&s^&^Mii ^H Fig. 190. Petrolithic Trailing Road-Asphalt Distributor Spreading Very Light Application on Crushed Stone. tank vi^agon, and is not readily detachable. It covers 8 ft. in width. Weight of machine 500 pounds, price $175. Oil Heater. This machine is mounted on wheels. Weight 10,000 pounds, price $1,200. All prices f. o. b. Los Angeles, Cal. s%^^ ::::: c* .o» : : : : : a^O'-i o5'° ^3. 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S : : :« _^ •ooiaceooioo JONOOOlONm -OS »©iooinoooi»ioiou •» • • -oooioo 1- 11 ■ oe>ooooin«>i«o • sioioioiaoc 'us^ • OIOOIOOO II. • OlOM .OeOiCus . .Ot- •«> -O •«« oioooo ; 5^ZU :§|5?i^ KKKKKcoMosa! 446 is-- 2^ lii r« • o . . -o . . EH 13 •Othio^o 'OO* •ooo •tot-ini-HC ! 11 .laoooo .oooooioooiooioooooc I* Ptii I.d4 447 1? tic?" I J. else's 6>^^2 -Pill s ji"|:|^f^ 5qSI|--| n|?^^.|«2;^is. -«-| c^i"iS. £d2|--'S&TSS^ ",; u2j.:S?!u-i.""„SSd£*' 1:25^-1 '"is- i I" r4is :S?s;d?d 448 HANDBOOK OF CONSTRUCTION PLANT PHOTOGRAPHY No construction work, however small, should be carried on without the assistance of the camera. For motion study it is indispensable, and, as an adjunct to the keeping of records, nearly so. Photographs of construction work have saved many dollars to the contractor in employees' damage suits, and to the owner or contractor in other legal cases. On unimportant work, pictures less than 4x5 inches are suffi- ciently large for all purposes, as small pictures can be enlarged to 8x10 inches or more, if necessary. After much experiment- ing in this line, the author uses an Eastman folding pocket kodak No. 3, which holds a 6 or 12-exposure film roll, and takes a picture 3i/4x4i4 inches. This type of camera is convenient as it occupies very little space when folded. The picture is large enough to show fair sized groups and details. On important work large pictures should be taken not less often than once each month, and more frequently if the work is of sufficient size and progress to warrant the expense. For this purpose the Empire State plate camera, taking a picture 8x10 inches, is recommended. For general use a No. 5 Goerz Dagor F: 6.8 or U. S. 2.9 lens is very good. When this lens is wide open it covers a 7x9 inch plate; when open at F:16 or U. S.:16 it covers an 8x10 inch plate, and at F:32 or U. S.:64 it covers a 12x16. For a wide angle lens the No. 2, listed to cover a 5x7, has a greater speed and better definition than a regular wide angle lens. While this lens is listed to cover a smaller plate than 8x10 it is actually large enough. This lens is convertible; the full combination- — equivalent focus 10% inches — may be used for general work and the back combination— equivalent focus 21 inches — for objects at a distance. For glossy prints, to show extreme detail, use glossy Velox; for general results, but extreme detail, velvet Velox. In order to secure compactness use the ready made developer. The "Tab- loid" brand is very handy. Always keep a 10 per cent solution of bromide of potash at hand to slow down the developer. A room 4 ft. x 6 ft. is all that is necessary for deve"'oping pictures. If there is a window, cover it with a piece of red glass and 2 sheets of yellow P. O. paper, or with the red and yellow fabrics made for photographic purposes. Prices of Photographic EoLuipment are as follows: Eastman folding pocket kodak No. 3, with double combina- tion, rapid rectilinear lens, ball bearing shutter, and rising and sliding front $17.50 Black sole leather case with strap 1.75 Film cartridge, 6 exposures, 3i/4x4i4 35 Film cartridge, 12 exposures, 3i4,x4i4, 70 Empire State camera, 8x10, including 1 plate holder and canvas carrying case 28.00 No. 2 Goerz Dagor lens 51.50 PHOTOGRAPHY 449 PRICES OF PHOTOGRAPHIC EQUIPMENT— Continued No. 5 Goerz Dagor lens 91.00 X excel Sector shutter for No. 2 lens, which Is dust tight and will speed up to 1/150 second 17.00 Same for No. 5 lens 20.00 5 Extra plate holders, @ $1.25 6.25 1 No. 2 Crown tripod, 6-inch top 7.50 Cramer isochromatic plates, per dozen 1.85 Velox paper, SV4,x4:\i, per dozen 15c; gross 1.50 Velox paper, 8x10, per dozen 80c; gross 9.00 2 Hard rubber trays, 8 1/2x10 1^ for plates, at $1.80 3.60 Universal hard rubber fixing bath 5.50 1 4 Ounce tumbler graduate glass 15 1 16 Ounce tumbler graduate glass 30 % Dozen 32 ounce, wide mouth bottles, with cork stoppers, @ 12c 72 Zinc washing box for plates 2.00 3 Hard rubber trays, 5x7, for films, @ $1.00 3.00 1 Printing frame, 8x10 75 1 Printing frame, 31/4x41^, 40 1 Dozen photo clips 15 1 Small ruby lamp 1.25 It is not n'ecessary to buy trays; wooden boxes lined with oil- cloth are all that are necessary. For much of the data in the foregoing article I am indebted to Mr. A. A. Russell of Flushing, L. I. There is an excellent article in Engineering News^ Nov. 19, 1908, page 552, on "Industrial Photography," by S. Ashton Hand. 450 HANDBOOK OF CONSTRUCTION PLANT PICKS AND MATTOCKS Net prices at Chicago for picks and mattocks, in quantities are as follows: RAILROAD OR CLAY PICKS. sight, Lbs. Price, Each. Price, Per Doz. 71/2 $0.52 $5.23 8 1/2 .54 5.54 The above have adze eye, pick and chisel points, and are made of high grade solid steel. The points are made of crucible tool steel. STANDARD DIRT PICKS. Weight, Lbs. Price, Each. Price, Per Doz. 5 to 6 6 to 7 7 to 8 9 to 10 $0.32 .34 .36 .45 $3.15 3.37 3.60 4.50 DRIFTING PICKS. Weight, Lbs. Price, Each. Price, Per Doz. V^ $0.38 .45 $3.85 4.57 These drifting picks have adze eye and the points are of the best grade of crucible tool steel. MATTOCKS (ADZE EYE). Weight, Size Blade, Size Cutter, Price, Price, Lbs. Ins. Ins. Each. Doz. Short cutter . Long cutter. . 5 . ... 51/2 31/2x71/2 31/2x71/2 21/2x41^ 21/2x51/4 $0.36 .36 $3.60 3.60 Pick mattocks, weighing 514 lbs., with a blade 4%x8% ins. and a cutter 8i/^ ins. can be bought at a net price of $4.25 per doz. Asphalt Mattocks. The net prices for asphalt mattocks in quantities, at Chicago, are as follows. For a mattock with crucible steel cutter and chisel ends, weighing 9 lbs., the cost is 90 cts. each, or $9 per doz. A mattock with double cutter, weigh- ing 8 lbs., can be bought for 60 cts. each, or '$6 per doz. I PIER AND FOUNDATION PLANT FIEBS AND FOUNDATIONS FOB THE CHICAGO, MII.WAU- KEE & FUGET SOUND RY. BRIDGE CROSSING THE COI.UMBIA BIVEB.« The bridge crosses the Columbia River about 420 miles from its mouth. At this point the river has a width at low water of 1,050 ft., at average high water of 2,800 ft., and at extreme high water of 4,500 ft. The bridge is 2,898.84 ft. long; its approaches are timber trestle on concrete pedestals and are 1,315.58 ft. and 323.58 ft. long respectively.' The principal dimensions of the piers are given in Table I. All piers have a batter of i/^ in. to 1 ft. on the sides and downstream e^d of 3 ins. to 1 ft. on the cutwaters. The footings vary in width from 13 to 32 ft. and in length from 32 to 60 ft. TABLE I.— TOTAL COST OF THE PIERS, DISTRIBUTING ALL GENERAL AND INCIDENTAL EXPENSES. Width Length Cost per under under Height Cu. yds. of Total cu. yd. of Pier coping coping overall concrete cost concrete "A" 6' 6" 25' 6" 34.8' 290 $ 5,458.62 $18.82 1 8' 0" 30' 51/8" 39.1' 500 9,933.79 19.84 2 8' 0" 30' 51/8" 39.0' 498 9,709.65 19.40 3 8' 0" 30' 51/8" 39.1' 500 9,644.64 19.29 4 8' 0" 30' 51/8" 38.5' 490 11,391.38 23.25 5 8' 0" SO'SVs" 39.2' 503 10,953.16 21.77 6 8' 0" 30' 51/8" 40.1' 572 11,692.62 20.44 7 8' 6" 31' 7%" 43.3' 622 16.369.79 26.32 8 9' 0" 32' 91/2" 59.6' 1,404 42,792.03 30.48 9 9' 0" 32' 91/2" 64.0' 1,506 42,283.20 28.07 10 10' 0" 30' 1" 91.0' 2,363 58,078.26 24.58 11 10' 0" 30' 1" 92.4' 2,452 63,925.50 26.07 12 8' 6" 31' 7%" 41.0' 584 13,328.93 22.82 13 8' 0" 30' 51/8" 41.5' 528 11,139.24 21.09 14 8' 0" 30' 51/8" 38.5' 487 9,685.11 19.89 "B" 6' 6" 25' 6" 29.4' 240 5,133.13 21.38 Total 13,539 $331,519.05 $24.49 For 12 land piers, 5.814 cu. yds.; an average cost per cu. yd. of concrete $21.40 For 4 river piers, 7.725 cu. yds.; average cost per cu. yd. of concrete 26.81 *Condensed from a paper by R. H. Ober, before the Pacific Northwest Society of Engineers. Proceedings Vol, IX, No. 3, December, 1910. 451 452 HANDBOOK OF CONSTRUCTION PLANT Transporting" Construction Materials. About 14,000 tons of material and supplies were required for the construction of the bridge substructure and of the line near the river. The cost of freighting: material across country by wagon from the nearest railroad, a distance of about 35 miles, was estimated at $12 per ton. This cost and the character of the service, with its delays and uncertainties, made this impracticable, and it was determined to handle all freight by river if possible. Navigation between the site of the bridge and a supply point on the river below the Cabinet Rapids, about one-half mile from Vulcan Station on the Great Northern R. R. and 8 miles below the Great Northern bridge, was considered to be practicable for light draft river steamers. Arrangements were made for the construction of a stern wheel river steamer of the type generally used on the upper Columbia River, and the steamer St. Paul was built at Trinidad and placed in commission on October 30, 1906. The principal dimensions of the steamer are as follows: Length of, hull 115 ft. Beam 22 ft. 6 in. Beam over guards 25 ft. Draft light about 18 in. Draft loaded about 3 ft. Gross tonnage about 200 tons Actual freight capacity 112 tons Engines, high pressure, non-condensing, with cylinders 10 inches diameter, 48 inches stroke, boiler pressure. 200 lbs. This steamer cost about $11,000 to build and was used not only for handling materials and supplies but also for towing and tending at the bridge, handling barges, etc. The operating ex- pense for a period of about 27 months was as follows: Fuel $10,200 Wages of crew and charter of steamer 28,800 Total $39,000 The cost of unloading and handling freight from the cars at Vulcan to the steamboat landing, about one-half mile distant, by wagon, was about $2 per ton. The cost of handling by steamer from Vulcan to the bridge, a distance of about 36 miles, ranged from about $1 to $4 per ton, varying at different stages of the river, averaging approximately $1.80 per ton, making the cost of freight from the cars to the bridge about $3.80 per ton. Contract. A contract was entered into, on a percentage basis, for the construction of the substructure and trestle approaches, and for the erection of the falsework for the superstructure. Under this contract the contractor furnished all tools, outfit, machinery and equipment necessary for the doing of the work, with the exception of equipment of a nature not generally used by the contractor and of a character peculiarly required by the nature of the work to be done, which latter equipment was fur- PIER AND FOUNDATION PLANT 453 nished by the railway company. The plant furnished by the contractor included the following: 6 hoisting- engines. 5 stationary engines. 1 rock crusher and engine. 2 concrete mixers. 2 eight-inch centrifugal pumps. 2 six-inch centrifugal pumps. 4 steam pumps. 3 steam boilers, 40, 60 and 80 h. p. 2 steam drills. 6 derricks. 2 pile drivers. 1 steam hammer. 1 electric light engine and dynamo. 12 dump cars, l^/^ cu. yds. 6 flat cars. 11,000 feet steel rails. 12 steel hoisting buckets. 5 skips. 2 orange-peel dredges. 1 clam-shell dredge. 37 coils of Manila rope. 10,000 lineal feet of 'V2" wire rope. 14,000 lineal feet of %" wire rope. 12,700 lineal feet of %" wire rope. 900 lineal feet of 1" wire rope. Small tools and fittings as required. The total value of this plant was approximately $48,000. 454 HANDBOOK OF CONSTRUCTION PLANT PILE DRIVERS There are three types of pile drivers: 1. Free fall, in which the hammer is detached from the hoisting rope and allowed to fall freely upon the pile. 2. Friction clutch, in which the hammer remains always attached to the hoisting rope, and by means of a friction clutch on the hoisting engine the drum is thrown into gear or out of gear at will. 3. Steam hammer or pile hammer, which is described under that heading. A free fall hammer strikes about 7 blows a minute when the fall is 20 ft. and a hoisting engine is used. A friction clutch strikes about 18 blows per minute when the fall is 12 ft., and 25 blows per minute when the fall is 5 ft. A steam hammer strikes about 300 blows per minute. A railway pile driver is a heavy driver of the overhanging type, mounted on a flat car, either drawn by an engine or self propelled. Similarly, a scow pile driver is a pile driver mounted on a scow. A scow pile driver will drive more piles per day than a railway pile driver because there is no delay engendered by the sawing off and capping of each pile in order to allow the machine to pass over it. Pile drivers range in height from 30 ft. up; the highest pile driver in the world in 1908 was one 108 ft. high. A large pile driver traveling on a track was used by the government on the Columbia River Improvement. Its equipment consisted of boilers and engines for hoisting a 5,700 pound ham- mer and of boilers, pumps, etc., for operating a water jet. The machine had a reach on each side of 30 ft. and the height of leads above the cut-off of the piles was 80 ft. The largest pile which the leads would talce was 26 inches in diameter and piles up to this size were driven by using the hammer in combination with the water jet. Piles 30 inches in diameter were driven by resting the hammer on their edges and driving "With the jet. Piles as long as 150 ft. were driven on this work. The total weight of the machine was 60 tons and its cost about $12,000. The Louisville & Nashville R. R. Co. used a railway pile driver of their own make. Mr. G. W. Hinman gave the cost of operation per day as follows: Foreman and 10 men $22.00 Engineer, fireman and watchman 6.80 Conductor and 2 flagmen 7.00 Coal, oil and waste 2.50 Use of locomotive 12.00 For use of driver and tools 2.50 Total $52.80 PILE DRIVERS 455 The above crew was used for building short trestles, say of 30 to 40 piles. When longer trestles were built a larger crew proved more economical because of fewer delays to trains. This pile driver was also used as a derrick and material of all kinds was unloaded with it. Mr. Aron S. Markley said that the Chicago & Eastern Illinois Railway used a Bay City pile driver. This was self-propelling and made about 8 miles per hour under its own steam. It was able to haul 5 or 6 cars on a. level grade. When the pile driving was done within I14 miles of a side track an engine was rarely used to haul it. The operator was paid $2.50 per day. The hammer weighed 2,800 lbs., and the original cost of the entire machine was $4,500. Very few repairs were necessary; the chains and sprockets being about thQ only parts which needed renewing, and they had a life of from 1 to 1 1/^ years. The machine, when working, drove from 40 to 50 piles per day. Pile drivers mounted on sills for operation by a steam engine cost as follows: Price complete without blocks, lines or engine: u u B oT ft < B . S| c3 .rt-rt !^ t^ ^H ^1 O) ■5^-5^0000^5 2 ^ Qj a) o p) w rt as cti rt o ^ , 33S;3^ - Xj C C D< C >> ^2 oiaiaiai> X Xi 5 5 t ^ ■* >* tH rH rH rS ffi H^ h^ M M m ^ 0) bfl W S M ^ ^ M « (/J « fl H -' (-1 rn M •ri Ph h ■4-> w 3 H rCj tS Q w ^ . U. I + iX< CO CO U3 «© OJ OS 000000 000000 •poo^vi JO eoU(j oooooo.H,H 000000 •Jt-ioAi '^.'^.'^.'^.'^.'^ e«- . . . . ■:j99^ -^ -^ t£> ea 00 00 'sp-egT; JO ^mSiaU '^'^'^'^'^'^ 00000000000 OOOOOOtOOOlOO •J8UIUIBJJ JO 901 JJ irto6dcoiOrHt>:ind(M"io tH iH oq (M eg CO CO ■«ti 10 « !>• U2 •SaitOUI 'SM'Bf U89Ai:j9a ^0UB:^sIQ eocc-^-^fotooooooiOit satjoui 'sAiBf JO q;piM :; :; :; 5:;:^ ^i ^^^^ •spunOrT 00000000000 'tqattA t« ^Tf-. 00000000000 •ioAlUQ JO aZJS Ui^c^oOOCSllrtOOOUSO 456 PILE DRIVERS 457 Adjustable trips, for regulating the length of stroke, cost: For hammer of 2,500 lbs. and over $18.50 For hammer of 1,200 to 2,000 lbs 12.75 For hammer of 1,000 lbs. and under 10.00 A small pile driver 30' high with a hammer head weighing 2,200 lbs. was constructed at the following cost. Bill of lumber for the driver is as follows: Ft. B. M. 2 Pieces 4"x 6"x30' (leads) 120 1 Piece 6"x 6"x 4' (cross-piece) 12 2 Pieces 6"x 6"x1 6' (base) 96 2 Pieces 2"x 4"x32' (ladder) 43 2 Pieces 2"x 4"x 2' (ladder rungs) 24 1 Piece 4"x 4"x26' (sway braces) 64 1 Piece 2"x 4"x20' (long front sill) 13 1 Piece 2"x 4"xl4' (short rear sill) 3 1 Piece 12"xl2"x 4' (drum) 48 30 Pieces l"xl2"x 6' (bull wheel) 180 Total 603 Two carpenters and two laborers built this driver in two days, total cost was: 700 Feet B. M. at $20.00 $14.00 Bolts and nails 2.00 Labor 18.00 1,200-lb. Pile hammer 50.00 1 Pair nippers 5.00 1 Snatch block 3.00 240 Feet of 1-in. rope 10.00 Total $102.00 The City of Chicago in 1901 constructed some intercepting sewers by day labor. Wakefield sheet piling 2x12 in. x 20 ft., Norway and Georgia pine lumber, surfaced one side and one edge, was used. It was found that Norway pine would stand about 50 per cent more blows under a drop hammer. The city built with its own labor a turntable drop hammer pile driver. The hammer weighed 3,000 lbs. The driver was equipped with a 7x10 inch double-drum hoisting engine and a duplex steam pump for jetting. The leads were 40 ft. long. It cost $2,200. In op- eration it was found practical to swing the driving apparatus about once each day. In ordinary driving the crew averaged 90 pieces of sheeting in 8 hours, which is equivalent to 45 ft. of trench. The pile driving crew consisted of 13 men costing $40.66 per day, which gives a cost of 90 cts. per ft. of sewer. The bill of material required for 90 ft. of piling was as follows: 10.8 M., B. M., 2xl2-inch x 20-foot timber, @ $22.00 $237.60 900 50 D Spikes, @ $2.65 per 100 23.85 1 Ton of coal for pile driver 2.90 Total $264.35 This gives a cost of $5.87 per ft. of trench, or a total cost of $6.77 per ft. During the six months ending June 30, 1910, the cost of repairs 458 HANDBOOK OF CONSTRUCTION TLANT to all pile drivers on the Panama Canal work was an average of $9.42 per day for 442 days of work. The pile drivers used on the work of improvijng Lincoln Park, Chicago, during 1910 and 1911, were of the drop hammer type, Fig. 191. Special Traveling Pile Driver. equipped with 4 5 ft. leads and 2,400-lb. hammers. The cost of operation of Driver No. 1 during 1910 was as follows: Hours in commission 768 Labor operation $2,629.70 Fuel and supplies 485.90 Labor repairs 515.78 Towing, iVz hours, @ $2.72 12.24 Insurance 85.00 Total cost $3,728.62 Cost per hour 4.74 The cost of operation and repairs on Drivers No. 1 and No. 2 during 1911 are here given. The extensive repairs, including a new deck house and a new boiler to fit driver No. 2 for work, accounts for the high repair cost for that machine. COST OF OPERATION AND REPAIRS OF PILE DRIVER NO. 1 Hours in commission 1,135 Labor $4, Fuel Supplies . Watching Insurance* $4,962.22 $4.37 215.65 .19 325.80 .29 225.04 .20 79.20 .07 $5,807.91 $5.12 I PILE DRIVERS 459 Repairs: Labor $ 550.28 $0.48 Material 194.04 .17 $ 744.32 $0.65 Total operation and repairs $6,552.23 $5.77 COST OF OPERATION AND REPAIRS OF PILE DRIVER NO. 2. Hours in commission 634 Operation: Per hour. Labor $2,771.85 $4.37 Fuel 126.80 .20 Supplies . . . .^ 184.77 .29 Watching 132.30 .21 Insurance 79.20 .13 $3,294.92 $5.20 Repairs: Labor $1,237.89 $1.95 Material 676.57 1.06 Derrick 60.58 .10 $1,975.04 $3.11 Total operation and repairs ' $5,269.96 $8.31 Steam or Air Hammer. The principle of operation is the alternate rapid rising and driving down of a ram of considerable weight, by steam or compressed air. It gives a lighter blow than the drop pile hammer, but its blows follow each other so rapidly that the pile and the ground do not have time to settle back into their normal static condition before the next blow strikes the pile. It does not split or broom the pile head as much as the drop hammer does, and it holds the pile more steady. The hammer illustrated in Fig. 192 can be suspended in the leads of a pile driver or hung from a derrick, crane or beam. Table 127 gives the sizes, weights, prices, etc., including fittings for attaching hose to hammer but no hose. Hose costs as follows: Size, Inches. Number of Plies. Price per Foot. % 5 $0.48 1 5 .60 1% 6 .90 11/2 6 1.08 1% 6 1.30 2 7 1.74 Another make of hammer is as follows : ort b O <^ o- ^ fH 0) cc.S P<« S^S^ ,0) I© W •a^BuiTxojddv "ui •bg -isdl eanssaaj; o ■sqn: 08 ''uiH -isd » Jiy 99J^ 'aiy dtuoo •a^BuiTxojddY ''^i •bg aad 8anss8Jd[ o "sqT: 08 psJinbaH 'd: 'H -i^noa uiB9;g •e:^nuii\[ jad t- •9:^nutif J9d o S92lOJ;g JO -ON ^i i^ S-, ioj;g " ^ J9;9iUBia agpuii-f^O S^ •saqoui— qr^daa « '^:^PTAi ':msi9H— ^ nv J8AO suoTsuauiia H •spunoj S 'UIBH JO ;qSi9A\. "I •spunoj o g •;ilSl9Ai IB^OJi iA^ o •ON 9ZIS rH *^ 460 PILE DRIVERS 461 Fig. 192. Steam or Air Pile Driver for 3-Inch Siieet Piling. * Referring- to downward force in table on preceding page, the duty of hammers is usually given in "wood" units; the sheet steel piling equivalents are as follows: Hammers driving 2"xl2' piling to 20' penetration. Hammers driving 3"xl2" piling to 20' penetration. Hammers driving 4"xl2" piling to 25' penetration. Hammers driving 14" round piles will drive 12' piling to 40' penetration. Hammers driving 18" round piles will drive 15" sheet steel piling to 60' penetration. sheeting will drive 9" sheet steel sheeting will drive 12" sheet steel sheeting will drive 12" sheet steel sheet steel 463 HANDBOOK OF CONSTRUCTION PLANT PILING Hardwood piles are used where the driving is difficult and the soft varieties where it is easy. In 1910 in New York and the North Central States the price was about as follows. Spruce or yellow pine, 12x6 inches, 30 to 35 ft. long, 10 to 11 cts. per ft.; spruce, 40 to 45 ft. long, 11 to 12 cts.; short leaf yellow pine, 50 ft. long, 15 cts.; same 60 ft. long, 15 to 16 cts.; long leaf, 50 ft. long, 17 to 22 cts.; 60 ft. long, 18 to 23 cts.; oak, 18 to 22 cts.; scrub oak, short lengths and odd sizes, 10 cts. and up. The charge for driving a pile in tire vicinity of New York is about $3.00. Pile points, or shoes, with 4 straps cost: Square, each 95 cts. to $1.40; oblong, each $1.05 to $1.50; round of 6-in. diameter, each $1.40; 8-in., each $2.75; 10-in., each $4.25. Pile bands to prevent brooming are made of 1-in. iron, 2 to 4 ins. wide and cost from $2.00 to $4.00 each. Cost of piling and piles in the construction of an ore dock for the Duluth & Iron Range R. R., is abstracted from an article by Leland Clapper, in Engineering and Contracting, July 17, 1912. The following tables give the time of the various classes of labor and of the outfits used in carrying out different parts of the work. The time allowed for outfit includes only the time while actually in use. A 40 H. P. gasoline boat did most of the towing and the time of its engineer is included in the tables. In Table I for sheet piling, the item "preparing and handling" includes spiking on the tongues and grooves, using about 50 %x8-in. spikes per pile, also sharpening, loading by derrick from skidway to scow, and unloading at the drives. The item "waling and tying" covers the placing of the temporary inside guide timbers, the temporary outside waling timbers and all tempo- rary and permanent bolts and anchors. L— TIME COST OF SHEET PILING (2,350 PILES). Hours per 100 Preparing and Handling: Hours. Sheet Piles. Foreman 370 15.58 Carpenters 520 21.89 Skilled labor 1,630 70.73 Common labor 4,950 208.40 Engineer 340 14.31 Tug and crew 40 1.68 Derrick scow 250 10.53 Driving : Foreman 590 24.84 Skilled labor 1,890 79.57 Common labor 2,160 90.94 Engineer 830 34.94 Drivers 570 24.00 Cutting Off: Common labor 1,700 71.57 Waling and Tying: Foreman 760 32.00 Carpenters 2,380 100.20 Skilled labor 6,330 266.49 Common labor 13,370 ^S^-°° Engineer • 1,960 82.52 Tug and crew 40 A^o Derrick scow 1.040 4d.78 Drivers 570 24.00 PILING 463 Table it for round piles includes only those piles in the dock proper. The item "pointing and handling" includes sorting, point- ing, raftir^g and delivering to drivers. The cutting includes the removing of the old pile heads. II.— TIME COST OF ROUND PILE WORK (163,500 PILES). Pointing and Handling: Hours. Foreman 20 Engineer 350 Skilled labor 2,330 Common labor 2,390 Derrick scow 130 Team 350 Driving: Foreman 670 Engineer 670 Skilled labor 2,670 Common labor 2,690 Pile driver 660 Cutting Off Piles: Foreman 130 Skilled labor 600 Common labor 3,180 Hours per 100 Lin. Ft. .0122 .2135 1.4213 1.4579 .0793 .2135 .4087 .4087 1.6287 1.6409 .4026 .0793 .3660 1.9398 Fig. 193. No. 5 Hammer Driving Wemlinger Piling. The standard dovetailed sheet-piling of the Southern Pacific Railway used by Mr. Kruttschmitt in closing breaks on the Mississippi levees, is described as follows in the Reclamation Record. "The main body of each pile is composed of a 4xl2-in. plank with the lower end adzed to a slope of cibout 15 degrees with 464 HANDBOOK OF CONSTRUCTION PLANT the horizontal, so as to force the piling in driving against the preceding one. On one edge of the body is nailed two strips made of 1-in, boards, having their exterior edges in the plane of the face of the pile, and their interior edges beveled so as to form a trapezoidal groove between them with a larger base adjacent to the body of the pile. This larger base is made about 2 inches in length, the shorter base about 1 inch in length. On the other edge of the main body of the pile is nailed a single strip made of 1-in. boards and so beveled as to permit it to slip snugly between the beveled opening on the adjacent pile. The strips are nailed to the main pile with lOd wire nails spaced 6 ins." The cost of making 1 sq. ft. of this piling would be about as follows: 1 4"xl2"xl2" plank at $30 per M., B. M $0.12 3 2"x l"xl2" planks at $30 per M., B. M 015 6 lOd wire nails at $2.20 per keg 002 Yi hour of carpenter at 50 cents per hour 125 Total .$0,262 Wemllngrer Sheet Steel Filing- illustrated in Fig. 193 costs, f. o. b. New York, as follows: WITH SHORT CLIPS. Type. Thickness. Price per Sq. Ft. Extra per Clip 1-A 7/ih $0.24 $0.14 2-A .28 .15 8-A Vs" .29 .16 4-B 7/64" .285 .16 5-B 1/8" .32 .17 6-B 5/32" .34 .18 7-B 3 'f .37 .19 8-C A" .42 .20 9-C 1/ " .45 .21 10-G ^" .55 .22 , WITH FULL LENGTH CLIPS. Price per Square Type. Thickness. Foot, Including Clip. 11-B 7/64" $0.34 12-B Vs" .36 13-B 5/32" .39 14-B 4" .42 15-C .48 16-C i" .54 17-C .62 18-D T^ff" .64 19-D, 1/ " .73 20-D i" .87 Wakefield Piling- is suitable for light or medium heavy work. It has been used with great success on small sewers. The spe- cial cap necessary for use in driving costs $10, The cost of Wakefield sheeting complete and ready for driving for Lincoln Park improvement, Chicago, 1911, was as follows: PILING 465 1,784 Pieces 6-in. Sheeting, 24 ft. Per piece Labor $1,682.31 $0.94 Hardware 115.96 07 Lumber 7,457.12 4.18 Total $9,255.39 $5.19 200 Pieces 6-in. Sheeting, 28 ft. Labor , $ 188.60 $0.94 Hardware 130.00 .07 Lumber 974.00 4.87 Total $1,292.60 $5.88 94 Pieces 9-in. Sheeting, 12 ft. Labor $ 88.36 $0.94 Hardware 8.74 .09 Lumber 294.22 3.13 Total $ 391.32 $4.16 105 Pieces 9-in. Sheeting, 14 ft. Labor $ 98.70 $0.94 Hardware 9.45 .09 Lumber 383.25 3.65 Total $ 491.40 $4.68 428 Pieces 9-in. Sheeting, 18 ft. Labor $ 402.32 $0.94 Hardware 38.52 .09 Lumber 2,011.60 4.70 Total $2,452.44 $5.73 1,742 Pieces 9-in. Sheeting, 24 ft. Labor $1,637.48 $0.94 Hardware 156.78 .09 Lumber 10,922.34 6.27 Total $12,716.60 $7.30 200 Pieces 9-in. Sheeting, 28 ft. Labor $ 188.00 $0.94 Hardware 18.00 .09 Lumber 1,462.00 7.31 Total $1,668.00 $8.34 Total cost of 4,553 pieces $28,267.75 Summary: Total cost of labor $ 4,285.77 Total cost of hardware 477.45 Total cost of lumber ; 23,504.53 $28,267.75 Lackawanna Steel Filing', illustrated in Fig. 194, costs, f. o. b. cars Pittsburgh, about 1.5 cents per lb. It comes in any length up to 70 ft. and its other dimensions are as follows: Thick- Weight per Dist. Center Weight ness of Square Foot to Center of per Lineal Width of Joint Web, Ins. of Wall, Lbs. Joints, Ins. Foot, Lbs. Over All, Ins. A B C % 40.00 12% 42.500 3 45/64 % 35.00 123^ 37.187 3 45/64 1^ 21.50 7 12.54 1 53/64 466 HANDBOOK OF CONSTRUCTION PLANT This piling drives easilj'. In a test a 50-ft. length was driven 47 ft., under a 5-ton hammer striking 90 blows, with a penetra- tion of 1 inch at the last blow. Fig. 194. 1234. Inch Piling, %-lncli and 1/2-Inch Web. TEST OF DBIVINCr STEi:!^ SHEET FIIiINGr, CIiEVEI^AND, O. One place on the short line of the L. S. & M. S. R. R. around Cleveland, Ohio, required tunneling under the grounds of a manu- facturing plant. The tunnel was to have two standard grade tracks at an elevation of about 50 ft. below yard level of this plant. The wash test borings taken at this point showed: Below Grade Yard level to 5 ft Slag and cinders. 5 ft. below to 20 ft .- Yellow clay and gravel. 20 ft. below to 30 ft Fine gravel. 30 ft. below to 40 ft Coarse gravel. 40 ft. below to 50 ft Fine sand. 50 ft. below to 55 ft Coarse sand and gravel. 55 ft. down Hard pan (blue clay). The fine sand, 40 to 50 ft., was in the nature of quicksand, and there was a surcharged load at the sides. The engineers of the Lake Shore R. R. decided on steel sheet piling. This work required 60 ft. penetration. Five bars of 12%-in. X %-in. Lackawanna steel sheet piling, weighing 40 lbs. per sq. ft. and 50 ft. long were ordered for this test. These bars were driven by a No. 1 Vulcan hammer, weighing 10,150 lbs., total striking part 5,000 lbs. with a 42-in. stroke. In general the record was as follows: No. 1 Pile (experimenting, etc. Accurate record not tak«^n.) Blows No. 2 Pile 20 min. actual driving time 1,136 No. 3 Pile 23Vo min. actual driving time 1,572 No. 4 Pile 35 min. actual driving time 2,284 No. 5 Pile 2014 min. actual driving time 1.283 No. 5 pile was followed down to 10 ft. below the surface of the ground in 18% minutes, with 1,153 blows. All five bars were driven to the surface of the ground, making a penetration of 50 ft. Jones & laugrhlin Piling", illustrated in Fig. 195, costs about cts. per lb., f, o. b. Pittsburgh. It is made in any length. J PILING 467 No. 1 Size (Ins.) 12x5 12x5 15x6 15x6 15x6 Wt. per Sq. Ft. (Lbs.) 35.00 36 25 37.20 39.75 42.25 Fig. 195. >j Section A-A|< > Pi I ||o|o ,i I |0| o |0| o Tol o,o o joj ■ ■Cpsts about I.Scts.perlb^ Fig. 196. JSectionA-A '^ «V., ' •f-oi i a>|., - J4'iJ<--c>i''>l'-l< ' vfl'^'H Fig. 198. Interior View of Chicago Avenue Pumping Station, Show- ing Interlocking Steel Sheeting Driven Alongside of Pumps Which Were in Continuous Operation. 468 " (Mfq(MN 6C«' ^^ ™M «OtC.L-t- ^ ^ ^^ JS5^J3^ ^ g ;^;^;:^;^ M l-HrHrHiH ^■g;^;^ i M (M(Me«3eo O „ i j^^;^;^ s M coeo-^-* 5 O ^=225* n m ,|5«5 K? h H o g § rJ2 S5^c^M^S5~^ ^ wm 'AXV.'A s % O^M X>^XX H U< ^^ tR ^ (M (MOO CO H M M Q O . -1-3 o P ^ (4 g O 0) M M ^ !^ X X X 13 i £1^:^;^;^ cocc-*-* r ^- O CM < X >< Witts

<0 N w X X X X X X L eo CO CO CO -* ■ m .2* oo-<*^aia3io >H <^) 00 CO 00 CO -^ O ^X^>< X X X X %. rH< 469 r-KMCO-^WSO "i^ ^ «H«(-i 6\ •saqoui 9 v^j^^ iZ ;:rj^ •saqoui-i? «2 •spunod ';ooj J9(J;qSi9A^^^^! c .2 r^mm •r o>oi-t p^^^* 6 ►7 THIMeO 470 PILING 471 The Bush Terminal Co. of Brooklyn, N. Y., decided in 1910 to substitute steel for wood sheet piling in the construction of the foundation pits of their new buildings. Each of the 288 reinforced concrete columns in these buildings requires the digging of a foundation pit 10 ft. x 12 ft. x 12 ft. deep. In excavating some of the first of these pits, the sheeting was of ■2xl0-in. wood piling which cost $1.00 per horizontal foot, in- cluding rangers, bracing and removal, making a cost per pit of about $44. This wood was good for only 2 or 3 drivings, an average of 2i^. Two hundred and fifty tons of steel piling similar to the above, of the 6-in. x 12- ft. section, weighing 11 lbs. per ft., were purchased. This quantity was sufficient for about 40 pits, and it has already been re-used over 14 times, and is yet in very good condition. The bracing consists of 2 sets of 6x8-in. rangers with one cross bar of the same dimensions, but it has been found that lighter bracing can be used. This piling was driven by hand, with wooden mauls for about one-half the distance, and with iron sledges for the remainder, a special cap being employed. It was pulled by hand, also, with a wooden beam for a lever. The average cost of 40 pits sheathed with steel piling has been $14.63 for driving and $4.84 for pulling, or about 2% cts. and 1 ct. per sq. ft., respectively. The steel piling cost $222 per pit, or 43 cts. per sq. ft. For the 14 times it has been re-used, this makes a total cost as follows: Steel material $222.00 Driving 14 times 205.00 Pulling 14 times 68.00 Total for 14 pits $495.00 Average cost of 1 pit 35.30 This shows a saving over wood of about $9 per pit, or 20 per cent, and the steel material is still available for future use. The above matter has been compiled from an article by Mr. F. T. Lewellyn in Engineering Record. The table on following page has been abstracted from the Carnegie Steel Co.'s booklet, "Steel Sheet Piling." :« .a •to •B '••3 :S. I* \i -E •C8 •/- Labor, fuel, oil, etc. Labor and equipment. Labor and equipment." " ' Price paid contractor. Labor and equipment;. 1 a '3 1 o 1 3 1 s 0. '5 z 1 2 ! ! 1- c 3 C s; Q Driving, handling. Inexperienced crew. Price paid contractor. Labor, " equipment," etc. ' Handling cost, 13.6 cts. O .2 lo «^ .3 ^ :,§« •d-d *j toS? cc oftu . Om S-i:S-5i aft 60j^oo!>Brt5.coK-- .^"S^f » JB , iOOOOOOOOO-^OOOCOOOOOOOMOOOOOOOOOOOOOOOOOOOrCOO "XJ J3a S)U30 'JSOO i-«;ooouooo30«>i»ooiniftOOooo>Tf oi«eeH,-IMO<: •cimi ia«.T <0 «0 1- 00 U5 ■>»• r-l(M M 00 (M 00 U5 Ifl O U5 O tr Ifl >-" (M 40 lO < BUUt ^''XSl !CMIlO'«>i-ilMOOOT-IC «»> J-H rt CO U5rt 11 rHi-t r ■<»• M M W ««• C Sli,0KP^wpHJ^Mm<«^il2iK0S^SHwPQ£§HH«feii;fq«^O0£^WK;5A«Ht« 472 PILING 473 JACKSON-'S inti:bi;ockiitg stez:!. SHEETinra. Costs about 1.5 cts. per lb. "base." STYLE No. 1. Composed of 15-inch, 33-lb. Channels, ? TVpio-bt 4q ihe reJnforcet/ Jf afes/r&f. ^^%t Standard S/mpiex Co/^crete P/les. ^^"'^''^■ 942. ^W/reMesh '^Reinforcing Bars Fig. 211. End Cross Section for Ai! Piies. 476 PILING 477 may be jetted out, the concrete in either case being poured in when the pile has reached the required depth. The particular advantage of this pile is that it can be used where the head room is limited. The cost of casing ranges from 83 cts. a foot to $2.75, depehding upon the sizes (9-in. to 12-in.) and the length of the pieces. Cast piles may be made in any section, circular, square, tri- angular, or corrugated. They are reinforced with bars or mesh or with bars and mesh, or with bars and hoops or even with built-up sections, as I-beams; in short, piles are reinforced just as columns. They are driven in the same way as are wooden piles. Piles are cast in horizontal molds like beams, or in vertical FJg. 212. Chenoweth Machine for Manufacturing Reinforced Con- crete Piles 60 Feet Long, 14 to 16 inches in Diameter. molds like columns. They are allowed to set hard before forms are removed and to harden thoroughly for 30 days before being driven. Often an iron pipe is molded in the pile at its center throughout its length for use of a water jet to help in the driving. Mr. Gillette gives costs of making and driving 48 piles, 30 ft. 6 ins. long, 14 in. x 14 in. at butt, and 9 in. x 9 in. at tip, as $1.63 per lin. ft., admittedly a high cost. The cost per lin. ft. of pile for the Atlantic City, N. J., board walk is given as $1.41, This, too, is a high cost, as the piles were of more or less comr- plicated construction. They were jetted down, no driving being done. The Chenoweth pile is reinforced with rods and wire mesh, the rods are wired to the mesh, the concrete is then spread flat on the mesh, and all are rolled together on a machine built for the purpose. Piles up to 61 ft. in length can be made on this machine. They are driven with a regular pile driving machine, 478 HANDBOOK OF CONSTRUCTION PLANT preferably, as is the case with all concrete piles, with a machine having a steam hammer. Mr. Gillette gives the cost of this pile as $1.50 per lin. ft. In place. Another rolled pile is the Ripley Combination pile, in which concrete reinforced with wire mesh is rolled around a wooden I Fig. 213. Cast Iron Point Driving Form Ready to Start Driving, Point in Position and Form Being Lowered. pile. The concrete in this case is useful to strengthen the pile and, particularly, to protect it from the action of the teredo or marine borer, for in docks having a concrete superstructure of girders and beama, the joint of the girder and wood and con- crete pile would be a difficulty, tending rather to the making of a weak joint at a critical point of the structure. PIPE APPROXIMATE WEIGHTS, DIMENSIONS, ETC, Standard Sewer Pipe. Weight Depth Annular Av.* Calibre. Thickness, per Foot, of Sockets, Space, Price Inches. Inches. Pounds. Inches. Inches. per Foot. 3 % 7 11/2 1/4 $0,075 4 9 1% % .075 5 % 12 1% .12 6 % 15 1% % .12- 8 % 23 2 % .165 9 tI 28 2 % .24 10 % 35 21/8 % .24 12 45 214 1/2 .30 15 IVs 60 21/2 1/2 .405 18 1% '85 2% V2 .57 20 1% 100 3 .675 21 120 3 1/2 .90 22 IVz 130 3 Vz .90 24 1% 150 31^ Vz .975 27 2 224 . 4 % 1.71 30 21/8 250 4 % 2.09 33 2Vi 310 5 11/4 2.69 36 21/2 350 5 1% 3.01 Double Strength Pipe. Weight Depth Annular Av.* Calibre, Thickness, per Foot, of Sockets, Space, Price Inches. Inches. Pounds. Inches. Inches. per Foot. 15 1^/4 75 2y2 Vz 10.473 18 l^/^ 105 2% Vz .685 20 1% • 130 3 Vz .833 21 1% 148 3 1.11 22 1 5/6 160 3 Vz 1.11 24 2 185 314 1/2 1.20 27 2% 260 4 2.07 30 2% 310 4 % 2.53 33 2% 340 5 ly* 3.19 36 2% 400 5 1% 3.57 APPROXIMATE WEIGHTS, DIMENSIONS, ETC. Deep and Wide Sockets, Standard. Weight Depth Annular Av.* Calibre, Thickness, per Foot, of Sockets, Space, Price Inches. Inches. Pounds. Inches. Inches. per Foot. 4 V2 10 2 Vz $0.0775 5 % 14 21/2 % .124 6 % 16 21/2 % .124 8 % 25 2% % .1705 10 78 36 2% % .248 12 1 46 3 .31 15 1% 65 3 % .419 18 11/4 86 3% % .589 20 1% 107 31/2 % .697 21 11/2 130 3% % .93 22 1% 145 3% % .93 24 1% 150 4 • % 1.007 *There is a wide variation in prices of this product. Tlie prices given on this and following page are for standard length pipe in carload lots, delivered at New York, and are the average prices for 1913. For pipe in 3 ft. lengths, with standard sockets, prices are approximately the same as the corresponding prices for pipe with deep and wide sockets. For 3 ft. lengths with deep and wide sockets the prices are approximately equal to the given prices for deep and wide socket pipe plus the difference between deep and wide socket and standard socket pipe. 479 480 HANDBOOK OF CONSTRUCTION PLANT APPROXIMATE WEIGHTS, DIMENSIONS, ETC. Deep and Wide Sockets, Double Strength. Weight Depth Annular Av.» Calibre, Thickness, per Foot, of Sockets, Space, Price Inches. Inches. Pounds. Inches. Inches. per Foot 15 114 76 3 % $0,486 18 1% 107 3% % .703 20 1 y-y 135 3% % .855 21 1% 148 3% % 1.14 22 15/6 165 3% % 1.14 24 2 190 4 % 1.235 DRAIN TCLE. QUANTITY OF PIPE IN MINIMUM CARLOAD OF 24,000 LBS. No. Standard, Double Inches. Feet. Strength 3 .... 3,500 4 3,000 . . . 5 2,000 6 1,700 8 1,100 9 1,000 10 700 320 12 600 240 15 450 192 18 308 160 20 234 136 24 160 100 27 110 90 30 100 75 36 75 65 Fig. 214. DRAIN TILE HARD BURNED AND VITRIFIED. , List Price ^ Approximate Per i:s. Ts. Ells and Weight Size, Inches. 1,000 Feet. 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SUI iO O OJ O 00 50 Oi CO U5 00 00 00 CO CO oi 05 CO Cq CO CO e*5 odddddiHMco'^c-^oJc^'ujdoooodc^oo'uioo iHiHi-iMeouseooaiTH ('^kh[) U5 1- e^ t- CO iH r^oor-*iaaiiat~t-ia-^-^ia 'a '^ T> T T n o anra rj< t- irt O eo O O iH tH c J. a II t> ."t- rtooc-coiftiOT** t- (m 00 ■<*' iH Ol^ioux J-'-' +^ •JS> ,-imt-iHCOt-COOOU5C^00500t-COli:5-*-<*COCOCVi aadedid: Jo U^jSuaT^^vd^co'-^ic^^^rH-^-dddddddddd (SUJ) 90UaJ8J (M CD tH OJ O^ •«# m Oi r-< CddcsiT^'irt'i>;dcot>^dcocod lHT-(iHlHiHe,HcorHoooooo-^u5t- OiHrHr-5M*eOTjdrHC^Tt t> 06 d th c- ;^ ;:f2 «7 fc/ } I* X lOuiiAA^^iM ,-(rS,HC> O 00 (M CO o- i-i COiH loocq, ft lOOt--rH?C>OC^05'^ ooe£>«c>c-odt>."eoc^'«>M<- Tti N iH t-OiOCqiOCOOOOTjH| rHrHC^ «C>C-00r-(lOCOC>J t-C-COrH t~ooTt*< ;:^ C-IO /«5C0C0 ooos--'KSod«>o'T-it~iHcoco '^ ' r-( eg Ttl t>- O CO OO CO OS iHrHT-ICgffCI fOU5 r eg eg «D «D 00 OS eo c-^ CO c-g* OS o 00 «o eg o C'Q t- 00 rHeg'.ioioooegt>» 3 ■* uf c^ i-(i-iC be ' ftO. ft ft t« o X2h O ft 5 -ti .2 ^ ^ CO — ' Cos c > c .i no) S3ABJS ?juajuoo oiqno (sqi) -s. -a Jad spuBa JO ?U3I8A1 (sqa) -^ 1 jaa saABjs JO iqS|3Ai (sjBiioa) •j^ J8d aojJd: C^d -no) SJU8JU00 qno (•sq-i) •■\^ jad ?q3iaM (sjBiioa) (sqa) -j^ w J8d 2 £ 2 S spuBa JO »qsi9M ;:;- '^- ;^- ^. puB azis puBa ^ * -^ ^^ ^^ ^* (sjBuoa) •jj aad oojja (sjBiion) •;j jad aosjj SuiOBdg aSnBQ 9JII/A (sqa) •1.^ jad jqSiaM. (sjEiioa) •;j jad aojJci 3un»'0 o>-^c> o ls>aBlloti; Tt-iowMo^-^wenT-iiNTCooair-i-^otoaiiMO ooooooooooo'oocJooood^ 400 PIPE 491 The following table shows the approximate weight of machine banded pipe per lineal foot, banded for a head of 150 feet, and the number of feet of pipe that can be loaded on a car. ize of Pipe Approx. Wt. per Ft. Number of (Inches) (Pounds) Feet in Carload 2 2V2 9,000 3 3% 6,500 4 4yi 5.500 6 7% 3,500 8 9 78 2,500 10 121/2 1,500 12 141/2 1,000 14 17 850 16 22 700 18 26 500 20 33 500 24 50 400 It is possible to use standard cast iron water pipe fittings on machine banded wooden stave pipe, but the size and weight of Fig. 218. Twenty-four Inch Machine Banded Wooden Stave Pipe, Laid in Place, for Irrigation System. such fittings make their use undesirable. Lighter cast iron fit- tings, built with smoother hubs, are especially designed for wooden pipe. The approximate weights of the smaller sizes are as follows: 492 HANDBOOK OF CONSTRUCTION PLANT Cross es Tees Ells Bends Ins. Lbs. Ins. Lbs. Ins. Lbs. Ins. Lbs 2x2x2x2 33 2x2x2 25 2 14 4-45" ■ 37 3x3x3x3 54 3x3x3 43 3 23 6-30° 48 4x4x3x3 72 3x3x2 57 4 44 6-45° 52 4x4x4x4 88 4x2x2 55 6 62 6-20° 46 6x6x4x4 121 4x3x3 58 8 82 8-20° 51 6x6x6x4 124 4x4x3 57 8-30° 62 6x6x6x6 133 4x4x4 71 8x8x4x4 143 6x2x4 87 8x4x8x4 164 6x4x4 91 8x8x6x4 147 6x6x4 100 8x8x6x6 166 6x6x6 113 8x8x8x8 197 6x6x8 8x8x4 8x8x6 8x8x8 133 122 135 155 When quotations on wooden stave pipe are requested, the fol- lowing information should be furnished the manufacturer of pipe: 1 — Purpose for which pipe is to be used. 2 — Inside diameter and length of pipe required. 3 — Head on pipe or pressure under which it is to be used. As the banding varies according to the head, it is necessary to state the lengths of pipe under different heads, or else furnish a pro- file of the line. The prices given usually include the couplings, PATENT CLAMP COZiIkAB. A Clamp Collar is meritorious for various reasons and advan- tages: On dredge pipe, when pipe can be connected without the aid of block and fall, and other power devices, by simply abutting the ends of sections of pipe together and bringing the Clamp Col- Frg. 219. lar around the point and connecting up same by means of thread and nut, thereby making a perfectly tight joint; for its use in taking out a single section at any place in the line without dis- turbing any other portion of the line; in dredge and hydraulic PIPE 493 pipe that is worn thin on the under side, making it necessary to turn the pipe so as to get the strongest portion of the pipe underneath, where the greatest wear is encountered. All that is necessary is to slacken the nuts on the Clamp Col- lar at the end of- each section, thereby leaving it loose to be turned to such a position as is desired. A section of pipe fre- quently becomes worthless and in order to replace a section with a new one, other portions of the adjacent main do not have to be disturbed, as the section can be put in place, thereby repairing the break, disturbing only such portion as is useless. I5V-J' 494 HANDBOOK OF CONSTRUCTION PLANT PIPE COVERINGS ASBESTOS. These asbestos coverings are made for pipes % in. to 1% in. inside diameter, ranging in 14 in. sizes; for pipes iy2 in. to 5 in. inside diameter, ranging in % in. sizes; for pipes 5 in. to 10 in. inside diameter, ranging in 1 in. sizes; for pipes 10 in. to 20 in. inside diameter, ranging in 2 in. sizes, and for 24. in. and 30 in. pipes. All pipe coverings are supplied in sections of 3 ft. long, canvased and with bands. Following is a price list, on which there is about 77 per cent discount: PRICE LIST SECTIONAL PIPE COVERINGS AND FITTINGS. Standard Thicknesses. Inside Diam. of Pipe, Inches. V2 % 1 1^ 2% 3 31/2 4 41/3 5 6 7 8 9 10 *12 14 16 18 20 24 30 Price per Lineal Ft. fO.22 .24 .27 .30 .33 .36 .40 .45 .50 .60 .65 .70 .80 1.00 1.10 1.20 1.30 1.85 2.10 2.35 2.60 2.85 3.30 4.00 Elbows. $0.30 .30 .30 .30 .30 .36 .42 .48 .54 .60 .72 .90 1.30 1.80 2.40 3.00 3.60 Tees. $0.36 .36 .36 .36 .36 .42 .48 .54 .60 .75 .90 1.20 1.60 2.20 3.00 3.80 4.60 Crosses. $0.48 .48 .48 .48 .48 .54 .60 .70 .80 .95 1.10 1.50 2.00 2.80 3.60 4.40 5.20 Globe Valves. $0.54 .54 .54 .54 .54 .60 .78 .96 1.20 1.50 1.85 2.25 2.80 3.60 4.40 5.30 6.20 Flange Covers. $0.50 .50 .50 .50 .50 .60 .70 .80 .90 1.00 1.30 1.60 1.90 2.20 2.50 2.90 3.30 All pipe coverings are supplied in sections three feet long canvased and with bands. For irregular flanges or fittings larger than 10 inches use our Magnesia Cement or Asbestos Cement Felting. * All magnesia coverings above 12 inches furnished m seg- mental form; other coverings in sectional form in all sizes. Subject to discount. PIPE COVERINGS 495 PRICE LIST SECTIONAL, PIPE COVERINGS. Extra Thicknesses. 3-Inch Inside Thick Diameter 1^-Inch 2-Inch Dbl. Stand. Broken of Pipe, Thicl? per Thick per Thick per Joint per Inches. Lineal Ft. Lineal Ft. Lineal Ft. Lineal Ft. V2 $0.46 $0.75 $0.65 $1.20 % .49 .80 .70 1.35 1 .52 .85 .75 1.40 IV4. .56 .90 .80 1.45 1^^ .60 .95 .85 1.55 2 .64 1.00 .90 1.65 2% .70 1.05 1.00 1.75 3 .76 1.15 1.10 L90 3% .82 1.25 1.20 2.05 4 .88 1.35 1.40 2.20 4% .94 1.45 1.50 2.35 5 1.00 1.55 1.60 2.50 6 1.10 1.70 1.80 2.70 7 1.20 1.85 2.25 2.90 8 1.35 2.00 2.50 3.15 9 1.50 2.20 2.70 3.40 10 1.65 2.40 2.90 3.65 *12 1.85 2.70 4.10 4.10 14 2.10 3.00 4.60 4.60 16 2.35 3.30 5.10 5.10 18 2.60 3.60 5.60 5.60 20 2.85 4.00 6.00 6.00 24 3.30 4.50 7.00 7.00 30 4.00 5.50 8.40 8.40 * All magnesia coverings above 12 inches furnished in mental form; other coverings in sectional form in all sizes. Subject to discount. seg- 496 HANDBOOK OF CONSTRUCTION PLANT PIPE LINE TOOLS Lead furnace, pot, bar, grate and ladle on two wheels with handle and stand. Of heavy boiler plate with "wrought iron wheels. of O o a? k 1 st o^ -i 0,Q as 15 • I^ - 1 ' ^ 1 i 1 ^ ■■- -■ — — — -1- — — .... -\- — — — — ^ n. -_. -+- — __ t \ M 130 1 N ! i^ ^ !>- 1 1 1 \ 1 -^ ^ 1 1 \ 1 ^ ^ 1 — — '+• — — ^ C :^ ^ ^ u ^ er m >- fc 2//J ^i — — -r — k- 1 y ^ ■^-^ Tib 1 ! -j- ^ ^ 1 'Si ^ ' oofr Q. £ . o § c . Q. . o >» tL Si g-E M O O .§? X o oo §:« f £ 507 0£ 09. 06 031 OSI 091 012 OfrE OLZ 00£ 0£1 JO 09£ = 06£ OS* 08t OIS Ofrq OiS 009 0£9 099 069 OIL OSL 08t U8M0d9«J0H o o O C> O o •spunoj «D yO * - s^ -t / y / 1 / 'J^ .\ ki *M / \' ij / 1 / / j ^ ^\ ' y II ") 1 1 ■m ^ £ -f o (0 '- OQ. O ns CO V c Si c\i(0 il 508 POWER 509 ployed and the general supplies needed for a 24-hour run of one plant. » Table III gives a typical run during the period of driving the shields, and Table IV is typical of the period of concrete construction. - In the latter case the tunnels were under normal air pressure. *;^) Before the junction of the shields both plants were running continuously; after the junction, but while the tunnels were still under compressed air, only one power house plant was operated. TABLE I— PLANT AT ONE POWER HOUSE. Description of Item. Cost. 3 500-h.p. water-tube Sterling boilers $ 15,186 2 feed pumps, George F. Blake Manufacturing Co 740 1 Henry R. Worthington surface condenser 6,539 2 electrically driven circulating pumps on river front.... 5,961 3 low-pressure compressors, Ingersoll-Sergeant Drill Co.. 33,780 1 high-pressure compressor, Ingersoll-Sergeant Drill Co.. 6,665 3 hydraulic power pumps, George F. Blake Mfg. Co 3,075 2 General Electric Co.'s generators coupled to Ball and Wood engines •. 7,626 Total cost of main items of plant $ 79,572 TABLE II— SUMMARY OF COST OF ONE PLANT. Total cost of main items of plant $ 79,572 Cost of four shields (including installation, demolition, large additions and renewals, piping, pumps, etc.) . . 103,560 Cost of piping, connections, drills, derricks, installation of offices and all miscellaneous plants 101,818 Cost of installation, including preparation of site 39,534 Total prime cost of one power house plant $324,484 TABLE III— COST OF OPERATING ONE POWER HOUSE FOR 24 HOURS DURING EXCAVATION AND METAL LINING. Labor. Rate per Day. Amount. 6 Engineers $3.00 $ 18.00 6 Firemen 2.50 15.00 2 Oilers 2.00 4.00 2 Laborers 2.00 4.00 4 Pumpmen 2.75 11.00 2 Electricians 3.50 7.00 1 Plelper 3.00 3.00 Total per day $ 62.00 Total for 30 days $1,860.00 Supplies. Rate per Day. Amount. Coal (14 tons per day) $3.25 $ 45.50 Water 7.00 7.00 Oil (4 gals, per day) 0.50 2.00 Waste (4 lbs. per day) .• 0.07 0.28 Other supplies 1.00 1.00 Total per day $ 55.78 Total for 30 days 1,673.00 Total cost of labor and supplies for 30 days 3,533.00 510 HANDBOOK OF CONSTRUCTION PLANT TABLE IV— COST OF OPERATING THE ONE PLANT FOR 24 HOURS DURING CONCRETE LINING. Labor. Rate per Day. Amount. 2 Engineers $3.00 $ 6.00 2 Firemen 2.50 5.00 2 Pumpmen 3.00 6.00 1 Foreman electrician 6.00 6.00 1 Electrician 3.00 3.00 1 Laborer 2.00 2.00 Total per day $ 28.00 Total for 30 days 840.00 Supplies. Rate per Day. Amount. Coal (14 tons per day) $3.15 $ 44.10 Oil (4 gals, per day) 0.50 2.00 Water 13.00 13.00 Other supplies 2.00 2.00 Total per day $ 61.10 Total for 30 days 1,833.00 Total cost of labor and supplies for 30 days 2,673.00 PUMPS I have taken the following^ classification of pumps from Turneaure and Russell's "Public Water Supplies": Pumps may be classified in various ways, but for the consid- eration of their mechanical action they may be best considered under the following heads: 1. Displacement-pumps. 2. Impeller-pumps. 3. Impulse-pumps. 4. BuckeL-pumps. The various subdivisions of the classification are shown in table below: ft ■-5 c 3 Recipro- cating Rotary j Double Action ( Single Class ( Piston f Inside-packed •{ Outside-packed {Plunger |^---pP--' Type -i f Application r Single Power i Duplex t Triplex I High-pressure I Compound Steam "^ f Direct-acting LArrangemenI S Crank & flywheel (^Compensator TTvrirpniiV f Direct-acting Hydraulic [ crank and fly-wheel Arrangement Vertical Horizontal ry 5 Surface (suction) use ^ Submerged or deep v/ell Air-displacement rScrew Steam-vacuum J Chain Continuous-flow i U pump ^Double-acting Impeller Continuous applica tion through some^ mechanical agency*^ or medium Centrifugal- r Water Jet ■{ Steam tAir impeller I gPf-d P (Side suction i^afee I Double suction Arrangemer>t}Hoji-Y^ Impulse (as name implies) — Water-ram Bucket (receptacle alternately filled and emptied) jean^ 511 512 HANDBOOK OF CONSTRUCTION PLANT CENTRIFUGAIi PUMPS. The centrifugal pump (Figs, 233-236) has been developed and perfected during the past seven years, so that it is now recog- nized as a simple, reliable pump of great range. The principal trouble with a centrifugal pump, especially when the pump is at a substantial height above the water, is in starting It. When the pump sucks it must be reprimed and started again. Therefore, if the amount of water to be handled I Fig. 233. Submerged Type. is not as great as the minimum capacity there will be many stops and knock-offs to prime. Before starting up a steam pump, especially in cold weather, it should be well warmed up by live steam from the end of a hose in order to thaw out any ice that may have formed in the cylinders and to give the iron i^arts a chance to expand gradually. Iron Vertical Centrifugral Pumps, submerged or suction type, furnished complete with short shaft and coupling, one bearing, pulley for connecting shaft and discharge elbow, are used exten- sively for irrigation purposes, sewage pumping, and for any place where a pump may be placed in a pit. Suitable for ele- vating water 50 to 60 feet. Fig. 234. Suction Type. Fig. 235. 514 HANDBOOK OF CONSTRUCTION PLANT TABLE 136 — IRON VERTICAL CENTRIFUGAL PUMPS. «S o G S . o ^ >. o s ffi« a'^ cSC- O s=^ 13^ CO 3 3^ 5 iy2 .058 5x 6 70 2' 9" 120 135 $ 20.00 $ 30.00 2 .10 7x 8 120 3' 4" 198 250 32.00 50.00 3 .22 7x 8 260 3' 6" 235 340 47.00 73.00 4 .30 8x10 470 4' 0" 380 495 55.00 85.00 5 .45 10x10 735 4' 7" 605 785 70.00 105.00 6 .59 12x12 1,050 4' 7" 740 1,050 85.00 140.00 10 1.52 20x12 3,000 5' 5" 1,430 1,925 165.00 275.00 12 2.00 24x14 4,200 6' 0" 2,640 3,000 210.00 350.00 12 2.00 20x12 4,200 3' 9" 2,000 2,500 185.00 325.00 18 4.50 36x18 10,000 7' 0" 6,000 7,000 470.00 79U.00 18 4.50 30x16 10,000 6' 6" 2,900 3,300 420.00 710.00 * Refers to low-lift pumps for elevations up to 25 feet. Iron Horizontal Centrifugal Pumps for belt drive. A pump used extensively for all purposes. TABLE 137 — IRON HORIZONTAL CENTRIFUGAL PUMPS. d o 4^ 2 s o fl <0 g u d o OS w ■M 1 O > U2 C/^ o CJ OS si o ' ftS ft-^ m o BC5 >^ ft m bo 2 .2 2 r^.2 si u ¥ s rtw wjH-^ •;cP-i ^w 'u Q w ffi Q^ s w H) 11/3 2 70 .058 7x 8 20x30 290 $ 30.00 2 31/2 120 .10 8x 8 26x35 510 45.00 3 SVa 260 .22 8x 8 27x38 615 67.50 4 5 470 .30 10x10 33x40 900 87.50 5 6 735 .45 12x12 37x49 1,530 125.00 6 7 1,050 .59 15x12 43x51 1,730 175.00 10 11 3,000 1.52 24x12 57x73 3,325 387.50 12 13 4.200 2.00 30x14 69x82 5,500 560.00 18 20 10.000 4.50 40x16 90x80 9,300 1,025.00 Direct Connected Dredg-ingf Pumps, complete with suction and discharge elbow, flap valve and steam primers, lubricator and oil cups. Cast iron impeller. The shipping weight and the price may vary 20 per cent from the averages given in table. TABLE 138— DIRECT CONNECTED DREDGING PUMPS. fl j-i.-^ %^ (-; 1 01 m S M V> P.^'O .2q a w'o B^ /-\ !h %m oj ai » ft.2 O) 'bib c Si ze of ^.# 55 ,0 ;3 2 bfl 1- Cylinders 1 i is- 01 w ^U2 _bo © .2 4 15 Single 5 5 30 2 1,600 $ 224.00 4 20 Single 6 6 30 2 1,800 240.00 4 25 Double 5 5 30 2 2,000 328.00 6 15 Single 6 6 60 4 2,500 285.00 6 20 Single 7 7 60 4 2,700 316.00 6 25 Double 6 6 60 4 3,000 415.00 8 15 Single 9 9 125 6 4,750 501.00 8 20 Double 7 7 125 6 5,800 567.00 8 25 Double 8 8 125 6 6,500 723.00 10 15 Single 10 10 200 8 7,500 645.00 10 20 Double 9 9 200 8 9,500 822.00 10 25 Double 10 10 200 8 10,500 1,000.00 12 15 Single 12 12 300 10 10,000 892.00 12 20 Double 10 10 300 10 12,800 1,069.00 12 25 Double 12 12 300 10 16,000 1,485.00 Belt Driven Sand and Dredg-ing- Pumps, complete except for pipe or hose. 516 HANDBOOK OF CONSTRUCTION PLANT TABLE 139— BELT DRIVEN PUMPS. CI 0) _^ o ^2 P. 03 ^ 6 1 13 1^ Q -CM -d dJr-J bo Pg be;::: rt a ^ii o CJtH •^-] b o o Q"* ~ gw W'" 5° m J^ I 4 4 30 4 12x12 1,200 2 $108.00 6 6 60 8 18x12 1,850 41/2 155.00 8 8 125 15 24x12 3,600 6 245.00 10 10 200 25 30x14 4,550 8 310.00 12 12 300 30 40x16 8,000 10 435.00 TABLE 140— WEIGHTS, DIMENSIONS AND PRICES OF DIRECT ACTING STEAM PUMPS. >» a ri d ^ U 53 CO Sfi b..2 u ■2 p X 1 H '-' u u d Size i f Cvl.. CS U ^%. ^%. *S ^ inches ^ m gu ^^ ^ ^ 1 9 514 10 192 100 1,500 $ 219.00 2 6 9 51/4 10 192 100 3,100 402.00 3 14 101/4 10 750 500 5,400 543.00 4 14 10 15 792 500 6,400 600.00 5 12 181/2 1014 10 753 500 8,200 810.00 R 12 17 10 15 792 500 9,500 927.00 7 i7 14 15 1,500 1,000 13,000 1,215.00 8 14 20 14 15 1,500 1,000 16,000 1,530.00 9 20 29 14 18 2,250 1,500 27,000 2,820.00 10 19 30 15 24 3,000 2,000 40,000 4,080.00 11 10 6 10 220 150 3,500 260.00 12 10 7 ]0 300 225 4,000 450.00 13 12 8y2 10 485 325 4,300 550.00 14 14 1014 10 635 425 6,500 750.00 15 10 16 81/2 10 485 325 7,300 900.00 16 12 17 8 1/2 15 635 425 9,600 1,150.00 17 12 17 101/4 15 855 600 11,000 1,320.00 18 14 12 12 15 1.200 800 15,200 1,500.00 19 ^V2 3% 4 56 38 300 75.00 20 514 4 % 5 106 70 500 95.00 21 6 5% 6 172 115 660 125.00 22 6 71/2 6 295 195 950 180.00 23 6 10 256 170 1,200 210.00 24 7 Vz 7 10 352 235 1,500 275 00 25 9 8 1/2 10 522 350 1,900 350.0ft 26 12 101/4 10 760 505 4,300 550.00 27 12 12 * 10 1,045 695 5,100 650.00 No. 1 is a piston pump, suitable for general service for 150 lbs. water pressure, where the water contains small quantities of grit or foreign material or where there is a long suction lift and no foot valve. PUMPS 517 No. 2 is a pump of the compound piston pattern for general service for 150 lbs. A saving of 30 to 35 per cent in coal may be expected from the use of compound steam cylinders. No. 3 is a piston pattern pump, suitable for the same service as No. 1. No. 4 is a plunger and ring pump used in general water supply boiler feeding, etc. No. 5 is a compound plunger and ring pump for general service. No. 6 is of the same type as No. 5. No. 7 is a plunger and ring pump for general service. No. 8 is a plunger and ring pump for general service. Nos. 9 and 10 are either piston or plunger and ring pumps with semi-rotative steam valves. These are suitable where fuel economy is essential or where a large amount of water has to be pumped. Nos. 12 to 18, inclusive, are packed plunger pumps, suitable for rough and heavy service, where the water contains consider- able quantities of sand and grit, and where the working pressure to be pumped against is over forty pounds per square inch, and, as in mine work, where it is impor- tant that moving parts can be re- packed quickly. Nos. 19 to 27, inclusive, are piston pumps for contractors' use where the total water pressure to be pumped against is not over 35 to 50 lbs. per square inch. FUI^SOMETEB. A very well known steam operated vacuum pump is the one illustrated in Fig. 237. It consists of two bottle shaped cylinders with the necessary valve inlet and outlet pipes. The operation of this pump is sustained by alternate pressure and vacuum. Steam, cushioned by a layer of air automatically admitted, is brought to bear directly upon the liquid in the pump chambers and forces it out through the discharge pipe; the sub- sequent rapid condensation of the steam, effected by ,the peculiar con- struction of the pump, forms a vacuum in the working chambers, into which atmospheric pressure forces a fresh supply of liquid through the suction pipe. This action is maintained quite auto- matically, and is governed by a self-acting valve ball in the neck of the pump, which obeys the combined influences of steam pressure on one side and vacuum on the other. The valve ball Fig. 237. 518 HANDBOOK OF CONSTRUCTION PLANT oscillates from its seat in the entrance to one chamber to its seat in the entrance to the other chamber, thereby distributing the steam. This pump will do all classes of rough service raising water up to 75 feet elevation. It has no piston, no packing, no oil, and seldom breaks down, but is very uneconomical of steam. TABLE 141 — PULSOMETER PUMPS. Capacity in Gals, per Price, Size of Pipe (Ins.) Min. at Different Eleva- f. o. b. tions and Boiler H. P. New York 6 S n l^ 1 s o u -M 4J *J ^1 rt ■t-i o U fo fe CM ^2 ^^ a 3 10 us ffi Txn _^^|^J5 M^^^ fc X'-' ■ '' Fig. 238. Emerson Pumps Fighting Tliree IVIiies of Quicksand at Gary, Ind. PUMPS 519 Each pump is furnished complete with either basket or mush- room strained steam and release valve connection, and pump hook for suspending when necessary, but no piping. A pump working on similar principles, but which may be slightly more economical in steam consumption and works against greater heads, is illustrated in Figs. 238 and 239. The main differences are in the steam distribution, which, in this type, is governed by a simple engine, and in the necessity of oil for H Mg^^^^^S ■^p^.^,~-,y— - • Vjj^MMjB fll^glf^g jjW HB^i^^H Hi M^^m Fig. 239. A Junior Emptying a Cofferdam. lubrication. These pumps will work, admitting 30 per cent of air or 25 per cent of grit, and a continuous run of four months has been recorded. They are especially valuable in quicksand and wherever the quantity of water is variable. The cost of repairs is nominal. These pumps are made in two types; the standard consists of two vertical cylinders, each with a discharge and suction valve, topped by one simple, three-cylinder horizontal engine, with the necessary air cocks, lubricator and condenser piping, but no steam, suction or discharge pipe is supplied. OOTJcI "^rHUS CO coco N M Tt< «) O UJ 0U50000 :^q3ia,^ en eo (» T-i ■<*"<*< THr-TeO-^lO m H o M Q m O M _ CQ -^ f7 00 M bo to v^ 5 „ IS -5t< eo t- (rq U3 4j.i:i'-> :^tI3T8JJ 05 o T-( c- C3i T-t S^q kO 00 "^i tM fc .Sf^ § . 1 •dH ^' O ■SIBO w-'^ «5. ^ o gw '^ 03 G3 .dH >. o< •si^O o c3 P, ' cC o dH lO •si^D OS ITS , • r-Size of Pipes (Ins.)-^ per Dimensions. Weight, Cat. No. Steam. Suction. Dis'ge. Minute. Br'dth. H'ght. Lbs. Price. A Vs 3 21^ 100 141/2 47 219 $100 B % 4 3 150 171/2 47 290 125 C % 5 4 200 21 47 410 175 Capacities stated in table in gallons per minute and per hour are calculated on a head or lift of 20 feet. These capacities diminish at the rate of about 6 per cent for each 10 feet of addi- tional head up to 100 feet, the highest lift. A Double Actingr Force Hand Pump for filling tank wagons from brooks or other water sources has a capacity, with one man pumping, of one to two barrels per minute. Maximum total lift and force, 50 feet; maximum lift 25 feet, cylinder diameter 5 inches, stroke 5 inches, capacity per stroke 0.85 gallons. Suc- tion hose 2 inches, discharge hose 1 inch; price of pump, with strainer, hose-couplings and clamps, but no hose, $8.00. Iiift and Force Diaphragrm Pump, No. 3, one man pumping, capacity, 4,000 gallons per hour; price, with 15 feet of hose, $42.00; with 20 feet of hose, $48.00. No. 4, two men pumping, capacity 6,000 gallons per hour; price, with 15 feet of hose, $61.50, with 20 feet of hose, $70.00. Diaphragm pumps are suited Fig. 240. for general construction work, where the pumping is inter- mittent and the amount of water to be raised is small. The life of the pump depends on the care it is given and the amount of 522 HANDBOOK OF CONSTRUCTION PLANT grit the water contains. In very gritty water a diaphragm wears out in two or three weeks. These cost $1.30 each; extra strainers, which are sometimes broken by careless handling, cost $1.35 each. A set of brass hose-couplings costs $3.00. Iiift ana Porce Diaphrag-m Pump, No. 6, capacity 1,000 gallons per hour with one man working; weight 50 lbs.; price, with 10 feet of suction and 25 feet of connection hose, $54.00. No. 8, 4,000 gallons per hour with two men pumping; weight, 270 lbs.; price, $104.50. No. 10, 6,000 gallons per hour with two men pumping; weight, 395 lbs.; price, $139.75. Pumps alone, No. 6, $25.00; No. 8, $70.00; No. 10, $90.00. Pumps, with 20 feet of suction hose and 200 feet of connection hose. No. 6, $123.50; No. 8, $200.00; No. 10, $276.00. The above pumps are especially suitable in mining prospecting or for any work where the water contains as much as 50 per cent of solids. These pumps will handle grout and quicksand. A Diaphragrm Pump, known as No. 3 Contractors' Mud Pump (Fig. 240), with double diaphragms, and a gasoline engine rated at 3 H. P., and having a speed of 500, all mounted on a truck, equipped with 15 feet of 3 inch spiral wire suction hose and 25 feet of discharge hose, with brass couplings and strainer, tools, etc., costs $300.00. The capacity of this pump is from 6,000 to 8,000 gallons per hour of water containing a considerable amount of sand, sewage and gravel. It is guaranteed for one year; weight, 1,000 lbs.; space occupied 2 feet by 5 feet. Suction or Bilge Pump, consisting of a tin pipe with a plunger worked by hand. 2 in. diameter, per foot $0.45 2% in. diameter, per foot 50 3 in. diameter, per foot 55 3 1/^ in. diameter, per foot 60 4 in. diameter, per foot 65 Pumps less than 5 feet long charged as 5 feet. Special Pump — Fig. 241 is a sectional view of the Marsh Steam Pump, and shows the steam valve in position, tlie steam and Fig. 241. The Improved Marsh Steam Pump. water pistons, manner of packing, etc. The steam valve is made Of brass, and though nicely fitted, moves freely in the central PUMPS 523 bore of the steam chest. It has no mechanical connections with other moving- parts of the pump, but is actuated to admit, cut off and release the steam by live steam currents, which alternate with the reciprocations of the piston. Each end of the valve is made to fit the enlarged bore of the steam chest, and it is due to those enlarged valve heads, which present differential areas to the action of steam, and the perfect freedom of the valve to move without hindrance from other mechanical arrangements or parts, that the flow of steam into the pump is automatically regulated. Because the pump is so regulated it can never run too fast to take suction; or, should the water supply give out when the throttle valve is wide open, no injury can occur to the Fig. 242. Standard Side Suction Volute Pump. moving parts. The steam valve does not require setting. The steam piston, as shown, is double, and each head is provided with a metal packing ring, the interior space constituting a reservoir for live steam pressure, supplied by the live steam pipe through a drilled hole shown by dotted lines. At each end of the steam cylinder are similar holes leading to each end of the steam chest, which, together with the centrally drilled hole and the space be- tween the piston heads, constitute positive means for tripping or reversing the valve with live steam. ze. Gallons per Hour. Horse- power. Inches Floor Space. Weight. Lbs. Price. B BE C 200 400 600 36 60 75 7x12 8x16 10x22 40 75 145 $11.50 14.00 25.00 524 HANDBOOK OF CONSTRUCTION PLANT RAILS AND TRACKS The price of rails at Pittsburg and other centers varies from $27 to $35 per ton. The following prices were current in the summer of 1910 on lots of 500 tons and over with the necessary fastenings, f. o. b. car at works, Chicago: Standard quality No. 1 Bessemer rails, $28 per gross ton. Standard quality No. 1 open hearth rails, $30 per gross ton. Angle bar splices, 1.50 cts. per lb. Spikes, 1.85 cts. per lb. Bolts with square nuts, 2.45 cts. per lb. Bolts with hexagon nuts, 2.60 cts. per lb. The prices mentioned contemplate furnishing rails in 30-ft. lengths with 10 per cent of shorts, diminishing by even feet down to 24 feet. Where rails are required in 60-ft. lengths, add $2 per ton to the above prices. If ordered in lots less than 500 tons down to carloads, there is an additional cost of $2 per ton to the prices mentioned above. Other quotations on light rails at Chicago are 'as follows: Per Ton 40 to 45-lb $27.00 30 to 35-lb 27.75 16, 20 and 25-lb 28.00 12-lb , 29.00 The following quotations are per gross ton delivered at Chicago: Relaying rails, standard sections. . $23.00 to $25.00 Old iron rails 14.00 to 19.50 Old steel rails, less than 3 ft 12.50 to 17.50 The A. S. C. E. rail sections are most generally used and their dimensions are as follows: Wt. Rail Base Tread Wt. Rail Base Tread (Lbs. per Yd.) (Ins.) (Ins.) (Lbs. per Yd.) (Ins.) (Ins.) 8 U% \i 55 ij\ 21^ 12 2 1 60 41/4 23/8 14 2tV 1^ 65 4T?ff 2 13/32 16 2 3/8 1 11/64 70 4% 2^ 20 2% 1 11/32 75 AU 2 15/32 25 2 3^ 11/2 80 5 21/2 30 31/8 l]h 85 5 A 2fs 35 Si^ff 13^ 90 53/8 2% 40 31/2 1% 95 5t% 2\i 45 31^ 2 100 53^ 2 3^ 50 ZVs 21/8 One flat car will hold about 60 rails of 80 lbs. section. The ordinary R. R. rails are classified about as follows: I. Fit for main track on a standard railroad. II. Sides worn from curves but perfectly smooth. III. In good condition but with battered ends which can be cut off and the bolt holes rebored. IV. Fit only for sidings. Weiffht of rail, ©cnouiocnouiocnocnoojrf>'iNso«©oo pounas per yu. wuiui'ui'mm'ui hobhohh HHHHHHH muimuiuimux . . . « x. -»j CO eo 00 00 CO eo 00 CO 60 CO 00 CO CO CO wweo MM Number Of pairs to to Ins tN9 bS to Ins 0> OJ OS 0> 05 OS OS OS <35 0> 0> „j! ot^Ii/^q Kq ya OS OS OS OS OS OS OS 44. »(i. >*»■ ►f' t*>->f»- tf»- **>■>*>.•*>.*«. >«!«. OI bpilCe UdXto. «>«5«SCOCCOoeo^>t:^rf^»4^*.>*^»*x*^4^»*^4^4»> -Kj y^ - •u_ii.q j OS OS OS i(^ i4^ >4^ »(^ OS OS OS OS OS OS OS OS OS OS OS OS ^ w M M I-' l-i M I-' h-i h-i h-i M (-' h-i t-J M M M M t-" ^-i u ooooooooooooooooooo i-J OS OS OS OS OS OS as OS OS 05 05 OS OS OS OS OS OS OS OS NUI-fl'^) o I* of spikes i_» >;:>. tC'- 4^ >;^ >4^ >{^ 4^ »<^ i;^ »(^ k(^ »l^ hP^ ><^ »(^ 1^ >l^ 1^ >4^ " ooooooooooooooooooo (^ ooooooooooooooooooo > «D r^»fi (T> 3 rt o 3 , ^ <^ 3 H* CO ^o ?^^ -g: to m •'^ ^O o S- K- S. H, ? § Fa r- r^ oq jcpo~3CT>t».*.co_coto_Mj-'oppoppoo -y^gight of splice t^ ^ ©cntol-'^'tol-qobsto^ic^^'cncni^coco bars er tons W hd -atoos-qi-'OM^.to-qocott.i-'ososto-Jco •J'ii ». Si. tuiin. lj h S5 ^^>.^^^^^^o,coM^H.^MOOoWeiFht O/ ^°ltS, q| cnt*».t-'ooososi*>.-q-qooososc7ic7ic;i-a-a~3 &r. toiib. uj u2 tN5js3_toto_b3t5tojssMj-*_Mj-»j-'popopo\v'eight of spllces, 2 S bobo'(»bobooobo^co-^CTcncn'oo^^hft>.Jt>. j:* pt tons o OOOOOOO«Di;i.00O«0C0l-i-q~3C0e0C0 ° ' ■ ^ bii bOtOMOO^_-^>t>.?o>*^«Dcoooonas>*>-os'h(^rf^?ooobo fnctpnines er W ,-^ toos^jcn-Qoscnh-'ooCTOOooo-qooooto^co xd-atciiiiiso, st. ^ q en tons. ^ M MMMM ^ W toi-'i-'Oooo-q-JoscJirf-cocototoi-'MMM Wpio-Vit of rails It* Cn*»-tO ^ *=> i ia.xio, r_^ ^booMto'rfi'CT-q'oooI-itNsii.'H'obo^K'cri ^T^' ^Ons. ^ H»osotooco..oost-'*>--a Mtotoi-io?Doo-JosCTu^4»-cotototoMi-'i-* Total weight or o oopj-'ptocotn-q.*.bito*(»"cnc>'ooo^iD'«a"oo**>.b3oso*4i. enlners, sr. tons. M CO -q -q OS i» to to O en CO -q h-i M 00 tji. W h-' o 525 526 HANDBOOK OF CONSTRUCTION PLANT FISHPLATES AND BOLTS REQUIRED FOR ONE MILE SINGLE TRACK Complete Leng-th of Rail.' Joints. All 21 feet 503 All 24 feet 440 All 26 feet 406 All 28 feet 377 Complete Length of Rail. Joints. All 30 feet 352 90 per cent., 30 feet) ocg 10 per cent., shorter ) Each joint consists of two plates and four bolts and nuts. Therefore the number of plates required is twice as many as the number of complete joints, and the number of bolts required is four times as many. If six bolts are required for a joint, then the number of bolts will be six times the number of complete joints. RAILROAD SPIKES. Size Meas- ured Averagre Number Under per Keg of Head. 200 Pounds. 6 x.'ff 320 51/2X1^^ 375 5 x^ff 400 5 xVz 450 4^X1/2 4y2X:^ 530 680 4 XI/2 600 4 xt^ 720 4 x% 1000 31/2x1/2 800 31/2X^ 900 31/2X% 1190 3 x% 1240 21/2X% 1342 Wt. PER of rail, lbs. per Length of yard. switch points. 12 5'0" 16 5'0" 20 5'0" 20 7' 6" 25 7' 6" 25 7' 6" 30 7' 6" 30 10' 0" 35 7' 6" 35 10' 0" 40 10' 0" 40 12' 0" 40 15' 0" 45 10' 0" 45 12' 0" 45 15' 0" 50 10' 0" 50 12' 0" 50 15' 0" 60 10' 0" 60 12' 0" 00 15' 0" Ties 2 Feet between Centers, 4 Spikes per Tie Needed per Mile. 6600 pounds — 32 kegs 5870 pounds — 30 kegs 5170 pounds — 26 kegs 4660 pounds — 23i^ kegs 3960 pounds — 20 kegs 3110 pounds — 151^ kegs 3520 pounds — 17% kegs 2910 pounds — 14% kegs 2090 pounds — lOi/^ kegs 2200 pounds — 11 kegs 2350 pounds — 12 kegs 1780 pounds — 9 kegs 1710 pounds — 8% kegs 1575 pounds — 7% kegs PERMANENT SWITCHES. Rail Used, Weight per Yard. 45 to 100 40 to 35 to 25 to 35 16 to 25 12 to 16 Weight of complete Number and switch. style of frog. pounds. Price. 4^ 215 $21.40 4 260 23.10 4 310 25.20 4 360 27.50 4 .Plate 425 29.85 5 470 31.08 4 485 32.00 5 585 35.05 4 550 34.00 ^i 665 37.15 5l 740 38.40 6 885 43.25 7 990 46.85 5 840 42.00 6 Cast filled 1005 47.25 7 and bolted 1125 51.45 5 920 43.05 6 1105 48.70 7 1240 53.15 5 1070 47.25 6 1295 53.75 iJ 1465 61.20 RAILS AND TRACKS 527 If switches of 25-lb. rails or over are provided with low target etand instead of ground throw, $3.00 extra per switch. If provided with banner stand and high target, $6.00 extra. Portable Tracks are used mainly for industrial purposes, espe- cially in plantations, mines, handling lumber, quarries, wharves, power and industrial plants, but many times in general con- tractors' work the use of such track is economical because of its light weight, compactness, and portability. Portable track is usually shipped "knocked down" to save freight charges. PORTABLE TRACK. Gauge Weight Price of ^Weight of Rail per Foot per Poet Track, Pounds Kg. of Track, Track Inches, per Yard. per Meter. . Pounds. Complete. 20 9 4.5 8.5 $0,315 iil^ 9 4.5 8.5 0.315 24 9 4.5 9 0.315 20 12 6 11 0.371 21% 12 6 11 0.371 24 12 6 11.50 0.371 30 12 6 12 0.420 36 12 6 14 0.476 20 16 8 15 0.476 21% 16 8 15 0.476 24 16 8 15.50 0.476 30 16 8 16 0.515 36 16 8 17 0.581 21% 20 10 17.5 0.515 24 20 10 18 0.515 30 20 10 19 0.581 36 20 10 20 0.630 The above prices, etc., are for track In sections of 15' (or 5 m.) with 5 ties. Section of 7' 6" (or 2.5 m.) length, $0.15 extra per foot, with 3 ties. Curved section, $0.25 extra per foot. Note. — ^All material for 21%" gauge of track for outside flanged wheels. TABLE 144 — PORTABLE SWITCHES. Gauge Weight of of Rail, Track, Pounds per Length, Radius , wt. Inches. Yard. Description. Feet. Feet. Pounds. Price. 20 9 Right 9 12 200 $16.80 20 9 Left 9 12 200 16.80 24 9 Right 9 12 205 16.80 24 9 Left 9 12 205 16.80 20 12 Right 9 12 250 18.90 20 12 Left 9 12 250 18.90 20 12 Symmetric 9 12 240 21.00 20 12 3 way 9 12 370 47.25 24 12 Right 9 12 255 18.90 24 12 Left 9 12 255 18.90 24 12 Symmetric 9 12 245 21.00 24 12 3 way 9 12 375 47.25 24 12 Right 15 30 - 350 26.25 24 12 Left 15 30 350 26.25 24 12 Symmetric 15 30 535 28.35 24 12 3 way 15 30 600 63.00 20 16 Right 9 12 345 21.00 528 HANDBOOK OF CONSTRUCTION PLANT TABLE 144— PORTABLE SWITCHES— (Continued). Gauge Weight of of Rail, Track, Pounds per Length, Radius Wt., Inches. Yard. Description. Feet. Feet. Pounds . Price. 20 16 Left 9 12 345 $21.00 20 16 Symmetric 9 12 330 23.10 20 16 3 way 9 12 510 52.50 24 16 Right 9 12 350 21.00 24 16 Left 9 12 350 21.00 24 16 Symmetric 9 12 335 23.10 24 16 3 way 9 12 515 52.50 24 16 Right 15 30 430 31.50 24 16 Left 15 SO 430 31.50 24 16 Symmetric 15 30 420 33.60 24 16 3 way 15 30 675 73.50 24 20 Right 9 12 410 23.10 24 20 Left 9 12 410 23.10 24 20 Symmetric 9 12 395 26.25 24 20 Right 15 30 550 34.65 24 20 Left 15 30 550 34.65 24 20 Symmetric 15 30 520 37.80 21 1/2 12 Right 8 12 225 21.00 211/2 12 Left 8 12 225 21.00 211/2 12 Symmetric 8 12 220 23.10 211/2 12 3 way 8 12 350 50.40 211/2 16 Right 8 12 310 23.10 211/2 16 Left 8 12 310 23.10 211/2 16 Symmetric 8 12 300 25.20 211/2 16 3 way 8 12 460 54.60 Note. —All material for 21 1/2' ' gauge of track is for outside flanged wheels. TUBNTABl^ES. Turntables for industrial cars using rail weighing up to about 20 lbs. per yard, cost from $25.00 to $175.00 and weigh from 300 to 3,oOo lbs. Their capacity ranges from 2 to 7 tons. W Fig. 242a. Standard Ball- Bearing Turntable. DEFBECIATIOIT. Eails in general lose value from the following causes: 1. Through loss of weight due to corrosion. 2. From becoming bent and unfit for smooth operation. 3. From the weakening effect of attrition or wear. The first of these causes depends partly upon the climatic conditions and partly upon the nature of the traffic that goes over the rails. Refrigerator cars containing a large amount of RAILS AND TRACKS 529 brine are very deadly to steel rails because the brine leaking slowly upon the rail tends to keep it more or less saturated with a salt solution which rapidly combines with the iron to form hydrated iron oxide or rust. The second cause outlined above obtains principally on con- tractors' light rail, where the rail is too light for the track and where the ties are spaced too far apart. If contractors would appreciate the fact that a rail which has been thoroughly kinked is fit only for scrap and that it need not be kinked at all if the ties are properly spaced, their depreciation on ordinary equipment of this kind would be much less than it usually averages, and there would be the collateral advantage of fewer derailments. Today the habit is growing among contractors to use a rail of heavier section than formerly, and also to space the ties nearer together. These ties should never be more than three ft. apart and seldom more than 30 in. A good weight of rail for narrow gauge track is 40 lbs. Mr. Thos. Andrews has published the results of some exam- inations of the loss of weight per annum of 11 rails of known age and condition under mail train traffic in England. The first ten of these were in the open and the eleventh, with a life of 7 years, was in a tunnel. The average wear and life of each are given in the following table: Average Loss of Wt. per Annum, Time Life. Pounds per Yard. 22 years 260 24 years 0.310 23 years 0.130 23 years 0.130 21 years 0.480 25 years 0.420 17 years 0.320 18 years ; 0.280 18 years 0.280 19 years 0.630 21 years, average (10) 0.324 7 years 2.800 Cost of Rail UnloacUng". Mr. S. A. Wallace gives the following costs for unloading 70-lb., 33-ft. rail by dropping it off the sides of cars. The cars unloaded were 3 Gondola cars containing 281 rails, and 1 flat car containing 113 rails, a total of 394 rails. The time consumed was 3 hours and the cost as follows: 18 men at $1.10 per day $ 7.59 3 foremen at $50.00 per month 1.84 Work train 25.00 Total $34.43 This gives a cost of 8.7 cts. per rail, or $27.84 per mile of track. Under favorable circumstances ninety 85-lb. rails were un- loaded from a flat car in 45 minutes at the following cost: 530 HANDBOOK OF CONSTRUCTION PLANT Train service $ 1.56 Labor 1.05 Total for 90 rails $ 2.61 This gives a cost of 2.9 cts. per rail, or of $9.30 per mile of track. Contractors' light track of 30-lb. rail with 36-in. gauge was laid on a grading job in 1909. Teams and drivers cost 55 cts.; labor, 15 cts., and foreman, 35 cts. per hour. The rail and ties, which latter were of 6x6-in. spruce, 5 ft. long, were gathered from various places on the work and hauled by horses an average distance of 1,500 ft. to the site of the track; 1,000 ft. of track, including 2 complete switches, with ties 4 ft. apart, were laid, at a total labor cost of $56.65, or $0,057 per ft. 1,500 lin. ft, of track, including two switches, similar to above, were laid on another job in five days at the following cost: 1 foreman at $3.50 $ 17.50 8 men at 1.50 60.00 1 man at 2.00 10.00 1 man at 1.75 8.75 1 team at 5.00 25.00 $121.25=$0.081/ft. The labor cost of unloading and setting up industrial track in buildings under construction is about 3 cts. per lin. ft. of track. It costs about the same to move such track from floor to floor and set up again. FABTICUIiAItS BEQUIBED FOB INQUIRIES AND OBDEBS. In order to facilitate the making up of offers and estimates and to save time and unnecessary correspondence, buyers should always answer the following questions as completely as possible: For Bails. State weight per yard, name of mill rolling the rail and number of section (both of which can be found on web of rail), or send sketch of section or a short sample piece. Also state drilling of same; distance from end of rail to center of first hole and distance from center of first hole to center of second hole, and diameter of holes. For Switches. Besides the foregoing, state gauge of track, length of switch points, number or angle of frog, style of frog, kind of groundthrow or switchstand, radius desired, whether right, left, two-way or three-way, and whether for wooden ties or mounted on steel ties. For Crossing's. Besides rail section, drilling and gauge, as above, for all trades, that are to be connected by the crossing, state angle of crossing, curvature, if any, and fetyle of crossing. For Turntables. Besides rail section, drilling and gauge, as above, state weight of car, including load to be turned, its wheelbase (wheelbase is the distance from center to center of axle on one side of the car), diameter of wheels, and whether turntable is to be used inside or outside of buildings, and. portable or permanent. RAILS AND TRACKS 531 Por Wheels and Axles. State gauge of track, diameter of wheels, diameter of axles, outside or inside journal and dimen- sions, load per axle, width of tread, height of flange. RAH. BENDERS AND TRACK TOOI.S. Jim Crow Benders cost as follows: No. For Rail, Lbs. Weight, Lbs. Price. 1 100 225 $17.00 2 75 178 15.00 3 56 87 11.25 4 30 63 9.25 5 20 . 48 7.75 Roller Rail Benders cost as follows: No. For Rail, Lbs. Weight, Lbs. Price. 3 61 to 70 400 $ 70.00 4 71 to 80 470 90.00 5 81 to 90 520 115.00 6 91 to 100 830 200.00 Track Tools — Net prices at Chicago for track tools are as fol- lows: Per Lb. Mauls, 6, 8, 10 and 12 lbs $0,051/^ Chisels, 41/2, 4% and 5 lbs 12 Punches, 4, 4^^ and 5 lbs 12 Railroad track tongs, 17 lbs., pair 07 1/^ Rail forks, each 15 lbs 07 Fig. 243. RAIL PUNCHES. Capacity Holes Up to Weight (Inches) (Inches) (Pounds) V2 % 250 % 1 350 1 11/4 500 Extra dies and punches, $4,00 to $8,00. Price. $ 90.00 131.65 169.00 532 HANDBOOK OF CONSTRUCTION PLANT RAIL DRILLS. Weight, 65 lbs. Price $30.00. Guard Bails. The cost of a 15-ft. guard rail with the proper rail braces, new, is about as follows: lA " " ■O w m m w 02 w cc xn aj n -O 'CS ts -O -O 'O •o •O -S 3 C fl c C c c c C fl O 13 3 3 P 3 13 J3 3 3 o O o o o o o o O o flH ^ Ph (ll Ah Ph Pk Ph Ph o O o o o o o o o «£> Price, $10.30 $9.30 $8.30 $7.30 $6.30 $5.30 $4.80 $3.80 $2.80 $2.30 Weight, 450 410 370 330 290 240 200 150 100 80 Fig. 244. w V) X dll J. CO M ra C •O fa 'O 'O -d 'O P C c c C C c o 3 s 3 !3 3 3 PL, O o o O o o o P^ PM Ph Ph Ph Ph o o o o o o o tH OS 00 t- ?D la >* Price, $51.00 $47.50 $44.50 $41.00 $38.00 $35.50 Weight, 1600 1450 1300 1170 1060 950 .... FROGS ,, 8', WITH 5' PLATE. POUn'^'' "riCkf Yarc m xh to w m K CO 02 'C -O -o 'a fO -O fO •O rs S C C a c PI s C C J3 3 3 3 ;3 :3 P 13 o o o o o o o o O Ph p^ Ph Ph Ph |1< Hh Ph Ph Price, $24.00 $22.00 $20.50 $19.50 $18.50 $17.50 $16.50 $14.50 $13.50 Wt, 640 570 500 460 415 375 330 260 23Q RAILS AND TRACKS 533 For additional length of frog- add per foot of frog: 90c 75c 65c 50c 45c 33c 30c SWITCHES, STANDARD GAUGE, 4' SVz". 15' Switch, 4 Tie Bars, 10 C. I. Braces, 10 Slides. Pounds per Yard fQ mm m mm 3 fi C C CJ fl O 3 3 3 3 3 dl O O O O O ^ PM (In Ah Qh P^ o o o o o o i-H OJ 00 t- ?£> to Price, $43.00 $40.00 $38.00 $34.50 $33.00 $31.00 Wt.. 1300 1200 1075 975 850 725 534 HANDBOOK OF CONSTRUCTION PLANT RAKES Two-Man Bakes. Two-man rakes, used in leveling broken stone, sell at the following net prices, for quantities, at Chicago: Per Doz. 10-tooth $21.25 12-tooth 23.75 14-tooth 26.25 Asphalt or Tar Bakes. Asphalt or tar rakes made of solid steel, with drop shank, strap ferrules, 5-ft. selected white ash handles and 18-in. square iron shanks^ sell at a net price, for quantities, at Chicago, of $12.85 per doz. REFRIGERATING PLANT On large jobs where a camp of considerable size is maintained a refrigerating plant would often be very satisfactory. A 3-h. p. motor and air compressor with a direct expansion system and brine tank auxiliary for storage will take care of a box 9x6x11 ft., containing 1^^ tons of perishable foods. The first cost of such an equipment would be about $1,000.00 and the operating cost of electricity about $20.00 per month. Size No. to to t-i ij Weight, Pounds. CO o c» en 1^ Cubic Feet Free S o S S Air per Minute S ^ ^ at 80 Pounds *^ ^ ^ Pressure. Piston Stroke, ^ «> o» or *. jnches. 2 P g i:^ r^ ^Length Over All. ^ JSJ J^ j^ Inches. I M w O ^ ^ ^ ^ w o o o o 5^'co9'*«.R'ln?^l W I o CQ h^ ^SoiS^S^ S ^.tf 2.ct>2 S.^-1 ^ 1-3 1^ ^ i^ J^ . "• H S 5 ? ? « M O M M M p3 2 ^^^ « 2- a 2.0=- « . . £j g •«- M 5 3 § ^ (D < r+ T rf 03 s; I « i : : w : : 536 HANDBOOK OF CONSTRUCTION PLANT On Pierson & Son's work on the East River tunnels for the Pennsylvania Railroad 200,000 rivets were required in each of 2 caissons. The record day's work on the caisson was 1,496 rivets by a gang with a Boyer riveter working from a regularly i Fig. 245. Imperial Type E Riveting Hammer. For Driving Rivets up to %-lnch Diameter. suspended scaffold. One extra man worked in the gang. 1,200 rivets were the ordinary day's work. All rivets had to be tightly driven so as to render work absolutely water tight. Steel Rivets.* The following prices for steel rivets were f. o. b. Pittsburgh and were minimum on contracts for large lots; the Fig. 246. Riveting Hammer at Work. manufacturers charged the usual advances of $2.00 to $3.00 pet ton to the small trade. The terms were net cash f. o. b. mill: Structural rivets, %-in. and larger, 2.15 cts. base. Steel Rivets. t The following prices for steel rivets were f. o. b. mill at Pittsburgh: Structural rivets, %-in. and larger, 1.90 cts. base; cone head boiler rivets, %-in. and larger, 2 cts. base; %-in. and ii-in. take an advance of 15 cts., and i^-in. and i^^-in. take an advance of 50 cts.; lengths shorter than 1-in. also take an advance of 50 cts. * Engineering-Contracting, Apr. 6, 1910. •f Engineering-Contracting, Apr. 5, 1911. ROAD MACHINES I BOAD CONSTRUCTION PI^ANT OF THE BOARD OF ROAD COMMISSIONERS OF WAYNE COUNTY, MICHIGAN. (From Engineering-Contracting, Nov. 9, 1910.) Some years ago Wayne County, Michigan, adopted a plan for the construction of good roads throughout the county. In accord- ance with this plan a board of county road commissioners, reporting to the county supervisors, was appointed to handle and disburse all money appropriated for county road purposes. A definite systematic plan of road construction covering a period of years was adopted, and work under this plan has now been under way for four years. The work of the commissioners is extensive, covering, as it does, the main highways leading into the city of Detroit and the main highways radiating from the smaller communities in the county. One feature of especial interest in the work of the commissioners is the comparatively large mileage of concrete paved roads that have been constructed. Of this type of road about 15 miles have been completed or are under way at the present time. Most of the road work has been done by day labor, at times as many as 250 men being in the employ of the commission. In its road work the board has eliminated all hand and horse labor wherever the same or better results could be achieved by machinery. Stone, cement and sand are hauled in trains of from two to six cars holding seven ton loads by road engines. Water is piped and pumped by gasoline engines wherever possible. Plowing and grading are done behind an engine. Concrete is mixed in a mechanical batch mixer which travels under its own power and from which a long crane projects over the work, on which a clamshell bucket travels with the mixed material. The accompanying figures taken from the fourth annual report of the road commissioners for the year ending Sept. 30, 1910, show the original cost of the plant used by the commissioners in their road work: Hauling and Grading Machinery and Equipment: Steam engines 2 $ 4,870.00 Road rollers 4 9,607.00 Seven-ton Stone dump wagons., 24 6,780.00 Top boxes for same 24 432.00 Tongues for same 1 16.00 Sprinkling wagons 12 2,229.00 Team dump wagons 4 440.00 Graders 2 425.00 Scarifier 1 424.79 Plows 3 61.75 Tool wagons 4 190.00 Tool boxes 2 8.50 Scrapers, Doan 3 15.00 Scrapers, steel 2 9.50 Scrapers, hand 1 1.00 Scrapers, wheeled 4 100.00 $25,609.54 537 538 HANDBOOK OF CONSTRUCTION PLANT Concrete Equipment: Concrete mixers 2 Platform for same 1 Concrete carts 6 Wheelbarrows 37 Road forms 7 Road irons, 25 feet long 3 Trowels 2 Galvanized cylinder 1 Floats, steel 1 Wire screens 1 Name plates 2 2-in. black lead pipe, feet, 5,367 Canvases for protecting concrete 24 Tarpaulins, 20x30 2 Tarpaulins, 12x15 2 Water tanlcs, stationary 2 Hydrant reducer 1 Special goose-neck reducer 1 Hose Tampers, various sizes 9 Iron pins 48 T-squares (grading bars) 9 Maintenance Equipment: Street sweeper (and extra broom) .... 1 Road drag 1 Scythe and snath 3 Tar kettles, 100 gallons 2 Wire and splint brooms 14 Sprinkling cans 14 Barrel spouts 15 Blacksmithing Outfit and Tools: Post drill Ratchet drill Breast drill Drill bits Anvil Forge Tongs, pairs Reamer Hacksaw $ 3,475.00 23.15 114.00 130.27 45.90 17.50 1.50 2.50 .95 1.50 27.50 302.17 433.93 78.00 23.40 15.00 4.75 1.20 15.00 6.75 12.00 9.00 $ 4,740.97 $ 238.00 15.63 5.25 220.00 8.40 14.00 .90 502.18 10.50 6.75 3.75 4.15 16.80 10.80 4.60 .50 1.00 58.85 Shovels and Handled Tools: Shovels, L. H 87 Shovels, D. H 67 Shovels, scoop 7 Spades, garden 7 Spades, tiling 20 Stone forks 17 Picks 47 Grub hoes 2 Mattocks 14 Stone rakes 5 Post hole digger 1 Hoes 3 Crowbars 4 63.53 48.40 5.25 4.88 18.90 30.69 30.75 1.00 .11.20 3.75 1.50 2.75 2.40 225.00 ROAD MACHINES 539 Concrete Tile Making Equipment: Molds, 8-in 5 $ 87.50 Molds, 12-in. 7 153.50 Top rings, 8-in 5 4.00 Top rings, 12-in 3 2.85 Bottom rings, 8-in 36 18.00 Bottom rings, 12-in 72 46.90 Irons for bending reinforcement. 1 2.00 Pallets 200 27.12 $ 341.87 Camp Equipment: Mess and bunk tents 2 $ 104.86 Outhouse tents 2 3.92 Tent cover, 20x30, with poles 1 42.14 Canvas fences 2 7.35 Cots 18 16.02 Pads for cots 15 18.75" Comforters 18 17.64 Pillows 18 8.82 Pillow-cases 18 2.25 B blankets 18 28.62 G blankets 18 10.62 Towels 12 1.25 Dishes, cutlery, pots, kettles, cooking utensils and other camp equipment.. .. 98.93 $ 361.17 In addition to the above the commissioners own the following: Cost. Carpenters' tools $ 32.73 Miscellaneous 131.96 Engineering and office equipment 1,025.97 Cement testing apparatus 55.05 The total original cost of the plant and property was $33,185.38. The depreciation for 1909 was placed at $3,850.88 and the depre- ciation for 1910 at 15 per cent was placed at $4,400.18. ROAD-MAKING FI.ANT. The following is the approximate cost of a road-making plant, operating in the State of Missouri: Six dump cars and 200 ft. of trackage for use in quarry. .$ 600.00 Crusher, 11 in. by 18 in., 25 tons per hour capacity 775.00 Bin — 3 sections 350.00 Elevator — 14 ft 150.00 Revolving screen — 30 in., 4 ft. long 125.00 Two traction engines — 20 h. p 3,000.00 One 10-ton steam roller — 15 h. p 2,500.00 One 6-horse grader 200.00 Six dump wagons — 1^^ cu. yds 600.00 Twelve hand drills, 12 picks, 12 crowbars, 24 shovels.... 50.00 One road plow, $5 — 11 in. cut, 4 horse 20.00 Six wheelers, No. 2 — 12 cu. ft. capacity 200.00 Six drags. No. 2 — iVz cu. ft. capacity 40.00 Sprinkling wagon, No. 3 — 600 gals, capacity 325.00 $8,935.00 Moving the plant 12 miles overland and setting it up at a new quarry cost $500. After the move, the plant, new to begin with, which had only been used to build four miles of 16-ft. roadbed, cost $200 for new fittings and repairs, which, for six months' use, is an annual depreciation on plant of 5 per cent of the cost. 540 HANDBOOK OF CONSTRUCTION PLANT ROOFING SLATE Market Price. Quotations are named per "square," or 100 sq. ft. of roof surface, in carload lots of the sizes most generally used, f. o. b. quarry station: Per 100 Sq. Ft. Vermont, sea green $ 3.50 to $4.10 Pennsylvania, Bangor Ribbon . 3.50 to 4.00 Maine, Brownsville No. 1 5.00 to 7.75 Maine, Brownsville No. 2 4.50 to 6.00 No. 1 red 10.50 to 12.00 Unfading green 4.00 to 5.50 Genuine Bangor 4.00 to 6.50 Pen Argyle 4.00 to 5.50 HOLLERS A reversible horse roller of the latest type, with two rolls having a total face width of 5 ft., is manufactured in sizes from SV2 to 10 tons of Yz-ton variation and is sold for $70.00 per ton. The diameter of the rolls varies from iYz ft. on the lightest rollers to 6 ft. on the heaviest. A steel reversible horse road roller having two rolls of a total width of 5 ft. comes in the following sizes and prices: 3y2-ton $230.00 4-ton 260.00 41^-ton 290. ao 5-ton 325.00 5V2-ton 355.00 or about $65.00 per ton. Horse Lawn Rollers in 3 to 5 sections, weighing 500 to 1,500 lbs., cost 3% cts. per lb. HAND ROLLERS Diameter Length Sections Weight (Ins.) (Ins.) (Ins.) (Lbs.) Price 15 24 3 200 $ 8.00 20 24 3 300 12.00 20 24 2 300 12.00 24 24 2 450 17.75 24 24 3 450 17.75 Rollers 50 to 300 lbs. heavier than any of the above, 4 cts. per lb. extra. HORSE ROLLERS Diameter Length .No. Face Weight Price No. (Ins.) (Ft.) Sections (Ins.) (Lbs.) Each 80 36 4 4 12 3,000 $141 81 36 5 5 12 3,500 161 82 36 6 6 12 4,000 180 83 48 3% 3 15 4,000 186 84 48 5 4 15 5,000 228 85 48 61/4 5 15 6,000 270 86 54 3% 3 15 6,000 276 87 54 5 4 15 8,000 363 88 54 61.4 5 15 10,000 450 A standard steam-driven road roller with a double cylinder engine, having two speeds, which can be thrown out of gear and used for motor power (for Which purpose a set of extra driving attachments are necessary), is made in three sizes. It has a differential gear and a hand wheel steering device, and is constructed entirely of steel, with the exception of wheels and engine bed, which are of cast iron. Weight 10 Tons 12 Tons 15 Tons Price $2,500 $2,650 $2,850 Another standard steam roller of improved type whose points of superiority lie in the extra large steam dome, the fly wheel 541 542 HANDBOOK OF CONSTRUCTION PLANT and crank shaft mounted so as not to obstruct the view, differ- ential gear, two speeds, and a very accessible boiler, also has a Fig. 247. Cast Iron Reversible Road Roller. sloping crown sheet which assists in keeping this part covered with water when working head-on down hill. Weiarht 10 Tons 12 Tons 15 Tons Price $2,400 $2,800 $3,300 A 10-ton steam road roller which is convertible into a traction engine has the following advantages: a short wheel base allowing Fig. 248. Iroquois 5-Ton Tandem. ROLLERS 543 short turnings, a spring differential gear, a friction clutch for gradual application of power, a steam-operated friction steering mechanism, 8i/4xlO-in. cylinder. Simple engine, $2,000.00; com- pound engine, $2,100.00. Extra traction engine wheels and equipment, $110.00. Another 10-ton road roller convertible into a traction engine, which has a boiler of the return flue type and a friction steering device, costs $2,400.00. The front roll of this roller, when detached and fitted with a pole, which is included in the above price, can be used as a horse roller. A 5-ton tandem roller (Fig. 248), with a vertical boiler and an engine of the double cylinder plain slide valve type, costs $1,600.00. Power steering device, $50.00 extra. Cost of Maintenance and Operation of Steam Boilers. The following table shows the cost of maintenance and operation of the six steam road rollers owned by the city of Grand Rapids, Mich. The figures have been talcen from the annual report of the City Engineer for the fiscal year ending March 31, 1911. »-ti3»lfl©lftt-Ot-rt« ^U «C iH O O i-l(M ITS M «D OOlrttOOOWO oooooooirsosTtfo i-J «! iH 00 05 ■*' e (Mr-(© *rH e M OJOO oico ©00 N«©©©© •© • iftust-00©© • M ©©OSt-©©t-00©©lfl©t-«) (M*> . U t-^Tl<,©«> •!>■ • CO(N00THrH«> • IM ■>»< © th I-; © 00 00 T-i to 00 © 00 w © miM «^ « «j«jrH-«; :^ : i-i 'irtt-'t-^rH \ cJ M Tjl TjJ tC Ifl 10 M t-^ N r> ctJ© 11°^ : : (MO ; t- INM lrtM(M «OOi T»< 00 CO •»- M- M- «♦««»■ I t-'*<©©iooou5«e«iftio ^ t, eooi*©Ni-;eIM'(M*ci 'cO'^'m 00 544 ROLLERS 545 Repairs on two rollers of the convertible type during' the first season of operation cost $86.00; $77.00 of this was for one roller which had not been kept in good shape and $9.00 was for the other roller, which was operated by a particularly efficient engineer. In 1905, on 16 steam rollers belonging to the Massachusetts Highway Commissioners, each roller averaged 90.3 working days per year and the average cost of repairs was $1.12 per day per roller. In 1906 the total days' work of 16 rollers under the control of the Massachusetts Highway Commission was 1,719.5, an avera'ge of 107.5 days per roller per season. Total cost for maintenance of these rollers was as follows: $1,725.00 for practically rebuilding two rollers which had been in active service about ten years, and an average of $53.14 each on 14 others. The total cost of repairs on 16 rollers was, there- fore, $2,468.96, or an average of $154.31 each. In 1907 the above 16 rollers did 1,808 days' work, an average of 113 days per roller per season. Two rollers were practically rebuilt for $1,888.00 and ordinary repairs on the 14 others cost $651.69. The total average cost was, therefore, $158.73, Mr. Thomas Aitken, the English author, states that the repairs Fig. 249. American Motor Road Roller (Left Side View). on a roller up to the 14th year were small, with the exception of new driving wheels and repairs to the firebox and tubes. All repairs amounted to an average of $55.00 a year. At this time heavy repairs, costing $850.00, were needed. The total cost per year during a life of 25 years, of 100 working days each, is $105.00, or 5% of the first cost. The rear wheels of a roller lasted 7 years, during which time they consolidated 60,000 tons of road metal. 546 HANDBOOK OP CONSTRUCTION PLANT A motor road roller of the 3-wheeled type (Fig. 249), operated by gasoline or denatured alcohol, is made in five sizes at the following prices: Price f. o. b. Size. Factory 7-ton $2,250 8-ton 2,300 10-ton 2,500 12-ton 2,650 15-ton 3,000 The 10-ton or larger sizes will haul a scarifier, grader or road plow. t This machine has a trussed frame made of heavy steel plates, which carries the engine, thereby eliminating a great defect found in steam rollers, that of making the boiler act as the frame. Some of the advantages over the steam roller claimed for this machine by the manufacturers are: 1. No smoke, steam, sparks or soot blowing about. 2. No daily water supply needed. 3. No daily coal supply needed. 4. No nig;htly banking of fires. 5. No time lost raising steam. 6. Licensed engineer not necessary. 7. No laying up for boiler repairs. The great disadvantage is the unreliability of all gasoline engines. However, in situations where coal transportation' is expensive, a motor roller is the proper machine to use, as it has a tank capacity for 10 to 20 hours' fuel, and can trail a tank wagon carrying a month's supply. ROPE Wire Bope. The first wire ropes were constructed largely of iron wire, but the modern wire rope is made of variously- manipulated and treated carbon steels. The usual classifications are: Iron. Crucible steel. Extra strong- crucible steel. Plow steel. The so-called Iron is a mild Bessemer or Basic steel of from. 60,000 to 100,000 lbs. per square inch tensile strength; the Crucible Steel is a carbon open hearth steel of from 160,000 to 200,000 lbs. per square inch tensile strength; the Extra Strong Crucible Steel ranges in strength from 200,000 to 240,000 lbs. per square inch, and the Plow Steel ranges from about 240,000 lbs. per square inch up. Up to May 1, 1909, the breaking strengths of wire rope man- ufactured in the United States were based upon the strength of the individual wires in the rope, but since that time all manu- facturers have adopted strength figures compiled from results of actual tests. There are a vast number of arrangements i)ossible in wire rope construction, but the usual construction is one in which a number of wires are built up on a hemp core. Discounts. The standard discounts, Dec, 1913, were 47% and 2V2% from list for galvanized, and 55% and 2*^% for the bright. TRANSMISSION, HAUZiAGE OB STANDING BOFE. Fig. 250. 6 Strands — 7 Wires to the Strand — One Hennp Core. Six strands of seven wires each built on a hemp core make what is known as haulage rope. This is one of the oldest types and was formerly largely used for power transmission, but now its use is largely confined to mines, for slope haulage systems embodying endless and tail rope applica- tions, on coal docks, in oil well drillings, and, when galvanized, as guys for derricks. It will stand considerable abrasion and rough handling, but is stiff, and its use, therefore, is limited. 547 548 HANDBOOK OF CONSTRUCTION PLANT PRICES TRANSMISSION, HAULAGE OR STANDING ROPE. (Standard Strengths, Adopted May 1, 1910) 6-Strands- -7 Wires to the Stranc 1— One Hemp Cor e SWEDES IRO^ r a ^ «w Ti u h h 0^ 5^ Approx. Strength in Tons 2,000 Lbs. Proper Working- Load in tons of 2,000 Lbs. Diam. of Drum or Sheave ir Ft. Advis( 11 $0.51 11/2 4% 3.55 32 6.4 16 12 .43 1% 41/4 3 28 5.6 15 13 .36 114 4 2.45 23 4.6 13 14 .30 11/8 31/2 2 19 3.8 12 15 .24 1 3 1.58 15 3 10.5 16 .181/2 % 2% 1.20 12 2.4 9 17 .14 % 21/4 .89 8.8 1.7 7.5 18 .12 U 21/8 .75 7.3 1.5 7.25 19 .10 % 2 .62 6 1.2 7 20 .0814 A 1% .50 4.8 .96 6 21 .061/2 % 11/2 .39 3.7 .74 5.5 22 .051/2 tV 11/4 .30 2.6 .52 4.5 23 .041/2 % 11/8 .22 2.2 .44 4 24 .033/4 ^ 1 .15 1.7 .34 3.5 25 .031/4 9/32 Vs .121/2 1.2 .24 3 .CRUCIBLE CAST STEEL 11 $0.60 114 43/4 3.55 63 12.6 11 12 .51 1 % 41/4 3 53 10.6 10 13 .43 11/4 4 2.45 46 9.2 9 14 .36 11/8 31/2 2 37 7.4 8 15 .29 1 3 1.58 31 6,2 7 16 .221/2 % 2% 1.20 24 4.8 6 17 .17 21/4 .89 18.6 3.7 5 18 .141/2 u 21/8 .75 15.4 3.1 4% 19 .12 2 .62 13 2.6 41/2 20 .10 i 1% .50 10 2 4 21 .08 V2 11/2 .39 7.7 1.5 31/2 22 .06 1/2 11/4 .30 5.5 1.1 3 23 .051/2 % 11/8 .22 4.6 .92 2% 24 .041/2 -j&jj 1 .15 3.5 .70 21/4 25 .04 9/32 % .121/2 2.5 .50 1% EXTRA STRONG CRUCIBLE CAST STEEL. 11 $0.75 11/2 4% 3.55 73 14.6 11 12 .64 1% 41/4 3 63 12.6 10 13 .53 11/4 4 2.45 54 10.8 9 14 .44 11/8 31/2 2 43 8.6 8 15 .35 1 3 1.58 35 7 7 16 .27 Vs 2% 1.20 28 5.6 6 17 .20 21/4 .89 21 4.2 5 18 .17 H 21/8 .75 16.7 3.3 4% 19 .141/4 % 2 .62 14.5 2.9 4i| 20 .12 ^ 1% .50 11 2.2 4 21 .091/2 % 11/2 .39 8.85 1.8 3y2 22 .071/2 i 11/4 .30 6.25 1.25 3 23 .06 11/8 .22 5.25 1.05 2% 24 .051/2 ir 1 .15 3.95 .79 2% 25 .05 9/.32 Vs .121/2 2.95 .59 1% ROPE 54y PLOW STEEL. 0-1 U TJ 1 a> . cow iii Approx. Streng^th in Tons 2,000 Lbs. er 'king d in s of Lbs. 3^ 3 (1)1—1 t< Prop> Woi Loa Ton 2,00 Diam of E Shei Ft. . 11 $0.90 43/4 3.55 82 16.4 11 12 .76 1% 41/4 3 72 14.4 10 13 .62 iy4 4 2.45 60 12 9 14 .51 lys 31/2 2 47 9.4 8 15 .41 1 3 1.58 38 7.6 7 16 .32 % 2 3/4 1.20 31 6.2 6 17 .241/2 % 21/4 .89 23 4.6 5 18 .21 H 21/8 .75 18 3.6 4 3^ 19 .11 V2 2 .62 16 3.2 4y2 20 .141/2 TS 1% .50 12 2.4 4 21 .11 y2 V2 iy2 .39 10 2 sya 22 .09 iy4 .30 7 1.4 3 23 .06 3/^ % lys .22 5.9 1.2 2% 24 .06 Id 1 .15 4.4 .88 21^ 25 .051/2 9/32 % .121/2 3.4 .68 1% MONITOR PLOW STEEL. 11 $1.05 iy2 43/4 3.55 90 18 11 12 .88 1 % 41/4 3 79 16 10 13 .72 ly* 4 2.45 67 13 9 14 .58 lys 3y2 2 52 10 8 15 .48 3 1.58 42 8.4 7 16 .37 % 2% 1.20 33 6.6 6 17 .281/2 % 21/4 .89 25 5 5 18 .241/2 u 21/s .75 20 4 4?4 19 .201/2 2 .62 171/2 3.5 41/2 20 .17 i 1% .50 13 2.6 4 21 .131/2 % iy2 .39 11 2.2 3y2 22 .11 ¥2 iy4 .30 7 3^ 1.5 3 23 .08 3^ % lys 22 61/2 1.3 2y2 All ropes not listed herein and composed of more than 7 and less than 19 wires to the strand, with the exception of 6x8, take 19 wire list. AUd 10 per cent to list prices for wire center or galvanized rope. Fig. 251. 6 Strands — 19 Wires to tlie Strand — One Hemp Core. STANDARD HOISTING BOFE. Six strands of nineteen wires each make a hoisting rope which has a wider and more varied application than any other type. It combines both flexibility and wearing service and is used in mining shafts, for operating the cages and eleva- tors, derricks, coal and ore handling machines, logging, dredges, skip hoists, conveyors, etc. 550 HANDBOOK OF CONSTRUCTION PLANT PRICES STANDARD HOISTING ROPE. (Standard Strengths, Adopted May 1, 1910) 6 Strands — 19 Wires to the Strand — One Hemp Core SWEDES IRON ^Z 13 ft g.2 5§ ^^a ^^.S^- ^PTh^HcJ gpwfe 00 $1.70 2% 8% 11.95 111 22.2 17 1.40 21/2 7 78 9.85 92 18.4 15 1 1.17 214 71/8 8 72 14.4 14 2 .95 2 . 61A 6.30 55 11 12 21/2 .88 lyg 5% 5.55 50 10 12 3 .80 1% 51/2 4.85 44 8.8 11 4 .65 1% 5 4.15 38 7.6 10 5 .57 11/2 4% 3.55 33 6.6 9 5l^ .49 13/8 41A 3 28 5.6 8.5 6 .40 114 4 2.45 22.8 4.56 7.5 7 .33 IVs 31/2 2 18.6 3.72 7 8 .26 1 3 1.58 14.5 2.90 6 9 .20 % 2% 1.20 11.8 2.36 5.5 10 .16 % 21^ .89 8.5 1.70 4.5 1014 .12 % 2 .62 6 1.20 4 101/2 .10 j\ 1% .50 4.7 .94 3.5 10% .081/2 V2 11/2 .39 3.9 .78 3 10a .071/2 tV 11/4 .30 2.9 .58 2.75 10b .07 % IVs .22 2.4 .48 2.25 10c .063^4 A 1 .15 1.5 .30 2 lOd .061^ 14 % .10 1.1 .22 1.50 CRUCIBLE CAST STEEL. 00 $2.10 23^ 8% 11.95 211 42.2 11 1.75 21/2 7 78 9.85 170 34 10 1 1.44 21^ 71/8 8 133 26.6 9 2 1.16 2 614 6.30 106 21.2 8 21/2 1.02 IVs 5% 5.55 96 19 8 3 .90 13^ 51/2 4.85 85 17 -7 4 .77 1% 5 4.15 72 14.4 6.5 5 .66 11/2 43/, 3.55 64 12.8 6 51/2 .56 13/8 414 3 56 11.2 5.5 6 .46 114 4 2.45 47 9.4 5 7 .38 li/s ZVz 2 38 7.6 4.5 8 .31 1 3 1.58 30 6 4 9 .24 % 2 3^ 1.20 23 4.6 3.5 10 .19 34 214 .89 17.5 3.5 3 101^ .14 % 2 .62 12.5 2.5 2.5 10 1^ .12 j\ 1%. .50 10 2 2.25 10 3^ .11 1/2 11/0 .39 8.4 1.68 2 10a .10 i'^ IVa. .30 6.5 1.30 1.75 10b .091/2 % li/s .22 4.8 .96 1.50 10c .09 1^ {^ 1 .15 3.1 .62 1.25 lOd .09 1^ % .10 2.2 .44 1 ROPE 551 EXTRA STRONG CRUCIBLE CAST STEEL. -t-i Sh Is — St.. irox. -ength Tons of 00 Lbs. per ad in ns of 00 Lbs. m. of um or eave in , Advised t^ r- .53 c 1^1 1> 00 .$2.55 2% 8% 11.95 243 48.6 11 2.10 21/2 7% 9.85 200 40 10 1 1.70 21/4 71/8 8 160 32 9 2 1.34 2 6% 6.3 123 24.6 8 2y2 1.25 IVs 5% 5.55 112 22.4 8 3 1.10 1% 51/2 4.85 99 19.8 7 4 .94 1% 5 4.15 83 16.6 6.5 5 .80 11/2 4% 3.55 73 14.6 6 51/2 .68 1% 41/4 3 64 12.8 5.5 6 .56 IV4, 4 2.45 53 10.6 5 7 .46 IVs 31/2 2 43 8.6 4.5 8 .37 1 3 1.58 34 6.80 4 9 .29 % 2% 1.20 26 5.20 3.5 10 .22 21/4 .89 20 2 4.04 3 10 1^ .i6y2 % 2 .62 14 2.80 2.5 101/2 .14 i\ 1% .50 11.2 2.24 2.25 10% .121/2 % 11/2 .39 9.2 1.84 2 10a • 11 V2 tV 1% .30 7.25 1.45 1.75 10b .11 % 11/8 .22 5.30 1.06 1.50 10c .10% . Iff 1 .15 3.50 .70 1.25 lOd .10 Va y* % .10 2.43 .49 1 PLOW STEEL. 00 $3.00 2% 8% 11.95 275 55 11 2.50 21/2 7 78 9.85 229 46 10 1 2.00 21/4 71/8 8 186 37 9 2 1.58 2 6 1/4 6.3 140 28 8 2y2 1.46 178 5% 5.55 127 25 8 3 1.30 1% 51/2 4.85 112 22 7 4 1.08 1% 5 4.15 94 19 6.5 5 .93 11/2 4% 3.55 82 16 6 51/2 .79 1% 41/4 3 72 14 5.5 6 .65 11/4 4 2.45 58 12 5 7 .54 lys 3y2 2 47 9.4 4.5 8 .43 1 3 1.58 38 7.6 4 9 .34 Vs 2% 1.20 29 5.8 3.5 10 .26 % 21/4 .89 23 4.6 3 10 1^ .19 % 2 .62 15.5 3.1 2.5 101/2 .16 % 1% .50 12.3 2.4 2.25 10 «! .14 1% .39 10 2 2 10a .13 ^ 11/4 .30 8 1.6 1.75 10b .121/2 % lys .22 5.75 1.15 1.50 10c .121/4 A 1 ' ' .15 3.8 .76 1.25 lOd .12 y* % .10 2.65 .53 1 552 HANDBOOK OF CONSTRUCTION PLANT MONITOR PLOW STEEL 1 'a § a s c u ft i3 II ;-■ ^0 1^ Si »rox. rength Tons of 00 Lbs. per arking- ad in T 2,000 I meter um or eave in , Ad vis 13^ l^s gSg£ $1.19 iy2 4% 3.19 80 16 3.75 .98 1 % 41/4 2.70 68 13 3.5 .82 114 4 2.20 56 11 3.2 .68 1 Vs 31/2 1.80 46 9.2 2.83 .55 1 3 1.42 36 7.2 2.5 .43 % 2% 1.08 28 5.6 2.15 .34 % 2y4 .80 22 4.4 1.83 .25 % 2 .56 15 3 1.75 .22 i^ff 1% .45 12 2.4 1.5 .19 --^ IVa .35 9.5 1.9 1.33 Add 10% to list prices for galvanized rope. SFECIAI^ FI.EXIBI.E HOISTING BOFE. Six strands of thirty-seven wires each make a special flexible rope w^hich is largely used on electric travel cranes and for large dredge ropes. It permits the use of fairly small sheaves and bends over them easily. This rope comes in diameters of %-in. variation, but is much better in the larger size than the extra strong on account of the smaller hemp core. Fig. 253. 6 Strands — 37 Wires to the Strand — One Hemp Core. LIST PRICES SPECIAL FLEXIBLE HOISTING ROPES (standard Strengths, Adopted May 1. 1910) Six Strands — 37 Wires to the Strand — One Hemp Core CRUCIBLE CAST STEEL. .Ho 2^ $2.30 1.92 1.60 1.35 1.05 .89 .79 .65 .55 .46 A.B si i -M tiJOPH ox. ngth ons of Lbs. er wor Load s of Lbs. Pl Appr Stre in T 2,00< 2% 8% 11.95 200 40 21/2 7 78 9.85 160 32 214 71/8 8 125 25 2 61/4 6.30 105 21 1% 51/2 4.85 84 17 1% 5 4.15 71 14 iy2 43/4 3.55 63 12 1% 414 3 55 11 1 V4: 4 2.45 45 9 1% 31/2 2 34 7 a> S 3 0) , 3.75 3.5 3.2 2.83 ROPE 555 CRUCIBLE CAST STEEL— Continued. fi Oo leter of m or ave in Advised 2^ 3 oii fill $ .37 1 3 1.58 29 6 2.5 .28 % 2% 1.20 23 5 2.16 .23 2y4 .89 17.5 3.5 1.83 .18 % 2 .62 11.2 2.2 1.75 .15 ^"^ 1% .50 9.5 1.9 1.5 .13 V2 1V2 .39 7.25 1.45 1.33 .121/2 .30 5.5 1.1 1.16 .12 1 lyt .22 4.2 .84 1 EXTRA STRONG CRUCIBLE CAST STEEL $2.80 2% 8% 11.95 233 .47 ... 2.35 2V2 7% 9.85 187 37 , . . 1.90 2M 8 150 30 1.55 2 61/4 6.30 117 23 , , . 1.28 1% 51/2 4.85 95 19 ... 1.07 1% 5 4.15 79 16 .95 1% 4% 3.55 71 14 3.75 .78 1% 41/4 3 61 12 3.5 .65 11/4 4 2.45 50 10 3.20 .55 IVs 31/2 2 39 8 2.83 .44 1 3 1.58 32 6.4 2.5 .34 % 2% 1.20 25 5 2.16 .27 21/4 .89 19 3.8 1.83 .21 % 2 .62 12.6 2.5 1.75 .17^2 fff 1% .50 10.5 2.1 1.5 .15 V2 114 .39 8.25 1.65 1.33 .14 11/4 .30 6.35 1.27 1.16 .13 % li/s .22 4.65 .93 1 PLOW STEEL. $3.30 2% 8% 11.95 265 53 2.75 21/2 7 78 9.85 214 43 ! ! '. 2.20 21/4 71/s 8 175 35 . ! ! 1.80 2 6 14 6.30 130 26 '. '. '. 1.50 1% 51/2 4.85 108 22 ... 1.25 1% 5 4.15 90 18 1.10 1% 4% 3.55 80 16 3'. 7 5 .91 1% 41/4 3 68 14 3.5 .75 1^/4 4 2.45 55 11 3.2 .64 1% 31/2 2 44 9 2.83 .51 1 3 1.58 35 7 2.5 .40 2% 1.20 27 5 2.16 .31 % 21/4 .89 21 4 1.83 .24 % 2 .62 14 3 1.75 .20 ^ 1% .50 11.5 2.3 1.5 .17 V2 11/2 .39 9.25 i.85 1.33 .16 1 1/4 .30 7.2 1.4 1.16 .15 % 11/8 .22 5.1 1 1 556 HANDBOOK OF CONSTRUCTION PLANT MONITOR PLOW STEEL. g ■^-> ;h 2^ M Approx. Strength in tons of 2,000 Lb^.. Proper Working Load in tons of 2,000 Lbs. Diam. of Drum or Sheave in Ft. Advise $3.75 2% 8% 11.95 278 55 3.15 2y2 7 78 9.85 225 45 2.50 21^ 71/8 8 184 37 2.10 2 6 1/4 6.30 137 27 1.75 1% 51/2 4.85 113 23 ... 1.45 1% 5 4.15 95 19 1.25 11/2 4% 3.55 84 17 3'. 7 5 1.05 1% ■414 3 71 14 3.50 .86 11/4 4 2.45 58 11 3.20 .75 11/8 31/2 2 46 9.2 2.83 .59 1 3 1.58 37 7.4 2.50 .46 7s 2% 1.20 29 5.8 . 2.16 ,36 % 21/4 .89 23 4.6 1.83 .27 % 2 .62 16 3.2 1.75 .23 A 1% .50 121/2 2.5 1.50 .20 V2 iy2 .39 9.75 1.9 1.33 .181/2 tV 11/4 .30 7.50 1.5 1.15 .171/2 % IVs .22 5.30 1.06 1 Ropes composed of strands made up of more than 37 wires add 10% to list price of 6x37. TIIiIiER BOFE OR HAITD BOFE. The 6x6x7 construction is known as tiller rope and is the most flexible rope manufac- tured. Its first applications were to the steering gear of boats, but its greatest ap- plication today is for hand rope on ele- vators. This is made up of six strands of forty-two wires each and seven hemp cores and comes in diameters of i^-in. variation. Fig. 254. S i x Strands of 42 Wires Each (252 Wires in All) — 7 Hemp Cores. PRICES TILLER ROPE OR HAND ROPE Approx. — List Price per Foot — Weight Crucible Diameter Circumference per Foot Iron Cast Steel in Inches in Inches Lbs. $0.33 $0.43 1 3 1.10 .27 .36 % 2% .84 .22 .30 % 2% .62 .17 .24 % 2 .43 .14 .20 ^^ 1% .35 .11 ¥2 .17 % It .28 .10 .15 tV .21 .09 .14 % IVs .16 .08 .121/3 1^ 1 .11 .071/2 .11 % % .07 ROPE 557 The wires are very fine. Care should be taken not to subject it to much abrasive wear. It is used to a limited extent for steering lines on yachts and motor boats. Galvanized Crucible Cast Steel Yacht Rope, 6 strands, 19 wires to the strand, 1 hemp core, is preferred by many for motor boats, % and i/^-in. diameter Iron Tiller or Hand Rope is used for starting and stopping elevators. This rope is also called Elevator Shipper Rope. Tiller Rope of tinned or galvanized iron or steel is furnished if required. For this rope add 10% to the foregoing list prices. PIATTENED STRAND BOFI!. Flattened Strand Ropes are used for heavy derricks, hoists, etc., where great flexibility and long life are required. They are made in a variety of types and steels. Those with an odd number of oval strands are particularly difficult to splice. The best type Fig. 255. is that composed of 6 triangular shaped strands of wire, each strand made up of 12 large outside steel wires, 1 large triangular inside iron wire, with 12 smaller round steel wires between. This comes in the various iron and steels, but we give prices and capacities of Monitor plow steel rope only. 558 HANDBOOK OF CONSTRUCTION PLANT FLATTENED STRAND ROPE Type A — 5 Strands, 28 Wires to the Strand, One Hemp Core Type B — 6 Strands, 25 Wires to the Strand, One Hemp Core ^J Xi<=> -M .CO fcr.«w 4-) (B-O fe ^o c o ^ -tJO C '=> pC > (U b£0 •^ bco bD ri CO 1 o *n Pk 5 52 op ftrtO *3 o S J2 op aojo 5; u feo*. .S« w ft-.Q o oo ftoJ P._3 o oo ftS Si' - a-Sj t^hJoi ftp. ft.S>J ^Jc^" ftft •^Q.S fi^ 2 <1 f^ bCVi -t-> rCO bfit-i 4J c^ bco _bc oto be c^ in u u a> ft o o Ph r: K S 2 oo 0130 ftCtfO -M o 5:: »^ 0) CO 2 •* cy'Oo anio 5: u .2 |.s3 ooo |£ |.s3 |s ■ia.s Q 13 3 5.50 4.90 4.32 3.60 2.80 2.34 1.73 1.44 1.02 .70 .57 .42 .31 .25 fe p. a St s i^ ^as 2^ Is .5 c^ !=* s |5.S $1.10 1% 51/2 .94 5 .80 11/2 4% .68 1 % 41/4 .56 11/4 4 VI fccM a cfl . 5 e^ ShS ^1 Stre of 2 aoj'^ 101.00 20.2 87.60 17.5 75.00 15.0 62.40 12.4 51.60 10.3 li/s 1 Vb % % 1/2 1% 1% 11/2 1% 11/4 li/s 1 78 SV2 3 2% 21/4 2 1% 11/2 11/4 11/8 51/2 5 4% 41/4 4 31/2 3 2% 2y4 2 . 1% 11/2 11/4 11/8 43.20 33.00 26.50 19.60 13.10 10.70 8.10 5.80 4.60 PLOW STEEL 5.50 111.10 4.90 96.30 4.32 82.50 3.60 68.60 2.80 56.80 2.34 1.73 1.44 1.02 .70 .57 .42 .31 .25 47.50 36.30 31.80 24.60 15.75 12.80 9.75 6.85 5.55 8.6 6.6 5.3 3.9 2.6 2.1 1.6 1.1 .92 22.2 19.2 16.5 13.7 11.3 9.5 7.2 6.3 4.9 3.1 2.5 1.9 1.3 1.1 a> a; *? — Ocd 7.00 6.50 6.00 5.50 5.00 4.50 4.00 3.50 3.00 2.50 2.25 2.00 1.75 1.50 7.00 6.50 6.00 5.50 5.00 4.50 4.00 3.50 3.00 2.50 2.25 2.00 1.75 1.50 FZ.AT WIRE BOFE. Flat wire rope is composed of a number of wire ropes called flat rope strands of alternate right and left lay, usually of crucible steel placed side by side and sewed to- gether with soft Swedish iron or steel wire. This sewing wire, being softer than the steel strands, acts as a cushion and wears out much faster than the strands them- selves. The rope, how- ever, is very easily re- paired. As a large reel is not necessary for wind- ing it, it is used princi- pally where space is limited. Fig 257. Flat Wire Rope Made of Crucible Cast Steel. It comes in widths of i/^-in. variation. ROPE 561 Va INCH THICK Approximate Width Breaking Proper and Weight per Stress* Working Load Approx. Thickness Foot in Tons of in Tons of Price in Inches in Pounds 2,000 Pounds 2,000 Pounds per Pound V2X7 5.90 89 13 $0,121/2 1/2x6 5.10 77 11 .121/2 .12 Va ¥2x51/2 4.82 72 10.5 1/2x5 4.27 64 9.25 .12 ¥2 1/2x41/2 4.00 60 8.50 .12% V2X4 3.30 50 7.25 .13 y2 14x31/2 2.97 45 7.00 .131/2 1/2x3 2.38 36 5.25 .13 Va •2/ i INCH THICK %x5i/2 3.90 55 8 .131/2 %x5 3.40 50 7.5 .13 ¥2 %x4i/2 3.12 47 7 .13 ¥2 %x4 2.86 43 6 .131/2 %x3i/2 2.50 38 5.5 .13 ¥2 %x3 2.00 30 4.5 .131/2 %x2i/2 1.86 28 4 .13% .131/2 %x2 1.19 . 18 2.5 Unless order distinctly specifies to the contrary, the rule for thickness applies to size of strand before sewing. Wire rope is as flexible as new manila or hemp rope of the same strength, and when used as hauling, hoisting or standing rope is generally more durable. The working load for hoisting and haulage ropes should be about % the breaking strength; standing rope about % ; in shafts and elevators from 1/7 to 1/10. Use the largest drums and pulleys possible, and have them truly aligned with the rope. To increase the capacity of hoisting rope increase the load but not the speed, as the wear increases with the latter. Do not "fatigue" the rope unnecessarily by repeated shocks. A wire rope should be discarded by the time half the diameter of the outside wire is worn away. Galvanized ropes have about 10 per cent less strength than un- galvanized, and the latter may be protected from the weather by the use of one of the many oil, tar or grease mixtures. In wire rope the outer fibres of each wire going round the sheaves are in tension, and the inner wires are in compression with a neutral point within the circumference of the rope. As the rope goes round the drum or sheave the result of these differential stresses is to produce a crawling or creeping or sliding of the wire upon each rope. It therefore follows that when thoroughly greased the life of wire rope will be very greatly increased. In Engineering a» OU2 o o g'3 s| Sa.j J- CS *i ^« C ctf H 5o^ o° H^ Q Ph h"^ ^"^ 1 1,140 228,329 49,002,442 22,142,000 97 6 2 607 120,232 47,840,000 25,292,890 212 7.3 3 393 82,099 36,971,000 20,345,073 348.4 7.6 4 356 74,111 34,134,640 18,923,469 255.3 7.6 5 520 111,116 56,287,452 33,857,669 304.7 8.3 6 509 109,475 58,071,000 35,149,894 321.1 8.4 The life of street railway cable is likely to range from 60 to 115,000 miles where the cable itself is between 13,000 and 33,000 feet long. The average of 12 cables of which we have record is 74,017 miles. A cable used on a Lidgerwood Unloader Plow on the Panama Canal work was installed April 12, 1909, and was first broken May 5, 1910. In the thirteen months it unloaded 1,830 nineteen- car trains of spoil from Culebra. This is a record, as the pull on these cables ranges from 90 to 125 tons. The life of the cable on this work averages from 350 to 500 trains. After breaking, the cables are spliced and used again. The principal causes of destruction of wire ropes are: (a) The wearing of the outer surface of the outside wires. (b) The fatigue of the steel where the rope is worked over small pulleys. ' As an example of the first case, the cable on cable tramways is worn by the grips; therefore, use a stiff cable with large wires; as an example of the second case, ropes used over small blocks break frequently; therefore, use a rope with small wires. The strength of a wire rope is about 10 per cent less than the sum of the strengths of the wires composing the rope. A wire rope-way was constructed for the Plimosas Line con- sisting of an endless rope 20,230 feet long supported at intervals of from 104 to 1,935 feet on notch sheaves. "After the rope had been running about two years the splices commenced to give way at the points where the two cable strands are inserted into the rope to take the place o^ th? h^mP heart. * * • When ROPE 563 new rope is spliced with old the new strands stand out somewhat more than the old ones and the wear is very rapid. * * * A flexible wire rope (19 wires to the strand) can be spliced so that there will be little difference in the wear; but, in a rope of seven-wire strands made out of plow steel, at the point just above and below where the two steel strands are inserted into the core and take the place of the hemp heart, there is a spot (about an inch in length) where the rope is seven strands instead of six on the circumference. This makes the diameter greater and increases the wear on the splice. * * * In a flexible rope the strands can be set together with a mallet so that the splice cannot be noticed." DIRECTIONS FOR SFLICINCt WIRE ROPE.* Wire rope is susceptible to the most perfect splice; a smoother and better splice can be put in a wire rope than in any other kind of rope, for the simple reason that it is made with a view to this purpose. It has the desired number of strands and a hemp core which provides a place for fastening the ends. It is a plain, simple process, and but the work of an hour for any one to learn. To Get the Iiengfth of the Rope to Be Spliced Endless. In most cases the ropes can be applied endless, and in such cases the ropes can be forwarded spliced ready to go on. Ropes ready spliced can be procured by giving the exact distance from center to center of shaft, and the exact diameters of the wheels on which the rope is to run. This measure can be got best by stretching a wire from shaft to shaft, marking the distance from center to center of shaft and carefully measuring the wire. In cases where the endless rope cannot be put on, the rope has to be put around the sheaves, hove taut by pulley blocks, and the splice made on the spot. See Fig. 1 in diagram of splices. The Necessary Tools. A hammer and sharp cold chisel for cutting the ends of strands; a steel point or marlin spike for opening strands; two slings of tarred rope with sticks for un- twisting rope; a pocket knife for cutting the hemp core; a wooden mallet and block. First. Put the rope around the sheaves, and heave it tight with block and fall. (See Fig. 1.) The blocks should be hitched far enough apart so as to give room between to make a 20-ft. splice. A small clamp may be used to prevent the lashing from slipping on the rope where the blocks are hitched. (See Fig. 1.) Next, see that the ropes overlap about 20 feet; about ten feet each way from the center, as shown by the arrow lines in Fig. 1. Next mark the center on both ropes with a piece of chalk, or by tying on a small string. Now proceed to put in the splice, with the blocks remaining taut when it is necessary; but the better way is to remove the blocks, throw off the rope from the sheaves, let it hang loose on the shafts, and proceed with the splice on the ground or floor, or scaffold, as the case may be. * Abstracted from catalogue of Broderick & Bascom Rope Co. 564 HANDBOOK OF CONSTRUCTION PLANT Second. Unlay the strands of both ends of the rope for a dis- tance of ten feet each, or to the center mark, as shown in Fig. 2. Next, cut off the hemp cores close up, as shown in Fig. 2, and bring the bunches of strands together so that the opposite strands will interlock regularly with each other, (See Fig. 3.) Third. Unlay any strand, A, and follow up with s'trand 1 of the other end, laying it tightly in open groove made by unwind- ing A, make twist of the strand agree exactly with the twist of the open groove. Proceed with this until all but twelve inches of 1 are laid in, or till A has become ten feet long. Next, cut off A, leaving an end about twelve inches long. Foiirth. Unlay a strand, 4, of the opposite end, and follow with strand D, laying it into the open groove as before, and Fig. 258. treating this precisely as in the first case. (See Fig. 3) Next, pursue the same course with B and 2, stopping four feet short of the first set. Next, with 5 and E, stopping as before; then with C and 3; and lastly with 6 and F. The strands are now all laid in with the ends four feet apart, as shown in Fig. 4. Fifth and Iiast. The ends must now be secured without enlarg- ing the diaineter of the rope. Take two rope slings or twisters (see Fig. 5) and fasten them to the rope as shown in Fig. 6; twist them in opposite directions, thus opening the lay of the rope. (See Fig. 6.) Next, with a knife, cut the hemp core about twelve inches on each side. Now straighten the ends, and slip them into the place occupied by the core; then twist the slings back, closing up the rope, taking out any slight inequality with a wooden mallet. Next, shift the slings, and repeat the operation at the other five places, and the splice is made. If the rope becomes slack, in time, and runs too loose, a piece ROPE 565 List" for Splicin.q: Diameter of Rope in Inches List for Splicing $2.50 3.00 3.50 Va to 1 i/s 11/4 toll/a $4.00 4.50 can be cut out and the rope tightened up. This will require a piece of rope about 40 feet long and two splices, one splice to put on the piece of rope, and the other splice to join the two ends together. COST FOR LABOR OF SPLICING ROPE TO MAKE ENDLESS. Diameter of Rope in Inches % tO:^5 % to ^^ V2 to % The above charge to be in addition to the extra rope used in making splice. These prices apply only on wire ropes spliced at the works of the manufacturer. MAiril^A AND SISAI. BOFZ!. Manila and sisal rope are usually classed as "regular" rope or rope having three strands, four strand rope, bolt rope or espe- cially selected long yarns and transmission rope which is of yarn selected and woven with great care. The prices are com- puted from a "base" which varies with the season and according to the condition of the trade; this base averages 8 cents per lb. The table below gives the standard sizes, weights, etc. MANILA ROPE Weight Strain of 200 Borne Size in Faths. by New Length of Circum- Size in Manila Manila Manila Rope ference Diameter in Lbs. Rope in One Pound 6 th'd % in. 22 620 55 ft. 9 th'd i^ff in. 29 1,000 41 ft. 12 th'd % in. 44 1,275 27 ft. 15 th'd fine 3/8 in. full 50 1,600 24 ft. 15 th'd ^ in. 65 1,875 18 ft. 6 in. l%in. tV in. full 75 2,100 16 ft. iij. 11/2 in. 1/2 in. 90 2,400 13 ft. 4 in. 1% in. f^ in. 125 3,300 9 ft. 7 in. 2 in. % in. 160 4,000 7 ft. 6 in. 21A in. % in. 198 4,700 6 ft. 1 in. 2 1/2 in. ¥i in. 234 5,600 5 ft. 1 in. 2 3/4 in. % in. 270 6.500 4 ft. 5 in. 3 in. 1 in. 324 7,500 3 ft. 8 in. 3 1/4 in. ItV in. 378 8,900 3 ft. 2 in. 3V^ in. 1 Vs in. 432 10,500 2 ft. 9 in. 3% in. 1 1/4 in. 504 12,500 2ft. 5 in. 4 in. ItV in. 576 14,000 2 ft. 1 in. 41/4 in. l%in. 648 15,400 1 ft. 10 in. 4% in. 11/2 in. 720 17,000 1ft. 8 in. 43^ in. li%- in. 810 18,400 1 ft. 6 in. 5 in. 1 % in. 900 20,000 1ft. 4 in. 51/2 in. 1 3/4 in. 1,080 25,000 1 ft. 1 in. 6 in. 2 in. 1,296 30,000 11 in. 6 Vo in. 21/8 in. 1,512 33,000 91/2 in. 7 in. 21/4 in. 1,764 37,000 8 in. 71/2 in. 21/2 in. 2,016 43,000 7 in. 8 in. 2 % in. 2,304 50,000 6 1/4 in. 8 1/0 in. 2% in. 2,590 56,000 51/2 in. 9 in. 3 in. 2,915 62,000 5 in. 91/2 in. 3 Vs in. 3,240 68,000 41/. in. 10 in. 3y4 in. 3.600 75.000 4 in. 566 HANDBOOK OF CONSTRUCTION PLANT Sisal rope has approximately the same weight as Manila. Manila about 25 per cent stronger than sisal. Hawser laid rope weighs about one-sixth less than 3 strand. The prices of rope are as follows: Regular Rope, A in. diameter, l%c over base. 1/4 in. and i% in. diameter, Ic over base. % in. diameter, 1/2 c over base. ^\ in. diameter and larger, base. Four Strand Manila, % in. diameter and under, Ic over base, Manila Bolt Rope, 2c over base. Towing Hawsers, up to 18-in. circumference and any length, base. Tarred Sisal Lath Yarn, coarse (110), medium (130), base. fine (200), %c per lb. over base. Tarred Sisal Fodder Yarn, 24 and 21 oz., base, 18 oz., IMjC above base. Drilling Cables, Ic above base. Sand Lines, Ic above base. Jute Rope (unoiled) — Vi in. diameter and larger, base. f^ in. diameter and larger, %c above base. TABLE 146— MANILA TRANSMISSION ROPE. Approximate Approximate Length in Diam. Diam. Wt in Lbs. Breaking Ft. Required of Inches per 100 Ft. Strength for Splice Sheave % 20 4500 8 28 % 26 6125 8 32 34 8000 10 36 114 43 10125 10 40 1% 53 12500 10 46 1% 65 15125 12 50 1% 77 18000 12 54 1% 90 21125 12 60 1 % 104 24500 12 64 2 136 32000 14 72 Price lie to 15% cents per pound. tf ^ -.^ u'm O _G eoy-^t~cr,T^ o>oot-«oio rj* co lO^ iftOOlO t- OiOi- O « m '-'E-i ^ H 00 (M R '^ ft ^%vi osTi<-^ tH O Bui S5o cqe^ob- oo,-(co«CM ot-i^^'w H ^ Ofd P-iWclI 00C-O-* eoeocciTHT-t «-< ^ < ^^ g PQ ^MH "S2"c«5o : : : : : :^„^„ »«oo^:;-^ oo-«;^c^d h W 5>'M HmS^«^^ . . . • . -L-^^^ CO<^5*arH^ O !5 e S nJ coiNNi-iiH ^ H -* k ^H eO(M^l,-i T-,rH xn ^ '^ H m ^ ui . .^ f* « 667 568 HANDBOOK OF CONSTRUCTION PLANT Mr. George J. Bishop in 1897 made some records to determine the life of manila rope in pile driving. The drum of the engine and the sheave on the top of the leads were 14" in diameter. The sheave at the front of the pile driver was 10". The hammer weighed 10,000 lbs. The rope was of three different makes of l^/^" diameter. Common manila three-ply rope made the best showing. The length of rope was 125', and its weight ranged from 74 to 95 lbs.; average 85 lbs., or nearly 0.7 lbs. per foot. The price of the rope was 6i^ cents per lb., or $5.53 per average rope. Ten ropes were used up in driving 1,335 piles to an average penetra- tion of 20'; hence, each rope averaged 135 piles at a cost of 4 cents per pile per rope. However, 5 ropes averaged only 101 piles each, and 5 averaged 166 piles each. The Plymouth Cordage Company in 1910-11 conducted a series of tests on various brands of rope to determine the extent to which manila rope might vary in quality. An average Plymouth cordage sample was used as a standard and from this the varia- tions plus or minus, in size, weight and strength were plotted — i i " ■ 1 ii in / \ / \ / \Av. WeL jht\ iria tion 1 >7.es. ■yj" T"~ T -\ t- -/ -^^ 7^ -V v- -t_. "7 \ -J — \- — r ^ 5 Plymouth ^ ^ X / lAv era :,e5 ■zel 7ria Hon \\ r3 w ■* ■«!j< U5 ^;^ Q T-l r-< iH (M (M o< oooooo a> -t-j -I-) +j +J +j +j HM r-1,-1 ^ <=>ooOoo ^ OOOOUSO ^ > iniioix)«ot-oo 3 5 s s t t t (S ;^ ;fJ •^^loia^oo 5 Tti «D O ■* O «0 ra iH iH (M iM OO CO M OOOOOO bco IH ^-^ -^J +J -M +^ +J J3 O t 5 i 5 5 ^>> pL( 1 Tt.coO'^O S)^ 1 rH,-l(MiMOO ftS •CO. ^ » •-H ^ 00 te !o M M U! i>< >< X m row -O^ ^- N.; ^ sS (UN c3 .55 ^1 c3 g« 0,2 .§1 CO ft 'O ft 02 CQ w H iH w 2 91/2 11% $8.91 $7.83 $6.48 3 9% 1214 9.18 8.10 4 10,1/2 121/2 9.45 8.37 $5.70 The above prices are for black finish; for polished add 50 cents per doz. Shovels with square or round points, "D" or long Fig. 280. D Handle, Round Point Shovel. iE> Fig. 281. D Handle, Square Point Shovel. Fig, 282. Long Handle, Round Point Shovel. handles are all the same price. The size No. 2 is the one com- monly used. For sewer or brick shovels made in No. 2 size, but having a shorter and heavier blade for clay and other heavier material, net prices are as follows: Each Per Doz. Extra grade $1.00 $10.00 Second grade 648 6.48 The net prices at Chicago for spades, plain strap, polished, "D" handle or long handle, are as follows: For size No. 2; Extra grade, $9.18 per doz.; fourth grade, $5.40 per doz. Extra grade shovels made the same as "D" handle moulders' shovel, but with straighter, stiffer and heavier blades, for finishing concrete in sidewalks, in forms, etc., sell for $13.86 per doz. 588 HANDBOOK OF CONSTRUCTION PLANT TEI.EGRAFK SHO.VEI-S AND SPOONS. Telegraph shovels made of fine crucible steel with white grained ash handles, and extra length 22-in. straps and black finish, can be bought in quantities at the following net prices, f. o. b. Chicago. Extra Grade First Grade Length of Handle per Doz. per Doz. 6' $12.69 $11.07 7' 13.77 12.15 8' 14.85 13.23 9' 17.00 15.39 10' 19.17 16.65 The net prices in quantities for telegraph spoons with regular 9-in. straps and black finish are as follows: Length of Handle 9 10 The majority of all telegraph shovels and spoons sold are those with 8-ft. handles. DITCKINO- AND DRAIN SPADES. The net prices at Chicago for ditching and drain spades are as follows: Extra Grade Third Grade Length of Blade per Doz. per Doz. 14-in. $11.34 $8.40 16-in. 11.01 . 8.70 18-in. 11.88 9.00 20-in. 12.15 Skeleton ditching and drain spades made of solid cast steel with solid sockets, especially adapted for mucky and sticky soil, can be bought at the following net prices in Chicago: Ditching spades, square point, 6i^xl8-in., $22.80 per doz.; drain spades, round point, 4%xl8-in., $21.60 per doz. Drain cleaners, with 61/^ -ft. handles for finishing tile ditches, can be bought at the following net prices: I Extra Grade First Grade per Doz. per Doz. $12.42 $10.80 13.50 11.88 14.58 12.96 16.74 15.12 18.90 17.28 -Size of Blade- Length (Ins.) Width (Ins.) . Per Dozen 15 4 $10.80 15 • 5 11.10 15 6 11.40 STEAM SHOVELS. (See also Locomotive Cranes, page 410.) Steam shovels are built weighing as much as 140 tons, but about the most powerful steam shovel regularly built weighs 95 tons. For general work a 5-yard dipper may be used, but for SHOVELS 589 iron ore or shale an extra heavy One of 2i/^ or ZVz yards ca- pacity is better. The clear lift from the rail to the bottom of the open dipper door is 16 ft. 6 in. and the maximum width of cut 8 ft. above the rail is 60 ft. This shovel has a record out- put of four to five thousand yards per day. A steam shovel adapted to extra hard conditions is the 80-ton; the bucket used is generally 3 cubic yards for rock work or 4 yards for earth. The clear lift is 16 ft. and the width of cut 60 ft. A 70-ton shovel is the one most in demand for heavy work under average condi- tions. It carries a 2 to 3 1/^ -yard dipper; the clear lift is 16 ft. 6 in.; width of cut, 60 ft. For work where the depth or amount of excavation is not great enough to warrant a 70-ton shovel a 60-ton is more economical. A 2% -cubic-yard dipper is generally used; clear lift, 15 ft.; width, 54 ft. A 45-ton shovel is designed for use on fairly heavy work, but where lightness and ease of transportation are essential. Capacity of dipper, 2 yards; clear lift, 14 ft.; width of cut, 50 ft. A 40-ton shovel is designed for lighter work or sewer excavation. The price of steam shovels is as follows: Weight Price 120 tons $14,500.00 95 tons 12,700.00 85 tons 11,250.00 70 tons -. 9,250.00 60 tons 8,500.00 45 tons 7,000.00 40 tons 6,500.00 Shovels fitted with motors cost from $1,000.00 to $2,500.00 more than steam-driven shovels. From observations made by the author on half a hundred steam shovels in actual operation during a considerable number of weeks the working capacities shown in Table 149 have been recorded. From these observations the average number of cubic yards per day excavated by all shovels in all materials was 934. This is perhaps less than may be expected on a well-managed job. A shovel should load a dipper 60% full every 20 seconds while actuary working. About 50% of the time the shovel is held up by various causes, such as waiting for trains, moving ahead, waiting for blasts, and making repairs. With a 2% -yard dipper a shovel should, therefore, excavate 1,350 cubic yards in 10 hours. The maximum width of cut given by shovel manufacturers is far greater than the actual average as recorded in observa- tions made by the author. 70 to 95-ton shovels make an average cut of 281/^ ft. wide. With a 30 or 40-ton shovel the average cut is not much more than 20 ft. in width. For low bank work in average earth, where the amount to be excavated is small, 20 to 35-ton shovels, usually fitted with traction wheels, but which can be arranged with railroad trucks, cost as follows: 590 HANDBOOK OF CONSTRUCTION PLANT Shipping- Dipper Clear Heigrht of Lift Weight Capacity Traction Wheels R. R. Trucks Price 22 tons % cu. yd. 12' 2" 13' 2" $4,750 32 tons I14CU. yd. 12' 8" 13' 8" 5,600 Shovels of small size usually have vertical iDoilers. A 35-ton shovel, with a very high crane which increases the width of cut about 7 ft. and the height of lift about 6 ft., costs $5,800.00. These are regularly equipped with a l^^-yard dipper. Revolving steam shovels on traction or railroad wheels (Fig. 283) are as follows: Clear Height of Lift Size Shipping Dipper Traction R. R. No. Weight Capacity Wheels Wheels Price 15 tons 1/2 cu. yd. 8' 4" 9' $3,750 1 24 tons % cu. yd. 10' 6" 11' 3" 5,000 2 35 tons I14CU. yd. 10' 6" 11' 6" 6,000 A No. 1 shovel of the above type was designed for general use on such work as real estate development.' For excavating small sewers about 3 ft. wide and 10 to 16 ft. deep a very narrow dipper of ^/^ -cubic-yard capacity and a dipper handle about 30 ft. long are used. In very sandy soil where many shifts from place to place are necessary, and where frequent curves are encountered, this shovel is not a success, according to observations made by the author, but in firm earth where the sewer is long and continuous it is very efficient. 50 to 75 lin. ft. of trench 4 ft. wide and 12 ft. deep have been excavated and back-filled in eight hours by a machine of this type. One runner, one fireman, and two helpers form the crew. Platforms 16 ft. long of 12 X 12-in. timbers are necessary for the shovel to run on. The^ being built in four sections, each 4*/^ ft. wide, are carried forward by being hooked to the boom. The cost of such a platform was: Lumber— 168 lin. ft. 12"xl2", 10 lin. ft. 4"x4" spruce $104.38 Iron bars, bolts and nuts 6.22 Labor putting together 8.00 Total .^ $118.60 For excavating cellars the shovel has a standard dipper handle with a %-yard bank dipper, and for unloading cars or erecting steel, a crane boom 25 ft. long designed for use with a i/^ -cubic- yard clam shell or orange peel bucket, or a chain and hook. Shovel with % cu, yd. dipper and 30-ft. dipper handle $4,550.00 Standard dipper handle and % cu. yd. dipper 500.00 Crane boom without bucket 475.00 A revolving shovel with a horizontal croT^ding engine, which enables it to excavate very shallow cuts economically, has inde- pendent engines for hoisting, swinging and crowding, and a vertical boiler. Shipping Wt. Dipper Rated Size Wt. Equipped Capacity Capacity No. (Tons) (Tons) Mounting (Cu, Yd.) Price (Cu. Yd.) 13 15 Standard % $3,750 35—40 1 26 30 Gauge or 1 5,500 50—60 Special 20 20 Traction % 4,750 40 — 50 I SHOVELS 591 Mr. Charles R. Gow, in a paper published in the Journal of the Association of Engineering Societies for December, 1910, gives some facts and figures concerning the operation of a No. 1 shovel of the above type. This shovel was assembled at the railroad siding and transported about GVz miles over extremely bad roads. Plank track was necessary and the time occupied was six days. The cost of unloading, assembling and trans- porting to work was $255.15. The depth of excavation varied from 1 to 17 ft. Part of the ground was fairly easy and the shovel excavated 300 to 500 cubic yards per day, or at the rate of one loaded team per minute while actually working. The m^^^^^^S^ ^^^^^KftTf^'' nB^S !"^^J ^^^^^^ ^"^ iM ^m Fig. 283. remainder of the excavation was in extremely hard ground with many large boulders and a shovel of 60 to 70 tons would have been more economical. The yardage fell to 100 cubic yards per day. In the light cut of 1 to 2 ft, the dipper was crowded 7 ft. horizontally, thus filling it reasonably full. Cost of steam shovel excavation at Springfield, Mass., 45,081 cubic yards during 191 working days: Total Per Yd. Cost of delivering and installing shovel. , . .$ 495.89 $0,011 Foreman, supervising 1,668.00 ,037 Shovel operation, labor 2,118.81 .047 Shovel operation, coal, oil, etc 1,487.67 .033 Total cost of operation $ 3,606,48 $0,080 Repairs, labor 315.57 .007 Repairs, materials 631.14 .014 Total cost of repairs $ 946.71 $0,021 Depreciation on shovel 1,758.16 .039 Teaming excavated material 9,692.42 .215 General expense, 12.9 per cent 2,344.21 .052 Grand total $20,511.86 $0,455 592 HANDBOOK OF CONSTRUCTION PLANT The cost of repairs is exceptionally high on account of the very difficult nature of the work performed. Two new booms were supplied by the makers to take the place of broken ones, the second being of a special design. Several new dipper arms were required and the dipper teeth, chains and ropes were replaced every few weeks. A No. 1 shovel, working in a cellar excavation about 13 ft. deep, loaded the material, which consisted of pliable clay with a few 12-in. boulders, into cars drawn by a horse along a single track. The costs were as follows: "Wages of engineer $ 4.00 Wages of fireman 2.00 Wages of one foreman 3.00 Wages of three laborers 5.25 Coal 4.00 Oil, waste, etc 1.00 Interest, depreciation and repairs (estimated) 5.30 Total $24.55 Cubic yards per day. 410 Cost per cubic yard '. 06 45, 60 and 70-ton shovels equipped with dipper handles 45 to 55 ft. long are used for excavating large trenches, A 70-ton. shovel was employed in excavating a sewer trench 16 ft. wide by. Fig. 284. 26 ft. deep in Chicago in 1909. (Fig. 284.) This shovel was of the latest design, equipped with a 54-ft. dipper handle and a 2-yard dipper, with the operating levers placed far forward so as to enable the runner to see the bottom of the trench. The SHOVELS 593 shovel had been removed from its trucks and mounted on a footing, 24 ft. wide by 38 ft. long, of heavy wood beams trussed with steel rods. This platform rested on rollers, which in turn rested on running planks laid on the trench bank. To move the shovel a cable was attached to a dead man and wound up by the shovel engine. The average length of forward move was 15 ft. The shovel moved back 416 ft. in 31/^ hours. 569 cubic yards were loaded in a day into 4 and 6-yard narrow gauge cars drawn by 18-ton dinkeys. The crew consisted of 1 engineer, 1 craneman, 1 fireman, and 7 roller men. In addition 6 trimmers, 6 bracers, and 1 foreman were employed on the excavation. * For digging trenches in ground where it would not be safe to support the shovel on the banks, however well sheeted the trench might be, an arrangement which allows the shovel to dig backward is sometimes used. This consists of an extension boom at the end of and in line with the main boom, but slanting downward at an agle of about 45° to the perpendicular. On the lower end of this are placed the crowding engines, reversed from their usual position, thus pointing the dipper mouth towards the shovel. This allows the shovel to remain ahead of the trench on solid ground. A 46-ton shovel equipped in this manner costs $9,000.00. Where a through cut is being made, the excavation is often too narrow to permit the shovel to turn around and excavate the next cut in an opposite direction, but necessitating the return of the machine backward to the starting point for the next cut. Sometimes this return is 3 or 4 miles long and costs considerable in lost time as well as money. In such a situation the shovel should be equipped with a ball socket, which allows it to be jacked up and revolved on the forward trucks while being held in equilibrium by the weight of the extended bucket and dipper. This equipment costs about $500.00 extra. Kepairs. These depend more on the amount and kind of work done than on the age of the shovel. Repairs are higher for rock work than for earth work, and higher for poorly broken rock than for rock which has been well blasted. Actual total charges for repairs to steam shovels are very difficult to compute, as minor or immediately necessary repairs are made while wait- ing for trains and during other delays. On most jobs repairs are made at night or on Sundays by the regular crew without extra compensation. Material for repairs to a 65-ton shovel working in a clay pit for 6i/^ years amounted to an average of $198.00 per year. The maximum amount per year was $375.00 and the minimum $48.00. This does not include the labor charge. Total boiler repairs during the same period cost $200.00. On a 95-ton shovel in rock excavation the boiler was washed and large repairs made once each week by a special crew. This cost about $32.00 per week. Repairs on a 70-ton shovel working in iron ore were made by the regular crew and cost about 50 cts. a day. During the 6 months ending June 30, 1910, the cost of re- pairs to steam shovels on the Panama Canal work averaged $27.66 per day per shovel for 9,527 days' service. 594 HANDBOOK OF CONSTRUCTION PLANT Col. Goethals, chief engineer of the Panama Canal, has been kind enough to furnish me with the following information as to steam shovels on that work up to and including the fiscal year 1908. There were then in service 101 shovels, one 20-ton, ten 45-ton, seven 60-ton, thirty-five 70-ton, sixteen 91-ton, and thirty- two 95-ton shovels, which cost a total of $1,094,367.00. The cost of repairs was as follows: S 'O « C 3 g3^ rti i-<> C c3iC> Fiscal Year Ending ^^ S ^-^3 ^c> '^'3 "^ o>> o^w ogrt <^>w 0-^(U WjUoS o2,^ S'^'^S j|mw gMft j|mH 2^*=^*^ June 80, 1906 41 $20,337.89 1,506,562 $0.0135 June 30, 1907 63 209,244.48 6,215,771 .0337 June 30, 1908 101 479,607.16 17,467,061 .0275 Total 205 $709,607.53 25,189,394 $0.02815 These repairs were accomplished under peculiarly expensive conditions; 1. Wages over 50% higher than in the United States. 2. Cost of privileges granted employes. 3. Unusually difficult excavation. 4. High cost of material. All steam shovels were given such field repairs as were neces- sary. Depreciation. The regular life of a steam shovel is about 20 years, the cost new is about $200.00 per ton and the scrap value about $10.00 per ton. Depreciation per year, by the straight line formula, would therefore be 4.75%. The size of shovel for any given work should depend upon the 3'ardage in each cut, not upon the total yardage of the contract. It depends also upon the distance and the character of the ground over which the shovel has to be moved and the number of moves to be made. Use a 26-ton shovel for small cuts where moves will be frequent, a 55 to 65-ton where cuts are heavy and moves not frequent, and the largest available one where the cuts are very long and deep. The cost of moving a shovel varies greatly with the conditions. In certain railroad excavation it took 4 weeks with a full crew to move a 65-ton shovel 6 miles, and 3 weeks to move down across a valley from the finished cut to a new cut, a distance of Vi mile. The cost of moving a 65-ton shovel 1 mile on a country road with heavy grades, and % mile through fields with a 15° slope, was $316. It took 8 days, involving the services of 1 shovel crew, 1 team, 1 foreman, and 8 men. A 35-ton trac- tion shovel has been moved 18 miles in 18 days by its crew, whose wages amounted to $35 per day, 17 miles being over rough roads and 1 mile being across fields and up hill. Shovels may be rented for $250 to $400 per month, according to size and condition. «o«o^^ojtn*. Size of Shovel cnotnocnuicn (TODS) No. of Shovels" Observed Im 'Z\ eno Min. & w Ave. m O JO Max. '< ^ No. of Shovels^ Observed ^ S Min. *< 3 Ave. J? Max. ^ No. of Shovels H Observed » Min. g 5 l-l* •Miss Ave. "g Max. ^ No. of Shovels Observed t-«. MVItOM* >©o©. h-* -J 00 M M eo et>' 00 O 00 1^ o o «O-3 00«£>O»eOCO -J M to to OS tss o> ^soool-»»lOO> COOOOCOOOOM w ^^ hs o o» bs -a Ave. Max. No. of Shovels^ Observed Min. ^ Ave. Max. No. of Shovels^ Observed Min. Aye. Max. 595 n O CJ H 596 HANDBOOK OF CONSTRUCTION PLANT POWER CONSUMPTION OP ZSLECTBIC SHOVEI.. An electric shovel with a 2 ^^ -cubic-yard dipper was used in excavating gravel for the Carson River dam' at Lahontan, Nev. The line voltage was 2,300, which was stepped down to 440 by- three 90 K. V. A. single-phase transformers located on the shovel. These transformers were connected to the distributing Fig. 285. system by 700 ft. of triple-covered flexible cable armored with D-shaped steel tape, which was dragged along the ground as the shovel moved. This cable was dragged over rocks and through mud and water, but required very little protection. The hoist- ing machinery was driven by a 115-hp., 440-volt, three phase, 60- cycle, variable-speed induction motor. The propelling machinery Fig. 286. Little Giant High Crane Steam Sliovel, 35 Tons, 1'/4 CublQ Yard Dipper. SHOVELS 597 Fig. 287. No. 1 Revolving Shovel Excavating Cellars. Fig. 288. 598 HANDBOOK OF CONSTRUCTION PLANT was also driven by this motor. The swinging machinery was geared to a 50 hp. motor, and the thrust motor was also 50-hp. The compressor which furnished air to the hoisting drum brake, the emergency brake on the swing motor, and the friction clutch and brake on the intermediate shaft were driven by a 2-hp. con- stant speed induction motor. A test made on October 14, 1912, when the shovel was working in a gravel bank 10 to 12 ft. high, with a clear lift of dipper of 16 ft., loading 6-car trains, gave the following results: ^^^^tm^^^^^^SS^St 1 1 ^^Hi I hB m^ii^mii HH W" ■ '.'^^mi^^Ss i^ld^^^K^^ HMBW ^'h»» -' ■ :i'"f-^4^^tes ^^^ Fig. 289. View Shewing Excavator Digging. Total time observed, 45.5 minutes. Digging and loading occupied 57% of the time. Delays, mov- ing up, etc., occupied 43% of the time. Rate of digging on observed basis, 1,500 cubic yards of loose gravel in 8 hours. Total power consumed by shovel in 8 hours, 453 kw. hours =- 0.302 kw. hours per cubic yard of loose gravel. Figs. 285-287 illustrate several makes of shovels in operation on different classes of excavation. DERRICK EXCAVATOR. A recent addition to the large number of excavators is the Bishop Derrick Excavator (Figs. 288-289). The properties of this machine furnished by the manufacturer are as follows: I? 0) a °s^ c V o o o o 0)-^ fl^ rt c fl c g G3 r •ri -" i^-^ i^ O O O O 0:3 0) oooo ^ t-c-oooo ^ (SS 0) W50500 5 - i^fS^ oiooo C o (V, «o lo irs lo O) O 0) ' I I • " " HH CO c-5 CO e>3 O 5^^ iOOlflO • ^ S t~- O '^ o j-" O p oooooo;i >,c; o 1-HssiMco c< X 5 >< (rq^ji cOt*! c3 c3 Q ctf ^ c3:^ C,^ *j+;*;*j .■tiP,'*^'W'H«H g '-^O SSIUSU9 g [if o CQ «H J;5 rH, Length Pacific Size, 3 l^x 414 in. Coast Chicago New York 3 ft., 2 pin 8 131/^ 15 1/^ 4 ft., 2 pin 11 181/2 21 5 ft., 4 pin 16 261/2 281/2 6 ft., 4 and 6 pin 20 1/2 31 1/2 36 8 ft., 6 and 8 pin 28 43 48 1/2 10 ft., 8, 10 and 12 pin 37 551/^ 671/2 Teleg-raph Wire. For lots of fair size, the wire measured in Birmingham wire gage, the prices in cents per Ito. are about as follows: "Extra Best Best," Nos. 6 to 9, 4%c; Nos. 10 and 11, 41/2 c; No. 12, 4% c; No. 14, 51/3 c. "Best Best," Nos. 6 to 9, 314c; Nos. 10 and 11, 3% c; No. 12, 3i^c; No. 14, 4c. Actual freight is allowed from basic points where it does not exceed 25c per 100 lbs. 618 HANDBOOK OF CONSTRUCTION PLANT Insulators. Glass insulators in lots of more than 1,000 and less than 10,000 are sold at the following prices per 1,000: Double petticoat, 20 oz., $33; Western Union, $30.25; No. 2, cable, $53.90; No. 4, cable, $210; Muncie type, 7 in., $236.50; No. 3 triple petticoat, iVz in., $90.75. Copper Wire (1913). Sales have been made at 18% to 19 cents. Aluminum wire (1911), base about 31c. TENTS AND CAMP EQUIPMENT Tents are usually made of 8 oz., 10 oz. or 12 oz. single filling canvas, 10 oz. or 12 oz. double filling canvas, or of 10 oz., 12 oz. or 15 oz. Army duck. A, OR WEDGE, TENTS WITHOUT POLES OR PINS. Fig. 294. A or Wedge Tent. Size (Ft.) 5x 7 7x 7 7x 9 9x 9 12x14 Height (Ft.) 6 7 7 7 8 -oz. Duck Single Filling 3.30 4.29 5.61 5.83 10.67 12-oz. Duck Double Filling ? 5.00 6.50 7.75 9.75 15.50 WALL TENTS WITH POLES, STAKES AND ROPES. Height Height Wall Pole 8-oz. Duck 12-oz. Duck Size (Ft.) (Ft.) (Ft.) Single Filling Double Filling 7x 7 3 7 $ 5.50 $ 8.25 9x 9 3 7% 7.70 11.25 9x14 3 7% 11.52 15.70 12x14 SVa 8 12.92 18.70 12x18 SVa 8 15.12 22.00 14x16 4 9 17.05 25.00 14x24 4 9 22.00 32.50 20x24 5 11 30.00 42.00 24x50 5 13 65.00 95.00 30x70 6 15 110.10 150.00 Flies complete, half the price of tents. 619 620 HANDBOOK OF CONSTRUCTION PLANT Fig. 295. Wall Tent. WALL TENTS, ROPED Height Height 8-oz. Duck 12-oz. Duck of Wall of Pole Single Double 15-oz. Size (Ft.) (Ft.) (Ft.), Filling Filling Army Duck 21x30 5 11 $ 60.00 $ 85.00 $150.00 24x60 6 13 130.00 210.00 250.00 30x70 6 15 150.00 250.00 325.00 STABLE TENTS, INCLUDING POLES, PINS, GUYS AND GUY ROPES. SEMI-HOPED. Fig. 296. Stable Tent. Size (Ft.) 24x36 24x72 28x63 28x81 Height of Wall (Ft.) Height of Center (Ft.) 14 14 16 16 8-oz. Duck $ 80.00 130.00 135.00 160.00 12-oz. Duck $105.00 175.00 180.00 210.00 TENTS AND CAMP EQUIPMENT 621 Total wt. ^00 lbs. EQUIPMENT Dining table 3 doz. agate plates $0.10 a piece 3 doz. agate cups 10 a piece 3 doz. agate saucers 10 a piece 3 doz. steel knives 75 per doz. 3 doz. steel forks 75 per doz. 3 doz. plate spoons, tea 1.96 per doz. 3 doz. plate spoons, dessert 1.96 per doz. 3 doz. plate spoons, table 1.96 per doz. 1 doz. salts 10 a piece 1 doz. peppers .10 a piece 1/4 doz. 2-qt. pans 48 a piece % doz. 1-qt. pans 35 a piece 1 doz. 1-pt. pans 29 a piece 1 carving knife 50 a piece 7 yds. oilcloth 20 per yd. 3 trestle table 5 boards, 12x11/2x18 ft., dressed Cooking utensils, as required 300 lbs. Miscellaneous, lamps, lanterns, stores, basins, tubs, pails 2,000 lbs. The Cost of Praming" and Flooring- Tents is given by Mr. R. C. Hardman of Fort Huachuca, Ariz., in Engineering News, Sep- tember 26, 1912, from which the follov^^ing is abstracted: The tents were of two sizes, viz.: 14 ft. x 14 ft. 2 in., and 6 ft. 11 in. X 8 ft. and were framed with 2x4 in. timber, braced with 1x6 in. timber and floored with 1x12 in. plank. The larger tent had 4 pairs of rafters and the smaller 3 pairs. The costs were as follows: Large Tent: 500 ft. B. M. lumber at $30.00 $15.00 7 lbs. nails at $0.05 .35 $15.35 Small Tent: 185 ft. B. M. lumber at $30.00 $5.55 5 lbs. nails at $0.05 25 $5.80 LABOR COST OF FLOORING AND FRAMING Tents 14 ft. x 14 ft. 2 in. 38 Frames: Cost Cost per Tent Carpenters, 32 hours at $0.50 $16.00 Carpenter helpers, 129 hours at $0.375 48.38 Laborers, 19 hours at $0.25 4.75 Laborers, 11 hours at $0.20 2.20 $71.33 $1,877 42 Floors, Average Height 1 Ft. Above Ground, Leveled: Carpenters, 72 hours at $0.50 $36.00 Carpenter helpers, 153 hours at $0.375 57.38 Laborers, 81 hours at $0.25 20.25 Laborers, 19 hours at $0.20 3.80 $117.43 2.796 $4,673 622 HANDBOOK OF CONSTliUCTION PLANT Tents 6 ft. 11 in. x 8 ft. 4 in. 16 Frames: Carpenters, 5 hours at $0.50 $ 2.50 Carpenter helpers, 23 hours at $0.375 8.75 $11.25 .703 $1,594 16 Floors, Average Height 1 Ft. Above Ground, Leveled: Cost Cost per Tent Carpenters, 9 hours at $0.50 $ 4.50 Carpenter helpers, 26 hours at $0.375 9.75 $14.25 $0,891 Total Cost of Frame and Floor: Large Tent Small Tent Material $15.35 $5.80 Labor 4.67 159 $20.02 $7.39 TIES The following shows the number of cross ties required per mile of track: Distance Distance From Center * From Center to Center No. of to Center No. of (Ins.) Ties (Ins.) Ties 18 3,520 36 1,748 21 3,017 39 1,613 24 2,640 42 1,497 27 2,348 45 1,399 30 2,113 48 1,300 33 1,905 51 1,233 The cost in New York state of the average standard yellow pine railroad tie 6x8 ins. x 8 ft. was, in 1908, from 68 to 90 cents. Chestnut ties may average from 10 to 15 cents less, while cedar and cypress will be 20 to 30 cents cheaper. The ordinary contractor's tie suitable for narrow gauge track is generally pur- chaseable at about 40 cents. Ties 4x4 ins., in sections, are too small, as they split easily, and, therefore, ties smaller than 6x4 ins. should never be used. Ties used in narrow gauge tracks should be 2 ft. longer than the gauge. Thirty-five standard gauge ties may usually be cut from a pine tree that is 14 ins. in diameter at a height of 5 feet above the ground. A skilled man can cut and trim 40 to 50 of these ties per day. The cost of cutting and hauling ties, provided the timber is growing in the immediate neighborhood, need not be more than 10 cents per tie. The life of a tie depends largely upon its suitability for resisting the particular kind of attacks incidental to its sur- roundings. Oak ties in the fairly dry localities will hold spikes with great tenacity, and at the same time resist the effect of dampness very well, and may last 8 to 10 years. Under less favorable conditions, however, they may not last more than 7 years when untreated, while if thoroughly saturated with creo- sote or zinc sulphate, the average life may be 17 years. The following table shows the life and cost of ties, etc.: , Wood Concrete Un- Standard treated Treated Steel C. I. Reinforc. Beam Life in years 8 20 25 30 8 14 Cost delivered 90 1.60 4.25 5.25 2.30 3.25 Cost of renewal 12 .12 .15 .15 .18 .18 Cost in track 1.02 1.70 4.40 5.40 2.48 3.43 Value wornout ties. ... ... .85 .75 .20 .53 Spacing c to c in ft. 1.875 1.875 2. 2. 2. 2. Cost per lin, ft. track 544 0.917 2.20 2.70 1.24 1.76 Value scrap per lin. ft. track ... .42 .37 .10 .26 Annual cost ties per lin. ft. track. 0.81 0.067 0.131 0.149 0.173 0.152 Annual cost 1 mile track 427.68 353.76 691.68 786.72 913.44 802.56 623 624 HANDBOOK OF CONSTRUCTION. PLANT The above costs are determined by substituting in the follow- ing formula: x = ci4-(c — v) s If v = o x=:C(i+s) where x = Annual cost of ties per linear foot of track. =1 First cost in track per linear foot of track. V = Value of wornout tie per linear foot of track. L = Useful life of tie in years, i = Interest rate per annum. s = Annual payment into a sinking fund, which at the rate i for L years will amount to one dollar. In the above table 1 = 4%. Track used on construction work is frequently moved. The ties will stand about three removals, and are then unfit for further use. Mr. D. A. Wallace gives the following costs of unloading ties. Cost of train service: Cost of work train, $25.00 per day; foreman, $50.00 per month; labor, $1.10 per day. From coal cars while running: Train service, $1.04; labor, $0.45 — total, $1.49; 250 ties at 0.6 cts. per tie. Box cars while running: Train service, $6.24; labor, $5.35 — total, $11.59; 970 ties at 1.2 cts. per tie. Nine coal car work trains unloading in spots from 6:15' a. m. to 6:15 p. m. The cost of unloading per tie was: Delays, 0.48 cts.; unloading time, 0.29 cts.; running time, 0.83 cts.; total, 1.60 cts. TOOL BOXES Wooden tool boxes cost ready made or made on job: 6' X 3' X 2' 8" $11 on 5' X 2' 8" X 2' 6" 10.00 Wood tool carts with 42" wheels: * Size of box, 82% x 34% x 25 ins. Price .$50.00 Size of box, 48 x24 x 14 ins. Price 30.00 TRANSITS A low priced and yet reliable transit, known as a builder's transit, weighs 6 lbs. and costs $85; with compass, 3-inch needle, $100. The tripod weighs 6 lbs. A light mountain transit with a 7% -inch telescope, a 4-inch reedle, complete, costs $200. Weight, instrument 5% lbs., ex- tension tripod, 7 lbs. Mountain and mining transits with 9% -inch telescope and 4- Inch needle, cost eomplete $235. Weight, instrument 10 lbs., tripod 9 lbs. Surveyors' transits with a 5-inch needle weigh 16% lbs. and cost $160. Engineers' transits complete cost from $175 to $250 and weigh from 9 to 15 lbs. 625 626 HANDBOOK OF CONSTRUCTION PLANT TRACTION ENGINES The prices of traction engines range from the prices given below to 30 per cent more. I 1 B^M^Myr*' "C ■' H :i^ 11 1 ; ^tt^-' y , l/„,lh/lir' i';:^ i i ^'- Fig. 297. 9x10-inch Cylinder Simple Traction Engine. DESCRIPTIONS AND PRICES SIMPLE TRACTION ENGINE. Length of Bore and Stroke (Inches) Rated H. P. Steam Pressure (Pounds) Weight (Pounds) Price Miles per Hour at Normal Speed 71/4x10 81^x10 9 XlO 10 XlO 11 xll 12 xl2 9 12 15 20 25 32 130 130 130 130 130 160 10,917 13,007 14,206 15,823 20,368 32,600 $1,130 1,220 1,365 1,600 1,880 2,820 2.26 2.61 2.62 2.61 2.52 2.37 COMPOUND TRACTION ENGINE. Length of Bore and Stroke (Inches) Rated H. P. Steam Pressure (Pounds) Weight (Pounds) Price Miles per Hour at Normal Speed 5%x 81/2x10 ei/sx 9 XlO 7 xlO XlO 734x11 XlO 914x13 xll 9 12 15 20 25 130 130 130 130 130 $1,220 1,315 1,455 1,690 1,975 2.26 2.61 2.62 2 61 2.52 Per Straw Burning" Attachment, including Jacket QXl Boiler, add $47 to prices above. TRACTION ENGINES 627 All Straw-Burning' Engines are jacketed unless otherwise or- dered. For Jacketing Coal-Burning Engine (except 32 H. P.) add $128. Locomotive Cab for 32 H. P, engine, $70. If wider tires than those regularly furnished on engines are wanted, for each 2 inches extra width, add to list price $23.50. No reduction if narrower tires are ordered. Repairs on traction engines are about 10 per cent more than on rollers. ll fX'^'lW. Sip ^^B ■• .■■.wjs^SB Fig. 298. 45 H. P. Tractor Pulling a 25-Ton Load up a 5 per cent. Grade in the City of Delaware, Ohio. Gasoline Traction Engines, Fig. 298, with friction drive and a patent steering device are as follows: H. P. Fuel, Tank Capacity (Gallons) Water, Tank Capacity (Gallons) Weight (Pounds) Price 20 30 45 70 80 100 200 200 60 70 80 90 11,000 14,000 19,000 25,000 $1,975 2,450 2,750 3,300 Regular road speed, iy2 to 2i^ miles; third speed, 3^/^ miles. Gasoline traction engines with equipment for converting them into rollers cost $400 extra. MOTOR TRACTION ENGINES In the effort to reduce the cost of wagon haul below that of ordinary team transportation, trials have been made of traction engines of various designs. It was -found that the familiar types of engines with comparatively narrow wheel treads, were use- less in the deep dust and sand of desert roads. A special type, however, called the "Caterpillar" or "Paddlewheel" Engine, Fig. 299, so designated from the peculiar constructign. pf Us rear 628 HANDBOOK OF CONSTRUCTION PLANT and propelling wheels, has been placed in service with good results. This engine, instead of the large hind wheel commonly known, carries its weight on five truck wheels which run on a track of plow steel, so protected that it is nearly impossible for sand to reach the bearings. The hind wheels are of the sprocket type Fig. 299. Caterpillar Tractor. and engage an endless belt of "shoes" or "platforms" which pass around the sprocket and center wheels, 78 inches distant, the latter acting as idlers. These platform wheels have the same tractive area as an ordinary round wheel, 54 feet in diameter. The motor used is of the four cylinder, vertical, water cooled type, with 6-in. x 8-in. cylinders, developing 40 brake h. p. at 550 R. P. M. Distillate is used for fuel at a cost of less than 1 cent per h. p. per hour. The capacity of these en^g-ines naturally varies with the grade. Loads of from 15 to 20 tons are possible on level roads. Spe- cially built trucks capable of carrying from 6 to 10 tons are used. Compressors, transformers and other heavy machinery, weighing from 7 to 10 tons, are easily transported over loose sand on grades ranging from 12 to 20 per cent, and around the sharp curves of mountain roads. Ordinary wagon transportation of such loads under like conditions would be an impossibility. Accurate cost data have been kept of the performance of these machines, together with team haul, for. the purpose of compari- son. Recent work in the Jawbone and Mojave sections shows an average ton mile cost of 20 cents for engine haul, against an average of from 40 cents to 50 cents for team transportation. The report of July 1, 1909, shows that the average ton mile TRACTION ENGINES 629 cost 25 cents for the period ending at that time, whereas the lowest bid received for this work was 80 cents per ton mile. The cost of operating fifteen of these engines during February, 1910, was as follows: Average Per Ton Total per Engine Mile Supplies $ 955.18 $63.68 $0.0367 Repairs 2,161.47 144.10 0.0825 Labor, crew 2,003.27 133.55 0.0771 Depreciation 725.00 48.33 0.0279 $5,844.92 $389.66 $0.2242 The price of the above engine, single speed, 2^4 miles per' hour: 6%x8 cylinders, spring mounted, weight fully equipped 18,000 lbs $3,250.00 Extra for 2 speed, 5 miles per hour 250.00 Extra for stationary attachment 250.00 Tank capacity, distillate, 70 gallons. Tank capacity, water, 56 gallons. Length over all, 18 ft. 4 in.; width, 7 ft. Distillate consumption, 3.5 gallons per hour. Motor, 30 H. P. rated; 45 H. P. brake capacity. THE G-ASOI^INE TRACTION ENOUTE COMPARED TO THE HORSE Mr. L. W. Ellis read a paper at the annual meeting of the Gas and Gasoline Engine Association at Cincinnati, Ohio, June 16, 1910, from which I have made the following abstract: Properly handled, working about six hours a day, well and carefully fed, a horse may have a working life of ten years of 1,000 hours each. Where used on street car systems, his life of usefulness is from two to four years. The average farm horse will do well to develop 500 H. P. hours per year or 5,000 in ten years. A tractor, carefully looked after, would probably double this for each rated H. P. About 20 per cent of the horse's weight may be taken as his maximum sustained draft, and six to eight miles per hour his maximum sustained speed for anything more than an hour or so per day. The draft horse ordinarily gives the largest volume of work per day at about one-half his maximum load, and one-third his maximum speed. One reason for the great flexibility of the horse is the fact that he works most economically at about 1 lb. of draft for 10 lbs. of weight, or from 50 to 20 per cent of the rate he can exert in a pinch. In the motor contests at Winnipeg last year the gas tractors exerted 1 lb. of draft for 4^^ lbs. of weight on a good sod footing, and for 6 lbs. of weight on a soft dirt and gravel course. The average horse develops one useful horsepower for 1,500 lbs. of weight. Nine of these tractors, which completed all the tests, developed 1 brake H. P. for 465 lbs. of weight, and under both good and bad footing 1 tractive H. P. for 922 lbs. of weight. 630 HANDBOOK OF CONSTRUCTION PLANT The horse needs a drink and food after every seven to eight miles of plowing, but of course can be forced to go a greater distance. Some of the best known gas tractors could go from 10 to 15 miles under full load if it were possible entirely to empty the fuel and water tanks without stopping. Actually they need water about as often as the horse. Others of different type could go for 15 to 20 miles without fuel and several times that without water, with their present tank capacity. A better balance in this respect would render the tractors more convenient, and undoubt- edly some weight would be eliminated in so doing. A steam plow- ing engine does well to travel two miles on the water taken in during 15 mins. Probably 95 per cent of the weight may be put into metal, 21/^ per cent into the cooling water and 2% per cent Into fuel. The latter may be increased easily in tractors de- signed for use in dry stretches. The gas tractor cannot compete with the horse as a hauling proposition on heavy grades. The elimination of steep grades, which a horse may surmount by the expenditure of greatly in- creased energy, but which exhaust the overload capacity of tractors, will mean not only an increased use of mechanical motors for hauling purposes, but an excellent field for traction machinery in the building and maintenance of good roads. One man in the field may handle four to six horses, developing from 21/^ to 4l^ H. P. Two men on a gas tractor will handle an outfit doing from 10 to 20 times the work. To care for a traction engine doing the work of 25 horses requires approximately the same time in the course of a year as to care for one horse. 1 TRENCHING MACHINES The term Trench Machine comprises machines of many varied types, such as cableways on which are operated buckets, steam shovels with booms and buckets especially designed, and elevator bucket machines. Machines for trenches over 10 feet deep and 3 to 10 feet wide consist of a rail supported on A frames, carry six tubs (each holding ys cubic yard) at a time, spaced 8 feet apart. Length over all, 336 feet, and length of working section, 288 feet. One- third of the length is given over to trench digging, % to brick or concrete masonry construction and the remaining % is being back-filled. Width of machine, 8 feet, and height, 14 feet. It stands on a track of tee rail and can be pulled ahead to a new position by its own engine in a few minutes. Price, complete with engine, and including an expert's services to assist in erect- ing, $3,366 f. o. b. cars. Rental, $200 per month for terms of four months or more, lessee paying freight one way, and $4 per day and expenses of expert during erection. Capacity as stated by the manufacturer is 250 cubic yards per ten hours. A machine for pipe sewer work is similar to the one above described except that it has a working length of 240 feet and weighs about 2,3 tons; price, $3,211. Rental the same as for the larger machines. Each of the above machines can be loaded on one flat car 34 feet long. The average time of setting up and starting a new machine on a new job is from five to seven days. A contractor states that it took him two days to dismantle a machine, move 1,000 feet, and set up again. Mr. A. W. Byrne used a machine of this type in a 4,000 ft. section of the Metropolitan sewer system, at Boston. The force was as follows: 1 engineman $ 3.00 1 lockman ' 2.00 1 dumper 1.50 8 shovelers, at $1.75 14.00 2 bracers, at $2.50 5.00 2 tenders, at $2.00 4.00 4 plank drivers, at $2.00 ." 8.00 2 men cutting down planks, at $2.00 4.00 8 men pulling planks, etc., at $1.75 14.00 Total $55.50 The trench was 9 ft. wide x 20 to 30 ft. deep, and this force averaged 64 lineal ft. per week in running sand, 192 ft. in gravel and coarse sand at a cost ranging from 80 to 25 cents per cubic yard. A steam pump costing $10 per day was required, and about % ton of coal was required for the trench machine. A Cableway can be used to advantage on trenches 8 feet and wider. The main cable is stretched on towers 30 feet high and three to four hundred feet apart. One tub of one cubic yard 631 632 HANDBOOK OF CONSTRUCTION PLANT capacity is handled at a time and can be loaded at any point and swung as much as 10 feet to one side. The cable machine is advantageous in soft digging or on rock as no part of the machine is carried by the side banks. The engine and one tower stand on a car which runs on tee rails; the other tower stands on the ground and must be lowered and carried to a new posi- tion. The outfit can be loaded on one car and weighs about 19 tons; price of 300 foot cableway is $3,250; rental, $200 per month; capacity, according to the manufacturer, 350 cubic yards per ten hours; price of 400 foot cableway, $3,500; rental, $225 per month. West of a north and south line from Buffalo, N. Y., add $50 to the selling price of the cableways. On rented machines repair parts are furnished by the lessor, the lessee paying carrying charges and cost of replacing. Gen- eral repairs are such as are necessary on any contractor's hoist- ing engine in constant use, together with the replacing of worn out steel ropes and running parts, which are comparatively small items, as there are no parts subject to frequent break- ages as in the case of steam shovels and ditch digging machines. These cableways are usually driven by a 7"xl0" double cylinder engine capable of lifting 5,000 lbs. They raise and transport the buckets at a speed of about 440' per minute. The output is about 250 cubic yards of rock per day. Mr. James Pilkington, of New York, says that he has taken the machine down, moved 250' and put it up again in three hours and fifty minutes. The following costs are from "Earthwork and Its Cost," by H. P. Gillette, for a sewer in Washington, D. C: Width of trench, 18 ft.; depth at which cableway began work, 15 ft.; distance of travel of 1 cu. yd. bucket, 150 ft.; number of trips per hour, 35; hours per day, 8; material, cemented gravel. Cost: Engineman $ 2,00 Fireman 1.25 Signalman 1.00 2 dumpers, at $1.00 2.00 Coal, oil and waste 1.50 Interest and maintenance (estimated) 7.00 $14.75 30 men picking and shoveling 30.00 Total for 280 cu. yds , $44.75 Cost of picking, shoveling, hoisting 15 ft. and conveying 150 ft. to wagons, 16 c. per cu. yd. (Note that the wages were very low.) Bracing and sheeting were going on at the same time; the men did not know they were being timed. A self-propelling machine for excavating small trenches and which digs by means of scrapers and buckets fastened at the rim of a revolving wheel is said by the manufacturer to be able to excavate in any ground that can be loosened with a pick. The machine will cut through a log or timber, but if it strikes a large boulder the wheel must be raised out of the trench until the obstruction is passed. These machines cost about $250 per ton. TRENCHING MACHINES 633 METHODS EMPZ.OYED IS CONSTRUCTING CONCRETE FIFE SEWER IN JACKSON, MICH.* Special methods and devices for trenching and pipe laying have been employed in constructing two lock joint concrete pipe trench sewers in Jackson, Mich. These sewers vary in diameter from 4 ft. to 18 ins., and each is about 2 miles long, and the lock joint concrete pipe is used for 24 ins. in diameter and above, vitrified pipe being used for the 18-in. line. The trench is largely through sand and gravel and considerable water and running sand were encountered. The depth ran from 7 ft. to 25 ft. and tight sheeting was required throughout. The first few feet of cut were made with horse and scraper; if the trench did not exceed 8 ft. in depth the deepening was continued by hand; for depths exceeding 8 ft, a trench machine was used. The sheeting was driven by hand and was pulled after the trench had been nearly refilled by means of a chain block fastened overhead to a rail laid on the bents of the trench ma- chine. Two men pulled all the sheeting. The trench machine is shown by Fig. 299A. It was designed by City Engineer A. W. D. Hall, and, built 150 ft. long, cost $500, including three ^ cu. yd. self-dumping buckets. The construc- tion calls for very little explanation. As will be seen, the whole ipachine is made so as to move along the work on track rails laid on the banks of the trench. An ordinary double drum hoist- ing engine operates the traveler, one drum giving the traveling movement and the other drum doing the hoisting. The usual method of operation was employed. The excavated spoil was raised in the buckets, conveyed back and back-filled onto the pipe, which had been laid as fast as the trench was opened. When water was encountered in the trench it was handled as shown by the sketch, Fig. 299B. The force pipe of an ejector, shown in enlarged detail by Fig. 299B, was attached by hose to the nearest hydrant, which gave the ordinary domestic pressure of about 60 lbs.; the suction pipe with strainer end drew from the trench sump and the discharge pipe passed over a bulkhead into the completed sewer. In pipe laying the usual methods were followed, the pipes being rolled onto skids over the trench and lowered by the trench machine. The pipe laying was straightforward work except where running sand or quicksand was encountered and then the special shield shown by Fig. 299C was employed. This shield con- sists, as will be seen, of three sides of a bottomless box. It is operated as follows: When near grade the shield is set on the trench bottom in the position illustrated, with its open end straddling the end of the completed pipe. Hay is then stuffed into the spaces between the sides of the pipe and the sides of the shield to keep the mud out and two men inside the shield exca- vate down to grade, driving down the shield as they sink thf excavation. When the excavation is completed the pipe is laid * Engineering-Contracting, Nov. 10, 1909. 634 TRENCHING MACHINES 635 and jointed inside the shield, which meanwhile acts as a tempo- rary cofferdam. Only general fig-ures are available on the cost of this work. Mr. Hall states that for depths of 10 ft. and less the cost has L-^c/Zam o/' /kg/jc/^' Fig. 299B. Sketch Showing Ejector and Method of Pumping Watet from Sewer Trench. varied so much owing to local conditions, differences in material^ etc., that it is impossible to get at average costs. He states that the cost of excavating 42-in. sewer from 17 to 20 ft. deep Jias been 53 cts. per cu. yd. The trench at 17^ ft. depth cou' Fi{j. 299C. Sketch Showing Steel Plate Shield Employed in Laying Sewer Pipe. tains 4.7 cu. yds. of excavation per lineal foot and costs $2.50 per lin. ft. At a depth of 26 ft. the trench contains 7.05 cu. yds. of excavation and costs 75 cts. per cu. yd., or $5.28 per lin. ft. of trench. Between 17 ft. and 26 ft. depth the costs vary about 636 HANDBOOK OF CONSTRUCTION PLANT In proportion from 53 cts. to 75 cts. per cu. yd. These costs in- clude excavation, back filling, driving and pulling sheeting, pipe laying and cleaning: up and grading the street after the work. They include everything except cost of pipe and cost of sheeting timber and, apparently, plant and overhead charges. The gang worked consists of 30 men; common labor is paid $2 to $2.25 per day, enginemen $3 per day and foremen $5 per day. The work is being done wholly by day labor. The information from which this article has been prepared has been furnished us by Mr. A. W. D. Hall, city engineer, Jackson, Mich. Mr. H. P. Gillette, in Engineering and Contracting, gives the results of his observations of a No. 17 machine of this type. The original cost was $4,800, but the market price of this machine new is now $5,250. Mr. Gillette estimates the interest and depreciation over 150 working days at $7.00 per day, which was equivalent to 1% cents per yard. He gives the cost per lineal foot of trench as 4 cents and the cost per cubic yard as 10 7/10 cents. Another type of self-propelling trench excavator can attain a road speed of 2% miles per hour. The earth is excavated by buckets traveling on a chain elevator and is removed to the side of the trench on a belt conveyor. The buckets are self-cleaning and travel across the face of the trench in order to excavate to the proper width which is regulated by two set screws. It is not necessary to change the buckets or scrapers to change the width of the trench. The manufacturers rate their machines at % cu. yd, per minute. The machine is operated by one man; coal consumption 1,200 to 2,000 lbs. per 10 hours. The weight of the machine is well ahead of the trench. It is not suited for very rocky ground, but when a large boulder or similar obstacle is met the buckets can be raised over the obstruction and can start again on the farther side of the obstruction. Width of Trench Depth Weight (Tons) Price Small machine Large machine F. o. b. factory. . . 28" to 60" . . 28" to 78" 0' to 20' 0' to 30' 18 20 $6,700 7,600 Another excavator of the self-propelling type and in which the earth is excavated by scrapers and buckets traveling on a chain elevator and removed to either side of the trench on a belt conveyor is shown in the following table. moSoo Size No. i^ J^ ►5 O) (ti cb (ti 2.^ »=S S S o £ o o Kind of Power P& 3 3 O M Set. gSxSgSgSS^^SS; Horsepower g * ^ to o o i-i t^ q -I. _i. -J. -J. H to MM Mi-i Maximum to ^ vj v^^ tssoosooqs Depth | M O M N M Ml-i H CO tsoto Ul 13 to ba '^ rfkCO CO CO to 00 to M M M M S^ Q ooto to to >*»■ to *>• «o tn oi to _ {r H> p„ fcppppppojcp *Approximate 2 aj »5 1333333303 Widths O S* 05|^J CO CO to CO to to t-i M l-» O "* oSi OS o> -^ a> ^ OS 00 00 c;i J> o hj ^ H- Max. Speed of o » CO to rf^o ooo 00 Digging "per |^ 3 ' f^ ^ ' ' ' Man. 3 H M M i-n-i (-»MM Miles Traction 2 ^ J^ J^;^ J^^^ per Hour ^ td H M HH HOO Delivers Dirt ^ H qi 55 ^So on One Side o ^ ^ ^^ ^u,m or Either W "^ "^ "^"^ "^SS: Side ^ pi 5; pip] pi > a> o a> ca o o M S 1:1 S^ J::te««. Width on Car h O O Oo o«o«o " J» MM MMM Height Over •^t*^ ■^'-t'-l All 00-^ ^ *'*''* Ocn tncncTisj! O o O Ote O ©o o oo oooo oo o ocn tficncTisj! "Prifp oo o Oo ooteo 637 638 HANDBOOK OF CONSTRUCTION PLANT The manufacturers say that the machine will probably need no repairs for one year; then the repairs on No. 000 to No. will cost from $1 to $2 per day; on the larger machines $2 to $5 per day. These machines are self-propelling both for digging and traveling, no cables being used. Usually the tractions on these machines are of the wheel type, large in diameter and having a wide face. For traveling over streets this is satisfactory, but for operating in soft ground the rolling platform traction is recommended. These machines have various changes of speeds Fig. 300. View of Trenching iVIachine Excavating Sandy Clay at West Salem, Wis. and can be changed instantaneously by the operator. In order to change the width of the trench the scrapers must be removed and others of the proper dimensions substituted for them. These machines are for lease also on a fixed sum per hour or per day plus a fixed sum per yard basis. This rental includes the en- gineer's services and will average about $50 per day. FBOGBESS DIAGRAM AND DISTBrBUTION OF TIME OF FORCX: ON SEWZIR TRENCHING BY MAC3SINE. After W. G. Kikchoffer. Recently an 8-in. sewer 5,270 ft. in length was laid at West Salem, Wis. The excavation was made in a sandy gravelly clay by the use of a Parsons' trenching machine. Fig. 300 shows the machine in operation. The trench averaged about 8 ft. deep. The total number of days' work put in on the job was 325%, or an average of 61.8 days per 1,000 ft. of sewer. The trenching machine was operated 20 days out of the total 26 put in upon the work, or an average of 263 1/2 "ft. per day. The least distance made in a day was 20 ft. and the maximum distance was 550 ft. TRENCHING MACHINES 639 of completed sewer. There were five days in which the rate exceeded 400 ft. of sewer per day. The prog-ress diagram is shown in Fig-. 301. f^' td m Zi 240 il II - -091!^ ««.;?H^ ' 1^ - ^^/ peco^i .,i'3- ."/ OOiH 1 16 >60 12 120 8 60 i 40 t ^ ^ 1 i^'^ffiociv'T^ ' >^ ^ g M^. ■^ t^-ji .-f ^ s ^ 'fl p^ ^ *{!!> y »-' j^^ ^ m 800 1200 mo 2000 2m 2000 3200 3500 mo upo mo mo 5000 5200 Length, of Sewer Laid m reef- ■ Fig. 301. Progress Diagram of Sewer Trenching IVIachine at West Salem, Wis. The labor upon the work was divided as follows in days per 1,000 ft. of sewer: Contractor 1.092 Inspector 4.935 Pipe layer 4.315 Foreman 4.270 Engineer 4.79 Fireman 4.412 Team 3.417 Mason 3.75 Water boy 1.993 Common labor 26.04 Tamper 4.13 The greatest number of men employed in any one day was 16 and the smallest number was two. This work was done under the supervision of W. G. Kirchoffer, consulting engineer, Madison, Wis. The contractor was F. E. Kaminski of Watertown, Wis. TRENCHING- BY IKCACHINE FOB A 36-IN. BRICK SBWER.'^ An interesting example of machine trenching under favorable conditions of soil is furnished by the sewerage of an area of about 30 square blocks south of 80th St. and east of Aberdeen * En(jineerin(j and Contracting, July 17. 1912. 640 HANDBOOK OF CONSTRUCTION PLANT St., in Chicag-o, 111. The sewers to be built comprise about 665 ft. of 36-in. brick sewer, about 2,200 ft. of 30-in. brick sewer and some 17,000 ft. of 15 and 18-in. pipe sewer. The depth of these sewers below natural ground surface is an average of 14 ft. The soil consists of black loam overlying- yellow and blue clay, the clay being stiff enough to stand well with only occasional sheeting planks. Altogether the soil conditions are well fitted for trenching by machine and all trenching is planned to be done by machine. Fig. 302 shows the machine used which is a No. 1 Fig. 302. View of Austin No. 1 Trench iVIachine Digging a 15-ft. Trencli 42 Inclnes Wide. Austin Trench Excavator fitted with buckets cutting to a width of 42 inches. The work at present is on the 36-in. circular sewer, which con- 'sists of a two-ring invert and a single ring arch. Following the machine the trench bottom is troughed to templets of the sewer inverts. For this larger sewer the trench sides were to be under- cut at the bottom, since the excavator cuts only 42 ins. wide, but with the smaller sewers there will not be this extra work. Three men pick the bottom and undercut the sides behind the. excavator, which is kept about 15 ft. ahead of the invert masons. Vertical plank spaced about 2 ft. apart and bound with pipe and iron bands are sufficient to keep the trench sides safe. Three bricklayers work on the inverts and two work on the crown which follows from 30 to 50 f t. • behind. Brick handlers, mortar men and helpers bring the force on brick work up to 30 men. The invert brick are laid to the templet cut trench bottom. To undercut the arch flat iron circles in two parts connected by bolts are set 6 ft. apart on the completed inverts and 2x4 in, lagging is laid on them to form the arch center. The rings are collapsed by removing the connecting bolts. Trench excavation was begun June 3 and at the time the work was visited, July 8, 1,600 ft. had been excavated. This, however, is no indication of the speed of the excavator, for it is worked only fast enough to keep some 15 ft. ahead of the invert masonry. On two favorable days, 184 ft. and 170 ft. of sewer were built. TRENCHING MACHINES 641 but the averag-e advance has been much less. The contractor stated that the machine had not worked over half the time. An estimate of the cost of operating the excavator based partly on assumed progress, is as follows: Eng-ineer $5.00 Fireman 2.5 ) Coal 4.00 Oil and waste 50 Repairs 1.00 Depreciation 2.73 Interest at 5 per cent 1.37 Total cost per working day $17.10 The machine will use about three-quarters ton of coal per day. To be conservative we have assumed one ton at $4.00. Tlie Fig. 303. Excavating Trench for Sewers Seventy-Eight Inches Wide and Twenty Feet Deep at Des IVIoines, Iowa. repairs were also estimated at $1.00, which is considered liberal. The depreciation is taken at 300 days' work per year for ten years, and although it is assumed that the owner of sucli a machine will be able to sell it at the end of that time, no allow- ance for salvage value is made here. Assuming that the brick sewer may follow the machine at a rate of 170 ft. per day, the cost per foot of trencli excavation is 10 cents, or 5 cents per cu. yd. If the contractor could double the rate of brick construction he could then reduce the 642 HANDBOOK OF CONSTRUCTION PLANT excavation cost by one-half, as he states that the machine is used about 50 per cent of the time. Other items enter into the increase in speed of brick sewer construction which might increase the cost of that part of the work more than the reduc- Flg. 304. Carson Trench Machine Purchased by City of Brandon, Manitoba, Canada, and In Use on First Street Sewer. Hoists Six Tubs at a Time. Fig. 305. Carson- Lidgerwood Cableway on Work of Bramley & Gribben, Walworth Run Sewer, Cleveland, O. tion in cost of excavation. The decrease in cost of excavation on the 3,000 ft. of brick sewer if built at twice the rate of speed would be 3,000 X 5 cents, or $150, which is hardly enoug-h to warrant the risk of increasing the cost of the brick work. Figs. 303-305 illustrate well known trenching machines on various types of construction. TRUCKS A three-spring, short turn, light truck with side and tail boards, weighing 810 lbs. and holding 1 ton, costs $85.00. A two-horse truck, weighing 2,000 lbs. and holding 2^4 tons, costs $255.00. A two-horse truck, weighing 2,300 lbs. and holding 2^ tons, costs $270.00. A two-horse truck, weighing 3,500 lbs. and holding 4 tons costs $350.00. Fig. 306. Timber Buggies or Trucics. Timber Bugrgfies or Trucks — Used extensively by builders for handling heavy beams and timber. Size, 4 ft. long, 2 ft. 8 in, wide. Made from hard wood. Wheels, 24 ins. diameter, 4 ins, face. Axles, 2 ins. square. Price, $25.00. I 643 644 HANDBOOK OF CONSTRUCTION PLANT TUGS *In connection with the dredging- work and other construction tributary to the park extension work at Lincoln Park, Chicago, a fleet of tugs and other floating apparatus was employed. The tug "Keystone" has a steel hull 87 1^ ft. long, 19 ft. beam, and 11 ft. deep. She is of 94 gross ton weight, and was built in 1891. She contains 1 fore and aft compound condensing engine with 18x34 in. cylinders of 30 in. stroke, and one fire-box marine boiler, 14 ft. long x 102 in. in diameter, carrying steam at 125 lbs. The crew is as follows: Per Month 1 Captain $165.00 1 Engineer 120.00 2 Firemen 65.00 1 Deckhand 65.00 1 Scowman 65.00 1 Watchman 66.00 1 Cook including supplies 222.50 This tug was in commi.'ssion 12 hours- per day. Board was furnished the men in addition to the regular wages. The tug was purchased by the Park Commission in 1905 at a cost of $13,983.19, including improvements, and was fitted with Jones underfeed stokers in 1910 at a cost of $2,025, making its total cost $16,008.19. It has been in commission 2,348 hours. The cost of operation in 1910 was as follows: Cost Cost per Hour Labor operation $5,485.63 $2,336 840 tons coal 2,772.50 1,180 Supplies 915.56 .;^90 Insurance , 127.50 .055 Labor repairs 1,057,76 .450 Material repairs 903.06 .385 Total cost of operation $9,301.19 $3,961 Summarizing we get the following costs: Total cost of repairs $1,960.82 Cost of operation per hour 3.961 Cost of operation per day 47.55 Cost of repairs per hour 0.S35 Cost of repairs per day 10.05 The tug was mostly used for towing scows loaded with loam for park purposes, but 89 hours of its time were charged to dredging. This tug again served the dredge from April 20 to June 9, 1911, on which date she picked up one of the dredge cables in her wheel. She was docked on June 14, and a new rudder of wood * P'rom Eiujlnecring and ContracUnu, Vol. XXXV, No. 8, Vol. XXXVII, No! 24, TUGS 645 placed on her. The tug went into commission again on June 19 towing- black soil from that date till Jan. 1, 1912. During the season she towed 39,000 cu. yds. of black soil at a cost of 17 ^^ cts. per cu. yd., and 12,000 cu. yds. of stone, 8,060 cu. yds. of which were handled before Dec. 1, in conjunction with the black soil at a cost of 33 cts. per cubic yd., and 3,940 cu. yds. after Dec. 1 at a cost of 55 cts. per cu. yd. The table gives by items the cost of operation and repairs for the season. Hours in commission 2,377% Operation. Total Per hour Labor $ 6,699.70 ) to qc Watching 89.34 5 ^'^■^^ Fuel : . . . 4,230.00 1.78 Supplies 1,123.51 .47 Insurance 127.50 .05 Miscellaneous 234.81 .10 Total $12,504.86 $5.26 Repairs. Labor $ 1,891.28 $0.80 Material 1,316.12 .55 Teams 3.40") Derrick 44.96 1 ^q Hausler , 55.35 ( '"^ Richard B , 98.39J Total repairs $ 3,409.50 $1.44 Total operation and repairs $15,914.36 $6.70 The tug "Richard B." is 76 ft. long, 17 ft. beam, and 7 ft. in depth. She has a wooden hull and is rated at 63 gross tons. Equipment comprises one fore and aft compound condensing engine, 10x20 in. cylinder, with 14 in. stroke. Her boiler is Scotch marine type, 14 ft. long by 96 ins. diameter, and carries 125 lbs, of steam. She was built in 1906, Her crew consists of a captain at $145, an engineer at $120, a fireman and a lineman each at $65. The tug was purchased by the Park Commission in 1905 for $8,744.55, which price included some repairs and im- provements made before placing in commission. The cost of operation and repairs during 1910 were as follows: Hours in commission 1,118 Hours leased 732 Hours on park extension 386 Item Cost Labor operation, 386 hours $ 476.88 Fuel, 386 hours 315.75 Supplies 104.03 Insurance 95.00 Labor repairs (winter) 511.35 Material repairs 534,41 Towing repairs 21.76 Total operation, 386 hours 991.66 Total repairs, 1,118 hours 1.067.52 Total operation and repairs 2,059.18 Total cost per hour 3,53 Total cost per day " 42.36 646 HANDBOOK OF CONSTRUCTION PLANT The time of this tug was charged to the dredge work for 139 hours. It was in commission 12 hours a day. This tug was in commission again after March 7, 1911, and was engaged in miscellaneous work on days when needed and went into continuous service on July 11, serving the breakwater con- struction fleet, assisting the "Hausler" in serving the dredge and towing black soil from the river to the work. Her cost for the season is given by the following table: TABLE 153— COST OF OPERATION AND REPAIRS OF TUG "RICHARD B." Hours in commission 2,184i^ Operation. Total Per Hour Labor $4,054.90? to na Watching 446.68 1 ^"^'^^ Fuel 1,235.75 .57 Supplies 351.08 .16 Insurance 109.54 .05 Miscellaneous 3.33 .... Total operation $6,201.28 $2.84 Repairs. Labor $ 366.40 $0.17 Material 172.84 .08 Pile driver 197.67 ) . « Derrick 26.27 j '^^ Total repairs $ 763.18 $0.35 Total operation and repairs $6,964.46 $3.19 The cost of operation of the motor boat is given below for eight months. Its time was charged to the entire fleet. Operation. Total Per Day Labor $ 520.00 ) jo ce Supplies 335.73 1 ^"^-^^ Total $ 855.73 Repairs. Labor $ 291.81 Material 13.72 Derrick 85.45 $1.63 Total $1,246.71 $5.19 The tug "Hausler," the last of the three tugs belonging to the fleet, is 72 ft. long, 18 ft. beam, 9 ft. deep, and is rated at 61 gross tons. She was built in 1893 of wood. Her machinery con- sists of 1 "vertical non-condensing engine, 22x44 in. cylinder with 24-in. stroke. She has 1 fire box marine boiler, 14 ft. long X 96 in. in diameter, carrying 135 lbs. of steam. Her crew con- sisted, of a captain at $165, engineer at $120, and two firemen and TUGS 647 one deckhand at $65. As she was in commission 24 hours per day it was necessary to provide a double crew, each working a 12 hour shift. This tug was purchased in 1908 for $10,500. The cost of operation and repairs for the season of 1910 was as follows, for 5,537.5 hours in comm'ission: Cost Cost Total per Hour per Day- Labor operation $ 8,283.92 $1,496 $17.95 Fuel, 773 tons 2,903.00 .524 6.29 Supplies 369.65 .667 .80 Insurance 250.00 .045 .54 Labor repairs 1,317.26 .238 2.86 Material repairs 1,897.63 .343 4.12 Towing repairs 14.12 .02 Total operation 11,806.57 2.130 25.58 Total repairs 3,224.01 .590 7.06 Total cost 15,035.58 2.720 32.64 This tug devoted nearly all its time to the dredge during 1910. In 1911 the tug "Hausler" did not go into commission until June 15 on account of repairs to her boiler which required from Feb. 20 to June 2. The furnaces were practically rebuilt. The cost of her operation for the season is shown as follows: Hours in commission 3,602i/^ Operation. Total Per Hour Labor $ 7,120.70 ) $9 /.q Watching ■. 178.67 j *''•"'* Fuel 2,583.93 .72 Supplies 644.03 .18 Insurance 268.75 .07 Total operation $10,796.08 $3.00 Repairs. Labor $ 791.13 $0.22 Material ; 2,864.93 .80 Derrick 185.50) ^c Richard B... _. 119.03) '^^ Total repairs $ 3,960.59 $1.10 Total operation and repairs $14,756.67 $4.10 TOVT BOATS Under "Barges" are described a number of such boats used on the upper Mississippi and whose cost, life and cost of repairs are described. I herewith append a list of tow boats used on this improvement. Tow Boats. There are three sizes of tow boats used which are designated as large, medium and small. Of the boats mentioned in the following tables, the "Coal Bluff," "Fury," "Henry Bosse" and "Alert" are in the first class; the "Ruth," "Mac" and "Grace" in the second; and the "Lucia," "Louise," "Elsie," "Emily" and "Ada" in the third. The "Elsie" was built with a steel hull, and the wooden hull of the "Louise" was changed to steel in 1905. 648 HANDBOOK OF CONSTRUCTION PLANT The "Fury" and "Henry Bosse" (formerly the "Vixen") were built under contract at Dubuque, Iowa. Their hulls are of oak, 100 ft. X 19 ft. 6 in. X 3 ft. 10 in.; cylinders, 101/2 in. x 4 ft; on© boiler, 22 ft. x 42 in., with ten 6-in. flues. Both of these boats have been rebuilt with somewhat different dimensions. On December 31, 1910, they were classed as fair, which means that extensive repairs were needed. The "Alert" was bought second-hand; hull, oak, 115x19x3 ft.; cylinders, 10 in. x 5 ft.; one boiler, 16 ft. x 43 in.; rebuilt in 1884 and partially rebuilt several times. December 31, 1910, in bad condition. The "Coal Bluff" was bought second-hand, 3 years old; hull, oak, 120 ft. X 22 ft. x 4 ft. 6 in.; cylinders, 15 in. x 5 ft.; three boilers, 25 ft. x 36 in.; hull twice rebuilt and also very large repairs; condition, bad. The "Mac" was bought nearly new; oak hull, 73x16x3 ft.; cylinders, 7 in. x 3 ft. 2 in.; one boiler, 14 ft. x 36 in.; hull has never been entirely rebuilt, although large repairs were made in 1894, 1902, and 1910; condition, good. The "Ruth" was built by the United States; hull, oak, 75 ft. X 17 ft. X 3 ft. 3 in.; cylinders, 7 in. x 4 ft.; two boilers, 10 ft. X 30 in.; hull has not been entirely rebuilt, but received larjre repairs in 1901 and 1909; condition, good. The "Grace" was built by the United States; hull, oak, 79x17 ft.; cylinders, 7 ft. 6 in. x 4 ft. 1 in.; two boilers, 10 ft. x 30 in.; hull has not been rebuilt or received large repairs; condition, good. Small Tow-Boats. The "Lucia" was built by the United States at Keokuk; hull, oak, 68 ft. x 12 ft. 8 in. x 3 ft.; cylinders, 6 in. X 2 ft. 6 in.; boiler, 10 ft. x 38 in. She had large repairs in 1892 and 1904, and her hull was rebuilt in 1895 and 1909-1910; condition, December 31, 1910, good. The "Louise" was built by the United States at Keokuk; hull, oak, 61x12x3 ft.; cylinders, 6 in. x 2 ft. 6 in.; boiler, 10 ft. x 34 in.; hull rebuilt in 1894; steel hull in 1905; moderate repairs each year; condition, good. The "Elsie" has a steel hull and was built by contract at Jefferson, Ind.; hull, 67x13x3 ft.; cylinders, 6 in. x 2 ft. 6 in.; boiler, 10 ft. x 34 in. The "Elsie" appears to have cost as much money as the wooden hull "Ada" for the same period of time. The "Emily" was built by the United States at Keokuk; hull, oak, 67x12x3 ft.; cylinders, 6 in. x 2 ft. 4 in.; boiler 10 ft. x 34 in.; condition, good; new hulls in 1902 and 1909-1910. The "Ada" was built by the United States at Keokuk; hull, oak, 68x11x3 ft.; cylinders, 6 in. x 2 ft. 6 in.; boiler, 10 ft. x 34 in.; condition, good; hull rebuilt 1903-1904. These small tow-boats are of great value with light tows in working around the dams. 4-) +J 5 ^061 ;=. 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Unloader plows, Figs. 307-308, are largely used In railroad and canal construction. The best types are constructed en- tirely of steel. They are usually operated by be- ing pulled through the train of cars by a cable attached to the engine. Three types are manu- factured: the center un- loader, which distributes the material equally on both sides of the track; the right unloader, which distributes the material to the right; and the similarly constructed left unloader, which places the riaterial on the left. A right unloader can be used as a left unloader and vice versa, by re- versing the direction of the pull. 1 % iiH^^^I Wm-w Mft'v^Mt|r^ ■ §■ Fig. 307. Type L-4 Bucyrus Side Plow Showing Curve of Moldboard. Car Capacity, Type Cu. Yds. Centre unloaders 10 Centre unloaders 20 Centre unloaders 35 Centre unloaders Right or left Right or left 25 Right or left 3 5 Right or left 50 50 10 Height of Mould Board, Ins. 38 to 27 45 to 33 58 to 44 60 36 42 57 60 Price $300.00 375.00 550.00 700.00 300.00 375.00 525.00 650.00 Mr. Gillette says that the time occupied in unloading a train of 12 cars with an unloader plow is from 10 to 30 minutes, the engine doing as much in that time as 8 to 10 men would do in a day. When unloading on curves the time is longer, for snatch blocks must be used to keep the cable on the cars. A snatch block every third car is generally enough. When the plow reaches a snatch block it must be stopped, the block and chain being re- moved and carried forward. Unloading in this way takes about twice as long as on straight track and often longer. 651 652 HANDBOOK OF CONSTRUCTION PLANT When much material is to be handled the cars should be rig-gred with hinged side boards that can be dropped down when unloading-, and a hoisting engine should be rigged up on a car by itself for the purpose of pulling: the plow cable. A 10 x 12 in. double cylinder engine with a 1-in. cable for loose gravel, and a 1%-in. for heavier material will unload a train of cars often in half the time taken by locomotives, since the cars need not be blocked, and the danger of breaking the cable is decreased. The cost of repairs to unloading plows on the Panama canal work during the 6 months ending June 30, 1910, was for 1,655 days of service, an average of $3.79 per day per plow. Mr. H. R. Postle in an article in Engineering-Contracting of October 12, 1910, describes a device constructed by him for un- Fig. 308. Bucyrus Left Hand Side Plow at Work on Erie Railroad. loading crushed stone from railroad cars into dump wagons. By the old method of shoveling, unloading- crushed rock ordinarily costs from 20 to 25 cents per ton, with California wag-es, but by means of this apparatus rock is being unloaded for about one-third to one-half of this amount. The method is to draw the rock over the end of the car through a chute hung to the end of the car and into the wagon by means of an ordinary slip scraper (largest size), to which is attached a %-in. wire cable, connected to hoisting drum, operated by a gasoline engine. The chute is built of 2-in. lumber and is 6 ft. wide at one end, 5 ft. at the other end and 5 ft. long and is supported by two legs so that it just clears the wag-ons, allowing them to be driven under or moved ahead. A roller 3 or 4 in. in diameter is mounted on the outer end over which runs the cable drawing the scraper UNLOADING MACHINES 653 and against which the scraper falls when dumping'. The hoist drum and gas engine are mounted on a low truck so as to be easily moved. The engine is a 10-horsepower gas engine belted to the hoist drum with an 8-in. belt. The hoist drum is 12 in. in diameter and 10 in. wide. Cars are spotted with the aid of the hoist and the loading is always done at the same spot, as the cars are thus moved more quickly than the apparatus could be moved from car to car. The cost of this equipment is as follows: Gas engine, 10 H. P $350.00 Hoist drum 125.00 Truck 50.00 Large scraper 10.00 125 ft. of cable 9.00 Pulley block 3.00 Chute (estimated) 5.00 Total $552.00 About seven-eighths of a car can be unloaded by a scraper by having two or three shovelers shovel the rock away from the sides and farther end when the rock is getting low in the car. From 200 to 250 tons per day can be unloaded for the following costs as per Los Angeles wages for an 8-hour day: 1 foreman $ 3.50 1 engineman 3.00 2 scraper men 5.00 3 shovelers 6.00 Gasoline, oil, repairs, etc 2,50 Total $20.00 This makes a cost of 8c to 10c per ton. 654 HANDBOOK OF CONSTRUCTION PLANT WAGONS fk^^^:^ oooooooo o ooiooooLoio o N C<1 C<1 CO imO OS '^ *S oooO'*Tt /^c^vv .^ |>'Q Oi C5 0:1 OS 05 OS O^ 05 i3S I •* Th M m o rQ CDOOOOIOOOO I— 1 loLoirsio'ooooOioJ'o r^ (M eq rH tons 1.2 cu. yds. 14 bbls. 0.66 cu. yd. 1.1 cu. yd. 332 lin. ft. 200 lin. ft. 40 lin. ft. 140 linf ft. 66 lin. ft. 428 lin. ft. 800 ft. B. M. 1000 ft. B. M. 666 ft. B. M. mile Cost M 50 63 81 23 25 2.5 3.7 18.6 23 2 42 25 0.08^ 0.14 0.7 0.2 0.42 0.06 85 28 42 does not in of Haul, 1 [ile, Cts. per M per M per M per cu. yd. per cu. yd. per bbl. per bbl. Earth per cu. yd. per bbl. per cu. yd. per cu. yd. t per lin. ft. per lin. ft. per lin. ft. per lin. ft. per lin. ft. 5 per lin. ft. per M. ft. per M ft. per M ft. Lime Rock, granite, solid Sand, dry Sewer pipe: 4 in 6 in 8 in 12 in 18 in Tile, 4 in Timber: Kiln dried oak Kiln dried yellow pine. . . . Southernyellow pine, green White oak, green 600 ft. B. M. Water 48 cu. ft. Water 360 gals. Water pipe (cast) : 4 in 132 lin. ft. 6 in 84 lin. ft. 8 in 60 lin. ft. 12 in 36 lin. ft. 20 in 12 lin. ft. 0.077 per 100 gal. 0.21 per lin. ft. 0.33 per lin; ft: 0.47 per lin. ft. 0.77 per lin. ft, 2.3 per lin. ft. 658 HANDBOOK OP CONSTRUCTION PLANT WELDING TKEBMIT PROCESS. Thermit is a mixture of finely divided aluminum and iron oxide. When igrnited in one spot, the combustion so started continues throughout the entire mass without supply of heat or power from outside and produces superheated liquid steel and super- heated liquid slag- (aluminum oxide). The thermit reaction pro- duces an exceedingly high temperature, the liquid mass attaining 5,400° Fahrenheit in less than 30 seconds. The liquid steel pro- duced by the reaction represents one-half of the original thermit by weight and one-third by volume. Welding by the thermit process is accomplished by pouring superheated thermit steel around the parts to be united. Thermit steel, being approximately twice as hot as ordinary molten steel, dissolves the metal with which it comes in contact and amal- gamates with it to form a single homogeneous mass when cooled. The essential steps are to clean the sections and remove enough metal to allow for a free flow of thermit steel, surround them with a mold, preheat by means of a gasoline and compressed air torch and then pour the steel. Full directions are supplied by the company owning this process and are not given here on ac- count of the limited space. The following detailed outfit is suitable for repair work on a small railroad or the equipment of a contractor, where the sections of wrought iron or steel do not exceed 4x6 in, in size: Item Price 1 automatic crucible No. 6 $ 16.50 1 double burner thermit preheating torch complete 75.00 1 tapping spade .50 300-lb. thermit mixed with 1% manganese and 1% nickel thermit and 15% punchings 80.04 10 lbs. yellow wax @ $0.35 3.50 1 bbl. special moulding material for facing 4.00 1 lb. ignition powder. ,90 Total cost, f. o. b. Jersey^ City $180.34 The preheater is a permanent appliance and will last in- definitely, while the crucible will last from 16 to 20 reactions, after which it may be relined with magnesia tar in the field or at the factory for $11.50. Each crucible requires 141 lbs. tar at 3 cents per lb., and one magnesia stone. No construction equip- ment is required except that it will be necessary to make a mold box out of sheet iron. Five extra packages of plugging material and four extra thimbles are supplied with each new crucible. Extra packages and thimbles cost 10 cents each. WELDING 659 The prices of other sizes of appliances are as follows: Weight Item Price (Lbs.) Preheater torch, single burner $50.00 . 175 Preheater torch, double burner 75.00 200 Automatic crucible, No. 1, for 6 lbs. thermit... 3.50 40 Automatic crucible. No. 2, for 8 lbs. thermit... 5.50 60 Automatic crucible, No. 3, for 15 lbs. thermit... 6.50 110 Automatic crucible, No. 4, for 25 lbs. thermit... 8.00 125 Automatic crucible, No. 5, for 35 lbs. thermit... 11.00 150 Automatic crucible. No. 6, for 70 lbs. thermit... 16.50 225 Automatic crucible. No. 7, for 140 lbs. thermit... 30.00 385 Automatic crucible. No. 8. for 210 lbs. thermit... 35.00 480 Automatic crucible, No. 9, for 280 lbs. thermit... 43.50 580 Automatic crucible, No. 10, for 400 lbs. thermit... 55.00 720 *Tripods, No. 1 2.10 11 *Tripods, Nos. 2-3 2.50 19 ♦Tripods, Nos. 4-5 3.00 24 ♦Tripods, Nos. 6-7 5.50 65 *(For welding connecting rods and driving wheel spokes, etc.) Flat bottom crucibles. No. 2, for 4 lbs. thermit... 1.75 18 Flat bottom crucibles. No. 3, for 8 lbs. thermit... 3.00 27 Flat bottom crucibles. No. 4, for 16 lbs. thermit... 4.75 65 Flat bottom crucibles, No. 5, for 40 lbs. thermit... 7.00 95 Tongs for flat bottom crucible. No. 2 2.00 6% Tongs for flat bottom crucible. No. 3 2.50 171/. Tongs for flat bottom crucible. No. 4 3.25 25 Tongs for flat bottom crucible. No. 5 4.50 30 1^ Cost of relining flat bottom crucible, No. 2 75 Cost of relining flat bottom crucible. No. 3 1.25 Cost of relining flat bottom crucible. No. 4 2.50 Cost of relining flat bottom crucible, No. 5 4.00 Thermit (sold only in 50 lb. boxes). 50-lb. drum 12.50 55 1^ 100-lb. drum 25.00 110 Thermit with 1% manganese and 1% nickel thermit. 50-lb. drum 13.15 56i^ 100-lb drum 26.30 112 Ignition powder, %-lb. cans .45 Metallic manganese, per lb .75 Nickel thermit, per lb 55 Yellow wax, per lb 35 Special moulding material, per bbl 4.00 340 The proper quantity of thermit required for the weld may be calculated by multiplying by 32 the weight of the wax necessary to fill all parts of the fracture and reinforcement, or else by calculating the number of cu. in. in the fracture and reinforce- ment and allowing one pound of thermit mixed with the necessary additions, to the cubic inch. If more than 10 lbs. of thermit are to be used it is necessary to mix steel punchings, not exceed- ing */^-in. in diameter, into the powder. For 10 lbs. or more of thermit 10% of punchings should be added; for 50 lbs. or more, 15% of small mild steel rivets should be mixed in. 1% each of manganese and nickel thermit should be added also. 660 HANDBOOK OF CONSTRUCTION PLANT WHEELBARROWS Wheelbarrows and carts equipped with self-lubricating: roll(!r bearing- wheel. -OOOOO ooo N ?^>,00000 ooo ft c; OJOO o o o O o o o C«oi)JD^OO o o o o o o o n, CCr,rti ooo oooo OOOO O t-^oo CD-^OO OINIOOO 00 U5 osooiasco OOOlOSTtl 00 THntrHM (N rt o oo oo § rHTf< a Q^ tOlrt ■£S CO m ^M 03 ooo OOOO OOO© O C3 O coo«c '^ocn-* ■*oO(rg as cjujos iHrHCSlrH ©T}HTt< c; X • r| a> 5 3^ S Q^ • • S 1) ^ ^ . • iiS'^^^is^S : ■ a;^ ti '1^^ -=; • :%^^'t'^t'^ : . 5? o o fl . ■ a ^^ fl (S ^ w Q be _ . M . 01 g+j di'^ >^zi m 02 Q w P ^ -2 O bfiO .S '^B o o Si ^ "S : o ^ ^ .2ri ■^ rn J+J CO (p a> (p aj CO M M Q ;g 1— 1 1— I >— ( J^ mm o p> .cS 01 (B' 01 ? S ft ■a ft-d cc S t^ t ^'^ C CJ c;3 4^ ^ 01 4^ bo feJO ^j Sh v*/ W ^ M./ "^^ M M W M M 03 O o G s si. O :3 ;h CJ o C^ ^.'W 2 G 0) o o ft o fe cd O .-< c o o ft w " bn OD bo . c c c s^ .S .in .r3 0) . Oi 01 01 ^ mmmb §11 8 2 ;in oi 01 (i)-'^ ^SSt^bc ■+J CO CO O-'-i r ft ^''ft fcCM o^ tl'O 01 WHEELBARROWS 661 Wooden Wheelbarrows. Net prices at Chicag-o for wooden wheelbarrows in quantities are as follows: Full bolted wooden railroad wheelbarrows, with heavy steel wheel, 16i^ in. in diameter, sell at $1.75 to $1.85 each, or $18.00 to $19.75 per doz. Bolted wooden mortar barrows, weighing- 60 lbs. each, with tight box, 10 in. deep at handles and 13 in. at wheel, sell at $2.75 each, or $27.50 per doz. Bent handled wooden stone barrows can be bought at $3.25 to $3.50 each, or $35.00 to $40.75 per doz. Folding wooden barrows, with removable sideboards and UOJ_J9J S4.U9J Ul 4SO-J Ci Cb Ci cs lO ^ "O tions 263 Chvirn Drills, Cost of 250 Chutes 133, 134 For Concrete 355 Clam Shell Buckets 97, 98 Claw Bars ..' 73 Clothing 134 Clutch for Gasoline Engines . , 290 Coal Tubs 94 Compression, Adiabatic 7 Isothermal 8 Compressor Plant, Cost of Installing 13 Diagram of Installation for 12 Estimating Costs for 14 Large Size, Cost of Installing 14 Compressors, Capacity Necessary for Various Numbers of Drills, Table 27 Classification of 9 Cross Compound, Table of Standard Prices, Weights, etc. 11 D. C. Motor Driven, Table of Prices and Weights 13 Duplex Belt Driven, Illustration, Table of 17 Duplex Corliss Steam Driven, Illustration and Table of.... 18 Efficiency of, at Various Altitudes 25 In.sialled for N. Y. Water Dept., Illustration 19 Installation, Cost of 20 Locomotive Type 10 On Portable Boiler, Illustration 10 Portable, Table of Costs, etc., of Different Types 22 Power Driven, Duplex, Cross-Compound, Table of 16 Power Driven, Single Stage S. L., Illustration... 14 Single Stage, Table of Costs, etc 15, 15 Sizes Required at Different Altitudes, Table - 26 S. L. Steam Driven 2 Stage, Illustration 17 Steam Driven, S. L. Steam Tandem, 2 Stage Horizontal, Table 16 Table of Costs, etc 15 Concrete Buckets (See Buckets) . . ; 96, 97 Concrete Chutes 355 Concrete Foi ms 329 For Sidewalks 124 For Curb and Gutter 125 Concrete Mixing, Unit Costs of 425 Concrete Mixing and Conveying Plant, Portable 361, 362 Concrete Roll'3r Hoist 354 Concrete Tower, Illustrated 360 Concreting, Cost of, with Portable Plant 363, 364, 365 Concreting Equipment 538 Contractors' Tubs ' 94, 95 Conveyor Belts, Life of 158 Number of Plies Necessai y 137 Repairs 158 Conveyors (See Excavators, 302) 135 Apron 158 Belt 136 Belt, Cost of 137, 138 Belt Repairs 138 INDEX 693 Belt, Wear of 136 Belt Type, General Discussion 157 Belt Type, Power Necessary 158 Belt Type, Speed 158 Bucket 141 Cantilever Crane Type, Cost and Performance 146, 147 Capacity of Belt 136 Continuous Bucket Type 158 Elevator 139 For Plot Materials 159 For Wet Concentrates 157 General Discussion of Mechanical Forms 151 Of Various Types, Sundry Costs, etc 139 Open Trough 158 Flat Belt 159 Power to Operate 135 Push or Drag 153 Push Plate ^ 139 Reciprocating Type 156 Rotary Type 154 Scraper Type 155 Screw Type 153 , Swinging 139 Corrugated Sheet Piling 463, 464 Cost, Principal Features of 4 Cranes, Locomotive Type 410 Cross Arms for Poles 617 Crowbars 73 Crucibles 659 Crushers 160 Coinparison of Jaw and Gyratory Type, General Discussion. . 180 Comparison of Jaw and Gyi^atory Type, Tables 187, 188 Disc Type 165 Equipment ' IGl, 133 For General Contracting Use 163 Jaw Type 160, 161 Output 168 Repairs 164, 182 Rotary Type 163 Crushing and Screening Plant, Portable 163 Crushing Operations, Overhead Charges 173 Preparatory Costs ; 169 Crushing Plant, Cost of Operation by City Employees 168 For 200-Stamp Mill 183 Life of 164 Repairs , 165 Working Force for 169 Crushing Tests, Method of Operation.. 170 Summary of Results ,. .172, 173 Crushing vs. Bulldozing '. 183 . Crushings, Proportion of, for Various Degrees of Fineness 184 Cultivator, for Roads. 439 Cutters for Bars 76 Derrick Car 194 Derricks 189 Breast for Builder's Type 193 Cost of Moving 196 Excavator 598, 599, 600 Fittings 194 Floating (See also Boats) ; 197 For Heavy Work 191, 192 For Light Ditch Work 189 Hullett-McMyler 148 Important Metal Parts for 195 Large Quarry Type 193 Operation of Floating Type 197 Outfit for Lumber Yards 193 694 INDEX Performance in Sewer Work 196 Plant for Loading Earth 190 Prices 196 Rigging for Stiff-Leg Type. 194 Tripod Type 189 With Hand Operated Winches 190 Detonators (See Blasting Caps) 81 Diving Outfits 198, 199, 200 Apparatus, Information Necessary in Selecting 200 Doan Scraper 337 Doan Scraper, Illustrated 343 Drag Scraper Excavator 305 Drag Scrapers 336 Drain Tile 480 Drawing Boards 201 Drawing Instruments 611 Drawing Tables 201 Dredges ^ 202 Capacity Tests 221 Clam Shell Type, Illustrated 208 Cost of Operation 203 Crew of 207, 218, 227 Details of Equipment 210 Dipper Type 202 Dipper Type, Operating Costs 202 Grab Bucket Type 206 Grapple Type 206 "Home Made," Cost of 202 Hydraulic, Comparison of Types 231 Hydraulic Suction Type, Cost and Performance 230 Hydraulic Suction Type for Building Levees 221, 222 Hydraulic Suction Type, Operating Costs 222, ?23 Hydraulic Suction Type, Time Study 224,227 Hydraulic Type, Analysis of. Cost and Time Study 226 Hydraulic Type, Cost of 227, 228 Hydraulic Type, Itemized Operating Costs 225 Hydraulic Type, Items of Plant 223 Hydraulic Type, Operating and Repair Costs 227 Hydraulic Type Performance and Operating Cost 218 In California Gold Mine, Table of Data 217 Ladder Type 209 Operating Costs 207, ?1 1 Performance of in Gold Mining 210 Sea-Going Hopper Type 218 21/2 Cu. Yd. Dipper, Cost of Building 202, 203 Various Repairs 204, 205 Dredge Tenders 229 Dredge Work on Los Angeles Aqueduct, Unit Costs 206 Dredging, Auxiliary Plant for 229 In California, Detailed Discussion and Costs... 212, 213, 214, 215 Dredging Plants, Table of Cost and Operating Expenses, and Unit Performance 216 Dredging Pumps 515 Drill Plant, Submarine Type 260 Drill Repairs 252, 253, 254 Drill Sharpening, by Hand 256 Drill Sharpening, by Power 256 Drill Sharpening, by Machines 254 Drilling, Cost of in Gneiss and Granite 249 Drilling Costs, Table of 240 Drilling Machinery, Information Necessary When Ordering, for Submarine Drilling 269 For "VV^ork in Mining 268 For Work in Quari-y 267 For "V^^ork in Railway Cut 268 For Work in Sewers or Trenches 268 For Work in Shafts 269 For Work in Tunneling 268 INDEX 695 For Work in Which Compressed Air Is Used for Power 269, 270 Drilling Plant for Boulders 23 Drilling, Subaqueous, Table of Labor Costs 261 Drills 232, 411 Bail 272 Blacksmith 272 Catalogue Data 232 to 239 Churn Type, Advantages of 251 Cubic Feet of Air Necessary to Run Different Sizes 26 Electric Air Type 243 Electric Air Type, Analysis and Time Study 246, 247, 248 Hand 272 Hand Hammer Type 256 Miscellaneous 272 Pneumatic Piston 271 Small Hand Hammer, Time Study 257 Stone 272 Submarine Type 258, 259, 260 Dump Scows 67 Electric Air Channeler 265 Electric Air Drill 265 Electric Fuse 82 Electric Generators 274 Electric Lights 399 Electric Motors, Cost of D. C 278, 279 General Considerations 276 Relative Costs of, with Various Windings 277 Single Phase 280 Electrical Vehicle Data 53 Electrical Wagon. Maintenance Cost 54 Elevating Grader, Illustrated 281 Elevating Grader, Performance 282, 283 Elevating Grader, Cost and General Discussion 282 Elevators (See Hoists, 353) 142 Belt 142 Geared 162 Elevator Tower, Cost of Erecting 354 Engines, Compound Portable 286 Extras for Portable 286 Gasoline 289 Hoisting, 1 Cylinder 296 • Hoisting, 2 Cylinder ^ 298 Hoisting, Belt Driven 300, 301 Hoisting, Cost of Setting up 300 Hoisting, Electrically Operated 300 Hoisting, Gasoline Driven , 300 Hoisting, Life of 300 Portable 284 Simple Center Crank Steam, Costs 285 Stationary Steam, Costs 288 Steam, Estimating the H. P. of 288 Vertical, Gasoline Driven 294 Vertical, Self-Contained Steam, Costs 287 Equipment, Main Features of 4 Excavators 302 Bridge Conveyor Type 303 Bridge Conveyor Type, Performance 304 Derrick Type 598, 599, 600 Drag Line Scraper Plant. Cost 311 Drag Line Type, Electrically Operated, Description of 307 Performance of 308 Plan of 306 Drag Line Type With Tower 308 Details of Tower 310 Illustration of 309 Drag Scraper Type 305 Performance of 307 696 INDEX Grab Bucket Type, Performance of 302 Scraper Type * 304 Tower Type, Bill of Material for Tower 313 Cost of 315 Illustration of 314 Operating Expenses of 315 Performance of 315 Explosives 317 Ammonia Dynamite 318 Blasting Gelatin , 318 Carbonite 318 Cases for Shipping, Table of Dimensions 320 Dynamite 317 Dynamite, Weight of 319 Gelatin Dynamite 318 Gunpowder 317 Judson Powder , 317 Law^s Regulating Storage of 321 Magazines for 321, 322, 323 Monobel 318 Nitre Powder 317 "Permissible" 318 Semi-Gelatin 318 Soda Powder 317 Store Houses 321 Peed Consumed by Horses 366 Finishing Tools for Concrete. 126 Fire Engines, Chemical 324 Fire Equipment 324, 325, 326, 3-?7 Fire Extinguishers 324, 326 Fire Proofing, Asbestos 29 Fisholates Required for One Mile of Track 526 Forges 328 Forks 329 Forms, for Concrete, Adjustable 329 Foundation Plant 451. 452, 453 Fresno Scraper, Illustrated 339 Fresno Scrapers 336 Frogs 532 Furnaces 330. 331, 332, 496 Fuse for Blasting 82 Gadder , 265 Gauge for Channeler Steels 264 Generators, Electric 274 Generator Sets, Belted .• • . • 275 Direct Connected 274 Tests for Efficiency 274 Giants, for Mining 372, 373 Glass 333 Graders • 337 Grader, Railroad 335 Gi-ading Machines (See Elevating Graders, 282) o35 Gravel Spreader 338 Grindstone ^13 Grout Mixer 4.30 Guard Rails 532 Hammer, Steam or Air 459, 460, 461 Hammers ^^i XJr, y-,^ OO^ sfeSm •;;.■;:.'.■;.■;;;;;;;.■.■.■ sss, 589, 590 Handles |48 Harrow s ^^^ Hauling, Cost of, Crushed Stone oVn qH Hea ters, for Gravel and Sa nd o&u, d&i Hods 352 INDEX 697 Hoes .952 Hoisting Towers 358 Hoists (See Elevators, 142)... 353 Automatic for Concrete S54 Combination 355 Hoppers ! . *. 355 Adjustable Car Side 134 Horse Compared to Traction Engine 6^9 Pack Load for 369 Pulling Power of 629 Working Life of 629 Horses 366 Cost of Keep 366, 367. 368 Pulling Power of Team 605 Hose 370, 371 Hose and Nozzles for Fire Purposes 325, 327 Hose Rack 3'>7 Hydraulic Giants 372 Idlers 141 Introduction 2 Insulators 618 Isothermal Compression 8 Jacks . . 374 Jones & Laughlin Piling '. 466 Jordan Spreader 344 Kerosene Burning Lights 398 Kettles 332 Kettles for Thawing Dynamite 81 Lackawanna Steel Piling 465 Ladders 394 Lagging for Pipes 494 Land Dredge 302 Lathes 411 Lead 395 Lead Furnace 331, 496 Leadite 395 Lead Wool 395 Lead Wool for Caulking Gas Mains, Eqviipment for Operating 21 Levels 396 Lights 397 Lime 401 Lining Bars 73 Link Belts, Detachable 77 Little Yankee Grader 337 Clama, Pack Load for 369 Locomotive Cranes 410 Locomotives 402. 403, 404, 405 Life of 406, 407 • Repair Costs 407. 408, 409 Repairs 120 Log Chains 130 Machine Tools 411 Magazines 321, 322, 323 Magnet Arrangement for Keeping Steel, etc., fi'om Belts 157 Magneto for Gasoline Engines 290 Manhole Covers 496 Mats for Blasting 83, 84 Mattocks 450 Mauls 496 Metals 414 Mill Board 29 Mineral Wool 414 Mixers 415, 416. 417, 418 Continuous 418, 419 698 INDEX For Grout 430 Gasoline Driven 418 Gravity Type 421, 422 Gravity Type, Portable 422, 423 Hand Operated 418 Operating Costs Compared 419, 420 Output and Efficiency 422, 424 Mixing Plant, Cost and Efficiency 425, 427, 429 Floating, Plan of 428 For Asphalt 30 Plan of 424, 425 Motors, Electric 276 Mules 366 Pack Load for 369 Nails 431, 432 Offices, Portable, Cost of 102 Oil 433, 434 Oil Heater ; 440 Oil Sprinkler 584 Oil Torches 400 Oiled Clothing 134 Pack Load for Different Animals 369 Pails 436, 496 Painting, Cost of 434 Paints 434 Covering Power 434 Paper 435 Paulins r. 437 Paving Equipment 438 Paving Materials, Table of Costs in U. S 441, 442, 443, 444, 445, 446, 447 Photography 448 Picks 450 Pile Drivers 454, 455, 456, 457, 458, 459, 460, 461 Cost of Building • 4£7 Cost of Operation and Repairs 458, 459 Traveling 458' Pile Driving 457, 458 Time Study 466 Pile Machine, Chenoweth, Illustrated 477 Pile Points ; 462 Piles 462 Chenoweth 477 Concrete 473, 474, 475, 476, 477, 478 Pedestal 473, 474 Raymond 475 Ripley 475 Simplex" 476 Piling 462 Friestedt 469 Jackson's Interlocking 473 Jones & Laughlin 466 Labor, Cost of 462 Lackawanna 465 Sheet, Test 466 S. P. R. R. Standard 463 Steel, at Bush Terminal, Brooklyn, Cost of, etc 471 Symmetrical Interlock 469 Table of Driving Cost 472 U. S. Steel 470 Wakefield 464 Wemlinger 464 Pipe 479 Cast Iron Water, Standard Dimensions 481 Cast Iron Water, Standard Thickness and Weights 484 Steam and Gas, Equation Table 487 INDEX 699 Water, H, P., Standard Thicknesses and Weights 485 Wood Stave 488 C. I. Fittings for 492 Clamp Collar for 492 Dimensions and Prices 490 Standard Instructions When Ordering 492 Weights 491 Wrought Iron, Standard Dimensions 486 Pipe Coverings 494 Pipe Line Tools 496 Pipe Machine 413 Plant for Mixing and Conveying Concrete, Portable 361 Plaster 401 Plate Glass 334 Plows 498, 499, 500 Repairs ^ 652 Unloader, Life of Cable 562 Unloading 651, 652, 653 Poles 616, 617 Pontoon 209, 210 Portable Houses, Cost of 102 Post Hole Diggers 501 Power, Cost of, by Gas Engine 504 Cost of, by Gasoline Engine 502 Cost of, by Electric Current 503 Cost of, Steam 504, 505, 506 Steam, Cost per H. P 507,508 Power House, Cost of Operating 509,510 Power Plants, Cost of Operating in North River Tunnels.... 506 Preface 1 Pulleys for Conveyors 141 Pumping Plant for Irrigation 293 Pumps, Bilge 522 Centrifugal 512, 513, 514, 515 Classification 511 Double Acting Hand 521 For Dredging 515 For Sand and Grit 519, 520 For Sand or Sludge in Drill Holes 272 For Small Gasoline Engine 291 Lift Diaphragm 521, 522 Pulsometer 517, 518 Special 522 Volute 523 Punch 413 Quarry Bars 265 Quarry Plant 166, 167, 539 Quarry Plant, Moving and Setting up 539 Quarrying. Itemized Unit Costs 176 Quarter Boats 70, 71, 72 Railroad Tamping Bars 73 Rail Benders 531 Rails 524 Cost of Unloading 5?9 Depreciation of 528 Drills 532 Guard 532 Life of 529 Punches 531 Rail and Fastenings, Weight per Mile 525 Rail Sections, Standard 524 Rakes 534 Rammers 612, 613 Rattler for Testing Vitrified Blocks 92 Refrigerating Plant 534 Riveting 536 700 INDEX Riveting- Guns or Hammers 535, 536 Rivets 536 Roavi Cor;Struction Plant, Wayne Co., Mich 537 Uoiid i: ..itivator 439 Roa.l r.iacJrrnes 337, 537 Road IViakii-ig Plant 537, ,539 Mo\ing- and Setting- up 539 Roliers 541 Cost of Maintenance and Operation 543, 544, 545 Gasoline 546 Hand ; 541 Horse 541 Rebu:iding 545 Repairs 545 Reversible C. 1 542 Steam ^ 541, 542, 543 Roofing " ; 435 Roofir.g, Corrugated ; 603 Roofing, £iate 540 Rope 547 Life of on Brooklyn Bridge 562 Life of Manila 565 Life of Sisal 565 Life of. Strength of Wire and Manila Compared 567, 568 Wire -.547 Wire, Destruction of 562 Wire, Flat 560 Wire, Flattened Strand 557 Wire, Hoisting 549, 559 Wire, Non-Spinning 5'59 Wire. Sp'icing 563 Wire, Tiller 556 Ropev- ay (See Cableway) 107 Rubber Coats 134 Salaries, Engineering Service, City of Chicago 392 Sand Blast Cleaning 571 Sand Blast Cleaning Outfit 570 Sand Blast Machines 570 Sand Pumps 272, 515 Saw. Mills 572 Saw, with Frame 573, 574, 575 Scales 576 Scarifiers .438, 439, 578 Scow Barges 60, 66 Scows 60 Dump 67 Scraper, C!am Shell Bucket 98 Scraper Excavator 304 Scrapers • 335 American 336 Doan 337 Drag 336 Electric Drag Type, Cost of Leveling with 345, 346, 347 Fresno 336 Tongue ' 337 Screens 580 For Crusher Plant 161 Section Houses, Cost of 101 Sewer Pipe 479 Sewer Work, Cost of, with Derricks 192 Sheathing, Asbestos 29 Sheaves, for Derrick 196 For Hoists 355 Iron 86 Lignum Vitae ^86 She