hydrology rainfall - runoff modeling (ii) synthetic unit hydrographs prof. ke-sheng cheng department...

HydrologyRainfall - Runoff Modeling (II)

Synthetic unit hydrographs

Prof. Ke-Sheng Cheng

Department of Bioenvironmental Systems Engineering

National Taiwan University

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)

SCS unit hydrograph

Misuse of SCS UH – an example

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.

Contributing area and contributing rainfall

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).

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

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

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).

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) = 403.33 cfs

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

坡地開發水文設計相關規範

現行設計規範之檢討

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：

。公頃：集水區面積小時公釐：降雨強度

無單位：逕流係數

秒立方公尺：洪峰流量式中，

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滯洪設施規劃設計原則 ( 水土保持技術規範第 九十五 條 )

滯洪量之估算( 水土保持技術規範第 九十六 條 )