臺灣博碩士論文加值系統

摘要
滯洪設施最重要之功能為減低逕流洪峰及延遲洪峰時間，利用滯洪池調洪之目標是將開發後之集水區流出過程調節回復開發前的流出過程。但因滯洪係自然放流，並無法將入流歷線完全調節回復至開發前的流出過程。因此有關法規，例如水土保持技術規範，僅對流出洪峰限制，無法對洪峰發生時間甚至歷線過程加以限制，因此調節後的流出型態無法與開發前的型態完全一致或近似。
滯洪池皆以滯洪容積及排放設施限制流出至下游的洪水流量，由於一般滯洪池的流出均係自然放流，只能以既定的滯洪容積及放流設施被動地調節逕流，但因一般在發生尖峰出流量前池中已蓄存相當水量，故往往需要甚大的滯洪容積以調降尖峰流出量。為期提高洪峰前的流出效率，已有雙槽式滯洪池被應用在現地，例如台南科學園區的一系列滯洪池。雙槽式滯洪池較單槽式滯洪池多一輔助蓄水池，以蓄存洪峰階段的集水區流出量，因此較能有效調節開發後歷線回復至開發前的流出要求。
本文將調蓄目標設定為利用雙槽式滯洪池調節開發後的設計出流歷線在較大的流量過程中儘量趨近未開發前的逕流歷線，且流出洪峰不得超過開發前逕流歷線的洪峰，據以推求雙槽式滯洪池調洪設施的最佳配置，並據以檢討此類滯洪池的調洪成效。
本研究在各項水文條件(如該地區開發前後之設計入流量、洪峰到達時間等)已知之情況下，藉由優選方法獲致雙槽式滯洪池之最佳設計，並探討其滯洪特性與成效，提供工程設計及規範修定參考。
經分析結果，對雙槽式滯洪池之滯洪特性可獲致下列結論：
1.在三角形歷線洪峰流量及滯洪池最大允許蓄水高度控制條件下，雙槽式滯洪池所需之面積約為單槽式滯洪池面積之0.57倍，有效改善滯洪池設置所需土地成本及規模。
2.藉由合理的配置組合雙槽式滯洪池的主、副池及溢流堰、流出孔，可相當程度地有效調節出流歷線趨近集水區開發前之主要出流過程，以回復開發前的洪水影響。

Abstract

The most important functions of flood detention facility are to reduce the run-off peak and delay the peak time. The purpose of installing detention pond is to regulate the outflow of developed catchment back to its original state of prior to the development. The detention pond regulates the outflow to the downstream with effective detention volume and release facilities. Due to uncontrolled release design of a detention basin, the outflow pattern after development can not be restored to its original shape. Therefore the related regulations, such as Soil and Water Conservation Technical Norms, can only restrict the peak of outflow to a certain level. On the other hand, the detention pond has always stored massive amount of water before peak, a larger detention volume is necessary to regulate the peak outflow.
In order to improve the outflow efficiency before the peak flood, the double-basin detention pond has been installed on site, such as detention ponds in Tainan Science-Based Industrial Park. Double-basin detention pond has one more sub-basin than the single-basin detention pond. The added sub-basin is designed to store the extra inflow during the peak flood. Therefore, it would be more efficient to regulate the developed catchment’s outflow hydrograph.
The target of regulation with using double-basin detention pond in this thesis is set to regulate the designed hydrograph after development to possibly approach the hydrograph before development during larger flow stage. Furthermore, the regulated peak outflow is not allowed to exceed the hydrograph before development. The results will suggest the best configuration of double-basin detention pond facilities, as well as used to review the effectiveness of flood regulatory capability of such detention ponds.
The case studies applied Gauss-Newton method to obtain the optimal design of a double-basin detention pond under various known hydrologic conditions (such as the designed inflows before and after development, the flood peak arrival time, etc.) The characteristics and effectiveness of double-basin detention pond can be explored from the optimal design:
1. The double-basin detention pond required only 57% area of a single basin detention pond to reduce the designed peak flow of a triangular hydrograph.
2. With proper designed areas of the main basin and sub-basin, height of the overflow weir, diameter of the outlet, it is possible to restore the outflow hydrograph close to it’s original shape before the development.

目錄
摘要..................................................... i
英文摘要............................................... iii
謝誌..................................................... v
目錄.................................................... vi
表目錄................................................ viii
圖目錄...................................................ix
第一章 前言........................................................1
1.1 研究背景..............................................1
1.2 研究目的..............................................2
1.3 本文組織..............................................2
第二章 文獻回顧...........................................4
2.1 滯洪池構造............................................4
2.2 滯洪模擬條件..........................................5
2.3 滯洪演算..............................................6
第三章 研究方法...........................................8
3.1 滯洪池之滯洪水理......................................8
3.1.1 單槽式滯洪池.......................................10
3.1.2 雙槽式滯洪池.......................................14
3.2 滯洪池設計條件.......................................24
3.3 達成調洪目標之滯洪池設計.............................27
3.3.1 開發前設計歷線.....................................27
3.3.2 開發後歷線.........................................28
3.3.3 開發後調節目標.....................................29
3.3.4 滯洪池最佳設計分析.................................29
第四章 實例研究..........................................35
4.1 集水區概要...........................................35
4.1.1 設計暴雨頻率.......................................35
4.1.2 設計流量歷線.......................................35
4.2 滯洪池滯洪特性檢討...................................36
4.2.1 滯洪池設計條件.....................................36
4.2.2 水土保持技術規範調節要求...........................38
4.2.3 開發後25年頻率洪水調節至開發前25年洪水.......................................................47
第五章 結論與建議........................................65
5.1 結論.................................................65
5.2 建議.................................................66
參考文獻.................................................67

參考文獻

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