i^late - girder Railway Bridges VIaut^ice FitzjmaUr;iC e BOUGHT WITH THE INCOME FROM THE SAGE ENDOWMENT FUND THE GIFT OF itettrs W. Sage 1891 AJT^/^ fll^M Cornell University Library The original of tiiis book is in tine Cornell University Library. There are no known copyright restrictions in the United States on the use of the text. http://www.archive.org/details/cu31924004026195 Cornell University Library TG 360.F55 Plate-girder railway bridges, 3 1924 004 026 195 PLATE-GIRDER Railway Bridges BY MAURICE FITZMAURICE B.A., B.E., M.INST. C.E. %ontion: E. & F. N. SPON, 125 STRAND ^Jto torit: SPON & CHAMBERLAIN, 12 CORTLANDT STREET 18^5 PREFACE. The great majority of bridges on a line of railway are short-span plate-girder bridges. This book is intended to help those young engineers who, joining an engineer's office for the first time, find themselves engaged in this class of work. All complicated calculations have been avoided and the object in view has been to help the student or pupil to design a bridge of this kind efficiently, cheaply, simply, and in accordance with modern practice. The theoretical knowledge required is small, and an attempt has been made not to enlarge on this part of the subject more than absolutely necessary. Practical details with regard to construction and erection, together with particulars of market sizes of plates, &c., have been given as far as possible. A chapter has been given to specifications for steel and iron, and to some notes on the treatment of these metals in the manufacture of bridge work, accompanied by some remarks on the working stresses to be adopted in these materials. vi PLATE-GIRDER RAILWAY BRIDGES. The detailed drawings of bridges, and the calcu- lations accompanying them will, it is probable, be more useful than abstract remarks on the subject. Several kinds of modern trough floors have been given, with remarks thereon. While space has not allowed detailed reference to more than a few types of bridges, it fs hoped that enough has been said, with regard to theoretical principles and practical details, to simplify the design of any structure which may be presented under the head of Plate-girder Railway Bridges. M. F. Jum 1895. CONTENTS. CHAPTER I. PAGE Bending moments for isolated and uniformly distributed loads — Maxima bending moments — Shearing strains for uniformly distributed loads and for rolling loads — Maxima shearing strains .. .. .. .. .. .. .. .. i CHAPTER II. Strains in flanges of plate-girders .. .. .. .. .. i6 CHAPTER III. Effects of transverse loads on solid beams — Examples of method of dealing with stresses in solid beams — Actual strength greater than theoretical strength .. .. .. .. 19 CHAPTER IV. Loads on bridges — Dead load on main girders — Table of weights of main girders for different spans — Rolling load on main girders — Reducing load on axles of locomotive to an equivalent uniformly distributed load — Table of rolling loads for different spans — Method of dealing with shearing forces due to rolling load — Effect of wind . . . . . . . . 27 CHAPTER V. Working stresses in steel and iron — Allowable stress varying with length of span .. .. .. .. .. .. 34 CHAPTER VI. Specification for steel — Specification for wrought iron — Treat- ment of steel and iron — Temporary erection — Riveting — Painting .. .. .. .. .. .. .. .. 37 CHAPTER VII. Kinds of bridges — Two main girders — Three main girders- Distance between parapets — Trough floors— Ballasted and viii PLATE-GIRDER RAILWAY BRIDGES. PAGE unballasted trough floors — Stresses in trough floors— Distri- bution of loads on troughs— Different kinds of floors — Bridges with four main girders .. .. .. .. .. .. 4' CHAPTER VIII. Depth of girders — Breadth of flanges — Camber .. .. .. 49 CHAPTER IX. Market sizes of steel plates and bars — Plates with rolled edges — Extras on steel plates and bars — Market sizes of iron plates and bars — Extras on iron plates and bars .. .. .. .. 52 CHAPTER X. Joints in plates and bars — Riveted work .. .. .. .. 56 CHAPTER XI. Example of bridge with three main girders and unballasted transverse trough floor — Stresses in troughs — Stresses in main girders — Shearing stresses between plate web and flanges — Web stiffeners — Example of bridge with three main girders and ballasted cambered trough floor — Bridge with three main girders, cross girders, and longitudinal troughs — Various types of bridges with three main girders — Bridge with four longitudinal main troughs — Bridge with two main girders, and transverse troughs — Bridge with four main girders — Dif- ferent kinds of trough flooring .. .. .. .. .. , 59 CHAPTER XII. Example of bridge with two main girders, cross girders, . rail bearers and buckle plate floor — Design of cross girders and rail-bearers — Spacing of cross girders — Stresses in cross girders and rail-bearers — Load on main girders — Stresses in main girders .. .. .. .. .. .. .. 83 CHAPTER XIII. Conclusions^ — Practical details and theoretical considerations — Local conditions — Weight of steel and iron — Allowance for rivets — Cost of bridges .. .. .. .. .. ..100 Index .. .. .. .. .. ., .. ., .. 103 PLATE-GIRDER RAILWAY BRIDGES. CHAPTER I. STRAINS IN BEAMS AND GIRDERS. We shall assume for the present that all the external forces acting on a girder are vertical. Consider the external forces on one side of any vertical section of a girder, and take the moment of each of these forces around this section ; the sum of all these moments is called the bending moment at this section. Consider the case of a girder supported at both ends and loaded in the centre with a concentrated load as in Fig, i. We shall call the weight in the middle W. This weight is supported by the girder A B, which in turn is supported by the two abut- ments. It is evident that the reaction at each abutment is equal to — . The bending moment at the centre is, from our definition, W / W/ — X - = . 224 2 PLATE-GIRDER RAILWAY BRIDGES. Let US now take a vertical section distant x from the left abutment. Considering the forces to the left of this section, we find the only force is the FIG. I. reaction at the left abutment which is — ; the bend- 2 ing moment at the section we have taken is therefore W — y. X. If we consider the forces to the right of the section we have the force W and the reaction — , and the bending moment at the section due to these forces is, W 7. \2 / 2 2 2 + W ;,: = ^ X ^, 2 which, of course, is the same as we obtained by considering the forces on the left side of the section. We shall now consider the girder supported at both ends as before, but having more than one weight CONCENTRATED LOADS, on it. We shall call the left reaction Ri and the right reaction Ra. Fig. 2 shows the girder with three weights Wi, W2 and W3 on it, at the distances shown from the left abutment. FIG. 2. Hi A ..-JC-„., — »j ?Sf!S!^ ^ i ^ ! — ^ I y — ' t 'A' ^ Cb, ——>\ ■cu„-— *• J Rl W^?^' S..^ , Qjg , ^ I We know that the reactions are, R^ = w/-=^ + Wj-^ + W3 - a. Ui a^ -.-jrj- ^ R, = Wi^' + W,^='+ W3 Consider the bending moment at a section distant X from the left abutment. The forces to the left of this section are Ri and Wi. The bending moment at section is therefore, Ri ^ — Wi (x — ai). If we now consider the forces to the right of the section we find R2, Wj and W3, and the bending moment at the section is, R2 {I — x) — W3 («3 — x) —W2 (aj — x). B 2 4 PLATE-GIRDER RAILWAY BRIDGES. If, in these two expressions for the bending moment at this section, we substitute for Ri and R2 their values in terms of the weights, we shall find that the expressions are of course identical. In a similar way the bending moment at any other section can be found. Fig. 3 represents a girder supported at both ends, and uniformly loaded with w tons per foot run. It is evident that the reaction at each abutment w I IS 2 FIG. 3. ■wL z L— X. — -A .-L I -^ . Take a vertical section at a distance x from the left abutment. The forces to the left of this section are the reaction — , distance x from the section and 2 the load w x, whose centre of gravity is distant - from the section. The bending moment at this section is therefore, W I X w Ix w x^ -KX — WXX- = — —. 2 2 2 2 If we consider the forces at the right-hand side of the same section we have the reaction — and the UNIFORMLY DISTRIBUTED LOADS. ; weight (/ — x) w. The bending moment at the section due to these weights is therefore, — X U — x) — (I — x)w X 2 ^ ' ^ ' 2 ^{l-x){^-''^Jl^\ w I w x^ X 2 2 which is the same as we have already got by con- sidering the weights on the left hand. The bending moment at the centre is, similarly, w I I _w I I _ w l^ _ w P _ w P 2 2 2 4 4 8~8' If we represent the total load ze; / by W, the bending • w/ moment at the centre is -3- . o We see, therefore, that the bending moment at the centre of a girder, with a uniformly distributed load, is half the bending moment at the centre of the same girder, if the same load is concentrated at the centre as in Fig. i. Referring back now to Fig. i : It is evident that the bending moment at any section varies directly as its distance from the abutment. We therefore erect at the centre a vertical equal on any scale to the bending moment at the centre, and join the extremity of this vertical with the points of support ; the ordi- nates at any other section on the same scale will represent the bending moment at that section. In Fig. 4 the vertical Vj at the centre represents 6 PLATE-GIRDER RAILWAY BRIDGES. the bending moment at the centre on some particular scale (say a certain number of foot-tons to the mch). The extremity of this vertical is joined to the points FIG. 4- of support, then the ordinate V, at any section C, is the bending moment at that section to the same scale. Let us now consider Fig. 2. If we calculate the values of the bending moments at each weight, and set up at each weight verticals equal to these bending moments, and join their extremities, and also the extremities of the end ones with the points of support, the ordinates thus given will represent the bending moments at their respective points. In Fig. 5, Vi Vj V3 are the verticals set up at the weights Wi W2 and W3, equal on some scale to the bending moments at these points. Then the bending moment at any other point C is represented by the ordinate V. It may not be quite clear that the line joining the extremities of the verticals, which represent on a certain scale the bending moments at the points where the weights are situated, will give the bending DIAGRAMS FOR BENDING MOMENTS. 7 moments at the intermediate points, but this can easily be made clear. The bending moment at a point distant x from the left abutment, and situated between the weights Wi and W2, we have found to be, Ri ;»; — Wi {x — «i), and the bending moment at the weights Wi is Ri a^. The difference between these bending moments is, Rj iir — Wi {x — «i) — Ri «i = Ri (x — <2:i)— Wi {x — «i) = (R, - wo(^-«0; therefore, the increase of bending moment shown by length b on diagram between the weight Wi and any point situated between Wi and Wj, any distance x from the left abutment, varies directly as {x — «i) ; that is, it varies directly with its distance from Wi ; FIG. S- and the upper extremity of the lengths corresponding to these differences must lie on a line passing through the upper extremity of the vertical at Wj, and we 8 PLATE-GIRDER RAILWAY BRIDGES. know that at the weight W2 this line must pass through the extremity of the vertical there ; therefore the ordinates of the line joining the extremities of the verticals erected at Wj and W2, and which represent the bending moments at these points, must give the bending moments at all intermediate points to the same scale, and similarly, it can be proved between any other verticals. Referring now to Fig. 3 : From the equation of the bending moment we can see that the line join- ing the extremities of the bending moment ordinates is a parabola. If we therefore erect at centre a vertical Vi equal to the bending moment at the centre on any scale, and describe a parabola having its vertex at the extremity of Vi, and passing through the points of support, the ordinate at any point will give the bending moment at that point on the same scale. This is done in Fig. 6. For instance, at the FIG. 6. point C the ordinate V gives the bending moment at that point. When the ordinate in the centre is taken on such a scale so that Vj is not more than one-tenth of /, a circle and parabola are for practical MAXIMUM BENDING MOMENTS. 9 purposes the same, and the former may be described instead of the latter. When in addition to a uniform load on a girder one or more isolated loads are placed on it the bending moment at any point will be of course the sum of the bending moments at that point for each kind of loading. For a given intensity of load per unit of length, a uniform load over the whole girder produces a greater bending moment at each cross section than any partial load. " Let the two ends of the girder be called C and D, and any intermediate cross-section E. Then for a uniform load the bending moment at E is an FIG. 7. ^^5^^^K#J Cl E Jip- Upward moment, being equal to the upward moment of the supporting forces at either of the ends rela- tively to E minus the downward moment of the uniform load between that end and E. A partial load is produced by removing the uniform load from part of the beam situated either between E and C, between E and D, or at both sides of E. First let the load be removed from any part of the beam between E and C ; then the downward moment, rela- tively to E, of the load between E and D is unal- lo PLATE-GIRDER RAILWAY BRIDGES. tered ; and the upward moment, relatively to E, of the supporting force at D, is diminished in conse- quence of the diminution of that force ; therefore the bending moment at E is diminished. Similarly, it can be proved that if the load be removed from part of the girder between E and D, the bending moment at E is diminished, and the combined effect of these operations takes place when the load is removed from portions of the beam lying on both sides of E ; so that the removal of the load from any portion of the beam diminishes the bending moment at each point." * Before considering how a girder resists the stresses produced by the bending moments at the different sections we shall first shortly consider what are called the shearing stresses in girders. The shearing strain at any section of a girder is the amount of the load transmitted through that section to the abutment. FIG. 8. In Fig. 8 we have a girder loaded with a weight W at a distance a from the left abutment. The amount of the load transmitted to the left abutment * Rankine, ' Applied Mechanics.' SHEARING STRAINS. is — -J — W, and to the right abutment is -j W. The shearing stress therefore at any point between W and the left abutment is — j— W, and between W and the right abutment is j W. If the weight were in the centre of the girder the shearing strain at any point between the centre and the abutment would be — . 2 In Fig. 9 we have a girder loaded uniformly with a weight of w per unit of length. The amount of weight transmitted to each abutment is — . FIG. 9. Consider a section distant a from the left abut- ment. The amount of the load transmitted through this section to the abutment is evidently the reaction of the abutment, less the weight between the section and the abutment, and is therefore w a ox w (t-4 From this it is seen that when a = — the shear is zero, or that the shear at the centre 2 12 PLATE-GIRDER RAILWAY BRIDGES. is nil, and the shear increases directly in proportion to the distance from the centre. If in Fig. 8 we erect at the left abutment a ver- tical equal on any scale to — -, — W, and similarly at the right abutment a vertical equal to -j W, and draw horizontals through the extremities of these verticals until they meet a vertical erected at W, the ordinates thus obtained give the shear at any section to the same scale. If in Fig. 9 we erect at each abutment a vertical on any scale equal to — and join the extremities of these verticals with the centre of the line represent- ing the girder, the ordinate thus obtained at any section will represent the shear at that section to the same scale. For a given intensity of load per unit of length, the greatest shearing force at any cross section of a girder takes place when the longer of the two parts into which that section divides the girder is loaded and the shorter unloaded. " Let the ends of the girder Fig. lo be called C and D, and the given cross section E ; and let C E be the longer part, and E D the shorter part of the girder. In the first place let C E be loaded and E D unloaded. The load may be altered either by put- ting weight between D and E, or by removing weight between C and E. If any weight be put MAXIMUM SHEARING STRAINS. 13 between D and E, a force equal to pari of that weight is added to the supporting force at D, and therefore to the shearing force at E ; but a force FIG. 10. ssf>*?^^ ' ' ' ' L m^w^ •'■ ••■■■■'Ca E WS^'i'—^ equal to the whole of that weight is taken away from that shearing force, and therefore the shearing force at E is diminished by the alteration of the load. If weight be removed from the load between C and E, the shearing force at E is diminished also, because of the diminution of the supporting force at D. Therefore any alteration from that distribution of the load in which the longer segment C E is loaded, and the shorter segment E D unloaded, diminishes the shearing force at E." * In Fig. II, let a uniform load, whose length ex- ceeds the span of the girder, pass over the girder, moving from right to left. Then if the head of the load is in any position distant x from the right abut- ment, the shearing force throughout the unloaded portion of the girder is equal to the reaction at the X w x^ left abutment = w x x — -. = — j . 2 / 2 / As the load moves forward the shear at the head of the load increases as the ordinates of a * Rankine, ' Applied Mechanics.' 14 PLATE-GIRDER RAILWAY BRIDGES. parabola, and is given by the ordinates of the curve a, e, d, where bd ='^, which is the shear at the 2 right abutment when the moving load completely covers the span. From what we have previously FIG. II. seen above, as soon as the head of the load passes the centre of the girder the shearing force, at what- ever section the head of the load may be, is the maximum shearing force which this load could im- pose at that section ; that is, from e to d, the ordinates of the curve at any section give the maximum shear which the moving load can impose at that section. If the moving load now goes from left to right, we have the corresponding curve bee giving the shears at the head of the load as it moves over, and in this case the ordinates to the right of the centre give the maximum shears which the moving load can impose at any section ; therefore, whether the load moves from right to left or vice versa, the ordinates between the line a b and the curve c e d, give the maximum shear at each section of the girder. MAXIMUM SHEARING STRAINS. IS If we now consider the live and dead load together : In Fig. 12, the ordinates above the line a b give the shear at each point for the dead load, and the ordinates between a b and the full curved line be- ne. 12. Z , ^^-'■'''^ cu ^^^^\L-^^^^^^ I '-'"mm — ■ _ : fW^'-' '■'i ' ~~j>* )i >' I plate, 16" X J" .. . Gross Area. Square inches. = 6-5 = 6-s = 8-0 = 8-0 29'0 THREE MAIN GIRDER BRIDGE. 65 In both flanges we have a little more section than is absolutely necessary. In the bottom flange the two angles and one plate must of course extend for the whole length of the girder, but the second plate can be cut short. The simplest way of finding out the point at which the plate can be cut off is shown in Fig. 7, Plate II. Let a, b, be the effective span, viz. 32 feet 6 inches to a scale of two feet to the inch, and c, d, be the total span. Erect a perpendicular at the centre, and lay off on it lengths on. some scale equal to the areas of the different angles and plates of which the flange is made up. The scale we have taken Is 40 square inches, equal to one inch. The different steps. are clearly shown In the figure. Then lay off on the same perpendicular, and to the same scale, the total area required at the centre, viz. 26 • i square inches, which is represented by the length o, e. Through the points a, e, b, describe a parabola, and the curve will give the area required at each point of the flange, and therefore gives us the point at which we can cut off the outside plate. As the scales have been taken so that 0, e, is less than one- tenth of a, b, we have described a circle instead of a parabola. In the figure it will be seen that the length of outside plate necessary scales 1 7 feet 2 Inches, but It will be noticed that It is actually made longer. The reason of this Is that the ends of the plate are prolonged to form a cover for the joints in the plate next the angles. This will be referred to 66 PLATE-GIRDER RAILWAY BRIDGES. later on. A similar construction is shown for the top flange. The maximum shear on the web will be at the abutment, and will therefore be half the total . 82 weight on the girder, viz. — = 41 tons. The depth of web is 36 inches, from which we must subtract 6 inches for rivet-holes, leaving a net depth of 30 inches. The allowable shearing stress per square inch is 3^ tons, we therefore require 1 2 • 3 square inches of net area. We shall therefore make the web \ inch thick throughout, which gives a net shearing area of 15 square inches. We have now settled the sections of flange plates and web plates. The usual pitch of rivets connecting the web to the flange is 4 inches, and we shall try if that is sufficient in the present case. If we take the total stress in the flange at any two points, any distance apart, the amount of the increase of stress in the flange between the two points must be transmitted through the rivets con- necting the angle bars of the flange to the web between these points. We can thus find out the shear on the rivets connecting the flange to the web. In the case of plate girders with horizontal flanges the shear is easily obtained from the fact that the horizontal shear per foot run at any point between the web and the flange is equal to the vertical shear per foot run in the web at the same point. This may be proved as follows : — THREE MAIN GIRDER BRIDGE. 67 In Fig. 23 we have a girder supported at both ends. Take a section distant x from the left abut- ment, and let the reaction at the left abutment be Ri and let the weights between the left abutment Ilv W> Wa W3 C '2- CU3 + ■ ill FIG. 23, m^ ^... ^^f^ and the section distant x from the abutment be Wj, W2, W3, &c., at the distances shown. The bending moment at^ = Ri ^ — Wi {x — a^) -W,{x ~ a^ - &c. = Ml. Take another section distant x-^ from the left abutment beyond x, and infinitely close to x, then, The bending moment at x^ = Rj Xi — W^ (x^ — a^) ~ W2 {x, - a^) - &c. = Ma. Now if d be the depth of the girder, and if the direct flange strains due to Mj and M^ be denoted by Tj and T2, then, ^ _ Ri^ - Wi (x — «,) — W2 (x — ^2) — &c. and ry _ RiXi — Wj (x^ — ffli) — W2 (xi — a^) — &c. I2- -^ . The horizontal shear between x and Xi = Tj — Ti, and rj. rj. _ Ri(xi — x) — Wi (^i?! —x) — W2 (^^i — :r) - &c. _ (x, - x) (Ri - Wi - W2 - &c.) 68 PLATE-GIRDER RAILWAY BRIDGES. If we divide this by ^i — :r we get the horizontal shear per foot run between x^ and x, which is therefore, R^ _ Wi - W , - &c. d But when the points x and x^ are infinitely close to each other this expression is also the vertical shear per foot run in the web at this point. It is evident from looking at the curve of bend- ing moments, that since the shear on the rivets con- necting the flange to the web between any two points is equal to the difference of the stress in the flange between these points, that the maximum shear on these rivets occurs near the abutment, as the difference of stress at the extremities of a unit length of the flange is gradually increasing as we go from the centre to the abutment, and is a maximum at the abutment. It will therefore be sufficient to try if we have enough shearing and bearing area of rivets con- necting the web to the flange near the abutment. In the 3 feet of the girder next to the abutment we have the average vertical shear = 37 tons. As the girder is 3 feet deep this is 1 2 • 3 tons per foot run, and this is also the shear per foot run between the flange and web. With rivets of 4-inch pitch, we have three rivets in one foot, and have therefore 3 x 0"6 square inches = i • 8 square inches of area. All these rivets are in double shear ; we have therefore 3 ' 6 inches of THREE MAIN GIRDER BRIDGE. 69 effective shearing area. The shearing stress per square inch is therefore ^^^ = 3 ' 4 tons, which is an allowable stress to adopt. The bearing area of the rivets for a length of one foot is 3 X |- in. x i^ in. = i '32 square inches ; the bearing stress per square inch is therefore -^^ 1-32 = 9*3 tons per square inch. This stress is rather excessive, and it will there- fore be better to increase the diameter of the rivets for 6 feet at each end of the girder to i inch, which reduces the bearing stress to 8 tons per square inch. In the case of a comparatively shallow girder, heavily loaded, of which the girder we are con- sidering is a good example, there is nearly always a difficulty about the rivets connecting the web to the flange near the abutments. With the ordinary -|-inch diameter rivets and 4-inch pitch, the bearing area is nearly always deficient, and the shearing area very often is so. To overcome this, the pitch of the riveting can be diminished, or the size of the rivets increased for a short distance near the abutment. The former is the better method, but with a trough floor it is diflacult to alter the pitch in the bottom flange, and in this case we have, therefore, increased the diameter of the rivets. Of course, other ways in which the bearing area can be increased are to increase the thickness of the web to f inch near 70 PLATE-GIRDER RAILWAY BRIDGES. the abutment, or to increase the depth of the girder itself. We shall now go back to the outside girders, and the covers and details of these and the centre girder can be considered together afterwards. The total distributed load on an outside girder (Plate II. Fig. i) will be made up as follows : — Tons. Main girder 3'5 Permanent way, i' 5" x 32' 6" x ^-^ .. i '2 Troughs, 32' 6" X - cwt 2-9 4 Rolling load, 40 cwt. x ^— ;- 30-4 38-0 The bending moment at centre will be tons 38-0 X 32,- 5 r 4-^ ^ — ^ — ? = 154 foot-tons. o The total stress in either flange at centre will be —^ = S I ■ 4 tons. 3 The net area of the bottom or tension flange at centre must not be less than — — - = 10*3 square inches. We shall therefore make this flange up at centre, as shown in Fig. 24, viz. : Square Inches. 2 angles, 4i" X 4i" X 1" =7-5 I plate, 15" X h" = 6-5 Total .. .. I4-0 THREE MAIN GIRDER BRIDGE. 71 The gross area of the top or compression flange at centre must therefore not be less than ^^ ^ =12-1 . , 4"25 square mches. FIG. 24. FIG. 25. 2 angles, 3J" x 3i" x I plate, 15" X i" .. We shall therefore make this flange up at centre as shown in Fig. 25, viz. : Gross. Square Inches. =6-5 =7-5 i4"o In the case of the outside girder the section will be continuous all through. It will be noticed that in this girder the section is rather heavier than necessary, particularly in the bottom flange. This is due to the heavy angles in the bottom flange, and to the desire of not putting less than ^inch thick plates in the flanges, when each flange has only one plate. The shear at abutment is 19 tons, and we shall therefore require — ^- = 5*7 square inches net sec- tion of web. With a f-inch web, our minimum thickness of web, we shall have 1 1 square inches. The rivets connecting web to flange angles are evidently ample. We shall now consider what covers are necessary 72 PLATE-GIRDER RAILWAY BRIDGES. and what lengths of flange plates and web plates we shall adopt. We shall deal with the central girder first. We have already seen that as regards the top flange we might cut off the outside plate at 7 feet 3 inches on each side of the centre ; but we have prolonged it on each side beyond this distance so as to act as covers for joints in the inner plate. The joint in the inner plate must come between two rows of rivets, and it will be seen that the riveting is arranged so that the rows of riveting are multiples of 4 inches from the centres of the stiffeners, and therefore in this particular case from the centre of the girder. The joint in the inner plate must there- fore be at a distance from the centre which will be a multiple of 4 inches plus 2 inches. We shall therefore make it at a distance of 7 feet 6 inches on each side from the centre. Now we want to find out how far the outer plate must extend beyond the joint so as to have sufficient rivets to transmit the stress across the joint. We have already shown (p. 57) that, for a compression flange, the total area of the rivets necessary to make up the section of the plate must be equal to the gross section of the plate. The gross section of a 1 6-inch by |^-inch plate is 8 square inches, and the area of a |-inch diameter rivet is o ' 6 siquare inch ; therefore, the number of rivets required is 8-=-0"6= 14 rivets. The outer plate will therefore extend, as shown, i foot 4 inches THREE MAIN GIRDER BRIDGE. 73 beyond the joint in the inner plate, and the whole length of the outer plate will therefore be 1 7 feet 8 inches. For the bottom flange the joint is very similar. In a tension flange, so as to avoid loss of section owing to rivet-holes, four rivets are not put in a row as in a compression flange, but are arranged as shown. The joint is therefore generally made through the row of rivets in the angle bars, and will therefore be a multiple of 4 inches from the centre. We shall therefore make the joint in the inner plate at a distance of 8 feet 8 inches, on each side from the centre. We have already shown (p. 56) that, for a cover for a tension flange, the total area of rivets necessary to take up the section of the plate must be equal to one and a half times the net area of the plate. The net area of the 1 6-inch by ^-inch plate is 7 square inches, therefore the number of rivets required is (7 X ii) -r- o'6 = 18 rivets. This number of rivets will necessitate a lap of i foot 10 inches of the outer plate, and the total length of the outer plate will therefore be 2 1 feet. As regards the web we shall make a joint of 7 feet on each side of centre at the T stiffeners, and we must therefore find out the maximum shear on the web at this point. The simplest way to do this has already been explained (p. 15), and is now shown in Fig. 8, Plate II. A B is the effective span, viz. 32 feet 6 inches to a scale of half inch to the 74 PLATE-GIRDER RAILWAY BRIDGES. foot. A D is the maximum shear at the abutment, due to the Hve load, on a scale of 20 tons to the inch, and is of course equal to half the live load, or 34 • 6 tons. A E is the maximum shear at the abut- ment due to the dead load, to the same scale, and is equal to 6-4 tons. Join E to the centre C, and through D draw a parabola, or in this case a circle, touching A B at B. For the half of the girder to the left of the centre the ordinates between C E and D B give the maximum shears at each point. The maximum shear, therefore, at a distance 7 feet from the centre, is F H, which scales 20 tons. The joint is covered by f -inch covers and T bars on each side, the section of which is of course much greater than that of the web. The allowable shearing stress on rivets is 3-^ tons per square inch, and the shearing area of rivets required is therefore 20 -=- 3^ = 6 inches. With |-inch diameter rivets, this requires 15 rivets. The actual number of rivets in the joint as drawn is 1 2 (not counting the rivets in horizontal angle bars) and they are all in double shear, and therefore equivalent to 24 rivets in single shear, and the number of rivets in the joint is therefore sufficient as regards shearing area. As regards bearing area, the bearing area of the 1 2 rivets is i2x|x^ = 4"5 square inches, and the bearing stress per square inch is = 4 ' 5 tons, 4'5 which is very moderate. The joint is therefore amply strong in every particular. THREE MAIN GIRDER BRIDGE. 75 For the outside girders it will not be necessary to go through the calculations for covers and lengths of plates, as the work would be similar to that already done for the central girder. It must be remembered that the positions of stiffeners and rivets in the outer girder really depend on the central girder, as they must fit in with positions of troughs which are fixed on the central, girder. On account of the skew of the bridge, the ends of an outer girder will not be similar as regards stiffeners and riveting. The two outer girders are, however, similar to each other, but their corre- sponding ends are reversed in position. The top flange plate is made in two lengths. The lengths are made different so that the cover may not come where there is a slight difference in the ordinary run of riveting owing to the stiffeners. The bottom flange plate is jointed as in the central girder. The joint in the web is rather stronger than necessary, but it is more satisfactory to put in plate covers in addition to the T bars than to trust to the T bars alone. It will be noticed that the ends of the central girder are rounded off. This is generally done, and the ends of the outside girders are sometimes rounded too. All the lengths of angle bars in the girder can easily be obtained in one length, but in the case of those rounded off at the ends it will be better to cut them near the ends and put on covers, as the bending 76 PLATE-GIRDER RAILWAY BRIDGES. of a bar of this length at both ends is an awkward job. The covers for these angles are not shown in the general elevation of the girder, but are shown in Fig. lo, Plate II. The angles connecting the web to the flange are fully covered by double covers, but the outer angles are not fully covered, as we have much greater section of flange near the abutment than is absolutely necessary. Each girder has a |-inch bearing plate at the abutments, riveted to the underside of the bottom flange with countersunk rivets. The bearing plates for the centre and side girders differ slightly so as to fit in with the riveting. As a general rule it is not necessary to use cast-iron bed plates for spans under 40 or 50 feet, and in the present case the girder will rest directly on a smooth dressed hard stone. The maximum pressure on this stone at the ends of the central girder will not be more than about 16 tons per square foot, which is well within what may be put on most stones. If the bridge is on an incline the girders ought to be fixed to the masonry of the abut- ments at one end by means of holding-down bolts 7 or 8 feet long, built into the masonry with cast- iron anchor plates at their end, and coming up through holes in the bed stone. As regards the positions and number of stiffeners necessary, of which as yet we have said nothing ; a very simple plan is given by Rankine for determining these, based on the strength of the web to resist buckling treated as a column. THREE MAIN GIRDER BRIDGE. 77 The author is of opinion, however, that stiffeners are generally put in without making any such calcu- lations, their positions and number being based on previous experience. They are very seldom, except in girders of very short span, put more than 6 or 7 feet apart, and are of course much closer near the abut- ments than the centre. They have often to be fixed at certain distances on account of certain disposi- tions of troughs or cross girders. The web over the bearing at the abutment should be well stiffened with plate stiffeners, which also prevent any bending of the edge of the bearing plate and flange. Plate stiffeners in other parts of the girder, in addition to stiffening the web, are also useful as stiffening to a small extent the compression flange. We have shown the troughs as resting on the angles of the bottom booms of the main girders to which they are riveted, and they are fixed on top by the stiffeners and by the longitudinal angles riveted to the web. These latter angles are often cut up into short lengths and the end of each trough fixed by small separate pieces of angles. This method, however, is not as good as using long lengths, as these short lengths tend to rack the web of the main girders locally. The continuous bars have, however, for purposes of erection, often to be cut into shorter lengths to facilitate getting the troughs into position. Two or three sections of troughs are often riveted, together before being brought to site of erection to save outsidq riveting. 78 PLATE-GIRDER RAILWAY BRIDGES. Packings between the troughs and the top angles give a Httle more room for moving the troughs into position, and are shown in the drawings of this bridge. The ends of troughs resting on the abut- ments can be built up solid under the flute with brickwork or concrete. In the bridge we are considering the skew is slight, and we have therefore considered that there is no reduction in the load on the main girders due to this cause. With large skews, however, there will be a very considerable reduction in this respect, as a number of the troughs would be resting on the abutment at one of their ends. The drainage of the floor is taken by gutters on each side of the central girder, which is bedded I inch lower than the side girders to give water a lead to the gutters. Fig. I, Plate III., shows a cross section of a similar bridge but with a ballasted floor. There is also a slight alteration in the flooring itself which is made of a patent cambered trough which has many advantages over the ordinary troughs. Owing to the increased depth in the centre, the trough is stronger just where the extra strength is required, and the rain water is all drained to the centre of the trough away from the main girders. There is the one disadvantage of having a hole in the tension flange at its centre, but this is made elongated so as to lose as little section as possible, and whatever is lost is more than compensated for by other advan- THREE MAIN GIRDER BRIDGE. 79 tages. The gutter is fastened to the bottom of the trough by twisted hangers coming through the elongated hole, thus doing away with riveting it, or hangers to the bottom of the troughs. This cambered flooring can of course also be used with advantage for non-ballasted bridges. An open parapet is shown and is made 4 feet 6 inches above rail-level. This height of parapet is not absolutely required by law except in viaducts. Fig. 2, Plate III., shows a cross section of a bridge with three main girders and a floor consisting of cross girders and light longitudinal troughs. The permanent way is laid in ballast with a minimum of 3 inches between the top of the troughs and the bottom of the sleepers. The troughs are made in sections consisting of two flutes, and the sections are connected together by -f-inch covers. The troughs are \\ inches deep, of f -inch metal, and i foot 4 inches pitch as shown. They can be obtained 30 feet long, and if longer lengths are required they can be jointed on a cross girder, and bent cover plates used. The cross girders are spaced 7 feet apart. The moment of resistance of one trough without cover plate is about 1 1 • 30 in inch units, and with cover about 1 2 • 90 ; the average of the two will be 1 2 • 10. If we assume that the load is distributed over seven troughs, the moment of resistance of the seven will be about 84 • 7, being a little more or less, as there are three or four troughs, with or without covers. So PLATE-GIRDER RAILWAY BRIDGES. The maximum rolling load between two cross girders will be 17*5 tons, and if we assume that half of this is transmitted by one sleeper, and one- quarter by each adjacent sleeper, the bending moment on the trough at the centre, taking the sleepers at 2 feet 6 inches centres, will be, Inch-tons. -L-^ X 42 '-^ X 30 = 236 2 4 The dead load between two cross girders is about 2 tons, and the bending moment due to this will be — ,r — - = 16 Therefore the total bending moment is 252 Dividing this by the moment of resistance of 2 c 2 the seven troughs, we get 5—^ = 3 tons as the maximum stress per square inch on the troughs. This floor, including cross girders, is about the same weight as the floors already considered, but of course requires a little more headroom. Figs. 3, 4 and 5 in Plate III. are cross sections of bridges which it has been found useful to adopt in certain cases. Fig. 3 shows a cross section and part longi- tudinal elevation of a three-girder bridge where the headroom has been very limited. The sleepers are laid in the troughs and packed with ballast. This class of floor would of course only be used TYPES OF BRIDGES. 8i under exceptional conditions, and is given more as a type to avoid than to adopt. Fig. 4 shows a cross section of a bridge for spans of between 12 and 20 feet. Each rail is carried on a longitudinal sleeper laid in a trough, and a plate floor is riveted to the tops of the troughs and to a light parapet girder. This type is useful when headroom is limited, and this floor of four trough and longitudinal sleepers is often used for viaducts of a number of spans, the troughs acting as rail-bearers. Fig. 5 shows a cross section of a bridge with two main girders and transverse troughs. A cross section of the troughs is also given. The rails are laid on longitudinal sleepers fastened by short lengths of angle iron to the top of the troughs. Fig. 6 is a cross section of a bridge of about 20 feet span with four main girders and a light parapet girder. Cross sleepers laid on a minimum of 3 inches of ballast are shown, but without ballast longitudinal sleepers fastened to the top of the main girders are often adopted. The ends of the main girders fit into recesses left in the masonry of the abutments. When this type of bridge is adopted for larger spans, the main girders are braced toget\ier by frames of diagonal and horizontal bracing at intervals. Fig. 7 shows cross sections of various troughs which have been adopted and which can be obtained in various depths and of different widths of flutes. G 82 PLATE-GIRDER RAILWAY BRIDGES. The great majority of trough sections are the patents of different makers. Several other kinds in addition to those shown have been brought out, but we have shown those in most general use. In transverse trough flooring with three main girders that shown in bridge in Plate III. Fig. i, is probably one of the cheapest and most efficient floors, and for longitudinal trough flooring with cross girders that shown in Fig. 2, Plate III. All the troughs shown are used extensively for spans under 20 feet without any main girders, the troughs being laid longitudinally from abutment to abutment and a light parapet girder adopted. The principal points to keep in view in selecting trough flooring are (ist) strength in proportion to weight ; (2nd) a minimum of riveting ; (3rd) water- tightness ; and (4th) facility in erection. 83 CHAPTER XII. TWO MAIN GIRDER BRIDGE. We shall now consider the bridge shown in Plate IV. The clear span is 60 feet on the skew, and the bridge consists of two main girders, cross girders, rail-bearers, and ballasted buckle plate floor. The bridge is on a considerable skew, one of the main girders sitting 23 feet in front of the other. The spacing of the cross girders is the first matter for consideration. In considering the rolling load, which is the principal load on the cross girders, the first thing to be noticed is, that however close the cross girders are spaced, we must at one time or another while a train is crossing the bridge, have the weight on the heaviest axle borne directly by each cross girder. It is evident, therefore, that without increasing the stress, which will come on the cross girder, due to the rolling load, we can space them so far apart that the rolling load brought on to them by the rail- bearers shall not exceed the direct load on them due to the heaviest axle loads. This will generally happen if the cross girders are spaced something less than the wheel base of two pairs of coupled G 2 84 PLATE-GIRDER RAILWAY BRIDGES. driving wheels apart. This distance would there- fore be the mmimum distance apart which the cross girders ought to be spaced in ordinary cases. There are, however, other points to be considered which make it desirable and economical to space the cross girders further apart than this minimum. The fewer cross girders we have the more economically the weight can be brought to the main girders, but again we get a limit to their distance apart owing to the increasing span, and consequently increasing weight per foot run of the rail-bearers. Another point to be considered is how the cross girders will come with regard to the centre of the main girders, as it is obvious that it will be well not to have a cross girder in the centre of a main girder. In skew spans the amount of skew is a principal factor in the spacing of the cross girders, as it is desirable to keep both main girders exactly the same (except that of course they are reversed in position) and at the same time not put the cross girders in the centre of the main girder. "In ordinary cases it may be considered as generally advantageous to space the cross girders at distances equal to about one and one-half times the wheel base of two pairs of coupled driving wheels, or say from 9 to 12 feet, and to place rail-girders between the cross girders under each rail." * In the present case, 12 feet appears to be an economical distance to space the cross girders apart, * B. Baker, ' Short Span Bridges.' RAIL-BEARERS. 85 as at this distance our rail-bearers still remain com- paratively light, and the centre of each main girder is practically central between two cross girders. We shall first consider the rail-bearers. We shall make these i foot 6 inches deep as shown in Plate IV. The position of the rolling load which will give the maximum bending moment will be when the heaviest loaded axle is in the centre of the rail-bearer as below : — FIG. 26. — e ■ i/z — -T ■ T T— CROSS GIRDER L e' O - * 6-' - — -J CROSS GIRDER 1< ri d ->i The bending moment at the centre Foot-tons. due to this weight is ' ^ x 6'o =26*25 The dead load on a rail-bearer is as below : Tons. Rail-bearer = o'4 Floor = o'5 Permanent way =0-4 Ballast = 2'o 3'3 The bending moment at the centre due to this weight is ^ = 5 ' oo 8 Total bending moment at centre = 31*25 86 PLATE-GIRDER RAILWAY BRIDGES. For purposes of calculation it will be close enough to take the effective depth as i • 2 5 feet. •? I ■ '' '^ Therefore the stress in either flange = ^—r-f = 25 tons. For the bottom or tensidn flange we must there- fore have a net area of not less than — ^ 4-5 = 5 ■ 6 square inches. We shall make this up as shown in Fig. 27, VIZ. Net Area. 2 angles, 4" x 3 V' x i" = 6*00 square inches. For the top or compression flange we must not have less gross area than 25 _ 3-85 6 • 5 square inches. VIZ. We shall make this up as shown in Fig. 28, Gross Area. 2 angles, 4" x si" x i" = 6-5 square inches. FIG. 27. The maximum shear on the rail-bearers from the rolling load does ' not occur at the same time as we have the maximum bending, but will be when the loads are as shown in Fig. 29. RAIL-BEARERS. 87 The shear at either end due to the Tons. rolling load will therefore be H— 5 — g • 71; 2 ' "^ and that due to the dead load will be ^ = 1-65 Total shear 10 "40 Therefore the shear per foot run will be 12_4 1-50 = 7 tons. A f-inch web is more than ample for this. FIG. 29. i<— -6 7X * b'. s"— '— '»- ' x) Ct' CROSS GIRDER L 720' .-——J <^P°SS GIRDER As regards the rivets connecting the web to the flange angles, the shear per foot run is of course the same, viz. 7 tons per running foot, and if we use |-inch diameter rivets, space 3 inches apart, we have as shearing area, the rivets being in double shear, 2 X4XO"6 = 4"8 square inches, and therefore the shearing stress per square inch is t!'o = I ■ 5 tons. 4 o The bearing area will be 4 x -g- x f = i • 3 square inches, and therefore the bearing stress per square 7 inch = — ^— = 5'4 tons. It is evident the rivets connecting the rail-bearers to the cross girders are ample. 88 PLATE-GIRDER RAILWAY BRIDGES. We now come to the ordinary cross girders which we have made 2 feet 6 inches deep. The greatest rolling load which can be brought on to the cross girder will be when the loads are as below : FIG. 30. L<..,.-5'^, ^^- -s d i--^ 8' —X--- .3 «--->! .< , 1Z.O 72.0 . The sum of the direct rolling load and the rolling loads brought on the central cross girder in Fig. 30 is 1 3 • I tons. The dead load on the cross girder at each point of attachment of a rail-bearer is, Load from cross girder itself Load brought on by rail-bearer Tons. = 0-6 = 3-3 3'9 Therefore the total load at each point of attach- ment of rail-bearer is3"9-t-i3"i = i7 tons. We have assumed in the above, for the sake of convenience, that the weight of the cross girder itself is concentrated at each of the points of attach- ment of the rail-bearers. The total weight on each cross girder will there- fore be as below : FIG. 31. TONS i I"? TONS 17 TONS , \ , ■ ' 1 k 5.7* 45- so .i- 3.1l—>k-3-11 —•■: 5 -:i S 1* ->| cz; CI) CROSS GIRDERS. The bending moment at the centre or points marked (i) = 34 X io*i4 — 17 X 5"o = 259-75 foot-tons. That at points marked (2) is 34 X 5 • 14 = 174* 75 foot-tons. The stress in either flange at centre will be 259'75 2-5 104 tons. The net area of tension flange at centre must therefore not be less than = 23 square inches. 4-5 We shall therefore make this up as shown in Fig. 32, viz. : 2 plates, 16" X -^" 2 bars, 4" X 4" X |" Net. Square Inches. = 15-70 = 8-00 23-70 The gross area of the compression flange at centre must not be less than — ^ = 27*4 square inches. FIG. 32. FIG. 33. We shall therefore make it up as ^hown in Fig. 33. VIZ. 2 plates, 16" X -j^" 2 bars, 4" X 4" X f" Square Inches. = i8-o = q-2 27' 90 PLATE-GIRDER RAILWAY BRIDGES. Fig. I, Plate IV., shows curves of bending moments for this cross girder, and shows where the flange plates are cut off in a similar way to that already described in a previous bridge. The maximum shear towards the end of the cross girder is 34 tons, and if we use a J-inch web throughout the shear per square inch on the web will be — = 2 • 3 tons per square inch. The horizontal shear per foot run between the flange and the web will be 13 '6 tons. If we use f-inch diameter rivets with 3-inch pitch, the shear- ing stress per square inch on the rivets, remem- bering that the rivets are in double shear, will be ^ = 29 tons. 4 X o'6 X 2 The bearing stress per square inch will be T 2 * A ^ _ = 7 • 8 tons per square inch. 4 X I X i This stress is more than allowable, so we shall increase the diameter of rivets between the outside rail-bearers and the main girders to i inch, and the bearing stress per square inch will then be ^ = 6*8 tons per square inch. 4X1X1 All plates and angles in cross girders or rail- bearers can be obtained of the lengths required in steel, so that no covers will be necessary. If in iron, a joint would be necessary in the centre of web of cross girder covered with two :^inch plates. The LOAD ON MAIN GIRDERS. 91 attachments of the longitudinals to the cross girders, and of the cross girders to the main girders, are shown clearly in the plate. It will not be necessary to go through the calcu- lations for the two short end cross girders, as there is no difficulty in finding out the weights on them Their construction is shown in the plate. We now come to consider the rolling load to be adopted for the main girders when the load is brought on to them by cross girders spaced some distance apart, as in the bridge now under con- sideration. The rolling load per foot run which we have got in the table on p. 31 for different spans, is obtained by reducing loads concentrated at certain points to equivalent uniform loads per foot run, and the reasons given there will also apply to reducing the loads concentrated at the junction of the cross girders with the main girders to a uniform load per foot run. May we therefore use the uniform loads per foot run given on p. 31 for the rolling loads on main girders of bridges with cross girders ? This obviously depends on the spacing and position of the cross girders. If the cross girders are spaced a very long distance apart and one comes in the centre of the main girder, it is evident that the load per foot run as given in the table ought to be increased, and if the centre of the main girder is between two cross girders it ought to be diminished. In bridges of such spans as we are considering, and with cross 92 PLATE-GIRDER RAILWAY BRIDGES. girders spaced from 8 to 1 2 feet apart, the variation from the equivalent uniform load given in the table may be about 8 per cent, on each side in extreme cases. A little practice will enable the amount to be estimated very closely. If extreme accuracy is required, it is easy to find the position of one or more locomotives which will give the maximum stresses on the main girders, but as a general rule there will be no necessity for such refinement unless there is some reason for saving every pound of metal possible. Of course we must remember that much higher rolling loads come on any cross girder than that due to an equivalent distributed load, but that, although in any moment during the passage of a train some cross girders transmit these heavier loads to the main girders, other cross girders transmit lighter loads, so that the whole effect on the main girder is nearly that due to the equivalent uniform distributed load. If we now return to the main girder under con- sideration, we find from the table that the equivalent uniform distributed load for each track for a span of 65 feet is about 32*3 cwt. per foot run. We shall assume that, on account of the favourable position of our cross girders, this would be reduced by about 6 per cent., bringing it down to 30*5 cwt. per foot run for each track. Each cross girder will therefore bring its proportion of the rolling load at this rate on to the main girders. In addition to the rolling load each cross MAIN GIRDERS. ^3 girder brings on to the main girders the weight of the cross girder itself, and its proportion of the weight of rail-bearers, floor, permanent way and ballast. For convenience, we shall also assume that the weight of the main girder itself is concentrated at the points where the cross girders are attached to the main girders. The weight at each of these points, with the exception of the two end cross girders, will be as below : Tons. Rolling load, So'S x t2-o =18-3' Main girder, ^ ^ '^ = 2-7 2 X 20 Cross girders, — - = i'3 Rail-bearers ■. = o'8 Floor = i"o Permanent way = o'B Ballast = 4'o 28 • 9, say 29 The weight brought on to each main girder by- each end short cross girder will be as below : Tons. Rolling load, 3°"5 >< 9 = 6-9 Main girder, ^ x '3 = 2-9 ^ 2 X 20 Cross girder .. = o' \ Rail-bearers = 0-5 Floor = 0-6 Permanent way .. .. .. = 0-3 Ballast .. .. = i'4 13-0 94 PLATE-GIRDER RAILWAY BRIDGES. The loads and their positions on the main girder will now be as below. The effective span from centre to centre of bearings is 65 feet. FIG. 34. T T T T T 13 IS Ze M i9 <- 7*.C — - 12. ^-—-If 12 -O- The reaction at the left abutment is. . 477 tons, and that at the right abutment . . . . 8 1 "3 tons. The bending moments at the points of loading, starting from the left abutment, work out at 66y8 ; io84-2 ; 1152-6; 87i"5; 243 '4 foot-tons. At the point of maximum stress, therefore, viz. at a point 38 feet distant from the left abutment, the bending moment is 11 52 "6 tons. If we make the depth of the girder 7 feet 6 inches, the stress in either flange at this point .„ , iiS2'6 ' will be — = 153' 7 tons. 7'5 The net area of the tension flange must therefore 153' 7 be not less than = 28"7 square inches. 5"35 We shall therefore make this flange up as shown in Fig. 35, viz. : Net. Square Inches. 2 angle bars, 4" x 4" x }/' =6-50 I plate, 1' 8" X f" =11-25 I plate, i'8" X f" = 11-25 29-00 MAIN GIRDERS. 95 The gross area of the compression flange must not be less than ^^^ ' — 4*65 = 33" 00 square inches. FIG. 35. We shall therefore make this flange up as shown in Fig. 36, viz. : 2 angle bars, 3!" x 3I" x \" .. 2 angle bars, 3^" x 31" x i" .. .. 2 plates, I ' 8" X i" =20-00 Gross. Square Inches. = 6-5 = 6-s 33-00 The points where the outside plates can be cut off are easily found by plotting the curve of bending moments to any scale, and dividing up the maximum ordinate proportional to the amounts of areas of plates and angles required, as shown in Plate IV., Fig. 2. The maximum shear at the abutment to which the heavier load is brought, is 8 1 • 3 tons ; with a half- 96 PLATE-GIRDER RAILWAY BRIDGES. inch web, this gives a shearing stress on the web of = 2*4 tons per square nich ot net section. 34-0 The stress per foot run between web and flange is ~ = IO-8 tons. With -|-inch rivets at 4 inch pitch the shear on the rivets connecting the flange to the web will be, remembering that they are in double shear, ^ = 3 tons per square inch, and the bearing IO-8 stress on the same rivets will be ■ 1, — p = 8 • ^ 3X-s-xi tons per square inch, the allowable stress being 8' 25 tons. We cannot get plates for the web 7 feet 6 inches deep without paying heavy extras, so we shall take plates 4 feet wide, and have 3 joints between each cross girder. We shall require a i-inch web at only one of the abutments. In other portions of the girder it can be reduced to ^^ inch and f inch as shown in Plate IV. Near the same abutment it will be necessary to have double lines of riveting in the web covers, at other places covers with single rows of riveting will be sufficient. The covers are heavier than actually necessary as they also act as packings in some cases. These details can be worked out in. the way adopted for the central girder in Plate II., except that we must remember that in this case the shear is prac- tically constant from cr(j)ss girder to cross girder. MAIN GIRDERS. 97 The joints in the flange plates are fully shown. The net area of the i foot 8 inch by f inch flange plate in the bottom boom is 1 1 " 25 square inches, the number of \ inch diameter rivets required is there- fore 1 1 • 25 X ii-=-o*6 = 28 rivets. One joint in the inner plate is covered by producing the outer plate and making it act as cover and 30 rivets are given. The other joint in the inner plate is taken together with the joint in the outer plate and both are covered by one plate i foot 8 inches wide by \ inch thick, and two inside strips each 5^ inches wide and \ inch thick, their united net area being 13 "50 square inches, in comparison with 11 "25 square inches, the net area of either f inch plate. Some of the rivets by this grouping of the two joints are placed in double shear and a saving in material thus effected. The gross area of the i foot 8 inch by \ inch flange plate in top boom is 10 "o square inches. The number of ^ inch diameter rivets required will there- be 10 •o-i-o'6=i7 rivets. One of the joints of the inner plate is covered by the extension of the outer plate, and the other joint in inner plate, together with the joint in outer plate, is taken by one cover i foot 8 inches wide by \ inch thick. Joints in angle bar can be made where necessary. The joints of the floor plates are covered by T bars so as to have the plating continuous, and thus able to take up wind pressure. The total wind pressure on the bridge with a H 98 PLATE-GIRDER RAILWAY BRIDGES. train running over it and a gale with a pressure of 56 lbs. to the square foot blowing, would be 65'xi7'x56 =28 tons. 2240 This must be considered as a uniformly dis- tributed load and its moment is therefore — - — ^ = 8 228 foot-tons. The depth of the horizontal girder, viz. the width of the bridge, is 26 feet 8 inches and therefore the stress in either flange of the horizontal girder due to the wind pressure would be 228 ^ , = 8 • s tons. 26*67 If we assume that only the bottom flange of one of the main girders would take this up it would be an increase of ' = ^ of a ton on the leeward bottom flange, which would not be very serious, as occasions on which a 56 lb. gale would be blowing, and two trains running over the bridge, would occur very seldom, if at all. We have shown the main girders with § inch bearing plates with countersunk rivets resting on planed cast-iron bed plates 2 inches thick. The maximum pressure on the masonry will be about 1 2 tons per square foot. The free ends of the short cross girders and rail-bearers have bearing plates with countersunk rivets, resting on bed stones. We ought to give the main girders a camber of about \\ inches. MAIN GIRDERS. 99 It must be remembered in skew spans that a cross girder will not come at points of corresponding camber in each main girder. It will, therefore, often be better to keep all the cross girders horizontal by inserting packings underneath the bearing of the cross girders on the main girders ; an allowance will also have to be made for this between the top of the cross girder and the stiffeners. These packings are not shown in the plate. PLATE-GIRDER RAILWAY BRIDGES. CHAPTER XIII. CONCLUSION. In concluding these remarks on Plate-Gird6r Rail- way Bridges, the author would wish to impress the necessity of not looking too closely on the theoretical side of the subject. The saving which may be obtained by trying to exactly proportion sections to stresses may often be more than lost by defects of a practical nature. The necessity of not using a great variety of sections in a bridge has been previously referred to, and it can be easily understood that a bridge builder has to pay higher prices to steel manufacturers for a quantity of different sections than when as many sections as possible are kept the same. The necessity of only using the ordinary market sections of steel and iron is a point which cannot be too strongly remembered, and this particularly is so in the case of short span bridges. In bridges of long span it will of course be possible to get material of special section at little more than ordinary rates if a large quantity is required. Smith's work, such as bending, joggling, &c., is very expensive, and should be reduced to a minimum. GENERAL REMARKS. loi For the above reasons it may often be found necessary and better to have sections a little heavier than what may be required by theory. Attention may also be drawn to the necessity of avoiding wide unstiiifened flanges, particularly compression flanges. Local conditions ought always to be considered, particularly with regard to the method to be employed for erecting a bridge, and if the erection is kept in view while designing joints and connec- tions a good deal of time and money may be saved later on. In connection with local conditions it would hardly be fair to consider a bridge close to a large town where a two or three minute service of trains passes over it as undergoing the same amount of wear and tear as a bridge in the country with, say, a half-hourly service. In the former case it would be well and desirable to have the bridge slightly stronger than in the latter, and particular attention should be paid to all floor joints and connections, in addition to such matters of detail as bearing stress on rivets, so that all racking action may be reduced to a minimum. All parts should be designed as far as possible so as to be capable of being inspected and painted at intervals, thus helping to prolong indefinitely the life of the structure. The Plates which have been given refer of course to railways in Great Britain, and it will be under- stood that in new countries the expense of iron or steel floors is not generally incurred. In the greater I02 PLATE-GIRDER RAILWAY BRIDGES. portions of Canada, the United States, and many colonies, the greater portion of the floors of bridges up to the present time have been of timber, but in a number of new bridges plate floors are now being adopted. The weight of wrought iron is 40 lbs. for a plate one inch, thick and one foot square, and steel is two per cent, heavier. An allowance of three to four per cent, is generally added to the weight of plates and bars in any bridge to cover the weight of rivet heads. It is rather difficult to say much as regards the cost of bridges, as it is dependent so much on the distance which the bridge is from the manufacturer's yard, and on the difficulties of erection. At the present time, however, it may be considered that steel bridges for new railways can be erected complete at from 13/. os. to 16/. io.f. per ton, depen- dent on the conditions before referred to. In the case of replacing old bridges on a line where the traffic has to be kept up all the time, these prices might of course be very much exceeded. INDEX. Advantages of three main girders for short spans, 41 Allowance for weight of rivets, 102 Angle bars, ordinary sizes of, 53, 54 Annealing steel and iron, 37 Arrangement of cover plates, 56, 72, 73.97 Beams, stresses in solid, 19-26 Bearing area, 36, 69 Bearing plates, 76 Bed plates, 76, 98 Bending moments, 1-5 maxima, 9 Board of Trade rules and regula- tions, 34, 42 Breadth of flanges, S i Bridges, different types of, 41-48 — erection of, 38, loi — skew, 78 — width of, 42 Bridge floors with or without bal- last, 43> 44 Buckled plate floors, 83 Camber, 51 Cost of bridge-work, 102 Covers, 56, ^^, 73, 97 Cross girders, distance apart of, 83, 84 rolling load on, 88, 92 stresses in, 88, 89, 90 working stresses for, 36 Depth of girders, 49, 50 Distribution of loads on troughs, 45 Drainage of floors, 46, 78 Drilled rivet-holes, 38 Erection of bridges, 38, loi Example of bridge with two main girders, 83-99 three main girders, 59-80 four main girders, 81 Examples of different bridge floors, 78-82 — riveted joints,'56, 72, 73, 97 Fatigue of iron and steel, 35 Flanges, 17 — stresses in, 17 Graphic representation of bending moments, 6-8 — — vertical shearing stresses, 10-15 Horizontal bracing, 32 Iron, specification for, 38 — treatment of, 38, 39 — weight of, 102 Joints in plates and bars, 56 Loads on bridges, 27-33 — dead, 27, 28, 29 — rolling, 29-33 Materials, 37-40 Moment of resistance, 21 I04 PLATE-GIRDER RAILWAY BRIDGES. Neutral axis, 19 method of finding the, 23 Painting, 40 Parapets, distance between, 42 Plates, extras on, 53, 54, 55 — ordinary sizes of, 52-55 — planing edges of, 38 — with rolled edges, 38, 53 Punched rivet-holes, 57 Rail-bearers, 85 — load on, 85-87 Range of stress in girders, 35 Rivets, iron and steel, 38 — loose, 39 Rivet-heads, allowance for, 102 — holes, 38, 57 drilled in good work, 38 Rolled edge plates, 38, 53 Rolling load on bridges, 29, 33 Shearing strains, ic^-i 2 maxima, 13-14 graphic representation of, 11, 14, 15 Shearing stresses, working, 36 Sizes of plates and bars, 52-55 Specifications for iron and steel, 38, 39 Steel, specification for, 38 — treatment of, 37, 38 — weight of, 102 Stiffeners for plate webs, 77 Table of weights of main girders for different spans, 28 — of roUing loads for different spans, 31 Trough flooring, loads on, 45 distribution of loads on, 45 different kinds of, 77-82 Trough girders, 84 Troughs, longitudinal, 43, 47, 79, 80 — transverse, 60, 61, 78, 81 Webs of girders, 66, 96 • — minimum thickness of, 49 — strains in, 66, 96 Wind pressure,, 98 effect of, on small spans, 32 Weights of bridge floors, 28, 29 — iron and steel, 102 Working stresses in iron and steel, 35,36 London: printed by wIlliaM clowes and sons, limited, stamford street and charing cross, ■ PLATE I. Half Full Size n.ATE IT /Sr s'fS'fVg CLreO' 3. To seaiufies. 30 3L S C A L E S . £i?«?. Ih" dta- <^as rnf, -J'jaiutrt' b^r S K ■yie fig: ^ 25'. o" 4— FIC.Zr fig: 3r - 2 La 3'fS'f %' 'A"j>hfe ''r' "^' ' "^^ s= ■■ ^^ / !«-. J .'i«i_.«- ] sh'-if- 1 'l'^-.f^ / -^ /p^ ■/ \ ;/ \j 4i / „ \ / \ I n » "T 1 ""r'^^iil 1 '!■; lm..ji J L =,J L — J 1* M s i Scale . hiinrtTwt I Ti iJ f 1 1 w/-^ PLATE III. -Hi! dia ' cfa& nifie fig: 7. Ob. c-/ ^' \ / \ R R^ / ' \ / \ — 1 ^ ^1 |ii» > "^K:^^t|P"' "^^ s ^ iJ^^J ^ ^ Scale . ''/iplafe Ls l^'fltWi." 3/3' w Covers for Top Flanoe •if-- 1 1, 4'o' -A )<~ -7'.SJ-- jt i.'i^i. ?| Cross Section' ■7 T o cyo o Kip' o : o c c o GOO Tlojjci J ^>«! ' "o~"Q"Qfyio~ (fi'o ~5~o ■0/0' V CI ^^ >:|o: oio o o o op yo bib © o o o o 'd~o~o o_o\ o Q/*! o o © o O O 0/6 O ; O I Olli'.O ;O|0 OiO o o o o [o q^p 00 ^_i^_iirio 0* o Q c o o o o o \p o o bjiiio; ooolooooo ji ! — iii — 1 1 k j./o- I - 1'4' Scale- . - 'Covers for Bottom Flanoe PLATE IV: 5i?W.V'«^_-" 1:^-^^- ■- - _^_^. — .^^^ 'TTzo\S"x I'f"" ^" ' -- -"---4- - -.js:o'^n^FV>P~'^'^^^'r^^^-^ — :B:4ixi'.S)< ii" --^^^^^;^^>_-=^rrrr -f-.- ir'*"x2'S'x->k"- w.y^.' ^.J3'»^'''l'S"i: v:rrr:r^_. ^^___ - -> _^_- --' \ z angles S^S'/z-^ '/z" ""^"^^ ~— ~ — \ r. a^oliS Vgx y'% s '/z , 1 ScaZe^.- General Plan . ScaZe. 11 n 4L J T! p. & W. MAGLELLAN, LTD. CLUTHA WORKS, GLASGOW. Registered Telegraphic Address "MACLELLAN, GLASGOW." London Office ■ 8 GT. WINCHESTER ST., E.G. Office and Warehouse. ,129 TRONGATE, GLASGOW. FORTH BRIDGE AT ALLOA, N.B. CONTRACTORS FOR MACHINERY AND ENGINEERS' STORES, &c. MAKERS OF EVERY DESCRIPTION OF RAILWAY STORES, WAGONS, CARRIAGES, ENGINES, SLEEPERS, RAILS, RAILWAY FASTENINGS AND PERMANENT WAY MATERIAL FOR ALL GAUGES. IRON AND STEEL BRIDGES, GIRDERS, ROOFS, JETTIES, LIGHTHOUSES, PIERS, &c. OF EVERY KIND. PORTABLE RAILWAYS A SPECIALTY. CONSTRUCTIONAL WORK OF COTTON MILLS, WAREHOUSES, SUGAR STORES, TEA FACTORIES AND BUILDINGS GENERALLY, STEEL AND IRON ROLLED GIRDERS. ZORE, BULB TEE AND CHANNEL BEAMS, RAILS OF VARIOUS KINDS, TEES, ANGLES AND SPECIAL SECTIONS, FLITCH PLATES, CH~QUERED FOOT PLATES, BUCKLED PLATES, ROOFING SHEETS, &c LARGE STOCK OF STANDARD GIRDERS AND BEAMS ALWAYS IN HAND. COMPOUND RIVETTED X GIRDERS, PLATE AND ANGLE GIRDERS, PATENT FLOORING GIRDERS, IRON AND STEEL ROOFING, MACLELLAN'S FIREPROOF FLOORING AND CONSTRUCTION. CAST IRON COLUMNS, BEAMS AND WORK GENERALLY. CONTRACTORS TO H.B.M. HOME, INDIAN AND COLONIAL GOVERNMENTS. ENGINEERS, EXPORTERS, ARCHITECTS AND GEWEFTAL CONTRACTORS. 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Electrical Testing. — A Practical Guide to the Testing of Insulated Wires and, Cables. By Herbert Laws Webb, Member of the American Institute of Electrical Engineers, and of the Institution of Electrical Engineers, London. Crown Ivo, cloth, 4f. dd. Electricity. — The Arithmetic of Electricity: a Manual of Electrical Calculations by Electrical Methods. By T. O'CoNOR Sloane. Crown 8vo, cloth, 4J. bd. Electricity. — Short Lectures to Electrical Artisans, being a Course of Experimental Lectures delivered to a practical audience. By J. A. Fleming, M.A., D.Sc. (Lond.), Professor of Elec- trical Technology in University College, London. XVith diagrams, fourth edition, crown 8vo, cloth, 4J. Electricity. — Electricity, its Theory, Sources, and Applications. By John T. Sprague, M.Inst. E.E. Third edition, thoroughly revised and extended, with numeroiis illustrations and tables, crown 8vo, cloth, IS J. > Electricity. — Transformers : their Theory, Con- struction, and Application Simplified. By C. D. Haskins, Assoc. Mem. American Institute of Electrical Engineers. Illustrated, crown 8vo, cloth, 4?. f>d. Electricity in the House. — Domestic Electricity for Amateurs. Translated from the French of E. Hospitalier, Editor of 'L'Electricien,' by C. J. Wharton, M. Inst. E.E. Numerous illustrations. Demy 8vo, cloth, 6j. Contents : I. Production of the Electric Current— 2. Electric Bells — 3. Automatic Alarms — 4. Domestic Telephones — 5. Electric Clocks — 6. Electric Lighters — 7.* Domestic Electric Lighting — 8. Domestic Application of the Electric Light — 9. Electric Motors — 10. Electrical Locomo- tion — II. Electrotyping, Plating, and Gilding — 12. Electric Recreatioift— 13. Various appli- cations — Workshop of the 'EX<&cxxv^i^. 'EA&ctvo-M.aign&t.-The Electro-Magnet and Electro- magnetic Mechanism. By SiLVANUS P. Thompson, D.Sc, F.R.S. With 213 illustrations. Second edition, 8vo, cloth, Ijj. Electro-Motors. — Notes on design of Small Dy- namo. By Geo. Halliday, Whitworth Scholar, Professor of Engineer- ing at the Hartley Institute, Southampton. Plates, 8vo, cloth, 25. 6d. Electro-Motors. — The practical management of Dynamos and Motors. By Francis B. Crocker, Professor of Electrical . Engineering, Columbia College, New York, and Schuyler S. Wheeler, D.Sc. Cuts, crown 8vo, clotb, 4J-. dd. CATALOGUE OF SCIENTIFIC BOOKS Engineering Drawing, -r- Practical Geometry, Perspective and Engineering Drawing ; a Course of Descriptive Geometry adapted, to the Requirements of tlie Engineering' Draughtsman, including the determination of cast shadows and Isometric Projection, each cl}apter being followed by numerous examples; to which are added rules for - Shading, Shade-lining, etc., together with practical instructions as to the Lining, Colouring, Printing, and general treatment of Engineering Draw- ings, with a chapter on drawing Instruments. By George S. Clarke, Capt. R.E. Second edition, witA 21 pia/es. 2 vols., cloth, loj'. 6d. Engineers' Tables. — A^ Pocket-Book of Useful Formula and Memoranda for Civil and Mechanical Engineers. By Sir Guilford L. Molesworth, Mem. Inst. C.E., and R. B. Molesworth. With numerous illustrations, 782 pp. Twenty-third edition, 32mo, roan, 6j. Synopsis of Contents: Surveying, Levelling, etc.— Stretagth and Weight of Materials— Earthwork, Brickwork, Masonry, Arches, etc. — Struts', Columns, Beams, and Trusses — Floormg, Roofing, and Roof Trusses — Girders, Bridges, etc. — Railways and Roads — Hydraulic Formulae — Canals. Sewers, Waterworks, Docks — Irrigation and Breakwaters — Gas, Ventilation, and Warming — Heat, Light, Colour, and Sound — Gravity : Centres, Forces, and Powers — Millwork, Teeth of Wheels, Shafting, etc. — Workshop Recipes — Sundry Machinery — ^Animal Power — Steam and the Steam Engine — ^Water-power, Water-wheels, Turbines, etc. — ^Wind and Windmills- Steam Navigation, Ship Building, Tonnage, etc. — Gunnery, Projectiles, etc. — ^Weights, Measures, and Money — Trigonometry, Conic Sections, and Curves — ^Telegraphy — Mensura- tion — Tables of Areas and Circumference, and Arcs of Circles — Logarithms, Square and Cube Roots, Powers — Reciprocals, etc. — Useful Numbers — Differential and. Integral Calcu- lus—Algebraic Signs — ^Telegraphic Construction and FormuIa>. Engineers' Tables. — Spans Tables and Memo- randa for Engineers. ByJ.T. Hurst, C.E. Twelfth edition, revised and considerably enlarged, in waistcoat-pocket size (2f in, by 2 in.), roan, gilt edges, u. Experimental Science. — Experimental Science: Elementary, Practical,* and Experimental Physics. By Geo. M. Hopkins. Illustrated by 890 engravings. 840 pp., 8vo, cloth, i6j. Factories. — Our Factories, Workshops, and Ware- houses: their Sanitary and Fire- Resisting Arrangements. By B. K. Thwaite, Assoc Mem. Inst. C.E. With 183 wood engravings, crown 8vo, cloth, d. Mechanics. — The Essential Elements of Practical Mechanics, based on the principle of work ; designed for Engineering Students. By Oliver Byrne, formerly Professor of Mathematics, College for Civil Engineers. Fourth edition, illustrated ly numerous wood engravings, post 8vo, cloth, ']s. dd. Mechanical Engineering. — Handbook for Me- chanical Engineers. By Henry Adams, Professor of Engineering at the City of Loudon College, Mem. Inst. C.E., Mem. Inst. M.E., &c. Second edition, revised and enlarged. Crown 8vo, cloth, 6j. Contents : Fundamental Principles of Mechanics — ^Varieties and Properties of Materials — Strength of Materials and Structures — Pattern Making — Moulding and Founding — Forging, Welding and Riveting — Workshop Tools and General Machinery — Transmission of Power, Friction and Lubrication — Thermodynamics and Steam — Steam Boilers — ^The Steam Engine — Hy-. draulic Machinery — Electrical Engineering — Sundry Notes and Tables. ■ Mechanical Engineering. — The Mechanician : a Treatise on the Construction and Manipulation of Tools, for the use and instruction of Young Engineers and Scientific Amateurs, comprising the Arts of Blacksmithing and Forging ; the Construction and Manufacture of Hand Tools, and the various Methods of Using and Grinding them ; description of Hand and Machine Processes ; Turning and Screw Cutting. By Cameron Knight, Engineer. Containing 1147 illustrations, and 397 pages of letter-press. Fourth edition, 4to, cloth, i8j. Mechanical Movements. — The Engineers' Sketch- Sook of Mechanical Movements, Devices, Appliances, Contrivances, Details employed in the Design and Construction of Machinery for every purpose. Collected from numerous Sources and from Actual Work. Classified and' Arranged for Reference. Nearly 2000 Illustrations. By T. W. Barber, Engineer. Second edition, 8vo, cloth, "js. 6d. PUBLISHED BY E. & F. N. SPON. 13 Metal Plate ^otW.— Metal Plate Work: its. Patterns and their Geometry. Also Notes on Metals and Rules in Men- suration for the use of Tin, Iron, and Zinc Plate-workers, Coppersmiths, Boiler-makers and Plumbers. By C. T. Millis, M.I.M.E. Second edition, considerably enlarged. M'lth numerous illustrations. Crown 8vo, cloth, gj. Metrical Tables. — Metrical Tables. By Sir G. L. MoLESwoRTH, M.I.C.E. 32mo, cloth, u. (td. Mill-Gearing. — A Practical Treatise on Mill- Gear- ing, Wheels, Shafts, Riggers, etc. ; for the use of Engineers. By Thomas Box. Third edition, with 11 plates. Crown 8vo, cloth, ^s. 6d. Mill - Gearing. — T^e Practical Millwright and Engineer's Ready Reckoner; or Tables for finding the diameter and power of cog-wheels, diameter, weight, and power of shafts, diameter and strength of bolts, etc. By Th0M|A.s Dixon. Fourth edition, i2mo, cloth, 3^. Miners' Pocket-Book. — Miners Pocket-Book ; a Reference Book for Miners, Mine Surveyors, Geologists, Mineralogists, Millmen, Assayers, Metallurgists, and Metal Merchants all over the world. By C. G. Warnford Lock, author of ' Practical Gold Mining,' ' Mining and Ore-Dressing Machinery,' &c. Fcap. 8vo, roan, gilt edges, I2J. bd. Contents :' Motive Power — Dams and Reservoirs — ^Transmitting. Power — Weights and Measures — Prospecting — ■ Boring — Drilling — Blasting — Explosives — Shaft Sinking — Pumping — Venti- lating — Lighting — Coal Cutting — Hauling and Hoisting — Water Softening — Stamp Batteries — Crushing Rdtls — Jordan's Centrifugal Process — River Mining — Ore Dressing — Gold, Silver, Copper Smelting — Treatment of Ores — Coal Cleaning — Mine Surveying — British Rocks— .- Geological Maps — Mineral Veins — Mining Alethods — Coal Seams — Minerals — Precious Stones — Metals and Metallic Ores — Metalliferous Minerals— Assaying — Glossary — List of Useful Books— Index, &c., &c., &c. Mining and Ore-Dressing Machinery. — By. C. G. Warnford Lock, Author of ' Practical Gold Mining.' Numerous illustrations, super-royal 4to, ploth, 25^-. Mining Machinery. — Mining Machinery : a Descriptive Treatise on the Machinery, "^ools, and other Appliances used in Mining. By G. G. Andre, F.G.S., Assoc. Inst. C.E., Mem. of the Society of Engineers. Royal 4to, uniform .with the Author's Treatise on Coal Mining, containing 1S2 plates, accurately drawn to scale, , with descriptive text, in 2 vols., cloth, 3/. 12s. Contents ; Machinery for Prospecting, Excavating, Hauling, and Hoisting — Ventilation — Pumping — Treatment of Mineral Products, including Gold and Silver, Copper, Tin and Lead, Iron, Coal, Sulphur, China Clay, Brick Earth, etc. 14 CATALOGUE OF SCIENTIFIC BOOKS Municipal Engineering; — The Municipal and Sanitary Engineer's Handbook. By H. Percy Boulnois, Mem. Inst. C.E., Borough Engineer, Portsmouth, With numerous illustrations. Second edition, demy 8vo, cloth, ijj. Contents : The Appointment and Duties of the Town Surveyor — Trafi&c — Macadamised Roadways- Steam RoUing — Road Metal and Breakiug — Pitched Pavements— Asphalte — Wood Pavements — Footpaths — Kerbs and Gutters — Street Naming and Numbering — Street Lighting — Sewer- age — Ventilation of Sewers — Disposal of Sewage — House Drainage— Disinfection — Gas and ' Water Companies, etc.. Breaking up Streets — Improvement of Private Streets — Borrowing Powers — ^Artizans* and Labourers' Dwellings — Public Conveniences — Scavenging, including Street Cleansing — Watering and the Removing of Snow — Planting Street Trees— Deposit of Plans — ^Dangerous Buildings — Hoardings — Obstructions — Improvmg Street Lines — Cellar Openings — Public Pleasure Grounds — Cemeteries — Mortuaries — Cattle and Ordinary Markets ■^Public Slaughter-houses, etc. — Giving numerous Forms of Notices, Specifications,- and General Information upon these and other subjects of great importance to Municipal Engi- neers and others engaged in Sanitary Work. Paints. — Pigments, Paint and Painting. A Practical Book for Practical Men. By George Terry. With illus- trations, crown 8vo, cloth, "js. 6d. Paper Manufacture. — A Text-Book of Paper- Making. By C. F. Cross and E. J. Bevan. With engravings, crown 8vo, cloth, 12^. (id. Perfumery. — Perfumes and their Preparation-, con- tainining complete directions for making Handkerchief Perfumes,, Smellipg Salts, Sachets, Fumigating Pastils, Preparations for the care of the Skin,, the Mouth, the Hair, and other Toilet articles, with a detailed description of aromatic substances, their nature, tests of purity, and wholesale manufacture. By G. W. Askinson, Dr. Chem. With 32 engravings, 8vo, cloth, I2j. dd. Perspective. Perspective, Explained and Illus- trated. By G. S. Clarke, Capt. R.E. With illustrations, 8vo, cloth, 3J. ()d. Petroleum. — The Marine Transport of Petroleum^ A Book for the use of Shipowners, Shipbuilders, Underwriters, Mer- chants, Captains and Officers of Petroleum-carrying Vessels. By G. H. Little, Editor of the 'Liverpool Journal of Commerce.' Crown 8vo, cloth, lOJ. iid. Phonograph. — The Phonograph, and How to Con- structit. With a Chapter on Sound. By W. Gillett. With engravings , and full working drawings, crown 8vo, cloth, 5j. PUBLISHED BY E. & F. N. SPON. 15 Pharmacy. — A Pocket-book for Pharmacists, Medi- cal Practitianers, students, etc., etc.-(British, Colonial, and Americat^. By Thomas Baylky, Assoc. R. Coll. of Science, Consulting Chemist, Analyst, and Ass'ayer, Author of a 'Pocket-book for Chemists,' 'The Assay and Analysis of Iron and Steel, Iron Ores, and Fuel,' etc., etc. Royi 32mo, boards, gilt edges, ds. Plumbing. — Plumbing, Drainage, Water Supply and Hot Water Fitting. By John Smeaton, ' C.E., M.S.A., R.P., Examiner to the Worshipful Plumbers' Company. Numerous engravings, 8vo, cloth, "Js. 6a?. Pumping Engines. — Practical Handbook on Direct-acting Pumping Engine and Steam Pump Construction, By Philip R. Bjorling. With 20 flates, crown 8vo, cloth, 5^. Pumps. — A Practical Handbook on Pump Con- struction. By Philip R. Bjorling. Plates, crown 8vo, cloth, 5^, Contents : Principle of the action of a Pump— Classification of Pumps — Description of various classes of Pumps — Remarks on designing Pumps — Materials Pumps should be made of for different kinds of Liquids — Description of various classes of Pump-valves^Materials Pump- valves shouldi be made of for different kinds of Liquids — ^Various Classes of Pump-buckets — On designing Pump-buckets — Various Classes of Pump-pistons — Cup-leathers — ^Air-vessels — Rules and Formulas, &c,, &c. Pumps. — Pump Details., With 278 illustrations. By Philip R. Bjorling, author of a Practical Handbook on Pump Construction. Crown Svo, cloth, Is. (id. Contents : Windbores — Foot-valves and Strainers — Clack-pieces, Bucket-doo)--pieces, and H-pieces • Working-barrels and Plunger-cases — Plungers or Rams — Piston and Plunger, Bucket and Plunger, Buckets and Valves — Pump-rods and Spears, Spear-rod Guides, &c. — Valve-swords, Spindles, and Draw-hooks— Set-offs or Off-sets — Pipes, Pipe-joints, and Pipe-stays — Pump- slings — Guide-rods and Guides, Kites, Yokes, and Connecting-rods — L Bobs, T Bobs, Angle or V Bobs, and Balance-beams, Rock-arms, and Fend-off Beams, Cisterns, and Tanks — Minor Details. Pumps. — Pumps and Pumping Machinery. By F. COLYER, Mem. Inst. C.E., Mem. Inst. M.E. Part I., second edition, revised and enlarged, with Jo plates, Svo, cloth, \l. is. Contents ; Three-throw Lift and Well Pumps — Tonkin's Patent " Cornish " Steam Pump — ^Thome- will and Warham's Steam Pump — Water Valves — Water Meters — Centrifugal Pumping Machinery — Airy and Anderson's Spiral Pumps — Blowing Engines — Air Compressors — Horizontal High-pressure Engines — Horizontal Compound Engines — Reidler Engine — Ver- tical Compound Pumping fiigines — Compound Beam Pumping , Engines — Shonheyder's Patent Regulator— Cornish Beam Engines — Worthington High-duty Pumping Engine — Davy's Patent Differential Pumping Engine — ^Tonkin's Patent Pumping Engine— Lancashire Boiler — Babcock and Wilcox Water-tube BoiIers.|l 1 6 CATALOGUE OF SCIENTIFIC BOOKS Pumps. — PumpSy Historically^ Theoretically, and Practically Considered. By P. R. BjoRLiNG. With 156 illustrations. Crown 8vo, cloth, 7j. dd. Quantities. — A Complete Set of Contract Documents for a Country Lodge, comprising Drawings, Specifications, Dimensions (for quantities), Abstracts, Bill of Quantities, Form of Tender and Con- tract, with Notes by J. Leaning, printed in facsimile of the original documents, on single sheets fcap., in linen case, Sj, Quantity Surveying. — Quantity Surveying. By J. Leaning. With 42 illustrations. Second.jedition, revised, crown 8vo, cloth, 9J. Contents : A complete Explanation of the London Practice. General Instructions. Order of Taking Off. Modes of Measurement of the various Trades. Use and Waste. % Ventilation and Warming, Credits, with various Examples of Treatment. Abbreviations. Squaring the Dimensions. Abstracting, with Examples in illustration of each Trade. Billing, Examples of Preambles to each Trade. Form for a Bill of Quantities. Do. Bill of Credits. Do. Bill for Alternative Estimate. Restorations and Repairs, and Form of Bill. Variations before Acceptance of Tender, Errors in a Builder's Estimate. Schedule of Prices. Form of Schedule of Prices. Analysis of Schedule of Prices. Adjustment of Accounts. Form of a Bill of Variations. Remarks on Specifications. Prices and Valuation of Work, with Examples and Remarks upon each Trade. The Law as it affects Quantity Surveyors^ with Law Reports. Taking Off after the Old Method. Northern Practice. , The General Statement of the Methods recommended by the Manchester Society of Architects for taking Quantities. Examples of Collections. Examples of * ' Taking Off" in each Trade. Remarks on the Fast and Present Methods of Estimating, — Railway Curves, — Tables for Setting out Curves for Railways^ Canals, Roads, etc, varying from a radius of five chains to three miles. By A. Kennedy and R, W. Hackwood, Illustrated, 32mo, cloth, zs. 6d, Roads. — The Maintenance of Macadamised Roads. By T. CODRINGTON, M.I.C.E., F.G.S., General Superintendent of County Roads for South Wales. Second edition, 8vo, cloth, *js. 6d, Safety Valve. — Safety Valves: their history, ante- cedents, invention, and calculation ; including the most recent examples of Weighted and Spring-loaded Valves, also showing the effect of Atmo- spheric Pressure on Safety Valve Discs, showing the curious phenomenon of Balls being sustained by an inclined current of Air ; Vacuum Valves, and their importance in heating and boiling. By W. B, Le Van. With 69 engravings, fcap. 8vo, cloth, 6j. 6d. PUBLISHED BY E. & F. N. SPON. 17 Scamping Tricks. — Scamping Tricks and Odd Knowledge occasionally practised upon Public Works, chronicled from the confessions of some old Practitioners. By John Newman, Assoc. M. Inst. C.E., author of ' Earthwork Slips and Subsidences upon Public Works,' ' Notes on Concrete,' &c. Crown 8vo, cloth, 2.s. 6d. Screw Cutting. — Turners Handbook on Screw Cutting, Coning, etc., etc., with Tables, Examples, Gauges, and Formulae. By Walter Price. Fcap. 8vo, cloth, u. Screw Cutting. — Screw Cutting Tables for En- gineers and Machinists, giving the values of the different trains of Wheels required to produce Screws of any pitch, calculated by Lord Lindsay, M.P. Oblong, cloth, 2s. Screw Cutting. — Screw Cutting Tables, for the use of Mechanical Engineers, showing the proper arrangement of Wheels for cutting the Threads of Screws of any required pitch, with a Table for making the Universal Gas-pipe Threads and Taps. By W. A. Martin, Engineer. Second edition, oblong, cloth, \s. Slide Valve. — A Treatise on a Practical Method of Designing Slide- Valve Gears iy Simple Geometrical Construction, based upon the principles enunciated in Euclid's Elements, and comprising the various forms of Plain Slide- Valve, and Expansion Gearing ; together with Stephdhson's, Gooch's, and Allan's Link-Motions, as applied either to reversing or to .variable expansion combinations. By Edward J. Cow- ling Welch, Mem. Inst. M.E. Crown 8vo, cloth, 6s. Steam Boilers. — Steam Boilers, their Manage- ment and Working on land and sea. By James Peattie. Witk^ illustrations, crown 8vo, cloth, 5^. Contents : Water Combustion— Incrustation— Priming— Circulation— Fitting— Stiff for Steam— Soot and Scale effects— Feed— Blowing out— Changing Water— Scale Prevention— Expansion of Boilers— Latent Heat— Firing— Banking Fires— Tube stopping— Concentration of Heat- Boiler Repairs — Explosions, &c., &c. Steam Engine. — The Steam Engine considered as a Thermodynamic Machine, a treatise on the Thermodynamic efficiency of Steam Engines, illustrated by Tables, Diagrams, and Examples from Practice. By Jas. H. Cotterill, M.A., F'.R.S., Professor of Applied Mechanics in the Royal Naval College. Second edition, revised and enlarged, 8vo, cloth, 15J. B CATALOGUE OF SCIENTIFIC BOOKS Steam Engine. — A Practical Treatise on the Steam Engine, containing Plans and Arrangements of Details for Fixed Steam Engines, with Essays on the Principles involved in Design and Construction. By Arthur Rigg, Engineer, Member of the Society of Engineers and of the Royal Institution of Great Britain. Demy 4to, copiously illustrated with woodcuts and 103 plates, in one Volume. Second edition, cloth, z^s. This work is not, in any sense, an elementary treatise, or Ilistory of the steam engine, tut is intended to describe examples of Fixed Steam Engines without entering into tlie wide domain of locomotive or marine practice. To this end illustrations will be giveii of the most recent arrangements of Horizontal, Vertical, Beam, Pumping, Winding, Portable, Semi- portable, Corliss, Allen, Compound, and other similar Engines, by the most eminent Firms in Great Britain and America. The laws relating to the action and precautions to be observed in the construction of the various details, such as Cylinders, Pistons, Piston-rods, Connecting- rods, Cross-heads, Motion-blocks, Eccentrics, Simple, Expansion, Balanced, and Equilibrium Slide-valves, and Valve-gearing will be minutely dealt with. In this connection will be found articles upon the Velocity of Reciprocating Parts and the Mode of Applying the Indicator. Heat and Expansion of Steam Governors, and the like. It is the writer's desire to draw illustrations from every possible source, and give only those rules that present practice deems correct. Steam Engine. — Steam Engine Management ; a Treatise on the Working and Management of Steam Boilers. By F. CoLYER, M. Inst. C.E., Mem. Inst. M.E. New edition, iSmo, cloth, %s. 6d. Steam Engine. — A Treatise on Modem Steam Engines and Boilers, including Land, Locomotive and Marine Engines and Boilers, for the use of Students. By Frederick Colyer, M. Inst. C.E., Mem. Inst. M.E. With 7,(1 plates. 4to, cloth, I2J-. 6^. Contents : 1. Introduction — 2. Original Engines — 3. Boilers — 4. High-Pressure Beam Engines — 5. ■ Cornish Beam Engines — 6. Horizontal Engines — 7. Oscillating Engines — 8. Vertical High- Pressure Engines — 9. Special Engines — 10. Portable Engines — ^11. Locomotive Engines^ 12. Marine Engines. Sugar. — A Handbook for Planters and Refiners ; being a comprehensive Treatise on the Culture of Sugar-yielding Plants, and on the Manufacture, Refining, and Analysis of Cane, Palm, Maple, Melon, Beet, Sorghum, Milk, and Starch Sugars ; with copious Statistics of their Production and Commerce, and a chapter on the Distillation of Rum. By C. G. Warnford Lock, F.L.S., &c. ; B. E. R. Newlands, F.C.S., F.I.C, Mem. Council Soc. Chemical Industry; and J. A. R. Newlands, F.C.S., F.I.C. Upwards 0/200 illustrations aiid many plates, 8vo, cloth, i/. los. Surveying. — A Practical Treatise on the Science of. Land and Engineering Surveying, Levelling, Estimating Quantities, etc., with a general description of the several Instruments required for Sur- veying, Levelling, Plotting, etc. By H. S. Merrett. Fourth edition, revised by G. W. UsiLL, Assoc. Mem. Inst. C.E. 41 plntes, with illus- trations and tables, royal 8vo, cloth, 12/. M. PUBLISHED BY E. & F. N. SPON. 19 Tables of Logarithms. — A B C Five-Figure Logarithms for general use. By C. J. Woodward, B.Sc. Containing Mantissse of numbers to 10,000. Log. Sines, Tangents, Cotangents, and Cosines to 10" of Arc. Together with full explanations and simple exercises showing use of the tables. 4^. Tables of Squares. — Barlow's Tables of Sqtcares, Cubes, Square Roots, Cube Soots, Reciprocals of all Integer Numbers up to 10, coo. Post 8vo, cloth, 6j. Telephones. — Telephones, their Construction and Fitting. By F. C. Allsop. Second edition, revised and enlarged. With 210 illustrations. Crown 8vo, cloth, 51. Tobacco Cultivation. — Tobacco Growing, Curing, and Manufacturing ; a Handbook for Planters in all parts of the world. ■ Edited by C. G. Warnford Lock, F.L.S. With illustrations. Crown 8vo, cloth, 7j. (>d. Tropical Agriculture. — Tropical Agriculture: a Treatise on the Culture, Preparation, Commerce and Consumption of the principal Products of the Vegetable Kingdom. By P. L. Simmonds, F.L.S., F.R.C.I. New edition, revised and enlarged, 8vo, cloth, z\s. Turning. — The Practice of Hand Turning in Wood, Ivory, Shell, etc., with Instructions for Turning such Work in Metal as may be required in the Practice of Turning in Wood, Ivory, etc. ; also an Appendix on Ornamental Turning. (A book for beginners.) By Francis Campin. Third edition, with wood engravings, crown Svo, cloth, 3^. ()d. Valve Gears. — Treatise' on Valve- Gears, with special consideration of the Link-Motions of Locomotive Engines. By Dr. GusTAV Zeuner, Professor of Applied Mechanics at the Coufede. rated Polytechnikum of Zurich. Translated from the Fourth German Edition, by Professor J. F. KleiN, Lehigh University, Bethlehem, Pa. Illustrated, Svo, cloth, \2s. 6d, Varnish. — The practical Polish and Varnish-Maker ; > a Treatise containing 750 practical Receipts and Formulas for the Manu- facture of Polishes, Lacquers, Varnishes, and Japans of all kiiids, for workers in Wood and Metal, and directions for using same. By H. C. Standage (Practical Chemist), author 'of 'The Artist's Manual of Pigments.' Crown Svo, cloth, ts. CATALOGUE OF SCIENTIFIC BOOKS Ventilation. — Health and Comfort in House Build- ing; or, Ventilation with Warm Air by Self-acting Suction Power. With Review of the Mode of Calculating the Draught in Hot-air Flues, and with some Actual Experiments by J. Drysdale, M.D., and J. W. Hayward, M.D. With plates and woodcuts. Third edition, with some New Sections, and the whole carefully revised, 8vo, cloth, "Js. id. Warming and Ventilating. — A Practical Treatise ufon Warming Buildings by Hot Water, and upon Heat and Heating Appliances in general ; with an inquiry respecting Ventilation, the cause and action of Draughts in Chimneys and Flues, and the laws relating to Combustion. By Charles Hood, F.R.S., F.R.A.S., &c. Re-written by FREDEgiCK Dye. 8vo, cloth, 15^. Watchwork. — Treatise on Watchwork, Past and Present. By the Rev. H. L. Nelthropp, M.A., F.S.A. With 32 illustrations, crown 8yo, cloth, 6s. 6d. Contents : Definitions of Words and Terms used in Watchwork — Tools — Time — Historical Sum- , mary — On Calculations of the Numbers for Wheels and Pinions : their Proportional Sizes, Trains, etc. — Of Dial Wheels, or Motion Work — Length of Time of Going without Winding up — The Verge — The Horizontal — ^The Duplex — The Lever — The Chronometer — Repeating Watches — Keyless Watches — The Pendulum, or Spiral Spring — Compensation — Jewelling of Pivot Holes — Clerkenwell — Fallacies of the Trade — Incapacity of Workmen — How to Choose and Use a Watch, etc. Waterworks. — The Principles of Waterworks Engineering. By J. H. TuDSBERY Turner, B.Sc, Hunter Medallist of Glasgow University, M. Inst. C.E., and A. W. Brightmore, M.Sc, Assoc. M. Inst. C.E. With illustrations, medium 8vo, cloth, 25J. Well Sinking. — Well Sinking. The modern prac- tice of Sinking and Boring Wells, with geological conside;rations and examples of Wells. By Ernest Spon, Assoc. Mem. Inst. C.E. Second edition, revised and enlarged. Crown 8vo, cloth, loj-. 6a?. Wiring. — Incandescent Wiring Hand-Book. By F. B. Badt, late ist Lieut. Royal Prussian Artillery. With 41 illustra- tions and 5 tables. i8mo, cloth, 4J. dd. Wood-working Factories. — On the Arrange- ment, Care, and Operation of Wood-working Factories and Machinery forming a complete Operator's Handbook. By J. Richard, Mechanica Engineer. Second edition, revised, woodcuts, crown 8vo, cloth, 5j. PUBLISHED BY E. & F. N. SPON. 21 8P0N8' DICTIONARY OF ENGINEERING, CIVIL, MECHANICAL, MILITARY, & NAVAL, Technical Terms in French, German, Italian, and Spanish. In 97 numbers, Super-royal 8vo, containing ■^l^fl printed -pages and 7414 engravings. Any number cin be had separate : Nos. i to 95 is. each, post free ; Nos. 96, 97, 2s., post free. Complete List of ALL THE Subjects ; Nos. Nos. Abacus .. I Barrage 8 and 9 Adhesion t Battery .. .. 9 and 10 Agricultural Engines I and 2 Bell and Bell-hanging .. 10 Air-Chamber .. 2 Belts and Belting.. .. 10 and II Air- Pump .. .. 2 Bismuth .. .. II Algebraic Signs . . .. 2 Blast Furnace .. II and 12 Alloy .. 2 Blowing Machine .. 12 Aluminium .. 2 Body Plan.. . 12 and 13 Amalgamating Machine . . .. 2 Boilers ■ 13. 14. IS Ambulance .. 2 Bond . 15 and 16 Anchors .. 2 Bone Mill .. 16 Anemometer 2 and 3 Boot-making Machinery .. 16 Angular Motion . . 3 and 4 Boring and Blasting . 16 to 19 Angle-iron . . •• 3 Brake . 19 and 20 Angle of Friction . . • ■ 3 Bread Machine .. 20 Animal Charcoal Machine .. 4 Brewing Apparatus . 20 and 21 Antimony, 4 ; Anvil •■ 4 Brick-making Machines . .. 21 Aqueduct, 4 ; Arch .. 4 Bridges . 21 to 28 Archimedean Screw •• 4 .Buffer .. 28 Arming Press 4andS Cables . 28 and 29 Armour, 5 ; Arsenic •• s Cam, 29 ; Canal . . .. 29 Artesian Well •• s Candles . 29 and 30 Artillery, S and 6 ; Assaying .. 6 Cement, 30; Chimney . .. 30 Atomic Weights . . 6 and 7 Coal Cutting and Washing Ma- Auger, 7 ; Axles . . .. 7 chinery •• 31 Balance, 7; Ballast^ •• 7 Coast Defence 31. 32 Bank Note Machinery .. .. 7 Compasses ..32 Barn Machinery .. ,. 7 and 8 Construction 32 and 33 Barker's Mill .. .. 8 Cooler, 34 ; Copper •• 34 Barometer, 8; Barracks .. .. 8 Cork-cutting Machine . .. 34 CATALOGUE OF SCIENTIFIC BOOKS Nos. Corrosion . . . . . . 34 and 35 Cotton Machinery . . . • 35 Damming .. .. .. 35 to 37 Details of Engines .. 37,38 Displacement .. .. ..38 Distilling Apparatus . . 38 and 39 Diving and Diving Bells .. 39 Docks . . . . • ■ 39 and 40 .Drainage ,. ., ..40 and 41 Drawbridge .. .. ..41 Dredging Machine .. ..41 Dynamometer .. .. 41 to 43 Electro-Metallurgy .. 43, 44 Engines, Varieties .. 44, 45 Engines, Agricultural .. i and 2 Engines, Marine .. .. 74, 75 Engines, Screw .. .. 89, 90 Engines, Stationary .. 91, 92 Escapement .. .. 45, 46 Fan 46 File-cutting Machine . , . . 46 Fire-arms .. .. .. 46, 47 Flax Machinery .. .. 47,48 Float Water-wheels .. ..48 Forging .. .. .. ..48 Founding and Casting .. 48 to 50 Friction, 50 ; Friction, Angle of 3 Fuel, 50; Furnace .. 50, 51 Fuze, 51 ; Gas .. ..' .. 51 Gearing 51, 52 Gearing Belt .. ;. 10, II Geodesy . . . . • • 5^ and 53 Glass Machinery .. .. ..53 Gold, S3, 54; Governor.. .. 54 Gravity, 54; Grindstone .. 54 Gun-carriage, 54 ; Gun Metal . . 54 Gunnery . . . . . . 54 to 56 Gunpowder .. .. .. S6 Gun Machinery .. .. 5^,57 Hand Tools .. .. 57, 58' Hanger, 58; Harbour .. ..58 Haulage, 58, 59; Hinging .. 59 Hydraulics and Hydraulic Ma- chinery .. .„ .. 59 to 63 Ice-making Machine . . . . 63 India-rubber .. .. ..63 Indicator .. .. ..63 and 64 Injector .. .. .. .. 64 Iron 64 to 67 Iron Ship Building .. ..67 Irrigation .. .. ..67 and 68 Nos. Isomorphism, 68 ; Joints . . 68 Keels and Coal Shipping 68 and 69 Kiln, 69 ; Knitting Machine .. 69 Kyanising ., .. .. ..69 Lamp, Safety .. .. 69, 70 Lead 70 Lifts, Hoists .. .. 70, 71 Lights, Buoys, Beacons ..71 and 72 Limes, Mortars, and Cements .. 72 Locks and Lock Gates . . 72, 73 Locomotive .. .. .-73 Machine Tools .. .. 73,74 Manganese .. .. .-74 Marine Engine .. ,.74 and 75 Materials of Construction 75 and 76 Measuring and Folding . . . . 76 Mechanical Movements . . 76, 77 Mercurj', 77 ; Metallurgy . . 77 Meter 77, 78 Metric System .. .. ..78 Mills 78, 79 Molecule, 79 ; Oblique Arch . . 79 Ores, 79,80; Ovens .. ..80 Over-shot Water-wheel .. 80,81 Paper Machinery . . .. ..81 Permanent Way .. .. 81,82 Piles and Pile-driving . . 82 and 83 Pipes 83, 84 Planimeter .. .. ..84 Pumps . . ... . . 84 and 8$ Quarrying .. .. .. ..85 Railway Engineering . . 85 and 86 Retaining Walls 86 Rivers, 86, 87 ; Riveted Joint .. 87 Roads 87, 88 Roofs 88,89 Rope-making Machinery . . 89 Scaffolding .. .. ,.89 Screw Engines .. .. 89,90 Signals, 90; Silver .. 90, 91 Stationary Engine .. 91,92 Stave-making & Cask Machinery 92 Steel, 92 J Sugar Mill ,. 92,93 Surveying and Surveying Instru- ments .. .. .. 93, 94 Telegraphy .. .. 94, 95 Testing, 95 ; Turbine .. ••95 Ventilation .. 95, 96, 97 Waterworks .. ,. 96, 97 Wood-v7orking Machinery 96, 97 Zinc 96,97 PUBLISHED BY E. & F. N. SPON. 23 In super-royal 8vo, iz68 pp., with 2400 illusiraiums^ in 3 Divisions, cloth, price 13^. 6d. each ; or i vol., cloth, al. ; or half-morocco, 2/, 8f . A SUPPLEMENT TO SPONS' DICTIONARY OF ENGINEERING. Edited by ERNEST SPON, Memb. Soc. Engineers. Abacus, Counters, Speed Indicators, and Slide Rule. Agricultural Implements and Machinery. Air Compressors. Animal Charcoal Ma- chinery. Antimony. Axles and Axle-boxes. Bam Machinery. Belts and Belting. Blasting. Boilers. Brakes. Brick Machinery. Bridges. Cages for Mines. Calculus, Differential and Integral. Canals. Carpentry. Cast Iron. Cement, Concrete, Limes, and Mortar. Chimney Shafts. Coal Cleansing and Washing, Coal Mining. ' Coal Cutting Machines. Coke Ovens. , Copper. Docks. Drainage. Dredging Machinery. Dynamo - Electric and. Magneto-Electric Ma- chines. Dynamometers. Electrical Engineering, Telegraphy, Electric Lighting and its prac- tical details,Telephones Engines, Varieties of. Explosives.- Fans. Founding, Moulding and the practical work of the Foundry. Gas, Manufacture of. Hammers, Steam and other Power. Heat. Horse Power. Hydraulics. Hydro'geology. Indicators. Iron. Lifts, Hoists, and Eleva tors. Lighthouses, Buoys, and Beacons. Machine Tools. Materials of Construc- tion. Meters. Ores, Machinery and Processes employed to Dress. Piers. Pile Driving. Pneumatic Transmis- sion. Pumps. Pyrometers. Road Locomotives, Rock Drills. Rolling Stock. Sanitary Engineering. Shafting. Steel. Steam Navvy. Stone Machinery, Tramways. WeU Sinking, 24 CATALOGUE OF SCIENTIFIC BOOKS. In demy 4to, handsomely bound in cloth, illustrated with 220 full page j>lates. Price iSj. ARCHITECTURAL EXAMPLES IN BRICK, STONE, WOOD, AND IRON, A COMPLETE WOBK ON THE DETAILS AND AREANGEMENT OF BUILDING CONSTEUCTION AND DESIGN. By WILLIAM FULLERTON, Architect. Containing 220 Plates, with numerous Drawings selected from the Architecture of Former and Present Times. The Details and Designs are Drawn to Scale, \", J", J", and Full Hie being chiefly used. The Plates are arranged in Two Parts. The First Part contains Details of Work in the four principal Building materials, the following being a few of the subjects in this Part : — Various forms of Doors and Windows, Wood and Iron Roofs, Half Timber Work, Porches, Towers, Spires, Belfries, Flying Buttresses, Groining, Carving, Church Fittings, Constructive and Ornamental Iron Work, Classic and Gothic Molds and Ornament, Foliation Natural and Conventional, Stained Glass, Coloured Decoration, a Section to Scale of the Great Pyramid, Grecian and Roman Work, Continental and English Gothic, Pile Foundations, Chimney Shafts according to the regulations of the London County Council, Board Schools. The Second Part consists of Drawings of Plans and Elevations of Buildings, arranged under the following heads ; — Workmen's Cottages and Dwellings, Cottage Resi- dences and Dwelling Houses, Shops, Factories, Warehouses, Schools, Churches and Chapels, Public Buildings, Hotels and Taverns, and Buildings of a general character. All the Plates are accompanied with particulars of the Work, with Explanatory Notes and Dimensions of the various parts. specimen Pages j reduced from the qriginaU, ApcKirtcTural ExamlJu— Brickwo'4i *«. Ar^i^irfal ExaiifJu-^ I I ^ ^1 — Sfent-WflfK- ArefiiftcTural Exan^tB— Window* 26 CATALOGUE OF SCIENTIFIC BOOKS With nearly 1500 illustrations, in super-royal 8vo, in 5 Divisions, cloth. Divisions I to 4, 13J. (sd. each ; Division S, i7j. ^d. ; or 2 vols., cloth, J^'i loj. SPONS' ENCYCLOPEDIA INDUSTRIAL ARTS, MANUFACTURES, AND COMMERCIAL PRODUCTS. Edited by C. G. WARNFORD LOCK, F.L.S. Among the more important of the subjects treated of, are the following : — Acids, 207 pp. 220 figs. Alcohol, 23 pp. 16 figs. Alcoholic Liquors, 13 pp. Alkalies, 89 pp. 78 figs. Alloys. Alum. Asphalt. Assaying. Beverages, 89 pp. 29 figs. Blacks. Bleaching Powder, 15 pp. Bleaching, 5 1 pp. 48 figs. Candles, 18 pp. g figs. Carbon Bisulphide. Celluloid, 9 pp. Cements. Clay. Coal-tar Products, 44 pp. 14 figs. Cocoa, 8 pp. Coffee, 32 pp. 13 figs. Cork, 8 pp. 17 figs. Cotton Manufactures, 62 pp. 57 figs. Drugs, 38 pp. Dyeing and Calico Printing, 28 pp. 9 figs. Dyestuffs, 16 pp. Electro-Metallurgy, 13 pp. Explosives, 22 pp. 33 figs. Feathers. Fibrous Substances, 92 pp. 79 figs. Floor-cloth, 16 pp. 21 figs. Food Preservation, 8 pp. Fruit, 8 pp. Fur, S pp. Gas, Coal, 8 pp. Gems. Glass, 45 pp. 77 figs. Graphite, 7 pp. Hair, 7 pp. Hair Manufactures. Hats, 26 pp. 26 figs. Honey. Hops. Horn. Ice, 10 pp. 14 figs. Indiarubber Manufac- tures, 23 pp. 17 figs. Ink, 17 pp. Ivory. Jute Manufactures, 1 1 pp., II figs. Knitted Fabrics — Hosiery, 15 pp. 13 figs. Lace, 13 pp. 9 figs- Leather, 28 pp. 31 figs. Linen Manufactures, 16 pp. 6 figs. Manures, 21 pp. 30 figs. Matches, 17 pp. 38 figs. Mordants, 13 pp. Narcotics, 47 pp. Nuts, 10 pp. Oils and Fatty Sub- stances, 125 pp. Paint. . Paper, 26 pp. 23 figs. Paraf&n, 8 pp. 6 figs. Pearl and Coral, 8 pp. Perfumes, 10 pp. Photography, 13 pp. 20 figs. Pigments, 9 pp. 6 figs. Pottery, 46 pp. 57 figs. Printing and Engraving, 20 pp. 8 figs. Rags. Resinous and Gummy Substances, 75 pp. 16 figs. Rope, 16 pp. 17 figs. Salt, 31 pp. 23 figs. Silk, 8 pp. Silk Manufactures, 9 pp. II figs. Skins, 5 pp. Small Wares, 4 pp. Soap and Glycerine, 39 pp. 45 figs. Spices, 16 pp. Sponge, 5 pp. Starch, 9 pp. 10 figs. Sugar, 15s pp. 134 figs- Sulphur. Tannin, 18 pp. Tea, 12 pp. Timber, 13 pp. Varnish, 15 pp. Vinegar, 5 pp. Wax, 5 pp. Wool, 2 pp. Woollen Manufactures, 58 pp. 39 figs- PUBLISHED BY E. & F. N. SPON. 27 Crown 8vo, cloth, with illustrations, Sj. WORKSHOP RECEIPTS. FIRST SERIES. Synopsis of Contents, Freezing. Fulminates. Furniture Creams, Oils, Polishes, Lacquers, and Pastes. Gilding. Glass Cutting, Cleaning, Frosting, Drilling, Darkening, Bending, Staining, and Paint- ing. Glass Making. Glues. Gold._ Graining. Gums. Gun Cotton. Gunpowder. Horn Working. Indiarubber. Japans, Japanning, and kindred processes. Lacquers. Lathing. Lubricants. MarbleWorking. Matches. Mortars. Nitro-Glycerine. Oils. Bookbinding. Bronzes and Bronzing. Candles. Cement. Cleaning. Colourwashing. Concretes. Dipping Acids. Drawing Olfice Details. Drying Oils. Dynamite, Electro - Metallurgy — (Cleaning, Dipping, Scratch-brushing, Bat- teries, Baths, and Deposits of every description). Enamels. Engraving on Wood, Copper, Gold, Silver, Steel, and Stone. Etching and Aqua Tint. Firework Making — (Rockets, Stars, Rains, Gerbes, Jets, Tour- biHons, Candles, Fires, Lances,Lights, Wheels, Fire-balloons, and minor Fireworks). Fluxes. Foundry Mixtures. Besides Receipts relating to the lesser Technological matters and processes, such as the manufacture and use of Stencil Plates, Blacking, Crayons, Paste, Putty, Wax, Size, Alloys, Catgut, Tunbridge Ware, Picture Frame and Architectural Mouldings, Compos, Cameos, and others too numerous to mention. Paper. Paper Hanging. Pointing in Oils, in Water Colours, as well as Fresco, House, Trans- parency, Sign, and Carriage Painting. Photography. Plastering. Polishes. Pottery — (Clays, Bodies, Glazes, Colours, Oils, Stains, Fluxes, Ena- mels, and Lustres), Scouring. Silvering. Soap. Solders. Tanning. Taxidermy. Tempering Metals. Treating Horn, Mother- o'-pearl, and like sub- stances. Varnishes, Manufacture and Use of. Veneering. Washing. Waterproofing. Welding. 28 CATALOGUE OF SCIENTIFIC BOOKS Crown 8vo, cloth, 485 pages, with illustrations, S^. WORKSHOP RECEIPTS, SECOND SERIES. Synopsis of Contents Acidimetry and Alkali- metry. Albumen. Alcohol. Alkaloids. Baking-powders. Bitters. Bleaching. Boiler Incrustations. Cements and Lutes. Cleansing. Confectionery. Copying. Disinfectants. Dyeing, Staining, and Colouring. Essences. Extracts. Fireproofing. Gelatine, Glue, and Size. Glycerine. Gut. ■ Hydrogen peroxide. Ink. Iodine. Iodoform. Isinglass. Ivory substitutes. Leather. Luminous bodies. Magnesia. Matches. Paper. Parchment. Perchloric acid. Potassium oxalate. Preserving. Pigments, Paint, and Painting : embracing the preparation of Pigments, including alumina lakes, blacks (animal, bone, Frankfort, ivory, lamp, sight, soot), blues (antimony, Antwerp, cobalt, cseruleum, Egyptian, manganate, Paris, Peligot, Prussian, smalt, ultramarine), browns (bistre, hinau, sepia, sienna, umber, Vandyke), greens (baryta, Brighton, Brunswick, chrome, cobalt, Douglas, emerald, manganese, mitis, mountain, Prussian, sap, Scheele's, Schweinfurth, titanium, verdigris, zinc), reds (Brazilwood lake, carminated lake, carmine, Cassius purple, cobalt pink, cochineal lake, colco- thar, Indian red, madder lake, red chalk, red lead, vermilion), whites (alum, baryta, Chinese, lead sulphate, white lead — by American, Dutch, French, German, Kremnitz, and Pattinson processes, precautions in making, and composition of commercial samples — whiting, Wilkinson's white, zinc white), yeUows (chrome, gamboge, Naples, orpiment, realgar, yellow lakes) ; Paint (vehicles, testing oUs, driers, grinding, storing, applying, priming, drying, filling, coats, brushes, surface, water-colours, removing smell, discoloration ; miscellaneous paints — cement paint for carton-pierre, copper paint, gold paint, iron paint, lime paints, silicated paints, steatite paint, transparent paints, tungsten paints, window paint, zinc paints) ; Painting (general instructions, proportions of ingredients, measuring paint work ; carriage painting — priming paint, best putty, finishing colour, cause of cracking, mixing the paints, oils, driers, and colours, varnishing, importance of washing vehicles, re-varnishing, how to dry paint ; woodwork painting). PUBLISHED BY E. & F. N. SPON. 29 Crown 8vo, cloth, 480 pages, with 183 illustrations, 5^. WORKSHOP RECEIPTS. THIRD SERIES, Uniform with, the First and Second Series. Synopsis of Coktents. Alloys. Iridium. Rubidium. Aluminium. Iron and Steel. Ruthenium. Antimony. Lacquers and Lacquering. Selenium. Barium. Lanthanum. Silver. Beryllium. Lead. Slag. Bismuth. Lithium. Sodium. Cadmium. Lubricants. Strontium. Caesium. Magnesium. Tantalum. Calcium. Manganese. Terbium. Cerium. Mercury. Thallium. Chromium, Mica.. Thorium. Cobalt. Molybdenum. Tin. Copper. Nickel. Titanium. Didymium. Niobium. Tungsten. Enamels and Glazes. Osmium. Uranium. Erbium. Palladium. Vanadium. Gallium. Platinum. Yttrium. Glass. Potassium. Zinc. Gold. Rhodium. Zirconium. Indium. Electrics.— Alaxms, Bells, Batteries. Carbons, phones. Measuring, Phonographs, Telephones, &c., Coils, Dynamos, Micro- 130 pp., 112 illustrations. 30 CATALOGUE OF SCIENTIFIC BOOKS WORKSHOP RECEIPTS, FOURTH SERIES, DEVOTED MAINLY TO HANDICRAFTS & MECHANICAL SUBJECTS. 250 Illustrations, with Complete Indez, and a Creneral Index to the Four Series, Ss. Waterproofing — rubber goods, cupraramonium processes, miscellaneous preparations. Packing and Storing articles of delicate odour or colour, of a deliquescent character, liable to ignition, apt to suffer from insects or damp, or easily- broken. Embalming and Preserving anatomical specimens. Leather Polishes; Cooling Air and Water, producing low temperatures, making ice, cooling syrups and solutions, and separating salts from liquors by refrigeration. Pumps and Siphons, embracing every useful contrivance for raising and supplying water on a moderate scale, and moving corrosive, tenacious, and other liquids. Desiccating — air- and water-ovens, and other appliances for drying natural and artificial products. Distilling — water, tinctures, extracts, pharmaceutical preparations, essences, perfumes, and alcoholic liquids. Emulsifying as required by pharmacists and photographers. Evaporating — saline and other solutions, and liquids demanding special precautions. Filtering — water, and solutions of various kinds. Percolating and Macerating. Electrotyping. Stereotyping by both plaster and paper processes. Bookbinding in all its details. Straw Plaiting and the fabrication of baskets, matting, etc. Musical Instruments — the preservation, tuning, and repair of pianos, harmoniums, musical boxes, etc. Clock and Watch Mending— adapted for intelligent amateurs. Photography — recent development in rapid processes, handy apparatus, numerous recipes for sensitizing and developing solutions, and applica- tions to modern illustrative purposes. PUBLISHED BY E. & F. N. SPON. 31 Crown 8vo, cloth, with 373 illustrations, price 5j. WORKSHOP RECEIPTS. FIFTH SERIES. Containing many new Articles, as well as additions to Articles included in the previous Series, as follows, viz. : — Anemometers. Barometers, How to make. Boat Building. Camera Lucida, How to use. Cements and Lutes. Cooling. Copying. Corrosion and Protection of Metal Surfaces. Dendrometer, How to use. Desiccating. Diamond Cutting and Polishing. Elec- trics. New Chemical Batteries, Bells, Commutators, Galvanometers, Cost of Electric Lighting, Microphones, Simple Motors, Phonogram and Graphophone, Registering Appa- ratus, Regulators, Electric Welding and Apparatus, Transformers. Evaporating. Explosives. Filtering. Fireproofing, Buildings, Textile Fa- brics. Fire-extinguishing Compounds and Apparatus. Glass Manipulating. Drilling, Cut- ting, Bieaking, Etching, Frosting, Powdering, &c. Glass Manipulations for Laboratory Apparatus. Labels. Lacquers. Illuminating Agents. Inks. Writing, Copying, Invisible, Marking, Stamping. Magic Lanterns, their management and preparation of slides. Metal Work. Casting Ornamental Metal Work, Copper Welding, Enamels for Iron and other Metals, Gold Beating, Smiths' Work. Modelling and Plaster. Casting. Netting. Packing and Storing. Acids, &c. Percolation. Preserving Books. Preserving Food, Plants,, &c. Pumps and Syphons for various liquids. Repairing Books. Rope Tackle. Stereotyping. Taps, Various. Tobacco Pipe Manufacture. Tying and Splicing Ropes. Velocipedes, Repairing. Walking Sticks. Waterproofing. 32 CATALOGUE OF SCIENTIFIC BOOKS. In demy 8vo, cloth, 600 pages and 1420 illustrations, 6s. SPONS' MECHANICS' OWN BOOK; A MANUAL FOR HANDICRAFTSMEN AND AMATEURS. Contents. Mechanical Drawing — Casting and Founding in Iron, Brass, Bronze, and other Alloys — Forging and Finishing Iron — Sheetmetal Working — Soldering, Brazing, and Burning — Carpentry and Joinery, embracing descriptions of some 400 Woods, over 200 Illustrations of Tools and their uses. Explanations (with Diagrams) of 1 16 joints and hinges, and Details of Construction of Workshop appliances, rough furniture, Garden and Yard Erections, and House Building — Cabinet-Making and Veneering — Carving and Fretcutting — Upholstery — Painting, Graining, and Marbling — Staining Furniture, Woods, Floors, and Fittings — Gilding, dead and bright, on various grounds — Polishing Marble, Metals, and Wood — Varnishing — Mechanical movements, illustrating contrivances for transmitting motion — Turning in Wood and Metals — Masonry, embracing Stonework, Brickwork, Terracotta and Concrete — Roofing with Thatch, Tiles, Slates, Felt, Zinc, &c. — Glazing with and* without putty, and lead glazing — Plastering and Whitewashings— Paper-hanging — Gas-fitting — Bell-hanging, ordinary and electric Systems — Lighting — Warming — Ventilating — Roads, Pavements, and Bridges — Hedges, Ditches, and Drains — Water Supply and Sanitation— Hints on House Construction suited to new countries. E. & F. N. 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