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By David Stephenson

"...the booklet is at its top within the layout and research sections and will stand on those on my own as a well-stocked guide with copious references for extra study," commented the magazine of the nationwide Water Council after booklet of an previous variation of Pipeline layout for Water Engineers. This vintage monograph has been revised and up-to-date to take account of recent advancements within the box. fresh learn in cavitation and circulate keep watch over has brought on extra sections to be additional. There also are new sections on helps to uncovered pipes and secondary rigidity. extra references and a brand new format make up this variation. a few sections showing in past variations, noteably on pipe community structures research and optimization were ommitted as they have been thought of extra applicable within the author's parallel e-book ``Pipeflow Analysis'' (Developments in Water technological know-how, 19).

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Example text

Head losses evaluated from F i g . 3. H = Fig. 85 Q in Q/ h Example of node method of network flow a n a l y s i s 43 The loop flow preparation. defined data Flows must indirectly preparation gence. data in be the and method assembly. has assumed assumed Trial disadvantage loops, flows. in data and drawoffs The often offsets relatively and the around pipe interpretation i s so because of This with correction are added e f f o r t in the q u i c k e r conver- low computing costs compared error design is also cumbersome if loop flows h a v e to b e changed each time a new p i p e i s added.

Hazen-Wi I I iams coefficient coincide with in the t r a n s i t i o n zone. 2 that a functionof diagram lines for (see X Fig. e. number is p l o t t e d on actual l y reduce the greater the Reynolds cannot associate a c e r t a i n Hazen-Wil I iams coefficient one a p a r t i c u l a r p i p e as i t v a r i e s depending on the flow rate. The Hazen-Will iams equation should therefore be used w i t h c a u t i o n f o r h i g h Reynolds numbers and r o u g h pipes. of C w above approximately practice ( R The It will also be noted that values 155 a r e impossible to a t t a i n in water-works 6 around 10 ) .

E. the there The flow should Bernoulli should be equation to no change apply in i s assumed to be one-dimensional be incompressible, although the gases w i t h reservations (Albertson et a l . , The tical the velocity respective heads are illustrated flow at should any be and i r r o t a t i o n a l . equation steady, p o i n t w i t h time. may be The f l u i d applied 1960). i n Fig. 1. For most p r a c - cases the v e l o c i t y head i s small compared w i t h the other heads, and i t may be neglected.

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