JP4190788B2

JP4190788B2 - Inundation depth prediction system, inundation depth prediction method, inundation depth prediction program and recording medium recording inundation depth prediction program

Info

Publication number: JP4190788B2
Application number: JP2002101550A
Authority: JP
Inventors: 献一吉田; 賢持奥田; 剛史松下; 克己秋山; 克己横山
Original assignee: NTT Facilities Inc
Current assignee: NTT Facilities Inc
Priority date: 2002-04-03
Filing date: 2002-04-03
Publication date: 2008-12-03
Anticipated expiration: 2022-04-03
Also published as: JP2003296516A

Description

【０００１】
【発明の属する技術分野】
本発明は、河川が氾濫した場合の診断対象建物における氾濫水深を予測する氾濫水深予測システム、氾濫水深予測方法、氾濫水深予測プログラムおよび氾濫水深予測プログラムを記録した記録媒体に関する。
【０００２】
【従来の技術】
従来の氾濫水深予測方法においては、常に、氾濫水が堤内地に貯留する場合を想定した１種類の予測方法を用いていた。
【０００３】
【発明が解決しようとする課題】
ところが、この予測方法は、大河川の場合にしか適合しないので、ほとんどの場合、実態に合わなかった。すなわち、河川氾濫については、氾濫区域の地形状況（面積、勾配等）によって氾濫形態が異なるので、画一的な計算方法で、正確な氾濫水深（氾濫水位）を求めるのは困難であった。従って、氾濫による被害を正確に予測することができなかった。
【０００４】
本発明は、上記の問題を解決するためになされたもので、正確な氾濫水深予測が可能な氾濫水深予測システム、氾濫水深予測方法、氾濫水深予測プログラムおよび氾濫水深予測プログラムを記録した記録媒体を提供するものである。
【０００５】
【課題を解決するための手段】
請求項１に記載の発明は、河川が氾濫した場合の診断対象建物における氾濫水深を予測する氾濫水深予測システムにおいて、河川氾濫形態を、氾濫水が堤内地に貯留する堤内地貯留型と、河川水位と堤内地水位とが等しい状態で氾濫水が堤内地を流下する河川・堤内地一体流下型と、河川水位と堤内地水位とが異なる状態で氾濫水が堤内地を流下する河川・堤内地分離流下型と、河川水位と堤内地水位とが異なる状態で氾濫水が堤内地を流下し、流下した氾濫水が道路を越流する河川・堤内地分離道路越流型とに分類し、前記診断対象建物近傍の河川氾濫形態が堤内地貯留型である場合には、氾濫水量および氾濫面積から氾濫水深を算出する第１の算出手段を用い、河川・堤内地一体流下型である場合には、氾濫水量および合成粗度係数によって決まる流速から氾濫水深を算出する第２の算出手段を用い、河川・堤内地分離流下型である場合には、氾濫水量および粗度係数によって決まる流速から氾濫水深を算出する第３の算出手段を用い、河川・堤内地分離道路越流型である場合には、氾濫水量、診断対象建物近傍の土地と道路との標高差および道路越流幅から氾濫水深を算出する第４の算出手段を用いることを特徴とする氾濫水深予測システムである。
【０００６】
請求項２に記載の発明は、前記第１の算出手段は、洪水流出量および河川の流下能力から河川氾濫流量を算出し、算出した河川氾濫流量から氾濫水量を算出し、算出した氾濫水量、氾濫面積、洪水到達時間および氾濫区域率から氾濫水深を算出し、前記第２の算出手段は、氾濫水深によって決まる合成粗度係数、氾濫水深によって決まる径深および平均河床勾配から流速を算出し、算出した流速および氾濫水深によって決まる流水断面積から流下能力を算出し、算出した流下能力が氾濫水量と一致する場合における前記氾濫水深を求め、前記第３の算出手段は、洪水流出量および河川の流下能力から河川氾濫流量を算出し、算出した河川氾濫流量から氾濫水量を算出し、粗度係数、氾濫水深によって決まる径深および平均河床勾配から流速を算出し、算出した流速および氾濫水深によって決まる流水断面積から流下能力を算出し、算出した流下能力が前記氾濫水量と一致する場合における前記氾濫水深を求め、前記第４の算出手段は、洪水流出量および河川の流下能力から河川氾濫流量を算出し、算出した河川氾濫流量から氾濫水量を算出し、算出した氾濫水量および道路越流幅から道路越流水深を算出し、算出した道路越流水深および診断対象建物近傍の土地と道路との標高差から氾濫水深を算出することを特徴とする請求項１に記載の氾濫水深予測システムである。
【０００７】
請求項３に記載の発明は、河川が氾濫した場合の診断対象建物における氾濫水深を予測する氾濫水深予測方法において、河川氾濫形態を、氾濫水が堤内地に貯留する堤内地貯留型と、河川水位と堤内地水位とが等しい状態で氾濫水が堤内地を流下する河川・堤内地一体流下型と、河川水位と堤内地水位とが異なる状態で氾濫水が堤内地を流下する河川・堤内地分離流下型と、河川水位と堤内地水位とが異なる状態で氾濫水が堤内地を流下し、流下した氾濫水が道路を越流する河川・堤内地分離道路越流型とに分類し、前記診断対象建物近傍の河川氾濫形態が堤内地貯留型である場合には、氾濫水量および氾濫面積から氾濫水深を算出する第１の算出方法を用い、河川・堤内地一体流下型である場合には、氾濫水量および合成粗度係数によって決まる流速から氾濫水深を算出する第２の算出方法を用い、河川・堤内地分離流下型である場合には、氾濫水量および粗度係数によって決まる流速から氾濫水深を算出する第３の算出方法を用い、河川・堤内地分離道路越流型である場合には、氾濫水量、診断対象建物近傍の土地と道路との標高差および道路越流幅から氾濫水深を算出する第４の算出方法を用いることを特徴とする氾濫水深予測方法である。
【０００８】
請求項４に記載の発明は、河川が氾濫した場合の診断対象建物における氾濫水深を予測する氾濫水深予測プログラムにおいて、河川氾濫形態を、氾濫水が堤内地に貯留する堤内地貯留型と、河川水位と堤内地水位とが等しい状態で氾濫水が堤内地を流下する河川・堤内地一体流下型と、河川水位と堤内地水位とが異なる状態で氾濫水が堤内地を流下する河川・堤内地分離流下型と、河川水位と堤内地水位とが異なる状態で氾濫水が堤内地を流下し、流下した氾濫水が道路を越流する河川・堤内地分離道路越流型とに分類し、前記診断対象建物近傍の河川氾濫形態が堤内地貯留型である場合には、氾濫水量および氾濫面積から氾濫水深を算出する第１の算出手順を用い、河川・堤内地一体流下型である場合には、氾濫水量および合成粗度係数によって決まる流速から氾濫水深を算出する第２の算出手順を用い、河川・堤内地分離流下型である場合には、氾濫水量および粗度係数によって決まる流速から氾濫水深を算出する第３の算出手順を用い、河川・堤内地分離道路越流型である場合には、氾濫水量、診断対象建物近傍の土地と道路との標高差および道路越流幅から氾濫水深を算出する第４の算出手順を用いることを特徴とする氾濫水深予測プログラムである。
【０００９】
請求項５に記載の発明は、河川が氾濫した場合の診断対象建物における氾濫水深を予測する氾濫水深予測プログラムを記録した記録媒体において、河川氾濫形態を、氾濫水が堤内地に貯留する堤内地貯留型と、河川水位と堤内地水位とが等しい状態で氾濫水が堤内地を流下する河川・堤内地一体流下型と、河川水位と堤内地水位とが異なる状態で氾濫水が堤内地を流下する河川・堤内地分離流下型と、河川水位と堤内地水位とが異なる状態で氾濫水が堤内地を流下し、流下した氾濫水が道路を越流する河川・堤内地分離道路越流型とに分類し、前記診断対象建物近傍の河川氾濫形態が堤内地貯留型である場合には、氾濫水量および氾濫面積から氾濫水深を算出する第１の算出手順を用い、河川・堤内地一体流下型である場合には、氾濫水量および合成粗度係数によって決まる流速から氾濫水深を算出する第２の算出手順を用い、河川・堤内地分離流下型である場合には、氾濫水量および粗度係数によって決まる流速から氾濫水深を算出する第３の算出手順を用い、河川・堤内地分離道路越流型である場合には、氾濫水量、診断対象建物近傍の土地と道路との標高差および道路越流幅から氾濫水深を算出する第４の算出手順を用いることを特徴とする氾濫水深予測プログラムを記録した記録媒体である。
【００１０】
【発明の実施の形態】
図１は、本発明の一実施形態における氾濫水深予測システムの構成を示すブロック図である。この氾濫水深予測システムは、記録媒体１、演算処理装置２、入力装置３、表示装置４を有する。
【００１１】
記録媒体１は、氾濫水深予測プログラムを記録した媒体であって、具体的には、ハードディスクやＣＤ−ＲＯＭ等である。演算処理装置２は、記録媒体１に記録された氾濫水深予測プログラムを実行する装置であって、具体的には、ＣＰＵ（Central Processing Unit）やＲＡＭ（Random Access Memory）等によって構成され、記録媒体１からＲＡＭにロードされる氾濫水深予測プログラムに従って、ＣＰＵが氾濫水深を算出する。入力装置３は、ユーザーが、氾濫水深予測システムに与える命令やデータを入力するための装置であって、具体的には、キーボードやマウス等によって構成されている。表示装置４は、ＣＰＵによって算出された氾濫水深等が表示される装置であって、具体的には、ＣＲＴ（Cathode Ray Tube；陰極線管）ディスプレイや液晶ディスプレイである。
【００１２】
図２は、診断対象建物に対する１次診断を行う際に、表示装置４に表示される画面を示す図である。診断対象建物における水害の原因としては、河川氾濫、内水氾濫、高潮、津波の４種類が考えられる。内水氾濫とは、堤防等により囲まれた地域における豪雨等により排水が間に合わなくなった場合の氾濫のことである。ユーザーは、これらの各項目について、画面中の入力欄（フィールド）にデータを入力する。
【００１３】
河川氾濫については、入力欄５に建物敷地標高Ｈ_Gを入力し、入力欄６に近接河川周辺の地盤高Ｈ_Rを入力すると、表示欄７に計算結果が表示される。同時に、内水氾濫の項目における表示欄８、９、１０にも、それぞれ、建物敷地標高Ｈ_G、近接河川周辺の地盤高Ｈ_R、計算結果が表示される。高潮については、表示欄１１に建物敷地標高Ｈ_Gが表示されるので、入力欄１２に海岸までの距離Ｌ_mを入力する。同時に、津波の項目における表示欄１３、１４にも、それぞれ、建物敷地標高Ｈ_G、海岸までの距離Ｌ_mが表示される。以上の入力を行うと、表示欄１５に、各項目について本格的な２次診断を行う必要があるか否かが表示される。
【００１４】
図３は、河川氾濫に関する２次診断を行う際に、最初に表示装置４に表示される画面を示す図である。ユーザーは、この画面を見て、４種類の河川氾濫形態（CASE）の中から、診断対象建物に適合する形態（CASE）を選択し、選択した形態（CASE）の番号を画面右下の入力欄１６に入力する。すると、選択した氾濫形態（CASE）に対応する画面に移行する。
【００１５】
この４種類の河川氾濫形態は、九州北部地区で実施された約１００カ所の既往水防調査における採用河川氾濫形態を検討することにより、どの様な河川氾濫形態が想定されるのかを検討した結果、得られたものである。
【００１６】
想定河川氾濫形態は、下記のように分類される。
１堤内地貯留型(CASE.1 以下「堤内地貯留型」と記す)
２堤内地流下型
２-(1) 河川・堤内地一体型(CASE.2 以下「河川・堤内地一体流下型」と記す)
２-(2) 河川・堤内地分離型
２-(2)-▲１▼ 河道形態型(CASE.3 以下「河川・堤内地分離流下型」と記す)
２-(2)-▲２▼ 道路越流型(CASE.4 以下「河川・堤内地分離道路越流型」と記す)
【００１７】
すなわち、想定河川氾濫形態は、大きく、堤内地貯留型と、堤内地流下型とに分類される。堤内地貯留型とは、氾濫水が堤内地（河床以外の土地）に貯留する場合であり、堤内地が比較的緩勾配で広い平野である場合に適用される。
【００１８】
堤内地流下型とは、氾濫水が堤内地を流下する場合である。堤内地流下型は、さらに、河川・堤内地一体型（河川・堤内地一体流下型）と、河川・堤内地分離型とに分類される。河川・堤内地一体型（河川・堤内地一体流下型）とは、河川水位と堤内地水位とが同じ場合であって、堤内地が比較的急勾配で狭い谷部である場合に適用される。すなわち、この型は、谷全体が河道となる場合である。
【００１９】
河川・堤内地分離型とは、河川水位と堤内地水位とが異なる場合である。河川・堤内地分離型は、さらに、河道形態型（河川・堤内地分離流下型）と、道路越流型（河川・堤内地分離道路越流型）とに分類される。河道形態型（河川・堤内地分離流下型）とは、堤内地が河道形態となる場合であって、河川堤防が診断対象建物の上流で決壊した場合に適用される。
【００２０】
道路越流型（河川・堤内地分離道路越流型）とは、道路越流の形態となる場合であって、氾濫水が堤内地を流下する際に、道路等の堰上げによって氾濫水位の上昇が見込まれる場合に適用される。
【００２１】
以下、図４〜７を参照し、CASE.1〜4における氾濫水深Ｈの計算方法を説明する。図４は、CASE.1の「堤内地貯留型」を示す図である。まず、河川氾濫流量Ｅを下記の式（１）を用いて計算する。
Ｅ＝（Ｑ₁−Ｆ₁）／Ｎ₁＋（Ｑ₂−Ｆ₂）／Ｎ₂＋（Ｑ₃−Ｆ₃）／Ｎ₃ …（１）
ただし、上記の式（１）は、氾濫する河川が３本ある場合の式であり、第１項が１本目の河川の氾濫流量、第２項が２本目の河川の氾濫流量、第３項が３本目の河川の氾濫流量である。Ｑ₁，Ｑ₂，Ｑ₃は、それぞれ、１〜３本目の河川の洪水流出量である。Ｆ₁，Ｆ₂，Ｆ₃は、それぞれ、１〜３本目の河川の流下能力である。Ｎ₁，Ｎ₂，Ｎ₃は、それぞれ、１〜３本目の河川の氾濫側数である。氾濫側数とは、片側氾濫の場合（河川の片側の堤防のみが決壊した場合）には１、両側氾濫の場合（河川の両側の堤防が決壊した場合）には２となる数値である。
【００２２】
次に、内水域流出量ΣＱ_Niを下記の式（２）を用いて計算する。
ΣＱ_Ni＝Ｑ_N1＋Ｑ_N2＋Ｑ_N3 …（２）
内水域流出量とは、診断対象建物に隣接する各地域から流出する内水の量の合計であり、上記の式（２）は、内水が流出する地域が３つある場合の式である。
【００２３】
次に、その他河川からの排水量を下記の式（３）を用いて計算する。
ΣＲ_i＝Ｒ₁＋Ｒ₂＋Ｒ₃ …（３）
その他河川からの排水量とは、氾濫河川とは別の河川からの排水量の合計であり、上記の式（３）は、別の河川が３本ある場合の式である。
【００２４】
次に、ポンプによる排水量ΣＱ_Piを下記の式（４）を用いて計算する。
ΣＱ_Pi＝Ｑ_P1＋Ｑ_P2＋Ｑ_P3 …（４）
上記の式（４）は、ポンプが３つある場合の式である。
【００２５】
次に、道路越流量ΣＱ_Riを下記の式（５）を用いて計算する。
ΣＱ_Ri＝Ｑ_R1＋Ｑ_R2＋Ｑ_R3 …（５）
上記の式（５）は、氾濫水が越流する道路が３本ある場合の式である。
【００２６】
そして、氾濫水量ｑを下記の式（６）を用いて計算する。
ｑ＝Ｅ＋ΣＱ_Ni−ΣＲ_i−ΣＱ_Pi−ΣＱ_Ri …（６）
【００２７】
最後に、氾濫水深Ｈを下記の式（７）を用いて計算する。
Ｈ＝ｑ×ｔ×６０／（Ｓ×Ｋ×１０⁶） …（７）
ただし、ｔは洪水到達時間、Ｓは氾濫面積、Ｋは氾濫区域率である。
【００２８】
図５は、CASE.2の「河川・堤内地一体流下型」を示す図である。まず、氾濫水量ｑを下記の式（８）を用いて計算する。
ｑ＝Ｑ₁＋Ｑ₂＋Ｑ₃−ΣＱ_Pi …（８）
ただし、上記の式（８）は、氾濫する河川が３本ある場合の式であり、Ｑ₁，Ｑ₂，Ｑ₃は、それぞれ、１〜３本目の河川の洪水流出量である。また、ΣＱ_Piは、ポンプによる排水量であり、上記の式（４）を用いて計算する。
【００２９】
次に、氾濫水深Ｈをある値に仮定し、以下の計算を行う。
【００３０】
まず、合成粗度係数ｎ’を下記の式（９）を用いて計算する。
【数１】

ただし、Ｐ_iは各部の潤辺長（ｍ）、ｎ_iは各部の粗度係数、Ｐは全潤辺長（ｍ）である。潤辺長は氾濫水深Ｈから定まる。
【００３１】
次に、流速Ｖ（ｍ／sec）を下記の式（１０）すなわちマニングの等流公式を用いて計算する。
Ｖ＝１／ｎ’×Ｒ^2/3×Ｉ^1/2 …（１０）
ただし、Ｒは径深であり、Ｒ＝Ａ／Ｐである。ここで、Ａは流水断面積（ｍ²）である。流水断面積Ａは氾濫水深Ｈから定まる。また、Ｉは平均河床勾配である。
【００３２】
次に、流下能力ｑ’を下記の式（１１）を用いて計算する。
ｑ’＝Ａ×Ｖ …（１１）
【００３３】
そして、上記の式（１１）を用いて計算した流下能力ｑ’が、式（８）を用いて計算した氾濫水量ｑと一致するまで、氾濫水深Ｈの値を変えながら、式（９）〜（１１）を用いた計算を繰り返す。流下能力ｑ’と氾濫水量ｑとが一致した場合における氾濫水深Ｈが、求める答えである。
【００３４】
図６は、CASE.3 の「河川・堤内地分離流下型」を示す図である。まず、氾濫水量ｑを下記の式（１２）を用いて計算する。
ｑ＝Ｅ＋ΣＱ_Ni−ΣＱ_Pi …（１２）
ただし、河川氾濫流量Ｅは上記の式（１）を用いて計算し、内水域流出量ΣＱ_Niは上記の式（２）を用いて計算し、ポンプによる排水量ΣＱ_Piは上記の式（４）を用いて計算する。
【００３５】
次に、氾濫水深Ｈをある値に仮定し、以下の計算を行う。まず、流速Ｖ（ｍ／sec）を上記の式（１０）すなわちマニングの等流公式を用いて計算する。ただし、ｎ’には単一の粗度係数ｎを代入する。次に、流下能力ｑ’を上記の式（１１）を用いて計算する。そして、上記の式（１１）を用いて計算した流下能力ｑ’が、式（１２）を用いて計算した氾濫水量ｑと一致するまで、氾濫水深Ｈの値を変えながら、式（１０）〜（１１）を用いた計算を繰り返す。流下能力ｑ’と氾濫水量ｑとが一致した場合における氾濫水深Ｈが、求める答えである。
【００３６】
図７は、CASE.4 の「河川・堤内地分離道路越流型」を示す図である。まず、河川氾濫流量Ｅを上記の式（１）を用いて計算する。次に、内水域流出量ΣＱ_Niを上記の式（２）を用いて計算する。次に、ポンプによる排水量ΣＱ_Piを上記の式（４）を用いて計算する。
【００３７】
そして、氾濫水量ｑを下記の式（１３）を用いて計算する。
ｑ＝Ｅ＋ΣＱ_Ni−ΣＱ_Pi …（１３）
ただし、河川氾濫流量Ｅは上記の式（１）を用いて計算し、内水域流出量ΣＱ_Niは上記の式（２）を用いて計算し、ポンプによる排水量ΣＱ_Piは上記の式（４）を用いて計算する。
【００３８】
そして、道路越流水深ΔＨを下記の式（１４）すなわち長頂堰の越流公式を用いて計算する。
ｑ＝１．５×Ｂ×（ΔＨ）^3/2 …（１４）
ただし、Ｂは道路越流幅、ΔＨは道路による堰上げ高である。
【００３９】
最後に、氾濫水深Ｈを下記の式（１５）を用いて計算する。
Ｈ＝Ｈ_R＋ΔＨ …（１５）
ただし、Ｈ_Rは、道路と氾濫想定区域の平均地盤高（Ｈ_A）との標高差である。
【００４０】
次に、図８を参照し、内水氾濫に関する２次診断における氾濫水深Ｈの計算方法を説明する。まず、氾濫水量ｑを下記の式（１６）を用いて計算する。
ｑ＝ΣＱ_Ni−ΣＱ_Pi …（１６）
ただし、内水域流出量ΣＱ_Niは上記の式（２）を用いて計算し、ポンプによる排水量ΣＱ_Piは上記の式（４）を用いて計算する。そして、氾濫水深Ｈを上記の式（７）を用いて計算する。
【００４１】
次に、高潮に関する２次診断における想定水位Ｈ_Wの計算方法を説明する。想定水位Ｈ_Wは、下記の式（１７）を用いて計算する。
Ｈ_W＝Ｈ_M＋ｈ−ｈ_D …（１７）
ただし、Ｈ_Mは最高天体潮位、ｈは伊勢湾台風と同程度の台風を想定した場合の最大気象潮差、ｈ_Dは、決壊口（海岸）からの距離Ｌ_m（ｋｍ）による逓減量である。
【００４２】
次に、津波に関する２次診断における想定水位Ｈ_Wの計算方法を説明する。想定水位Ｈ_Wは、下記の式（１８）を用いて計算する。
Ｈ_W＝Ｈ_M＋ｈ …（１８）
ただし、Ｈ_Mは最高天体潮位、ｈは過去の最大津波高である。
【００４３】
図９〜１３は、河川氾濫に関する２次診断を行う際に、全ての氾濫形態において共通に表示装置４に表示される画面を示す図である。
【００４４】
図９は、流域面積ａ（ｋｍ²）を算定するための画面である。流域面積ａとは、氾濫を想定した河川の決壊想定地点より上流で、降雨時にその河川に雨水が集まる範囲のことである。図１０は、洪水到達時間ｔ（分）を算定するための画面である。図１１は、流域内の２００年確率降雨強度ｒ（ｍｍ／ｈｒ）を算定するための画面である。図１２は、河道（河川）の流下能力Ｆ（ｍ³／ｓ）を算定するための画面である。この画面におけるｎは粗度係数、Ａは堤防決壊後の流下能力Ｆにおける流水断面積、ＰはＡにおける潤辺長（水と接触している辺の長さ）である。また、Ｉは平均河床勾配すなわち決壊想定地点近辺（川幅の３〜５倍程度の区間）の勾配である。図１３は、流出係数ｆおよび氾濫区域率Ｋを算定するための画面である。氾濫区域率Ｋとは、氾濫面積Ｓが、氾濫想定区域内の建物等によって低減する比率を示す値である。
【００４５】
図１４〜図１６は、CASE.1の堤内地貯留型を選択した場合に、表示装置４に表示される画面を示す図である。これらの画面における各入力欄１７〜２８に数値を入力することにより、氾濫水深Ｈが算出され、表示欄２９に表示される。
【００４６】
図１７〜図２０は、CASE.2の河川・堤内地一体流下型を選択した場合に、表示装置４に表示される画面を示す図である。これらの画面における各入力欄３０〜３９に数値を入力することにより、氾濫水深Ｈが算出され、表示欄４０に表示される。
【００４７】
図２１〜図２３は、CASE.3の河川・堤内地分離流下型を選択した場合に、表示装置４に表示される画面を示す図である。これらの画面における各入力欄４１〜５０に数値を入力することにより、氾濫水深Ｈが算出され、表示欄５１に表示される。
【００４８】
図２４〜図２６は、CASE.4の河川・堤内地分離道路越流型を選択した場合に、表示装置４に表示される画面を示す図である。これらの画面における各入力欄５２〜６２に数値を入力することにより、氾濫水深Ｈが算出され、表示欄６３に表示される。
【００４９】
図２７〜３１は、内水氾濫に関する２次診断を行う際に、表示装置４に表示される画面を示す図である。図２７は、流域面積（内水域流域面積）ａ（ｋｍ²）を算定するための画面である。内水域流域面積ａとは、内水域に雨水が集まる範囲の面積のことである。図２８は、氾濫面積Ｓ（ｋｍ²）を算定するための画面である。図２９は、内水域の洪水到達時間ｔ（分）を算定するための画面である。図３０は、内水域流域内の２００年確率降雨強度ｒ（ｍｍ／ｈｒ）を算定するための画面である。図３１は、氾濫水深Ｈ（ｍ）を算定するための画面である。この画面における各入力欄６４、６５に数値を入力することにより、氾濫水深Ｈが算出され、表示欄６６に表示される。
【００５０】
図３２、３３は、高潮に関する２次診断を行う際に、表示装置４に表示される画面を示す図である。図３２は、最大気象潮差（偏差）ｈ（ｍ）を算定するための画面である。図３３は、想定水位Ｈ_Wを算定するための画面である。この画面における各入力欄６７、６８に数値を入力することにより、想定水位Ｈ_Wが算出され、表示欄６９に表示される。
【００５１】
図３４、３５は、津波に関する２次診断を行う際に、表示装置４に表示される画面を示す図である。図３４は、過去の最大津波高ｈ（ｍ）を算定するための画面である。図３５は、想定水位Ｈ_Wを算定するための画面である。この画面における入力欄７０に数値を入力することにより、想定水位Ｈ_Wが算出され、表示欄７１に表示される。
【００５２】
なお、本システムは、診断対象建物（地点）における、河川氾濫、内水氾濫、高潮、津波による予測水深（水位）を比較し、診断対象建物（地点）における最大予測水深（水位）を算出することができる。
【００５３】
【発明の効果】
本発明によれば、河川氾濫形態を、被害事例に基づいて、４種類に分類し、それぞれの氾濫形態において、氾濫水量から氾濫水深（水位）を算出することができるので、河川氾濫の実態に合った氾濫水深（水位）を正確に予測することができるようになった。
【００５４】
また、本システムにおいては、画面の入力欄に数値を入力していけばよいので、利用が容易であり、水防の専門家ではないユーザーであっても、氾濫水深（水位）を予測することができるようになった。
【図面の簡単な説明】
【図１】本発明の一実施形態における氾濫水深予測システムの構成を示すブロック図である。
【図２】診断対象建物に対する１次診断を行う際に、表示装置４に表示される画面を示す図である。
【図３】河川氾濫に関する２次診断を行う際に、最初に表示装置４に表示される画面を示す図である。
【図４】 CASE.1の「堤内地貯留型」を示す図である。
【図５】 CASE.2の「河川・堤内地一体流下型」を示す図である。
【図６】 CASE.3 の「河川・堤内地分離流下型」を示す図である。
【図７】 CASE.4 の「河川・堤内地分離道路越流型」を示す図である。
【図８】内水氾濫を示す図である。
【図９】河川氾濫に関する２次診断を行う際に、全ての氾濫形態において共通に表示装置４に表示される画面を示す図である。
【図１０】河川氾濫に関する２次診断を行う際に、全ての氾濫形態において共通に表示装置４に表示される画面を示す図である。
【図１１】河川氾濫に関する２次診断を行う際に、全ての氾濫形態において共通に表示装置４に表示される画面を示す図である。
【図１２】河川氾濫に関する２次診断を行う際に、全ての氾濫形態において共通に表示装置４に表示される画面を示す図である。
【図１３】河川氾濫に関する２次診断を行う際に、全ての氾濫形態において共通に表示装置４に表示される画面を示す図である。
【図１４】 CASE.1の堤内地貯留型を選択した場合に、表示装置４に表示される画面を示す図である。
【図１５】 CASE.1の堤内地貯留型を選択した場合に、表示装置４に表示される画面を示す図である。
【図１６】 CASE.1の堤内地貯留型を選択した場合に、表示装置４に表示される画面を示す図である。
【図１７】 CASE.2の河川・堤内地一体流下型を選択した場合に、表示装置４に表示される画面を示す図である。
【図１８】 CASE.2の河川・堤内地一体流下型を選択した場合に、表示装置４に表示される画面を示す図である。
【図１９】 CASE.2の河川・堤内地一体流下型を選択した場合に、表示装置４に表示される画面を示す図である。
【図２０】 CASE.2の河川・堤内地一体流下型を選択した場合に、表示装置４に表示される画面を示す図である。
【図２１】 CASE.3の河川・堤内地分離流下型を選択した場合に、表示装置４に表示される画面を示す図である。
【図２２】 CASE.3の河川・堤内地分離流下型を選択した場合に、表示装置４に表示される画面を示す図である。
【図２３】 CASE.3の河川・堤内地分離流下型を選択した場合に、表示装置４に表示される画面を示す図である。
【図２４】 CASE.4の河川・堤内地分離道路越流型を選択した場合に、表示装置４に表示される画面を示す図である。
【図２５】 CASE.4の河川・堤内地分離道路越流型を選択した場合に、表示装置４に表示される画面を示す図である。
【図２６】 CASE.4の河川・堤内地分離道路越流型を選択した場合に、表示装置４に表示される画面を示す図である。
【図２７】内水氾濫に関する２次診断を行う際に、表示装置４に表示される画面を示す図である。
【図２８】内水氾濫に関する２次診断を行う際に、表示装置４に表示される画面を示す図である。
【図２９】内水氾濫に関する２次診断を行う際に、表示装置４に表示される画面を示す図である。
【図３０】内水氾濫に関する２次診断を行う際に、表示装置４に表示される画面を示す図である。
【図３１】内水氾濫に関する２次診断を行う際に、表示装置４に表示される画面を示す図である。
【図３２】高潮に関する２次診断を行う際に、表示装置４に表示される画面を示す図である。
【図３３】高潮に関する２次診断を行う際に、表示装置４に表示される画面を示す図である。
【図３４】津波に関する２次診断を行う際に、表示装置４に表示される画面を示す図である。
【図３５】津波に関する２次診断を行う際に、表示装置４に表示される画面を示す図である。
【符号の説明】
１記録媒体
２演算処理装置（第１の算出手段、第２の算出手段、第３の算出手段、第４の算出手段）
３入力装置
４表示装置[0001]
BACKGROUND OF THE INVENTION
The present invention relates to an inundation depth prediction system, an inundation depth prediction method, an inundation depth prediction program, and a recording medium on which an inundation depth prediction program is recorded.
[0002]
[Prior art]
In the conventional flood water depth prediction method, one type of prediction method that always assumes the case where flood water is stored in the embankment is used.
[0003]
[Problems to be solved by the invention]
However, this prediction method is only suitable for large rivers, so in most cases it did not match the actual situation. That is, for river inundation, since the inundation form differs depending on the topographical situation (area, gradient, etc.) of the inundation area, it was difficult to determine the exact inundation depth (inundation water level) with a uniform calculation method. Therefore, damage due to flooding could not be predicted accurately.
[0004]
The present invention has been made in order to solve the above-described problems. An inundation depth prediction system, an inundation depth prediction method, an inundation depth prediction program, and a recording medium on which an inundation depth prediction program is recorded. It is to provide.
[0005]
[Means for Solving the Problems]
The invention according to claim 1 is an inundation depth prediction system for predicting an inundation depth in a building to be diagnosed when a river is inundated. River / cave land where the inundation water flows down the levee land with the same water level and the water level in the levee The separated flow type and the river water level and the ground water level in the levee are different from each other, and the flood water flows down the levee land. If the river inundation form near the building to be diagnosed is a levee-type land storage type, use the first calculation means to calculate the inundation depth from the inundation water volume and the inundation area. , By flood water volume and synthetic roughness coefficient The second calculation means that calculates the inundation depth from the flow velocity determined by the river, and the third calculation that calculates the inundation depth from the flow velocity determined by the inundation water volume and the roughness coefficient if the river and levee land separation flow type 4th calculation means to calculate the flood water depth from the flood water volume, the elevation difference between the land and the road in the vicinity of the building to be diagnosed, and the road overflow width. It is a flood depth prediction system characterized by using.
[0006]
The invention according to claim 2 is characterized in that the first calculation means calculates the river flood flow from the flood runoff amount and the river flow capacity, calculates the flood water flow from the calculated river flood flow, The inundation depth is calculated from the inundation area, the flood arrival time, and the inundation area ratio, and the second calculation means calculates the flow velocity from the composite roughness coefficient determined by the inundation water depth, the diameter depth determined by the inundation water depth, and the average riverbed slope, The flow capacity is calculated from the flow cross-sectional area determined by the calculated flow velocity and flood water depth, and the flood water depth is calculated when the calculated flow capacity matches the flood water volume. Calculate the river inundation flow from the flow capacity, calculate the inundation water from the calculated inundation flow, and calculate the flow velocity from the roughness coefficient, the diameter determined by the inundation water depth, and the average riverbed gradient. The flow capacity is calculated from the flow cross-sectional area determined by the calculated flow velocity and flood water depth, and the flood water depth is calculated when the calculated flow capacity matches the flood water volume. The river overflow flow is calculated from the volume and the river flow capacity, the flood water volume is calculated from the calculated river flood flow, the road overflow depth is calculated from the calculated flood water flow and the road overflow width, and the calculated road overflow depth The flood depth prediction system according to claim 1, wherein the flood depth is calculated from an altitude difference between a land near the diagnosis target building and a road.
[0007]
The invention according to claim 3 is an inundation depth prediction method for predicting an inundation depth in a building to be diagnosed when a river is inundated, a river inundation form, an inland embankment storage type in which inundation water is stored in an embankment, and a river River / cave land where the inundation water flows down the levee land with the same water level and the water level in the levee The separated flow type and the river water level and the ground water level in the levee are different from each other, and the flood water flows down the levee land. If the river inundation form near the building to be diagnosed is a dike storage type, use the first calculation method to calculate the inundation depth from the inundation volume and area. , By flood water volume and synthetic roughness coefficient Use the second calculation method to calculate the inundation depth from the determined flow velocity, and in the case of river and levee segregated flow type, the third calculation method to calculate the inundation depth from the flow velocity determined by the inundation water volume and roughness coefficient If the road / bank diversion road overflow type is used, the fourth calculation method is used to calculate the flood water depth from the flood water volume, the elevation difference between the land near the diagnosis target building and the road, and the road overflow width. This is a flood depth prediction method characterized by this.
[0008]
The invention described in claim 4 is a flood depth prediction program for predicting the flood depth in a building to be diagnosed when a river is flooded. River / cave land where the inundation water flows down the levee land with the same water level and the water level in the levee The separated flow type and the river water level and the ground water level in the levee are different from each other, and the flood water flows down the levee land. If the river inundation form near the building to be diagnosed is a levee-type land storage type, use the first calculation procedure to calculate the inundation depth from the inundation volume and the inundation area. , Flood water volume and synthetic roughness coefficient The third calculation procedure to calculate the flood water depth from the flow rate determined by the flood water volume and roughness coefficient when using the second calculation procedure to calculate the flood water depth from the flow velocity determined by the flow rate, and in the case of river and dam land separation flow type If the river and levee land separation road overflow type is used, the fourth calculation procedure to calculate the flood water depth from the flood water volume, the elevation difference between the land near the diagnosis target building and the road and the road overflow width is It is a flood depth prediction program characterized by using it.
[0009]
The invention according to claim 5 is a recording medium recording a flood depth prediction program for predicting a flood depth in a building to be diagnosed when a river is flooded. Inundation water flows down the levee in a state where the river water level and the levee ground water level are different from the storage type, the river and dam ground flow type where the inundation water flows down the levee ground in the state where the river water level and the ground water level in the levee are equal The river / dyke land separation flow overflow type is different from the river / bank inland segregation flow type, where the river water level and the water level in the dike are different, and the flood water flows down the embankment, and the flood water that has flowed over the road When the river inundation form near the building to be diagnosed is a levee land storage type, the first calculation procedure for calculating the inundation depth from the inundation water amount and the inundation area is used, and the river / dyke inland integrated flow type In case of And the second calculation procedure to calculate the inundation depth from the flow velocity determined by the combined roughness coefficient, and in the case of a river / dyke land separation flow type, the inundation depth is calculated from the inflow water amount and the flow velocity determined by the roughness coefficient If the third calculation procedure is used and the river / dyke land separation road overflow type is used, the flood water depth is calculated from the flood water volume, the elevation difference between the land near the diagnosis target building and the road, and the road overflow width. 4 is a recording medium on which is recorded a flood depth prediction program using the calculation procedure of No. 4.
[0010]
DETAILED DESCRIPTION OF THE INVENTION
FIG. 1 is a block diagram showing a configuration of a flood depth prediction system according to an embodiment of the present invention. This flood depth prediction system includes a recording medium 1, an arithmetic processing device 2, an input device 3, and a display device 4.
[0011]
The recording medium 1 is a medium on which a flood depth prediction program is recorded. Specifically, the recording medium 1 is a hard disk, a CD-ROM, or the like. The arithmetic processing device 2 is a device that executes the flood depth prediction program recorded in the recording medium 1, and is specifically configured by a CPU (Central Processing Unit), a RAM (Random Access Memory), and the like. According to the flood depth prediction program loaded from 1 to the RAM, the CPU calculates the flood depth. The input device 3 is a device for the user to input commands and data to be given to the inundation depth prediction system, and specifically includes a keyboard, a mouse, and the like. The display device 4 is a device that displays the flood water depth calculated by the CPU, and is specifically a CRT (Cathode Ray Tube) display or a liquid crystal display.
[0012]
FIG. 2 is a diagram illustrating a screen displayed on the display device 4 when performing a primary diagnosis on a building to be diagnosed. There are four possible causes of flood damage in the building being diagnosed: river flooding, inland flooding, storm surge, and tsunami. Inland flooding refers to inundation when drainage is not in time due to heavy rain in an area surrounded by embankments. The user inputs data for each of these items in an input field (field) in the screen.
[0013]
For river flooding, enter the building site elevation H in entry field 5 _G In the input field 6 and the ground height H around the adjacent river _R When is input, the calculation result is displayed in the display field 7. At the same time, each of the

display fields

8, 9, 10 in the item of inland flooding also has a building site elevation H _G , Ground height around neighboring rivers H _R The calculation result is displayed. For the storm surge, the height of the building site H _G Is displayed, so the distance L to the coast in the input field 12 _m Enter. At the same time, each of the

display fields

13 and 14 in the item of tsunami has an elevation of the building site H. _G , Distance L to the coast _m Is displayed. When the above input is performed, whether or not it is necessary to perform a full-scale secondary diagnosis for each item is displayed in the display column 15.
[0014]
FIG. 3 is a diagram showing a screen that is first displayed on the display device 4 when performing a secondary diagnosis regarding river flooding. The user looks at this screen, selects the form (CASE) that matches the building to be diagnosed from the four types of river flooding (CASE), and enters the number of the selected form (CASE) at the bottom right of the screen Fill in column 16. Then, it moves to the screen corresponding to the selected flooding form (CASE).
[0015]
These four types of river flooding were examined as a result of studying the river flooding forms adopted in approximately 100 existing flood control surveys conducted in the northern part of Kyushu. It is obtained.
[0016]
Assumed river flooding forms are classified as follows.
1 Reservoir type (CASE.1)
2 Underground flow type
2- (1) River / dyke inland integrated type (CASE.2)
2- (2) River / dyke land separation type
2- (2)-▲ 1 ▼ River channel type (CASE.3)
2- (2)-▲ 2 ▼ Road Overflow Type (CASE.4)
[0017]
In other words, the assumed river inundation forms are broadly classified into a dike ground storage type and a dike ground flow type. The levee land storage type is a case where flood water is stored in the levee land (land other than the river bed), and is applied when the levee land is a relatively plain and wide plain.
[0018]
The dike-down type is a case where flood water flows down the dike. The levee ground flow type is further classified into a river and levee land integrated type (river and dam ground integrated flow type) and a river and dam ground separated type. The river / bank inland integrated type (river / bank inland integrated flow type) is applied when the river water level and the bank water level are the same, and the bank land is a relatively steep and narrow valley. . That is, this type is a case where the whole valley becomes a river channel.
[0019]
The river / bank inland separation type is a case where the river water level is different from the bank water level in the bank. The river / bank land separation type is further classified into a river channel type (river / bank land separation flow type) and a road overflow type (river / bank land separation road overflow type). The river channel form (river / bank inland separation flow type) is applied when the bank land is in a river channel, and the river bank is destroyed upstream of the building to be diagnosed.
[0020]
The road overflow type (river / bank inland separation road overflow type) is a form of road overflow, and when flood water flows down the bank land, Applicable when an increase is expected.
[0021]
Hereinafter, the calculation method of the flood water depth H in CASE.1-4 will be described with reference to FIGS. Fig. 4 is a diagram showing CASE.1 “Reservoir type”. First, the river flood flow E is calculated using the following formula (1).
E = (Q ₁ -F ₁ ) / N ₁ + (Q ₂ -F ₂ ) / N ₂ + (Q _Three -F _Three ) / N _Three ... (1)
However, the above equation (1) is an equation when there are three flooding rivers, the first term is the flooding flow of the first river, the second term is the flooding flow of the second river, the third term Is the overflow of the third river. Q ₁ , Q ₂ , Q _Three Are the flood runoff of the 1st to 3rd rivers, respectively. F ₁ , F ₂ , F _Three Is the flow capacity of the 1st to 3rd rivers, respectively. N ₁ , N ₂ , N _Three Are the flooding numbers of the first to third rivers, respectively. The flooding side number is a numerical value that is 1 in the case of one-side flooding (when only one side of the river bank breaks) and 2 in the case of double-sided flooding (when both sides of the river bank breaks).
[0022]
Next, inland water outflow ΣQ _Ni Is calculated using the following equation (2).
ΣQ _Ni = Q _N1 + Q _N2 + Q _N3 ... (2)
The amount of inland water outflow is the total amount of inland water flowing out from each area adjacent to the building to be diagnosed, and the above formula (2) is an expression when there are three areas from which inland water flows out. .
[0023]
Next, the amount of drainage from other rivers is calculated using the following formula (3).
ΣR _i = R ₁ + R ₂ + R _Three ... (3)
The amount of drainage from other rivers is the sum of the amount of drainage from rivers other than flooded rivers, and the above equation (3) is an equation when there are three other rivers.
[0024]
Next, the amount of water drained by the pump ΣQ _Pi Is calculated using the following equation (4).
ΣQ _Pi = Q _P1 + Q _P2 + Q _P3 (4)
The above expression (4) is an expression when there are three pumps.
[0025]
Next, road overflow ΣQ _Ri Is calculated using the following equation (5).
ΣQ _Ri = Q _R1 + Q _R2 + Q _R3 ... (5)
The above equation (5) is an equation when there are three roads where flood water overflows.
[0026]
Then, the flood water amount q is calculated using the following equation (6).
q = E + ΣQ _Ni -ΣR _i -ΣQ _Pi -ΣQ _Ri (6)
[0027]
Finally, the flood water depth H is calculated using the following equation (7).
H = q × t × 60 / (S × K × 10 ⁶ (7)
Where t is the flood arrival time, S is the flooded area, and K is the flooded area rate.
[0028]
Fig. 5 is a diagram showing CASE.2 "River and levee integrated flow type". First, the flood water quantity q is calculated using the following equation (8).
q = Q ₁ + Q ₂ + Q _Three -ΣQ _Pi (8)
However, the above equation (8) is the equation when there are three flooding rivers. ₁ , Q ₂ , Q _Three Are the flood runoff of the 1st to 3rd rivers, respectively. Also, ΣQ _Pi Is the amount of water discharged by the pump, and is calculated using the above equation (4).
[0029]
Next, assuming the flood water depth H to a certain value, the following calculation is performed.
[0030]
First, the synthetic roughness coefficient n ′ is calculated using the following formula (9).
[Expression 1]

However, P _i Is the length of each part (m), n _i Is the roughness coefficient of each part, and P is the total wetness length (m). The length of Junjun is determined from the flood depth H.
[0031]
Next, the flow velocity V (m / sec) is calculated using the following formula (10), that is, Manning's equiflow formula.
V = 1 / n ′ × R ^2/3 × I ^1/2 (10)
However, R is a deep diameter, and R = A / P. Where A is the cross-sectional area of flowing water (m ² ). The running water cross section A is determined from the flood depth H. I is the average riverbed slope.
[0032]
Next, the flow capacity q ′ is calculated using the following formula (11).
q ′ = A × V (11)
[0033]
Then, while changing the value of the flood water depth H until the flow capacity q ′ calculated using the above equation (11) matches the flood water amount q calculated using the equation (8), the equations (9) to (9) to Repeat the calculation using (11). The flood water depth H in the case where the flow capacity q ′ and the flood water quantity q coincide with each other is the desired answer.
[0034]
Fig. 6 is a diagram showing CASE.3 “River / bank land separation flow type”. First, the flood water amount q is calculated using the following equation (12).
q = E + ΣQ _Ni -ΣQ _Pi (12)
However, the river inundation flow E is calculated using the above equation (1), and the inland water discharge ΣQ _Ni Is calculated using the above equation (2), and the amount of water discharged by the pump ΣQ _Pi Is calculated using equation (4) above.
[0035]
Next, assuming the flood water depth H to a certain value, the following calculation is performed. First, the flow velocity V (m / sec) is calculated using the above equation (10), that is, Manning's equiflow formula. However, a single roughness coefficient n is substituted for n ′. Next, the flow capacity q ′ is calculated using the above equation (11). Then, while changing the value of the flood water depth H until the flow capacity q ′ calculated using the above equation (11) matches the flood water amount q calculated using the equation (12), the equations (10) to Repeat the calculation using (11). The flood water depth H in the case where the flow capacity q ′ and the flood water quantity q coincide with each other is the desired answer.
[0036]
Fig. 7 is a diagram showing CASE.4 "River / Like Land Separation Road Overflow Type". First, the river flood flow E is calculated using the above equation (1). Next, inland water outflow ΣQ _Ni Is calculated using equation (2) above. Next, the amount of water drained by the pump ΣQ _Pi Is calculated using equation (4) above.
[0037]
Then, the flood water amount q is calculated using the following equation (13).
q = E + ΣQ _Ni -ΣQ _Pi ... (13)
However, the river inundation flow E is calculated using the above equation (1), and the inland water discharge ΣQ _Ni Is calculated using the above equation (2), and the amount of water discharged by the pump ΣQ _Pi Is calculated using equation (4) above.
[0038]
Then, the road overflow depth ΔH is calculated using the following formula (14), that is, the overflow formula of the long-top weir.
q = 1.5 × B × (ΔH) ^3/2 ... (14)
However, B is the road overflow width and ΔH is the weir height by the road.
[0039]
Finally, the flood water depth H is calculated using the following equation (15).
H = H _R + ΔH (15)
However, H _R Is the average ground height (H _A ) And altitude difference.
[0040]
Next, with reference to FIG. 8, the calculation method of the flood water depth H in the secondary diagnosis regarding inland water flooding will be described. First, the flood water quantity q is calculated using the following equation (16).
q = ΣQ _Ni -ΣQ _Pi ... (16)
However, inland water outflow ΣQ _Ni Is calculated using the above equation (2), and the amount of water discharged by the pump ΣQ _Pi Is calculated using equation (4) above. And flood water depth H is calculated using said Formula (7).
[0041]
Next, the assumed water level H in the secondary diagnosis for storm surge _W The calculation method of will be described. Assumed water level H _W Is calculated using the following equation (17).
H _W = H _M + H-h _D ... (17)
However, H _M Is the highest tide level, h is the maximum meteorological tide difference assuming a typhoon similar to the Isewan typhoon, h _D Is the distance L from the breakout (coast) _m It is a decreasing amount by (km).
[0042]
Next, the assumed water level H in the secondary diagnosis of tsunami _W The calculation method of will be described. Assumed water level H _W Is calculated using the following equation (18).
H _W = H _M + H (18)
However, H _M Is the highest tide level, and h is the highest tsunami height in the past.
[0043]
9-13 is a figure which shows the screen displayed on the display apparatus 4 in common in all the flooding forms, when performing the secondary diagnosis regarding river flooding.
[0044]
Figure 9 shows the basin area a (km ² ) Is a screen for calculating. The basin area a is a range where rainwater gathers in the river at the time of rainfall, upstream from the expected breakage point of the river. FIG. 10 is a screen for calculating the flood arrival time t (minutes). FIG. 11 is a screen for calculating the 200-year probability rainfall intensity r (mm / hr) in the basin. Figure 12 shows the flow capacity F (m ^Three This is a screen for calculating / s). In this screen, n is the roughness coefficient, A is the cross-sectional area of the flowing water in the flow ability F after the bank break, and P is the wet side length in A (the length of the side in contact with water). I is the average riverbed gradient, that is, the gradient in the vicinity of the expected breakage point (section about 3 to 5 times the river width). FIG. 13 is a screen for calculating the runoff coefficient f and the flooded area rate K. The flooding area rate K is a value indicating the ratio of the flooding area S being reduced by buildings or the like in the flooding assumed area.
[0045]
14 to 16 are diagrams showing screens displayed on the display device 4 when the in-bank storage type of CASE.1 is selected. By entering a numerical value in each of the input fields 17 to 28 on these screens, the flood water depth H is calculated and displayed on the display field 29.
[0046]
17 to 20 are diagrams showing screens displayed on the display device 4 when the river / dyke inland integrated flow type of CASE.2 is selected. By entering a numerical value in each of the input fields 30 to 39 on these screens, the flood water depth H is calculated and displayed on the display field 40.
[0047]
21 to 23 are diagrams showing screens displayed on the display device 4 when the river / dyke land separation flow type of CASE.3 is selected. By entering a numerical value in each of the input fields 41 to 50 on these screens, the flood water depth H is calculated and displayed on the display field 51.
[0048]
FIGS. 24 to 26 are diagrams showing screens displayed on the display device 4 when the river / dyke land separation road overflow type of CASE.4 is selected. By entering a numerical value in each of the input fields 52 to 62 on these screens, the flood water depth H is calculated and displayed in the display field 63.
[0049]
FIGS. 27 to 31 are diagrams illustrating screens displayed on the display device 4 when performing a secondary diagnosis on inland water flooding. Figure 27 shows the catchment area (inner watershed catchment area) a (km ² ) Is a screen for calculating. The inner water basin area a is an area in a range where rainwater collects in the inner water area. FIG. 28 shows the flood area S (km ² ) Is a screen for calculating. FIG. 29 is a screen for calculating the flood arrival time t (minutes) in the inner water area. FIG. 30 is a screen for calculating the 200-year probability rainfall intensity r (mm / hr) in the inland watershed. FIG. 31 is a screen for calculating the flood depth H (m). By entering a numerical value into each of the input fields 64 and 65 on this screen, the flood water depth H is calculated and displayed in the display field 66.
[0050]
32 and 33 are diagrams showing screens displayed on the display device 4 when performing a secondary diagnosis regarding storm surge. FIG. 32 is a screen for calculating the maximum weather tide difference (deviation) h (m). Figure 33 shows the assumed water level H _W It is a screen for calculating. By entering numerical values in the input fields 67 and 68 on this screen, the assumed water level H _W Is calculated and displayed in the display field 69.
[0051]
34 and 35 are diagrams showing screens displayed on the display device 4 when performing a secondary diagnosis regarding a tsunami. FIG. 34 is a screen for calculating the past maximum tsunami height h (m). Figure 35 shows the assumed water level H _W It is a screen for calculating. By entering a numerical value in the input field 70 on this screen, the assumed water level H _W Is calculated and displayed in the display field 71.
[0052]
In addition, this system compares the predicted water depth (water level) due to river flooding, inland flooding, storm surges, and tsunamis at the diagnosis target building (point), and calculates the maximum predicted water depth (water level) at the diagnosis target building (point). be able to.
[0053]
【The invention's effect】
According to the present invention, the river flooding forms are classified into four types based on the damage cases, and in each flooding form, the flooding depth (water level) can be calculated from the flooding water amount. It is now possible to accurately predict the combined flood depth (water level).
[0054]
In addition, in this system, it is only necessary to enter a numerical value in the input field on the screen, so it is easy to use and even a user who is not a flood control expert can predict the flood depth (water level). I can do it now.
[Brief description of the drawings]
FIG. 1 is a block diagram showing a configuration of a flood depth prediction system according to an embodiment of the present invention.
FIG. 2 is a diagram showing a screen displayed on the display device 4 when performing a primary diagnosis for a building to be diagnosed.
FIG. 3 is a diagram showing a screen that is first displayed on the display device 4 when performing a secondary diagnosis on river flooding.
FIG. 4 is a diagram showing a “cave land storage type” of CASE.1.
FIG. 5 is a diagram showing a CASE.2 “river / bank dam integrated flow type”.
6 is a diagram showing the “separated flow type of river and levee” in CASE.3.
FIG. 7 is a diagram showing the “overflow type of river / dyke land separation road” of CASE.4.
FIG. 8 is a diagram showing inland water flooding.
FIG. 9 is a diagram showing a screen displayed on the display device 4 in common in all flooding modes when performing a secondary diagnosis regarding river flooding.
FIG. 10 is a diagram showing a screen displayed on the display device 4 in common in all flooding forms when performing a secondary diagnosis regarding river flooding.
FIG. 11 is a diagram showing a screen displayed on the display device 4 in common in all flooding modes when performing a secondary diagnosis regarding river flooding.
FIG. 12 is a diagram showing a screen displayed on the display device 4 in common in all flooding modes when performing a secondary diagnosis regarding river flooding.
FIG. 13 is a diagram showing a screen displayed on the display device 4 in common in all flooding modes when performing a secondary diagnosis regarding river flooding.
FIG. 14 is a diagram showing a screen displayed on the display device 4 when the bank-in-bank storage type of CASE.1 is selected.
FIG. 15 is a diagram showing a screen displayed on the display device 4 when the in-bank land storage type of CASE.1 is selected.
FIG. 16 is a diagram showing a screen displayed on the display device 4 when the case storage type of CASE.1 is selected.
FIG. 17 is a diagram showing a screen displayed on the display device 4 when the river / dyke inland integrated flow type of CASE.2 is selected.
FIG. 18 is a diagram showing a screen displayed on the display device 4 when the river / dyke inland integrated flow type of CASE.2 is selected.
FIG. 19 is a diagram showing a screen displayed on the display device 4 when the river / dyke land integrated flow type of CASE.2 is selected.
FIG. 20 is a diagram showing a screen displayed on the display device 4 when the river / dyke inland integrated flow type of CASE.2 is selected.
FIG. 21 is a diagram showing a screen displayed on the display device 4 when a river / bank land separation flow type of CASE.3 is selected.
FIG. 22 is a diagram showing a screen displayed on the display device 4 when the CASE.3 river / dyke land separation flow type is selected.
FIG. 23 is a diagram showing a screen displayed on the display device 4 when a river / bank land separation flow type of CASE.3 is selected.
FIG. 24 is a diagram showing a screen displayed on the display device 4 when a river / cave land separation road overflow type of CASE.4 is selected.
FIG. 25 is a diagram showing a screen displayed on the display device 4 when the CASE.4 river / dyke land separation road overflow type is selected.
FIG. 26 is a diagram showing a screen displayed on the display device 4 when the CASE.4 river / dyke land separation road overflow type is selected.
FIG. 27 is a diagram showing a screen displayed on the display device 4 when performing a secondary diagnosis regarding inland water flooding.
FIG. 28 is a diagram showing a screen displayed on the display device 4 when performing a secondary diagnosis on inland water flooding.
FIG. 29 is a diagram showing a screen displayed on the display device 4 when performing a secondary diagnosis on inland water flooding.
FIG. 30 is a diagram showing a screen displayed on the display device 4 when performing a secondary diagnosis regarding inland water flooding.
FIG. 31 is a diagram showing a screen displayed on the display device 4 when performing a secondary diagnosis regarding inland water flooding.
FIG. 32 is a diagram showing a screen displayed on the display device 4 when performing a secondary diagnosis on storm surge.
FIG. 33 is a diagram showing a screen displayed on the display device 4 when performing a secondary diagnosis for storm surge.
FIG. 34 is a diagram showing a screen displayed on the display device 4 when performing a secondary diagnosis relating to a tsunami.
FIG. 35 is a diagram showing a screen displayed on the display device 4 when performing a secondary diagnosis related to a tsunami.
[Explanation of symbols]
1 Recording medium
2 Arithmetic processing devices (first calculation means, second calculation means, third calculation means, fourth calculation means)
3 Input devices
4 display devices

Claims

A recording medium in which a flood water level prediction program for predicting flood water depth in a building to be diagnosed when a river is flooded is recorded, the flood water level prediction program is loaded from the recording medium into a memory, and the flood water level prediction program is loaded according to the loaded flood water level prediction program a flood depth prediction system composed of a CPU for calculating the flooding water depth,
The CPU is
The levee land storage type in which flood water is stored in the levee land, the river and dam ground flow type in which flood water flows down the dam ground with the river water level equal to the dam ground water level, and the river water level and the dam ground water level River and levee land separation flow type in which inundated water flows down the levee in different states, and inundated water flows down the dam with different river water levels and inland water levels, and the overflowed water overflows the road A selection screen for selecting which river flooding mode to calculate with the river / dyke land separation road overflow type is displayed on the device, and the user selects a number for selecting the river flooding mode input from the input device,
The CPU is
According to the river flooding mode corresponding to the number input by the user on the selection screen , the arithmetic target corresponding to the river flooding mode in the flooding water level prediction program is used to calculate the building to be diagnosed in the river flooding mode selected by the user. Calculate the flood depth ,
The CPU is
A display screen of an input field for inputting a numerical value used in an arithmetic expression corresponding to the selected river flooding form is displayed on the display device;
The CPU is
If the selected river flooding mode is the river flooding type in the vicinity of the building to be diagnosed is an inland bank storage type , the river flooding flow entered in the input field of the display screen corresponding to the bank inundation storage type, By using the number of flooding sides, the river flow capacity and the flood area, dividing the result of subtracting the flow capacity from the flood flow rate by the flood side number to obtain the river flood flow, and dividing the river flood flow by the flood area Calculate the flood depth,
If the selected river inundation type is a river / dyke inland integrated flow type, the flood runoff amount and temporary water depth of each river entered in the input field of the display screen corresponding to the river / dyke inland integrated flow type The amount of flood water is calculated by adding the amount of flood runoff of the river, and the synthetic roughness coefficient is obtained from the arithmetic formula based on the provisional water depth. Calculate the area, the flood water depth and the provisional water depth that matches the flow capacity obtained from the flow velocity and the flow velocity cross-sectional area,
When the selected river flooding form is a river / dyke land separation flow type, the river flood flow rate, the number of river flooding sides entered in the input field of the display screen corresponding to the river / bank land separation flow type , Divide the result of subtracting the flow capacity from the inundation flow, using the flow capacity of the river, the inundation area, the inflow of the inland water flowing into the inundation area of the river other than the inundation river basin, the temporary depth, and the cross section. The river inundation flow is obtained, and the inundation water flow is calculated by adding the river inundation flow and the inflow of the inland water, and the composite roughness coefficient is obtained from the arithmetic formula based on the assumed inundation width and the temporary water depth obtained from the flow cross section. The flow rate and the flow cross-sectional area are calculated from Manning's equal flow formula using the combined roughness coefficient and the estimated inundation width obtained from the flow cross-section, and the flow rate and flow cross-sectional area are obtained from the input flood water amount. Until the flow capacity matches Of Type seek discharge capacity of the water depth, the depth of the temporary and flow under power and the flooding water are matched to the depth of the temporary and flooding water depth,
If the selected river flooding type is a river / dyke land separation road overflow type , the river flood flow rate and the river flow entered in the input field of the display screen corresponding to the river / bank land separation road overflow type Divide the result of subtracting the flow capacity from the inundation flow rate by using the flooding number, the river flow capacity, the flood area, the difference in elevation between the land near the diagnosis target building and the road, and the road overflow width. Inundation depth prediction characterized by calculating the river inundation flow, using the overflow formula of the long top weir to determine the height of the weir by road, and adding the height of the weir and the above elevation difference to calculate the inundation depth system.

A recording medium in which a flood water level prediction program for predicting flood water depth in a building to be diagnosed when a river is flooded is recorded, the flood water level prediction program is loaded from the recording medium into a memory, and the flood water level prediction program is loaded according to the loaded flood water level prediction program In the inundation depth prediction method for predicting the inundation depth in the building to be diagnosed when the river is inundated , using the inundation depth prediction system composed of the CPU that calculates the inundation depth,
The CPU is
The levee land storage type in which inundated water is stored in the levee land, the river and dam inland flow type in which the flood water flows down the dam ground with the river water level equal to the inland water level, and the river water level and the inland water level River and levee land separation flow type where inundated water flows down the levee in different states, and inundated water flows down the dam with different river water levels and inland water levels, and the overflowed water overflows the road A process for displaying on the display device a selection screen for selecting which type of river flooding is to be calculated for the river / dyke land separation road overflow type and accepting a number for selecting the river flooding mode input by the user from the input device When,
The CPU is
According to the river flooding mode corresponding to the number input by the user on the selection screen , the arithmetic target corresponding to the river flooding mode in the flooding water level prediction program is used to calculate the building to be diagnosed in the river flooding mode selected by the user. The process of calculating the flood depth ,
Have
The CPU is
A process of displaying an input field display screen for inputting a numerical value used in an arithmetic expression corresponding to the selected river flooding form on the display device;
The CPU is
If the selected river flooding mode is the river flooding type in the vicinity of the building to be diagnosed is an inland bank storage type , the river flooding flow entered in the input field of the display screen corresponding to the bank inundation storage type, By using the flooding number, the river flow capacity and the flood area, subtracting the flow capacity from the flood flow and dividing the result by the flood volume to obtain the river flood flow, and dividing the river flood flow by the flood area The process of calculating the flood depth,
If the selected river inundation type is a river / dyke inland integrated flow type, the flood runoff amount and temporary water depth of each river entered in the input field of the display screen corresponding to the river / dyke inland integrated flow type The amount of flood water is calculated by adding the amount of flood runoff of the river, and the synthetic roughness coefficient is obtained from the arithmetic formula based on the provisional water depth. Calculating the area, the provisional water depth in which the inundation water amount and the flow capacity determined from the flow velocity and the cross-sectional area of the flow velocity coincide with each other,
When the selected river flooding form is a river / dyke land separation flow type, the river flood flow rate, the number of river flooding sides entered in the input field of the display screen corresponding to the river / bank land separation flow type , Dividing the result of subtracting the flow capacity from the inundation flow, using the flow capacity of the river, the inundation area, the outflow of the inland water flowing into the flood area of the river other than the inundation river basin, the temporary water depth, and the cross section The river inundation flow is obtained, and the inundation water flow is calculated by adding the river inundation flow and the inflow of the inland water, and the composite roughness coefficient is obtained from the arithmetic formula based on the assumed inundation width and the temporary water depth obtained from the flow cross section. The flow rate and the flow cross-sectional area are calculated from Manning's equal flow formula using the combined roughness coefficient and the estimated inundation width obtained from the flow cross-section, and the flow rate and flow cross-sectional area are obtained from the input flood water amount. Until the flow capacity matches A process by entering search of discharge capacity of the water depth, and flood water depth of depth of the temporary and flow under power and the flooding water are met for,
If the selected river flooding type is a river / dyke land separation road overflow type , the river flood flow rate and river flow entered in the input field of the display screen corresponding to the river / bank land separation road overflow type Divide the result of subtracting the flow capacity from the inundation flow rate by using the flooding number, the river flow capacity, the flood area, the difference in elevation between the land near the diagnosis target building and the road, and the road overflow width. A process of calculating a flood water depth by obtaining a river inundation flow, obtaining a weir height by a road using the overflow formula of a long top weir, adding the weir height and the above-mentioned elevation difference. How to predict the flood depth.

An inundation depth prediction program that causes a computer loaded from a recording medium to perform calculation processing of inundation depth prediction in a building to be diagnosed when a river is inundated,
The computer has a river inundation form, an inland embankment type in which inundated water is stored in the embankment, and a river / inland integrated flow type in which inundated water flows down the embankment in a state where the river water level is equal to the inland water level. The river and levee land-separated flow type in which the flood water flows down the levee land in a state where the river water level is different from the levee ground water level, and the flood water flows down and flows down in a state where the river water level and the dam ground water level are different The selection screen for selecting whether to calculate the river flooding type of the river where the flooded water overflows the road or the levee separation road overflow type is calculated on the display device, and the river that the user inputs from the input device A process of accepting a number for selecting a flooding form ;
The flooding of the building to be diagnosed in the river flooding mode selected by the user according to the arithmetic formula corresponding to the river flooding mode according to the river flooding mode corresponding to the number input by the user on the selection screen Processing to calculate water depth ,
A process for displaying on the display device a display screen of an input field for allowing the arithmetic processing device to input a numerical value used for an arithmetic expression corresponding to the selected river flooding mode;
The computer is
If the selected river flooding mode is the river flooding type in the vicinity of the building to be diagnosed is an inland bank storage type , the river flooding flow entered in the input field of the display screen corresponding to the bank inundation storage type, By using the number of flooding sides, the river flow capacity and the flood area, dividing the result of subtracting the flow capacity from the flood flow rate by the flood side number to obtain the river flood flow, and dividing the river flood flow by the flood area Processing to calculate flood water depth,
If the selected river inundation type is a river / dyke inland integrated flow type, the flood runoff amount and temporary water depth of each river entered in the input field of the display screen corresponding to the river / dyke inland integrated flow type The amount of flood water is calculated by adding the amount of flood runoff of the river, and the synthetic roughness coefficient is obtained from the arithmetic formula based on the provisional water depth. An area is calculated, and the temporary water depth at which the inundation water amount and the flow capacity determined from the flow velocity and the cross-sectional area of the flow velocity coincide with each other, the temporary water depth is treated as the flood water depth,
When the selected river flooding form is a river / dyke land separation flow type, the river flood flow rate, the number of river flooding sides entered in the input field of the display screen corresponding to the river / bank land separation flow type , Dividing the result of subtracting the flow capacity from the inundation flow, using the flow capacity of the river, the inundation area, the outflow of the inland water flowing into the flood area of the river other than the inundation river basin, the temporary water depth, and the cross section The river inundation flow is obtained, and the inundation water flow is calculated by adding the river inundation flow and the inflow of the inland water, and the composite roughness coefficient is obtained from the arithmetic formula based on the assumed inundation width and the temporary water depth obtained from the flow cross section. The flow rate and the flow cross-sectional area are calculated from Manning's equal flow formula using the combined roughness coefficient and the estimated inundation width obtained from the flow cross-section, and the flow rate and flow cross-sectional area are obtained from the input flood water amount. Until the flow capacity matches Determined by entering the discharge capacity of the water depth, and processing for the depth of the temporary and flow under power and the flooding water was consistent with the flooding water depth,
If the selected river flooding type is a river / dyke land separation road overflow type , the river flood flow rate and the river flow entered in the input field of the display screen corresponding to the river / bank land separation road overflow type Divide the result of subtracting the flow capacity from the inundation flow rate by using the flooding number, the river flow capacity, the flood area, the difference in elevation between the land near the diagnosis target building and the road, and the road overflow width. A flood depth prediction program that calculates the river flood flow, calculates the height of the dam by the road using the overflow formula of the long crest weir, adds the height of the weir and the elevation difference, and calculates the flood depth .

In a recording medium recording a flood depth prediction program that causes a loaded computer to execute a calculation process for predicting the flood depth in a building to be diagnosed when a river is flooded,
A computer has a river inundation form, an inland embankment type in which inundated water is stored in the embankment, and a river and embankment integrated flow type in which inundated water flows down the embankment with the river water level equal to the inland water level, The river and levee land separation flow type in which the flood water flows down the levee land in a state where the river water level and the levee ground water level are different, and the flood water flows down and flows down in the state where the river water level and the dam ground water level are different A selection screen for selecting whether to calculate the river flooding mode of the river or levee land separation road overflow type where flood water overflows the road is displayed on the display device, and the river flooding that the user inputs from the input device A process of accepting a number for selecting a form ;
The flooding of the building to be diagnosed in the river flooding mode selected by the user according to the arithmetic formula corresponding to the river flooding mode according to the river flooding mode corresponding to the number input by the user on the selection screen Processing to calculate water depth,
A process for displaying on the display device a display screen of an input field for allowing the arithmetic processing device to input a numerical value used for an arithmetic expression corresponding to the selected river flooding mode;
The computer is
If the selected river flooding mode is the river flooding type in the vicinity of the building to be diagnosed is an inland bank storage type , the river flooding flow entered in the input field of the display screen corresponding to the bank inundation storage type, By using the number of flooding sides, the river flow capacity and the flood area, dividing the result of subtracting the flow capacity from the flood flow rate by the flood side number to obtain the river flood flow, and dividing the river flood flow by the flood area Processing to calculate flood water depth,
If the selected river inundation type is a river / dyke inland integrated flow type, the flood runoff amount and temporary water depth of each river entered in the input field of the display screen corresponding to the river / dyke inland integrated flow type The amount of flood water is calculated by adding the amount of flood runoff of the river, and the synthetic roughness coefficient is obtained from the arithmetic formula based on the provisional water depth. An area is calculated, and the temporary water depth at which the inundation water amount and the flow capacity determined from the flow velocity and the cross-sectional area of the flow velocity coincide with each other, the temporary water depth is treated as the flood water depth,
When the selected river flooding form is a river / dyke land separation flow type, the river flood flow rate, the number of river flooding sides entered in the input field of the display screen corresponding to the river / bank land separation flow type , Dividing the result of subtracting the flow capacity from the inundation flow, using the flow capacity of the river, the inundation area, the outflow of the inland water flowing into the flood area of the river other than the inundation river basin, the temporary water depth, and the cross section The river inundation flow is obtained, and the inundation water flow is calculated by adding the river inundation flow and the inflow of the inland water, and the composite roughness coefficient is obtained from the arithmetic formula based on the assumed inundation width and the temporary water depth obtained from the flow cross section. The flow rate and the flow cross-sectional area are calculated from Manning's equal flow formula using the combined roughness coefficient and the estimated inundation width obtained from the flow cross-section, and the flow rate and flow cross-sectional area are obtained from the input flood water amount. Until the flow capacity matches Determined by entering the discharge capacity of the water depth, and processing for the depth of the temporary and flow under power and the flooding water was consistent with the flooding water depth,
If the selected river flooding type is a river / dyke land separation road overflow type , the river flood flow rate and the river flow entered in the input field of the display screen corresponding to the river / bank land separation road overflow type Divide the result of subtracting the flow capacity from the inundation flow rate by using the flooding number, the river flow capacity, the flood area, the difference in elevation between the land near the diagnosis target building and the road, and the road overflow width. A flood depth prediction program that calculates the river flood flow, calculates the height of the dam by the road using the overflow formula of the long crest weir, adds the height of the weir and the elevation difference, and calculates the flood depth A recording medium on which is recorded.