所以美國現在已經不談 stormwater BMP了，因為BMP是一個學習過程，不是目的。Stormwater BMP是我們在摸索的過程，最後找到我們的目的。目的是什麼？就是怎麼樣把都會區變成 Low Impact Development Environment（LID 環境），不是說低開發（low development）！我們要每個都會區都是高開發；但是處理排洪的問題時，能夠在出水口的地方，水量排出的方法，就像開發前是慢而有序。所以放流管制，水質控管，使都會區水環境好像仍在未開發一樣，但要怎麼做？
老市區的排水方式是屋頂的水、窗戶的水、平臺的水集中以後，再用排管接排管的快速方式排出，這是非常有效的排水。但水是不應該這樣子連續的集中，我們應該儘量分散水量，故排管接排管的排水方式不是LID！LID設計的第一步是在逕流的源頭先要作 – “minimization of directly connected impervious area (MDCIA)。儘量減少不透水面直接連接到下游不透水面。如照片1所示，任何兩個不透水面之間、都要有可滲水的草地或窪地。A LID layout（空間佈局）第一步是要求：(1) 依MDCIA的原則，訂定水流路徑（flow path），(2) LID basins（海棉窪蓄池）and pavers（海棉透水層）必須放置在上游逕流產生處 as a runoff source control。
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| 照片1 儘量減少不透水面直接連接到下游不透水面 |
A LID basin 就是彌補未開發前的漥地，也就是 hydrologic depression losses（approximately 10 to 50 mm per unit area）。因此，開放後的LID basins 就像人工漥地一樣可以處處皆是，A LID basin 是為了減少逕流體積量（runoff volume reduction）就像自然漥地吸水入土。自然漥地的截水量當以 3 to 6 months 雨量為主。相對於LID basin 的是滯洪池（Flood Detention Basin），滯洪池是為減少10-yr 到 100-yr逕流流量（runoff flow reduction），是全區域性的、要在洪水集中的出水口處。一個集水區內，可有許多 LID basins and pavers 放在上游的水源點（source control），但只需要一個 Flood Mitigation Detention Basin放置在最下游的出水處（flow release control）。
這張照片2就開始有點 LID layout 觀念，我們把街邊的安全島（street Curb），這地方打開了，讓水先進入舖草「漥蓄池」（LID basin）。漥蓄池滿水後，Overflow才流到馬路。在兩個不透水面（停車場及馬路）之間加入的滲水面。其目的是讓水能夠有機會流慢一點，能夠有滲透的機會。1950-1970之間，我們把逕流直接排到馬路上，現在我們讓水先經過人工漥蓄池。然而要如何把LID basins and pavers 置入現有的排水系統呢？在都會區裡面，最大洪水量都是在馬路上，所以洪水到了馬路、就不容易再作LID的控管。因此，LID的佈局是在馬路集中水流之前所作各項LID式的 runoff source control。
圖1為Low-Impact Development Concept的說明，途中馬路旁邊的Buildings產生逕流，在水進入馬路之前，讓初期沖洗地面的污水（flush volume）先流入LID basin，儲存在人工漥蓄池、再進行滲透。當漥蓄池滿了以後，多餘的水量再溢流（overflow）到人行道，再從人行道再流到馬路上。馬路的街邊溝及下水道是以排5到10年洪水為主，一百年洪水將會淹到馬路中心，那麼LID basin 進水口的高程應低於Building的進門台階。如果一個都會區，選擇高程的方法都是用100-yr base flood elevation 當基準，暴雨時who cares stormwater on the street。每個家門口只要夠高，洪水時，門前的街道會成為暫時性的小河，這是居民可以接受的事。那麼都會區裡面，土木技師、建築技師，都市設計師，都要有這base flood elevation 的觀念。所以在制訂法規的時候，建築師會向土木技師尋問一百年洪水位的高程在哪裡？
洪水的流動是從水的源頭起，在都會區裡面，洪水的源頭是從屋頂開始，所以在洪水的源頭的低點要做LID unit。水先在LID unit 被截住，截多少呢？這是成本效益問題。希望人工漥蓄池越大越好，但是越大越貴，所以原則上是以能夠截到80%的逕流量，就是在100場降雨中、只有20場降雨超過LID漥蓄池的儲水量。多餘的水流到馬路上。馬路是 Q-design（排洪流量），就是把馬路的街邊溝道當河道的方式來設計。當馬路的水流到出水口的地方就必需排到下游河川裡面。在出水口的地方，要依照允許出水量（allowable flow release）設計V-design（滯流體積）。允許出水量是以恢復未開發前的出水量為依歸。開發後的出水量，常常是大過於允許出水量，這時候怎麼辦？如何減低開發後的洪峰（Q-reduction）？當然要用 Detention basin 的方式來處理。所以在設計一條排水主幹線時，在進水口（street inlet）的地方全部是LID units；也就是 I-designs。馬路排水就像河川一樣要作 Q-design，最後在出水口要做 V-design。這種按步就班的推展，就是正確的應用了都市排水及防洪共治的觀念 – stormwater management for frequenct, small events and flood mitigation for extreme, large floods.
圖2一個案例的說明，排水主幹線從這一點開始，每個 manhole 都是一個 source of runoff because more runoff flows enter the sewer system。在source的地方做LID unit。不論是用雨水花園（rain garden） or 透水層（paver），LID basin滿水後，多餘的水漫流進入馬路。在馬路及其下水道進入河川的時候，要依照「出流控管」來設計滯洪池（detention basin）。這樣子的話，內水（on-site runoff）可以先排到滯洪池，流過程保證其最大出水量不會讓河川超載，亦即河川的外水（off-site runoff）不會高漲。如此的洪排設計使都市的內水環境及外圍河川都是健康的。所以，Stormwater Green Concept就是(1)上游LID的源頭控制「頻而小的雨量」（reduction in runoff volume），再加入(2)下游滯洪的放流管制「大而稀的暴雨」（reduction in runoff flow）。
LID units 主要分兩種: (1)透水舖面（Paver）與(2)滲水漥蓄池（Basin），A LID basin 基本上就是一個小的人工漥地式的截水池。如照片3所示，在一塊開發的土地（1 to 2 hectare）的低點處做LID basin，我們是希望能夠100%截住源頭的雨水。事實上是不太可能，因為停車場總會有一部分的逕流是直接流到馬路上，而沒有經過LID basin，所以在設計一個LID basin 時先要訂定「流域面積」為何。A LID basin 大約是其流域面積的 |/3 到 |/10。
A LID basin is built with 30-45 公分深的地表漥蓄水池、地下再一層砂（sand-mix）、一層石頭（gravel）、再加入透水式排水盲管(perforated sub-drain pipe)。LID basin既可以地表截蓄水，又要地下透水、及盲管吸水及排水。A LID basin 是一塊海綿。水不斷從大面積的流域產生、再流到這一個小小的海綿上。水先存放在地表漥蓄池中，池中水不斷因為盲管的強力吸水而下滲。如此，海綿將可以永遠的地面供水及地下排水的循環中。國內以全面積來舖透水層舖面。試想若整個集水面積都是海綿舖面的話，這海綿體一旦濕透以後（soil saturation），地下水庫己滿。這LID海綿就不再吸水（因為沒有盲管排水）。A LID unit 不論其大或小，其效果是在於是否水流暢通，若只是一灘死水，則LID不但大而無效並反增不便。
LID透水舖面（Paver）上只有薄膜式的流動地表水，水流動很快，所以必須要在Paver底下先放一層大石頭（gravel）。石頭層的孔隙就變成地表下蓄水功能。等到石頭層滿水以後，水才能向下透滲到砂子層。LID Paver必須先鋪沙層在下、再加石層在上。LID Basin 先鋪石層在下、再加沙層在上。如此，才是有效的蓄、滲、吸、排的全功能系統。如果石頭層跟砂層放反了，LID unit只有重蓋。The operation of a LID unit is always flow-path dependent，所以對水路選定要很謹慎。施工是一層的一層加蓋，絕對不是完全可以用機械來處理的，如照片4的案例所示。
A LID unit 的排水時間（drain time）要多久？六小時？十二小時嗎？四十八小時嗎？要選哪一個？台灣在梅雨季的時候，每天下雨。在乾季的話，好幾天沒有雨。所以若選十二小時以確保水質充分過濾。在雨季時，居民會說為什麼LID天天都一灘水？其次，LID的延長性排水也會引發水權問題，如何依需要訂定排水時間是設計的問題。其次要問LID basin 的地表漥蓄水深是多少？美國Denver市用30 到 45公分。台灣的雨季不一樣？台灣LID basin 應該多深？這和截水量有關。美國EPA建議LID unit 的設計截水量是Water Quality Capture Volume（QWCV），WQCV應該能夠大到可以截下80%的降雨逕流量。或是每100場降雨中，只有20場雨量會淹滿並漫過LID unit 的截水漥池。也就是說有一百場降雨，若從小排到大，則第八十場的降雨量就是WQCV。台灣現在考慮以40到50mm的保育水量來設計LID unit。雖然美國的WQCV大約是10到20公釐，但由圖4的說明，我覺得台灣的45mm保育水量是可接受，因為台灣的LID兼有滯洪功能。
下圖5中是一個40米乘50米的一個建築基地，我們把其中的10米寬度拿來做LID basin，四比一的面積比例。保育水量是45mm，所以45mm乘兩千平方米，需要九十立方米的漥蓄水量。LID unit表面的面積是十米的寬度，四十米的長度，它本身是四百平方米。如果要具有九十立方米的體積，它蓄水深度是0.225米。如果上層放砂，砂的孔隙比（porosity）是25%。下層卵石是的孔隙比是40%。我們取0.42米的砂層及0.30米的卵石層，把這兩個的深度乘上它的孔隙比，剛好是0.225m的水深。這就是LID unit's underground storage。下一個挑戰是希望 LID unit's drain time 是十二小時，也就是在十二小時內，把0.225m的地表水滲入砂及卵石層中。0.225m/l2hr 是滲水量是18.75mm/hr。試問要到哪裡去找具有如此滲水性的土砂混合體（sand-mix）或石砂混合體（gravel-mix）？
這樣的一個建材要那裏尋？就算有建材又如何確定其滲水功能。這時候我們就需要做實驗（如照片5），開始砂及土配料，在實驗室裡面一桶一桶的做，我們用85%的砂子加15%樹皮。到處都有樹，樹皮樹葉到了秋天的時候，堆的跟山一樣。我們也用砂和其它廢物及垃圾配料，例如堆積的腐蝕樹葉，報紙，舊輪胎，recycled 的爛磚頭。我們發現有些配料含鹼量太高或含酸量太高。一放進去以後，對地層是有污染。
除了實驗室之外，照片6是我們的野外測試 field test on rain garden。這個LID rain garden 有400平方英呎，其流域面積是兩英畝（acres），有兩座測雨站。進水口是銜接邊溝的尾端。我們用一個 rectangular weir 來測入水量。這是3公尺深的地下觀測井，滲水先流入一個鐵盒內，經過一個triangular weir來測出水量。如觀測的案例所示，只有前期的逕流是被 rain garden 截住。多半的後期逕流是漫流通過 rain garden。對這場降雨 rain garden 仍發揮些微的減少洪峰的效果（dQ）。對於連續長時間的降雨，rain garden 處於滿水。滲流是固定水頭、飽合水層、穩定滲水。雨停後，滲流才逐漸減少。在梅兩季，長期滿水可能蚊虫滋生。因此排水快又有環保功效才是台灣 LID unit 的特色。
CONCLUSION
A LID unit 主要是彌補 hydrologic depression loss for frequency runoff events. A detention basin 主要是彌補 hydrologic infiltration losses and the impact of flow concentration during extreme events. A LID unit has a diminishing effect on the peak flow reduction. In general, a LID may have a significant impact on 2- to 5-yr peak flow reductions, while it has almost no impact on 10- to 100-yr peak flows. If we like to expand a LID to function for both reductions in runoff volume and peak flow, then the LID unit can be connected to a downstream detention basin. For a small catchment, this detention basin can be an underground vault, while an on-surface basin may serve a large catchment for flood mitigation purposes.（如圖6）
The more LID units we built, the more maintenance we will impose on ourselves. A LID unit has its life cycle of 10 to 15 years. Management details for LID units need to be legalized and enforced through the local regulatory agencies or home owner associations. A regular maintenance program must be established for who will be in charge and who shall share the cost for every major LID unit. 報告到此結束，謝謝各位。
問：郭老師你好，一個簡短的問題請教，之前我們聽過LID演講。LID大概是一年頻率的降雨。你演講一開始也提到LID鎖定2-5年頻率的降雨。因為台灣跟美國的情況比較不一樣，你剛也提到臺北市五年平均降雨大概是78.8 mm 左右，LID的2-5年降雨量是怎麼樣。
Ａ：如果我剛才有講LID是以2-5年頻率的降雨為設計雨量，那一定是表達失誤。我們不用「年級序」的頻率關係來描述LID的設計雨量。我剛才強調是能夠攔截80%的降雨逕流量。例如我有一百次的降雨，從小排到大；a LID unit 應能100%攔截前八十次降雨所產生的逕流量。這是LID設計基礎。若你要用78mm，我認為稍微過頭。我認為45mm雖然高一點，但可以接受也可行。LID是彌補開發前的 depression losses.
問：郭老師是不是給我們一個參考數字，大概LID降雨強度是多少？
Ａ：我們通常用 rainfall event depth (Note: runoff volume = runoff coefficent x rainfall depth x area) 為LID 計量。假如下一百場雨，把這一百場的降雨量做平均是謂 average rainfall event depth。這不是傳統水文中的 rainfall depth-duration 極端年級序分析(annual maximam series)。只考慮每年一次最大洪水的Log-Person III可估算100年一遇洪水量。每一百年中最大洪水的「年級序non-exceeding probability」是99/100。為了設計LID units，我們須要分析長年來所有的降雨及其「全級序」的統計分佈。例如兩年中有一百場降雨；最大一場的「全級序nonexceeding probability」也是99/100。但兩者卻大大不同。為避免混淆不清，在LID的設計中；其設計降雨是以「全級序nonexceeding probability」來訂定；也就是被稱為「截水率」(runoff capture rate)。當截水率是80%的全級序的降雨量 (WQCV)，幾乎是3到6個月一遇的年級序的降雨量。一年裡面LID unit 平均會有兩次淹滿。但卻可完全截住80%的降雨逕流。
問：我想請教LID設施裡維持它的infiltation rate是很重要，有沒有可能clogging會降低它原來BMP對消減污染的功能。
Ａ：非常好的問題。我本來想講，但沒有時間去細談這個問題。剛蓋LID的初期時候，infiltartion rate非常高。可以高到 10 到 15 inch/hour，幾乎是45mm/hour。和我們在實驗室做出來的相似。水滲透快，水質管制沒有達到標準。所以我們怎麼辦？我們就在初期階段, 在盲管出水口先裝一個水龍頭。當infiltation rate 太高時，我們把水龍頭關到一半，讓它出水量降低。出水量降低的意思就是水滲的下來、但出不去! 所以整個sand-mix layer becomes saturated。水流動慢，就可以達到 water quality improvement。等到 LID unit 年紀大了，clogging effect 使水走動越來越慢，這時候我們再把水龍頭打開。所以我們可以有兩階段、三階段的應用。我們這樣做，既可以保持水質，又可以讓它的操作是比較符合經濟效益。
(Many valve operations can be well controlled through the web-based remote control or there is no need of hand operations in field.)
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 This is the outlet of seepage flow from a rain garden. The seepage flow is adjusted by a cap orifice and measured with a weir. Nowadays, a field valve can be operated with a web-based remote control from a distance.
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問：在做實驗，發現你很喜歡用 urban waste materials，不是它的life cycle很容易降低，為什麼會做這種選擇，其他的 materials不是一樣可以達到效果嗎？
Ａ：原因是這樣子，我們當時的 LID Research Team，有一半是 Landscaping Experts，他們提供我們所有不同的 urban waste materials。像碎玻璃瓶、松果、松葉、舊的磚頭、癈報紙、舊輪胎。我們經過 chemical processes，經過篩選之後，我們認為soil and樹葉推肥混合物最容易拌合，又便宜。美國政府現在要求土地開發一定要作 stormwater LID，因此開發成本很高，房價就高。公民就抱怨說「住不起」，LID 的設計變成一個 social-economic problem。所以我們目前的選擇也許不是最好的，但是根據我們Denver當地的經濟效果。
REFERNCES:
Guo, James C.Y. and Mackenzie, K (2014). “Modeling Consistency for small to large watershed studies”, ASCE J. of Hydrologic Engineering, V 19, N8, Aug , 04014009-1 to -7.
Guo, James C. Y. Urbonas, B. and MacKenzie K. (2014) “Water Quality Capture Volume for LID and BMP Designs”, ASCE J of Hydrologic Engineering, Vol 19, No 4, April, 682-686
Guo, James C.Y. and Urbonas B. (2014) “ Volume-based Runoff Coefficient”, ASCE Journal of Irrigation and Drainage Engineering, V 140, N 2, Feb, 04013013-1 to -5.
Guo, James C.Y. (2014). Discussion on “Storm Centering Approach for Flood Predictions from Large Watersheds”, ASCE Journal of Hydrologic Engineering, Vol 19, No 1,Jan., pp 272-274
Guo, James C.Y. (2013). “Green Concept in Stormwater Management”, Journal of Irrigation and Drainage Systems Engineering, Vol 2, Issue 3, ISBM 2168-9768.
Blackler, G. and Guo, James C.Y.(2013). “Paved Area Reduction Factors under Temporally Varied Rainfall and Infiltration”, ASCE Journal of Irrigation and Drainage Engineering, Vol. 139, No. 2, February 1,
Blackler, G. and Guo, James C.Y., (2012). “Field Test of Paved Area Reduction Factors using a Storm Water Management Model and Water Quality Test Site," ASCE Journal of Irrigation and Drainage Engineering, Vol. 17, No. 8, August.
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Kocman, S. M., Guo, J. C.Y. and Ramaswami A. (2012).” Waste-Incorporated Sub-base for Porous Landscape Detention Basin“, ASCE Journal of Environmental Engineering, Vol 137, No 10, Oct,
Guo, James C. Y. Cheng, Jeff, Wright, L.(2012) “Field Test on Conversion of Natural Watershed into Kinematic Wave Rectangular Planes, ASCE J. of Hydrologic Engineering, Vol. 17, No. 8, August.
Guo, James C.Y. (2012). “Off-stream Detention Design for Stormwater Management”, ASCE Journal of Irrigation and Drainage Engineering, Vol. 138, No. 4, April 1.
Guo, James C. Y. Shih, H. M. and MacKenzie K. (2012) “Stormwater Quality Control LID Basin with Micro pool”, ASCE Journal of Irrigation and Drainage Engineering, Vol. 138, No. 5, May 1.
Guo, James C.Y. (2012). “Cap-orifice as a Flow Regulator for Rain Garden Design ASCE J of Irrigation and Drainage Engineering, Vol. 138, No. 2, February.
Guo, James, C.Y., Urbonas, B., and K. MacKenzie (2011). “The Case for a Water Quality Capture Volume for Stormwater BMP”, J. of Stormwater, Oct.
Guo, James C.Y., Blackler, E G, Earles, A, and MacKenzie, K (2010) "Effective Imperviousness as Incentive Index for Stormwater LID Designs” ASCE J. of Irrigation and Drainage Engineering, Vol 136, No12, Dec.
Guo, James C.Y., Jones, J. and Earles, A.(2010). “Method of Superimposition for Suction Force on Trash Rack”, ASCE J. of Irrigation and Drainage Engineering, Vol 136, No11, Nov.
Guo, James C.Y., and Jones, J. (2010). “Pinning Force during Closure Process at Blocked Pipe Entrance”, ASCE J. of Irrigation and Drainage Engineering, Vol 136, No2, Feb.
Earles, T., Guo, J., MacKenzie, K., Clary, J., and Tillack, S. (2010) “A Non-Dimensional Modeling Approach for Evaluation of Low Impact Development from Water Quality to Flood Control”. doi: 10.1061/41099(367)32
Low Impact Development 2010: pp. 362-371.
Guo, James C.Y. (2010)“Preservation of Watershed Regime for Low Impact Development using (LID) Detention”, ASCE J. of Engineering Hydrology, Vol 15, No 1., January.
Guo, James C.Y., Kocman, S and Ramaswami, A (2009) “Design of Two-layered Porous Landscaping LID Basin,”, ASCE J. of Environ Engineering, Vol 145, Vol 12, December.
Guo, James C.Y. and McKenzie, K, and Mommandi, A. (2008) “Sump Inlet Hydraulics”, ASCE J. of Hydraulic Engineering, Vol 135, No 1, Nov.
Guo, James C.Y.(2009) “Retrofitting Detention Basin for LID Design with a Water Quality Control Pool”, ASCE J. of Irrigation and Drainage Engineering, Vol 135, No 6, October.
Guo, James C.Y. and Urbonas, B. (2009) “Conversion of Natural Watershed to Kinematic Wave Cascading Plane”, ASCE J. of Hydrologic Engineering, Vol 14, No. 8, August.
Guo, James C.Y., (2009) “Grade Control for Urban Channel Design”, Elsevier Science, J. of Hydro-Environmental Research, Online publication complete: 18-FEB-2009 DOI information: 10.1016/j.jher.2009.01.001, February/March, pp 1-4.
Guo, James C.Y. and Harrigan, Kelly (2009). “Conservative Design Rainfall Distribution”, ASCE J. of Hydrologic Engrg. Volume 14, Issue 5, pp. 528-530
Guo, James C.Y. and Gerald Blackler. (2009) “Least Cost and Most Efficient Channel Cross Sections”, ASCE J. of Irrigation and Drainage Engineering, Vol 135, No. 2, pp 248-251 (March/April 2009)
Guo, James C.Y. and Cheng, J. Y.C.(2008) “Retrofit Stormwater Retention Volume for Low Impact Development (LID)”, ASCE J. of Irrigation and Drainage Engineering, Vol 134, No 6, December.
Guo, James C.Y. and Urbonas, B (2008) “Consistency between Colorado Urban Hydrograph Procedure and Rational Methods,”, Annual Natural Hazards News, published by Urban Drainage and Flood Control District, Denver, Colorado
Guo, James C.Y. (2008) Runoff Volume-Based Imperviousness Developed for Storm Water BMP and LID Designs”, ASCE J. of Irrigation and Drainage Engineering, Vol 134, No 2, April.
Guo, James C. Y. (2008) Inflection on Recession Hydrograph, Response to Reader’s Discussion on Dimensionless Kinematic Wave Unit Hydrograph for Storm Water Predictions, Vol 132, No. 4, ASCE J. of Irrigation and Drainage Engineering, July/August, Vol 134, No 2, ASCE J. of Irrigation and Drainage Engineering, April.
Guo, James C.Y. (2007) “ DOC. 1052 No. 869 for Videotape and Audio Deposition of James Chwen-Yuan Guo Recorded for Case of Andrew Sieger, Estate of Chad Sieger (Deceased) Versus The City of Omaha, Nebraska” in the District Court of Douglas County, Nebraska District Court, Omaha, Nebraska, June 4, 2007
Guo, James C.Y. (2007) Stormwater Detention and Retention LID systems, Invited, J. of Urban Water Management, July
Guo, James C.Y., Urbonas, B., Mackenzie, K, and Lloyd, D (2007) Stormwater Computer Design Tools, Invited, J. of Urban Water Management, July
Guo, James C.Y. and Clark, J. (2006). “Rational Volumetric Method for Off-line Storm Water Detention Design”, J. of PB Network for Water Engineering and Management, Vol 21, No 3, Issue No. 64, December.
Guo, James C.Y. and Hsu, E.S.C. (2006). “Hydrologic Modeling Consistency and Sensitivity to Watershed Size”, J. of PB Network for Water Engineering and Management, Vol 21, No 3, Issue No. 64, December.
Guo, James C.Y. (2006). “Decay-based Clogging Factor for Curb Inlet Design”, Vol 132, No. 11, ASCE J. of Hydraulic Engineering, November.
Guo, James C.Y. (2006). “Stormwater Predictions using Dimensionless Unit Hydrograph”, Vol 132, No. 4, ASCE J. of Irrigation and Drainage Engineering, July/August.
Guo, James, C.Y., Hsu Eric S.C., and Chen, Jeffery (2006). “永續洪水滯流池地表及地下系統 Sustainable Surface-Subsurface Storm water Retention System” Vol 14, No. 2, Journal of China Institute of Water Resources and Hydropower Research, June.
Jones, J, Guo, J.C.Y., and Urbonas, B. (2006). “Safety on Detention and Retention Pond Designs”, J. of Storm Water, Jan/Feb.
Guo, James C.Y. (2006). “Overland Flow Model for Hot Asphalt Oil Spill”, Vol 78, J. of Environmental Management, pp 102-105.
Guo, James C.Y. (2004). “Design of Urban Channel Drop Structure”, J. of Flood Hazards News, December,
Guo, James C.Y. (2004). “Hydrology-Based Approach to Storm Water Detention Design Using New Routing Schemes,” ASCE J. of Hydrologic Engineering, Vol 9, No. 4, July/August
Guo, James C.Y. (2003). “Design of Infiltrating Basin by Soil Storage and Conveyance Capacities,” IWRA International J. of Water, Vol 28, No. 4, December.
Guo, James C.Y. (2003). Response to readers’ discussion on "Rational Hydrograph Method for Small Urban Catchments," ASCE J. of Hydrologic Engineering, Vol 2, No.1, May/June.
Waugh, P.D., Jones, J.E., Urbonas, B.R., MacKenzie, K.A., and Guo, J. C.Y. (2002) “Denver Urban Storm Drainage Criteria Manual.”, ASCE J. of Urban Drainage, Vol 112, No 56.
Guo, James C.Y. (2002). “Overflow Risk of Storm Water BMP Basin Design,” ASCE J. of Hydrologic Engineering, Vol 7, No. 6, Nov.
Guo, James C.Y. and Urbonas, Ben. (2002). “Runoff Capture and Delivery Curves for Storm Water Quality Control Designs,” ASCE J. of Water Resources Planning and Management, Vol 128, Vo. 3, May/June.
Guo, James C.Y. and Hughes, William. (2001). “Runoff Storage Volume for Infiltration Basin,” ASCE J. of Irrigation and Drainage Engineering, Vol 127, No. 3, May/June.
Guo, James C.Y. (2001). "Rational Hydrograph Method for Small Urban Catchments," ASCE J. of Hydrologic Engineering, Vol 6, No.4, July/August.
Guo, James C.Y., Urbonas, Ben. and Stewart, Kevin. (2001). “Rain Catch under Wind and Vegetal Effects,” ASCE J. of Hydrologic Engineering, Vol 6, No.1, in Jan.
Guo, James C.Y. (2001). “Design of Circular Infiltration Basin Under Water Mounding Effects,” ASCE J. of Water Resources Planning and Management, Vol 127, No.1, Jan/Feb.
Guo, James C.Y. (2000). “Street Storm Water Conveyance Capacity,” ASCE J. of Irrigation and Drainage Engineering, Vol 126, No 2, Mar/Apr,
Guo, James C.Y. (2000). “Street Storm Water Storage Capacity”, J. of Water Environment Research, Vol 27, No 6., Sept./Oct.
Guo, James C.Y. (2000). “A Semi-Virtual Watershed Model by Neural Networks,” J. of Computer-Aided Engineering, Special Issue for Evolutionary and Neural Network Computing”, Vol 15, BLACKWELL publishers, Nov.
Guo, James C.Y. (2000). “Design of Grate Inlets with a Clogging Factor,” Advances in Environmental Research, Vol 4, Elsvier Science, Ireland.
Guo, James C.Y. (2000). “Storm Hydrographs for Small Catchments,” IWRA International J. of Water, Vol 25, No. 3, September. |
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