of the cross sections at A and B, that is at inlet and throat, is in
actual meters 5 to I to 20 to I, and is very carefully determined by
the maker of the meter. Then, if 11 and u are the velocities at A
and B, -u=pv. Let pressure pipes be introduced at A, B and C,

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FIG. 32. and let H1, H, H2 be the pressure heads at those points. Since the velocity at B is greater than at A the pressure will be less. Neglecting friction H1-H12/2g = H -l-U2/2g, H1-H = (ui-02)/2g = (p2-1)v2/2g. Let h = H, -H be termed the Venturi head, then 11 =~/ {p'.2gh/(p“-1)}, from which the velocity through the throat and the discharge of the main can be calculated if the areas at A and B are known and h observed. Thus if the diameters at A and B are 4 and 12 in., the areas are I2'57 and II3°I sq. in., and p=9, u=/ 81/804 (zgh) = I°O07/ (zgh). If the observed Venturi head is 12 ft., u=28 ft. per sec., and the discharge of the main is 28><12~57=351 cub. ft. per sec. Hence by a simple observation of pressure difference, the How in the main-at any moment can be determined. Notice that the pressure height at C will be the same as at A except for a small loss h/ due to friction and eddying between A and B. To get the pressure at the throat very exactly Herschel surrounds it by an annular passage communicating with the throat by several small holes, sometimes formed in vulcanise to prevent corrosion. Though constructed to prevent eddying as much as possiole there is some eddy loss The main effect of this is to cause a loss of head between A and C which may vary from a fraction of a foot to perhaps 5 ft. at the highest velocities at which a meter can be used. The eddying also affects a little the Venturi head h. Consequently an experimental coefficient must be determined for each meter by tank measurement. The range of this coefficient is, however, surprisingly small. If to allow for friction, u=k~/lp2/(pi-1)}/(zgh), then Herschel found values of Wk from o~97 to I~0 for throat velocities varying from 8 to 28 ft. per sec. The meter is extremely convenient. At Staines reservoirs there are two meters of this type on mains 94 in. | in diameter. Herschel contrived a recording arrangement which records the variation of flow from hour to hour and also the total flow in any given time. In Great Britain 'ie meter is constructed by 3. Kent, who has made improvements in the recording arrangement. In the Deacon Waste 'Vater Meter (Hg. 33) a different principle is used. A disk D, partly counterweight, is water flowmain in a The un- of the disk the im 'ict 4..~ W /If ll @ 'H/as A I ¢ ? /filfi Outlet; 1-G( 0,01 J

/ //ll x( k ¥ § 0 balanced by a suspended in the ing through the conical chamber. balanced weight is supported by pt of the water. If the discharge of the main increases the disk rises, but as it rises its position in the chamber is such that in consequence of the larger area the velocity is less. It finds, therefore, a new position of equilibrium. A pencil P records on a drum moved by clockwork Ehe position of the disk, and from this the variation of flow is inerre § 33. Pressure, Velocity and Energy in Dqferenl Stream Lineng P ¢ E

-, ,, I

ws ;..., 'CL. 3 2 ¢, , -. »; . , . . § sl . I %|a Fxo. 33. The equation of Bernoulli gives the variation of pressure and velocity from point to point along a stream line, and shows that the total energy of the flow across any two sections is the same. Two other directions may be defined, one normal to the stream line and in the plane containing its radius of curvature at any point, the other normal to the stream line and the radius of curvature. For the problems most practically useful it will be sufficient to consider the stream lines as parallel to a vertical or horizontal plane. If the motion is in a vertical plane, the action of gravity must be taken into the reckoning; if the motion is in a horizontal plane, the terms expressing variation of elevation of the filament will disappear Let AB, CD (fig. 34) be two consecutive stream lines, at present assumed to be in a vertical plane, and PQ a normal to these lines 1>+'1P ¢ I I I v+dv C' f- / Q 7->v P I D

5
| ' r
1
f'~¢>~*1
1
I 5
of
FIG. 34.
making an angle ¢ with the vertical. Let P, Q be two particles
moving along these lines at a distance PQ=ds, and let z be the
height of Q above the horizontal plane with reference to which the
energy is measured, 11 its velocity, and p its pressure. Then, if H is
the total energy at Q per unit of weight of Huirl,
H=z+p/G-H12/2g.
Dififerentiating, we get
dH =dz-1-dp/G-1-vdv/g, (1)
for the increment of energy between Q and P. But
dz=PQ cos q§ =ds cos ¢>;
dH =dp/G-Q-vdv/g+ds cos ¢>, (Ia)
where the last term disappears if the motion is in a horizontal plane.
Now imagine a small cylinder of section w described round PQ
as an axis. This will be in equilibrium under the action of its
centrifugal force, its weight and the pressure on its ends. But its
volume is ods and its weight Gods. Hence, taking the components
of the forces parallel to PQwdp
= Gvzwds/gp-Gw cos ¢>ds,
where p is the radius of curvature of the stream line at Q. Consequently,
introducing these values in (I),
dH = v2ds/gp +°vdv/g = (v/g) (v/p -}-dv/ds)ds. (2)
CURRENTS
§ 34. Rectilinear Current.-Suppose the motion is in parallel
straight stream lilies (fig. 35) in a vertical plane. Then p is infinite,
and from eq. (2), § 33,
dH évdz//g.
Comparing this with (I) we see that
dz--dp/G=o;
I z-+-p/G =constant; (3)
or the pressure varies hydro statically as in a fluid at rest. For two
stream lines in a horizontal
plane, z is constant, and there- Y
fore p is constant. A Ti
Radiating Current.-Suppose
E P
I u
I 1 “E”
§ water flowing radially between, I
E
horizontal parallel planes, at 'lf
Q .
l
3 a distance apart=5. Conceive
two cylindrical sections of the
current at radii rl and M, where
the velocities are '11, and 112, and
flow across each cylindrical section o the current is the same,
Q =27T'1'15U1 =27f'1'257}2
V1771 = hi);-
fi/V2 = 112/1/1. (4)
The following theorem is taken from a paper by ]. H. Cotterill,
“ On the Distribution of Energy in a Mass of Fluid in Steady Motion, "
Phil. Mag., February 1876.
FIG.35.
the pressures pl and pg. Since the
I .

1