A Numerical Exploration of Transient Decay Mechanisms in Water Distribution Systems - Advances in Control and Automation of Water Systems - page 11

figure 1.4 Rasht city Water Pipeline (a-Modeling results and b-Field Tests results,

comparison).

Comparison between three parts of (Figure 1.5) for cases (Flow-Time, Head-Time,
and Head-Distance transient curve) for Rasht city Water Pipeline proved the surge
tank effective role. The First case was water-pipeline with water leakage and equipped
with surge tank. The second case was water-pipeline without surge tank, but it had
water leakage. The flow was decreased from 3014 (L.S - ¹) down to Min. value 2520
(L.S - ¹) after .6 (s). So in .4 (s), it was grown up to 3228 (L.S - ¹). This was the effect of
water release from the leakage location. Hence in one second, 494 (L.S - ¹) water flows
have been interred and exited to surge tank (for Transmission Line with surge tank and
in leakage condition). It was shown that at 110M surge pressure in the near to pump
station (start of Transmission Line), the leakage has been happened (Location of leak-
age). Hence, water flow was decreased from 3000 (L.S - ¹) to 2500 (L.S - ¹). This was
UFW hazard alarm.