1. Hydrology Rainfall - Runoff Modeling (II) Synthetic unit hydrographs
Prof. Ke-Sheng Cheng
Department of Bioenvironmental Systems Engineering
National Taiwan University

2. Synthetic unit hydrographs
For areas where rainfall and runoff data are not available, unit hydrograph can be developed based on physical basin characteristics.
SCS unit hydrograph
Clark’s IUH (time-area method)
Linear reservoir model (Nash model)

3. SCS unit hydrograph

4. Misuse of SCS UH – an example

5. Clark’s IUH (time-area method)
The concept of isochrones
Isochrones are lines of equal travel time. Any point on a given isochrone takes the same time to reach the basin outlet. Therefore, for the follwoing basin isochrone map and assuming constant and uniform effective rainfall, discharge at the basin outlet can be decomposed into individual contributing areas and rainfalls.

6. Contributing area and contributing rainfall

8. Using the basin isochrone map, the cumulative contributing area curve can be developed. The derivatives or differences of this curve constitute the instantaneous unit hydrograph IUH(t).

9. If the effect of watershed storage is to be considered, the unit hydrograph described above is routed through a hypothetical linear reservoir with a storage coefficient k located at the watershed outlet.
For a linear reservoir with storage coefficient k, we have

10. Consider the continuity of the hypothetical reservoir during a time interval t.

11. Example. A watershed of 1000-acre drainage area has the following 15-minute time-area curve. The storage coefficient k of the watershed is 30 minutes. Determine the 15-minute unit hydrograph UH(15,t).

13. Area between isochrones t = 0 and t = 0. 25 hr is 100 acres
Area between isochrones t = 0 and t = 0.25 hr is 100 acres. Since we are interested in the unit hydrograph UH(15-min, t), the rainfall intensity in the time period (0.25 hr) should be 4 inch/hr. Therefore, the ordinate of UH(15-min, t) at time t = 0.25 hr is:
4 inch/hr  (1/12 ft/inch)  (1/3600 hr/sec)  100 acres  (43560 ft2/acre) = cfs

14. 坡地開發滯留池之水文設計
Hydrological Analysis for Detention Pond Design in Hillslope Development

15. 坡地開發水文設計相關規範

27. 現行設計規範之檢討

64. 逕流量分析 (水土保持技術規範第 十七條 )
洪峰流量之估算，有實測資料時，得採用單位歷線分析；面積在一千公頃以內者，無實測資料時，得採用合理化公式(Rational Formula)計算。合理化公式如下：

65. 滯洪設施規劃設計原則 (水土保持技術規範第 九十五 條 )
滯洪設施規劃設計原則 (水土保持技術規範第 九十五 條 )

66. 滯洪量之估算 (水土保持技術規範第 九十六 條 )