1、精選優質文檔-傾情為你奉上河海大學文天學院水文預報課程設計報告 指導老師： 專業班級： 學號姓名： 年 月 日目 錄1 第一章 基本任務任務一：編寫新安江模型，包括兩種時間尺度：日模型（24h）、次洪模型（1h）；（1）進行日模型產流量計算；（2）比較計算年徑流與實測年徑流；（3）通過誤差分析，優選蒸發折算系數Kc；（4）8994年的歷時數據作為率定參數，9596年的數據作為模型檢驗。任務二： 根據已給的呈村流域資料，利用編制的新安江模型進行日徑流模擬與次洪過程模擬，率定新安江模型參數。任務三：分析日模型與次洪模型模擬結果，精度評定時，日模型采用徑流深相對誤差與確定性系數，次洪模型采用徑流深相

2、對誤差、洪峰相對誤差、峰現時差與確定性系數。任務四： 提交課設報告第二章 基本資料1、流域概況 呈村流域控制面積為290 km2，地勢南高北低，相對高差較大，平均海拔高程583m ，流域河道平均坡度為0.95% ，最大匯流路徑長度為36 km 。流域內植被良好，雨量充沛，多年平均降雨量約為2100 mm ，流域降水在年內年際分配極不均勻，為典型的濕潤流域。該流域植被類型主要包括常綠針葉林、落葉闊葉林、混合林、森林地林地草原、牧草地與作物地，土壤類型主要為黏壤土。圖2-1 該流域水文站分布圖2、基本資料（1）計算流域面積為290平方千米 （2）流域內有十個雨量站，權重分別為0.12、0.11、0

3、.11、0,13、0.05、 0.07、0.12、0.09、0.09、0、13 （3）資料文件名：呈村流域資料.xls，數據格式為：T(i) Q(i) E(i) P1(i) P2(i) P3(i) P4(i) P5(i) P6(i) P7(i) P8(i) P9(i) P10(i)3、計算參數 計算參數見表2-1。 計算年份 參數 初始張力水蓄量19891994WMWUMWLMWDMWWUWLWD120206040110104030BCIMEX0.30.180.011.5第三章 計算公式1、蒸散發計算根據流域特點，蒸散發計算采用的是三層蒸散發計算模式。三層蒸發模式的具體計算如下：1)當WU+P

4、EP, EU=Ep,EL=0,ED=0;2)當WU+P<EP, WLC×WLM, EU=WU+P,EL=(EP-EU)×WL/WLM,ED=0;3)當WU+P<EP, C.(EP-EU)WL<C.WLM, EU=WU+P,EL=C×(EP-EU),ED=0;4)當WU+P<EP，WL<C×(EP-EU)， EU=WU+P,EL=WL,ED=C×(EP-EU)-EL.2、產流量計算根據流域特點，產流量計算系根據蓄滿產流理論得出的。蓄滿產流，即任一地點上，土壤含水量達田間持水量前，降雨量全部補充土壤含水量，不產流；當土

5、壤蓄滿后，其后續降雨量全部產生徑流。 a=WMM*(1-(1-W0/WM)(1/(b+1)PE>0，則產流；否則不產流。產流時，當PE+aWMM；R=PE+W-WM+WM*(1-(PE+a)/WMM)(b+1)當PE+aWMM；R=PE+W-WM3、水源劃分流域坡地上的降雨產流量因產流過程的條件和運動路徑不同，受流域的調蓄作用不同，各徑流成分在流量過程線上的反應是不一樣的。各水源分量如下：1）當PEFC時：RS=0.0 RG=R2）當PEFC時：RG=FC*R/PE RS=R-RG4、匯流計算(1)、地面徑流的坡地匯流 地面徑流的坡地匯流時間不計，直接進入河網，計算公式為： QS(I)=

6、RS(I)×U (2)、壤中流匯流 表層自由水以KI側向出流后成為表層壤中流，進入河網。但如土層較厚，表層自由水尚可滲入深層土，經過深層土的調蓄作用， 才進入河網。深層自由水用線性水庫模擬，其消退系數為CI，計算 公式為： QI(I)=CI×QI(I-1)+(1-CI)×RI(I)×U (3)、地下徑流匯流 地下徑流匯流用線性水庫模擬,其消退系數為CG，出流進入河網。表層自由水以KG向下出流后，再向地下水庫匯流的時間不另 計，包括在CG之內，計算公式為： QG(I)=CG×QG(I-1)+(1-CG)×RG(I)×U 第四章

7、 基本數據基本數據：結果分析： 序號 時間 平均降雨量 平均產流量 實測流量 計算流量 1 "1986-6-25 18:00:00" 0.00 0.00 6.61 7.82 2 "1986-6-25 19:00:00" 0.00 0.00 6.30 7.82 3 "1986-6-25 20:00:00" 0.06 0.00 5.94 7.77 4 "1986-6-25 21:00:00" 0.55 0.04 5.94 7.68 5 "1986-6-25 22:00:00" 1.29 0.13 5

8、.94 7.59 6 "1986-6-25 23:00:00" 0.53 0.04 5.94 7.85 7 "1986-6-26 00:00:00" 0.38 0.03 5.94 8.64 8 "1986-6-26 1:00:00" 0.22 0.01 5.94 10.32 9 "1986-6-26 2:00:00" 0.40 0.03 5.94 13.00 10 "1986-6-26 3:00:00" 3.41 0.40 9.17 13.00 11 "1986-6-26 4:00:0

9、0" 5.18 0.64 12.40 13.37 12 "1986-6-26 5:00:00" 7.64 1.02 15.63 26.89 13 "1986-6-26 6:00:00" 2.94 0.41 78.10 80.93 14 "1986-6-26 7:00:00" 1.60 0.22 110.75 108.80 15 "1986-6-26 8:00:00" 1.34 0.19 91.00 104.55 16 "1986-6-26 9:00:00" 0.22 0.02 85.6

10、0 96.47 17 "1986-6-26 10:00:00" 0.22 0.02 57.27 86.21 18 "1986-6-26 11:00:00" 0.22 0.02 40.00 78.04 19 "1986-6-26 12:00:00" 0.22 0.02 34.00 70.34 20 "1986-6-26 13:00:00" 0.00 0.00 28.90 59.12 21 "1986-6-26 14:00:00" 0.00 0.00 24.70 49.03 22 "198

11、6-6-26 15:00:00" 0.00 0.00 23.59 40.79 23 "1986-6-26 16:00:00" 0.00 0.00 22.47 33.56 24 "1986-6-26 17:00:00" 0.00 0.00 21.36 27.71 25 "1986-6-26 18:00:00" 0.00 0.00 20.80 23.06 26 "1986-6-26 19:00:00" 0.00 0.00 20.00 19.36 27 "1986-6-26 20:00:00"

12、; 0.00 0.00 19.20 16.43 28 "1986-6-26 21:00:00" 0.00 0.00 18.83 14.10 29 "1986-6-26 22:00:00" 0.00 0.00 18.47 12.24 30 "1986-6-26 23:00:00" 0.00 0.00 18.10 10.76 31 "1986-6-27 00:00:00" 0.00 0.00 17.73 9.58 32 "1986-6-27 1:00:00" 0.40 0.04 17.37 8.62

13、 33 "1986-6-27 2:00:00" 0.40 0.04 17.00 7.87 34 "1986-6-27 3:00:00" 0.60 0.07 16.53 7.51 35 "1986-6-27 4:00:00" 0.60 0.07 16.07 8.48 36 "1986-6-27 5:00:00" 0.57 0.07 15.60 10.15 37 "1986-6-27 6:00:00" 0.57 0.07 15.13 12.75 38 "1986-6-27 7:00:00&

14、quot; 0.00 0.00 14.67 15.07 39 "1986-6-27 8:00:00" 0.00 0.00 14.20 16.86 40 "1986-6-27 9:00:00" 0.00 0.00 14.03 17.73 41 "1986-6-27 10:00:00" 0.00 0.00 13.68 15.54 42 "1986-6-27 11:00:00" 0.00 0.00 13.34 13.28 43 "1986-6-27 12:00:00" 0.00 0.00 12.99

15、11.42 44 "1986-6-27 13:00:00" 0.00 0.00 12.65 9.92 45 "1986-6-27 14:00:00" 0.00 0.00 12.30 8.72 46 "1986-6-27 15:00:00" 0.00 0.00 11.91 7.77 47 "1986-6-27 16:00:00" 0.00 0.00 11.51 6.99 48 "1986-6-27 17:00:00" 0.00 0.00 11.12 6.37 49 "1986-6-27

16、18:00:00" 0.00 0.00 10.73 5.87 50 "1986-6-27 19:00:00" 0.00 0.00 10.33 5.45 51 "1986-6-27 20:00:00" 0.00 0.00 9.94 5.11 第五章 結果評定及分析水文預報結果的準確率與可信程度是衡量服務質量的前提，為了更好地為國家安全和國民經濟建設服務，必須對水文預報結果的可靠性和有效性進行評定和檢驗。然而，設計的模型結構與流域的實際產流過程和規律也不完全相符，預報誤差是客觀存在的，故應采用水文預報中結果評定方法進行評定模型，并且分析結果中誤差產

17、生的主要原因。 Kc優選原則：計算的6年資料的Kc應相同并使得2年內每年的年徑流相對誤差盡可能不超過5，編程中解釋為1989年和1990年兩年的年徑流量相對誤差的絕對值之差不超過5，即：Abs(Abs(XD(k, 3) - Abs(XD(k, 4)<= 5。該過程通過VB編程來實現。 本報告仍選擇了Kc=1作為率定值，因為選擇這個數值時1989年和1994年兩年的誤差最相近（都約為21%），這表明此時模型的穩定性較好。其次，如果使Kc增加或減小，都會使其中一年的誤差減小，但另一年的誤差將變得特別大。綜上所述，本報告采用Kc=1是合理的。通過采用1995年和1996年的數據對率定的Kc進行

18、徑流計算并檢驗，結果表明Kc=1對于1995年和1996年的徑流計算誤差較大，且其相應的確定系系數較小不能滿足項目預報的要求。另一方面，通過檢驗發現檢驗年份的誤差和確定性系數都不如率定年份，究其原因分析如下：1、 用來率定參數的資料序列太短，資料的代表性不強，則率定出的Kc代表性較弱，甚至可能是錯誤的；2、 徑流計算過程中所使用的水文模型屬于概念性的流域水文模型，其本身的精度就有限；3、 在計算流域徑流過程中各個雨量站的權重因子的選擇可能沒有充分考慮流域的流域氣候和地質的時空不均勻性等。由于多種因素的作用使得水文模型整體上計算誤差都較大。第六章 計算程序及說明 Dim P(1 To 366)

19、As Single '流域的平均降雨量Dim i As Integer, P1(1 To 366) As Single, P2(1 To 366) As Single, P3(1 To 366) As Single, P4(1 To 366) As SingleDim E0(1 To 366) As Single '流域的水面蒸發Dim Ep(1 To 366) As Single '流域的蒸發能力Dim E(1 To 366) As Single '流域總的蒸發量Dim EU(1 To 366) As Single, EL(1 To 366) As Singl

20、e, ED(1 To 366) As SingleDim Q(1 To 366) As Single '流域實測徑流Dim R(1 To 366) As Single '流域計算徑流Dim RS(1 To 366) As Single, RG(1 To 366) As Single, PE(1 To 366) As SingleDim W(1 To 367) As Single '流域總的蓄水量Dim WU(1 To 367) As Single, WL(1 To 367) As Single, WD(1 To 367) As Single, WMM As Single

21、, a(1 To 367) As SingleConst h1 = 0.33, h2 = 0.14, h3 = 0.33, h4 = 0.2 '各雨量站的權重Const Wm = 140, Um = 20, Lm = 60, Dm = 60Const B = 0.3, C = 0.16, IM = 0.002Private Sub Command1_Click() '任務一運用程序優選KcDim sumQ As Single, sumR As Single, sumR89(2000) As Single, sumQ89(2000) As Single, sumR90(2000)

22、 As Single, sumQ90(2000) As SingleDim JD89(2000) As Single, XD89(2000) As Single, j As Integer, JD90(2000) As Single, XD90(2000) As SingleDim JDB(2000) As Single, XDB(2000) As Single, Y As Single, minj As Integer, Min As Single, Kc(2000) As SingleConst Fc = 24For j = 1 To 2000 '運用1989年資料率定Kc(j)

23、= 0.9 + 0.001 * jOpen "C:Documents and SettingsAdministrator桌面水文預報1989年資料.txt" For Input As #1For i = 1 To 365 '流域平均降雨量計算Input #1, Q(i), E0(i), P1(i), P2(i), P3(i), P4(i)P(i) = 0.33 * P1(i) + 0.14 * P2(i) + 0.33 * P3(i) + 0.2 * P4(i)sumQ89(j) = sumQ89(j) + Q(i) * 24 * 3.6 / 553Next iCl

24、ose #1W(1) = 110: WU(1) = 10: WL(1) = 40: WD(1) = 60 '流域三層蒸發計算W(1) = WU(1) + WL(1) + WD(1)WMM = Wm * (1 + B)a(1) = WMM * (1 - (1 - (W(1) / Wm) (1 / (1 + B) For i = 1 To 365 Ep(i) = E0(i) * Kc(j) Next iFor i = 1 To 365If WU(i) + P(i) >= Ep(i) ThenEU(i) = Ep(i)EL(i) = 0ED(i) = 0End IfIf WU(i) +

25、 P(i) < Ep(i) Then If WL(i) >= C * Lm Then EU(i) = WU(i) + P(i) EL(i) = (Ep(i) - EU(i) * WL(i) / Lm ED(i) = 0 ElseIf WL(i) < C * Lm And WL(i) >= C * (Ep(i) - EU(i) Then EU(i) = WU(i) + P(i) EL(i) = (Ep(i) - EU(i) * C ED(i) = 0 ElseIf WL(i) < C * (Ep(i) - EU(i) Then EU(i) = WU(i) + P(i

26、) EL(i) = WL(i) ED(i) = (Ep(i) - EU(i) * C - EL(i) End IfEnd IfE(i) = EU(i) + EL(i) + ED(i) PE(i) = P(i) - E(i) '流域產流計算 If PE(i) > 0 Then '當產流時 If PE(i) + a(i) < WMM Then R(i) = PE(i) + W(i) - Wm + Wm * (1 - (PE(i) + a(i) / WMM) (B + 1) W(i + 1) = W(i) + PE(i) - R(i) a(i + 1) = PE(i) +

27、 a(i) ElseIf PE(i) + a(i) >= WMM Then R(i) = PE(i) + W(i) - Wm W(i + 1) = Wm a(i + 1) = WMM End IfEnd If If WU(i) + P(i) - EU(i) - R(i) <= Um Then WU(i + 1) = WU(i) + P(i) - EU(i) - R(i) WL(i + 1) = WL(i) - EL(i) WD(i + 1) = WD(i) - ED(i) Else WU(i + 1) = Um If WL(i) - EL(i) + (WU(i) + P(i) -

28、EU(i) - R(i) - Um) <= Lm Then WL(i + 1) = WL(i) - EL(i) + (WU(i) + P(i) - EU(i) - R(i) - Um) WD(i + 1) = WD(i) - ED(i) Else WL(i + 1) = Lm If WD(i) - ED(i) + WL(i) - EL(i) + (WU(i) + P(i) - EU(i) - R(i) - Um) - Lm <= Dm Then WD(i + 1) = WD(i) - ED(i) + WL(i) - EL(i) + (WU(i) + P(i) - EU(i) - R

29、(i) - Um) - Lm Else WD(i + 1) = Dm End If End If End If If PE(i) <= 0 Then '當不產流時 R(i) = 0 W(i + 1) = W(i) + PE(i) a(i + 1) = WMM * (1 - (1 - W(i + 1) / Wm) (1 / (1 + B)End IfNext i For i = 1 To 365 sumR89(j) = sumR89(j) + R(i) Next iNext jFor j = 1 To 2000 '運用1990年資料率定Kc(j) = 0.9 + 0.001

30、 * jOpen "C:Documents and SettingsAdministrator桌面水文預報1990年資料.txt" For Input As #2For i = 1 To 365Input #2, Q(i), E0(i), P1(i), P2(i), P3(i), P4(i)P(i) = 0.33 * P1(i) + 0.14 * P2(i) + 0.33 * P3(i) + 0.2 * P4(i)sumQ90(j) = sumQ90(j) + Q(i) * 24 * 3.6 / 553Next iClose #2W(1) = 110: WU(1) = 10

31、: WL(1) = 40: WD(1) = 60W(1) = WU(1) + WL(1) + WD(1)WMM = Wm * (1 + B)a(1) = WMM * (1 - (1 - (W(1) / Wm) (1 / (1 + B) For i = 1 To 365 Ep(i) = E0(i) * Kc(j) Next iFor i = 1 To 365If WU(i) + P(i) >= Ep(i) ThenEU(i) = Ep(i):EL(i) = 0:ED(i) = 0End IfIf WU(i) + P(i) < Ep(i) Then If WL(i) >= C *

32、 Lm Then EU(i) = WU(i) + P(i) EL(i) = (Ep(i) - EU(i) * WL(i) / Lm ED(i) = 0 ElseIf WL(i) < C * Lm And WL(i) >= C * (Ep(i) - EU(i) Then EU(i) = WU(i) + P(i) EL(i) = (Ep(i) - EU(i) * C ED(i) = 0 ElseIf WL(i) < C * (Ep(i) - EU(i) Then EU(i) = WU(i) + P(i) EL(i) = WL(i) ED(i) = (Ep(i) - EU(i) *

33、 C - EL(i) End IfEnd IfE(i) = EU(i) + EL(i) + ED(i) PE(i) = P(i) - E(i) If PE(i) > 0 Then If a(i) + PE(i) < WMM Then R(i) = PE(i) + W(i) - Wm + Wm * (1 - (PE(i) + a(i) / WMM) (B + 1) a(i + 1) = PE(i) + a(i) W(i + 1) = W(i) + PE(i) - R(i) Else R(i) = PE(i) + W(i) - Wm a(i + 1) = WMM W(i + 1) =

34、Wm End If Else R(i) = 0 W(i + 1) = W(i) + PE(i) a(i + 1) = WMM * (1 - (1 - W(i + 1) / Wm) (1 / (1 + B) End If If WU(i) + P(i) - EU(i) - R(i) <= Um Then WU(i + 1) = WU(i) + P(i) - EU(i) - R(i) WL(i + 1) = WL(i) - EL(i) WD(i + 1) = WD(i) - ED(i) Else WU(i + 1) = Um If WL(i) - EL(i) + (WU(i) + P(i)

35、- EU(i) - R(i) - Um) <= Lm Then WL(i + 1) = WL(i) - EL(i) + (WU(i) + P(i) - EU(i) - R(i) - Um) WD(i + 1) = WD(i) - ED(i) Else WL(i + 1) = Lm If WD(i) - ED(i) + WL(i) - EL(i) + (WU(i) + P(i) - EU(i) - R(i) - Um) - Lm <= Dm Then WD(i + 1) = WD(i) - ED(i) + WL(i) - EL(i) + (WU(i) + P(i) - EU(i) -

36、 R(i) - Um) - Lm Else WD(i + 1) = Dm End If End If End If Next i For i = 1 To 365 sumR90(j) = sumR90(j) + R(i) Next i Next j For j = 1 To 2000 JD89(j) = sumR89(j) - sumQ89(j)XD89(j) = (sumR89(j) - sumQ89(j) / sumQ89(j) JD90(j) = sumR90(j) - sumQ90(j)XD90(j) = (sumR90(j) - sumQ90(j) / sumQ90(j)Next j

37、 For j = 1 To 2000 JDB(j) = Abs(XD90(j) - Abs(XD89(j) XDB(j) = (Abs(XD90(j) - Abs(XD89(j) / Abs(XD89(j) Next jMin = 1For j = 1 To 2000 '運用盡量相近原則優選KcIf Abs(XDB(j) < Min Then Min = Abs(XDB(j) minj = j End If Next jLabel2.Caption = Kc(minj) 輸出計算結果 JD89(minj) = sumQ89(minj) - sumR89(minj) '絕對

38、誤差 XD89(minj) = (sumQ89(minj) - sumR89(minj) / sumQ89(minj) '相對誤差 Text1.Text = sumQ89(minj) Text2.Text = sumR89(minj) Text3.Text = JD89(minj) Text4.Text = XD89(minj) JD90(minj) = sumQ90(minj) - sumR90(minj) '絕對誤差 XD90(minj) = (sumQ90(minj) - sumR90(minj) / sumQ90(minj) '相對誤差 Text5.Text =

39、 sumQ90(minj) Text6.Text = sumR90(minj) Text7.Text = JD90(minj) Text8.Text = XD90(minj)End SubPrivate Sub Command2_Click()'任務二次洪流量計算Dim Qg(1 To 28) As Single, Qs(1 To 28) As Single, UH(1 To 28) As IntegerConst Fc = 11, Cg = 0.978, Qgchu = 55.3Kc = Val(Label2.Caption)Open "C:Documents and Se

40、ttingsAdministrator桌面水文預報暴雨資料.txt" For Input As #3 For i = 1 To 28 Input #3, E0(i), P1(i), P2(i), P3(i), P4(i) P(i) = h1 * P1(i) + h2 * P2(i) + h3 * P3(i) + h4 * P4(i) Ep(i) = E0(i) * Kc Next i Close #3W(1) = 140: WU(1) = 20: WL(1) = 60: WD(1) = 60W(1) = WU(1) + WL(1) + WD(1)WMM = Wm * (1 + B)a

41、(1) = WMM * (1 - (1 - (W(1) / Wm) (1 / (1 + B)For i = 1 To 28If WU(i) + P(i) >= Ep(i) ThenEU(i) = Ep(i):EL(i) = 0:ED(i) = 0End IfIf WU(i) + P(i) < Ep(i) Then If WL(i) >= C * Lm Then EU(i) = WU(i) + P(i) EL(i) = (Ep(i) - EU(i) * WL(i) / Lm ED(i) = 0 ElseIf WL(i) < C * Lm And WL(i) >= C

42、 * (Ep(i) - EU(i) Then EU(i) = WU(i) + P(i) EL(i) = (Ep(i) - EU(i) * C ED(i) = 0 ElseIf WL(i) < C * (Ep(i) - EU(i) Then EU(i) = WU(i) + P(i) EL(i) = WL(i) ED(i) = (Ep(i) - EU(i) * C - EL(i) End IfEnd IfE(i) = EU(i) + EL(i) + ED(i) PE(i) = P(i) - E(i) '流域產流計算 If PE(i) > 0 Then If PE(i) + a(

43、i) < WMM Then R(i) = PE(i) + W(i) - Wm + Wm * (1 - (PE(i) + a(i) / WMM) (B + 1) W(i + 1) = W(i) + PE(i) - R(i) a(i + 1) = PE(i) + a(i) ElseIf PE(i) + a(i) >= WMM Then R(i) = PE(i) + W(i) - Wm W(i + 1) = Wm a(i + 1) = WMM End IfEnd If If WU(i) + P(i) - EU(i) - R(i) <= Um Then WU(i + 1) = WU(

44、i) + P(i) - EU(i) - R(i) WL(i + 1) = WL(i) - EL(i) WD(i + 1) = WD(i) - ED(i) Else WU(i + 1) = Um If WL(i) - EL(i) + (WU(i) + P(i) - EU(i) - R(i) - Um) <= Lm Then WL(i + 1) = WL(i) - EL(i) + (WU(i) + P(i) - EU(i) - R(i) - Um) WD(i + 1) = WD(i) - ED(i) Else WL(i + 1) = Lm If WD(i) - ED(i) + WL(i) -

45、 EL(i) + (WU(i) + P(i) - EU(i) - R(i) - Um) - Lm <= Dm Then WD(i + 1) = WD(i) - ED(i) + WL(i) - EL(i) + (WU(i) + P(i) - EU(i) - R(i) - Um) - Lm Else WD(i + 1) = Dm End If End If End If If PE(i) <= 0 Then R(i) = 0 W(i + 1) = W(i) + PE(i) a(i + 1) = WMM * (1 - (1 - W(i + 1) / Wm) (1 / (1 + B)End

46、 IfNext iFor i = 1 To 28 '水源劃分 If PE(i) > 0 Then If PE(i) <= Fc Then RG(i) = R(i) RS(i) = 0 Else RG(i) = Fc * R(i) / PE(i) RS(i) = R(i) - RG(i) End If End If If PE(i) <= 0 Then R(i) = 0 RG(i) = 0 RS(i) = 0 End IfNext i '出流系數法推求地下徑流 Qg(1) = Cg * Qgchu + (1 - Cg) * RG(1) * 553 / (3 *

47、3.6) For i = 2 To 28 Qg(i) = Cg * Qg(i - 1) + (1 - Cg) * RG(i) * 553 / (3 * 3.6) Next i '單位線推求直接徑流 Open "C:Documents and SettingsAdministrator桌面水文預報單位線.txt" For Input As #4 For i = 1 To 11 Input #4, UH(i) Next i Close #4 For i = 1 To 28 For j = 1 To 28 If 1 <= i - j + 1 And i - j +

48、1 <= 28 Then Qs(i) = Qs(i) + RS(j) / 10 * UH(i - j + 1) End If Next j Next iFor i = 1 To 28 '總的流量 Q(i) = Qs(i) + Qg(i) Next i '次洪計算結果輸出Open "C:Documents and SettingsAdministrator桌面水文預報次洪流量過程.txt" For Output As #5 For i = 1 To 28 Print #5, "直接徑流:" & Qs(i); "地下徑流:" & Qg(i); "次洪總流量:" & Q(i) Next i Close #5 End SubPrivate Sub Command3_Click() 退出EndEnd SubPrivate Sub Command4_Click() 人工優選和檢驗Dim R(1 To 366) As Single, RS(1 To 366) As Single, RG(1 To 366) As SingleDim PE(1 To 366) As Single, W(1 To 366) As Single, WU(1 To 366)