Document Type : Research Paper


Department of Civil Engineering, Federal University Otuoke, Nigeria


Hydraulic structures such as surface drainages and culverts are usually constructed in urban areas with the intention of draining runoff into nearby streams and rivers in order to avoid flooding. However, most of these structures frequently fail to serve the intended use due to the occurrence of high intensity rainfall accompanied with long duration, which produce runoff discharge higher than their designed capacities. This is common in many developing countries as drainages and culverts are most times constructed without considering hydrological analysis of the catchment. Hence, this research considered Port Harcourt city as a case study by utilizing 50years rainfall data to develop rainfall Intensity-Duration-Frequency (IDF) curves that will be used for subsequent design of drainages and culverts within the city and its environs. The IDF curves were developed using Gumbel, Pearson type III and Log-Pearson type III distributions at return periods of 2, 5, 10, 25 and 50years. However, the durations considered were 5, 10, 20, 30, 45, 60, 90, 120, 150, 180, 210, 240, 300, 360 and 420minutes. Results showed that the IDF equations developed for the three frequency distributions highly correlate with the observed intensities since there goodness of fit (R2) ranges from 0.9766 – 0.9865. Also, it was noted that there was no significant difference (p < 0.01) between the predicted rainfall intensities from all the IDF equations and the observed intensities. Notwithstanding, the IDF equation developed for Gumbel distribution was recommended to be given higher priority since it has the highest R2 value.

Graphical Abstract


  • The IDF curves were developed using Gumbel, Pearson type III, and Log-Pearson type III distributions.
  •  The IDF equation for Gumbel’s distribution is most reliable for the catchment as it has the highest R2 value (0.9865) compared to Pearson type (III) and Log-Pearson type (III), which are 0.9766 and 0.982, respectively.
  •  There was no significant difference between the rainfall intensities predicted from all the IDF equations and those observed in the field, based on t-test analysis (p < 0.01).
  •  The Sherman’s regional constants c, m, and e for the catchment are 503.96, 0.1664, and 0.66686 for Gumbel; 517.37, 0.1546, and 0.6669 for Pearson type (III); 510.62, 0.1616 and 0.66688 for Log-Pearson type (III) correspondingly.


Main Subjects

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