Corporate Fin Mgt NDLM.PDF

Table 11: Theoretical and Observed Distribution of Peak Flow
(maximum of average daily discharges)

(1) (2) (3) (4) (5) (6) (7)
Reduced
variable

Theoretical

cumulative

probability

Theoretical

cumulative

frequency

Theoretical

frequency

Observed

peak flow

Observed

cumulative

frequency

Observed

frequency

• 1.00 0.6599 1 1 73 1 1


• 0.75 0.12039 2 1 103 1 0


• 0.50 0.1 9230 4 2 133 3 2


• 0.25 0.27693 5 1 164 4 1
  0.00 0.36788 7 2 194 6 2
  0.25 0.45896 8 1 224 6 0
  0.50 0.54524 10 2 255 10 4
  0.75 0.62352 11 1 285 13 3
  1.00 0.69220 13 2 315 14 1
  1.25 0.75088 14 1 345 14 0
  1.50 0.80001 14 0 376 16 2
  1.75 0.84048 15 1 406 16 0
  2.00 0.87342 16 1 436 17 1
  2.25 0.89996 16 0 466 17 0
  2.50 0.92119 17 1 497 17 0
  2.75 0.93807 17 0 527 17 0
  3.00 0.95143 17 0 557 17 0
  3.25 0.96197 17 0 587 17 0
  3.50 0.97025 18 1 618 17 0
  3.75 0.97675 18 0 648 18 1

(b) The Relationship between Peak flow and Flood Damage

The relationship between peak flow and flood damage was derived in two stages: (1) the
relationship between peak flow and area inundated, and (2) the calculation of the damage
per unit area inundated.

The choice of this method was dictated by the lack of data required for more
sophisticated methods of analysis. Since, in the area concerned, flood damage consists
predominantly of damage to agricultural output; it is believed that the method provides
reasonably satisfactory estimates of flood damage.

The relationship between the flood intensity and the are inundated was derived from the
observations listed in Table 12.