A Numerical Exploration of Transient Decay Mechanisms in Water Distribution Systems - Advances in Control and Automation of Water Systems - page 17

tABle 1.10 (Continued)

FROM HEAD TO HEAD FLOW VEL

NODE (m) NODE (m) (cms) (m/s)

J6 133.4 J7 133.0 2.500 2.21

J7 133.0 J8 131.2 2.500 2.21

J3 135.0 J4 135.0 3.000 2.65

J4 135.0 J26 135.0 3.000 2.65

J26 135.0 J27 133.5 2.500 2.21

J27 133.5 J6 133.4 2.500 2.21

J8 131.2 J9 131.1 2.500 2.21

J9 131.1 J10 129.2 2.500 2.21

J10 129.2 J11 128.0 2.500 2.21

J11 128.0 J12 126.0 2.500 2.21

J12 126.0 J13 124.1 2.500 2.21

J13 124.1 J14 123.8 2.500 2.21

J14 123.9 J15 120.4 2.500 2.21

J15 120.4 J16 120.2 2.500 2.21

J16 120.2 J17 118.9 2.500 2.21

J17 118.9 J18 118.8 2.500 2.21

J18 118.8 J19 118.7 2.500 2.21

J19 118.7 J20 118.6 2.500 2.21

J20 118.6 J21 115.7 2.500 2.21

J21 115.7 J22 114.3 2.500 2.21

J22 114.3 J23 113.4 2.500 2.21

J23 113.5 J24 113.3 2.500 2.21

J24 113.3 J28 112.8 2.500 2.21

J28 112.8 N1 112.6 2.500 2.21

J1 40.6 J2 40.6 3.000 2.65

J2 40.6 J3 40.6 3.000 2.65

1.3.2 comparison of Present research results with other expert's research
Comparison of present research results (water hammer software modeling and SPSS
modeling), with other expert's research results, shows similarity and advantages:

1.3.2.1 Arris S Tijsseling, Alan E Vardy, 2002
Present research assumed three states in Field Tests; Transmission Line with surge
tank, Water hammer in leakage, and no leakage condition. Present research results
(Figure 1.6a) have been compared with the results reported by Arris S Tijsseling and
Alan E Vardy, (2002). Comparison shows similarity in results [17].