:/.,,:/:; OTHER, R, TABLES , - ' SEWERAGE & WATER^-SUPPL; r REESE LIBRARY _.n n rt. UNIVERSITY OF CALIFORNIA. Deceived , 190 . Accession No. .90.0.70- Class No. __ J HYDRAULIC AND OTHER TABLES HYDRAULIC AND OTHER TABLES FOR PURPOSES OF SEWEKAGE AND WATER-SUPPLY BY THOMAS HENKELL M. INST. C.E. SECOND EDITION, REVISED E. & F. N. SPON, LTD., 125 STEAND fi t hi ^ o r fe : SPON & CHAMBERLAIN, 12 CORTLANDT STREET 1901 PREFACE TO SECOND EDITION. THE First Edition of the Tables having become ex- hausted, the Author has thought it only right, before reprinting, to bring some parts of the work more nearly up to date. For that purpose he has entirely rewritten Tables X., XI., XII. and XV., relating to Rainfall and Analysis of Water, availing himself for that purpose of more recent observations and researches ; and the Intro- ductory Remarks have been altered in accordance. The subject of Flow in Pipes and Channels has been investigated by numerous authorities, both mathe- maticians and engineers, during the past seventeen years, and many series of experiments have been made under varying circumstances. No. formula has, however, yet been arrived at which can be universally accepted as superseding that on which the Tables are based, and the Author does not think any apology necessary for reproducing them as they are. He has, however, endeavoured in the Introductory Chapter to make some comparison between them and the results obtained by other methods, and so to indi- cate more fully than he did before the limits within which they should be relied on for practical use. 6 DELAHAY STREET, WESTMINSTER. February, 1901, 90070 PREFACE. IT has been found that the Engineering Pocket Books in most general use give comparatively little information relating to Sewerage and Water Supply. And even the large and valuable works of the late Mr. Beardmore and others contain somewhat abridged Tables applicable to the calculations most frequently required in designing and carrying out works of moderate size. The Tables in this book have been calculated from time to time by the author to meet his own requirements. Thinking it probable that other engineers will have experienced the same want as himself, he has now been induced to make them public. The greater part have been used in manuscript for some years ; but a few additional Tables have been recently added in order to make the work more complete. Every precaution has been taken, as far as possible, to guard against errors both in the calculations and printing. If however, notwithstanding, any mistakes should be dis- covered, the author will be greatly obliged by having them pointed out to him. 6, DELAHAY STREET, WESTMINSTER, November 1883. CONTENTS. PAG* Introduction and Description of the Tables 7 TABLE I. Quantity of Water contained in Pipes, Wells, and Circular Tanks, per foot in length or depth .. 13 II. Quantity of Water contained in Square Cisterns or Tanks, per foot in depth 13 III. Flow of Water through Sluices 11 IV. Flow of Water over Weirs 15 V. Flow in Circular Sewers or Conduits at various depths 16-29 VI. Flow in Egg-shaped Sewers at various depths .. 30-41 VII. Flow in Pipes (running full) 42-47 VIII. Quantity of Sewage due to Population .. .. 48 IX. Quantity and Discharge from Areas due to Rain- fall .' 50 X. Annual Rainfall in British Kles 52 XL Monthly Rainfall in ditto 55 XII. Daily and Hourly Maximum Rainfall in ditto .. 57 XIII. Water Supply by Gravitation Works for given Populations 58 XIV. Water Supply by Pumping Works for given Populations 60 XV. Analysis of quality of Water used for Domestic Supplies 62 XVI. Quantity of Brickwork in Circular Sewers, Cul- verts, and Wells 64 XVII. Quantity of Brickwork in Egg-shaped Sewers .. 64 XVIII. Weight of Cast-iron Pipes 65 XIX. Weight of Lead Pipes 66 DESCRIPTION AND REMARKS ON THE USE OF THE TABLES. TABLES I. and II. show the quantities of water in gallons per foot contained in pipes, wells, tanks, &c., of given dimensions, and require no explanation. TABLES III and IV. give the discharge in gallons per minute of water passing through sluices and over weirs under ordinary conditions. Correction is re- quired in case of bell-mouthed or specially formed orifices, and also where there is any considerable velocity of current in approaching the outlets ; but the notes at the heads of the Tables, to which atten- tion should be directed, will enable this to be made with sufficient accuracy for most practical purposes. TABLE V. shows the velocity and discharge under varying conditions of flow in circular sewers and conduits, from 9 inches to 6 feet in diameter. In designing and carrying out sewerage works, it is important to know not only the maximum carrying B 2 KEMAfiKS ON TflE USE 0? THE TABLES. capacity of the sewers, but also the effect produced by the much smaller quantity which will be gener- ally flowing through them. This is essential in order to ascertain whether flushing will be required, and if so, what quantity of water will be needed for the purpose. The Table consequently shows, not only the maximum discharge and velocity of each kind of sewer under the most favourable circum- stances, but also the discharge and velocity of the same sewers when full to one-half, one-quarter, and one-eighth only of their heights respectively. If a sewer should at any time run quite full, its discharge will be somewhat less than that indicated in the fourth column, the velocity of current being in that case considerably diminished by friction against the top. With any circular conduit ths velocity when full is exactly the same, and the discharge just double that when half-full ; the precise figures for a sewer running full may therefore be ascertained, if required, from the third column of Table by doubling the discharge. A velocity of 150 feet per minute, or 2 feet per second, is generally considered sufficient to remove all obstacles of the ordinary character found in sewers. The quantity of water required to produce this velocity in each case is given in the last column REMARKS ON THE USE OF THE TABLES. 3 of the same Table, and will be found especially useful in designing flushing arrangements. TABLE VI. gives precisely similar information for egg-shaped sewers, as Table V. for circular sewers. TABLE VII. gives the discharge of pipes from |-inch to 3 feet diameter, when running full at various inclinations or pressures. It should be re- membered that the velocity of water passing through a line of pipes of any considerable length depends not on the inclination of any particular section, but on the hydraulic gradient throughout, or ratio of head of water to length of pipe ; the " head " being the difference of level between the surface at or above the upper end of the pipe, and that of the cistern or pond into which it delivers, or if it has a free outlet, the lower end of the pipe itself. This velocity, except for slightly increased friction at bends, is entirely independent of the course of the pipes, whether laid at a uniform inclination or other- wise, also whether commencing at or below the upper surface and discharging, if not freely, at or below the lower surface. The formula which has been used in the cal- culations for Tables V., VI. and VII. is that B 2 4 REMARKS ON THE USE OF THE TABLES. known as Eytelwein's : Velocity in feet per second = 94*25 \/S, where E is the so-called " hydraulic mean depth," i. e. the sectional area divided by the surface in contact, and S the slope or inclination expressed fractionally, e.g. T J^ or ^J^. The constant number 94*25 has, of course, been arrived at as the result of experiments made from time to time in different kinds of pipes and channels with varying inclinations. It has, however, long been known that this formula gives generally too high results for small pipes, and too low results for larger pipes and channels; and many other and more complicated formulae have been from time to time devised in order to accord more nearly with more recent actual observations and experiments. In addition to the alterations of flow due to the size, shape and inclination of channels, there is' also considerable variation caused by the nature of the surfajce in contact with the water, in what degree it is smooth or rough. The following Table gives some idea of the vary- ing results that would be arrived at by using the coefficients or formulae of different observers; the figures given being those which they would in each case substitute for the constant 94*25 used in the REMARKS ON THE USE OF THE TABLES. Tables. When two figures are given, the difference is due to difference of inclination within moderate limits. Diara. of Pipe I running full or half-full. Darcy. Kutter. For Iron Pipes in Fair Condition. Professor Unwin. Tables. For Clean Iron Pipes. For Rusted Iron Pipes. Mean For Clean Iron Pipes. For In- crusted Pipes. Mean 2 in. 93 66 79 49-5 to 49 3 98 69 83 57 55 '6 105 74 89 71 69 108 to 104 72 89 12 18 109 110 77 78 93 94 87 85 96 94 112 109 116 113 76 78 93 96 94*25 2ft. 111 79 95 103 101 120 116 81 99 3 111-5 79 95 111 109 124 120 83 102 4 112 80 96 118 116 128 124 85 105 It will be seen that, according to all the observa- tions, the Tables will give correct results for pipes of a medium size, and too low results for larger ones ; excepting only in the case of incrusted iron pipes, for which the Tables are too high, even with the largest size. Kutter's figures are calculated from a very elabor- ate formula,* containing a coefficient which may be * Velocity in feet per second = n , where M + V K M = n Ul -6 + 'g 81 ), and n for ordinary pipes = -013. In order to ascertain with facility the discharge of pipes from 2 to 48 inches in diameter, at varying inclinations, in accordance with this formula, Messrs. E. B. & G. M. Taylor have drawn and published a set of diagrams to a large scale showing curves from which they can be read off by inspection. 6 REMARKS ON THE USE OF THE TABLES. varied for different kinds of material, but the figures in the column above are those considered applicable to ordinary cast or wrought iron pipes, or to sewers or culverts of good brickwork or unglazed stoneware. For coated or enamelled iron pipes, or for glazed stoneware pipes, Kutter would use a multiplier giving somewhat higher figures. As, however, sewers constructed of glazed pipes have necessarily joints not more than 3 feet apart and somewhat irregular, the Author is of opinion that they should be classed with ordinary rather than with specially smooth or enamelled pipes, and that, so far as Kutter's formula is correct, the figures in the Table should apply generally to sewers also. The Author has himself experimented on the velocities in long lengths of a glazed pipe sewer 2 feet in diameter, running a third to a quarter full, at various inclinations, and has found that the formula on which the Tables are based, gives fairly accurate results in all cases. But when he had made similar trials in a 5 -feet sewer, he found the Tables considerably too low. He has not had the oppor- tunity of testing pipes running full, but as the water flowing in a 2-feet sewer one-third deep has the same hydraulic mean depth as that of a 15-inch sewer running full, he would conclude that in that REMAKES ON THE USE OF THE TABLES. 4 case also the Tables would be correct, although for sizes larger than 15 inches somewhat too low. This agrees approximately with Kutter. With reference to pipes under 2 inches in diameter, both Darcy's and Kutter's coefficients would make the figures given in Table VII. much too high, but a series of experiments on lead pipes by Professor Osborne Eeynolds showed them in fact only a little high, whereas another formula, Neville's,* makes them in some cases too low. For pipes of this kind, whether iron or lead, in straight lines of considerable length, and known to be in perfect condition, the Author on considera- tion of all the evidence so far recorded would be disposed to make a small deduction from the Tables, say about 5 per cent, for one inch, and 10 per cent. * Neville's formula, which has been largely used, and on which are based the Tables of Flow contained in Hurst's and Moles- worth's Pocket-Books, is difficult to compare with others, as it shows the velocity composed of two parts, one proportional to the square roots, and the other to the cube roots, of the hydraulic mean depth and inclination. Thus, volocity in feet per second = 140 V ITS" - 11 N/BS. This formula makes the flow in small pipes with considerable fall larger instead of smaller than the Tables in fact, makes the Tables too low for -inch pipes steeper than 1 in 50, for 1-inch pipes steeper than 1 in 100, 3-inch steeper than 1 in 250, 6-inch steeper than 1 in 500, 12-inch steeper than 1 in 1250, 24-inch steeper than 1 in 3000, and for larger sizes, whatever the inclination, the greatest diiference for 36-inch pipes being about 17 per- cent. But for flatter gradients the Tables for all the smaller sizes are, according to this formula, too high. REMARKS ON THE USE OF THE TABLES, for J-inch diameters. But pipes of these dimensions as generally used for house services and similar purposes, are subject to so many irregularities, such as sharp bends, angles, contractions or other obstacles to flow, that a much greater deduction is, in practice, really always necessary. In fact, a better approxi- mation to the actual discharge could generally be arrived at by calculating from a smaller diameter of pipe say, by taking the mean between the figure in the Table for the required diameter, and that for the next size lower. For iron pipes exceeding 3 inches diameter, if of the best kind, coated inside, or quite new and perfect, the Author would suggest an addition to the figures contained in Tables, varying generally from 5 per cent, for 6-inch to 15 per cent, for 36-inch diameters. But for iron pipes not so good in condition, and generally for stoneware pipes or sewers running full or half-full, he would consider the Tables correct for diameters of either 12, 15 or 18 inches, according to circumstances ; for smaller sizes than these he would make a small deduction, and for larger sizes an addi- tion of about 5 per cent, for each foot in diameter. As to flow in pipes and sewers running less than half-full, no general rule can be given applicable to varying depths and forms of section, without first REMARKS ON THE USE OF THE TABLES. calculating the hydraulic mean depth ; but it may be remarked that the hydraulic mean depth of a circular sewer running a quarter full will be approximately the same as that of one a little more than half the size half full, and that of one running an eighth full approximately the same as one of a little more than a quarter the size half full. But where sewage, not clear water, is the material to be dealt with, it is obvious that the flow in small pipes, or shallow channels, cannot be calculated with accuracy, as deposit on the sides and bottom may reduce the sectional area at any point very considerably. TABLE VIII. is intended to assist in designing the capacity of sewers, and shows at a glance the quan- tity of sewage, irrespective of rain and surface water, which should be allowed for given populations. In certain cases (see note at foot of Table), the allow- ance for rain may also be calculated on the basis of population with the help of the last column of the Table, but under ordinary circumstances this should be taken in proportion to area, as shown by Table IX. next following. TABLE IX. shows the quantity of water due to rain- fall over given areas, and the quantities in gallons 10 REMARKS ON THE USE OF THE TABLES, per minute, when running off at different rates of flow. The latter columns of the Table are intended for calculating the capacity of sewers ; and the second and third columns for estimating the quantity of water that can be collected from areas and gathering grounds for irrigation or water supply. The areas dealt with range from 100 square feet (representing the roof of a small building) to one square mile. TABLES X. ; XL, XII., are rainfall Tables, for the information contained in which the Author is in- debted to Mr. H. Sowerby Wallis, who succeeded the late Professor Symons as the recorder of British Rainfall TABLES XIII. and XIY. are intended to facilitate the preparation of preliminary reports and rough estimates for works of water supply, and show the approximate dimensions of reservoirs, filter beds, main pipes, pumping machinery, &c., required for the supply of given populations. It is not of course asserted that the constant numbers assumed in the headings of the columns are universally applicable ; and some few, e. g. 100 feet lift to be pumped, are necessarily arbitrary. But the differences due to REMARKS ON THE USE OF THE TABLES. 11 variations in these conditions can be ascertained generally either by inspection or by a short calcula- tion, and results may be thus arrived at with much greater facility than if the Tables were not available. TABLE XV. gives results of analyses of potable waters. To engineers and others, not constantly or very frequently engaged in investigating the quality of water, the figures presented by an analysis convey little information without some readily available standard of comparison. This it is endeavoured to afford by means of this Table, which contains the results of analyses of well-known waters from nearly every description of source. For many of these the Author is indebted to Dr. Voelcker; others are from analyses by Messrs. Dibdin, Campbell, Thresh, and other well-known chemists. TABLES XVI, and XVII. give the quantities of brickwork per yard in sewers, culverts, &c., and require no explanation. TABLE XVIII. gives the weight per yard of cast- iron pipes adapted to different pressures of water. These weights have been arrived at not by theoretical 12 REMARKS ON THE USE OF THE TABLES. calculation, but by a careful comparison of the speci- fications and recent practice of experienced engineers. They agree, however, nearly with the calculated strengths as given by Mr. Box in his Hydraulic Tables. The weights for various safe heads found in Table 14 of Beardmore's ' Manual of Hydrology/ are certainly insufficient according to recent practice. TABLE XIX. gives the weights per yard of lead service pipes of five different qualities as described in the note appended to the Table. HYDRAULIC AND OTUEU TABLES. 13 TABLE I. QUANTITY of WATER contained in PIPES, WEL-LS, and CIRCULAR TANKS, per foot in length or depth. Diam. Contents Diam. Contents. Diam. Contents. Diam. Contents. inches. gals, per foot ft. in. gals, per foot feet. gals, per foot feet. gals, per foot 4 005 1 9 15 11 594 90 39,758 008 2 19-6 12 7>7 100 49,088 f 019 2 3 2i-8 13 829 110 59,31*6 1 034 2 6 30-7 14 962 120 70,685 1* 076 2 9 37-1 15 ,104 130 82,95> 2 135 3 44-2 16 ,256 140 96,211 2* 212 3 3 51-8 17 ,418 150 110,447 3 305 3 6 60-2 1* ,590 160 125,664 4 54 3 9 69-0 19 ,772 170 141,862 5 -85 4 78-5 20 ,963 180 159, 044 6 1-22 4 6 99-4 25 3,0o8 190 177,206 7 1-66 5 122-7 30 4,418 200 196,350 8 2-17 5 6 148 5 35 6,013 250 306,796 9 2-75 6 176 7 40 7,854 300 441,788 10 3-39 6 6 207-4 45 9,940 350 601 , 822 11 4-12 7 240-5 50 12,272 400 785,400 12 4-91 7 6 276-1 55 14,850 500 1,227,190 13 5-75 8 314-2 60 17,671 600 1,767,150 14 6-67 8 6 354-7 65 20,740 700 2,405,290 15 7'67 9 397-6 70 24,053 800 3,141,600 16 8-72 9 6 443-0 75 27,611 900 3,975,750 18 11-04 10 490-9 80 j 31,416 1000 4,908,750 TABLE II. QUANTITY of WATER contained in SQUARE CISTERNS or TANKS, per foot in depth. Length Side. Contents. Length of Side. Contents. Length of Side. Contents. Length Side. Contents. ft. in. gals, per foot ft. in. gals, per foot feet gals per foot feet gals, per foot 1 6-25 6 205 25 3,906 90 50,625 1 6 14-06 7 306 30 5,625 100 62,500 2 25-00 8 400 35 7,756 125 156,250 2 6 39-06 9 506 40 10,000 150 140,625 3 56 25 10 625 45 12,656 200 250,000 3 6 77-56 11 756 50 15,625 300 562,500 4 100-00 12 900 60 20,500 400 1,000,000 4 6 126-56 15 1,406 70 30,625 500 1,562,500 5 156-25 i20 2,500 80 40,000 1000 6,250,000 HYDRAULIC AND OTHER TABLES. TABLE III. FLOW of WATER through SLUICES and OPENINGS. NOTE. The " Head of Water " in the Table must represent the depth from the surface to the centre of the opening ; or if the opening be submerged, then the difference of level between the surfaces above and below. If the opening be bell-mouthed, or be a sluice having curved side walls properly tapering inwards to the narrowest part, the discharge will be greater than that shown by the Table, to the extent of, in case of the best form of opening, about 50 per cent. Head of Water. Discharge per Square Foot in Area of Opening. Head of Water. Discharge per Square Foot in Area of Opening. Head of Water. Discharge per Square Foot in Area of Opening. Head of Water. Discharge per Square Foot in Area of Opening. ft. in. galls, per minuts ft. in. galK per minute ft. in. galloper minute ft. in. gals, per minute | 382 2 3 2,813 8 3 5,385 16 6 7,616 541 2 6 2,964 8 6 5,466 17 7,731 li 663 2 9 3,110 8 9 5,546 17 6 7,844 2 765 3 3, 248 9 5,025 18 7,956 2J 856 3 3 3,379 9 3 5,702 18 6 8,064 3 937 3 6 3,507 9 6 5,779 19 8,173 3J 1,014 3 9 3,631 9 9 5,854 19 6 8,280 1,082 4 3,751 10 5,929 20 8,385 5 ,210 4 3 3,865 10 3 6,004 21 8,590 6 ,326 4 6 3,977 10 6 6,075 22 8,796 7 ,432 4 9 4,086 10 9 6,148 23 8,991 8 ,530 5 4,192 11 6,219 24 9,184 9 ,624 5 3 4,295 11 3 6,288 25 9,375 10 1,712 5 6 4,398 11 6 6,358 26 9,558 11 1,794 5 9 4,495 11 9 6,427 27 9,744 1 1,875 6 4,592 12 6,495 28 9,920 1 1,951 6 3 4,687 12 6 6,628 30 10,269 2 2,025 6 6 4,779 13 6,759 32 10,605 3 2,096 6 9 4,872 13 6 6,888 34 10,933 4 2,165 7 4,960 14 7,015 36 11,253 5 2,231 7 3 5,048 14 6 7,139 38 11,557 6 2,296 7 6 5,135 15 7,262 40 11,857 9 2,480 7 9 5,219 15 6 7,382 45 12,577 2 2,651 8 5,302 16 7,502 50 13,256 HYDRAULIC AND OTHER TABLES, TABLE IV. FLOW of WATER over WEIRS. NOTE. The " Depth " must represent difference in level between the sill of the weir and the surface of still water above it. If the water approaches the weir with a current having a perceptible velocity, the discharge will be greater than that shown by the Table to an extent depending on the velocity ; a velocity of 2 feet per second will be equivalent generally to about half an inch, and a velocity of 3 feet per second to about three-quarters of an inch additional depth. Depth. Dischirge per Inch in Width. Depth. Discharge per Invh ia Widih. Depth. Discharge per Inch in Width. Depth. Discharge per Inch in Width. inches gals, per min. inches gals per tain. inches gals, per min. ft. in. gals, per min. * 334 * 22-37 io| 87-5 2 1 334 A 467 *i 23-39 i 14-75 8J 62-51 20| 247-6 4 1 915 3| 15-64 8 66-17 21 256-9 4 2 944 3f 16-55 8| 69-11 21| 265-9 4 3 972 H| 17-48 9 72-09 22 275-5 4 4 1000 3f 18-42 9* 75-12 22* 284-8 4 6 1060 3 19-39 9 78-18 23 294-4 4 8 1120 3! 20-37 9| 81-29 23^ 303 9 4 10 1180 4 21-36 10 84-43 24" 313-9 5 1240 16 HYDRAULIC AND OTHER TABLES. a 0^-< o S I "111 I 3 2 s O . f*) ( s (*i 10 /*, ^\ i \ s : . : : co58co^ o : : *w j a> rH , rH (M O c *** i a 1 -, "S bO M II 1 5 CO ^ GO 1^ ^ CD CO C35 CO OO O5 1^* CS O5 r 4 1 O C? 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I S I Is ^ ss CM CO O O *J< CO - OJ co eo .-i C O O <> <> -H * CO QO 1O TH CC (M O OS CO l> CO O O ^ CO CO CO CN O^ O wa t- t- O CO CO C3 !> CO O CO CO O OO CO *^t* C^ v^ ^H ^< CO CO C4 CM CM O i-H rH tH i-t rH O GO CO CM O 10 t^ Tti |> -# O CM Tfi T* -3 CD CO r-i Cl CO * CO - I O O5 CC t- CO g,CM CM CM i-H r-l i-H i-H ,-H I-H GO CD CD CO - I OO^COOiO OlOCOCO 9COCMOO-TtHO CD -^ C5 CO O CO i I ~ 53 (ri r^ -ti CO CO CO ^ GOC75 lOiOi (rHO COI-OO ^rHCOCO-^Cvj i i O O5 CO C~- COiOiO'J* al ' " ' B ^_^ s- grH CM o o ^t o o GO o o co COOCOCOrtl CM CD OC 10 i-* CM CM CO Tji W5 CO 00 O .7 TfNIVEHSlTY 20 too I ed 1 " IB 3 8 o s : I is a HYDRAULIC AND OTHER TABLES. **tll t^ tf5 O OO T*H IO 30 (MCDiOl^O CO t rH rt -O -^ O i-H t- 13 CO t- CO O IQ ^ n< CO CO i-l Us; ^i i i l> -f CO CO CO OCO (MOOiOO & O (M ^H O TH CO O5 (M CO to O *D rH iN OO ^H S O O CO COO O CO CO O >0 CO 00 O CO CO O CO CO ^ CO CO rHi-4 rHOtCMCO^ O CO .gsrtr c ^ K r. s RC ,H fH r>< r-l rH tH r-l t-4 t-l r- -l rH HYDRAULIC AND OTHER TABLES. 21 lllfl 1 iftffvlOcO -^ CO 05 CC t-t^ r r-t - O rH Ttl gjTH ^ CO CO CO *i i-l > OCOr-i OO5COC co o o *" co w co g QO *! t> T^I O5 I> O5 OS CO * Oi CO lO -f gt-^HOOOCO r-JOOCOTHCO ^H O OS CO ^ CO Ct^ (?O Nl C\l fNI *~4 i ^ T-^ i i i* i-H JO 00 rH os os o o o 2 TH co o TH co co i i co co TH =3 i-t pM r-i CM CO C CO TH (Tl r-l i-H r-l ' O CO CO CO OS CO O CO I TH TH CO CO ^OlOt-COOOCO CNJl>t>iOOS r-(COGOCO ^Oit>lf5COCQO(MCOI> OIT5CO--H OlOi~t OOTj'G- COCOtN! i THCOCO u- fe *CTn ^ G* l v^ 12 IE s (M o co oo r oo t~O CM *O * * C4 CO rr O r-l r-< 00 O US rl kO CO t-CD^t-TH grHOOrHOOOO O CD CO O ^ fcaas* ^* O O9 t-rH >o 09 1-1 CO (N Ol N i-l rH iH r-l fH (M CO O I-H CN -H O CO --! O 1 tO Tti CO CO CO T*I CO (M CN O O 1-1 O CD o to r-CO O3 tO CO r-t O Oi CO .gs^sR rr^^t fHtHiHiHrH rH iH rH r-t rH * OO O CO 1^~ ^ s ^ s rH rH rH rH HYDRAULIC AND OTHER TABLES. I f i h I ? o 3 I ' t- rH O O rH IO rH TtH CM rH rH CM CO^|>OlrH ;co CM os co co o oo^o O O rH COOrHl-CO CiCOCOO gjO co l> co~co~ IQ ***! 99 e& G^eteici s ^ *a CO O5 l> US -H CO CO CO CO CM CO -H OS r-l ^ t^* CO O -C CO CO O CM -^ GO IO ^ CM rH 8 O Tt< Th CO CO CN CN O (MO5l^lO"+l (MrHOiCO fM^COCOOQCM CM rH rH i I i I i I rH CM i i CM O CO i ' C5 CM rH O COOlOCO OCMI>-COCMt~- r- to CM CS CO CMOOOCO -3 00 CO O O * ^ CC CO CM CM CM CM rH rH is * CH; * ."S ^COQO^OCO COCM-fCMO t>-C7irHCM S ISSUS2 S3SSS >"t- 1~? 7" ^ Q O CQ CO O CO CM O 00 CO O ^ CO ? ^^^^^^^^^^^^^~__ O 00 O CO O O rn 0 CQ CO g rH rH rH CM CM CO ^ O CO ^ R R R E ! I t-l i-t HYDEAULIO AND OTHER TABLES, 25 t r-l XI <-H COi t rHOtOCOOO CCCM'CCO > -gCJCOOOTHCO r^t O5TH--O _ . <4 2%vS tll*l p>sa drscs ^sb c * *s c S I a a co o 10 * o 10 o o o o .CNCCTtHO O5-fOCO'> 00 r-t CO O rH O O IO rH t- U3 1 t- 1O ^ CO CO Cd CM qCOOCNtOCO OOGOrHCO IOCOOO5 O to GO C^J t^ t^* iO O^ T-H CO OO CO t^- ^ O 'JhoZ en r* oz co" i>"co"co"io rH r^ co co co 'rHO^IOi-l (N O CO CO CSJ IO CO O CO ilOCOt^(MC3i lOCOOt CO rKC^-HO 'CP- i O O5 ,1O -^CO(M(M C CO O O TtH * CO CO CM cot > - 'O'fC'l SCO^-OCDCO *55 CO CO CU 'T^ t-O *> rH rH O 3<1 rH OO rf ^ M? *P ?? ^ ^ CO (N (M rH rH co o co extooocoio ^ oo CM CQ oo o o co o o J(MCOOO OO ,0 . . .TjHiO O5(Mt>OOCO CO i-l rH OOiCO OO<>O^r-tO5 CO (N CO IOCO(M s^s; ft < *cToo"i>'r ooo t> T^ H^ OiOO 10 TjH CO CO (M t^O OOO OOOOO < -f t^ COOOO^l gjW <>) :N O t>o CC-^?Ob-l> t^-COiOQO CO O CO i i O O500l>CC> SOOCOOCD CMOCOCOO P.OO ^ -* O O5COQOO1GO CO CO OOia 0,00000 dooo'^oi'*! _o f: o r i c^ o oio ooo cD- CO O IT; fi CO CO t- OCTJ^HTt^CTli-H OiOCCO^I O(>JiitCGOCO (M^QOCOTtl CC-^OOi gjiO ^COCNiM CNIMrtr-irH r-li-lr-l '^COCNtNCN '^*O OOOOOCO OOO CD CO TH CM CO CO O CM O rH CM CO ^ 1X3 CO 00 O CO t- f-( i 30 HYDRAULIC AND OTHER TABLES. i I s 5 W X a 1 o-^rf Kill el ! 5 CO 1O g,CN COtO'^' o co co oo cs co os rH T-IO-*4 ' OS OS CCL-COO CM(?qC<)r-lrH 1-lrHrH CD O CO O 00 CO >0 ^ O CO O 04 i-i - H O OO O O CO ^r* (M CO oo 10 ^ o co oo o HYDRAULIC AND OTHER TABLES, 31 ,M- 3 I-H CO O OOOOC5 O . . r* CO 00 C^ i CO rH O a rH CMCOCO O |gooo H ii i C4 O) 4 O> H rH a o o o o o o o o CM o ict^oHH O CO O l> t> l^ -HMCDiOrHOO CO CO GO 1^ S^OirHO^ CSI OS t> >0 CO (M O O5 00 g,T* COCO(M(M Wr-lrHrHr-l i-( rH g CO CO O * O ^ (M 00 liO-t^COi-HOO OC^CSl^tO TtllMrHai ,o-HOt-OC O O5 CD >O O O O HH "g,p ost-coo lo-fTHCocb (NCNINC^ 5 (M i-H CO CD CO H* I-H CO OO OO S ^S-2S -0,00^ 2 3OOOt^ OOCOr-CO CO-HiOO ^ o CD i i GO ^3 ir; co o os oot-coio gjCO (M CM r-t r-t 1-HrHrHrH * fi IO t CO-HQOr-( ^r-.t^CNir5l> lOCO^JOOS 00 t CO CO > "cp oo ^ lO O W O C^ CO O CO C3 O OO CO *G ^ SCO O O4 > O ^ O O 00 O O CO O CO O CO CO O CO CO ^ d CO CO C>J S R $ i S C 32 00 HYDRAULIC AND OTHER TABLES. tfffj *? TI S r-3- 3 ' > <*- S 1 & ft E 02 'S ocooo O O O ^5 O O O O O *O ^ J OO 1^ u^ ^O _iooi5;-! wc^ -j-HCOJi^OCO OOO'-^-^CO i I O ? r -tiCOc^>J(M o:ccc^c^ c5 IM i-i i-i rH i 1 TJH 07 + COCCs O .^ f. a* ~' :2gg O If CO 'CO ^co^^^i otoot- I rH t~ ^ rH OS l~ 1O OO O O 00 C4 04 0* rH i-H tH t-l r-l iH COOOCO O CO CO O O O O CO CO .2 CO O 0> O "* S CO CO "*< 10 S -I CD r-i ^c^cococoo cocooooco * co i i o "oOOt^CDO O^OOOOOO i-HOt^^ ornrot^ior- cot>O5COl> I-IGCCOOS = >O CO O IS} * ^ CO CO (M o CD N o oo tt> O JO 10" O C5 O O O . . f- CO - JO Oi t- . co *, r-f-O 1OOO CO "fl tN 1OCOOOOO3 OCC-fCS 1O G^ OS 00 CO rH 7-1 I OS cot^oooo ococoocj t>ioojo O^HCOCOCOO L^COOCiCO ^ CO CM O SlO^COCOCO CM(M CO IO i I OO O t^ OS i4 i i OS COGOOrH ;rHJO(MO5CO JOCO-MrHOS OOt^L-CO ! 00 C4 O=I r-l rH r-l i-l r-t ri rH r-t r-H > t rH rHfHrHlHrH rHrHrHrH HYDRAULIC AND OTHEB TABLES. 85 bO I l5llj if Cfe l a ooo o o o o o o o O fr~ O CO (M IO CJ CO Oi O O S * rH i-H CNI CO O CO CO t>- >O g, rt ^^ l?C?g 05 CO 1- 00 uoooe^oo^ as t CQ H e> ooeoco S<22S25r5J ^J^^rJ 00 <- Ot^ O rH rH 00 OCDCOOCN 1Q(MO5(MGM ' " ' -" --COCOCO^CO rH O GO CO t> ,^H ,_( QO CO rH O ;(N -^ Oi CD -* rH i * CO CO rH i-H rH i-H i-H D 2 36 HYDRAULIC AND OTHEB TABLES. I s S II 02 ^ 1 i- r-i CM CC 8 frU t~ C$ o>KS ooeoco H SOOOO O i CD Q O5 00 GO i o ^ $5 o o 2 IM F-l ;oo o o t^ 10 I * Oi lA rH !> "^ CC MM lOrH Oit^lOCOCq COCOCNCMIN 1-1 r-4 I-H i- i-< 1 ^ CO O W5 O5 IO O OO *O r-H ICOIOO^CO CO CO t> O5 CO rH CO CO -i O O CO -^ CO r-( b- O l> ^> -^ (M 1-1 O CO a oo 10 CO rH co c o oo co ko ^ eo 04 38 HYDRAULIC AND OTHER TABLES. OS 60 *^ a - i o o o 10 ooooo o ^ .OOC^iOtM CD iCDOO O CO CD GO CO *O O rH(N ^ o o o o o 20 CD O t-00 SO 1- O CD ^ "3*0 i-* cZt^*? tC OJ rH rH rH O O CO kO CO (M O iO CO Co'i-TcrcTco" 1>CD~^ OOiOO CO(Mi-lCO O O O iO ~-HO5CD OS t> (M os 10 i^^c^S?S OO IO CO ^OOt>CDCDl OOOO OS CO OS ^ ^ti TJH CO CO O iO O O !> ^f >-H t^* (N O<^1O OOOOO OO 3 -OOCNCOCO 1-fMCO'CO IOO - . - - ^^ CO^GOCO - 00 CO TJ4 CO ^H OOiCOCO ^ CC! 00 (M CO CO OS O OS CO CO t*- -*l O TJH GO "a * e? f-i o oo oo^>coto-^i -44 ^ co CM S O rtl OS tC i CC -f ^tO^COCOCO (^ (M (M r-i rH cOOOOlO 1OOOOO OOOO "g,^ COCdCOCNJ CMCMr-lrHr-l Ft fH rH g(MO-^^CO (M(MOt>?D Tflr-l ^^HCOCOC^CN CMrti-ir-lr-l I-* i-< ' ^ O C O O Tt< CO O CSI ^ooOGO-^t^ O O CM *! -<*l IO CO Oi i-l O GO t^ "*l U1COOOO CO ti CM O *<* OCCOOCC> CriOGOCO-* COiOGO <*-^coCOOO oo t> co CD 10 * * co co ** CM O CM GO GO 1"^ ^ O CO Oi O^ Ci t^ CO ^CO S CO O O O O to O O O C5 ^ l> t> i I -"fi l~- QC 'O QO ,_i r-( IM .44 ?o 00 CO CO *< 1-1 O O QO o* IO > CO CO s ft s! 1 ^t OS 1O CO (M _2 CN rH i 1 rH rH 1) sgssa O5 CO QO -HH rH t- c^ CO CO CO -.23 G ^(M (M CO CO CO tM CO *O TfH t>" TtH i-H CO rH CM If 3 SH S l> rH i-H CO O ,U3 rH O5 t> t> "3 B) ^ O5 >O C<) OS IO CM O5 t O -*i -^ co co co s j 3co co -*i co co t;CO CN IO CO C* OS CO O5 C CO IO -^ CO CO a CO CN CO >O HH CO CM rH O H "I? | ^ 1 ^ .S -^ **-( ""' JS 13 C? ja ^ O CO CO t> O S l> CO rH GO * CO t^ rH IO CO CO <* GO CN t^ S5SSS H "^ "II, ,3 t~ OS CO CO CO CO CO | ll 1 1 14 s' |ls I ^ tM CO CO CO O S'O O CO t> O CO CO 1 l ^^^ co co co co co w | if? ^rH t>lO CO O S O5 TjH CO - CO IO CM CM CO t> O "t" CO o> CC l>- CO T 1 O t^ O O O O CJ O5 CO CO t- sssss "1.2 i 1 i 0) fl 11 < Water to i of Pipe. i-H (M CO * IO CD t^ CO OS O assss *H o ( 31 " H If HYDEAULIC AND OTHEK TABLES. 43 *H h s 00^ ^5^ d ^o o * * o Oi O CO l> O 05-H^^TH s p 3 o> ,13 g 5^a So o co co i-i ^10 10 & -* ^ co 10 c CO (M (M rH rH i 1 -J >-> ^2 . 11^ .2 S -^ eo 10 O5 Tfi (M -^ CO lO l> CO CO rH OS r-t bfl gOPm S i-* O5 CO * CO (M O GO t> O H^ CM rH OS OS 1 5*1 1 &0 ll? d s CO IO 1C eo eo o -*i * '> . ^ S I -1 S 1 g^C? cO^ .9 ? o o o o eo l> O5 l> eo co 10 o * ti CO CO CO (M ft .95 T3 Ci CO CO rH t^ (M 1> CO >O rH O ^H (M rH (M CO CO O CO CO rH CO >O OS (M rH OS GO l> ** i> i| *zl ; OS QO t" I> O5 ^ os ia os co co o ia * * O O rH OS rH <* CO CO S n<2 ss. o J2 1 S 2.S .s3 A^ ^a"3 4^ "oOfe .2 ^GO T^ GO CO S -f * TtH co co CO rH 00 t- -!H CO CO (M (M (M rH O5 t> O * (M rH rH rH i ^1 il Ho P. I TE. The ve QS con-tained t< p of Water to gth of Pipe. lO O O O O s *8 Inches. 85 Galls. per Ft.) CO rH CO b* CO 1C GO O O i-H t> oo oo tr* t^* CD O -H CD -H T*r-t*COCDf3 tf5 <* T* -ti CO COCO t-HOOOSCQ CO CD OS CO *** CO CO ^H O l^- O CO O >*l CO CO CO (M C^ (N r*COCOCC(Mt> 00 CO O O i- t- CO t^ O *! SCflO5t^COl>l OO5QOt>CD ^COlNC^' I O.CO (NOSINIM CM,-lf-l,-l,-l pH^-li-HrHF-l Sasocoeo^ OC>?(3> OSQOt-t-CO COOOO'* 3o 0,00 r-l t^ <* J QOO)O s r r r r s 46 HYDRAULIC AND OTHER TABLES. g J*j Pn -5 ^ *o 8 | i rt w a fl I? 115 co-2 *< *SS OS'S g CO rH CM O GO CO IO O rH ' CM IO GO O CM -HHCCiOOl O5GOrHOCO CO CO CO Cv| B *O IO O 3 CO CO O5 O to CGCQOSI&& t^- o rH CM I-H a i^ co o co S rH rH CO CO CO CM CM t> O CM rH CO CO rH O) 1O CO CO TH rH rH CO O CM GO O rH O5 O O5 OOrH(MrH OO5COCOt> l> CO^lcTo"rH aOOCMCOO t> t> rH O rH l> rH O rH CM r, t~ rH CO CO O IO rH CO CM (M (M O5 IO t> rH lOCMC l> CD GO TO rH GO rH O SO CO O5 O rH a 5Go'l> > CD"co"o > 1 CM -HH CO CM TH TK TjH Tfl CO rH rH GO CO rH eo'eo'efo^e^ 8,^ ^OrH rH CO CO rH rH GO t> O rH rH CO"CM"CM"C^CM" cCOOrH rH CO Oi r-H a5 CO CO CO IO Tt* CO CO be |fe IlllH OO O CO' CO C7^ 00 O O O C5 t> CO CO CO I OOTJH^T** CO CO CO O (M 5 (M O CO r SS* ooCOtO 0-* Th t * CO CO CO CO C o TH-*lO CO (M O t- l> 1-1 00 CO ^ o r> o co o (M (M IO CO r-t fl ^j a *f^ *!* a' Tft rJH CO CO CO 1 CO J O 00 CO 1O isias O r-< t^ CO O OS O IO (M C5 IO Ttn (M O t> ft JU 'ss& CO CO CO -r O t^ i O Tt< CO (M (N i i t^ O QO i 1 00 00 O Oi * O Oi 00 CO O | EU w . ft I i2 fl? a '3 O CO (M CO -*i 7\ 05 ^H TfH 00 S^*H (M (M I O o co t> oo co Oi ^H 1Q O CO O5 OS GO QO l> ^s^^^^ CO CO IO TtH CO Si 8 - 1 12 Inches. (4-91 Galls, per Ft.) a a ^ cq ^H ^ o TO ^ OS O CM Sco i> co co co 1 Nlll i?q GO o co co )TE. The ve ns contained c 1 I of Water to igth of Pipe. CO CO ^ * IO o s r r r R P T r 5 o o o o o IO O O O O O3 'O O O O i-H rH (M CO *i |3 48 HYDRAULIC AND OTHER TABLES. I a t <"* li si At i Inch 24 Hours r* rH oo co eo co txN m TjH O O rH |>T^rHO5CO ' C5 rH C<1 H>l O rH t^ n CO o,_-^ CO 00 CO -O5coco O5COt~rHlO O5OOt~-t^CO rH(M(NCOCO COt>rH005 . oo i> t> co co m -*i O5 eo GO c<> IC- COO(NOOrt t^COOI>CO .SO^-^00(MCO OC3iCOt> rHCOiOCOOO S Q i-Hi-H GOCOrHOO rH rHrHrHO jrHiM-^cooo O O5 O. .CO O GO O P< _' t> rH CM O5 .5 i i o 05 t~- .2 g t> 10 S-d^c^S^^ -|0'*ti^'* (M O O t^- r I IO C5 I-H (M 49 ^ -S ^^ s- S 6 !i -I eve .-^1 B* 8 - - ^ ^ ^ .2 ** bc^ . ^ .2 > a ^ S 5 , ll 1 - -a 5 a 3 50 HYDRAULIC AND OTHEB TABLES. i! c IO* OS CO 00 O3 oj -S O O I-H (N ~ go o o o o A Cft CV5 00 C os .22 c OS CO f- CO IO ^ .E r-i CO >O OS OS O5 00 t> CO 5^ boo O 00 00000 o CO O rH O OS i 11 _ c ' 00 CO rH OS rH 00 OS t^ CO O CO i ScfcOO 00 O 00 rH rH O rH DO CO t-iOCXIOt- Q )fcOOOOO O O rH rH rH CO IO rH t^CO CO t CO rH CD l> & s o * to gja P. .rH (M (M CO rH .5 rH rH CNJ OS CO rH OS rH COCO 2 "3 Ha * a ft rHCMCOrHO O rH 3 t 11 P, CM CO O t^ 00 ; .S i-4 CO OS r^ CO O rH CO t- CD JO rH rn CO t- OS Q 1 si ^ ' O rH CN CO rH ft "SSS53 CO l> O C fe^Sggg llll rH CO CO t- r-t _0 rH (M rH O l> rHCO COb-rH CM CSI rH CD CO O CO O CO CM rH CO OS rH rH 1 1 O O O O O O O CD O O rH(M CO rH 10 OOOO O I-H CM CO rH O I-H CN CO rH O i-H HYDRAULIC AND OTHER TABLES. 51 .5 |l d .c o os os os GO If r-l CO 5 t OS i 1 li "= S . es os Oi co t> co "' 'S CO t> rH O OS "3 rH rH rH "I CO l> 05 CO CO OS 00 t> t- CO CO t> rH O OS co ! 5 11 1 |1 . a os t> co in co ^__!_ I> CO CO O (M CO t> O "* CO t> O CO < OS CO 1 1| ,i 1 .S 2 _ t^ 1C o5 -S IO rH t> (M 00 ^ S rH CO *! CO l> co co t-e-q C- -t" rH OS CO CO W r-J g-a 13 H) 1 ~S H r-l CO * COI> rH it <5 i || "dSIslI OS CO (M CO O rH CO O O OS t> * rH QO O i *i 3 B t;s l a -- ^OS^GOCO I- 3 T3 JH 1 .2 c 31 fe ^ CO rH COOS & ^ 00 CC l> rH . ,2 Oi GO GO L^- t^* GO CO -* rH i ^ 1 1 fl 9 rH CM" co TjT OS CO GO t^ l> rH (M CO * o CO ci ^1 s JH GO iO CO O 00 a> 00 t> CD 1C CO ^ ,4 GO C^ CO O ^ CO O C CO O CO CO 3^ 3 5s .3 5 g rH CO O t> OS ft co t<- co 10 -^ rH CO O O OS o ll 1 || g 1C O CO rH CO d f 3 C0 1" 1 ^ 00 10 o o o co l> O rH 10 GO" S rHrHrH t IO CO rH CO CO l> rH JO 00 ^s a, S be rt 1 l c ^ J3 ^ gj i-l i-H OS rH (M O l> O (M sl ^ (M ^ CO OS rH o o o o *o CO CO OS CO Hillington School 94 27-17 V. Wilts Marlborough (Mildenhall) .. 456 30-19 Dorset Wimborne Minster (Chalbury) . . 338 31-06 Devon Ashburton (Druid House) .. 572 52-91 . . . Barnstaple (Athenaeum) 25 38-32 Cornwall . St. Austell (Trevarna) . . . . 300 47-16 Somerset . E. Harptree (Sherborne Reservoir) 338 41-16 VI. Hereford . Ross (The Graig) 213 29-51 H Kington (Lynhales) 566 33-56 Salop Church Stretton (Woolstaston) .. 800 33-04 ^ Adderley Rectory 277 29-13 Stafford . Burton (Ran;emoor) 424 28-01 Worcester . Northwick Park 410 29-22 VII. Leicester . Thornton Reservoir 371 26-48 Lincoln Horncastle (Revesby) 135 24-77 Notts W'orksop . . . . t , , , 56 24-54 VIII. Cheshire Woodhead Reservoir 660 48-85 Lancashire Ormskirk (Rutford) 39 33-71 Cartmel (Holker) 155 43-69 IX. York, W. Riding South Milford Rectory 70 26-08 > > Arncliffe Vicarage 734 60-96 n E. Hull (Pearson Park) 6 27-02 N. Old Malton 75 26-71 ) Bedale (Thorpe Perrow) .. .. 170 27-09 HYDRAULIC AND OTHEE TABLES. TABLE X. continued. 53 Division. County. Station. Height above Sea. Average Rainlall. ENGLAND cont. ft. in. X. Durham Wolsingham 464 34-75 Northumberland Haltwhistle (Unthank Hall) 380 35-44 > Ilderton (Lilburn Tower) . . 300 29-19 Cumberland Whitehaven (Irish Street) .. 21 41-29 99 Carlisle (Cemetery) 114 31-64 Westmorland . . Kendal (Ivy Garth) .. .. 146 50-41 WALES. XI. Pembroke Carnarvon Haverfordwest (High Street) Llanystumd-wy (Salarvor) .. 95 49 47-88 35-82 Llandudno (Warwick House) ... 90 30-98 SCOTLAND. XII. Dumfries .. Durrisdeer (Drumlanrig Castle) 191 44-28 XIII. Selkirk Galashiels (Abbotsford Koad) .. 416 33-82 Berwick Marchmont House 500 34-91 XIV. Lanark Bothwell Castle .. 146 28-92 Ayr .. Girvan (Pinmore) 187 48-87 Kenfrew WaulkGlen .... 280 46-91 XVI. Kinross Loch Leven Sluice 360 36-20 Perth.. Loch Druukie 420 63-09 Forfar Craigton 481 37-73 XVII. Aberdeen .. 1114 36-07 Elgin or Moray Gordon Castle 107 30-41 XVIII. Inverness .. Loch Shiel (Glenaladale) . . 50 105-29 XIX. Sutherland Golspie (Dunrobin Castle) 14 31-03 IRELAND. XX. Waterford.. .. Portlaw (Mayfield) 70 42-38 XXI. Wexford .. .. Gorey (Courtown House) 80 35-72 Wicklow .. .. Bray (Fassaroe) 250 40-55 Carlow Carlow (Browne's Hill) . . 291 34-44 XXII. Gal way Ballinasloe 160 37-04 XXIII. Cavan Belturbet (Red Hills) 208 35-19 Armagh Armagh Observatory 205 31-36 Down Seaforde . . . . . . . . 180 38-61 Tyrone Omagh (Edenfel) 280 37-85 HTDBAULIO AND OTHEE TABLES. TABLE XI. MONTHLY AND ANNUAL RAINFALL. (1) Rainfall at Camden Square, London, during each Month for 42 Years, 1858-1899. Year. 1858 Jan. Feb. in. 1-80 Mar. April May in. 2-76 June in. 92 July in. 3-01 Aug. in. 1-10 Sept. in. 85 Oct. Nov. in. 53 Dec. in. 1-75 Total. in. 88 in. 69 in. 2-90 in. 1-58 18*77 1859 72 1-23 1-33 2-61 2-13 2-90 2-93 2-65 4-04 2-53 2-90 2*24 28-21 1860 1-97 1-25 1-87 1-45 3-57 5'47 2-26 4-48 2-92 1-77 2-72 2-51 32-24 1861 43 1-93 2-43 1-30 1-39 2-13 2-42 94 2-15 1-05 4-65 1-45 22-27 1862 1-92 31 3-69 2-30 3-06 2-43 2-61 2-74 2-19 3-50 1-13 1-71 27-59 1863 2-80 67 85 52 1-27 4-86 92 1-44 3-49 1-62 1-84 1-31 21-59 1864 1-02 85 2-62 82 1-86 1-28 62 1-33 2-55 1-13 2-49 36 16-93 1865 3-90 2-01 1-12 33 3-40 2-21 2-33 4-10 55 6-22 1-96 1-35 29-48 1866 3-90 3-72 1-69 1-76 2'03 3-98 1-19 2-76 3-89 2*32 1-73 2-63 31-60 1867 2-81 1-44 2-48 2-36 2-45 1-22 4-30 2-63 2-23 1-92 86 1-59 26-29 1868 3-89 1-21 1-28 1-50 1-58 78 45 2-28 1-74 2-54 1-03 5-12 23-40 1869 2-76 2-48 1-97 1-28 3-27 1-03 62 1-26 3-56 1-87 2-38 2-94 25-42 1870 1-38 1-21 2-31 47 70 83 1-22 2-69 2*00 3-68 1-76 3-07 21-32 1871 1-99 1-27 1-19 2-84 92 3-49 4-12 85 5-28 1-34 60 1-13 25-02 1872 3-46 96 2-66 1-39 3-05 2-55 2-57 2-05 1-64 5-20 3-98 4-35 33-86 1873 2-44 1-96 1-46 55 1-56 2-24 2-81 2-87 2-46 2-97 1-87 48 22-67 1874 1-18 91 39 1-26 1-14 2-05 82 1-32 2-62 3-34 2-21 1-58 18-82 1875 3*22 1-06 69 1-53 1-61 2-40 4'63 1-79 2-86 4-35 3-36 94 28-44 1876 94 1-97 2-96 1-90 94 1-27 81 1-79 2-86 1-40 3-07 6-25 26-16 1877 4-74 1-78 2-38 2-59 1-91 42 3-94 2-23 82 1-97 3-88 1-51 28-17 1878 1-31 1-49 1-12 4-97 3-89 6-71 64 6-72 83 1-99 2-95 1-46 34-08 1879 2-87 3-77 91 2-72 3-46 4-76 4-17 5-11 3-67 80 72 86 33-82 1880 31 2-33 79 2-15 26 4-04 5-11 45 4-04 5-78 1-85 3-17 30-28 1881 1-85 3-09 2-30 46 1-52 1-72 1-85 4-89 2-03 2-99 2-75 2-47 27-92 1882 1-30 1-30 1-35 2'83 1-20 2-30 2-95 1-48 2-39 4-96 2-57 2-51 27-14 1883 2-08 3-62 86 1-56 1-97 1-35 2-92 93 3-83 1-75 2-78 75 24-40 1884 2-30 1-40 1-41 1-02 78 2-84 2-46 89 1-77 99 1-92 2-57 20-35 1885 1-43 2-86 1-65 2-32 2-63 1-99 52 85 4-30 3-73 3-31 1-05 26-64 HYDBAULIO AND OTHEE TABLES. 55 TABLE XI. continued. Year. Jan. Feb. in. 63. Mar. April in. 1-22 May June in. 63 July in. 2-37 Aug. in. 76 Sept. Oct. in. 2-43 Nov. in. 2-71 Dec. in. 4'34 Total. 1886 in. 4-02 in. 1-38 in. 4-79 in. 1'73 in. 27-01 1887 1-26 48 1-65 1-41 1-45 91 1-07, 3-15 1-81 1-24 3-40 1-38 19-21 1888 90 78 3-34 2-37 1-18 2-31 4-91 3-61 1-43 1-23 4-38 1-29 27-73 1889 81 2-28 1-36 2-06 3-22 2-03 2-64 1-80 1-77 3-75 89 1-23 23-84 1890 2-46 1-04 1-76 2-02 1-25 2-82 4-19 1-55 64 1-20 1-62 68 21-23 1891 1-80 01 2-01 1-13 2-72 86- 3-82 4-75 1-03 4-80 1-98 3-24 28-15 1892 50 1-62 1-04 99 1-51 2-46 1-62 3-06 2-12 3-78 2-53 1-37 22-60 1893 1-44 2-87 32 24 80 73 2-46 1-61 1-07 3'87 2-16 2-23 19-80 1894 2-87 1-74 1-18 1-74 1-85 1-84 3-25 2-85 1-04 4-45 2-85 2-28 27-94 1895 1-96 12 1-42 1-34 34 "30 3-42 3-09 1-28 2-84 3-17 2-19 21-47 1896 78 29 3-20 55 14 2-27 1-03 1-92 5-51 3-05 1-17 3-61 23-52 1897 2-05 2-75 3-42 1-57 1-08 1-87 64 2-92 2-75 56 1-05 2-20 22'86 1898 73 1-08 1-46 1-01 2-26 1-11 1-09 1-18 33 2-96 1-94 2-54 17-69* 1899 2-52 2-00 50 2-64 1-38 1-49 1-45 70 2-65 2-03 4-13 1-05 22-54 Mean 2-00 1-58 1-68 1-67 1-91 2-19 2-33 2-31 2-35 2-70 2-33 2-12 25-20 Greatest fail in one civil year (1878), 34-08. twelve months (March 1878 to February 1879), 37 '92 six months (March to August 1878) 24 -0 5. three months (March, April, May 1878), 15-57. two months (December 1876, January 1877), 10-99 one month (August 1878), 6 '72. Least fall in one civil year (1864), 16-93. twelve months (October 1897 to September 1898), 14-06. six months (December 1873 to June 1874), 5-36. four months (December 1873 to March 1874), 2 '96. tLreo months (February, March, April, 1863), 1-94. two months (March, April, 1893), '56. one month (February 1891), -01. Least average of three consecutive years (1897-8-9), 21-03. * This was the total fall registered at Omden Square, but much lower records were obtained at other stations at lower elevation, viz. at Shorrditch, 14-30; East Ham, 14-08; Barking Outfall, 13-01 thus making 1898 the driest year for half a century over a considerable area. 56 HYDRAULIC AND OTHER TABLES. TABLE XI. continued. (2) Average Monthly Rainfall at various stations in British Isles during 30 Years, 1870-1899. Station. 1 1 1 ! fr 1-3 | w 1 I ENGLAND. in. in. in. in. in. in. in. in. in. in. in. in. in. Camden Square . 1-9 T6 1-6 7 1-7 2-1 2-5 2-4 2-3 2-8 2-4 2-1 25-0 Eastbourne 2-7 2-1 2-0 9 6 1-8 2-4 2-4 3-1 4-1 3-7 3'2 31-0 Hitchin . . . 1-8 1-5 1-5 6 9 1-9 2-5 2-3 2-3 2-7 2-6 2-0 24-7 High Wycombe . 2-2 1-8 1-6 6 6 1-8 2-1 2-1 2-4 2-9 2-6 2-3 24-9 Ely .... 1-3 1-1 1-1 4 8 2-0 2-8 2-4 2-2 2-4 2-1 1-5 22-2 Marlborough . 2-6 2-2 1-9 o 9 2-2 2-8 2-7 2-6 3-3 3-3 2-7 30-2 Barnstaple . . 3-4 2-8 2-3 '2 2-1 2-3 3-3 3-4 3-6 4-9 4-0 4-1 38-5 Ross (Hereford) . 2-7 2-2 1-7 9 2-1 2-3 2-8 2-6 2-7 3-1 2-9 2-4 29-4 Ormskirk . . . 2-7 2-0 2-2 7 2-1 2-4 3-4 3-6 3-4 3-9 3-2 3-1 33-'? Cartmel (Lanes.) . 3-9 2-9 3-1 2-2 2-4 2-8 3-9 4-4 4-4 5-0 4-3 4-2 43-7 Old Malton( York s) 1-9 1-7 1-8 1-7 1-9 2-1 2-6 2-7 2-3 3-1 2-5 2-4 26-7 Kendal . . . 5-2 3-7 3-8 2-4 2-9 3-0 4-3 4-9 4-6 5-3 4-9 5-3 50-4 WALES. Haverfordwest 5-1 3-7 3-0 2-6 2-5 2-6 3-7 4-0 4-2 5-6 5-4 5-2 48-C Llandudno 2-6 2-0 2-0 1-8 1-8 2-0 2-6 2-9 2-9 4-1 3-4 2-9 31-1 SCOTLAND. Bothwell Castlej (Lanark) . . J 2-6 1-9 1-9 1-4 1-9 2-2 2-9 3-2 2-7 2-6 2-8 2-8 28' WaulkGlen(Ren-\ J* \ 5-2 3-7 3-5 2-3 2-7 2-9 3-4 4-3 4-3 4-6 5-0 5-2 46- frew) . . ./ Loch Leven . 3-3 2-8 2-6 2-0 2-3 2-4 3-1 3-7 2-9 3-6 3-7 3-7 36-5 Craigton . . . 3-0 2-9 2-6 2-6 2-5 2-7 3-6 4-1 3-2 3-5 3-5 3-5 37^ Braemar . 2-9 2-7 2-4 2-2 2-4 2-4 2-9 3-8 3-2 4-1 3-9 3'1 36-C IllELAND. Portlaw (Water-\ ford . . . ./ 4-5 3-7 2-7 2-9 2-5 2-6 3-2 3-9 3-2 4-3 4-1 4-7 42-5 Bray .... 3-8 3-6 2-9 2-8 2-6 2-5 2-9 3-3 3-0 4-7 4-4 3-9 40- Billinasloe 3-5 2-5 2-4 2-4 2-5 2-7 3-4 3-9 3-2 3-6 3-6 3-6 37-C Armagh . 2-6 2-1 2-0 2-0 2-1 2-5 3-2 3-3 2-9 3-0 2-8 2-8 31-5 Ooaagli (Tyrone) . 3-4 2-5 2-5 2-2 2-4 2-9 3-3 4-0 3-6 3-7 3-5 3-8 37- Average of 24j Stations . . . / 3-1 ... 2-3 2-1 2-2 2-4 3-1 3-3 3-1 3-7 3-5 3-4 34- HYDRAULIC AND OTHEB TABLES. 57 TABLE XII. DAILY and HOURLY MAXIMUM KAINPALL. 1 Greatest Ordinary Heavy Fall (as defined in " British Rainfall," all aeyond this bf ing recorded as " Exceptional "). Exceptional Falls recorded during the Years 1870 to 1899. hours 2 inches, where the total fall during the year exceeds 33 inches. Fall during the Year. /8 - 03 at Seathwaite, Cumberland, in 1897 143-4 7 74 at Ben Nevis Observatory in 1894 151 7 / 6 70 at Angerton, near Morpeth, in 1898 36 9 \ (During an extraordinary storm which lasted only about 3 hours.) 6'00 at Tongue, Sutherland, in 1870 .. 35*1 \5 00 at Blaenau Festiniog, in 1898 . 126 9 24 7 5 per cent, of the fall during the year, where it does not exceed 33 inches. /4-78 at Sittingbourne, being 17 -7 p. c. of 27'0. 4-48 at Fakenham, being 16 '2 p. c. of 27 -6. 4-45 at N. Ockeudon, Essex, being 16 '5 p. c. < of 27-0. 4*83 at Churchstoke, Montgomery, being 16-1 p.c. of 30. \4-93 at Gal way, being 13 p. c. of 37 '9. 2 ('I inch, or at rate "I \ of -50 in. perhr.j (3 - 75 inches. Flax Bourton, Somerset, July 16, 1892. (3 inches. Rotherham, September 15, 1880. If ( 85 inch, or at ratel \ of -56 in. perhr.j /3-07 inches = 2-05 in. per hour. Athlone, \ June 25, 1880. 1 75 inch . . . 2-58 inches. Sale, July 25, 1886. min. 45 ( 65 inch, or at rate| \ of -87 in. perhr.j 30 ( 50 inch, or at rate"! \ of 1 in. per hr. J /2-90 inches = 5 -80 in. per hour. Cowbridge, \ South Wales, July 22, 1880. 20 ( 40 inch, or at rate\ \ofl-20in. perhr.j /I -48 inches = 4*44 in. per Lour. Barnstaple, \ June 30, 1879. 15 ( ' 35 inch, cr et rate} \ of 1-40 in. perhr.j /O 75 inch"= 3 in. per hour. Oxford, August 6, \ 1898. 10 ( 30 inch, or at rate \ of 1 80 in. per hr. Jl inch = 6 in. per hour. London, June 23, \ 1878. 5 ( 20 inch, or at rate") \ of 2 -40 in. perhr.j ( 40 inch in 3 minutes = 8 in. per hour. \ London, June 23, 1878. ,7 TI7W 58 HTDEAULIC AND OTHER TABLES. TABLE XIII. WATER SUPPLY by GRAVITATION NOTE. Dimensions of Service Reservoirs and Distributing Population. Supply Required at 20 Gallons per Head. Area of Gathering Ground for 12 Inches Available Kainfall. Storage Reservoir to Hold Supply for 150 Days. Daily. Equiva- lent per Minute. gallons gallons acres 500 10,000 7 13| 175 ft. diam. by 10 ft. deep 1,000 20,000 14 27 226 12 2,000 40,000 28 53i 320 12 3,000 60,000 42 80 (391 12 \ \ 2f acres by 12 / 5,000 100,000 70 134 3| 15 6,000 120,000 84 161 4* 15 8,000 160,000 112 215 6 15 10,000 200,000 139 268 / 7J 15 ] i 5J 20 / 20,000 400,000 278 536 f 15 15 \ I 11 20 / 30,000 600,000 417 805 16J 20 50,000 1,000,000 694 1340 27 20 60,000 1,200,000 833 1610 33 20 80,000 1,600,000 1,111 ' 2145 44 20 100,000 2,000,000 1,389 sq. miles 4-2 f 55 20 \ \ 44 25 / 500,000 10,000,000 6,944 21 /220 25 } \183 30 / 1,000,000 20,000,000 13,889 42 (440 25 } \367 w 30 / HYDRAULIC AND OTHES TABLES. 59 WORKS for GIVEN POPULATION. Mains same as for Pumping Works. (See next page.) Filter Beds to Pass 600 Gallons per Super. Yard in 24 Hours, allowing for one not in use. Main Conduit to Pass Supply in 24 Hours, flowing continuously. No. 2, each 15 ft. by 10 ft. / 1J inch, 1 2 losgofhead in 120 400 20 15,, ( 2 I 8 120 1000 No. 3, 30 10 { 3 1 4 240 1000 30 15 (4 I 5 1 450 1 1200 50 15 / 4 1 6 1 160 1 1200 50 18 ( 5 1 6 1 350 1 900 60 20 / 6 I 7 1 500 1 1000 No. 4, 50 20 \ or 32 ft. sq. / / 6 18 1 300 1 1250 No. 4, each 45 ft. square . . 1 9 no 1 600 1 1000 ,, 55 ,, .. /io \12 1 450 1 1000 70 (12 \15 1 400 1 1200 76 (12 \15 1 275 1 850 90 (15 118 1 480 1 1200 No. 6 77J (18 \21 1 750 1 1700 173 / 2 feet, 1 3 1 400 1 1000 .. ., 245 (3 I 4 n 1 250 1 1000 60 HYDRAULIC AND OTHBE TABLES. TABLE XIV. WATER SUPPLY by PUMPING Population. Supply Required at 20 Gallons per Head. Hours during which it is proposed to Pump. Net Horse- power to raise to 100 Feet Elevation. Daily. Equivalent per Minute. 500 gallons 10,000 gallons 4 11 1,000 20,000 14 6 1| 2,000 40,000 28 10 2 3,000 60,000 42 10 3 5,000 100,000 70 10 5 6,000 120,000 84 10 6 8,000 160,000 112 10 8 10,000 200,000 139 10 1* 20,000 400,000 278 18 iii 30,000 600,000 417 24 12| 50,000 1,000,000 694 24 21 60,000 1,200,000 833 24 25* 80,000 1,600,000 1,111 24 33 100,000 2,000,000 1,389 24 42 500,000 10,000,000 6,944 21 210 1,000,000 20,000,000 13,889 24 421 HYDRAULIC AND OTHER TABLES. 61 WORKS for GIVEN POPULATION. Dimensions of Single Pump, working 10 Strokes per Minute. Dimensions of Pumping Main. Service Reservoir to hold Three Days' Supply. Main Delivery Pipe to Pass at Rate of One-half in Four Hours. Diam Stroke. Diam. Loss of Head. Diam. Loss of Head. in. 8 ft. in. 2 in. 3 1 in 110 22ft. sq. by 10ft. deep in. 3 1 in 400 9 2 4 1 450 31 W 4 1 450 10 2 5 1 500 40 12 5 1 350 12 2 1 5 1 240 49 12 6 1 380 H 2 6 6 1 220 5G 15 8 1 580 15 2 8 7 1 330 62 15 8 1 400 16 3 8 1 350 71* 15 9 1 400 18 3 1 9 1 400 80 15 10 1 450 18 3 4i 9 1 335 98 20 15 1 850 18 3 9 10 1 450 120 20 15 1 440 21 5 12 1 400 155 20 18 1 310 24 4 3 15 1 850 170 20 21 1,, 500 24 5 8 15 1 475 196 20 24 1 570 24 7 18 1 770 220 20 27 1 650 3-9 10 ft. in. 2 6 1 385 438 25 ft. in. 4 1,, 500 5-0 11 4 3 1 245 620 25* 6 1 880 62 HTDBAULIO AND OTHER TABLES. P..T? s 2 gl< III OS ^ rH p H O 5 C5 : ,- o o o CO T*T* 8 O5 CO Oi O5 O CO O3 iiiiiii >O CO o ggo Oi i I Oi Oi (N CO Oi >O Oi O O5 O O CX3 o o i-< o rn rH o CO GO t O CO CO CO CO CO CO CO CO CN (M CO * o 56 oo" CO HYDRAULIC AND OTHSB TABLES. 63 II fcg? fl~ O> ^3 aj a a !! s* gg In gravel 16 feet II ao oj-o 11! ing Keuper bed of 40 wells in to pollution. I j.'i s 1 1 i a 31 I ft | ^ >o o 8 IO ? ? o * CO 0005 o ^ 10 CO IO * IO O> rH P t~ ^^ 5; g 2^ co 10 CO 00 rH rH rH rH rH rH O O CO rH 00 i O O ? : ? rH ? CO rH CN 8 O O CO ^ O 1 QO CO I I 00 O -^ CO CO o l> * CO O O rH o co * "* rH rtf o l> (N CO 1 C< * * O Tt< o co **< O rH o 28 rH cq rH CO i i-H 00 O5 rH rH -rf, QO O % t^O 05 00 o - & si I, s. 3 & a i > U i & ij I! I rlj|i. 64 HYDRAULIC AND OTHER TABLES. TABLE XVI. QUANTITY of BRICKWORK in CIRCULAR SEWEBS, CULVERTS, or WELLS. NOTE. The quantity of earth displaced will be the sum of the contents and brickwork added together. Contents Brickwork per Contents Brickwork per Internal Diameter. of One Lineal Yard. Lineal Yard. Internal Diameter. of One Lineal Yard. Lineal Yard. 4* Inches Thick. 9 Inches Thick. 9 Inches ThiQk. 14 Inches Thick. ft. in. cub. ft. cub. ft. cub. ft. ft. in. cub. ft. cub. ft. cub. ft. 1 6 5'3 6-6 15-9 6 84'8 47-7 75-6 1 9 7-2 7'5 17-7 6 6 99-5 51-2 80-8 2 9-4 8-4 19-4 7 115-5 54-8 86-1 2 3 11-9 9-3 21-2 7 6 132-5 58-3 91-5 2 6 14-7 10-1 23-0 8 150-8 61-8 96-8 2 9 17-8 11-0 24-7 8 6 170-2 65-4 102-1 3 21-2 11-0 26-5 9 190-9 68-9 107-4 3 3 24-9 12-7 28-3 9 6 212-6 72-4 112-7 3 6 28-9 13-7 30-0 10 235-6 76-0 118-0 3 9 33-1 14-6 31-8 11 285-1 83-1 128-5 4 37-6 15 5 33-6 12 339-3 90-0 139-1 4 6 47-7 17-2 37-1 13 398-2 97-2 149-8 5 58-9 19-0 40-6 14 461-8 104-2 160-35 5 6 71-3 20-7 44-2 15 530-1 111-3 171-0 TABLE XVII. QUANTITY of BRICKWORK in EGG-SHAPED SEWERS. Internal Dimensions. Contents of One Lineal Yard. Brickwork per Lineal Yard. Internal Dimensions. Contents of One Lineal Yard. Brickwork per Lineal Yard. 4* In. Thick. 9 In. Thick. 4* In. Thick. 9 In. Thick. ft. in. ft. in. cub ft. cub. ft. cub. ft. ft. in. ft. in.! cub. ft. cub. ft. cub. ft. 2 Oxl 4* 6-0 7'4 16-5 3 6x2 4 18-5 11-6 25-5 2 3x1 6 8-2 8-1 18-8 3 9x2 6 21-2 12-4 26-9 2 6x1 8 9-4 8-8 20-1 4 0x2 8 24-2 13-0 28-3 2 9x1 10 11-4 9-5 21 4 4 6x3 32-9 14-4 31-1 3 0x2 13-6 10-2 22-7 5 0x3 4 37-7 15-8 34-0 3 3x2 2 15-9 10-9 24-0 6 0x4 54-2 18-8 39-4 In egg-shaped sewers about one-seventh part of the brickwork forms the invert, three-sevenths the top, and three-sevenths the sides. The two former should generally be built with radiating bricks of the radius required in each case. HYDRAULIC AND OTHER TABLES. 65 TABLE XVIII. WEIGHT of CAST-IRON PIPES. . The weight includes proportion due to sockets, pipes of 2 and 2% inches diameter being in 6-feet lengths, pipes 3 to 12 inches inclusive in 9-feet lengths, and those of larger size in 12-feet lengths, exclusive of socket. Intern.il Diameter ot Pipe. For Pressure not exceeding 150 Feet. For Pressure not exceeding 300 Feet. For Pressure not exceeding 500 Feet. Thick- ness of Metal. Weight per Yard. Thick- ness of Metal. Weight per Yard. Thick- nets of Metal. Weight per Yard. inches inch cwt. qrs. Ibs. inch cwt. qrs Ibs inch cwt. qrs. Ibs. 2 A 21 I 5 o 26 B 1 H Te 010 H 1 2 1 016 3 T 5 6 015 H 019 1 1 14 4 B 1 22 1 1 26 A 025 5 I 2 14 A 2 21 034 6 t 2 21 T ? 03 5 j 3 21 7 T'e 3 24 i 1 12 A 1 1 8 T'e 1 12 1 1 J9_ 10 1 1 21 9 i 1 1 12 A 1 2 2 1 1 2 21 10 i 1 2 A 1 2 21 I 1 3 14 12 A 200 I 2 25 H 2 1 21 14 1 2 2 18 tt 2 3 21 I 3 21 15 1 237 tt 3 10 || 3 2 14 16 1 300 1 329 1 4 21 18 320 I 400 H 4 3 21 21 H 410 ** 500 i G 1 H 24 I 5 1 i ' 6 1 H 800 27 1 600 T5 720 1 T5 9 1 30 1 7 3 14 1 8 3 21 11 11 1 36 i 10 2 21 " 11 2 14 li 15 3 H 66 HYDRAULIC AND OTHER TABLES. bD^t> .S^ h ^ ^^ O jfj 1 i bO 2 .2 2 S 5 ^ 8- " ^ 1 I ^2 K? a^ g ^ ^ ^ ^ 13 "ft,^ o* O5 rl CO CM S **" IT5 CD t- O5 (M CO CM +S 4J -1J t *' d tf5 O O CM CM fH eo : 2 3 S S 3 4 1 OQ on o3 no jQ ,Q ,O rQ j3 .2 : co : co co co 1 J IH]O '-'].': eo|io O |> O5 CO HIM X^v X~\ ^ /^N d i *O IO '0 CM CM (N 3 ^-25 3 6 J J ,2 J j ; CN i co o ^ i ^ O" CO r-l s _ta ,j cS 5- ^- C d 10 10 *^ CQ * T-^ , <"-! r ^ r t CM 3 -S -2 3 3 1 oa 03 co en :2 5 JQ co : ^ o co c, s, s ss CO ST ^' 05 CM rH j|S i HO, ^ r , - - CLOWES AND SONS, LIMITED, CROSS. 53313